PB Agenda Packet 8.13.2026 (full text)

WEST SENECA PLANNING BOARD 1300 Union Road, West Seneca, NY 14224 6:00 PM in the Community Center August 13, 2026 AGENDA Meeting # 2026-08 CALL TO ORDER APPROVAL OF PROOFS OF PUBLICATION APPROVAL OF MINUTES 1. Minutes of Meeting #2026-07 OLD BUSINESS SPR 2026-003 A request of Home Leasing, for site plan approval for a property located at 2544 Clinton Street to permit a 3-story multi-unit residential building with all associated site work. NEW BUSINESS SPR 2026-007 A request from Benchmark Streamline LLC for property located at 325 Orchard Park Rd for approval of a multi-building, mixed use, development and all associated site work. ADJOURN Page 1 of 1174

West Seneca Community Center Planning Board Proceedings 1300 Union Rd Minutes#2026-07 West Seneca, NY 14224 July 9, 2026 Roll Call Present: • Mark Beeler, Planning Board Member • Joe Sherman, Planning Board Member • Margaret Bebak, Chairperson • James Frick, Planning Board Member • Eric Sailer, Planning Board Member • Tim Hayes, Planning Board Member • William Wise, Planning Board Member Absent: None Call To Order The meeting was called to order By Margaret Bebak, seconded by James Frick @ 6:00 pm Approval of Proofs of Publication • Motion: A motion was made to approve the proof of publication. • Recommendation: Approve • Motion by: Margaret Bebak • Seconded by: James Frick • Ayes: All • Noes: None • Abstain: None • Motion Carried Approval of Meeting Minutes #2026-06 • Motion: A motion was made to approve the minutes from the previous meeting. • Recommendation: Approve • Motion by: Margaret Bebak • Seconded by: Joseph Sherman • Ayes: All • Noes: None • Abstain: None • Motion Carried Page 2 of 1174

Old Businesses SPR 2026-002: New Leaf, Inc for site plan approval for property located at 705 Orchard Park Road to permit an EV Parking Station and all associated site work. • Motion: A motion was made to table the request • Recommendation: Table • Motion by: Margaret Bebak • Seconded by: Tim Hayes • Ayes: All • Noes: None • Abstain: None • Motion Carried SPR 2026-003: Home Leasing, for site plan approval for a property located at 2544 Clinton Street to permit a 3-story multi-unit residential building with all associated site work. • Motion: A motion was made to table the request for site plan approval. • Recommendation: Table • Motion by: Margaret Bebak • Seconded by: Tim Hayes • Ayes: All • Noes: None • Abstain: None • Motion Carried SPR 2026-005: Zen Nails, for property located at 1976 Ridge Road to permit an addition to the existing building and all associated site work. • Mike Berger of Sutton Architecture represented the business. He explained that after failing to secure an access agreement with the adjacent property owner, the plan was revised. The new plan eliminates rear access and maintains the existing access points on Ridge Road. A 6x4 dumpster in an 8x8 enclosure will be added on the side of the property, accessible only from the Zen Nails property. Details for landscaping have been provided as requested at the last meeting. • Board Questions and Answers: o Q (Tim Hayes): Asked for clarification on exiting to the rear, noting it seems physically possible. o A (Mike Berger): Acknowledged it's not physically obstructed but stated they do not have a legal agreement with the property owner, so they are closing it off with green space and landscaping to discourage unauthorized use. o Q (William Wise): Asked if the closure would be a fence. o A (Mike Berger): No, it will be a grass transition with landscaping elements. Page 3 of 1174

o Q (Joseph Sherman): Asked if the business will remain "appointment only." o A (Mike Berger): Yes, that is the intent. o Q (Tim Hayes): Asked about addressing minor engineering questions. o A (Mike Berger): Confirmed they will address ADA compliance issues. Sidewalks will be flush, and bumper stops will be added for cars. They plan to maintain existing grade levels to avoid issues with the building's interior floor levels. • Public Comments: None. • Motion: To approve the site plan and landscaping, subject to the conditions in the Town of West Seneca Engineering Department letter dated July 9, 2026. • Recommendation: Approve with conditions • Motion by: Margaret Bebak • Seconded by: James Frick • Ayes: All • Noes: None • Abstain: None • Motion Carried SPR 2026-006: Carmina Wood Design, for site plan approval for property located at 1425 Orchard Park Road to permit the development of fa multi-unit town house development with all associated site work. • Anthony Pandolfi of Carmina Wood Design, the project engineer, presented updates since the last meeting. Additional parking has been added for the two southern six-unit buildings. "No Parking" signs will be added in front of the units. Regarding school bus service, he spoke with West Seneca Schools' transportation director. Students in grades 7- 12 will likely use the bus shelter at the front of the site, as their policy allows for a walk of up to 0.3 miles. For K-6 students, who are only required to walk up to 0.1 miles, the bus will need to enter the site to pick them up from the rear units. A turning plan was provided to and approved by the school. Attempts to get a response from the school about a walking path to the playground have been unsuccessful. The town engineer issued a letter indicating comfort with the board issuing an approval contingent on resolving minor final engineering comments. • Board Questions and Answers: o Q (Margaret Bebak): Confirmed there are 29 units, not 25. o A (Anthony Pandolfi): Correct, 29 units. o Q (Tim Hayes): Asked if the "minor" engineering comments regarding stormwater analysis would require new data collection. o A (Anthony Pandolfi): No, he believes it's a minor issue. The town wants them to account for offsite drainage in the pond calculations, but since the land already drains toward the wetlands, they can simply reroute it without needing treatment, which shouldn't require major plan changes. o Q (Eric Sailer): Asked if additional waiting areas for K-6 students will be provided, since a bus will enter the site for them. o A (Anthony Pandolfi): The plan shows one shelter by Orchard Park Road, but there are sidewalks where students can congregate in the back. Page 4 of 1174

o Q (Eric Sailer): Inquired about the anticipated number of children, given they are patio homes. o A (Anthony Pandolfi): They are all two-bedroom units, and the target demographic is seniors looking to downsize, so they do not anticipate a large number of children. • Public Comments: None. • Motion: To approve the site plan, subject to the applicant's response to the requirements in the engineering department letter dated July 9, 2026. • Recommendation: Approve with conditions • Motion by: Margaret Bebak • Seconded by: Eric Sailer • Ayes: All • Noes: None • Abstain: None • Motion Carried New Businesses SPR 2026-004: Armstrong's Beer Company, for property located at 1340 Orchard Park Road for a special permit to allow the service of alcohol. • Alex Armstrong, the owner, described his plan to create a family-friendly tap house inspired by a brewery in Rehoboth Beach, DE. The goal is to provide a social space for families. The establishment will have a tavern wine license to serve draft and canned craft beer, ciders, and wine. The layout includes tables, couches, and a kids' area in the back with a theater, Lego room, and small arcade. A simple food menu with items like a burger and fries will be offered, with a focus on a kids' menu. Service will be handled at the bar, not via table service. • Board Questions and Answers: o Q (Joseph Sherman): Asked if they will have a self-pour system like The Ridge. o A (Alex Armstrong): No, bartenders will pour all drinks. o Q (Eric Sailer): Asked about outdoor seating. o A (Alex Armstrong): There is an outdoor area they have rights to use, but they will address outdoor seating plans in the spring as they plan to open in the late fall or winter. o Q (Joseph Sherman): Asked if alcohol would be served in the outdoor area. o A (Alex Armstrong): Yes. o Q (Tim Hayes): Confirmed no hard liquor will be served. o A (Alex Armstrong): Correct, just beer, wine, and cider. They do not anticipate being a late-night destination. o Q (Tim Hayes): Asked about hours of operation. o A (Alex Armstrong): 11:00 AM to 9:00 PM. o Q (Margaret Bebak): Asked for clarification on the "family basement" concept. o A (Alex Armstrong): Confirmed the concept. They will have cameras in the kids' area so parents can monitor them on their phones, and there will be chairs nearby for parents who wish to watch their children directly. Page 5 of 1174

o Q (Joseph Sherman): Asked about supervision for the children's area. o A (Alex Armstrong): Parents will be responsible for their own children. o Q (Alex Armstrong / Self-Addressed): Addressed potential parking concerns, noting the shared lot with Molly's Mutt (a drop-off location) and a Mexican restaurant is large and rarely full. He noted an unused grass area owned by the landlord could potentially be converted to parking if needed. • Public Comments: None. • Motion: To recommend to the Town Board that they issue the special permit. • Recommendation: Recommend Approval • Motion by: Margaret Bebak • Seconded by: William Wise • Ayes: All • Noes: None • Abstain: None • Motion Carried Adjourn • Motion by: Margaret Bebak • Seconded by: Mark Beehler • The motion was second and all were in favor. Meeting adjourned 6:23pm Page 6 of 1174

April 20, 2026 Jeffery Schieber Code Enforcement Officer 1250 Union Road – Room 210 West Seneca, New York 14224 RE: 2544 Clinton Street – Home Leasing Development Site Plan Review Application Package Mr. Schieber: On behalf of Home Leasing Development, I am pleased to submit a Site Plan Review Application Package for the proposed affordable multi-family housing project “West Seneca Apartments”, located on one parcel at 2544 Clinton Street. Home Leasing is seeking Site Plan Approval to develop the project on an approximately 12.7-acre site. (TA#124.00-2-5). The project proposes the construction of 75-units spanning across two buildings – the existing mansion on site (15-units) and a new 3-story multifamily apartment building (60-units) with associated parking, site and drainage improvements. The original project was approved by the Town Board for Rezoning, Special Use Permit and SEQR Negative Declaration on 1/27/2025. The revised layout for the project was approved by the Town Board for an Amendment to the existing Special Use Permit on 2/9/2026. This package includes a fully engineered site package for Planning Board Review. Per Town of West Seneca Code – Site Plan Review Criteria - “Planning Board Actions; project review criteria” (Code Section 102-12 (A & B)), we offer the following responses: (1) Conformance with this chapter and other adopted Town plans, an approved development plan that includes the subject site, if one exists, and all other applicable laws; To the best of our knowledge, the project is in compliance with all regulations of the R-50 zoning district and supplemental multifamily housing requirements. Based on the 2016 Comprehensive Plan – Neighborhoods – Section A, B and C – the plan supports continuing to build affordable housing with West Seneca. (2) Compatibility of the proposed development with the natural features of the land and the environmental attributes of the site; The project is designed to preserve and avoid disturbance in the environmentally sensitive areas located on the site. There will be no disturbance within the archeological buffer area and 100-year floodplain. All development is located in FEMA Zone X and areas of minimal flood hazard. Development is located away from Cayuga creek to maintaining an existing natural buffer. The site layout is designed to maintain existing trees/vegetation along Clinton Street and along the perimeter of the parcel. Page 7 of 1174

(3) The project's compliance with grading and drainage requirements of the Town; The project is designed to comply with the town standards. Stormwater is designed to meet NYS Stormwater Design Manual standards, grading and disturbance will be limited to areas as required for installation of stormwater practices and to achieve positive drainage away from buildings/across hardscape areas. (4) The project's compliance with the Town's Flood Damage Prevention Law; The project is located partially within FEMA Zone X, with the majority of the development sitting outside of all mapped zones. Per Town Code Section 77-12 – A floodplain development permit is not required for development within Zone X. (5) The general layout and design of buildings, lighting, signage, open space and development features consistent with reasonable planning principles; The proposed singular new 3-story building (60-units) along with utilizing the existing mansion for an additional 15-units was chosen to lessen the overall footprint on the property. The existing landscaping and stone wall are being preserved to the greatest extent possible, providing screening of the new building and parking lot from Clinton Street. Roads and parking lots have been designed to meet town standards and allow for proper emergency access. (6) The location and design of vehicular entrances/exits, including emergency access and fire lanes, in relation to the street system, traffic circulation and control within the site, and coordination of access points and circulation with adjoining properties; The existing entrance to the property is being utilized with minor widening to allow for adequate space for emergency vehicles. The parking lot and roadways are designed to meet NYS Fire Code including: fire lanes for aerial apparatus access along two sides of building, fire turnarounds, a looped parking lot, and two new private fire hydrants. (7) The provision and protection of pedestrian movement on the site and coordination of pedestrian movement on adjoining properties and the street system; Sidewalks are provided throughout the proposed development. All sidewalks (as shown on the plans) are ADA compliant. Sidewalk access is provided out to Clinton Street and a new segment of sidewalk within the ROW and extends to the west to the limits of the existing guardrail, in accordance with previous coordination with NYSDOT. (8) The location, design, layout and adequacy of parking, loading and stacking areas, including the provision of opportunities for handicapped parking; The parking lot provides the code required 170 spaces – including 20 visitor spaces. The submitted plans proposes 20-banked parking spaces to be constructed in the future if demand requires it. ADA and EV spaces are provided at both buildings, adjacent to the accessible entrances for the respective buildings. (9) Provision of landscaping, screening and buffers to complement development and protect adjacent uses and public rights-of-way from unsightliness, noise, glare and other nuisances. Such elements shall also be used to promote the availability of green space in nonresidential development and recreation space in residential development to avoid a continuous paved or built environment; 2 Page 8 of 1174

The project layout was designed to preserve open space. Existing natural buffers will be maintained along the north, east and west boundaries of the site. Trees along the south (Clinton Street) will be maintained – other than removal required for the widening of the driveway. A patio area and playground are provided, along with landscaped islands throughout the parking lot. Trees will be added along the entrance drive to provide additional screening of the new development from Clinton Street. (10) Adequate provision of drainage and stormwater management facilities; A Stormwater Pollution Prevention Plan (SWPPP) was prepared for the site and is included in this submission package. The site is designed per the NYS Stormwater Design Manual standards and NYSDEC Standards and Specifications for Erosion and Sediment Control. Several stormwater practices are proposed for the site including bioretention areas, underground stormwater chambers and use of a hydrodynamic separator (water quality unit). (11) Adequacy of sewer and water facilities, fire protection and conformance with Town regulations for the provision and construction of those services; A full sewer report (including flow testing) has been completed. Findings of the monitoring was reviewed and approved by Erie County Sewer, concluding that the sewer has sufficient capacity to support the proposed project. Existing flow tests for the watermain on Clinton Street have been reviewed and it was determined that the existing watermain has sufficient pressure to support the proposed project. Both buildings will be designed to meet NYS Fire Code (for rehabilitation of the existing building and new construction). (12) Where appropriate and applicable, the concurrence of Town agencies, New York State Department of Transportation, New York State Department of Environmental Conservation and other county or state agencies, as appropriate; and Correspondence with reviewing agencies will be/has been provided to the town as a part of the site plan review. To date NYSDOT and SHPO correspondence was provided as part of SEQR review and issuance of the Special Use Permit. (13) Meeting the requirements for a site plan, as identified in this chapter. This application package as submitted meets the requirements of the Town Code, to the best of our knowledge. Included for your consideration in the Site Plan Review are the following items: • Site Plan Application • Civil Plan Set • Architectural Elevations & Rendering • Preliminary ALTA • Engineering Report • SWPPP • Check – Review Fee (mailed separately) 3 Page 9 of 1174

We look forward to presenting this project to the Planning Board on May 14th, 2026. If you have any questions or need any additional information, please feel free to contact me at 585-770-2525 or [email protected]. Respectfully submitted, LaBella Associates Shelby Vakiener, Civil Engineer 4 Page 10 of 1174

4/20/2026 West Seneca Apartments 2544 Clinton Street - Nearest cross street - Lakeside Court ( +/- 750 LF to the East) Home Leasing - (contact - Angela Eicholtz) (248) 978-4420 45 East Avenue, 2nd Floor, Rochester, NY 14604 Clinton Street Realty Holdings Labella Associates DPC - (contact - Shelby Vakiener) (585) 454-6110 300 Pearl Street, Suite 130, Buffalo, NY 14202 124.00-2-5 Construction of a new multifamily housing project with 75 total units. Includes a new +/- 75,900 SF building with 60 units and the re-purposing of the existing mansion on site with 15 units. Also includes, driveway, parking, stormwater management facilities 12.7 (to creek CL) N/A Clinton Street: +/- 205 LF of frontage R-50 R-50 Commercial Residential - Mutlifamily Zoning: R75(S), R-100 A, R-100A(S), C-2, C-2(S) Uses include: 1 Family Residential, 2 Family Residential, Residential vacant land, Residential w/ community use, warehouse, converted residential X X Special Use Permit - Issued by Town Board on 2/9/2026 Page 11 of 1174

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ISSUED FOR SITE PLAN APPROVAL WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 APRIL 2026 PROJECT LOCATION PROJECT NO: 2241067 HOME LEASING LOCATION MAP N.T.S. 2544 CLINTON ST, WEST SENECA, NY 14224 HOME LEASING 75 S CLINTON AVE SUITE 700, WEST SENECA APARTMENTS ROCHESTER, NEW YORK 14604 PROJECT NO: 2241067 APRIL 2026 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com Page 19 of 1174

NOT FOR CONSTRUCTION GENERAL NOTES UTILITY NOTES LEGEND 1. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE TO LOCATE UTILITIES OUTSIDE THE 1. CONTRACTOR SHALL COORDINATE INSTALLATION OF WATER MAIN / WATER SERVICE RIGHT-OF-WAY INCLUDING PRIVATE ROADS. WITH ERIE COUNTY WATER AUTHORITY AND THE ERIE COUNTY HEALTH DEPARTMENT EXISTING PROPOSED DESCRIPTION EXISTING PROPOSED DESCRIPTION (ECDOH). NO WORK SHALL BEGIN ON THE WATER MAIN / WATER SERVICE WITHOUT 2. SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ECWA AND ECDOH SIGNATURES ON THE UTILITY PLAN. ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED FLOODZONE END SECTION 300 Pearl Street, Suite 130 THROUGHOUT THE CONSTRUCTION PERIOD. 2. CONTRACTOR SHALL COORDINATE INSTALLATION OF SANITARY MAIN / SANITARY SERVICE WITH ERIE COUNTY PURE WATERS (ECPW). NO WORK SHALL BEGIN ON THE ARCHAEOLOGICAL BUFFER CATCH BASIN Buffalo, NY 14202 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS, TOOLS AND 716-551-6281 SANITARY MAIN / SANITARY SERVICE WITHOUT ECPW SIGNATURE ON THE UTILITY PLAN. EQUIPMENT, INCLUDING SPECIAL CUTTING DEVICES, NECESSARY TO PERFORM THE TREE REMOVAL Y DRAIN BASIN WORK CONTAINED IN THIS CONTRACT. X X X X UTILITY REMOVAL C INLET MANHOLE labellapc.com 4. THE SIZES AND MATERIAL OF CONSTRUCTION OF WATER MAINS, SANITARY SEWERS AND STORM SEWERS TO REMAIN ARE REPUTED. THE CONTRACTOR SHALL VERIFY SIZES OF SAWCUT D D STORM MANHOLE ALL UTILITIES WHERE CONNECTIONS TO SAID EXISTING UTILITIES ARE REQUIRED. EXCAVATION TO VERIFY THESE UTILITIES SHALL BE MADE AT NO ADDITIONAL COST TO GRADING NOTES TREE PROTECTION S SANITARY MANHOLE THE OWNER. 1. THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA, AND ANY OTHER AGENCY HAVING JURISDICTION WITH REGARD TO SAFETY PRECAUTIONS WITH CHAIN LINK FENCE S INLET DRYWELL 5. THE CONTRACTOR SHALL PROTECT ALL EXISTING SITE AMENITIES NOT DESIGNATED FOR REMOVAL. TRENCHING OPERATIONS. THE REQUIREMENTS SET FORTH HEREIN ARE INTENDED TO BOARD-ON-BOARD FENCE C0 CLEAN OUT SUPPLEMENT REQUIREMENTS ESTABLISHED BY THESE AGENCIES. IN THE CASE OF A 6. UNLESS OTHERWISE INDICATED ON THE PLANS OR DIRECTED BY THE CONFLICT BETWEEN REQUIREMENTS OF OTHER JURISDICTIONAL AGENCIES AND THESE GUARD RAIL DS DOWN SPOUT ARCHITECT/ENGINEER, THE CONTRACTOR IS RESPONSIBLE FOR PRESERVING AND DOCUMENTS, THE MORE STRINGENT REQUIREMENT ON THE CONTRACTOR SHALL APPLY. PROTECTING FROM DAMAGE ALL TREES, SHRUBS AND PLANTS IN THE VICINITY OF THE 2. SHEETING, IF REQUIRED DURING CONSTRUCTION, IS CONSIDERED TO BE PART OF THIS TREE/VEGETATION LIMIT HYDRANT PROPOSED WORK. CONTRACT AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER. 7. THE CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED BLDG BUILDING/STRUCTURE VALVE TO REMAIN FOR THE DURATION OF THE CONTRACT. 3. ALL TRENCHES THROUGH PAVEMENT SHALL BE SAW CUT PRIOR TO EXCAVATION AND AGAIN PRIOR TO PAVEMENT RESTORATION. PROPERTY LINE FLOW ARROW 8. ANY SITE AMENITY, UTILITY, STREET APPURTENANCE, OR OTHER ITEM WHICH BECOMES EXP: EXP: DAMAGED AS A RESULT OF THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR 4. CONTRACTOR SHALL ADJUST THE RIMS OF ALL MANHOLES, CATCH BASINS, VALVE EASEMENTS TELEPHONE LINE REPLACED IN-KIND BY THE CONTRACTOR AS DETERMINED BY THE PROJECT MANAGER BOXES AND OTHER UTILITY SITE STRUCTURES TO MEET FINISHED GRADE IN AREAS OR ARCHITECT/ENGINEER AND AT NO ADDITIONAL COST TO THE OWNER. REQUIRING REPAVING OR REGRADING AS PART OF THE WORK, INCLUDING THOSE THAT RIGHT-OF-WAY OVERHEAD ELECTRIC CERTIFICATE OF AUTHORIZATION NUMBER: MAY NOT BE SHOWN ON THE PLANS. PROFESSIONAL ENGINEERING: 0021272 RETAINING WALL UE UE UNDERGROUND ELECTRIC LAND SURVEYING: 0021271 5. VOIDS LEFT BY UTILITY OR STRUCTURE REMOVAL OR GRUBBING OPERATIONS SHALL BE GEOLOGICAL: 0021659 BACKFILLED AND PROPERLY COMPACTED WITH STRUCTURAL FILL (NYSDOT ITEM 304.12) BOLLARD GAS LINE SURVEY NOTES IN AREAS UNDER AND WITHIN 5 FEET HORIZONTALLY OF ALL STRUCTURES, BUILDINGS AND PAVEMENTS. IN GRASSED AREAS, VOIDS LEFT SHALL BE FILLED AND PROPERLY FLAG FLAG POLE POLE SA SANITARY LINE COMPACTED WITH SUITABLE ON-SITE OR IMPORTED EARTHEN BACKFILL. ALL It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO DISTURBED AREAS SHALL BE RESTORED. SIGN ST STORM LINE Sec. 7307, for any person, unless acting under the direction of a licensed ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO architect, professional engineer, or land surveyor, to alter an item in any VERIFY EXISTING CONDITIONS. 6. THE CONTRACTOR SHALL DEWATER ALL EXCAVATIONS TO PREVENT THE INTRODUCTION DECIDUOUS TREE UD UD UD STORM UNDERDRAIN PIPE way. If an item bearing the seal of an architect, engineer, or land surveyor OF GROUNDWATER INTO THE TRENCHES/EXCAVATIONS. PROVIDE ALL EQUIPMENT is altered; the altering architect, engineer, or land surveyor shall affix to 2. THE CONTRACTOR SHALL LOCATE, MARK, SAFEGUARD AND PRESERVE ALL SURVEY NECESSARY TO MAINTAIN THE GROUNDWATER LEVEL AS NECESSARY. CONIFEROUS TREE the item their seal and notation "altered by" followed by their signature and MARKERS AND RIGHT-OF-WAY MARKERS IN THE AREA OF CONSTRUCTION. FS WATER FIRE SERVICE LINE 7. THE CONTRACTOR SHALL PLACE AT MINIMUM 6 INCHES OF CLEANED SCREENED date of such alteration, and a specific description of the alteration. 3. ANY IRON PINS, MONUMENTS OR OTHER ITEMS DEFINING PROPERTY LINES WHICH ARE TREE STUMP W WATER LINE TOPSOIL IN ALL DISTURBED AREAS PRIOR TO SEEDING. DISTURBED BY CONSTRUCTION OPERATIONS SHALL BE PROPERLY TIED AND ACCURATELY RESET BY A NYS LICENSED SURVEYOR UPON COMPLETION OF THE WORK. OUTLET PROTECTION 510 MAJOR CONTOUR © 2024 2026 LaBella Associates 4. HORIZONTAL DATUM BASED OFF NAD83. BIORETENTION 509 MINOR CONTOUR 5. VERTICAL BASED OFF OF NAVD88. EROSION AND SEDIMENT CONTROL NOTES BOLLARD LIGHT POLE ℄ OF DRAINAGE SWALE LIGHT POLE 1. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH NEW YORK EROSION FENCE DEMOLITION NOTES STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL, AND LOCAL GOVERNING SOIL AND WATER CONSERVATION AGENCY RECOMMENDATIONS AND SINGLE LIGHT POLE DOUBLE FLOW/SLOPE DIRECTION HOME LEASING STANDARDS. CONTRACTOR SHALL SUBMIT PROPOSED EROSION CONTROL PLAN 75 S CLINTON AVE SUITE 700, 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO UTILITY POLE INCLUDING SEQUENCING OF WORK TO THE ENGINEER FOR REVIEW PRIOR TO START OF SILT SOCK INLET PROTECTION ROCHESTER, NEW YORK 14604 ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO WORK. VERIFY EXISTING CONDITIONS AND DIMENSIONS. HH HANDHOLE SILT FENCE INLET PROTECTION 2. UTILIZE CONSTRUCTION METHODS/TECHNIQUES, WHICH WILL LIMIT THE EXPOSED 2. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY DIG SAFE EARTHEN AREAS AND MINIMIZE THE EFFECT OF EARTH DISTURBANCE ACTIVITIES ON SOIL E MANHOLE CHECK DAM NEW YORK AT 811 TO REQUEST UTILITY STAKEOUT OF ALL PUBLIC UTILITIES. EROSION. THE AREA OF DISTURBANCE SHALL BE LIMITED TO A MAXIMUM OF 5 ACRES 3. WORK ASSOCIATED WITH THIS CONTRACT WILL OCCUR AT AN ACTIVE AND FUNCTIONAL UNLESS OTHERWISE APPROVED BY THE ENGINEER. FACILITY. CONTRACTOR SHALL COORDINATE WITH THE OWNER TO MINIMIZE DISRUPTION 3. ALL SEDIMENTATION BARRIERS AND OTHER TEMPORARY OR PERMANENT MEASURES STABILIZED CONSTRUCTION ENTRANCE TO THE OPERATIONS OF THE FACILITY. CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO SHALL BE IN PLACE PRIOR TO THE START OF CONSTRUCTION. PLANS SHOW THE PROVIDE A SAFE WORK SITE AND TO PROTECT THE PUBLIC, VISITORS AND EMPLOYEES SUGGESTED MINIMUM MEASURES REQUIRED. FROM HARM AS A RESULT OF HIS CONSTRUCTION ACTIVITIES. 4. REMOVAL OF ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES 4. THE HORIZONTAL AND VERTICAL LOCATION OF ALL EXISTING ABOVE GROUND AND SHALL BE COMPLETED AT THE APPROVAL OF THE OWNER AND ENGINEER. THE COST OF BELOW GROUND UTILITIES, STRUCTURES, AND APPURTENANCES SHOWN ON THE PLANS REMOVING THESE MEASURES SHALL ALSO BE INCLUDED IN THE BID PRICE. ARE APPROXIMATE AND ARE NOT GUARANTEED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT HORIZONTAL AND VERTICAL LOCATION OF 5. FOR THE DURATION OF THE PROJECT, THE CONTRACTOR SHALL PROTECT ALL ON-SITE, ALL UTILITIES, STRUCTURES, AND APPURTENANCES IN THE PATH OF AND ADJACENT TO ADJACENT AND/OR DOWNSTREAM STORM/SANITARY SEWERS, AND/OR OTHER WATER THE PROPOSED WORK. COURSES FROM CONTAMINATION BY WATER BORNE SILTS, SEDIMENTS, FUELS, SOLVENTS, LUBRICANTS OR OTHER POLLUTANTS ORIGINATING FROM ANY WORK DONE 5. SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ON, OR IN SUPPORT OF THIS PROJECT. ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD. 6. DURING CONSTRUCTION NO WET OR FRESH CONCRETE OR LEACHATE SHALL BE ALLOWED TO ESCAPE INTO STORM/SANITARY SEWERS, DITCHES OR OTHER WATERS OF 6. CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED TO REMAIN FOR THE DURATION OF THE CONTRACT. NEW YORK STATE, NOR SHALL WASHINGS FROM CONCRETE TRUCKS, MIXERS OR OTHER DEVICES BE ALLOWED TO ENTER ANY STORM/SANITARY SEWERS, DITCHES, RIVERS, OR DRAWING INDEX 7. THE CONTRACTOR SHALL NOTIFY THE LOCAL GOVERNMENT, LOCAL FIRE DEPARTMENT WATER COURSES. AND THE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION (NYSDEC) 7. ALL EXCAVATED OR IMPORTED EARTHEN STOCKPILES SHALL BE SUITABLY STABILIZED C001 GENERAL NOTES, LEGEND, AND DRAWING INDEX AS NECESSARY AND SHALL OBTAIN ANY REQUIRED PERMITS PRIOR TO BEGINNING WORK. COPIES OF ANY REQUIRED PERMITS SHALL BE PROVIDED TO THE OWNER PRIOR AND PROTECTED BY SILT FENCE SO THAT IT CANNOT REASONABLY ENTER ANY WATER WEST SENECA APARTMENTS BODY, OR STORM OR SANITARY SEWER. TO BEGINNING THE WORK. C003 TOTAL LAND HOLDINGS 2544 CLINTON ST, 8. ALL METHODS AND EQUIPMENT PROPOSED BY THE CONTRACTOR TO ACCOMPLISH THE WEST SENECA, NY 14224 8. CONTRACTOR SHALL REMOVE FROM SITE, MATERIALS NOT INDICATED TO BE SALVAGED WORK FOR EROSION AND POLLUTION CONTROL SHALL BE SUBJECT TO APPROVAL OF INCLUDING ALL DEBRIS. ALL REMOVED MATERIALS SHALL BECOME THE PROPERTY OF THE ENGINEER. C101 EXISTING CONDITIONS AND DEMOLITION PLAN CONTRACTOR WHO SHALL LEGALLY DISPOSE OF SAME. 9. THE CONTRACTOR SHALL BE REQUIRED TO TREAT TRAVELED AREAS TO CONTROL DUST. 9. ALL TREES, SHRUBS AND PLANTS DESIGNATED TO REMAIN AND DISTURBED BY CONSTRUCTION OPERATIONS, SHALL BE REPLACED IN-KIND AS DIRECTED BY THE WATER SHALL BE APPLIED TO SUCH TRAVELED AREAS AS THE ARCHITECT/ENGINEER OR C102 EXISTING CONDITIONS AND DEMOLITION PLAN OWNER'S DESIGNATED REPRESENTATIVE MAY DESIGNATE. THE NUMBER OF ARCHITECT/ENGINEER AND/OR OWNER'S DESIGNATED REPRESENTATIVE AT NO APPLICATIONS AND THE AMOUNT OF WATER SHALL BE BASED UPON FIELD AND ADDITIONAL COST TO THE OWNER. WEATHER CONDITIONS. C200 OVERALL SITE PLAN 10. THE CONTRACTOR SHALL MAINTAIN SAFE VEHICULAR AND PEDESTRIAN ACCESS TO THE 10. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT WHICH WILL NOT BE EXISTING BUILDINGS FOR THE DURATION OF THE CONTRACT. SUBJECT TO FURTHER EARTHWORK OR CONSTRUCTION ACTIVITIES SHALL BE 11. WHEN EXISTING CONSTRUCTION WHICH IS TO REMAIN IS DAMAGED DURING THE PERMANENTLY SEEDED TO ESTABLISH GRASS, AND MULCHED WITH HAY OR STRAW C201 SITE PLAN COURSE OF CONSTRUCTION AS A RESULT OF CONTRACTORS WORK, IT SHALL BE WITHIN ONE WEEK OF FINAL DISTURBANCE. MULCH SHALL BE MAINTAINED UNTIL A REPAIRED AND/OR REPLACED WITH SIMILAR OR LIKE MATERIALS AS MUCH AS POSSIBLE, SUITABLE VEGETATIVE COVER IS ESTABLISHED. NO: DATE: DESCRIPTION: AT NO COST TO THE OWNER. ALL REPAIRS AND/OR REPLACEMENTS WILL BE SUBJECT TO C202 SITE PLAN 11. CONTRACTOR STAGING AREAS AND CONSTRUCTION ENTRANCE LOCATIONS SHALL BE Revisions OWNERS APPROVAL. COORDINATED WITH THE OWNER PRIOR TO START OF CONSTRUCTION. STABILIZED \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C001 GENERAL NOTES.dwg 12. COORDINATE LOCATION OF TEMPORARY CONSTRUCTION FENCE AND TEMPORARY STONE CONSTRUCTION ENTRANCE(S), AS SHOWN ON THE PLANS SHALL BE PROVIDED. ALL C203 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN STAGING AREA WITH OWNER DISTURBED AREAS SHALL BE RESTORED. PROJECT NUMBER: 2241067 12. ALL CATCH BASINS/DRAINAGE INLETS SHALL HAVE STONED INLET PROTECTION AROUND C301 UTILITY PLAN SITE NOTES THEM AND GEOTEXTILE FABRIC OVER THE GRATE TO PREVENT SEDIMENTATION FROM ENTERING THE STORM SYSTEM. DRAWN BY: EMM / SCB 1. WELL COMPACTED SUBGRADE SHALL BE UTILIZED UNDERNEATH CONSTRUCTION OF 13. TILL ALL COMPACTED SOILS LOCATED IN LAWN AREAS TO RESTORE THE ORIGINAL C302 UTILITY PLAN REVIEWED BY: PAVEMENT AND CONCRETE BASES. PROPERTIES OF THE SOIL PRIOR TO SEEDING. SRV / DPB 2. ALL STAKEOUT FOR THE PROPOSED SITE IMPROVEMENTS SHALL BE COMPLETED BY A C401 GRADING, EROSION, AND SEDIMENT CONTROL PLAN ISSUED FOR: NEW YORK STATE LICENSED LAND SURVEYOR. SITE PLAN APPROVAL 3. IF ANY DISCREPANCIES ARE NOTED BETWEEN THESE CONSTRUCTION DOCUMENTS AND INFORMATION PROVIDED OR AN ERROR IS SUSPECT, IT SHALL BE IMMEDIATELY C402 GRADING, EROSION, AND SEDIMENT CONTROL PLAN DATE: REPORTED TO THE CONSTRUCTION MANAGER AND LABELLA ASSOCIATES PROJECT 4/20/2026 MANAGER IN WRITING. C501 CONSTRUCTION DETAILS DRAWING NAME: 4. ANY PROOF-ROLLING OF EXPOSED SUBBASE BY A MINIMUM 10 TON SMOOTH DRUM ROLLER SHALL BE DONE UNDER THE GUIDANCE OF, AND OBSERVED BY, QUALIFIED ENGINEERING PERSONNEL PRIOR TO PLACEMENT OF SUBBASE MATERIAL. THE ROLLER C502 CONSTRUCTION DETAILS SHOULD BE OPERATED IN THE STATIC MODE AND COMPLETE AT LEAST TWO (2) PASSES OVER THE EXPOSED SUBGRADES. 5. EXISTING WETLANDS DELINEATED BY XXXX ON XX/XX/XXXX. C503 CONSTRUCTION DETAILS GENERAL NOTES, LEGEND, 6. PARCEL LINES AS SHOWN BY XXXX COUNTY GIS DATABASE, FOR THE TOWN OF XXXX. C504 CONSTRUCTION DETAILS AND DRAWING INDEX C505 CONSTRUCTION DETAILS C506 CONSTRUCTION DETAILS DRAWING NUMBER: C507 CONSTRUCTION DETAILS 4/20/2026 1:17:05 PM C508 CONSTRUCTION DETAILS L501 LANDSCAPE DETAILS C001 Page 20 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any C0 D way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SEE SHEETS: © 2024 2026 LaBella Associates C101 C201 HOME LEASING C301 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 C401 PROPOSED 3-STORY C0 BUILDING C0 ± 25,000 SF FOOTPRINT C0 C0 C0 S C0 D D C0 D D SEE SHEETS: C0 DS C102 WEST SENECA APARTMENTS C202 2544 CLINTON ST, WEST SENECA, NY 14224 DS C302 C0 C402 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C003 OVERALL SITE PLAN.dwg D 15.7' NO: DATE: DESCRIPTION: Revisions C0 PROJECT NUMBER: 2241067 D DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: TOTAL LAND HOLDINGS N 1 TOTAL LAND HOLDINGS 0' 60' 120' 180' C003 SCALE: 1" = 60' DRAWING NUMBER: 4/20/2026 1:17:07 PM C003 Page 21 of 1174

DEMOLITION KEY NOTES NOT FOR CONSTRUCTION 1 REMOVE AND DISPOSE OF ASPHALT PAVEMENT SECTION, FULL DEPTH REMOVE AND DISPOSE OF BUILDING, STRUCTURES, AND FOUNDATIONS 2 (REFER TO ARCHITECTURAL DRAWINGS AND SOIL MANAGEMENT PLAN (SMP) FOR WORK WITHIN ARCHAEOLOGICAL BUFFER AREA) 3 REMOVE AND DISPOSE OF CONCRETE SIDEWALK SECTION, FULL DEPTH 300 Pearl Street, Suite 130 Buffalo, NY 14202 4 FULL DEPTH SAWCUT 716-551-6281 5 REMOVE AND DISPOSE OF TREE AND STUMP labellapc.com 6 REMOVE AND DISPOSE OF STUMP 15 REMOVE EXISTING UNDERGROUND UTILITY. EXACT EXTENTS OF UTILITY 7 X X REMOVAL TO BE DETERMINED IN FIELD. 8 REMOVE EXISTING UTILITY STRUCTURE 9 REMOVE AND DISPOSE OF MOUNTED BUILDING LIGHTS(TYP.) 2 10 REMOVE AND DISPOSE OF MAILBOX REMOVE AND PROTECT PORTION OF EXISTING STONE WALL FOR 11 REINSTALLATION 12 REMOVE AND DISPOSE OF GATE EXP: EXP: 13 PROTECT EXISTING TREE CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 14 PROTECT EXISTING UTILITY LAND SURVEYING: 0021271 PROTECT EXISTING FENCE. FENCE TO BE EVALUATED BY OWNER. SECTIONS GEOLOGICAL: 0021659 15 TO BE REPLACED AS DETERMINED BY OWNER. 16 REMOVE AND DISPOSE OF EXISTING FLAG POLE AND FOUNDATION It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed 17 REMOVE AND DISPOSE OF EXISTING SIGN architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to 18 REMOVE AND DISPOSE OF EXISTING HVAC UNITS the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 19 PROTECT EXISTING STONE WALL © 2024 2026 LaBella Associates DEMOLITION PLAN NOTE: 1. ALL STUMPS AND BRUSH MAY NOT BE BURIED IN THE TOWN AND TOPSOIL MAY NOT BE REMOVED FROM THE WORK SITE WITHOUT A PERMIT. 6 2 HOME LEASING 15 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 X 1 X X X X X 7 X X X X X X X X 7 X X 5 X X X X X WEST SENECA APARTMENTS X X X 2544 CLINTON ST, X X 8 WEST SENECA, NY 14224 X X 2 X 5 3 15 1 NO: DATE: DESCRIPTION: Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C100 DEMO PLAN.dwg PROJECT NUMBER: 2241067 15 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 1 DRAWING NAME: EXISTING CONDITIONS AND DEMOLITION PLAN MATCH TO SHEET: C102 6 17 DRAWING NUMBER: 4/20/2026 1:17:39 PM N 1 EXISTING CONDITIONS AND DEMOLITION PLAN 0' 20' 40' 60' C101 SCALE: 1" = 20' C101 Page 22 of 1174

NOT FOR CONSTRUCTION MATCH TO SHEET: C101 6 300 Pearl Street, Suite 130 17 Buffalo, NY 14202 716-551-6281 labellapc.com 6 DS 3 15 5 1 3 3 18 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 9 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any 9 way. If an item bearing the seal of an architect, engineer, or land surveyor 3 7 is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. X 10 3 X © 2024 2026 LaBella Associates X X X X X HOME LEASING T X 1 75 S CLINTON AVE SUITE 700, X X ROCHESTER, NEW YORK 14604 X X X X X X 7 X X X X X T X X X X X X X X 8 T 9 FLAG POLE 15 15 WEST SENECA APARTMENTS T 2544 CLINTON ST, WEST SENECA, NY 14224 DEMOLITION KEY NOTES T 1 REMOVE AND DISPOSE OF ASPHALT PAVEMENT SECTION, FULL DEPTH REMOVE AND DISPOSE OF BUILDING, STRUCTURES, AND FOUNDATIONS 2 (REFER TO ARCHITECTURAL DRAWINGS AND SOIL MANAGEMENT PLAN (SMP) FOR WORK WITHIN ARCHAEOLOGICAL BUFFER AREA) 3 REMOVE AND DISPOSE OF CONCRETE SIDEWALK SECTION, FULL DEPTH 4 FULL DEPTH SAWCUT 11 12 T 11 NO: DATE: DESCRIPTION: Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C100 DEMO PLAN.dwg 5 REMOVE AND DISPOSE OF TREE AND STUMP 11 19 14 19 11 6 REMOVE AND DISPOSE OF STUMP PROJECT NUMBER: REMOVE EXISTING UNDERGROUND UTILITY. EXACT EXTENTS OF UTILITY 2241067 14 ±18' 7 X X REMOVAL TO BE DETERMINED IN FIELD. ±21' 19 DRAWN BY: 8 REMOVE EXISTING UTILITY STRUCTURE EMM / SCB 19 REVIEWED BY: SRV / DPB 9 REMOVE AND DISPOSE OF MOUNTED BUILDING LIGHTS(TYP.) ±85' 4 ISSUED FOR: 10 REMOVE AND DISPOSE OF MAILBOX SITE PLAN APPROVAL REMOVE AND PROTECT PORTION OF EXISTING STONE WALL FOR DATE: 11 REINSTALLATION 4/20/2026 12 REMOVE AND DISPOSE OF GATE DRAWING NAME: 13 PROTECT EXISTING TREE 14 PROTECT EXISTING UTILITY 15 PROTECT EXISTING FENCE. FENCE TO BE EVALUATED BY OWNER. SECTIONS TO BE REPLACED AS DETERMINED BY OWNER. EXISTING CONDITIONS AND 16 REMOVE AND DISPOSE OF EXISTING FLAG POLE AND FOUNDATION DEMOLITION PLAN 17 REMOVE AND DISPOSE OF EXISTING SIGN 18 REMOVE AND DISPOSE OF EXISTING HVAC UNITS DRAWING NUMBER: 19 PROTECT EXISTING STONE WALL DEMOLITION PLAN NOTE: 4/20/2026 1:17:13 PM 1. ALL STUMPS AND BRUSH MAY NOT BE BURIED IN THE TOWN AND TOPSOIL MAY NOT N BE REMOVED FROM THE WORK SITE WITHOUT A PERMIT. 1 EXISTING CONDITIONS AND DEMOLITION PLAN 0' 20' 40' 60' C102 SCALE: 1" = 20' C102 Page 23 of 1174

NOT FOR CONSTRUCTION C201 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 C0 D labellapc.com ±103' EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed PROPOSED architect, professional engineer, or land surveyor, to alter an item in any 3-STORY C0 way. If an item bearing the seal of an architect, engineer, or land surveyor BUILDING is altered; the altering architect, engineer, or land surveyor shall affix to C0 the item their seal and notation "altered by" followed by their signature and ± 25,000 SF FOOTPRINT date of such alteration, and a specific description of the alteration. ±103' C0 © 2024 2026 LaBella Associates C0 C0 S C0 HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 D D C0 D D C202 C0 DS ±445' DS 25-FT SIDE SETBACK WEST SENECA APARTMENTS C0 2544 CLINTON ST, WEST SENECA, NY 14224 PROJECT DATA PARCEL INFORMATION APPLICANT HOME LEASING PARCEL ADDRESS 2544 CLINTON STREET SLB # 124.00-2-5 D PARCEL AREA (TOTAL) 12.7 ACRES 15.7' TOTAL PROJECT AREA ±7.0 ACRES EXISTING IMPERVIOUS NO: DATE: DESCRIPTION: 1.06 ACRES WITHIN PROJECT AREA Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg C0 PROPOSED IMPERVIOUS 2.98 ACRES WITHIN PROJECT AREA PROJECT NUMBER: TOTAL DISTURBANCE AREA ±5.7 ACRES 2241067 ZONING INFORMATION DRAWN BY: REQUIRED PROPOSED EMM / SCB D CLASSIFICATION R-50 R-50 REVIEWED BY: SRV / DPB FRONT SETBACK 30 FT ±445 FT ISSUED FOR: 30-FT FRONT SETBACK SIDE SETBACK 25-FT* ±103 FT SITE PLAN APPROVAL REAR SETBACK 40-FT** ±255 FT DATE: OPEN SPACE - 8.5 ACRES 4/20/2026 MAX BUILDING HEIGHT 40 FT ±37 FT DRAWING NAME: TOTAL APARTMENT UNITS 75 PARKING INFORMATION REQUIRED PROPOSED 170 (INCLUDING 20 PARKING SPACES 170 BANKED SPACES) *OR A DISTANCE EQUAL TO THE HEIGHT OF PRINCIPAL BUILDING, WHICHEVER IS OVERALL SITE PLAN GREATER. **FOR MULTIFAMILY DWELLINGS, EACH SIDE YARD SHALL BE 25 FEET OR A DISTANCE EQUAL TO ONE-HALF (1/2) THE HEIGHT OF SUCH BUILDING, WHICHEVER IS GREATER. THE TOTAL OF THE TWO SIDE YARDS SHALL BE TWICE THAT REQUIRED FOR ONE SIDE YARD. THE TOWN BOARD SHALL HAVE THE POWER TO REDUCE SAID SIDE YARD REQUIREMENTS UPON SHOWING OF SPECIAL CIRCUMSTANCES OR HARDSHIP. ***MULTIFAMILY DEVELOPMENTS REQUIRE VISITOR PARKING. BASED ON UNIT DRAWING NUMBER: COUNT (74), 20 VISITOR SPACES ARE REQUIRED FOR THIS COMMUNITY. 4/20/2026 1:17:19 PM N 1 OVERALL SITE PLAN 0' 40' 80' 120' C200 SCALE: 1" = 40' C200 Page 24 of 1174

NOT FOR CONSTRUCTION SITE KEY NOTES SIGN SUMMARY 1 NEW STANDARD DUTY ASPHALT PAVEMENT NUMBER NAME IMAGE SIZE MUTCD NUMBER QUANTITY COLORS NEW YORK STATE 2 NEW CONCRETE SIDEWALK BLACK LETTERING ON 1b 'HANDICAP' 12" x 18" SYMBOL 6 WHITE BACKGROUND S:\MFriedle\blueicon.jpg 3 NEW CONCRETE DUMPSTER PAD, SEE DETAIL STANDARD 30' 300 Pearl Street, Suite 130 20' NO PARKING NO PARKING RED LETTERING ON Buffalo, NY 14202 4 NEW CONCRETE PAD FOR TRASH COLLECTION 2b ANY 12" x 18" R7-1 3 716-551-6281 SIGN TIME WHITE BACKGROUND 5 NEW CONCRETE GENERATOR/TRANSFORMER PAD, SEE DETAIL labellapc.com RED SIGN WITH WHITE 29 R2 6 NEW PATIO AREA 3 STOP SIGN 30" x 30" R1-1 4 8' LETTERING C0 D 7 NEW CONCRETE CURB ELECTRIC BLACK LETTERING ON 66' 8 NEW FLUSH CONCRETE CURB 4 EV PARKING VEHICLE 12" x 18" 8 PARKING ONLY WHILE CHARGING WHITE BACKGROUND 9 NEW CURB TRANSITION 31 24' 10a NEW TYPE A CONCRETE ACCESS RAMP 10b NEW TYPE B CONCRETE ACCESS RAMP 4 8' 5' EXP: EXP: R2 10c NEW TYPE C CONCRETE ACCESS RAMP 14' 26' 10d NEW TYPE D CONCRETE ACCESS RAMP 30 CERTIFICATE OF AUTHORIZATION NUMBER: 2 25 28 PROFESSIONAL ENGINEERING: 0021272 11 NEW DETECTABLE WARNING SYSTEM 9 LAND SURVEYING: 0021271 7 GEOLOGICAL: 0021659 12 NEW PLAYGROUND AREA, WITH POURED IN PLACE PLAY SURFACING 20 13 NEW 4-FT CHAIN LINK FENCE (CLF) 9 25 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed 12 architect, professional engineer, or land surveyor, to alter an item in any 14 NEW YELLOW PAVEMENT MARKINGS (TYP.) 13 way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to 15 NEW CROSSWALK the item their seal and notation "altered by" followed by their signature and 14 date of such alteration, and a specific description of the alteration. 16 NEW ADA PARKING SYMBOL (TYP.) © 2024 2026 LaBella Associates 17 NEW ADA PARKING STRIPING (TYP.) 20 18 NEW DUAL EV CHARGING UNIT (TYP.) 2 5 19 NEW EV PARKING SYMBOL AND SIGNAGE (TYP.) 20 NEW 4-FT CLF SWING GATE HOME LEASING 28 75 S CLINTON AVE SUITE 700, 21 BANKED PARKING - FUTURE PAVED PARKING (TO BE CONSTRUCTED ROCHESTER, NEW YORK 14604 IF DEMAND INCREASES) 7 18' 22 RECONSTRUCT STONE WALL WITH SALVAGED MATERIALS 7 28.5' 23 NEW DETECTABLE WARNING SYSTEM 1 24 NEW STOP BAR 18' TYP. 30' 18' TYP. 25 NEW LIGHT POLE (TYP.) SEE UTILITY PLAN 26 NEW 6-FT BOARD-ON-BOARD FENCING 19 4 27 NEW 3-FT BOARD-ON-BOARD MANDOOR 28 LANDSCAPED AREA PROPOSED 4 29 STORMWATER MANAGEMENT PRACTICE - REFER TO 300 SERIES SHEETS FOR UTILITY DESIGN 3-STORY C0 9' TYP. 4 30 NEW SHED BUILDING 4 C0 31 NEW SNOW STORAGE AREA ± 25,000 SF FOOTPRINT 6' 7 4 WEST SENECA APARTMENTS 28 28 4 2544 CLINTON ST, 1b 2b 1b 1b 2b 1b 9 WEST SENECA, NY 14224 18 25 C0 10c 10c 10c 28 31 6' C0 2 9 9 28 18' TYP. 7 9' TYP. 7 28 10a C0 11 S R2 C0 7 8' 7 9 16 17 16 17 NO: DATE: DESCRIPTION: 15 Revisions 30' 14 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg 24 R4 0' PROJECT NUMBER: 7 9 3 7 2241067 R1 5 ' R1 5' 7 7 29 DRAWN BY: EMM / SCB 18' TYP. 28 REVIEWED BY: 28 D 28 D 28 SRV / DPB 30' 30' 10b ISSUED FOR: 5' 21 SITE PLAN APPROVAL 18' TYP. 25 25 25 25 DATE: 4/20/2026 5' 7 R1 R1 DRAWING NAME: 5' C0 D D 9 1 15 30' 14 24 3 17 16 21' 9 10b 3 SITE PLAN 9 MATCH TO SHEET: C202 8' R2 18' TYP. 29' 8 9 7 7 7 26 9 28 28 19 10c 10c 2 27 10c 6' 28 DRAWING NUMBER: C0 5' 4/20/2026 1:17:52 PM N 1 SITE PLAN 0' 20' 40' 60' C201 SCALE: 1" = 20' C201 Page 25 of 1174

NOT FOR CONSTRUCTION 3 17 16 9 10b 3 9 21' MATCH TO SHEET: C201 8' R2 18' TYP. 29' 8 9 7 7 7 26 9 28 28 300 Pearl Street, Suite 130 19 10c 10c 2 27 10c Buffalo, NY 14202 6' 28 716-551-6281 C0 5' 18 9 labellapc.com 4 4 1b 2b 1b 25 DS 5' 21 EXP: EXP: 2 CERTIFICATE OF AUTHORIZATION NUMBER: DS 2 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 5' 25 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 SITE KEY NOTES Sec. 7307, for any person, unless acting under the direction of a licensed C0 architect, professional engineer, or land surveyor, to alter an item in any 1 NEW STANDARD DUTY ASPHALT PAVEMENT R8 way. If an item bearing the seal of an architect, engineer, or land surveyor 5' 5' is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and 2 NEW CONCRETE SIDEWALK date of such alteration, and a specific description of the alteration. 29 3 NEW CONCRETE DUMPSTER PAD, SEE DETAIL 25 © 2024 2026 LaBella Associates 4 NEW CONCRETE PAD FOR TRASH COLLECTION 25 2 5 NEW CONCRETE GENERATOR/TRANSFORMER PAD, SEE DETAIL 6' 6 NEW PATIO AREA 7 HOME LEASING 18' TYP. 9' TYP. 10d 7 NEW CONCRETE CURB 10' 75 S CLINTON AVE SUITE 700, 5 9 ROCHESTER, NEW YORK 14604 8 NEW FLUSH CONCRETE CURB 10' 2 14 9 9 NEW CURB TRANSITION 9' 14 11 14 24' D 10a NEW TYPE A CONCRETE ACCESS RAMP 24 31 3 15 10b NEW TYPE B CONCRETE ACCESS RAMP 10c NEW TYPE C CONCRETE ACCESS RAMP 11 1 25 29 10d NEW TYPE D CONCRETE ACCESS RAMP R8 5' 10d C0 11 NEW DETECTABLE WARNING SYSTEM 12 NEW PLAYGROUND AREA, WITH POURED IN PLACE PLAY SURFACING 9 13 NEW 4-FT CHAIN LINK FENCE (CLF) 25 14 NEW YELLOW PAVEMENT MARKINGS (TYP.) 15 NEW CROSSWALK 7 WEST SENECA APARTMENTS 16 NEW ADA PARKING SYMBOL (TYP.) 2544 CLINTON ST, NEW ADA PARKING STRIPING (TYP.) 14 WEST SENECA, NY 14224 17 D 5' 30' 18 NEW DUAL EV CHARGING UNIT (TYP.) 19 NEW EV PARKING SYMBOL AND SIGNAGE (TYP.) 2 20 NEW 4-FT CLF SWING GATE 25 BANKED PARKING - FUTURE PAVED PARKING (TO BE CONSTRUCTED 21 IF DEMAND INCREASES) 9 22 RECONSTRUCT STONE WALL WITH SALVAGED MATERIALS 22 22 NO: DATE: DESCRIPTION: 23 NEW DETECTABLE WARNING SYSTEM Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg 7 22 24 NEW STOP BAR 22 3 PROJECT NUMBER: 2241067 25 NEW LIGHT POLE (TYP.) SEE UTILITY PLAN 8' 9 R28 R2 ' DRAWN BY: 26 NEW 6-FT BOARD-ON-BOARD FENCING 24 EMM / SCB REVIEWED BY: 27 NEW 3-FT BOARD-ON-BOARD MANDOOR 7 SRV / DPB ISSUED FOR: SITE PLAN APPROVAL 2' 5' 28 LANDSCAPED AREA 10b STORMWATER MANAGEMENT PRACTICE - REFER TO 300 SERIES DATE: 29 SHEETS FOR UTILITY DESIGN 4/20/2026 30 NEW SHED 9 DRAWING NAME: 31 NEW SNOW STORAGE AREA SIGN SUMMARY NUMBER NAME IMAGE SIZE COLORS MUTCD NUMBER QUANTITY NEW YORK STATE SITE PLAN BLACK LETTERING ON 1b 'HANDICAP' 12" x 18" SYMBOL 6 WHITE BACKGROUND S:\MFriedle\blueicon.jpg STANDARD NO NO PARKING PARKING RED LETTERING ON 2b ANY 12" x 18" R7-1 3 SIGN TIME WHITE BACKGROUND DRAWING NUMBER: RED SIGN WITH WHITE 3 STOP SIGN 30" x 30" R1-1 4 LETTERING 4/20/2026 1:18:01 PM N 1 SITE PLAN 0' 20' 40' 60' C202 ELECTRIC BLACK LETTERING ON 4 EV PARKING VEHICLE 12" x 18" 8 C202 PARKING ONLY WHILE CHARGING WHITE BACKGROUND SCALE: 1" = 20' Page 26 of 1174

NOT FOR CONSTRUCTION WEST SENECA FIRE DEPARTMENT LADDER TRUCK EQUIVALENT VEHICLE PATH 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com 14' PROPOSED HYDRANT EXP: EXP: HYDRANT COVERAGE (600-LF MAX) HYDRANT COVERAGE CERTIFICATE OF AUTHORIZATION NUMBER: (600-LF MAX) PROFESSIONAL ENGINEERING: 0021272 28' LAND SURVEYING: 0021271 397' GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed PROPOSED architect, professional engineer, or land surveyor, to alter an item in any 3-STORY way. If an item bearing the seal of an architect, engineer, or land surveyor HYDRANT COVERAGE BUILDING is altered; the altering architect, engineer, or land surveyor shall affix to (600-LF MAX) the item their seal and notation "altered by" followed by their signature and ± 25,000 SF FOOTPRINT date of such alteration, and a specific description of the alteration. ACCESSIBLE ROUTE (TYP.) © 2024 2026 LaBella Associates 28' 28' 396' S RIM=600.15 533' HOME LEASING 75 S CLINTON AVE SUITE 700, ACCESSIBLE WEST SENECA FIRE DEPARTMENT LADDER ROUTE (TYP.) ROCHESTER, NEW YORK 14604 TRUCK EQUIVALENT VEHICLE PATH WEST SENECA FIRE DEPARTMENT LADDER TRUCK EQUIVALENT VEHICLE PATH HYDRANT COVERAGE (600-LF MAX) PROPOSED HYDRANT ACCESSIBLE ROUTE (TYP.) DS HYDRANT COVERAGE ACCESSIBLE (600-LF MAX) ROUTE (TYP.) 276' 276' DS WEST SENECA APARTMENTS 2544 CLINTON ST, HYDRANT COVERAGE (600-LF MAX) WEST SENECA, NY 14224 15.7' \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C203 CODE COMPLIANCE.dwg NO: DATE: DESCRIPTION: WEST SENECA FIRE DEPARTMENT LADDER Revisions TRUCK EQUIVALENT VEHICLE PATH PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: E-ONE HP95 Mid Mount 47.75 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN 7.917 18.417 4.833 20.833 E-ONE HP95 Mid Mount Overall Length 47.750ft Overall Width 8.333ft Overall Body Height 11.000ft Min Body Ground Clearance 1.393ft Track Width 8.333ft DRAWING NUMBER: Lock-to-lock time 6.00s Max Wheel Angle 45.00° 4/20/2026 1:17:33 PM N 1 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN 0' 40' 80' 120' C203 SCALE: 1" = 40' C203 Page 27 of 1174

NOT FOR CONSTRUCTION 75 LF 12" SICPP ST @ 1.00% MIN. 599 600 601 MATCH TO INSET ST 300 Pearl Street, Suite 130 Buffalo, NY 14202 END SECTION INV=583.66 716-551-6281 12 LF 12" SICPP @ 1.00% 599 ST 600 labellapc.com 600 599 60 1 C0 598 ST UD UD UD UD UD UD UD UD UD UD UD UD D 598 600.14 599 600 NEW BIORETENTION 600 AREA #1 (± 350 SF) ST-4.0 599 600 ST 75 LF 12" SICPP 4' DIA. MH ST-4.1 597 597 598 599 ST 598 RIM=600.25 599 @ 1.00% MIN. 599 600 24"x24" CB N INV=594.36 600 600 RIM=599.00 W INV=594.46 601 N INV=594.58 S INV=595.25 6" SICPP @ ST 1.00% MIN. ST EXP: EXP: ST N CERTIFICATE OF AUTHORIZATION NUMBER: 2 INSET 60 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 C301 SCALE: 1"=20' GEOLOGICAL: 0021659 ST NEW PRIVATE FIRE HYDRANT It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 FS ST-3.4 Sec. 7307, for any person, unless acting under the direction of a licensed ST 24"x24" CB architect, professional engineer, or land surveyor, to alter an item in any ST RIM=599.65 way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to S INV=597.58 the item their seal and notation "altered by" followed by their signature and FS date of such alteration, and a specific description of the alteration. ST ST © 2024 2026 LaBella Associates FS 600 ST ST NEW 6" FIRE SERVICE 600 600 (AFTER BACKFLOW PREVENTOR) HOME LEASING 598 FS 598 599 599 ST 75 S CLINTON AVE SUITE 700, 600 ST ROCHESTER, NEW YORK 14604 150 LF 12" SICPP @ 1.00% FS ST 600 ST 595 596 FS 597 ST 598 ST FS NEW BACKFLOW PREVENTOR (IN FS ST MECHANICAL ROOM) FOR COMBINED ST SERVICE. DOMESTIC SERVICE WILL BE PROPOSED METERED AFTER THE BACKFLOW. 600 600 W 3-STORY C0 ST BUILDING C0 W ± 25,000 SF FOOTPRINT ST-3.3 ST 24"x24" CB RIM=599.75 FFE=600.75' 6" SICPP @ N INV=596.08 WEST SENECA APARTMENTS 599 ST 599 1.00% MIN. SW INV=596.08 2544 CLINTON ST, W WEST SENECA, NY 14224 595 596 597 598 NEW 6" PVC SDR-21 C0 ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SA SANITARY LATERAL 600 599 600 W SA C0 ST CONNECT INTO 600 600 EXISTING SAN CO 600 ST SANITARY MAIN SA SA SA TYP. SA C0 SA W 60 SA 0 S SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA C0 SA SA ST 4' DIA. SAN MH SA SA SA SA SA SA SA SAN CO 600 RIM=600.15 NEW 6" PVC SDR-21 102 LF 12" TYP. SAN CO E INV=589.50 SICPP @ 1.00% SA SANITARY LATERAL ST TYP. NO: DATE: DESCRIPTION: W INV=589.40 70 LF 6" SICPP W \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg @ 1.00% MIN. Revisions ST SA ST-3.0 PROJECT NUMBER: ST ST-2.0 4' DIA. MH 2241067 SA W 4' DIA. MH RIM=599.33 RIM=599.29 N INV=593.25 599 599 ST W INV=592.12 S INV=592.25 DRAWN BY: 600 E INV=591.25 EMM / SCB SA W INV=591.25 ST 30 LF 12" SICPP REVIEWED BY: SRV / DPB W D D 50 5LF 99 12" SICPP @ 5.00% SA @ 5.00% 599 ISSUED FOR: ST ST-2.2 SITE PLAN APPROVAL 59 24"x24" CB 9 SA ST-1.1 ST ST RIM=598.62 W 4' DIA. MH DATE: E INV=596.12 599 ST 85 LF 12" SICPP 4/20/2026 RIM=599.08 E INV=591.25 @ 2.00% SA SAN CO ST ST ST ST ST ST ST ST TYP. W INV=591.25 35 LF 12" SICPP DRAWING NAME: C0 D D ST ST ST ST ST ST ST @ 3.00% W ST-3.2 SA 120 LF 8" SICPP ST-2.1 ST-3.1 END SECTION ST-1.0 24"x24" CB @ 1.00% 24"x24" CB 24"x24" CB NEW 6" COMBINED ADS STORMTECH CHAMBER RIM=598.50 INV=589.75 RIM=598.87 CONTECH CASCADE CS4 WQU RIM=598.89 599 SYSTEM SC-3500 WATER SERVICE NE INV=595.00 SA W INV=593.62 RIM=599.00 N INV=593.30 NE INV=593.62 E INV=591.15 (100 CHAMBERS) W INV=593.30 599 W INV=595.00 W NEW 4" PVC SDR-21 W INV=591.15 NEW PRIVATE INV=591.25 UTILITY PLAN SA SANITARY LATERAL FIRE HYDRANT MATCH TO SHEET: C302 SA W FS 600 DRAWING NUMBER: SA W C0 600 UTILITY PLAN NOTES: 4/20/2026 1:18:02 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C301 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C301 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 28 of 1174

599 CONTECH CASCADE CS4 WQU RIM=598.89 WATER SERVICE SYSTEM SC-3500 NE INV=595.00 SA W INV=593.62 RIM=599.00 N INV=593.30 24 NOT FOR CONSTRUCTION NE INV=593.62 E INV=591.15 (100 CHAMBERS) W INV=593.30 599 W INV=595.00 W NEW 4" PVC SDR-21 W INV=591.15 INV=591.25 NEW PRIVATE SA SANITARY LATERAL FIRE HYDRANT MATCH TO SHEET: C301 SA W 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 716-551-6281 SA W C0 SAN CO NEW 6" FIRE SERVICE 600 labellapc.com FS TYP. (AFTER BACKFLOW PREVENTOR) 598 599 598 W 599 DS 599 W W EXP: EXP: W CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 NEW BACKFLOW PREVENTOR LAND SURVEYING: 0021271 (IN MECHANICAL ROOM) FOR GEOLOGICAL: 0021659 W 598 COMBINED SERVICE. 597 DOMESTIC SERVICE WILL BE 597 598 599 METERED AFTER THE It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BACKFLOW. NEW BIORETENTION Sec. 7307, for any person, unless acting under the direction of a licensed 600 AREA #2 (± 370 SF) architect, professional engineer, or land surveyor, to alter an item in any W C0 ST-5.2 UD way. If an item bearing the seal of an architect, engineer, or land surveyor 24"x24" CB is altered; the altering architect, engineer, or land surveyor shall affix to 599 UD RIM=597.00 the item their seal and notation "altered by" followed by their signature and 598 UD W INV=592.58 UD date of such alteration, and a specific description of the alteration. 597 UD W 596 UD UD 132 LF 12" UD UD © 2024 2026 LaBella Associates UD UD UD 60 SICPP @ 0.50% UD 596 W 0 ST NEW 6" COMBINED 597 W ST 598 WATER SERVICE STW W W W W W W W W W W W W W HOME LEASING T ST 600 W 75 S CLINTON AVE SUITE 700, ST-5.0 ST ROCHESTER, NEW YORK 14604 4' DIA. MH ST RIM=599.08 S INV=591.30 598 59 ST 9 W E INV=591.92 W INV=591.20 ST 59 597 T D ST 9 ST ST 596 ST 28 LF 12" SICPP 6 ST 59 7 ST W ST @ 1.00% 59 8 ST ST ST-5.1 59 ST ST 9 598 ST ST 220 LF 12" 598 24"x24" CB 59 ST SICPP @ 0.50% 597 RIM=596.00 596 N INV=591.58 W END SECTION 595 UD UD UD UD UD UD INV=589.00 C0 UD UD UD UD UD UD T UD UD UD UD UD 595 W NEW BIORETENTION NEW 6" COMBINED AREA #3 (± 700 SF) WATER SERVICE 9 59 W ST-6.0 596 4' DIA. MH 597 WEST SENECA APARTMENTS T RIM=597.50 598 E INV=590.10 2544 CLINTON ST, 598 599 597 W 596 595 595 W INV=590.00 596 597 WEST SENECA, NY 14224 598 599 ST ST ST ST ST D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST 175 LF 12" 175 LF 12" W END SECTION ST-6.1 T SICPP @ 1.00% SICPP @ 1.00% INV=5#.## 36"x36" CB RIM=594.35 598 W INV=591.85 W T NO: DATE: DESCRIPTION: CONNECT TO EXISTING 6" W \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg WATERMAIN WITH TS&V Revisions PROJECT NUMBER: 2241067 W DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: UTILITY PLAN DRAWING NUMBER: UTILITY PLAN NOTES: 4/20/2026 1:17:32 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C302 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C302 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 29 of 1174

NOT FOR CONSTRUCTION 599 600 601 601.17 601.62 300 Pearl Street, Suite 130 Buffalo, NY 14202 594.92 716-551-6281 601.26 599 600 600.87 labellapc.com 600 599 60 1 C0 598 UD UD UD UD UD UD UD UD UD UD UD UD D 598 599 600 600 600.54 600.90 INSTALL AND MAINTAIN 599 600 TEMPORARY SILT SOCK 597 597 598 599 600.10 598 599 600.18 600 600 600.54 600.54 600.72 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: 60 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 600.39 TC 600.84 TC 599.89 BC 600.34 BC It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates 600 600 600 HOME LEASING 598 598 599 599 75 S CLINTON AVE SUITE 700, 600 ROCHESTER, NEW YORK 14604 600 595 600.78 TC 596 600.28 BC 601.23 TC 597 600.73 BC 598 PROPOSED 600 600 3-STORY C0 BUILDING C0 ± 25,000 SF FOOTPRINT FFE=600.75' WEST SENECA APARTMENTS 599 599 600.92 TC 600.42 BC 2544 CLINTON ST, 600.91 TC WEST SENECA, NY 14224 595 600.41 BC 596 597 598 600.14 C0 600 599 600 C0 600.38 TC 600.67 TC 600.68 TC 600.79 TC 600.11 600 600.50 TC 599.09 HP 600 599.88 BC 600.17 BC 600.18 BC 600.29 BC 600.00 BC 600 600.63 TC 600.63 TC C0 600.27 600.13 BC 600.13 BC 60 600.63 TC 0 S C0 600.13 BC 600 RIM=600.15 600.04 599.87 NO: DATE: DESCRIPTION: \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C400 GRADING PLAN.dwg Revisions 599.92 TC 600.13 TC 599.91 TC 599.59 TC PROJECT NUMBER: 599.42 BC 599.63 BC 599.41 BC 599.09 BC 2241067 599 599 599.49 TC DRAWN BY: 600 598.99 BC EMM / SCB REVIEWED BY: 599 D D SRV / DPB 599 ISSUED FOR: SITE PLAN APPROVAL 59 9 DATE: 599 598.89 4/20/2026 DRAWING NAME: 599.34 TC C0 D D 599.72 TC 599.32 TC 599.05 TC 598.84 BC 599.22 BC 598.82 BC 598.55 BC 599.16 599.48 TC 599 598.98 BC 599.48 599.62 599 GRADING, EROSION, AND SEDIMENT CONTROL PLAN MATCH TO SHEET: C402 599.84 599.80 600.27 TC 600.37 TC 600.45 TC 600.44 TC 600.11 TC 600.02 TC 599.80 TC 599.98 TC 599.61 BC 599.52 BC 599.30 BC 599.48 BC 599.77 BC 599.87 BC 599.95 BC 599.94 BC 600 600.17 DRAWING NUMBER: 599.19 599.46 C0 600 599.87 4/20/2026 1:17:56 PM N 1 GRADING, EROSION, AND SEDIMENT CONTROL PLAN 0' 20' 40' 60' C401 SCALE: 1" = 20' C401 Page 30 of 1174

599.48 TC 599 598.98 BC 24 NOT FOR CONSTRUCTION 599 599.48 599.62 MATCH TO SHEET: C401 599.80 599.84 600.27 TC 600.37 TC 600.45 TC 600.44 TC 600.11 TC 600.02 TC 599.80 TC 599.98 TC 599.61 BC 599.52 BC 599.30 BC 599.77 BC 599.87 BC 599.95 BC 599.94 BC 599.48 BC 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 600.17 716-551-6281 599.19 599.46 C0 600.50 600.50 600.37 600 599.87 labellapc.com 600.20 FS 598.74 598 599 598 600.45 599 DS 599 599.24 598.95 600.45 598.50 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 598 600.54 597 597 600.22 598 599 600.36 600.61 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 600.43 Sec. 7307, for any person, unless acting under the direction of a licensed 600 598.09 C0 598.54 architect, professional engineer, or land surveyor, to alter an item in any INSTALL AND MAINTAIN way. If an item bearing the seal of an architect, engineer, or land surveyor TEMPORARY SILT SOCK is altered; the altering architect, engineer, or land surveyor shall affix to 599 the item their seal and notation "altered by" followed by their signature and 598 date of such alteration, and a specific description of the alteration. 597 596 600.50 © 2024 2026 LaBella Associates 60 600.29 600.30 596 0 600.11 600.04 600.02 599.53 597 598 600.17 TC 599.67 BC 600 600.18 598.01 HOME LEASING 599.50 TC 75 S CLINTON AVE SUITE 700, 599.00 BC 599.94 TC 599.88 ROCHESTER, NEW YORK 14604 599.44 BC INSTALL AND MAINTAIN 598 59 TEMPORARY CONCRETE 600.04 TC 598.46 9 600.03 WASHOUT 599.54 BC 599.54 D 59 9 597 599.84 599.04 596 599.99 6 598.32 59 7 599.17 59 8 59 9 598 598 59 597 596 595 C0 599.46 TC 598.96 BC 599.46 595 599.34 TC 598.84 BC INSTALL AND MAINTAIN TEMPORARY SILT SOCK 9 59 596 597 598 WEST SENECA APARTMENTS 2544 CLINTON ST, 598 599 597 596 595 595 596 597 WEST SENECA, NY 14224 598 599 599.70 TC D 599.20 BC INSTALL AND MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE 599.65 598 600.11 TC NO: DATE: DESCRIPTION: \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C400 GRADING PLAN.dwg 599.61 BC Revisions PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: GRADING, EROSION, AND SEDIMENT CONTROL PLAN DRAWING NUMBER: 4/20/2026 1:17:35 PM N 1 GRADING, EROSION, AND SEDIMENT CONTROL PLAN 0' 20' 40' 60' C402 SCALE: 1" = 20' C402 Page 31 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any STORM SEWER GRATE way. If an item bearing the seal of an architect, engineer, or land surveyor 12 is altered; the altering architect, engineer, or land surveyor shall affix to " OV MIN the item their seal and notation "altered by" followed by their signature and ER IM 2" X 2" WOODEN SPIKES LA UM date of such alteration, and a specific description of the alteration. P PLACED 10' O.C. BLOWN/PLACED FILTER MEDIA COMPOST FILTER SOCK © 2024 2026 LaBella Associates DISTURBED AREA UNDISTURBED AREA MIN. 12" 2 1 SLOPE OR LESS EXISTING CONTOURS SECTION VIEW HOME LEASING 75 S CLINTON AVE SUITE 700, FILTER SOCK FILLED ROCHESTER, NEW YORK 14604 8' WITH CRUSHED STONE DISTURBED AREA FLO W FLO W SECURE FILTER SOCK AS RECOMMENDED MIN. SLOPE MIN. SLOPE STORM SEWER GRATE BY MANUFACTURER SILT FENCE FLOW FLOW NOTES: 2" X 2" WOODEN STAKES 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY AND STABLE. PLACED 10' O.C. 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 1V:2H. UNDISTURBED AREA 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE SHALL BE SURROUNDED WITH COMPOST FILTER SOCK SILT FENCING, THEN STABILIZED WITH VEGETATION OR COVERED. PLAN VIEW 4. SEE SPECIFICATIONS AND DETAIL FOR INSTALLATION OF SILT FENCE. 6 INLET PROTECTION IN PAVEMENT 5 COMPOST FILTER SOCK 4 TEMPORARY SOIL STOCKPILE C501 N.T.S. C501 NYS DEC DETAIL: COMPOST FILTER SOCK C501 N.T.S. WOVEN WIRE FENCE (MIN. 14 GAUGE W/ MAX. 6" MESH SPACING WITH FILTER CLOTH 36" MIN. FENCE POSTS, DRIVEN MIN. WEST SENECA APARTMENTS 10' MAX. C. TO C. 16" INTO GROUND 2544 CLINTON ST, 50' MIN. MOUNTABLE WEST SENECA, NY 14224 BERM (OPTIONAL) MIN. 6" EXISTING PAVEMENT FILTER = 18" 3' 5:1 HEIGHT OF MIN. 10' TYP. 2" STAKE (TYP.) EXISTING GROUND FILTER CLOTH 4" MIN. PROFILE VIEW 6" 1/8" DIA. STEEL WIRE W FLO \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 50' MIN. STAPLE DETAIL W FLO B B NO: DATE: DESCRIPTION: 10' MIN. 10' TYP. PERSPECTIVE VIEW 1 41" SQUARE HARDWOOD Revisions EXISTING GROUND # STAPLES (2 PER BALE) BINDING WIRE 36" MIN. FENCE POST C### PROJECT NUMBER: 12' MIN. 12' MIN. EXISTING STRAW BALE (TYP.) 2241067 WOVEN WIRE FENCE (MIN. 14 GAUGE W/ 3' TYP. PAVEMENT MAX. 6" MESH SPACING WITH FILTER CLOTH IMPERMEABLE SHEETING DRAWN BY: 20" MIN. EMM / SCB REVIEWED BY: SYMBOL IMPERMEABLE SHEETING STRAW BALE (TYP.) WOOD OR METAL STAKES (2 PER BALE) UNDISTURBED SRV / DPB FLOW GROUND PLAN SECTION B-B ISSUED FOR: PLAN VIEW NOTE: SITE PLAN APPROVAL EMBED FILTER CLOTH A MIN. OF 6" IN GROUND 1. CAN BE TWO STACKED BALES OR PARTIALLY EXCAVATED TO REACH 3 FT DEPTH DATE: CONSTRUCTION SPECIFICATIONS: 4" MIN. 4/20/2026 16" MIN. 1. STONE SIZE - USE 1-4 INCH STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. CONSTRUCTION SPECIFICATIONS SYMBOL DRAWING NAME: 2. LENGTH - NOT LESS THAN 50 FEET. COMPACTED SOIL 1. LOCATE WASHOUT STRUCTURE A MINIMUM OF 100 FEET AWAY FROM OPEN CHANNELS, STORM DRAIN INLETS, SENSITIVE AREAS, WETLANDS, 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. BUFFERS AND WATER COURSES AND AWAY FROM CONSTRUCTION TRAFFIC. 4. WIDTH - TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. 2. SIZE WASHOUT STRUCTURE FOR VOLUME NECESSARY TO CONTAIN WASH WATER AND SOLIDS AND MAINTAIN AT LEAST 4 INCHES OF FREEBOARD. 5. GEOTEXTILE - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ACCESS SHALL BE PIPED TYPICAL DIMENSIONS ARE 10 FEET X 10 FEET X 3 FEET DEEP. NOTES: SECTION VIEW 3. PREPARE SOIL BASE FREE OF ROCKS OR OTHER DEBRIS THAT MAY CAUSE TEARS OR HOLES IN THE LINER. FOR LINER, USE 10 MIL OR THICKER UV BENEATH THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. RESISTANT, IMPERMEABLE SHEETING, FREE OF HOLES AND TEARS OR OTHER DEFECTS THAT COMPROMISE IMPERMEABILITY OF THE MATERIAL. 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT OF WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED 4. 5. PROVIDE A SIGN FOR THE WASHOUT IN CLOSE PROXIMITY TO THE FACILITY. KEEP CONCRETE WASHOUT STRUCTURE WATER TIGHT. REPLACE IMPERMEABLE LINER IF DAMAGED (E.G., RIPPED OR PUNCTURED). EMPTY OR 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" OR "U" TYPE OR HARDWOOD. CONSTRUCTION DETAILS ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED IMMEDIATELY. REPLACE WASHOUT STRUCTURE THAT IS 75 PERCENT FULL, AND DISPOSE OF ACCUMULATED MATERIAL PROPERLY. DO NOT REUSE PLASTIC LINER. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION. 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN WET-VACUUM STORED LIQUIDS THAT HAVE NOT EVAPORATED AND DISPOSE OF IN AN APPROVED MANNER. PRIOR TO FORECASTED RAINSTORMS, FENCE SHALL BE WOVEN WIRE, 6" MAXIMUM MESH OPENING. APPROVED SEDIMENT TRAPPING DEVICE. REMOVE LIQUIDS OR COVER STRUCTURE TO PREVENT OVERFLOWS. REMOVE HARDENED SOLIDS, WHOLE OR BROKEN UP, FOR DISPOSAL OR 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN EVENT. RECYCLING. MAINTAIN RUNOFF DIVERSION AROUND EXCAVATED WASHOUT STRUCTURE UNTIL STRUCTURE IS REMOVED. FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABLINKA 140N, OR APPROVED EQUAL. 4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUAL. 5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. 3 STABILIZED CONSTRUCTION ENTRANCE 2 CONCRETE WASHOUT AREA WITH STRAW BALES 1 SILT FENCE DRAWING NUMBER: C501 N.YS DEC DETAIL: STABILIZED CONSTRUCTION ACCESS C501 N.T.S. C501 NYS DEC DETAIL: SILT FENCE 4/20/2026 1:17:16 PM C501 Page 32 of 1174

NOT FOR CONSTRUCTION SPACES SHOULD BE EQUAL TO LINE WIDTH NY R7-8 MUTCD R7-1 NY R7-8 300 Pearl Street, Suite 130 12" 1 MATCH ENDS OF TRANSITION 2" PREMOULDED Buffalo, NY 14202 CURB TO ADJACENT CURBS (OR 8" BITUMINOUS CURB UNLESS OTHERWISE POST MOUNT SIGN OR 716-551-6281 NOTED ON PLANS FLUSH WITH GRADE - SEE PLANS) JOINT FILLER EXPANSION CAP 12 2" SIGN MOUNTED ON " 8" BOLLARD. SEE SITE TOP OF CURB labellapc.com 7'-0" TYP. 45° PLAN (TYP.) FLUSH CURB 4" WIDE SEE PLANS 6" PARKING 1'-4" SPACE PAVEMENT 12" MARKING 1'-0" 1" 4'-0" 3'-0" MIN. NOTES: #4 1'-6" LONG THIS PART OF DOWEL TO 6'-0" MAX. 4'-0" BE PAINTED AND OILED 1. ALL STRIPING SHALL BE WHITE ELEVATION AT EXPANSION JOINT TERMINAL/TRANSITION CURB 11 CROSSWALK 8' TYP. 8' TYP. C502 N.T.S. PAVEMENT SYMBOL PER ADA WHITE ON BLUE BACKGROUND EXP: EXP: NOTE: ALL PARKING STRIPING TO BE YELLOW 3 TOP OF CURB 8" CAP SCREW #4 1'-6" LONG 3 8" FLAT WASHER A 12 ADA PARKING SPACE STRIPING (ZINC PLATED) CERTIFICATE OF AUTHORIZATION NUMBER: SIGN FACE C502 NEW SIGN PANEL (16 PROFESSIONAL ENGINEERING: 0021272 EXPANSION JOINT MATERIAL N.T.S. 2" x 2" SQ. ROUNDED GA. GALV. STEEL) LAND SURVEYING: 0021271 AT CONCRETE SIDEWALKS D GEOLOGICAL: 0021659 D/2 R=1" 3 8" HEX NUT CONCRETE SIDEWALK 8" (ZINC PLATED) 2" A A 1 OR TOPSOIL SECTION A-A A CONSTRUCTION JOINT TOP OF PAVEMENT It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed TYP. SEE PAVEMENT SECTION 6" architect, professional engineer, or land surveyor, to alter an item in any ELEVATION AT 2" x 2" SQUARE UNISTRUT POST way. If an item bearing the seal of an architect, engineer, or land surveyor (GALV. STEEL) VARIABLE 1'-6" CONSTRUCTION JOINT is altered; the altering architect, engineer, or land surveyor shall affix to LENGTH (PERFORATED) the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SELECT DOMED CONCRETE FILL NEW SIGN PANEL (16 DOMED CONCRETE FILL 6" BACKFILL GA. GALV. STEEL) 7'-0" (MAX.) 5'-0" (MIN.) MATERIAL CONTINUOUS BED © 2024 2026 LaBella Associates 6" O.D. STEEL PIPE WITH PLASTIC SUBBASE COURSE 6" O.D. STEEL PIPE WITH PLASTIC 1'-9" (MIN.) SLEEVE (YELLOW) A A SLEEVE (YELLOW) MIN. 6" DOWEL 3'-6" D 3'-6" DOMED IN GRASS AREA 2 14" x 2 1 4" SQUARE UNISTRUT D/2 6" 6" FLUSH IN CONCRETE OR PAVED AREA 2" x 2" SQUARE UNISTRUT POST POST BASE (GALVANIZED STEEL) 2" 3" VERTICAL (GALV. STEEL) VARIABLE LENGTH (PERFORATED) 3 8" CAP SCREW DOMED IN GRASS AREA HOME LEASING 3 8" FLAT WASHER 75 S CLINTON AVE SUITE 700, SECTION A-A 7'-0" (MAXIMUM) 5'-0" (MINIMUM) (ZINC PLATED) ROCHESTER, NEW YORK 14604 SEE ASPHALT TYPICAL SIGN FACE PAVEMENT TYPICAL DETAILS GRASS PAVED AREA 2" x 2" SQ. NOTES: AREA 4000 PSI CONCRETE 2 14" x 2 14" SQUARE UNISTRUT 3'-6" 3 8" HEX NUT (ZINC PLATED) 3'-6" 1. SLOPE TOP OF CURB 1/4" PER FOOT TOWARD PAVEMENT. POST BASE (GALVANIZED STEEL) 2. CONTRACTION JOINTS SHALL BE FORMED OR SAWCUT EVERY 10 FEET TO DEPTHS SLIGHTLY BELOW THE PAVEMENT SURFACE. UNDISTURBED EARTH SECTION A-A 4" TO 6" 3. EXPANSION JOINTS 1/2" IN WIDTH SHALL BE FORMED WITH A PREMOULDED BITUMINOUS JOINT FILLER EVERY 40 FEET. OR 18" SONOTUBE 5,000 PSI CONCRETE 3" x 3 8" BOLT (ZINC PLATED) 4. EXPANSIONS JOINTS AND FORMED CONTRACTION JOINTS ARE TO BE EDGED WITH CONCRETE FINISHING TOOLS. SUBBASE COURSE AND 3 8" 0 NUT (ZINC PLATED) UNDISTURBED EARTH 5. CONCRETE SEALING AGENT SHALL BE APPLIED THE SAME DAY THAT CURBS ARE CONSTRUCTED. NOTES: 6" OR 18" SONOTUBE 4'-0" 6" 6. CONCRETE CURBING WITHIN R.O.W. SHALL CONFORM WITH NYSS M609-2R1. 7. CURB THICKNESS T IS TO BE 5" OR AS INDICATED ON THE DRAWINGS. 1. MAINTAIN TWO FEET OF CLEARANCE FROM SUBBASE COURSE 8" MIN. 8" MIN. 8. PROVIDE 0" CURB REVEAL FOR HEADER CURB CURB AT SIDEWALK RAMPS AND 1" CURB REVEAL FOR HEADER CURB AT DRIVEWAYS. FACE OF CURB TO ANY PART OF SIGN, AS 9. ALL CURB, EXCEPT HEADER CURB USED FOR SIDEWALK ACCESS RAMPS, IS TO HAVE THE 1" RADIUS. NOTE: APPLICABLE. 10. GRADED STONE BACKING IS TO BE PLACED WHEN SIDEWALK DOES NOT ABUT CURB. 2. SEE PLANS FOR SIGN AND POST LOCATIONS. NOTES: 1. FINAL LOCATION OF BOLLARDS SHALL BE APPROVED 11. USE 5000 PSI CONCRETE FOR CONVENTIONALLY FORMED CURB. AND 5000 PSI CONCRETE FOR MACHINE FORMED CURB. BY THE OWNER OR ARCHITECT/ENGINEER. 1. FINAL LOCATION OF BOLLARDS SHALL BE APPROVED BY THE OWNER OR ARCHITECT/ENGINEER. 10 CONCRETE CURB 9 BOLLARD 8 POST MOUNT SIGN 7 BOLLARD MOUNTED SIGN C502 N.T.S. C502 N.T.S. C502 N.T.S. C502 N.T.S. INITIAL FULL DEPTH SAW CUT FINAL SAW CUT. MATCH EXISTING SEE NOTE 2 PAVEMENT. CAP SEAM WITH BITUMINOUS SEALER. (SEE NOTE 2) TOP COURSE BINDER COURSE WEST SENECA APARTMENTS SEE NOTE 2 18" SUBBASE COURSE 2544 CLINTON ST, WEST SENECA, NY 14224 EXISTING ASPHALT PAVEMENT NOTES: PAVEMENT 1. HMA ITEMS ARE BASED ON PG 64-22 BINDER, ESALs LESS THAN 30,000,000. TACK COAT IS REQUIRED BETWEEN ALL LIFTS OF ASPHALT. USE OF POLYPHOSPHORIC ACID (PPA) TO MODIFY THE BINDER 6"x6" WELDED WIRE EXISTING PROPERTIES IS PROHIBITED. THIS PROHIBITION ALSO APPLIES TO THE USE OF PPA AS A CROSS-LINKING AGENT FOR POLYMER MODIFICATION. TOP AND BOTTOM SUBBASE 8" THICK 2. BUTT JOINTS, CREATED BY A FULL-DEPTH SAWCUT, SHALL BE USED BETWEEN NEW AND EXISTING PAVEMENTS. THE ASPHALT TOP COURSE SHALL BE LAID SUCH THAT IT UNIFORMLY OVERLAPS THE 4,500 PSI CONCRETE ADJACENT COLD MAT BY 2"-3". THE THICKNESS OF THE OVERLAP MATERIAL SHALL BE 1/4 THE COMPACTED THICKNESS OF THE COURSE, SO AS TO RESULT IN A SMOOTH AND WELL-COMPACTED JOINT AFTER ROLLING. BROADCASTING OF THE OVERLAP MATERIAL ONTO THE LANE IS NOT ALLOWED. IF THE OVERLAP IS EXCESSIVE, THE EXCESS MATERIAL SHALL BE TRIMMED OFF SO THAT THE MATERIAL x x x x x x x ALONG THE JOINT IS UNIFORM. THE COARSE PARTICLES OF AGGREGATE IN THE OVERLAP MATERIAL SHALL BE REMOVED AND WASTED IF DEEMED NECESSARY BY THE INSPECTOR. \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg x x x x x x GEOTEXTILE STABILIZATION 3. DESIGN PGB CONTENT SELECTION: THE PRODUCER SELECTS THE DESIGN PGB CONTENT THAT RESULTS IN A COMPACTED DENSITY OF 96.5% Gmm AT THE DESIGN NUMBER OF GYRATIONS (Ndesign). 12" COMPACTED FABRIC (SEE ASPHALT 1 21" 9.5 F2 TOP COURSE HMA UNDER NO CIRCUMSTANCES SHALL THE PERFORMANCE GRADED BINDER CONTENT IN THE HMA MIXTURE BE LESS THAN 5.8% FOR A 9.5 DESIGN, 5.2% FOR A 12.5 DESIGN, 4.5% FOR A 19.0 DESIGN, 4.2% SUBBASE MATERIAL NO: DATE: DESCRIPTION: PAVEMENT DETAILS) 80 SERIES COMPACTION FOR A 25.0 DESIGN, OR 3.7% FOR A 37.5 DESIGN. ALL VOLUMETRIC AND MECHANICAL PROPERTIES ARE CHECKED AT THIS PGB CONTENT TO ENSURE THAT ALL REQUIREMENTS ARE MET. NOTES: Revisions NYSDOT ITEM NO. 402.098202 WELL COMPACTED SUBGRADE 2-1/2" 19.0 F9 BINDER COURSE HMA 4. PERFORM ALL WARRANTY WORK IN ACCORDANCE WITH MATERIALS PROCEDURE (MP) 402-01, WARRANTY REQUIREMENTS FOR HOT MIX ASPHALT (HMA) TOP COURSE. 1. VERTICALLY SAW CUT ALL ASPHALT FULL DEPTH. 80 SERIES COMPACTION 2. BLOW CLEAN AND APPLY TACK COAT 0.050 GAL/SY AT ALL ASPHALT TO ASPHALT SURFACES. PROJECT NUMBER: COMPACTED NYSDOT ITEM NO. 402.198902 5. AS PER STANDARD SPECIFICATION SECTION 401-4.01 CERTIFIED PRODUCTION, PRODUCTION LESS THAN 500 TONS, AND HIGHWAY PERMIT PRODUCTION, PRODUCTION MEETING THE SPECIFICATION 3. REFER TO STANDARD DUTY PAVEMENT SECTION DETAIL FOR COURSE THICKNESS. 2241067 SUBGRADE REQUIREMENTS WILL BE ASSIGNED A QAF OF 1.00. PRODUCTION FAILING TO MEET THE SPECIFICATION REQUIREMENTS WILL BE SUBJECT TO EVALUATION ACCORDING TO SECTION 401-4.03, EVALUATION 6" 37.5 F9 BASE COURSE HMA OF SUBLOTS REPRESENTED BY 0.85 QAF. 6 CONCRETE PAD 5 STANDARD DUTY PAVEMENT JOINT DRAWN BY: 80 SERIES COMPACTION EMM / SCB NYSDOT ITEM NO. 402.378902 1 1/2" ASPHALT CONCRETE TOP COURSE C502 N.T.S. C502 N.T.S. REVIEWED BY: 2 1/2" ASPHALT CONCRETE BINDER COURSE SRV / DPB 12" SUBBASE COURSE, TYPE 2 12" STONE SUBBASE COURSE (INSTALLED IN TWO 6" LIFTS) BEVEL EDGE ISSUED FOR: NYSDOT ITEM NO. 304.12 ASPHALT EMULSION TACK 6" SITE PLAN APPROVAL COAT NYSDOT ITEM 407.01 - TACK COAT FINISH GRADE DATE: 4/20/2026 MATCH ORIGINAL RESTORE LAWN DISTURBED BY CONSTRUCTION MATCH ENDS OF TRANSITION CURB SHOULDER SLOPE AND PROVIDE NEW 6" MINIMUM DEPTH CURB TO ADJACENT CURBS (OR DRAWING NAME: MECHANICALLY SCREENED TOPSOIL CURB CURB TERMINAL FLUSH WITH GRADE - SEE PLANS) EXTEND BASE COURSE AT FREE EDGE FLUSH CURB 6" 1'-6" 6" COMPACTED SUBGRADE 1'-6" FINISHED GRADE FINISHED GRADE GEOTEXTILE STABILIZATION FABRIC, TENSAR T-130 OR APPROVED EQUAL CONSTRUCTION DETAILS 1'-0" NOTES: RESTORE LAWN DISTURBED BY 6'-0" UNLESS 6'-0" CONSTRUCTION AND PROVIDE NEW COMPACTED 1. PROVIDE ADDITIONAL SUBBASE MATERIAL WHERE FILL IS REQUIRED TO OBTAIN PROPER 6" MINIMUM DEPTH MECHANICALLY OTHERWISE NOTED SUBGRADE SUBGRADE ELEVATION, OR TO REPLACE UNSUITABLE SUBGRADE MATERIAL. SCREENED TOPSOIL 4 PAVEMENT SECTION WITHIN R.O.W. 3 ASPHALT PAVEMENT SECTION 2 CURB TERMINAL 1 CURB TRANSITION DRAWING NUMBER: C502 N.T.S. C502 N.T.S. C502 N.T.S. C502 N.T.S. 4/20/2026 1:17:48 PM C502 Page 33 of 1174

NOT FOR CONSTRUCTION SIDEWALK SIDEWALK GR B AS S 4'-0 GR SE " MIN AD E BR EP LA 300 Pearl Street, Suite 130 A EA N KB AC Buffalo, NY 14202 KO A FC A 716-551-6281 UR B >5 7.5% MAX SLOPE 4'-0" MIN. ' 3'-0" SEE PLAN 3'-0" labellapc.com SEE CONCRETE SIDEWALK DETAIL SEE CONCRETE SIDEWALK DETAIL B DETECTABLE 0" TOP OF PAVEMENT WARNING SYSTEM 2'- GR AS S SECTION A-A MEET FLUSH WITH A TOP OF PAVEMENT 25% MAX SLOPE MEET FLUSH WITH MEET FLUSH WITH TOP OF PAVEMENT 3'-0 TOP OF PAVEMENT " DETECTABLE WARNING SYSTEM A 0" CURB REVEAL VARIES DETECTABLE WARNING SYSTEM ACCESS RAMP AT CORNER - ISOMETRIC OPTION 1 ACCESS RAMP - ISOMETRIC OPTION 3 A PAVEMENT 7.5% CURB TOP OF CURB 7.5% MAX SLOPE SIDEWALK TYPE "B" RAMP ISOMETRIC SIDEWALK SECTION B-B EXP: EXP: GR NOTES: AD TOP OF PAVEMENT E BR TRANSITION FLUSH WITH PAVEMENT CERTIFICATE OF AUTHORIZATION NUMBER: A EA 1. 7.5% IS MAXIMUM SLOPE OF ACCESS RAMP. KB PROFESSIONAL ENGINEERING: 0021272 AC 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, FIRM AND SLIP-RESISTANT. TEXTURE SURFACE WITH KO A LAND SURVEYING: 0021271 FC UR SECTION A-A COARSE BROOM RUNNING TRANSVERSE TO SLOPE OF ACCESS RAMP. GEOLOGICAL: 0021659 B< 3. ENTIRE AREA OF ACCESS RAMP AND LANDING PAD IS TO BE 7 INCH THICK CONCRETE. 5' SEE CONCRETE SIDEWALK DETAIL It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 SEE CONCRETE SIDEWALK DETAIL 7 SIDEWALK RAMP TYPE B Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any C503 N.T.S. way. If an item bearing the seal of an architect, engineer, or land surveyor MEET FLUSH WITH is altered; the altering architect, engineer, or land surveyor shall affix to A TOP OF PAVEMENT MEET FLUSH WITH the item their seal and notation "altered by" followed by their signature and TOP OF PAVEMENT date of such alteration, and a specific description of the alteration. DETECTABLE WARNING SYSTEM A B DETECTABLE WARNING SYSTEM ACCESS RAMP AT CORNER - ISOMETRIC OPTION 2 ACCESS RAMP - ISOMETRIC OPTION 4 © 2024 2026 LaBella Associates 8 SIDEWALK RAMP TYPE D 3'-0" MINIM A UM TOP OF PAVEMENT TOP OF CURB C503 N.T.S. WIDTH VARIES, SEE PLANS SIDEW 12 12 ALK 1 1 B 8" DETECTABLE WARNING 6'-0" 3'-0" MIN. SEE PLAN 6'-0" HOME LEASING 4,500 PSI CONCRETE TOOLED NOTCH 38" x 83" VERTICAL CURB 75 S CLINTON AVE SUITE 700, SYSTEM PER DETAIL 2'-0" " MEET FLUSH WITH SECTION A-A ROCHESTER, NEW YORK 14604 R1 SLOPE AS SHOWN ON PLANS 6" UNLESS OTHERWISE SHOWN ON PLANS TOP OF PAVEMENT A TOP OF SIDEWALK RAMP TYPE A ISOMETRIC 5" SLOPE PAVEMENT GRASS VARIES TOP OF CURB SIDEWALK 12 12 6" SEE PAVEMENT 1 1 3'-0 "M 10" SECTIONS 12 IN. (SE 6'-0" HEADER EP 1 LA N) SUBBASE MATERIAL TRANSITION CURB TRANISITON A TOP OF PAVEMENT 6" 0" 2'- 1 12 2" 2" 8" VIEW A-A MEET FLUSH WITH NOTES: 1:50 TOP OF PAVEMENT 8" 0" CURB REVEAL DETECTABLE WARNING SYSTEM 12 1. 1:12 IS MAXIMUM SLOPE OF ACCESS RAMP AND MAX 1 SIDEWALK SIDE FLARE IN PAVED AREA. 6 CONCRETE SIDEWALK AND INTEGRAL VERTICAL CURB SECTION 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, A FIRM AND SLIP-RESISTANT. TEXTURE SURFACE C503 N.T.S. ACCESS LANDING PAD WITH COARSE BROOM RUNNING TRANSVERSE RAMP 3'-0" MINIMUM TO SLOPE OF ACCESS RAMP. 3. ENTIRE AREA OF ACCESS RAMP AND LANDING ACCESS RAMP - TYPE C ISOMETRIC PAD IS TO BE 7 INCH THICK CONCRETE. NOTES: SECTION B-B 1. 1:12 IS MAXIMUM SLOPE OF ACCESS RAMP. WEST SENECA APARTMENTS 5 SIDEWALK RAMP TYPE A 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, FIRM AND SLIP-RESISTANT. TEXTURE SURFACE WITH COARSE BROOM RUNNING TRANSVERSE TO SLOPE OF ACCESS RAMP. 2544 CLINTON ST, 4" WIDE 3. ENTIRE AREA OF ACCESS RAMP AND LANDING PAD IS TO BE 7 INCH THICK CONCRETE. WEST SENECA, NY 14224 C503 N.T.S. PARKING SPACE 50%-60% OF 4 SIDEWALK RAMP TYPE C PAVEMENT MARKING BASE DIAMETER C503 N.T.S. 4'-0" 2'-0" 4'-0" 0.20" \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 5) TE E NO 0.90"-1.41" S (SE NO: DATE: DESCRIPTION: 1 1 SAW-CUT, OR WET CUT CONCRETE ELECTRIC CHARGING STATION RIE 2" WIDE PREMOULDED BITUMINOUS 2" WIDE PREMOULDED BITUMINOUS PAVEMENT SYMBOL VA JOINT FILLER WITH 5 8" DEEP X 12" WIDE JOINT FILLER WITH 5 8" DEEP X 12" WIDE WITH TROWEL OR JOINT TOOL, Revisions 1 SELF LEVELING CAULKING SEALANT SELF LEVELING CAULKING SEALANT 3 SLAB THICKNESS, FULL WIDTH. DOME SECTION FINISHED GRADE FINISHED GRADE FINISHED GRADE PROJECT NUMBER: NO ISOMETRIC 2241067 ELECTRIC PARKING 1.625"- 2.41" C TO C FILL JOINTS WITH UNILOCK POLYMERIC DRAWN BY: EMM / SCB VEHICLE PARKING ANY JOINT SAND OR APPROVED EQUIVALENT 1" THICK COMPACTED SETTING BED OF WASHED COARSE AGGREGATE REVIEWED BY: SRV / DPB TIME TYPICAL WARNING UNIT 1.625"-2.41" ONLY WHILE THIS PART OF DOWEL TO EXPANSION JOINT CONTROL JOINT C TO C CHARGING SIDEWALK ACCESS RAMP BE PAINTED AND OILED ISSUED FOR: 1" TO 4" 12" X 18" #4 - 16" LONG SMOOTH DOWEL AT 18" ON-CENTER SITE PLAN APPROVAL 12" X 18" 2" DIAMETER WEEP HOLE AT LOW POINT ELECTRIC VEHICLE EDGE OF RAMP CONCRETE DRILL AND EPOXY GROUT INTO EXISTING CONCRETE ACCESSIBLE SYMBOL CHARGING STATION NO PARKING FILL WITH SETTING BED MATERIAL SIDEWALK (CENTERED) AND EXISTING BUILDING DATE: COLOR WHITE ON BLUE BACKGROUND MUTCD R7-1 FOUNDATION AT DOORWAYS. COAT DOWEL IN NEW 4/20/2026 SIDEWALK NOTES: 0.625" FEDERAL DESIGNATION 7" SURFACE WITH BOND BREAKER CURB FLUSH WITH PAVEMENT DRAWING NAME: 1"-4" 1. CONCRETE SHALL BE 4,500 PSI AIR ENTRAINED MIX AT 28 DAYS 2. COMPACTED SUBBASE MATERIAL SHALL COMPLY WITH NYSDOT ITEM 304.14, RESERVED 1" 0.625" RESHAPE CURB BACKING AT WEEP HOLE LOCATION CONTRACTOR TO RESTORE LAWN DISTURBED BY CONSTRUCTION AND PROVIDE NEW 6" MECHANICALLY TYPE 4 PARKING 12" X 18" BACK EDGE OF CURB SCREENED TOPSOIL AND ESTABLISH TURF. 3. CONCRETE SURFACE SHALL RECEIVE A BROOM FINISH AND TWO COATS OF A MEMBRANE FORMING SEALER AT RATES SPECIFIED BY THE PRODUCT 6" SUBBASE COURSE 5" 4,500 PSI CONCRETE RESERVED MANUFACTURE. NY R7-8 FEDERAL DESIGNATION DOME SPACING SECTION 3" 6" COMPACTED SUBBASE MATERIAL 4. EXPANSION JOINTS SHALL BE PROVIDED AT ALL FITTED STRUCTURES AND AT EVERY 25' ON CENTER. CONSTRUCTION DETAILS NOTES: 5. CONTROL JOINTS SHALL BE EVERY 5' OR AS SHOWN ON THE PLANS AND IN 12" X 6" ACCORDANCE WITH ACI 330-R92. THESE JOINTS SHALL BE COMPLETED 1. QUANTITY OF TRUNCATED DOMES SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY AND TO DEPICT REQUIRED SQUARE GRID PATTERN. VAN VAN ACCESSIBLE 2. TRUNCATED DOMES ARE TO BE ALIGNED ON THE SQUARE GRID PATTERN IN THE PREDOMINANT DIRECTION OF TRAVEL. WITHIN 24 HOURS OF CONCRETE PLACEMENT. SCORED JOINTS SHALL BE ELECTRIC CHARGING SYMBOL ACCESSIBLE MUTCD R7-8a 3. ENTIRE DETECTABLE WARNING SYSTEM FIELD, INCLUDING TRUNCATED DOMES, IS TO BE DARK GRAY IN COLOR, N7 PER MUNSELL BOOK NOTATION, OR APPROVED EQUIVALENT. 1 1 4-INCH WIDTH MINIMUM AND 3 OF THE THICKNESS OF THE CONCRETE 4'x4', COLOR WHITE ON GREEN FEDERAL DESIGNATION 6. SIDEWALK ADJACENT TO THE CURB SHALL HAVE A 2.00% CROSS-SLOPE TO 4. OUTER EDGE OF THE DETECTABLE WARNING SYSTEM FIELD IS TO BE LOCATED SO THAT THE EDGE OF THE WARNING FIELD NEAREST TO THE STREET IS 1 TO 4 INCHES BEHIND THE BACK BACKGROUND THE CURB. OTHER AREA AS INDICATED ON THE GRADING PLAN. EDGE OF THE CURB SECTION. 7. ALL JOINTS AND EXPOSED EDGES SHALL BE ROUNDED WITH JOINT TOOL. DRAWING NUMBER: 5. DETECTABLE WARNING SYSTEM IS TO EXTEND ACROSS THE FULL WIDTH OF A SIDEWALK ACCESS RAMP, BUT NOT UP THE SIDE FLARES. COMPACTED SUBGRADE PAVEMENT MARKINGS AND SIGNAGE BRICK DETECTABLE WARNING SYSTEM AT CURB CONCRETE SIDEWALK 4/20/2026 1:17:24 PM 3 2 1 C503 N.T.S. C503 N.T.S. C503 N.T.S. C503 Page 34 of 1174

NOT FOR CONSTRUCTION COVER PIPE CONNECTION TO END INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE OPTIONAL INSPECTION PORT CAP WITH ADS GEOSYNTHETICS 601T PART #: MCFLAMP NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP 6" MAX PONDING 4.0H MAX. PONDING/ HEIGHT 1V RIM OF CB OVERFLOW ELEV. STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM 300 Pearl Street, Suite 130 STRUCTURES WITH OPEN GRATES 6" MIN. ORGANIC Buffalo, NY 14202 FILTER MEDIA 716-551-6281 NOTES: ELEVATED BYPASS MANIFOLD 1. CONTRACTOR SHALL INSTALL FILTER MEDIA AFTER SITE HAS BEEN STABILIZED TO labellapc.com MINIMIZE POTENTIAL OF SEDIMENT CONTAMINATION OF MEDIA. 2. FILTER MEDIA SHALL BE LOAM/SAND MIX, NYSDOT BIO SOIL MIX ITEM #208.01030022, CONTAINING A MINIMUM OF 85% TO 88% COARSE/MEDIUM SAND BY VOLUME, 8% TO 12% 24" MIN. SOIL FINES, AND 3% TO 5% ORGANIC MATTER. FILTER MEDIA 3. ORGANIC FILTER MEDIA SHALL MEET SAME CRITERIA AS ABOVE WITH THE EXCEPTION OF CONTAINING 10% TO 12% ORGANIC MATTER. 4. SOIL SHOULD FALL WITHIN USCS TYPES SM OR ML WITH PERMEABILITY OF AT LEAST 1.0 FEET PER DAY. SOIL SHOULD BE FREE FROM STONES, STUMPS, ROOTS OR OTHER WOODY SUMP DEPTH TBD BY CATCH BASIN MATERIAL OVER 1" IN DIAMETER. SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) 5. PLACEMENT OF THE PLANTING SOIL SHOULD BE IN LIFTS OF 12" TO 18", LOOSELY 24" (600 mm) HDPE ACCESS PIPE REQUIRED ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN 6"-12" DRAINAGE COMPACTED TO AT MOST 80% PROCTOR TEST. PH RANGE: 5.2 - 7.00. USE FACTORY PARTIAL CUT END CAP PART #: FOUNDATION STONE AND CHAMBERS GRAVEL JACKET 6. FILTER FABRIC TO BE NON-WOVEN CLASS 'C', MIRAFI 180-N OR APPROVED EQUIVALENT MC3500IEPP24BC OR MC3500IEPP24BW 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 7. DRAINAGE GRAVEL TO MEET AASHTO M-43. NO.67, SIZE 0.25" TO 0.75" 8. CONTRACTOR TO PROVIDE PLANTING SOIL SUBMITTAL SPECIFICATION FOR REVIEW AND FILTER FABRIC APPROVAL PRIOR TO CONSTRUCTION. 9. WETLAND SEED MIX SHALL BE USED AS INDICATED IN SPECIFICATIONS. 7 MC-3500 ISOLATOR ROW PLUS DETAIL EXP: EXP: 4" PERFORATED PVC @ 0.2% SUBGRADE OR 10. CONTRACTOR SHALL PROVIDE AT LEAST TWO PERMEABILITY TESTS FOR EACH FACILITY C504 N.T.S. EXISTING SOIL DRAINAGE GRAVEL LOCATED AT OPPOSITE SIDES OF FACILITY. 8 BIORETENTION INSERTA TEE DETAIL UNDERDRAIN DETAIL CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 NTS NTS C504 N.T.S. DO NOT INSTALL STORMTECH STORMTECH LAND SURVEYING: 0021271 INSERTA-TEE AT CHAMBERS STORMTECH CHAMBER GEOLOGICAL: 0021659 CHAMBER JOINTS END CAP PROVIDE CAST IRON FRAME PROVIDE CAST IRON CLEANOUT THREADED PLUG IP THD OR BRASS A OUTLET MANIFOLD AND COVER, SET FLUSH SCREW PLUG (HS 67). PVC PLUGS NOT ALLOWED. PROVIDE 1"-3" It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 WITH FINISH GRADE 10" CLEARANCE BETWEEN PLUG & UNDERSIDE OF COVER CONVEYANCE PIPE Sec. 7307, for any person, unless acting under the direction of a licensed MATERIAL MAY VARY architect, professional engineer, or land surveyor, to alter an item in any GRADE (PVC, HDPE, ETC.) FOUNDATION STONE way. If an item bearing the seal of an architect, engineer, or land surveyor FINISH GRADE FOR UNPAVED AREAS BENEATH CHAMBERS is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and 7 1/2" WITHOUT FRAME AND COVER 1" date of such alteration, and a specific description of the alteration. A ADS GEOSYNTHETICS 601T 17" INSERTA TEE SECTION A-A CONNECTION INSERTA TEE TO BE NON-WOVEN GEOTEXTILE DUAL WALL © 2024 2026 LaBella Associates COMPACTED FILL TAMPED IN 6" INSTALLED, CENTERED PERFORATED (X) LAYERS OVER CORRUGATION HDPE STORMTECH UNDERDRAIN STORM SECTION A-A SIDE VIEW END CAP DWV PVC FEMALE ADAPTER, IP PLACE ADSPLUS WOVEN GEOTEXTILE THREAD x SOCKET (CENTERED ON INSERTA-TEE INLET) OVER C.O. BEDDING STONE FOR SCOUR PROTECTION AT 6" RISER: SDR-35 PVC (ASTM D-2241) WITH SOLVENT WELDED JOINTS LETTERING ON COVER SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) B B HOME LEASING FOUNDATION STONE PROVIDE SDR-35 GASKETED NOTES: SC-310 6" (150 mm) 4" (100 mm) A BENEATH CHAMBERS 75 S CLINTON AVE SUITE 700, FITTINGS AS NECESSARY; 1/8TH SC-800 10" (250 mm) 4" (100 mm) ROCHESTER, NEW YORK 14604 6" x 6" x 6" SDR-35 TRUE 45 DEGREE BEND, OR TWO 1/16TH BENDS 1. FRAME AND COVER TO BE USED DC-780 10" (250 mm) 4" (100 mm) NOTES: ONLY IN PAVED AREAS. ADS GEOSYNTHETICS 601T WYE WITH BENDS AS NECESSARY COMPACTED CRUSHED STONE FILL · PART NUMBERS WILL VARY BASED ON INLET PIPE MC-3500 12" (300 mm) 6" (150 mm) A NON-WOVEN GEOTEXTILE MATERIALS. CONTACT STORMTECH FOR MORE 6" MIN. 6" MIN. DEPTH = 1/2 OD + 12" MIN. 2. CRUSHED STONE: NO. 1 WASHED MC-4500 12" (300 mm) 8" (200 mm) INFORMATION. STONE OR A MIX OF NO. 1 AND · CONTACT ADS ENGINEERING SERVICES IF INSERTA TEE MC-7200 12" (300 mm) 8" (200 mm) NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS SECTION B-B NO. 2 WASHED STONE INLET MUST BE RAISED AS NOT ALL INVERTS ARE INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS POSSIBLE. 6" (150 mm) TYP FOR SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS RECOMMENDED METHODS FOR JOINING OF GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON SOLVENT WELD PIPE: SELECT SELECT GRANULAR FILL GRANULAR FILL 1. CLEAN DRY HUBS & SPIGOTS 5 MC-3500 INSERTA-TEE INLET 4 MC-3500 UNDERDRAIN 2. APPLY PRIMER TO PARTS BEING C504 N.T.S. C504 N.T.S. CONNECTED 3. APPLY PVC SOLVENT WELD CEMENT FLOW DIRECTLY OVER PRIMER ** PVC TYPE IS COMPATIBLE FOR SOLVENT WELDING TO SDR-35 OR ANY OTHER PVC TYPE I ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PIPE MADE TO STEEL PIPE OUTSIDE DIMENSIONS MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE 6" SDR-35 PVC (ASTM D2241) UNDISTURBED EARTH CRUSHED STONE BEDDING 6" SDR-35 PVC (ASTM D2241) PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S SERVICE LATERAL WITH PUSH ON D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND SERVICE LATERAL WITH PUSH ON DEPTH=1/2 OD +6" PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. NEOPRENE RUBBER GASKETS NEOPRENE RUBBER GASKETS PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER 6 CLEANOUT FOR NEW STORM LATERAL INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% AASHTO M145¹ A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 18" (450 mm) OF MATERIAL OVER FINES OR PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS C504 N.T.S. C TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF OR IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY WEST SENECA APARTMENTS SUBBASE MAY BE A PART OF THE 'C' LAYER. AASHTO M43¹ THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 FOR PROCESSED AGGREGATE MATERIALS. 2544 CLINTON ST, FRAME & GRATE: EJ CASTINGS WEST SENECA, NY 14224 NO. 4 BARS, 4 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS RETICULINE GRATE, H-20 LOAD RATED, CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ GRASS CONCRETE B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER NO COMPACTION REQUIRED BICYCLE PROOF, ADA-COMPATIBLE SIDES (TYP.) 3, 357, 4, 467, 5, 56, 57 ABOVE. ASPHALT 4,000 PSI CONCRETE POURED IN PLACE FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE AASHTO M43¹ CL SUCH THAT RIM WILL MEET FINISH GRADE. A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3, 357, 4, 467, 5, 56, 57 PLEASE NOTE: TOPSOIL 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". REFER TO ASPHALT 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. SOILTIGHT ADAPTER PAVEMENT DETAILS 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 4" MIN COMPACTION REQUIREMENTS. SELECT EARTH \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 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 GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL NO: DATE: DESCRIPTION: AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS TYPE 1 OR 2 SUBBASE PAVEMENT LAYER (DESIGNED Revisions BY SITE DESIGN ENGINEER) 2" DEEP x 2" WIDE XX" STANDARD H-20 GRATE CONSTRUCTION JOINT MINIMUM COVER ELEVATION: XX EXPOXY GROUT 100% 6" PLAN SOLIDS (TYP.) 30" SQUARE TYP. ALL WALLS D *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 8' PROJECT NUMBER: PERIMETER STONE C INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 18" (450 mm) (2.4 m) 2241067 CONNECT UNDERDRAIN WHERE SHOWN (SEE NOTE 4) MIN* MAX OR PROVIDE (2) 10 FOOT STUBS OF 12" (300 mm) MIN TOP CHAMBER ELEVATION: XX DRAWN BY: PERFORATED PVC, OPPOSITE SIDES. B 100 YEAR PEAK ELEVATION: XX EMM / SCB PRECAST SECTION ASTM C-478 EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) REVIEWED BY: MEETING HS-20 LOADING 45" 10 YEAR PEAK ELEVATION: XX SRV / DPB (1143 mm) XX" DRAIN BASIN ISSUED FOR: SEE PLAN VARIES BASE CHAMBER ELEVATION: XX SITE PLAN APPROVAL A 1 YEAR PEAK ELEVATION: 1069.54 BASE STONE ELEVATION: XX 6" MIN. 9" (230 mm) MIN DATE: (SEE NOTE 3) 4/20/2026 2.5' SEPARATION 6" (150 mm) MIN SEE PLAN FOR DIAMETER MC-3500 6" 77" (1956 mm) 12" (300 mm) MIN END CAP SUBGRADE SOILS (150 mm) MIN DRAWING NAME: (SEE NOTE 3) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. GROUNDWATER ELEVATION: XX 6" MIN. STONE BEDDING ALL CONCRETE NOTES: PLEASE SEE THE LAYOUT SHEET(S) FOR TO LIMITS OF EXCAVATION. PROJECT SPECIFIC REQUIREMENTS. TO BE 4,000 PSI 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" SAME MATERIAL USED CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 6" MIN. FOR SEWERS. SOILTIGHT ADAPTER 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". NOTES: 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. CONSTRUCTION DETAILS 6" STONE BASE 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 1. THE ENTIRE EXTERIOR & INTERIOR SURFACES OF THE CATCH BASIN SHALL BE PAINTED WITH TWO COATS OF 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: BITUMASTIC COATING. · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. 2. CATCH BASIN SHALL NOT BE CONNECTED TO ANY SANITARY SEWER. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3” (75 mm). 3. PROVIDE FRAMES AND GRATES CONFORMING TO NYSDOT STANDARD SHEETS M655-10R3, M655-6. · 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/%. SECTION 4. FRAMES TO HAVE APPROPRIATE STRAP ANCHORS. 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. DRAWING NUMBER: 3 DRAIN BASIN 2 CATCH BASIN 1 MC-3500 CROSS SECTION 4/20/2026 1:17:45 PM C504 N.T.S. C504 N.T.S. C504 N.T.S. C504 Page 35 of 1174

NOT FOR CONSTRUCTION STANDARD C.I. MANHOLE FRAME & COVER. SEE SPECIFICATIONS FOR COVER TYPE OPENING SHALL BE CORED & FILLED WITH EPOXY MORTER SIKADUR 33 BY SIKE OR FLEXOLITH GEL 15" MAX. GRADE RINGS AS NECESSARY BY DURAL TO MAKE WATERTIGHT CONNECTION. PRECAST OPENINGS ARE ALSO ALLOWED. 24" I.D. PRECAST REINFORCED CONCRETE PROVIDE FLEXIBLE WATERTIGHT CONNECTION. WITH ECCENTRIC OPENING WILL BE GASKET SHALL MEET ASTM C-923 REQUIRED FOR MANHOLE WITH A 300 Pearl Street, Suite 130 12" MAX. DEPTH GREATER THAN 6'-0" FINISHED GRADE REMOVABLE CAST IRON COVER LABEL "WATER" (PAINT BLUE) Buffalo, NY 14202 TAPERED TOP 716-551-6281 ASTM C-748 labellapc.com SEE NOTE 2 PRECAST REINFORCED CONC. MANHOLE SECTION 2' 2-PIECE ADJUSTABLE THROUGH 8' LENGTHS AS CAST IRON VALVE BOX MINIMUM COVER STEPS 12" O.C. REQUIRED WITH A 4" HIGH MAX. (SEE NOTE 5) CAST IN PLACE . TOP SECTION (ASTM C-478) " I.D STONE FULL WIDTH OF 24 COAT INTERIOR AND EXTERIOR TRENCH AROUND WITH 2 COATS SIKAGARD 62, VALVE BOX DURALKOTE 312 OR GATE VALVE APPROVED EQUIVALENT. RUBBER GASKETS 12" MIN. WATER MAIN (ASTM C-443) RETAINER GLAND (SEE NOTE 6) 15" MAX. EXP: EXP: . I.D PIPE BEDDING CERTIFICATE OF AUTHORIZATION NUMBER: 3" MIN. PLAN PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 8" MIN. COMPACTED SELECT MINIMUM MANHOLE DIAMETERS UNDISTURBED EARTH SOLID CONCRETE BLOCK (MIN. GEOLOGICAL: 0021659 GRANULAR FILL PIPE DIAMETERS 4" x 8" x 16") 1 REQUIRED AT # OF NOTES: DIP WATER MAIN CONNECTIONS 8" 10" 12" 15" 16" 18" 21" 24" 30" 36" 42" & UP It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 5,000 PSI CONCRETE 6" CRUSHER RUN SUBBASE COURSE, 1. VALVE BOXES SHALL BE CENTERED ON VALVE AND SET ON COMPACTED BACKFILL. UNDISTURBED Sec. 7307, for any person, unless acting under the direction of a licensed NYSDOT ITEM 304 TYPE 2 SOIL OR ROCK ONE 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' 2. VALVE SHALL NOT SUPPORT VALVE BOX. architect, professional engineer, or land surveyor, to alter an item in any NOTE: 3. BODY AND BONNET BOLTS SHALL BE STAINLESS STEEL. way. If an item bearing the seal of an architect, engineer, or land surveyor ELEVATION TWO 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' REQUIRES 4. VALVES SHALL BE OPEN RIGHT. is altered; the altering architect, engineer, or land surveyor shall affix to SPECIAL 1. PRECAST REINFORCED CONCRETE BASE REQUIRED FOR MANHOLE WITH DEPTH GREATER THAN 4' 4' 4' 4' 4' 4' 5' 5' 5' 5' MANHOLE 5. MINIMUM COVER SHALL BE AS SHOWN ON WATER MAIN TRENCH DETAIL. the item their seal and notation "altered by" followed by their signature and THREE 6'-0". 6. RETAINER GLANDS NOT REQUIRED AT HYDRANT GUARD VALVES. GUARD VALVES SHALL BE date of such alteration, and a specific description of the alteration. 2. REFER TO TABLE FOUR 4' 4' 4' 5' 5' 5' 5' 5' 5' 5' RESTRAINED WITH ANCHOR PIPE. 3. MANHOLES ARE TO BE FLANGED AND WATER TIGHT IN HIGH WATER TABLE AREAS 7. REFER TO PLANS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. © 2024 2026 LaBella Associates 8 CONCENTRIC STORM MANHOLE 7 MJ GATE VALVE C505 N.T.S. C505 N.T.S. MINIMUM MANHOLE DIAMETERS # OF CONNECTIONS PIPE DIAMETERS HOME LEASING 8" 10" 12" 15" 16" 18" 21" 24" 30" 36" 42" & UP 75 S CLINTON AVE SUITE 700, 2" MIN. ONE 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' ROCHESTER, NEW YORK 14604 TWO 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' REQUIRES SPECIAL THREE 4' 4' 4' 4' 4' 4' 5' 5' 5' 5' MANHOLE LETTERING FOUR 4' 4' 4' 5' 5' 5' 5' 5' 5' 5' ON COVER STANDARD CI MH FRAME & COVER W/ MORTAR LEVELING COURSE, IN WATERTIGHT CI MH FRAME & COVER, SET IN MORTAR 6 WATER QUALITY UNIT PAVED AREAS WITH GROUND WATER LEVEL GREATER THAN 30" BELOW LEVELING COURSE, IN UNPAVED AREAS WITH GROUND 8" MIN THICK REINF. TOP C505 N.T.S. FINISHED GRADE FINISHED GRADE. WATER LEVEL LESS THAN 30" BELOW FINISHED GRADE SLAB WITH 24" DIA. (SANITARY ONLY) OPENING, SEE NOTE 7 CONCRETE ADJUSTING RINGS WITH MIN. COVER FINISHED GRADE SEE NOTE 3 BITUMASTIC COATING ON INTERIOR SURFACE FINISHED GRADE PROPOSED OR MAX. PRECAST REINF. CONC. MH, ASTM C478, 2' 18" EXISTING WATER 6' MIN. IN PAVEMENT THRU 8' HEIGHT AS NECESSARY. 4' MAX PROPOSED OR MAIN 5' MIN. IN LAWN HEIGHT FOR TOP SECTION. ECCENTRIC CONE PROVIDE WATERTIGHT CONNECTION. TRACER WIRE FOR EXISTING UTILITY 4" MAX. TOP SECTION NOT SHOWN, SEE NOTE 7 PRECAST USE PRECAST RUBBER GASKET. WATER SERVICE PIPE MAX RUBBER GASKETS AT JOINTS, (ASTM C443) OPENING 12" BACKFILL WITH SELECT FILL 45° BEND WITH BUTYL RESIN STRIP SEALANT, ASTM WYE BRANCH FOR DROPS OVER IN ROADWAY, SIDEWALK, AND C990, ON INSIDE & OUTSIDE LEDGE BRICK OR PVC 4', TEE DROPS FOR UP TO 4' DRIVEWAY AREAS. USE NATIVE SEPARATION CAP TO 1/2 ID D= SOIL IN GRASS AREAS. COMPACT DISTANCE 6" STEPS 12" O.C. COATING (SEE NOTE 8) PROVIDE VERTICAL VERTICAL SEE TABLE CL IN A MAXIMUM OF 6" LIFTS. RESTRAINT IN CL ZONE PIPE CAST IN PLACE 30° BEND WHEN ACCORDANCE WITH THE WYE IS USED IN ROCK, BACKFILL PIPE VERTICAL THRUST WEST SENECA APARTMENTS CENTERLINE OF MH ZONE WITH SAND BLOCK DETAILS (TYP.) 6" SEE NOTE 2 VERT. DROP SAME SIZE 2544 CLINTON ST, COMPACTED 1/2 ID WATER SERVICE AS THE SEWER ENTERING WEST SENECA, NY 14224 SELECT THE MH, 8" MIN. NOTES: GRANULAR FILL CL "DIM. A" 90° ELBOW CL PROVIDE FLEXIBLE WATERTIGHT CONNECTION. 1. SEPARATION DISTANCE DIMENSION D, (OUTSIDE EDGE TO OUTSIDE EDGE) SHALL BE PROVIDED AS FOLLOWS: GAS AND WATER LINES D = 12" MIN. SANITARY FORCEMAINS, STORM SEWERS, AND SANITARY SEWERS D = 18" MIN. MIN. GASKET SHALL MEET ASTM C-923 6" MIN. IN ROCK 6" TRENCH LIMITS 2. ONE STANDARD FULL LENGTH OF WATER MAIN SHALL BE CENTERED UNDER THE SEWER SO THAT BOTH JOINTS WILL BE AS FAR FROM THE SEWER MAX. 6" MIN. FORMED 12" MIN. IN SOIL 15" NORMAL PIPE DIA + 24" AS POSSIBLE. CONCRETE ENCASEMENT 3. MIN, COVER DEPTH - SEE WATER MAIN TRENCH DETAIL. S ID L OF DROP, 3,000 PSI PIPE BEDDING 5 WATER SERVICE TRENCH 4 TYPICAL WATER MAIN VERTICAL TRANSITION \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 12" MIN. C505 N.T.S. C505 N.T.S. AT EXISTING PAVEMENT: INITIAL SAWCUT TYPICAL UNDISTURBED 3" MIN. NO: DATE: DESCRIPTION: MIN. 12" MIN. CRUSHED STONE: EXTEND MIN. 12" EACH SIDE OF TRENCH. 8" UNDISTURBED GROUND SUBBASE BEYOND EXTERIOR EDGES OF STRUCTURE EXISTING OR (SEE PAVEMENT JOINT DETAIL Revisions GROUND 5.5' BURY HYDRANT TO BE COURSE 4,000 PSI CONC. BENCH. SLOPE PROPOSED SURFACE FOR PAVEMENT RESTORATION) PROVIDE DROP WHERE DIM. "A" IS EQUAL TO OR GREATER THAN 2' INSTALLED W/ 4-1/2" NOZZLE TOP OF BENCH @ 1/2"/FT. MIN. FACING THE ROADWAY SECTION A-A TO DRAIN FOR SANITARY SEWERS, OR EQUAL TO OR GREATER THAN 5' FOR STORM SEWERS, UNLESS NOTED OTHERWISE ON PLANS. PROJECT NUMBER: SECTION A-A GRADE 2241067 (FOR OUTSIDE DROP CONNECTION & WATERTIGHT MH FRAME & COVER) DRAWN BY: FOR SURFACE RESTORATION REFER TO ADDITIONAL DETAILS EMM / SCB NOTES: VALVE BOX REVIEWED BY: 12" MIN SRV / DPB 1. IF AN INVERT IS NOT GIVEN, THE CROWN OF THE INFLUENT SEWER(S) SHOULD BE AT THE TRENCH BACKFILL MATERIAL RADIUS NOT SAME LEVEL OR ABOVE THE CROWN OF THE OUTLET SEWER. EXTENSION ISSUED FOR: LESS -ROADWAY SIDEWALK AND ALL DRIVEWAY SITE PLAN APPROVAL THAN 1/2 MH ID 2. PIPE CONNECTIONS 6" DIAMETER AND SMALLER MAY BE FIELD CORED. CORED OPENINGS IN SAFE OPERATION MANHOLE RISER SECTIONS SHALL BE NOT LESS THAN 6" FROM A RISER JOINT. SHEET PILING AREAS: SELECT GRANULAR FILL. WARNING DATE: A A (AS REQUIRED) TAPE 3. ALL RISER JOINTS SHALL BE RUBBER RING GASKETS CONFORMING TO ASTM C443 WITH -NON PAVED AREAS: 4/20/2026 FLEXIBLE JOINT SEALER ON OUTSIDE OF JOINTS. BASE SHALL BE COMMON EARTH BACKFILL #1 WASHED STONE FOR DRAWING NAME: 4. PRECAST BASES, RISER SECTIONS & TOP SLABS SHALL CONFORM WITH ASTM C478, W/ WIDTH OF HYDRANT TRENCH FLOW A HS-20 LOADING AND 30% IMPACT LOADING DESIGN. NEW FLEXIBLE CONNECTOR NOTE: PIPE ZONE COUPLING PVC x APPLICABLE PIPE BEDDING MATERIAL: SHAPED 5. CONCRETE FOR STRUCTURE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF SOLID CONCRETE BLOCK EXISTING MATERIAL AS 4,000 PSI. (MIN.: 8"x8"x16") PIPE O.D. INVERT NYSDOT 703-0201 50-50 BEDDING AND BACKFILL MATERIAL NECESSARY WITH STAINLESS WATER MAIN MIXTURE OF PRIMARY INSTALLED & COMPACTED IN MAX. 6. INVERT AND BENCH MAY BE CONSTRUCTED WITH BRICK OR POURED CONCRETE. PVC 2'-0" STEEL SHEAR BAND MAXIMUM 6" LIFTS. AND/OR ABS PIPE SHALL NOT BE USED WITHIN THE MANHOLE. SIZE 1 & 2 CONSTRUCTION DETAILS B 7. ECCENTRIC CONE TYPE TOP SECTIONS FOR MANHOLES SHALL BE USED WHERE THE INSIDE IN ROCK, BACKFILL PIPE PIPE DIA. DIM. A DIM. B SOLID CONCRETE BLOCK 6"x18" (MIN.) ANCHOR PIPE HEIGHT DIMENSION FROM THE BENCH WALL TO THE BOTTOM OF THE ECCENTRIC SECTION MJ ANCHOR TEE, 6" OUTLET ZONE WITH SAND A A EXCEEDS 8', OTHERWISE PROVIDE FLAT SLAB TOP SECTIONS. (MIN.: 4"x4"x8") UP TO 18" 1'-0" (MIN.) 6" EXISTING RCP, CIP 6" MJ GATE VALVE 6" MIN. PIPE 6" MIN. OR VTP TO REMAIN 8. INSIDE AND OUTSIDE OF MANHOLE TO BE EPOXY COATED TO ONE FOOT ABOVE THE HIGHEST NOTES: IN ROCK O.D. IN ROCK 19" TO 36" 1'-6" (MIN.) 9" PIPE CROWN. AREAS OUTSIDE OF ONE FOOT ABOVE HIGHEST PIPE CROWN TO RECEIVE TWO COATS OF BITUMASTIC COATING ON BOTH THE INSIDE AND OUTSIDE OF MANHOLE. 1. HYDRANT TO BE MUELLER SUPER CENTURION 250 - MODEL A-423 OR APPROVED EQUAL. OVER 36" 2'-0" (MIN.) 12" 2. HYDRANT TO BE PAINTED RED. 3. HYDRANT MAIN VALVE SEAT SHALL BE 4 1/2" IN DIAMETER. DRAWING NUMBER: 4. HYDRANT VALVE TO TURN LEFT. SANITARY MANHOLE HYDRANT ASSEMBLY STORM/SANITARY SEWER TRENCH AND PIPE BEDDING 4/20/2026 1:17:28 PM 3 2 1 C505 N.T.S. C505 N.T.S. C505 N.T.S. C505 Page 36 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 VALVE BOX COVER SHALL 716-551-6281 BE LABELED "WATER" FINISHED GRADE labellapc.com ROW CURB STOP TRACER WIRE RAN UP OUTSIDE OF BOX, AS REQUIRED THREE PIECE CAST IRON VALVE BOX APPROVED BACKFILL EXP: EXP: MATERIAL TAP VALVE (FLxMJ) FUTURE CURB BOX CERTIFICATE OF AUTHORIZATION NUMBER: 5'-0" MIN. TAPPING SLEEVE PROFESSIONAL ENGINEERING: 0021272 APPROVED BEDDING LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 MATERIAL FUTURE CONNECTION TO SOLID CONCRETE EXISTING SERVICE WITH BLOCKS (TYP.) CURB STOP SUPPORTED It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BY A SOLID CONCRETE Sec. 7307, for any person, unless acting under the direction of a licensed BLOCK (4"x8"x8") architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 3 4", 1", OR 2" TYPE 'K' COPPER TUBING © 2024 2026 LaBella Associates CORPORATION STOP UNDISTURBED EARTH WATERMAIN NEW WATERMAIN SOLID CONCRETE BLOCK (4"x8"x16") WITH SOLID CONCRETE BLOCK HARDWOOD SHIMS (4"x8"x16") WITH HARDWOOD SHIMS HOME LEASING NOTES: 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 1. VALVE SHALL NOT SUPPORT VALVE BOX. NOTES: 2. TAP VALVE SHALL BE INSTALLED LEVEL AND VERTICALLY PLUMB. 1. AFTER COMPLETION OF TESTING, THE SAMPLE POINT SHALL BE UTILIZED FOR A SERVICE CONNECTION. IF UNABLE TO UTILIZE FOR A SERVICE REPLACE THE CORPORATION STOP IN PIPE WITH A THREADED BRASS PLUG. 3. VALVE BOX SHALL BE PLUMB TO GRADE, WITH OPERATING NUT CENTERED IN BOX. 5 TEMPORARY BLOW-OFF / SAMPLE POINT 4 TAPPING SLEEVE AND VALVE C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL B B B TRENCH UNDER OR WITHIN 5'-0" OF ASPHALT OR CONCRETE PAVEMENT, TRENCH UNDER OTHER AREA DRIVEWAY, SIDEWALK OR PARKING LOT TRENCH UNDER OR WITHIN 5'-0" OF ASPHALT OR CONCRETE PAVEMENT, PAYMENT LIMIT A A A TRENCH UNDER OTHER AREA DRIVEWAY, SIDEWALK OR PARKING LOT FOR ASPHALT AND CONCRETE 1'-0" RESTORATION TYP. WEST SENECA APARTMENTS A A A PAYMENT LIMIT FOR EXISTING GRADE ROCK EXCAVATION INITIAL SAW CUT 2544 CLINTON ST, AND SELECT FILL 1'-0" PLAN PLAN PLAN WEST SENECA, NY 14224 FINAL SAW CUT SOLID CONCRETE SOLID CONCRETE SOLID CONCRETE EXISTING GRADE EXISTING PAVEMENT BLOCK (TYP.) BLOCK (TYP.) BLOCK (TYP.) C C C 4'-0" MIN. COVER (PIPE ≥16") 5'-0" MIN. COVER (PIPE <16") C C C 1'-6" CLEARANCE BETWEEN EXISTING SUITABLE EXCAVATED UTILITY AND TOP OF WATERMAIN / CASING BACKFILL (PROPERLY \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg (INCREASE TO 3'-0" WHEN CROSSING STORM SELECT BACKFILL COMPACTED) DETECTABLE TAPE IN TRENCH 1'-6" PROFILE PROFILE PROFILE SEWERS >36") (COMPACTED IN 6" LIFTS) BELOW GRADE (CONNECTED TO 1'-0" (PIPE <16") VALVE BOXES) NO: DATE: DESCRIPTION: DEAD END HORIZONTAL BEND TEE PIPE BEDDING 2'-0" (PIPE ≥16") Revisions TYP. SELECT BACKFILL (COMPACTED IN 6" LIFTS) 6" PROJECT NUMBER: 2241067 H 6" TRACER WIRE (NON-METALLIC PIPE), TAPED AT 5'-0" INCREMENTS TO THE CROWN OF DRAWN BY: EMM / SCB 6" PIPE (CONNECTED TO VALVE BOXES) WATERMAIN REVIEWED BY: PLAN SRV / DPB EPOXY COATED #5 PIPE BEDDING 6" ISSUED FOR: REBAR (TYP.) UNDISTURBED EARTH OR ROCK TRENCH BOTTOM SITE PLAN APPROVAL WATERMAIN DATE: 4/20/2026 D UNDISTURBED EARTH OR 12" ROCK TRENCH BOTTOM DRAWING NAME: W NOTES: 2" RIGID INSULATION BOARD, PLACED ON TOP AND EACH SIDE PROFILE 1. ALL EXISTING UTILITIES MUST BE SUPPORTED WITH APPROPRIATE CHAINS / STRAPS DURING CONSTRUCTION OF THE NEW WATERMAIN. CONTRACTOR IS REQUIRED TO COORDINATE WITH THE OWNER FOR THEIR PREFERRED SUPPORT REQUIREMENTS. 2' VERTICAL BEND 2. WHEN CROSSING A SEWER LINE WITH NEW WATERMAIN (AND WITHOUT A CASING PIPE), ONE FULL LENGTH (18'-0" MIN.) SHALL BE USED AT CONSTRUCTION DETAILS W THE POINT OF CROSSING. THE WATERMAIN SHALL BE PLACED SO THAT BOTH JOINT ENDS ARE AS FAR AS POSSIBLE FROM THE EXISTING NOTE: SEWER. FROST PROTECTION TRENCH (COVER <4'-0") FULL CONCRETE THRUST BLOCKS AS SHOWN ARE REQUIRED WHEN THRUST 3. IF CASING PIPE IS USED, IT SHALL EXTEND 5'-0" BEYOND THE EXISTING PIPE OUTER EDGE IN EACH DIRECTION, AND NO WATERMAIN JOINTS ECWA APPROVAL REQUIRED RESTRAINT IS NOT PROVIDED BY OTHER MEANS SUCH AS MJ RESTRAINTS *LENGTHS SHOWN ARE MINIMUM REQUIREMENTS OR FITTINGS SHALL BE LOCATED WITHIN 4'-0" FROM THE CASING PIPE EDGE. DRAWING NUMBER: 3 THRUST BLOCKS 2 PIPE CROSSING DETAIL 1 TYPICAL TRENCH DETAIL 4/20/2026 1:17:25 PM C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL C506 Page 37 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 4 STANDARD FRAME AND COVER DETAIL 3 CLEANOUT IN PAVEMENT/SIDEWALK DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg NO: DATE: DESCRIPTION: Revisions PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: CONSTRUCTION DETAILS DRAWING NUMBER: 4/20/2026 1:17:17 PM 2 CLEANOUT DETAIL FOR SERVICE CONNECTION 1 TYPICAL COMMERCIAL SERVICE WITHOUT BASEMENT DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 Page 38 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 FURNISH AND INSTALL IN LINE FUSES. BUSSMAN "TRON" WEATHERPROOF FUSES NO: DATE: DESCRIPTION: \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg GASKETED HAND HOLE HOLDERS #HEB-AD WITH "LP-CC" TIME DELAY Revisions FUSES FOR EACH LUMINAIRE VARIES - CONCRETE BASE TO BE INSTALLED FLUSH WITH PROJECT NUMBER: 3 PARKING LOT STEEL POLE (MC-01 POLE) FINISHED GRADE OR UP TO 36" EXPOSED. REFER TO SITE LIGHTING SUMMARY ON UTILITY PLAN(S) 2241067 C508 N.T.S. 36" DRAWN BY: MAX EMM / SCB FINISHED GRADE REVIEWED BY: SRV / DPB GALVANIZED STEEL 'J' BOLTS (TYP. OF 4) ISSUED FOR: 3" MIN SITE PLAN APPROVAL COVER 1" PVC SCHEDULE 80 CONDUIT DATE: 24" MIN (TYP. OF 2) 4/20/2026 66" MIN DRAWING NAME: #6 CU GROUND WIRE 3/4" PVC SCHEDULE 80 CONDUIT FOR GROUND ROD. CONNECTION AS REQUIRED. EXOTHERMIC WELD 6#6 VERTICAL RODS AND #3 TIES @ 12" O.C. 1/2"Øx8' CU DRIVEN 24"Ø CONSTRUCTION DETAILS GROUND ROD. PVC CONDUIT FITTING DRAWING NUMBER: 2 TYPICAL SITE LIGHTING POLE BASE DETAIL 1 LIGHTING FIXTURES / PHOTO METRICS 4/20/2026 1:17:42 PM C508 N.T.S. C508 N.T.S. C508 Page 39 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: WOVEN TREE STAKING MATERIAL (DEEPROOT ARBORTIE OR APPROVED EQUAL, TWO TIES PER TREE, SPREAD 180° APART). LOCATE 6" FROM TOP OF STAKE UP TO LOWEST BRANCHES. CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 TWO 3" DIAMETER X 8' CEDAR STAKE ABOVE GROUND TO LOWEST BRANCHES GEOLOGICAL: 0021659 GROUND LINE TO BE SAME AS AT THE 1 NURSERY 2 ROOT BALL DIAMETER GROUND LINE TO BE THE SAME AS AT THE NURSERY. It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 REMOVE ALL TWINE & STRAPS. CUT AND REMOVE TOP 1/3 OF Sec. 7307, for any person, unless acting under the direction of a licensed BURLAP. WIRE CAGE AND ALL SYNTHETIC MATERIALS SHALL PRUNE ONLY DEAD, BROKEN OR architect, professional engineer, or land surveyor, to alter an item in any BE TOTALLY REMOVED. DAMAGED BRANCHES way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and SET TOP OF ROOT BALL FLUSH TO GRADE 3" SHREDDED HARDWOOD MULCH - EXTEND date of such alteration, and a specific description of the alteration. OVER SAUCER BERM 3" DEPTH SHREDDED HARDWOOD MULCH; KEEP 6" FROM TRUNK OF TREE TO MAINTAIN A VISIBLE ROOT CONSTRUCT EARTH SAUCER WITH 4" HIGH FLARE. BERM © 2024 2026 LaBella Associates CONSTRUCT EARTH SAUCER WITH 4" HIGH BERM-FLOOD WITH WATER TWICE IN FIRST 24 HRS. REMOVE ALL TWINE & STRAPS. CUT AND REMOVE BURLAP ~ AND WIRE BASKET FROM TOP 1/3 OF ROOTBALL. REMOVE ALL SYNTHETIC MATERIALS AND TAGS. BREAK UP OR LOOSEN 6" MIN BACKFILL WITH PLANTING SOIL MIXTURE IN 9" HOME LEASING SUBSOIL LAYERS. WATER EACH LAYER UNTIL SETTLED. DO 75 S CLINTON AVE SUITE 700, BACKFILL WITH PLANTING SOIL MIXTURE 2X ROOT BALL DIAMETER IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. DO NOTE: NOT TAMP. ROCHESTER, NEW YORK 14604 NOT TAMP. 1. PROVIDE A CONTINUOUS MULCHED PLANTING BED FOR NOTE: ALL SHRUB PLANTINGS. 1. REMOVE STAKES AND GUYS AT THE END OF BREAK UP OR LOOSEN SUBSOIL WITH A PICK 2. DO NOT OVERSEED SHRUBS IN PLANTING BEDS OR THE FIRST GROWING SEASON AFTER PLANTING PITS IN MAINTAINED LAWN AREAS 2. PROVIDE A 6' DIA. MULCHED PLANTING BED AROUND EACH TREE. 3. DO NOT OVERSEED TREE PLANTING PITS IN MAINTAINED LAWN AREAS. DECIDUOUS TREE PLANTING 3 SHRUB PLANTING 4 L501 N.T.S. L501 N.T.S. 2" DEPTH MULCH WEST SENECA APARTMENTS 2544 CLINTON ST, WOVEN TREE STAKING MATERIAL (DEEPROOT WEST SENECA, NY 14224 SUBSOIL TO BE 18" DEEP BED OF PLANTING ARBORTIE OR APPROVED EQUAL) BROKEN WITH SOIL MIXTURE A PICK AXE 3" DIAMETER X 8' CEDAR OR PRESSURE TREATED STAKE, TWO NOTE: GROUND COVERS SHALL BE POT OR CONTAINER GROWN. OPPOSITE. SET TOP OF ROOT BALL FLUSH TO GROUNDCOVER SECTION GRADE GROUND LINE TO BE THE SAME AS AT THE NURSERY. REMOVE ALL PLANTS SHALL BE SET AT THE TWINE & STRAPS. CUT AND REMOVE 2" DEPTH MULCH; SAME GROUND LINE AS IN THE TOP 1/3 OF BURLAP. WIRE CAGE AND ALL SYNTHETIC DO NOT MOUND CONTAINER MATERIALS SHALL BE TOTALLY REMOVED. MULCH OVER ROOT NO: DATE: DESCRIPTION: \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg COLLAR PLANTING SOIL FIRM SOIL AROUND Revisions 3" MIN. SHREDDED HARDWOOD MULCH - ROOT BALL WITH HANDS KEEP 6" FROM TRUNK OF TREE, TO MAINTAIN VISIBLE MIXTURE ROOT FLARE PROJECT NUMBER: SUBSOIL 2241067 DRAWN BY: CONSTRUCT EARTH SAUCER WITH 4" HIGH EMM / SCB BERM-FLOOD WITH WATER TWICE IN FIRST 24 PERENNIAL SECTION HRS. REVIEWED BY: SRV / DPB BACKFILL WITH PLANTING SOIL MIXTURE IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. DO NOT TAMP. NOTES: ISSUED FOR: 1. PROVIDE 18" DEPTH PLANTING SOIL MIX , ADD SITE PLAN APPROVAL BREAK SUBSOIL WITH A PICK FERTILIZER WHEN MIXING. DO NOT COMPACT AFTER PLANTING. 2X ROOT BALL DIA. 2. WATER THOROUGHLY AFTER PLANTING. DATE: 4/20/2026 3. PROVIDE WELL DRAINING SUBSOIL WHEN SOIL IS HEAVY NOTE: OR COMPACTED. DRAWING NAME: 1. REMOVE STAKES AND GUYS AT THE END OF 4. PLANTS SHALL BE REMOVED FROM ALL CONTAINERS WHEN THE FIRST GROWING SEASON AFTER PLANTING PLANTED, UNLESS OTHERWISE STATED IN THE PLANT SCHEDULE. 2. PROVIDE A 6' DIA. MULCHED PLANTING BED AROUND EACH TREE. 3. DO NOT OVERSEED TREE PLANTING PITS IN MAINTAINED LAWN AREAS. EVERGREEN TREE PLANTING PERENNIAL - GROUNDCOVER PLANTING 2 1 LANDSCAPE DETAILS L501 N.T.S. L501 N.T.S. DRAWING NUMBER: 4/20/2026 1:17:53 PM L501 Page 40 of 1174

FIBER CEMENT PANEL - BRICK - HARDIE "COBBLESTONE" WATSONTOWN "ELK" FIBER CEMENT BOARD AND BATTEN - HARDIE "IRON GRAY" ALTERNATE MATERIAL: ALTERNATE MATERIAL: FIBER CEMENT SIDING FIBER CEMENT SIDING - HARDIE "BOOTHBAY BLUE" - HARDIE "MONTEREY TAUPE" VINYL SIDING - VYTEC VINYL SIDING - VTEC PRESTIGE "LAKESHORE BLUE" PRESTIGE "SPRING MEADOW" 3D View and Material Palette Home Leasing - West Seneca Page 41 of 1174

T.O. PARAPET E9 E3 +37' - 0" ELEVATION KEY NOTES E8 T.O. ROOF NO. DESCRIPTION +32' - 0" E1 MASONRY VENEER. COLOR AND PATTERN TBD. E2 FIBER CEMENT PANEL SYSTEM. COLOR TBD E11 E3 FIBER CEMENT BOARD AND BATTEN SYSTEM. COLOR TBD LEVEL 3 VINYL LAP SIDING, 7" EXPOSURE. COLOR TBD. (ALTERNATE MATERIAL: FIBER CEMENT E2 E4 +22' - 0" SIDING) E5 ALUMINUM STOREFRONT SYSTEM. COLOR AND FINISH TBD. E6 EXTERIOR WALL SCONCE. FIXTURE TBD. LEVEL 2 E7 FRAMED CANOPY W/ GFRC CORNICE +12' - 0" E7 E8 ROOF PARAPET W/ GFRC CORNICE E4 E9 6" TRIM BOARD E10 12" TRIM BOARD AND ALUMINUM PARAPET COPING LEVEL 1 E11 VINYL DOUBLE HUNG WINDOW. COLOR AND TRIM TBD +0' - 0" E5 E1 EXTERIOR ELEVATION - WEST 4 1/16" = 1'-0" T.O. PARAPET E9 E3 E8 E2 E10 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" LEVEL 2 +12' - 0" E4 LEVEL 1 +0' - 0" E4 E1 E4 3 EXTERIOR 1/16" = 1'-0" ELEVATION - NORTH T.O. PARAPET E2 E9 E3 E8 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" E2 LEVEL 2 +12' - 0" E4 LEVEL 1 +0' - 0" E1 E4 E4 E1 EXTERIOR ELEVATION - EAST 2 1/16" = 1'-0" T.O. PARAPET E3 E2 E8 E9 E1 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" LEVEL 2 E4 +12' - 0" LEVEL 1 +0' - 0" E4 E4 E7 E5 E6 E1 1 EXTERIOR 1/16" = 1'-0" ELEVATION - SOUTH Exterior Elevations Home Leasing - West Seneca Page 42 of 1174

A-3 3 3 BR UNIT 3 BR W D UNIT DEAD END 15' - 1" W D STAIR 2 190 SF UP 3-STORY BLDG - UNIT COUNTS EXISTING MANSION - UNIT COUNTS 1 BR = 15 UNITS 1 BR = 9 UNITS 2 BR = 25 UNITS 2 BR = 4 UNIT 3 BR = 20 UNITS 3 BR = 2 UNITS W D MAINT. SHOP EQUIP STOR. 397 SF 332 SF 60 UNITS TOTAL 15 UNITS TOTAL SITE TOTAL: 75 3 BR 1 BR: 24 UNITS 2 BR: 29 UNITS UNIT 3 BR: 22 UNITS COMPACTOR RECYCLING 237 SF 102 SF COMMUNITY ROOM MECH 848 SF 32 SF 2 A-3 TLT 56 SF FITNESS 536 SF TLT 56 SF ELEV 122 SF 3 BR ELEC / WATER UNIT D W 2 BR 1 BR 2 BR W D D W 2 BR 1 BR 2 BR W D DATA 93 SF 722 SF UNIT UNIT UNIT UNIT UNIT UNIT A-3 4 JAN. MECH D W 116 SF 116 SF 19' - 8 3/4" STOR. DEAD END 49 SF TLT MAIL D W UP 68 SF 143 SF OFFICE RECEPTION 167 SF 396 SF 3 BR STAIR 1 LOBBY 356 SF UNIT 189 SF D W W D D W W D 1 BR 2 BR 2 BR 3 BR 2 BR DATA MECH CONFERENCE UNIT UNIT UNIT UNIT UNIT PKGS 203 SF FILES WORK RM 111 SF MECH/ 137 SF VEST. STOR. 68 SF 38 SF N 1 A-3 First Floor Plan Home Leasing - West Seneca Page 43 of 1174

A-3 3 3 BR UNIT 3 BR W D UNIT W D STAIR 2 DN 190 SF UP W D 2 BR 3 BR UNIT UNIT TRASH CHUTE / RECYCLING 120 SF 2 BR UNIT 2 A-3 D W 1 BR UNIT 3 BR DATA 1 BR UNIT D W 2 BR 1 BR 2 BR W D D W 2 BR 1 BR 2 BR W D 93 SF UNIT UNIT UNIT UNIT UNIT UNIT UNIT A-3 4 D W JAN. MECH 116 SF 116 SF STAIR 1 D W D W 189 SF UP 3 BR DN 3 BR UNIT D W W D D W W D UNIT 1 BR 2 BR 2 BR 3 BR 2 BR 1 BR UNIT UNIT UNIT UNIT UNIT UNIT N 1 A-3 Second and Third Floor Plans Home Leasing - West Seneca Page 44 of 1174

3 BR UNIT 1 BR 2 BR UNIT UNIT LAUNDRY 216 SF 1 BR MAINTENANCE OFFICE UNIT 235 SF 1 BR 1 BR UNIT UNIT 3 BR UNIT 1 BR UNIT SECOND FLOOR PLAN 2 1/16" = 1'-0" 2 BR UNIT DN UP UP 1 BR 1 BR UNIT UNIT LAUNDRY 184 SF 2 BR FITNESS 2 BR UNIT 1 BR UP 309 SF UNIT UNIT DN 3 BR DN LOBBY/MAIL OFFICE UNIT 257 SF 142 SF CONCEPTUAL RENDERING CONF. RM OFFICE 206 SF 311 SF ENTRY 169 SF N FIRST FLOOR PLAN 1 1/16" = 1'-0" Existing Building Plans and Rendering Home Leasing - West Seneca Page 45 of 1174

LINE LEGEND SYMBOL LEGEND I-90 CAYUGA CREEK ROAD SECTION/PARCEL BOUNDARY D DRAINAGE MANHOLE E ELECTRIC MANHOLE MIN. BUILDING SETBACK EM CENTER LINE INLET DRAINAGE MANHOLE ELECTRIC METER EK A CRE EXIST. EASEMENT LINE CATCH BASIN T TELEPHONE MANHOLE CAYUG EXIST. RIGHT-OF-WAY LINE EXIST. EDGE OF PAVEMENT END SECTION TP TELEPHONE PEDESTAL WV H END OF PIPE PROJECT D Y EXISTING WATER MAIN, VALVE, & HYDRANT. 1720'± W PEDESTRIAN POLE EXISTING SANITARY SEWER, & MANHOLE. S MANHOLE TRAF. LOCATION HARLEM ROAD MH EXISTING DRAINAGE SEWER, FIELD INLET, SIG. TRAFFIC CONTROL CABINET D CAB. INLET MANHOLE, MANHOLE, & END SECTION. S SANITARY MANHOLE FRENCH ROAD 8 LAMP POST 57 57 OH OH EXISTING OVERHEAD UTILITIES 8 C.O. CLEAN OUT LIGHT POLE T T EXISTING TELEPHONE GV GAS VALVE UTILITY POLE WITH LIGHT UG UG EXISTING UNDERGROUND UTILITIES GS UNION ROAD 579 583 C G G EXISTING GAS GAS SERVICE FLAG LI 580 5 81 FLAG POLE N GM POLE TO E E EXISTING ELECTRIC 582 583 GAS METER N 584 MAILBOX ST 585 EXISTING GUARD RAIL SV R MB BU 586 M 583 EE 58 SPRINKLER VALVE IN 585 0 T BOLLARD FF 582 587 TREE,HEDGE,EDGE OF WOODS ER AL SH AL 581 SPRINKLER HEAD O 8 POST SP 580 57 EXISTING SWALE CR RI WV NG EE 5 88 X , , BARBED WIRE,STOCKADE,CHAIN LINKED FENCE WATER VALVE SIGN S K RO 58 WS 5 410 EXISTING CONTOUR AD ' WATER SERVICE 589 " E 71.00 590 x 420.4 EXISTING SPOT ELEVATION @ X SIGN 9 2159'1 1 HYDRANT SIGN N76° TO 592 CONCRETE PAD/ CONCRETE SIDEWALK P WM OF WATER METER 580 TURNING ARROW INDIAN CHURCH ROAD BA 7 NK 58 WELL HANDICAP CA 9 ' BORE .3 STOP BAR 5 STOP YU 58 9 16 C CABLE TV PEDESTAL TREE DECIDUOUS S3 LOCATION SKETCH GA "E 2° SIGNAL POLE TREE CONIFEROUS 41 14 NOT TO SCALE 5' CR 5 BUSH ' UTILITY POLE 12 ° EE 45 "E GUY WIRE AC AIR CONDITIONING UNIT N K N SAN 20 PULL BOX SANITARY UTILITY LATH 6 6.2 58 593 ELECTRIC PULL BOX G GAS UTILITY LATH 2' 5 ELEC. 58 RIM=593.19 (NO ACCESS) S TELEPHONE PULL BOX W WATER UTILITY LATH UTILITY INFORMATION TELE. T TELEPHONE UTILITY LATH 58 5 TR TRAFFIC PULL BOX UTILITY INFORMATION PER UFPO DESIGN TICKET # 10313-000-071-00 594 E ELECTRIC UTILITY LATH GRID 57 DATED OCTOBER 31, 2023 9 T TRANSFORMER C CABLE UTILITY LATH 595 1. BUCKEYE PIPELINE COMPANY 610-904-4475 586 N00° 32' 17"E 174.62' 2 59 2. CHARTER COM NORTHEAST WESTERN NY 317-575-7800 x2 RIM=594.92 (NO ACCESS) 593 3. ERIE COUNTY DIVISION OF SEWER MANAGEMENT 716-858-8760 587 57 8 S S4 4. ERIE COUNTY WATER AUTHORITY 716-685-8207 3° 42 BO 5. NATIONAL FUEL GAS | BUFFALO - NFG101 716-857-7431 6 '1 59 TT OM 594 7" OF 6. NYS THRUWAY AUTHORITY | BUFFALO 716-635-6224 BA E GATE NK 17 7. NYSEG LANCASTER ELECTRIC 585-484-5115 8. 00 8. TOWN OF CHEEKTOWAGA 716-686-3450 ' 7 59 579 BO 9. TOWN OF WEST SENECA HIGHWAY 716-674-5600 x261 T TO M OF 57 BA 10. VERIZON | BUFFALO 315-937-2515 8 N 8 59 K 587 CE S5 58 0 NT ER 9° LIN 95 2 9' 58 5 E OF '± CR 5 13 E "E EK 74 59 ' 0 580 585 59 .72 599 58 11 59 139 0 6 5 59 7.8 4 TO 596 59 7 PO FB 5' AN 599 58 40 K .8' .7' 6 8 E 59 20 38" FE NC 599 ONE STORY 6.9 E ' 1" PIN 600 FRAME GARAGE 31' APPROXIMATE LOCATION 0.4' ABOVE FF=599.29' EASEMENT TO ERIE COUNTY GRADE ° SEWER DISTRICT #4 N22 PER REF. 4 TWO STORY 0 FRAME BARN 60 FF=600.25' 59 7" .8' .4' 30 13" 6 58 20" 600 N CE ONE STORY FE FRAME BUILDING 7 IC 58 E FF=600.15' T 599 NC AS 6" PVC FE PL S D ' D RIM=602.51 .98 OO AN 48" 32" 599 (NO ACCESS) W C PV OD 2 4' CONCRETE 4" 18 WO 596.80 580 585 E 0 5' 0" 59 STONE / 5 6.9 N/F CONCRETE 59 CLINTON STREET REALTY GRILL '1 14" HOLDINGS 27 5 TG=598.70 T.A.# 124.00-2-5 59 2544 CLINTON STREET 8 6° 57 9 LIBER 11299 PAGE 9093 59 N3 ASPHALT AREA = 9.402 ACRES TO TIE LINE AREA = 12.733 ACRES TO 8 59 C.O. 36" 8" CENTERLINE OF CREEK 0 36" 60 ASPHALT 4" C.O. 18" 6 59 30" 600 8" 8' 32" T1 1 EK 0 7. T2 24" 60 LO 11 LO BA NK R E DEAD 8 59 O F C " E 59 7 10" GA M CONCRETE PAD O TT 37 W/ HVAC UNITS 15" STUMP BO ' Y U 0 32" 7' HIGH °5 CA 10" 9 TWO STORY 45 NK 59 10" STUMP EK K 24" BLOCK/FRAME 7' HIGH B AN N O F BA BUILDING 600 E RE OF P 36" 10" DOWNSPOUT LIN WOODS M TO 32" TO DOWNSPOUT FC T 4" BO N60° 14' 10"W 1' TIE .4 EO 97 T GM FF=600.70' 69'± FF=602.53' TO 8" 16" 2"E LIN T 30" 34" ' 5 15" 599 16 0' ER 6 5 ° 3.4 59 59 58 597 N/F NT K N T EE 8" 73 CLINTON STREET REALTY 4 T 16" 59 593 30" CR 8 15" HOLDINGS CE 59 580 36" OF T.A.# 124.00-2-8 59 MB 13" 21 NE 6.7 2602 CLINTON STREET 2 ' 1.3 O T ' LI 5 LIBER 11299 PAGE 9093 58 ER CONCRETE W/ 19 FLAG 13" 598 '±T 15" NT 0 POLE OVERHANG 577 59 48" 15" CE 7 5 ORIGINAL 80 59 T ASPHALT N18° 32' 09"E 48" NORTHERLY RIGHT 21 7 8" E 4.1 57 OF WAY LINE OF T ET ' VT WV 49.86' CLINTON STREET NC R P OH CO 598 CONCRETE WALL TRUCK ROUTE W/ H 75 WV 597 35 MPH 36" MILE MARKER x. 'W W 354/5301/2009 1.4 ' 5.8 S69 59 APPROXIMATE LOCATION 19 T 1 4.0 APPROPRIATION OF LANDS ° 30 3' STONE WALL 10' WIDE EASEMENT TO 4.3 599 T 59 3 FOR HIGHWAY PURPOSES W ' 45 BOX BEAM NEW YORK STATE 595 LIBER 9006 PAGE 213 "E GUIDE RAIL ELECTRIC & GAS 600 CORPORATION TG=595.23 W 599 598 NYSEG 596 PER REF. 4 "E 494 T 9 60 59 W 303 2 LO 597 50 NO # LO T 1 60 1 T3 4 .36' 598 ' 45 28" 24" W W 9° 599 24" N2 600 G 24" W GATE W GATE OH FE NC 6.2 E ONE STORY 6' CHAIN ' WV 3' STONE WALL 1-1/4" FRAME GARAGE 12" LINK FENCE PIPE 2.6 FF=601.19' OH W CL W N6 20" ' S60° 14' 10"E 0° OH IN TO 14 19" 0 88.00' .7' '1 60 2.5 .3' ' 15 494/38 NS 0"W 20 G 15" TR G 20" 22 .5' WOOD W E 601 W 0' OH GAZEBO (W ET ( 60 18" D Y H 1.0 0 #2561 22" AP G IDT N.Y PR O 3.0 ' 13 X HV .S. ' IM 0 AT TWO STORY OH R 1.0 EL AR W I O OC G FRAME HOUSE 16 .5' 25" APP G ES) UT AT W IO 25 FF=605.33' CONCRETE 13 ' ROX N1 E 9.7 IMA 2" 7.6 1 STEPS 600 T E LO CAT OH W 354 AT ER 2' 60 4.0 ' ) N/F .6' ION ' OH 6.6 MA 0"W 4" G 46 AS G IN 3.0 2.0 CLINTON STREET MAI AP 602 G ' ' N P GM 48" REALTY HOLDINGS W ROX W WA T.A.# 124.00-2-7 .4' OH 13" '5 IM L AT 1.0 L 22 30 EL ' .5' 2574 CLINTON STREET 45 G OC 28" STUMP LIBER 11299 PAGE 9093 AT IO N6 2' HIGH AREA = 0.265 ACRES .1' 9° 1.8 L L NYSEG "W 603 16 WA ' AT G S2 40 W ER M SURVEY NOTES 602 W AIN 34" G OH COVERED 12" 01 STOOP 6 1. TOPOGRAPHY SHOWN FROM A FIELD SURVEY BY COSTICH ENGINEERING ON 12/8/2023 HORIZONTAL AND VERTICAL DATA OBTAINED THROUGH G 604 MB G6 0 3 N60° 14' 10"W NYSDOT CORS NETWORK REFERENCED TO THE FOLLOWING MONUMENT W W G AP PR 88.00' OX G IM HAMBURG CORS STATION AT EL -LATITUDE: 42-43-02.66326 (N) NAD 83 (CORS) OC AT -LONGITUDE: 078-50-47.27326 (W) G IO W W N2 "G AS -ELLIP HEIGHT: 212.494 METERS NAVD 88 (CORS) MA IN G W W W W SITE DATA CERTIFICATION REFERENCES 1. EXISTING ZONING: M-1 (MANUFACTURING DISTRICT) WE, COSTICH ENGINEERING, D.P.C., HEREBY CERTIFY T0: 1. DEEDS AS SHOWN ON FILE AT THE ERIE COUNTY CLERK'S OFFICE. 2. BULK REQUIREMENTS: 2. MAP OF THE EBENEZER LANDS FILED IN THE ERIE COUNTY CLERK'S REQUIRED OFFICE UNDER COVER NO. 58. MIN. LOT AREA (SF) 20.,000 3. NEW YORK STATE DEPARTMENT OF TRANSPORTATION ACQUISITION MAP, MAX LOT COVERAGE N/A CLINTON STREET, PART I, S.H. NO. 371, ERIE COUNTY, MAP NO. 44, PARCEL NO. 37., FILED AT LIBER 9006 OF DEEDS, PAGE 213. MIN. LOT WIDTH (FT) 100 4. MAP ENTITLED "BOUNDARY SURVEY OF 2544 CLINTON STREET", FLOOD NOTE: MAX. BUILDING HEIGHT (FT) 40 THIS MAP WAS PREPARED FROM NOTES OF AN INSTRUMENT SURVEY COMPLETED ON PREPARED BY NUSSBAUMER & CLARKE, INC., HAVING JOB NO 15J2-0079, By graphic plotting only, this property is in Zone X & Zone AE of the Flood DRAWING NO. SB-2535, DATED 2/4/2015. DECEMBER 8, 2023 AND FROM THE REFERENCE(S) LISTED HEREON. NO SEARCH OF MIN. FRONT YARD SETBACK (FT) 50 RECORDS, OTHER THAN THOSE REFERENCED, WAS MADE FOR EASEMENTS OR Insurance Rate Map No. 36029C0331H Community Panel No. 360262, Town of West Seneca, which bears an effective date of 6/7/2019 and Zone X & Zone AE 5. MAP ENTITLED "BOUNDARY SURVEY OF 2602 CLINTON STREET", ENCUMBRANCES AFFECTING THIS PARCEL. MIN. SIDE YARD SETBACK (FT) 50 of the Flood Insurance Rate Map No. 36029C0332H Community Panel No. PREPARED BY NUSSBAUMER & CLARKE, INC., HAVING JOB NO 15J2-0080, 360262, Town of West Seneca, which bears an effective date of 6/7/2019, No DRAWING NO. SB-2534, DATED 2/4/2015. field surveying was performed to determine this zone and an elevation certificate may be needed to verify this determination or apply for a variance from the Federal MIN. REAR YARD SETBACK (FT) 10 By: PRELIMINARY Date: Emergency Management Agency. Daniel T. Hickok, N.Y.S. L.S., No. 050449 PROJECT MANAGER TITLE OF PROJECT EXISTING UTILITIES (LOCATION, SIZES AND INVERTS) SHOWN ON THE PLANS ARE APPROXIMATE AND ARE NOT CERTIFIED AS TO THE COPYRIGHT © 2023 OF NEW D.T.H. Civil 2544 & 2574 CLINTON STREET PROPERTIES COSTICH ENGINEERING, D.P.C. Y TE WEST SENECA ACCURACY OF THEIR LOCATION OR COMPLETENESS. THE DRAWN BY GRAPHIC SCALE L T. H I Engineering O OK CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT IE K.E.L. A TITLE OF DRAWING RK C ST N K LOCATIONS AND DEPTHS OF ALL UTILITIES AND STRUCTURES IN THE IT IS A VIOLATION OF LAW FOR ANY Land EXISTING FEATURES DA 50 0 25 50 100 200 BOUNDARY PERSON, UNLESS ACTING UNDER THE PATH OF, OR CLOSELY PARALLEL TO, OR UNDER, THE PROPOSED DIRECTION OF A LICENSED PROFESSIONAL G.M.S. Surveying CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ENGINEER, LAND SURVEYOR, ARCHITECT OR LANDSCAPE ARCHITECT, TO ALTER ANY TOPO/BASE LOCATION OF PROJECT TAX PARCEL NO.'S 124.00-2-5 & 124.00-2-7 DELAYS OR DAMAGES OCCURRING AS A RESULT OF INCORRECTLY Landscape ITEM ON THIS DOCUMENT IN ANY WAY . M.G. PART OF LOTS 1,2, & 34 OF THE EBENEZER LANDS, LOCATED UTILITIES. IT IS THE CONTRACTORS RESPONSIBILITY TO R ANY LICENSEE WHO ALTERS THIS Architecture LOT 123, TOWNSHIP 10, RANGE 7, BUFFALO CREEK RESERVATION, LI C NOTIFY THE VARIOUS UTILITY OWNERS IN AMPLE TIME FOR THEM TO ( IN FEET ) L. YO DOCUMENT IS REQUIRED BY LAW TO AFFIX S. DATE TOWN OF WEST SENECA, COUNTY OF ERIE, STATE OF NEW YORK 9 4 1 inch = 50 ft. NO. 0 5 0 4 EN LOCATE AND MARK THEIR FACILITIES. THE CONTRACTOR SHALL ALSO HIS/HER SEAL AND THE NOTATION 12/18/2023 E "ALTERED BY", FOLLOWED BY HIS/HER S V Costich CLIENT LABELLA ASSOCIATES DWG. # 9263 NOTIFY UNDERGROUND UTILITY LOCATION SERVICE AT LEAST 48 ED R 217 Lake Avenue SU HOURS IN ADVANCE OF COMMENCING ANY WORK. NO. DATE REVISION BY CHKD. APVLS. SIGNATURE AND SPECIFIC DESCRIPTION OF THE ALTERATION, TO THE DOCUMENT. L AND SCALE 1"=50' Engineering Rochester, NY 14608 (585) 458-3020 300 STATE STREET - SUITE 201 ROCHESTER, NEW YORK 14614 VA100 SHEET 1 OF 1 Page 46 of 1174

Prepared For: Home Leasing, LLC 75 South Clinton Avenue, Suite 700 Rochester, NY 14604 Submitted by: LaBella Associates 300 State Street, Suite 201 Rochester, NY 14614 (716) 551-6281 ENGINEERING REPORT FOR WEST SENECA Date: October 2024 Last Revised: April 2026 LBA Project No. 2241067 Page 47 of 1174

West Seneca Sewer Report | Page 1 Table of Contents Section 1 – Introduction .................................................................................................................... 2 Section 2 – General.............................................................................................................................. 2 Section 3 – Proposed Sanitary Facilities .............................................................................. 2 Section 4 – Propsoed Stormwater Facilities ..................................................................... 6 Section 5 – Proposed Water Facilities ................................................................................... 9 Appendices Attachment A – Site Location Map Page 48 of 1174

West Seneca Sewer Report | Page 2 Section 1 – Introduction Home Leasing is proposing the development of a new affordable housing complex on a +/- 12.7-acre parcel in West Seneca, NY. Home Leasing is also seeking Site Plan Approval from West Seneca and HCR 9% funding from New York State. The proposed development includes 75 units split between a repurposing of the existing mansion on site to and a new 3- story apartment building in the rear of the property. The project includes a private road accessing the apartments, parking, sidewalks, playground, landscaping and stormwater management facilities. 1.1 Site Location The 12.7-acre site is nestled between Clinton Street (State Route 354) to the south and Cayuga Creek to the North and West. Within a quarter mile of the development there are multiple commercial uses and Interstate 90. The neighborhood is predominately comprised of agricultural land, single- and two-family homes and industrial/manufacturing facilities. See appendix A for location site map. Section 2 – General 2.1 Existing Site Conditions The existing site includes the above-mentioned mansion, two barns, a stone wall along Clinton Street and parking areas. The barns and parking areas will be demolished, while the existing stone wall will remain, with the entrance being widened to allow for emergency vehicle access to the site. The site topography is relatively flat with elevations generally ranging from 600 to 580. Storm water runoff from site drains either via sheet flow directly to Cayuga Street, or to drainage inlets that drain to Cayuga Creek. The existing drainage system on site is minimal and consists of a small swale and dry detention basis which collects and re-directs off-site drainage from the east. Drainage is then conveyed to Cayuga Creek via storm pipes and open drainage swales. 2.2 Proposed Site Conditions The proposed development includes 75 units split between a repurposing of the existing mansion on site to now include apartments and one apartment building in the rear of the property. Project Data: Facility Type: Affordable Housing No. of Buildings: 2 (Including one existing) Section 3 – Proposed Sanitary Facilities 3.1 Building Utility Services – Sanitary The following summarizes the sanitary sewer service sizes for each building. Page 49 of 1174

West Seneca Sewer Report | Page 3 Table 1: Sanitary Lateral Sizes Sanitary Lateral Building # Description Size 1 Existing Mansion 6” 2 Proposed Building 6” 3.2 Sanitary Sewer The project requires a Down Stream Sewer Capacity analysis (DSCA) to conform with NYSDEC regulations considering proposed sanitary flows are intended to convey a flow greater than 2,500 gallons per day. In accordance with Erie County policy a downstream, dry weather sanitary capacity analysis is included. The monitoring report is included in the appendices. Based on the flow depth measurements recorded the following conclusions are reached: • At no time did the flow depth exceed pipe diameter at any of the downstream monitoring points during the wet weather events monitored. • One time during the monitoring period the depth of flow exceeded the diameter of the pipe. 3.3 DSCA Summary Erie County provided three (3) nodes, described below: • Flow Monitoring Period: August 13, 2024, to September 18, 2024 • Dry Week Days Monitored: Aug 13-15, Aug 20-23, Aug 26-30, Sept 2-5, Sept 10-13, and Sept 16-18. • Dry Weekend Days Monitored: Aug 24-25, Sept 8, and Sept 14-15. Nodes (manholes): • Node 1 MH BAA8A – 48” RCP (Matthews Cemetery NW Corner) • Node 2 MH BAA9A – 60” RCP (Casimer Street) • Node 3 MH BAAA8 – 66” RCP (8 Cable Street) Design Parameters: Hydraulic Loading rates per NYS Design Standards for Intermediate Wastewater Treatment Systems, March 5, 2014. Calculations included below: Apartments – Bedroom Units = 110 gpd/unit Office Space= 15 gpd / employee Average Daily Design Flow: One Bdrm Units:(24 units) x (1 bdrm/unit)x 110gpd/bdrm=2,640 gpd Two Bdrm Units:(29 units) x (2 bdrm/unit)x110gpd/bdrm=6,380 gpd Page 50 of 1174

West Seneca Sewer Report | Page 4 Three Bdrm Units:(22 units) x (3 bdrm/unit)x110gpd/bdrm=7,260 gpd Office Space: 4 Employees x 15 gpd = 60 gpd Total = 16,340 gpd Peak Hourly Flow (Sanitary): 16,340 gpd x Peak Factor Total Population=[(24x1)+(29x2)+(22x3)]x2 people per bedroom= =148x2= 296People (assume 2 people per bedroom)+4 office employees=300. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = (18+0.548)/(4+0.548)=4.08 Peak Sanitary Demand =16,340x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Sanitary Demand Calculations: Node 1 – Average 16,340 gpd (0.016 MGD) Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.016 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Node 2 – Average 16,340 gpd (0.016 MGD) Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.016 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Node 3 – Average 16,340 gpd (0.016 MGD) Page 51 of 1174

West Seneca Sewer Report | Page 5 Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.017 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Table 2: Dry Weather Peak Weekday Proposed Total Existing Peak Theoretical Ave. Daily Peak Available Capacity Node Sewer Peak Flow Sanitary Capacity Flow (mgd) Flow (Y/N) (mgd) Flow (mgd) (mgd) (mgd) 1-MH 48” RCP @ 0.41% BAA8A (Matthews 0.016 7.953* 0.067 8.020 59.6 Y Cemetery NW Corner) 2-MH 60” RCP @ 0.042% 0.016 11.619** 0.067 11.686 34.6 Y BAA9A (Casimer Street) 3-MH 66” RCP @ 0.026% BAAA8 0.016 10.614*** 0.067 10.614 35.1 Y (8 Cable Street) Notes: *Peak Dry Week Day for Nodes 1 on Aug 27,2024 **Peak Dry Week Day for Node 2 on Aug 21,2024 ***Peak Dry Week Day for Node 3 on Aug 21,2024 Table 3: Dry Weather Peak Weekend Day Proposed Total Ave. Daily Existing Peak Theoretical Peak Available Capacity Node Sewer Flow Peak Flow Sanitary Capacity Flow (Y/N) (mgd) (mgd) Flow (mgd) (mgd) (mgd) 1-MH 48” RCP @ 0.41% BAA8A (Matthews 0.016 6.070* 0.067 6.137 59.6 Y Cemetery NW Corner) Page 52 of 1174

West Seneca Sewer Report | Page 6 2-MH 60” RCP @ 0.042% BAA9A 0.016 11.972** 0.067 12.039 34.6 Y (Casimer Street) 3-MH 66” RCP @ 0.026% BAAA8 0.016 11.615*** 0.067 11.682 35.1 Y (8 Cable Street) Notes: *Peak Dry Weekend Day for Nodes 1 on Aug 25,2024 **Peak Dry Weekend Day for Node 2 on Sept 14,2024 ***Peak Dry Weekend Day for Node 3 on Sept 14,2024 3.5 DSCA CONCLUSION Based on the analysis and flow monitoring results the flow depth peak increases are described below. The combined sewer has sufficient capacity to handle projected peak flows. • Node 1 projected peak 0.067 MGD flow (0.10 CFS) result in approximately a 1.6 inch water level increase within the 48” RCP sewer. • Node 2 projected peak 0.067 MGD flow (0.10 CFS) result in approximately 2.6 inch water level increase within the 60” RCP sewer. • Node 3 projected peak 0.067 MGD flow (0.10 CFS) result in approximately 2.9 inch water level increase within the 66” RCP sewer. Full sewer calculations including – TECsmith Flow Monitoring Data, TECsmith Time Tables, Eire County Flow Monitoring and Erie County Time Tables are included in the Full Sewer Report which was previously provided to the town as a part of the Special Use Permit review process. Section 4 – Proposed Stormwater Facilities 4.1 Proposed Stormwater Loading A Stormwater Pollution Prevention Plan (SWPPP) has been developed as part of this project and is included under a separate cover. The proposed on-site storm system will outlet to Cayuga Creek. The stormwater design meets the Town of West Seneca Town Code (2025- 09-08) - Chapter 102A Stormwater Management and Erosion and Sediment Control and the NYSDEC 2024 Stormwater Design Manual Regulations. However, pertinent information pertaining to existing and proposed stormwater loading has been included for analysis in the table below. 4.2 Required WQv Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are Page 53 of 1174

West Seneca Sewer Report | Page 7 transported from land, particularly the impervious surfaces, during the initial stages of storm events. The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = [(P )(R V )(A )] 12 Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. This redevelopment project is proposing a combination of WQv treatment by standard practice(s) and alternative practice(s) as shown in the following tables: Table 4: Required WQv Summary P (inches) A (Ac) I (Ac) Rv WQv Required (cf) 1.00 5.68 2.98 0.29 8,672 4.3 RRv Requirements Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. Section 9.2.1.B of the 2024 NYSDEC Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project. The need to provide RRv shall be considered separately for each design point. For design points with a net increase in impervious area, RRv is required for the increase in impervious area only.” As such, bioretentions and a water quality unit have been applied to the project to meet the WQv objective for the redevelopment activity of the project. The increase in impervious cover will be treated as new development and both the WQv criteria and RRv criteria are met. The table below indicates the required RRv for the site. Page 54 of 1174

West Seneca Sewer Report | Page 8 Table 5: Required RRv Total Minimum Soil Soil Soil Soil Increase in Weighted RRv Group A Group B Group C Group D Rv Impervious S Factor Required (%) (%) (%) (%) Area (Ac) (cf) 1.92 0 0 0 100 0.95 0.20 1,324 4.4 Provided WQv and RRv The following table summarizes both the water quality volume and reduced runoff volume provided by each practice: Stormwater Practice WQv Treated (cf) RRv Provided (cf) Bioretention (3 total areas) 3,338 1,337 Water Quality Unit 6,627 0 Total 9,965 1,337 Based on the above table, the WQv and RRv requirements are being met. 4.5 Discharge Rates A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in the following table below: Table 6: Summary of Pre-Development and Post-Development Peak Discharge Rates 10-year 24-hour storm event 100-year 24-hour storm event Analysis Point (AP) Pre Post Pre Post 1 16.3 13.9 36.8 31.7 Based on the table above, the proposed stormwater flows have been reduced for all storm events to below pre-development conditions. A full stormwater pollution prevention plan per NYS Stormwater Design Manual, NYSDEC SPDES General Permit for Stormwater Discharge from Construction Activity and NYSDEC Page 55 of 1174

West Seneca Sewer Report | Page 9 Standards and Specifications for Erosion and Sediment Control has been prepared for this project. The SWPPP is included in the Site Plan Application Package. Section 5 – Proposed Water Facilities 5.1 Proposed Water Connections The project is proposing a new water connection to the Eire County Water Authority (EWCA) 12” water main on the north side of Clinton Street. 5.2 Existing Flow Test Data Existing hydrant flow test data was provided for hydrant J11F55 and completed on 7/15/2019. The existing water line is a 6” cast iron pipe on the south side of Clinton Street. The residual pressure was 54 psi at 872 gpm. 5.3 Proposed Water Demand The anticipated average daily water demand from the proposed development was calculated using Table B-3 of the NYSDEC Design Standards for Intermediate Sized Wastewater Treatment Systems, dated March 5, 2014. For apartments constructed after 1994, the average daily water demand per bedroom is 110-gallons per day. The proposed project includes updating all water fixtures to modern energy efficient fixtures. Based on this, the anticipated average daily water demand for the proposed development is as follows: Table 7: Anticipated Water Demand Average Daily Demand No. of Bedrooms No. of Units Water Demand Per Unit (GPD) (GPD) 1 Bedroom 24 110 2,640 2 Bedroom 29 220 6,380 3 Bedroom 22 330 7,260 Total Average Daily Demand 16,340 Maximum Day (2x Average Daily) 32,680 Peak Hourly (4x Average Daily) 35,360 5.4 Proposed Fire Protection and Backflow The project is proposing one combined service from Clinton Street, which will split into combined services feeding the existing mansion and new building respectively. New backflow prevention devices are proposed for each of the buildings, splitting into separate domestic and fire services after the backflows. The domestic services will be metered within each building. The private hydrants on site will be fed after the backflow within each building. Refer to the MEP and FP plans for detailed design. Page 56 of 1174

Stormwater Pollution Prevention Plan Prepared for: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Submitted by: LaBella Associates 300 Pearl Street, Suite 130 Buffalo, NY 14202 (716) 551-6281 West Seneca Apartments Town of West Seneca, Erie County, New York Date: April 2026 Last revised: April 2026 Project No. 2241067 Page 57 of 1174

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PREPARER OF THE SWPPP “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 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.” Name and Title1: Kristopher Winkler, PE Date: Issued: April 2026 1 This is a signature of a New York State licensed Professional Engineer employed by LaBella Associates that is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Refer to Appendix B for the SWPPP Preparer Certification Form, and Appendix I for the LaBella Certifying Professionals Letter. Page 59 of 1174

TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................................................... 1 1.1 Project Description ................................................................................................................... 1 1.2 Stormwater Pollution Controls................................................................................................. 2 2.0 SITE CHARACTERISTICS .................................................................................................................. 3 2.1 State Environmental Quality Review ....................................................................................... 3 2.2 Land Use and Topography ....................................................................................................... 3 2.3 Soils and Groundwater............................................................................................................. 3 2.4 Watershed Designation ........................................................................................................... 4 2.5 Receiving Water Bodies ........................................................................................................... 4 2.6 Aquifer Designation .................................................................................................................. 4 2.7 Wetlands ................................................................................................................................... 4 2.8 Flood Plains .............................................................................................................................. 4 2.9 Listed, Endangered, or Threatened Species .......................................................................... 5 2.10 Historic Places ........................................................................................................................ 5 2.11 Rainfall Data........................................................................................................................... 5 2.12 Pre-development Watershed Conditions .............................................................................. 5 2.13 Post-development Watershed Conditions ............................................................................ 6 2.14 Description of Design Points ................................................................................................. 6 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 6 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 7 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv......................................................................................................................................... 8 3.4 STEP 4 – Calculate the Minimum RRv Required.................................................................... 9 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume .................... 9 3.6 STEP 6 - Apply Volume and Peak Rate Control .................................................................... 11 3.7 Climate Change Consideration .............................................................................................. 13 4.0 CONSTRUCTION SEQUENCE ......................................................................................................... 14 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ........................................................................... 14 5.1 Temporary Erosion and Sediment Control Measures .......................................................... 15 5.2 Permanent Erosion and Sediment Control Measures ......................................................... 17 5.3 Implementation Schedule for Erosion and Sediment Control Measures ........................... 17 Page 60 of 1174

5.4 Other Pollutant Controls......................................................................................................... 18 5.5 Construction Housekeeping Practices .................................................................................. 21 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING ....................................................................... 22 6.1 Inspection and Maintenance Requirements ........................................................................ 22 6.2 Reporting Requirements ........................................................................................................ 24 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES ........................................................................... 26 7.1 Owner’s/Operator's Responsibilities..................................................................................... 26 7.2 Owner’s/Operator’s Engineer’s Responsibilities.................................................................. 29 7.3 Contractor's Responsibilities ................................................................................................. 30 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 31 7.5 SWPPP Participants ............................................................................................................... 33 LIST OF TABLES Table 1: USDA Soil Data .............................................................................................................................. 3 Table 2: Project Site HSG Data ................................................................................................................... 3 Table 3: Rainfall Data .................................................................................................................................. 5 Table 4: Required WQv Treatment by Alternative Practice ....................................................................... 8 Table 5: WQv Required Summary ............................................................................................................... 8 Table 6: Summary of Standard SMPs with RRv Capacity being Applied .................................................. 9 Table 7: RRv Summary ................................................................................................................................ 9 Table 8: Summary of WQv Provided ......................................................................................................... 10 Table 9: Summary of Hydrodynamic Unit(s) ............................................................................................. 11 Table 10: Design Events ............................................................................................................................ 13 Table 11: CPv Summary ............................................................................................................................ 13 Table 12: Summary of Pre- and Post-Development Peak Discharge Rates ........................................... 13 Table 13: Implementation Schedule for Erosion and Sediment Control Measures .............................. 18 Table 14: Common Construction Pollutants ............................................................................................ 20 Page 61 of 1174

APPENDICES Appendix A: Figures • A-1: Site Location Map • A-2: Soils Map • A-3: Historic Places Screening Map • A-4: Environmental Resource Map • A-5: FEMA Firm Map • A-6: Pre-Development Watershed Delineation Map (Pocket) • A-7: Post-Development Watershed Delineation Map (Pocket) Appendix B: Forms • Notice of Intent (NOI) • MS4 SWPPP Acceptance Form • SWPPP Preparer Certification Form • Owner/Operator Certification Form • Contractor and Subcontractor Certification Forms • Notice of Termination (NOT) Appendix C: Project Evaluation and Design Calculations Appendix D: Pre-Development Stormwater Modeling Appendix E: Post-Development Stormwater Modeling Appendix F: SWPPP Inspection Report (Sample Form) Appendix G: Post-Construction Inspections and Maintenance Appendix H: NYSDEC “Deep-Ripping and Decompaction,” April 2008 Appendix I: LaBella Certifying Professionals Letter Appendix J: NYSDEC SPDES General Permit GP-0-25-001 Page 62 of 1174

1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for major activities associated with construction of a 75-unit affordable housing complex and related site work in the Town of West Seneca. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities enacted by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be executed, and permit coverage must be obtained prior to the commencement of construction activity. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity,” Permit No. GP-0-25-001, effective January 29, 2025 through January 28, 2030. The SWPPP and accompanying plans identify and detail stormwater management, pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans entitled “West Seneca Apartments” have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP. Therefore, this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the intended development with the purpose of: 1. Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of stormwater runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. The analysis and design completed and documented in this report is intended to be part of the application made for a multi-family residential redevelopment project with an increase in impervious area completed on behalf of the Owner/Operator. 1.1 Project Description Home Leasing is proposing redevelopment project with an increase in impervious area, to include: 75- unit affordable housing building, associated parking, sidewalks, and landscaping. The total project area of disturbance proposed is 5.7 acres. The project will disturb one (1) or more acres and as such, preparation of this SWPPP is required under GP-0-25-001. A Site Location Map has been provided in Appendix A, as Figure A-1. This type of project is included in Table 2 of Appendix B of GP-0-25-001; and the project site is not located in one of the watersheds listed in Appendix C of GP-0-25-001. Therefore, this SWPPP includes post-construction stormwater management practices, as well as erosion and sediment controls. project is located within the Town Of West Seneca regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). Therefore, an MS4 SWPPP Acceptance Form is required to accompany NOIs submitted to the NYSDEC. Stormwater Pollution Prevention Plan Page 1 2241067 Page 63 of 1174

Runoff from the project site will discharge to the Cayuga Creek, which is not included in the list of Section 303(d) water bodies included in Appendix D of GP-0-25-001. Project construction activities will consist primarily of site grading, paving, building construction, and the installation of storm drainage, water supply, sanitary sewer, and public utility infrastructure necessary to support the proposed redevelopment project with an increase in impervious area. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The stormwater pollution controls outlined herein have been designed and evaluated in accordance with the following standards and guidelines: • New York State Stormwater Management Design Manual, dated July 31, 2024 (Design Manual). • New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 (SSESC). • Town of West Seneca Town Code (2025-09-08) - Chapter 102A Stormwater Management and Erosion and Sediment Control Stormwater quality will be enhanced through the implementation of temporary and permanent erosion and sediment control measures, the proposed stormwater management practice(s), and other construction-phase pollution controls outlined herein. The proposed stormwater management approach consisting of pipes, open drainage ways, and on- site stormwater management practices will adequately collect, treat, and convey the stormwater runoff. Bioretentions and a water quality unit will be used to manage and treat stormwater runoff generated by the proposed redevelopment project with an increase in impervious area. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, and 100-year 24- hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased. The pollutant loading analysis indicates stormwater quality will be enhanced through the implementation of the proposed stormwater management practices outlined herein. The post-construction stormwater management practice(s) will be privately owned by Home Leasing. Deed restrictions will be in place, which require operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. Stormwater Pollution Prevention Plan Page 2 2241067 Page 64 of 1174

2.0 SITE CHARACTERISTICS 2.1 State Environmental Quality Review The construction activity is subject to State Environmental Quality Review (SEQR). The project is considered a Unlisted action. As such, SEQR coordination has been completed. Negative Declaration issued on 1/27/2025, amended on 2/9/2026. A copy of the SEQR documentation, in accordance with Part I.A.5. of GP-0-25-001, is provided in Appendix A, as Figure A-5 upon receipt. 2.2 Land Use and Topography The project site is located within the R-50 zoning district. Multiple-family dwellings is a permitted use subject to a special use permit within this district. Special Use Permit was obtained on 2/9/2026. The overall site is slightly sloping, with slopes ranging from 1 to 10 percent. Site elevations range from approximately 580 feet above mean sea level (MSL) to 600 feet MSL. The site generally slopes to the north and the west towards Cayuga Creek. 2.3 Soils and Groundwater The US Department of Agriculture (USDA) Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/) was used to obtain surficial soil conditions for the study area, as follows: Table 1: USDA Soil Data Depth to Depth to Hydrologic Erosion Map Symbol & Description Water Table Bedrock Soil Group Factor K (feet) (feet) Fu - Fluvaquents and Udifluvents, frequently A/D 0.17 0.50 >6.0 flooded GaA - Galen very fine sandy loam, 0 to 3 A/D 0.37 1.75 >6.0 percent slopes GaB - Galen very fine sandy loam, 3 to 8 A/D 0.37 1.75 >6.0 percent slopes Te – Teel silt loam B/D 0.37 1.75 >6.0 Upon review of the soil data presented in Table 1, the project site does not contain soils with a soil slope phase of D with a map unit name that inclusive of slopes greater than 25%, and does not contain soils with a soil slope phase of E or F. The project site is composed of HSG A soils, HSG B soils, and HSG D soils, as shown in the table below. For the purposes of this report, HSG X/D soils were modeled as HSG D soils to reflect the undrained condition. Table 2: Project Site HSG Data HSG A HSG B HSG C HSG D 0% 0% 0% 100% Stormwater Pollution Prevention Plan Page 3 2241067 Page 65 of 1174

The Soil Conservation Service defines the hydrologic soil groups as follows: • Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. • Type B Soils: Soils having a moderate infiltration rate when thoroughly wet and consisting mainly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately course textures. These soils have a moderate rate of water transmission. • Type D Soils: Soils having a very low infiltration rate and high runoff potential when thoroughly wet. These soils consist chiefly of clays that have high shrink-swell potential, soils that have a permanent high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very low rate of water transmission. The soils map for the study area is presented in Appendix A, as Figure A-2. 2.4 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001. 2.5 Receiving Water Bodies The nearest natural classified water course into which runoff from the project site will discharge is Cayuga Creek. Cayuga Creek is classified by NYSDEC as a Class C water course, and is not included in the Section 303(d) list of impaired waters found in Appendix D of GP-0-25-001. 2.6 Aquifer Designation The project site is not located over a US EPA designated Sole Source aquifer; nor is it located over a Primary or Principal aquifer listed in the NYSDEC Technical and Operational Guidance Series (TOGS) 2.1.3 (1980). 2.7 Wetlands A search on the NYSDEC Environmental Resource Mapper on April 16, 2026, and a review of GIS data, determined that there are no known regulated wetlands located on or in the vicinity of the project site. A wetland delineation is scheduled for Spring 2026 to field verify if there are any wetland on site. 2.8 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM), Town of West Seneca, New York, Community, the project site lies within Flood Zone X, areas determined to be outside 500-year floodplain The FEMA Flood Map has been provided in Appendix A, as Figure A-5. Stormwater Pollution Prevention Plan Page 4 2241067 Page 66 of 1174

2.9 Listed, Endangered, or Threatened Species A search was performed on the NYSDEC Environmental Resource Mapper on April 16, 2026, and determined that the project site may contain threatened or endangered species, or critical habitat. An Environmental Resource Map has been provided in Appendix A, as Figure A-4. 2.10 Historic Places A search on the New York State Cultural Resource Information System (CRIS) database, performed on April 16, 2026, revealed the construction activity is located within an archeologically sensitive area A printout of the historic places screening map is presented in Appendix A, as Figure A-3. As such, NYSOPRHP coordination has been completed and a Phase 1 Archeological Survey was conducted on June 22, 2023 by archeologist. A copy of the NYSOPRHP documentation, in accordance with Part I.A.4. of GP-0-25-001, is provided in Appendix A, as Figure A-3A upon receipt. 2.11 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Cornell University online Extreme Precipitation in New York & New England website (http://precip.eas.cornell.edu/). A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics. Rainfall data specific to the portion of Erie County under consideration, for various 24-hour storm events, is presented in the following Table: Table 3: Rainfall Data Storm Event 24-Hour Rainfall Return Period (inches) 1-year 1.82 10-year 3.14 100-year 5.22 2.12 Pre-development Watershed Conditions The pre-development project site is covered predominantly by buildings, pavement, grass, and woods. Analysis of pre-development conditions considered existing drainage patterns, soil types, ground cover, and topography. The Pre-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-5. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix D. A summary of the pre-development watershed runoff rates at each Design Point is presented in Table 10. Subcatchment one is a 3.38± acre watershed consisting of grass and pavement. Runoff flows south overland via sheet and shallow concentrated flow toward a swale and catch basin at the southeast corner of the site. This subcatchment is tributary to Design Point (AP) 1. Subcatchment two is a 7.74± acre watershed consisting of grass, pavement, and multiple buildings. Runoff flows west overland via sheet and shallow concentrated flow toward Cayuga Creek west of the site. This subcatchment is tributary to Design Point (AP) 1. Stormwater Pollution Prevention Plan Page 5 2241067 Page 67 of 1174

2.13 Post-development Watershed Conditions The post-development project site is covered predominantly by buildings, pavement, sidewalks, grass, and woods. The analysis of post-development conditions considered existing drainage patterns, soil types, ground cover to remain, planned site development, site grading, and stormwater management facilities proposed as part of site improvements. The Post-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-6. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix D. A summary of the post-development watershed runoff rates at each Design Point is presented in Table 11. There are numerous locations and methods for providing controls of off-site discharge of stormwater from the project site. Each has been designed to provide the above quantity controls by attenuating stormwater runoff and releasing runoff to off-site locations at a rate equal to or less than that which existed prior to development of the site. Each device is detailed on the accompanying plans. A Post- Development Watershed Delineation Map, with the tributary areas to each stormwater management practice proposed, has been provided in Appendix A, as Figure A-6. 2.14 Description of Design Points The study area consists of the 11.2 acre project site and 5.7 acre area of disturbance. The overall watershed was broken down into smaller watersheds, or subcatchments, to allow for analysis of runoff conditions at several locations throughout the study area. Each of these locations was defined as a Design Point (DP) in order to compare the effects resulting from stormwater management facilities proposed as part of the project. Descriptions of each of the selected Design Points are provided below. • Design Point 1: Off-site discharge to Cayuga Creek 3.0 STORMWATER MANAGEMENT PLANNING Chapter 3 of the Design Manual outlines a six-step planning process for site planning and selection of stormwater management practices that must be implemented for both new development and redevelopment projects. This process is intended to develop a design that maintains pre-construction hydrologic conditions through the application of environmentally sound development principles, as well as treatment and control of runoff discharges from the site. The following sections outline the step-by-step process and how it has been applied to this project. The goals of this Stormwater Management Plan are to analyze the peak rate of runoff under pre- and post-development conditions, to maintain the pre-development rate of runoff in order to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. The Design Manual provides both water quality and water quantity objectives to be met by projects requiring a “Full SWPPP”. These objectives will be met by applying stormwater control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. Stormwater Pollution Prevention Plan Page 6 2241067 Page 68 of 1174

3.1 STEP 1 – Site Planning During the Site Planning process, the project site is evaluated for implementation of the green infrastructure planning measures identified in Table 3.1 of the Design Manual, in order to preserve natural resources and reduce impervious cover. Appendix C provides a description of each green infrastructure planning measure, along with a project specific evaluation. 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 3.2.1 NYSDEC Requirements for Water Quality Volume The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = (P)(R V )(A) 12 Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. 3.2.2 Methodology for Redevelopment Projects Chapter 9 of the Design Manual outlines alternative WQv treatment objectives for redevelopment projects. According to Section 9.2.1.B.IV, redevelopment activities can achieve the water quality treatment objective through a combination of impervious cover reduction, standard SMPs, and alternative SMPs that provide a weighted average of at least two of the above methods, calculated as shown below. In this case, 100% of any new increase in impervious area to a given design point must be treated by approved alternate SMPs, standard SMPs, or RR techniques. %ALT = [25-(% ICRED+ %SMP+ %RR)] x 3 Where: %ALT = Percent of redevelopment impervious area treated by alternative SMP(s) %ICRED = Percent reduction in existing disturbed impervious area %SMP = Percent of redevelopment impervious area treated by standard SMP(s) %RR = Percent of redevelopment impervious area treated by runoff reduction techniques(s) Stormwater Pollution Prevention Plan Page 7 2241067 Page 69 of 1174

This redevelopment project is proposing a combination of WQv treatment by standard practice(s) and alternative practice(s) as shown in the following tables: Table 4: Required WQv Treatment by Alternative Practice WQv Treatment by Impervious Cover WQv Treatment by Runoff Reduction Alternative Practice Reduction (IC) Standard Practice % Area (ac) % Area (ac) % Area (ac) % Area (ac) 38 2.13 0 0 34 1.96 0 0 Table 5: WQv Required Summary P (inches) A (ac) I (ac) Rv WQv Required 1.00 5.68 2.98 0.29 8,672 cf 0.20 AF The Water Quality Volume equation has been applied to the drainage area tributary to each of the stormwater quality practices proposed for this project. The practices have been sized to accommodate the Water Quality Volume, as per the performance criteria presented in Chapter 6 and/or Chapter 9 of the Design Manual. Water quality volume calculations for each of the proposed practices are presented in Appendix C. 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. 3.3.1 NYSDEC Requirements for Redevelopment Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project. The need to provide RRv shall be considered separately for each design point. For design points with a net increase in impervious area, RRv is required for the increase in impervious area only.” As such, bioretentions and a water quality unit have been applied to the project to meet the WQv objective for the redevelopment activity of the project. The increase in impervious cover will be treated as new development and both the WQv criteria and RRv criteria are met. 3.3.2 Application of Standard Stormwater Management Practices (SMPs) with RRv Capacity The following Table demonstrates a summary of the standard SMP(s) with RRv capacity that have been incorporated into the stormwater management plan for this project. The standard SMP(s) with RRv capacity have been designed in accordance with Chapter 6 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. Stormwater Pollution Prevention Plan Page 8 2241067 Page 70 of 1174

Table 6: Summary of Standard SMPs with RRv Capacity being Applied WQv Pretreatment Standard Pretreatment WQv Reduced WQv Total WQv Design Volume RRv SMP with Volume Required /RRv Treated1 Provided2 Variant Required Capacity RRv Capacity Provided (CF) (CF) Provided (CF) (CF) (% of WQv) (CF) Filtration F-5 25 835 40% 8,672 1,337 2,001 3,338 Bioretention Footnotes: 1WQv Treated = WQV Required - RRv Provided 2Total WQv Provided = WQV Treated + RRv Provided 3.3.3 RRv Performance Summary A summary of the RRv provided is presented in the following table: Table 7: RRv Summary RRv Provided % RRv Provided/ WQv Required (CF) WQv Reduced (CF) WQv Reduced 8,672 1,337 >100% As indicated in the above table, the RRv provided is greater than the RRv required for the project site. As such, the RRv criteria has been met and the designer can proceed to Step 6. 3.4 STEP 4 – Calculate the Minimum RRv Required As indicated above, Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project.” 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume If the entire Water Quality Volume is not treated through implementation of RR techniques and standard SMPs with RRv capacity, then the design must achieve the remaining WQv through the standard SMPs listed in Table 3.3 of the Design Manual or the Alternative Practices outlined in Section 9.4 of the Design Manual. Stormwater Pollution Prevention Plan Page 9 2241067 Page 71 of 1174

Table 8: Summary of WQv Provided Step 5 Step 3 Reduced WQv to be Step 2 WQv Reduction by Treated by Standard WQv Required (CF) Standard SMPs w/ RRv SMPs or Alternative Capacity (CF)1 Practices (CF)2 8,672 3,338 6,627 Footnotes: 1Step 3: WQv Reduction = RRv Provided + WQv Treated by Standard SMP with RRv Capacity 2Step 5: Reduced WQv to be Treated = WQv Required – WQv Reduced Based upon the results listed in the above Table, the entire WQv has not been treated by application of RR techniques and standard SMPs with RRv capacity. As such, the standard SMPs or the Alternative Practices (without RRv capacity) described in the following sections, have been incorporated into the stormwater management plan for this project, to meet the WQv objective. Practice-specific calculations are presented in Appendix C. 3.5.1 Underground Stormwater Detention System Underground stormwater detention systems store and detain stormwater runoff in order to meet water quantity control requirements. Stormwater is stored in subsurface vaults and/or a system of large diameter interconnected storage pipes. Stored water is then released at rates designed to reduce peak run-off flows during post-development storms. Underground stormwater storage provides minimal stormwater quality benefits, but can be an effective component of a development’s overall stormwater management plan. 3.5.2 Hydrodynamic Separators Hydrodynamic separators accelerate the separation of floating and settling pollutants from stormwater through the use of a vortex. These pre-fabricated devices come in the form of an underground manhole or vault. The devices have no moving parts and are typically fabricated from concrete and marine grade aluminum. During operation, stormwater runoff enters the unit tangentially to promote a gentle swirling motion in a treatment chamber. As stormwater circles within the chamber, settable solids fall into a sump and are retained. Buoyant debris, oil, and grease rise to the surface and are separated from the water as it flows under a baffle wall. Finally, treated water exits the treatment chamber through a flow control orifice located behind the baffle wall. During low-flow conditions all runoff is diverted into the treatment chamber by a flow partition. At higher flow rates, a portion of the runoff spills over the flow partition and is diverted around the treatment chamber to prevent re-suspension and washout of previously trapped pollutants. Water that spills over the partition flows into a head equalization chamber above the treatment chamber outlet. As the head equalization chamber fills, the head differential driving flow through the treatment chamber collapses. The result is that flow rates in the treatment chamber remain relatively constant even as total flow rates increase substantially. This configuration further reduces the potential for re-suspension or washout. Stormwater Pollution Prevention Plan Page 10 2241067 Page 72 of 1174

According to Chapter 9 of the Design Manual, hydrodynamic separators of the type proposed for this project have been approved for use as a pretreatment system in new and redevelopment projects or as a primary treatment system on redevelopment projects. According to Chapter 9 of the Design Manual, membrane filtration, of the type proposed for this project, has been approved for use as a primary treatment system on redevelopment projects. The following Table summarizes both the Water Quality Volume requirements and the treatment volumes provided. Table 9: Summary of Hydrodynamic Unit(s) SWM NYSDEC Required WQv Approved Manufactured Product Name Required Practice Design Flow Rate Treatment Flow Rate and WQv (CF) ID Variant (CFS) (MTFR) (CFS) Manufacturer Contech HYD-1 ALT 6,627 1.88 2.00 Cascade CS4 3.6 STEP 6 - Apply Volume and Peak Rate Control This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 3.6.1 NYSDEC Requirements for New Development Chapter 4 of the Design Manual requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24- hour storm event. The Manual defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each Design Point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each Design Point, the post- development 100-year 24-hour peak discharge rate does not exceed the corresponding pre- development rate. Stormwater Pollution Prevention Plan Page 11 2241067 Page 73 of 1174

3.6.2 Methodology In order to demonstrate that the NYSDEC detention requirements are being met, the Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Subcatchments, reaches, and ponds are represented by hexagons, squares, and triangles, respectively, on the watershed routing diagrams provided with the computations included in Appendix D and Appendix E. The analysis of hydrologic and hydraulic conditions and proposed stormwater management facilities, servicing the study area, was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the watershed into subcatchments was dictated by watershed conditions, methods of collection, conveyance, and points of discharge. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management practices were designed and evaluated in accordance with the Design Manual and local regulatory requirements. A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics for various 24-hour storm events identified in the following Table. Stormwater Pollution Prevention Plan Page 12 2241067 Page 74 of 1174

Table 10: Design Events Facility 24-hour Storm Event Storm Sewer 10-year 1-year Stormwater Management Practice(s) 10-year 100-year Flood Conditions 100-year 3.6.3 Performance Summary A comparison of the total required and provided CPv for the 1-year 24-hour storm event is shown in the following table: Table 11: CPv Summary Design Point Required CPv Provided CPv (DP) (af) (af) 1 0.20 0.36 A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated herein. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix D and Appendix E, respectively. The following Table summarizes the results of this analysis. Table 12: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Design Point 10-year 24-hour storm event 100-year 24-hour storm event (DP) Pre Post Pre Post 1 16.3 13.9 36.8 31.7 3.7 Climate Change Consideration This report presents the consideration for future physical risks due to climate change, in accordance with Part III.A.2 of the permit. Overall site planning, control measures and practices, conveyance systems and detention systems were evaluated against the seven (7) physical risks identified by NYSDEC due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR 490, and associated guidance. Appendix C provides a description of each consideration, specific to the project. Stormwater Pollution Prevention Plan Page 13 2241067 Page 75 of 1174

4.0 CONSTRUCTION SEQUENCE This project has not received written approval from the Town of West Seneca allowing the disturbance of more than five acres of land at any one time. Therefore, if the Contractor’s construction sequence requires the disturbance of more than five acres at any one time, written approval must be obtained from written approval from the Town of West Seneca prior to disturbing more than five acres at once. The “Erosion and Sediment Control Plan” and the “Erosion and Sediment Control Plan Prior to Construction” in the accompanying drawings and waiver request identifies the major construction activities that are the subject of this SWPPP. The order (or sequence) in which the major activities are expected to begin is presented on the accompanying drawings, though each activity will not necessarily be completed before the next begins. In addition, these activities could occur in a different order if necessary to maintain adequate erosion and sediment control. If this is the case, the contractor shall notify the Owner’s/Operator’s Engineer overseeing the implementation of the SWPPP. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. In accordance with Part III.B.c.iv. a phasing plan for the project and sequencing plans for all phases have been provided. The plans address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, and any other construction activity at the site that will result in soil disturbance. Refer to the plans for further information on the project phasing and sequencing. 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: • NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-25-001 (effective January 29, 2025 through January 28, 2030) • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. These documents include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary and permanent erosion and sediment control measures that shall be applied during construction generally include: Stormwater Pollution Prevention Plan Page 14 2241067 Page 76 of 1174

1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges. 2. Preservation of existing vegetation to the greatest extent practical. Following the completion of construction activities in any portion of the site, permanent vegetation shall be established on all exposed soils. 3. Site preparation activities to minimize the area and duration of soil disruption. 4. Establishment of permanent traffic corridors to ensure that “routes of convenience” are avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.1.1 Stabilized Construction Access Prior to construction, stabilized construction access(es) will be installed, per accompanying plans, to reduce the tracking of sediment onto public roadways. Construction traffic must enter and exit the site at the stabilized construction access(es). The intent is to trap dust and mud that would otherwise be carried off-site by construction traffic. The access(es) shall be maintained in a condition, which will control tracking of sediment onto public rights-of-way or streets. When necessary, additional aggregate will be placed atop the filter fabric to assure the minimum thickness is maintained. All sediment and/or soil spilled, dropped, or washed onto public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on-site. Dust control must be provided by the Contractor(s) to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage, water bodies and/or courses, and will be properly protected from erosion by a surrounding silt fence barrier. 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric (or silt fence) will be established downgradient of all disturbed areas. These barriers may extend into non-impact areas to provide adequate protection of adjacent lands. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s). Maintenance of the fence will be performed as needed. Stormwater Pollution Prevention Plan Page 15 2241067 Page 77 of 1174

5.1.5 Temporary Seeding For areas undergoing clearing, grading, and disturbance as part of construction activities, where work has temporarily ceased, temporary soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has temporarily ceased. 5.1.6 Manufactured Insert Inlet Protection Install insert inlet protection beneath the grate of all catch basins, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace insert as necessary to ensure proper function. 5.1.7 Filter Fabric Drop Inlet Protection Install filter fabric or silt fence with wooden stakes at the perimeter of existing or proposed catch basins located in lawn areas, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace fabric as necessary to ensure proper function. 5.1.8 Erosion Control Blanket Erosion control blankets shall be installed in accordance with manufacturer’s requirements on all slopes exceeding 3:1. Erosion control blankets provide temporary erosion protection, rapid vegetative establishment, and long-term erosion resistance to shear stresses generated by high runoff flow velocities associated with steep slopes. 5.1.9 Stone Check Dams Stone check dams will be installed within drainage ditches to reduce the velocity of stormwater runoff, promote settling of sediment, and reduce sediment transport off-site. Sediment accumulated behind the stone check dam will be removed as needed to maintain flow through the stone check dam and prevent large flows from carrying sediment over or around the dam. Stones shall be replaced as needed to maintain the design cross section of the structures. 5.1.10 Temporary Sediment Trap Temporary sediment traps shall be constructed to intercept sediment-laden runoff, reduce the amount of sediment leaving the disturbed areas, and protect drainage ways, properties, and rights-of-way. Accumulated sediment shall be removed from the trap when it reaches no greater than 50 percent of the design capacity. Sediment shall not be placed downstream from the embankment, adjacent to a stream, or floodplain. Temporary sediment traps depicted on the accompanying plans have been designed to provide 3,600 CF of storage per acre of tributary watershed. 5.1.11 Temporary Diversion Swales Temporary diversion swales shall be used to divert off-site runoff around the construction site and divert runoff from stabilized areas around disturbed areas. 5.1.12 Dewatering Operations Dewatering will be used to intercept sediment-laden stormwater or pumped groundwater and allow it to settle out of the pumped discharge prior to being discharged from the site. Water from dewatering Stormwater Pollution Prevention Plan Page 16 2241067 Page 78 of 1174

operations shall be treated to eliminate the discharge of sediment and other pollutants. Water resulting from dewatering operations shall be directed to temporary sediment traps or dewatering devices. Temporary sediment traps and dewatering bags will be provided, installed, and maintained at downgradient locations to control sediment deposits to downstream surfaces. 5.1.13 Fiber Roll Prior to the initiation of and during construction activities, fiber rolls (12” minimum diameter) will be established downgradient of all disturbed areas to reduce sheet flow on slopes. These rolls may extend into non-impact areas to provide adequate protection of adjacent lands. Spacing will conform to NYSDEC specification for straw bale dike. Clearing and grubbing will be performed only as necessary for the installation of the fiber rolls. To facilitate effectiveness, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s) and maintenance will be performed as needed. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. Permanent soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has permanently ceased. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 5.2.2 Rock Outlet Protection Rock outlet protection shall be installed at the locations as indicated and detailed on the accompanying plans. The installation of rock outlet protection will reduce the velocity and energy of water, such that the flow will not erode downstream surfaces. 5.3 Implementation Schedule for Erosion and Sediment Control Measures Proper implementation of the outlined erosion and sediment control measures is critical to minimizing soil erosion and controlling off-site sediment transport during construction, as well as controlling the quality and quantity of stormwater runoff from the developed site after construction. The following table outlines the implementation schedule for initial placement of these measures, and the duration for which they should remain in place. Stormwater Pollution Prevention Plan Page 17 2241067 Page 79 of 1174

Table 13: Implementation Schedule for Erosion and Sediment Control Measures Erosion and Sediment Initial Placement Duration to Remain In-Place Control Measure Stabilized Construction Access Upon mobilizing to site Until construction is complete Dust Control As needed As needed Upon delivery of materials to the Until materials have been placed Temporary Soil Stockpile site or excavation of on-site or removed from the site materials for reuse Prior to upgradient soil Until upgradient area has achieved Silt Fencing disturbance permanent stabilization Apply to any disturbed soil that will Apply additional seed as needed Temporary Seeding remain exposed for more than 14 for temporary stabilization days Existing structures: prior to Manufactured Insert Inlet upgradient soil disturbance Until upgradient area has achieved Protection New structures: upon installation permanent stabilization of structure/grate Upon completion of slope grading Prior to final grading, or kept in Erosion Control Blanket operations place permanently Existing swales: upon completion of swale reshaping Stone Check Dams Permanent New swales: upon completion of swale excavation As needed during grading Until final grading of tributary area Temporary Sediment Trap operations is complete Until permanent drainage methods As needed to divert flow around are established (i.e. closed storm Temporary Diversion Swales work area sewer, open conveyance swales, etc.) Until excavation/backfilling is Dewatering Operations As needed during excavation complete Prior to upgradient soil Until upgradient area has achieved Fiber Roll disturbance permanent stabilization Permanent, apply additional seed Establishment of Permanent As soon as possible after as needed to achieve 80% Vegetation completion of final grading minimum uniform coverage During installation of tributary Rock Outlet Protection Permanent culverts/pipes 5.4 Other Pollutant Controls Part I.C.1 of GP-0-25-001 prohibits discharges from construction material wastewater, pollutants used in vehicle and equipment operation and maintenance, vehicle and equipment washing and toxic or hazardous substances. Stormwater Pollution Prevention Plan Page 18 2241067 Page 80 of 1174

The following table identifies materials and/or chemicals commonly used and/or stored on construction sites and should be addressed in the site-specific spill prevention and response plan: Stormwater Pollution Prevention Plan Page 19 2241067 Page 81 of 1174

Table 14: Common Construction Pollutants Material/Chemical Physical Description Stormwater Pollutants Location* Pesticides Various colored to Chlorinated Herbicides used for (insecticides, colorless liquid, hydrocarbons, noxious weed control fungicides, powder, pellets, or organophosphates, herbicides, grains carbamates, arsenic rodenticides) Fertilizer Liquid or solid grains Nitrogen, phosphorous Newly seeded areas Cleaning solvents Colorless, blue, or Perchloroethylene, No equipment cleaning yellow-green liquid methylene chloride, allowed in project limits trichloroethylene, petroleum distillates Asphalt Black solid Oil, petroleum distillates Streets and roofing Concrete White solid/grey liquid Limestone, sand, pH, Curb and gutter, building chromium construction Curing compounds Creamy white liquid Naphtha Curb and gutter Hydraulic oil/fluids Brown oily petroleum Mineral oil Leaks or broken hoses hydrocarbon from equipment Gasoline Colorless, pale brown Benzene, ethyl benzene, Secondary containment / or pink petroleum toluene, xylene, MTBE staging area hydrocarbon Diesel Fuel Clear, blue-green to Petroleum distillate, oil & Secondary containment / yellow liquid grease, naphthalene, staging area xylenes Kerosene Pale yellow liquid Coal oil, petroleum Secondary containment / petroleum distillates staging area hydrocarbon Antifreeze/coolant Clear green/yellow Ethylene glycol, propylene Leaks or broken hoses liquid glycol, heavy metals from equipment (copper, lead, zinc) Sanitary toilets Various colored liquid Bacteria, parasites, and Staging area viruses Construction materials Granular fill Various colored solids Sediment Stockpile / fill areas Subbase course Gray/brown solid Sediment, dust Stockpile Topsoil Brown solid Sediment Stockpile Mulch Various colored solid Sediment, debris Staging area Seed Brown/yellow solid Nutrients, debris Staging area HDPE Storm Pipe Black solid Staging area SDR-35, SDR-21 Various colored solid Staging area PVC Pipe Metals Frames and Gray solid Staging area Grates Joint Sealant Light gray viscous Polyurethane Staging area solid *(Area where material/chemical is used on-site) Stormwater Pollution Prevention Plan Page 20 2241067 Page 82 of 1174

5.5 Construction Housekeeping Practices During the construction phase, the Contractor(s) will implement the following measures: 5.5.1 Sediment Sweeping/Vacuuming Any sediment that is tracked by construction vehicles or erosion onto adjacent public or private impervious surfaces must be swept or vacuumed, utilizing self-propelled and/or walk-behind equipment, and removed on a daily basis. Kick brooms and sweeper attachments are not an acceptable means of sweeping. Sweeping or vacuuming should not take place while tracked sediment is wet. If tracked sediment is compacted, the sediment must be scraped loose prior to sweeping or vacuuming. 5.5.2 Material Stockpiles Material resulting from clearing and grubbing operations that will be stockpiled on-site, must be adequately protected with downgradient erosion and sediment controls. 5.5.3 Equipment Cleaning and Maintenance The Contractor(s) will designate areas for equipment cleaning, maintenance, and repair. The Contractor(s) and subcontractor(s) will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.5.4 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.5.5 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed, for the pollutants identified in Section 5.3, for the site by the Contractor(s) that addresses the following: 1. Reducing chance of spills 2. Stopping the source of spills 3. Containing and cleaning up spills 4. Disposing of materials contaminated by spills 5. Training personnel responsible for spill prevention/response 6. Material handling procedures 7. Material storage requirements The plan shall detail the steps required in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for all materials to be stored on-site. All workers on- site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. 5.5.6 Concrete Washout Areas A temporary concrete washout area shall be provided for every project where concrete will be poured or otherwise formed on-site and shall consist of an excavated or above-ground lined construction pit Stormwater Pollution Prevention Plan Page 21 2241067 Page 83 of 1174

where concrete trucks or equipment can be washed out after their loads have been discharged. Waste generated from concrete wash water that shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper signage shall be placed adjacent to the facility to designate the “Concrete Washout Area”. Locate the facility a minimum of 100-feet from drainage swales, storm drain inlets, wetlands, streams, and other surface waters. Prevent surface water from entering the washout area. The hardened residue from the concrete wash areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the washout area shall include removal of hardened material when 75% of the storage capacity is filled, and a minimum freeboard of 12 inches shall be maintained. The Contractor will be responsible for seeing that these procedures are followed. The project may require the use of multiple concrete washout areas based on the frequency of concrete pours. 5.5.7 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that prevents negative impacts of construction materials on stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING 6.1 Inspection and Maintenance Requirements 6.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Qualified Inspector/Qualified Professional shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Qualified Inspector/Qualified Professional once the erosion and sediment control measures have been installed. 6.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector/Qualified Professional, as defined in Appendix A of the General Permit GP-0-25- 001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of at least once every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the Qualified Inspector/Qualified Professional will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant Stormwater Pollution Prevention Plan Page 22 2241067 Page 84 of 1174

control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction access will be constructed where vehicles enter and exit. This access will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Within one (1) business day of the completion of an inspection, the Qualified Inspector/Qualified Professional shall notify the Owner/Operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. In addition to the inspections performed by the Qualified Inspector/Qualified Professional, the Contractor shall perform routine inspections that include a visual check of all erosion and sediment control measures. All inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers, sediment traps, etc.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Stormwater Pollution Prevention Plan Page 23 2241067 Page 85 of 1174

6.1.3 Temporary Suspension of Construction Activities For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the frequency of Qualified Inspector/Qualified Professional inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. 6.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, all areas disturbed as of the project shutdown date have achieved final stabilization, and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational, the inspections by the Qualified Inspector/Qualified Professional can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 6.1.5 Post-Construction Inspections and Maintenance Inspections and maintenance of final stabilization measures and post-construction stormwater management practices shall be performed in accordance with Appendix G, once all disturbed areas are stabilized and all stormwater management systems are in place and operable. 6.2 Reporting Requirements 6.2.1 Inspection Reports Pursuant to Part IV.C of GP-0-25-001, inspection reports shall be prepared for the duration of construction, as outlined herein, and shall be signed by the Qualified Inspector or Qualified Professional. A sample inspection form is provided in Appendix F. At a minimum, each inspection report shall record the following information: 1. Permit identification number; and 2. Date and time of inspection; and 3. Name and title of person(s) performing inspection; and 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and 5. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and 6. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and Stormwater Pollution Prevention Plan Page 24 2241067 Page 86 of 1174

7. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and 8. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and 9. Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and 10. Estimates, in square feet or acres, of the following areas: a. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and b. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and c. Total area that has achieved temporary stabilization; and d. Total area that has achieved final stabilization; and 11. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and 12. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and 13. Identification and status of all corrective actions that were required by previous inspection; and 14. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 6.2.2 Site Log Book Pursuant to Part I.E.3 of GP-0-25-001, the Owner/Operator shall retain a copy of the General Permit, NOI, NOI Acknowledgment Letter, MS4 SWPPP Acceptance Form (if applicable), inspection reports, contractor and subcontractor certification forms, and all documentation necessary to demonstrate eligibility under the permit, at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the Notice of Termination has been submitted to the NYSDEC. The Site Log Book shall be maintained on-site in a secure location (i.e. job trailer, on-site construction office, or mailbox with lock) and must be accessible during normal business hours to an individual performing a compliance inspection. Stormwater Pollution Prevention Plan Page 25 2241067 Page 87 of 1174

6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, at any time upon written notification. Records shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix G. 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit GP-0-25-001 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-25-001 presented in Appendix J. 7.1 Owner’s/Operator's Responsibilities 1. Ensure that control measures are selected, designed, installed, implemented and maintained to minimize the discharge of pollutants and prevent a violation of the water quality standards, meeting the non-numeric effluent limitations in Part II.B.1.(a)-(e) of the SPDES General Permit and in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. 2. Ensure that practices are selected, designed, installed, and maintained to meet the performance criteria in the Design Manual. Practices must be designed to meet the applicable sizing criteria in Part II.C.2.a., b., c. or d. of GP-0-25-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined under GP- 0-25-001, to provide the services outlined in Section 7.5 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined under GP-0-25-001, to provide the services outlined in Section 2.3 “Owner’s/Operator’s Engineers Responsibilities.” 5. Have an authorized corporate officer sign the Owner/Operator Certification Form to accompany the eNOI. A copy of the completed NOI is included in Appendix B. 6. Submit the electronic version of the NOI (eNOI) along with the MS4 SWPPP acceptance form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 7. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover, and the annual fee is $110.00. 8. Prior to the commencement of construction activity, identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion control practices included in the SWPPP and the Stormwater Pollution Prevention Plan Page 26 2241067 Page 88 of 1174

contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. Each of the contractors and subcontractors must identify at least one person from their company to be the trained contractor that will be responsible for implementation of the SWPPP. Ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. 9. Schedule a pre-construction meeting which shall include the Town of West Seneca representative, Owner’s/Operator’s Engineer, Qualified Inspector, Contractor, and their sub- contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 10. Retain the services of an independent certified materials testing and inspection firm operating under the direction of a licensed Professional Engineer to perform regular tests, inspections, and certifications of the construction materials used in the construction of all post-construction stormwater management practices. 11. Retain the services of a NYS licensed land surveyor to perform an as-built topographic survey of the completed post-construction stormwater management facilities. 12. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 13. The Owner/Operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. 14. Within five (5) business days of receipt of the LOA, send an electronic copy of the LOA to the MS4 operator(s) with review authority. 15. Forward a copy of the LOA received from DEC to the Owner’s/Operator’s Engineer for project records, and to the Contractor for display at the construction site. 16. As of the date the LOA is received, the Owner/Operator must make the eNOI, SWPPP and LOA available for review and copying in accordance with the requirements in Part VII.H. of GP-0-25- 001. When applicable, as of the date an updated LOA is received, the Owner/Operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 17. The Owner/Operator must ensure compliance with all requirements of GP-0-25-001 and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until all area of disturbance have achieved final stabilization; and the Owner/Operator’s coverage under the permit is terminated in accordance with Part V.A.5.a. 18. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the Owner/Operator must maintain at the construction site, a copy of all documentation necessary to demonstrate eligibility with GP-0-25-001, a copy of GP-0-25-001, the SWPPP, the signed SWPPP Preparer Certification Form, the signed MS4 SWPPP Acceptance Form, signed Owner/Operator Certification Form, eNOI, and LOA, and LOA transmittal to the MS4 Operator in accordance with Part I.D.3.c. Stormwater Pollution Prevention Plan Page 27 2241067 Page 89 of 1174

19. The Owner/Operator must maintain at the construction site, until Part I.E.2.a and b. have been met, as of the date the documents become final or are received, a copy of the responsible contractor’s or subcontractor's certification statement(s) in accordance with Part III.A.7, and inspection reports in accordance with Part IV.C.4. and 6. 20. The Owner/Operator must maintain the documents in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the Owner/Operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 21. Upon finding a significant non-compliance with the practices described in the SWPPP or violation of GP-0-25-001, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the Owner/Operator. Forward a copy of any stop work order received immediately to the Owner’s/Operator’s Engineer and to the Contractor. 22. If any human remains or archaeological remains are encountered during excavation, the Owner/Operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. 23. To be authorized to implement modifications to the information previously submitted in the eNOI, the Owner/Operator must notify NYSDEC via email at [email protected] requesting access to update the eNOI, update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D., and receive an updated LOA. 24. The eNOI, SWPPP, LOA, updated LOAs, and inspection reports required by GP-0-25-001 are public documents that the Owner/Operator must make available for review and copying by any person within five (5) business days of the Owner/Operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 25. The Owner/Operator must terminate coverage when the project reaches total project completion, has a planned shutdown with partial project completion, is changing Owner/Operator or has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 26. Have a qualified inspector perform a final site inspection prior to submitting the eNOT. 27. Have the MS4 sign the MS4 Acceptance statement on the eNOT in accordance with the requirements in Part VII.J. 28. Prior to submitting a Notice of Termination, ensure for SMP(s) that are privately owned, the Owner/Operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the Owner/Operator’s deed of record. Stormwater Pollution Prevention Plan Page 28 2241067 Page 90 of 1174

29. Submit a complete Notice of Termination form electronically using the NYSDEC eNOT. Coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 30. Request and receive all SWPPP records from the Owner’s/Operator’s Engineer and archive those records, along with the LOT, for a period of at least five (5) years from the date that NYSDEC accepts a complete NOT submitted. 31. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 32. The Owner/Operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the Owner/Operator shall amend the SWPPP, including construction drawings: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the project site; b) Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c) To address issues or deficiencies identified during an inspection by the “Qualified Inspector,” the Department, or other Regulatory Authority. d) To document the final construction conditions. 33. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department, in conformance with Part I.G.. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 7.2 Owner’s/Operator’s Engineer’s Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. Prepare the electronic Notice of Intent (eNOI) (see Appendix B) and sign the “SWPPP Preparer Certification Form.” Forward the Owner/Operator Certification Form to the Owner/Operator for signature. 3. Provide copies of the SWPPP to the Town of West Seneca once all signatures and attachments are complete. 4. Enter Contractor’s information in Section 7.5 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Qualified Inspector, Contractor, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. Stormwater Pollution Prevention Plan Page 29 2241067 Page 91 of 1174

6. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 7.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix B and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating conditions at all times. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 3. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Contractor that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Subcontractor’s Certification Form contained within Appendix B, then forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5 of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book, prior to mobilization on-site. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Owner’s/Operator’s Engineer, Qualified Inspector, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. If Contractor plans on utilizing adjacent properties for material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer so that the SWPPP can be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition at all times. Prepare and retain written documentation of inspections as well as of Stormwater Pollution Prevention Plan Page 30 2241067 Page 92 of 1174

all repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Begin implementing corrective actions within one (1) business day of receipt of notification by the Qualified Inspector/Qualified Professional of any corrective actions. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 10. Maintain a record of the date(s) and location(s) that soil restoration is performed in accordance with the accompanying plans and NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” dated April 2008. A copy of this publication is provided in Appendix H. The record that is to be maintained shall be a copy of the overall site grading plan delineating the area(s) and date(s) that the soil was restored. 11. Upon completion of all construction at the site, the contractor responsible for overall SWPPP Compliance shall sign the certification on their Contractor Certification Form indicating that: a.) all temporary erosion and sediment control measures have been removed from the site, b.) the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” and c.) all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities 1. Participate in a pre-construction meeting with the Town of West Seneca representative, Owner/Operator, Owner/Operator’s Engineer, Contractor, and their subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 2. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 3. Provide on-site inspections to determine compliance with the SWPPP. Site inspections shall occur at an interval of at least once every seven calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix F. 4. Prepare an inspection report subsequent to each and every inspection that shall include/address the items listed in Part IV.C.4 of GP-0-25-001. Sign all inspection reports and maintain on site with the SWPPP. 5. Notify the owner/operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. Stormwater Pollution Prevention Plan Page 31 2241067 Page 93 of 1174

6. Prepare a construction Site Log Book to be used as a record of all inspection reports generated throughout the duration of construction. Ensure that the construction Site Log Book is maintained and kept up-to-date throughout the duration of construction. 7. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, soil restoration, inspections, and maintenance logs. 8. Based on the as-built survey and material testing certifications performed by others, the Qualified Professional shall perform evaluations of the completed stormwater management practices to determine whether they were constructed in accordance with this SWPPP. 9. The Qualified Professional shall conduct a final site assessment and prepare a certification letter to the Owner/Operator indicating that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, review of the completed topographic survey, and evaluation of the completed stormwater management facilities, the stormwater management facilities have been constructed substantially in accordance with the contract documents and should function as designed. 10. Prepare the Notice of Termination (NOT). The Qualified Professional shall sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Practices) and forward the NOT to the Owner/Operator for signature on Certification VIII (Owner/Operator Certification). 11. 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. 12. Transfer the SWPPP documents, along with all NOI's, LOA, permit certificates, NOT's, LOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. Stormwater Pollution Prevention Plan Page 32 2241067 Page 94 of 1174

7.5 SWPPP Participants 1. Owner’s/Operator’s Engineer 3: Kristopher Winkler, PE LaBella Associates, DPC 300 Pearl Street, Suite 130 Buffalo, NY 14202 Phone: (716) 483-3153 2. Owner/Operator 4: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Phone: 585-262-6210 3. Contractor5,6: Name and Title: Company Name: Mailing Address: Phone: Fax: 3 Refer to Appendix B for the SWPPP Preparer Certification Form. 4 Refer to Appendix B for the Owner/Operator Certification Form. 5 Refer to Appendix B for Contractor and Subcontractor Certification Form. 6 Contractor’s information to be entered once the Contractor has been selected. Stormwater Pollution Prevention Plan Page 33 2241067 Page 95 of 1174

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Appendix A : FIGURES A-1: Site Location Map A-2: Soils Map A-3: Historic Places Screening Map A-4: Environmental Resource Map A-5: Environmental Review Documentation A-6: FEMA Firm Map A-7: Pre-Development Watershed Delineation Map A-8: Post-Development Watershed Delineation Map Page 97 of 1174

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HARLEM ROAD D R OA EK RE G AC YU CA \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App PROJECT LOCATION cts\92100-92199\92112.00 - CONFIDENTIAL - WOH Gross Wetland Violation\DWG\9 CLIN TON STR EET A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:40 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SITE LOCATION MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-1 Page 99 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:42 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS MAP 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2a Page 101 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:43 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS LEGEND -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2b Page 103 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS TABLE -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2c Page 105 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg Missing or invalid reference It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is SWPPP FIGURE - NOT FOR CONSTRUCTION altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and File: ..\references\A-3 Historic Places Screening Map (CRIS)\Titleblock - 8 DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: HISTORIC PLACES SCREENING MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-3 Page 107 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:47 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: ENVIRONMENTAL RESOURCE MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-4 Page 109 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:50 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: FEMA FIRM MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-5 Page 111 of 1174

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AP-1 593.19 594.95 594.92 602.49 602.51 ES-1 ES-2 DS DS 600.04 FLAG POLE MB LEGEND SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:59:33 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and SWPPP FIGURE - NOT FOR CONSTRUCTION N DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: PRE-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-6 Page 119 of 1174

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AP-1 593.19 600.14 PS-7 599 600 601 PS-1 594.92 599 602.51 600 599 598 60 600 598 599 599 600 600 597 09098 597 598 599 1 600 6559 60 0 600 PS-6 600 600 598 599 599 600 600 595 596 597 598 600 600 PS-5 599 600599 FFE=600.75' 55 98765 600 60909 59 600 600 60 600 0 599 599 600 599 PS-2 599 59 599 9 599 599 599 595 596 598 597 600 600 598 599 598 599 599 DS 600 PS-3 DS 559998778 600 559 559999876 00 5599678 6 600 PS-4 59 559998766 PS-8 59 9 5599789 599.84 9 598 59 8 7 5 5965 59 595 598.87 9 59678 59 59 99 55595678 559 9998765 598 LEGEND 606.31 607.17 SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH POND # It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 11:02:52 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is N altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: POST-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-7 Page 121 of 1174

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Appendix B : FORMS Notice of Intent (NOI) Draft MS4 SWPPP Acceptance Form SWPPP Preparer Certification Form Owner/Operator Certification Form Contractor and Subcontractor Certification Forms Notice of Termination (NOT) Page 123 of 1174

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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 Page 125 of 1174

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 Page 126 of 1174

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 Page 127 of 1174

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 Page 128 of 1174

Stormwater Pollution Prevention Plan Contractor Certification Statement (Responsible for overall SWPPP Compliance) West Seneca Town of West Seneca, Erie County, New York This is to certify that the following contracting firm will be responsible for installing, constructing, repairing, inspecting and/or maintaining the erosion and sediment control practices and post-construction stormwater management control practices required by the SWPPP. Contracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 1 Responsible for SWPPP Implementation (Provide name, title, and date of last training) _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Prior to commencement of construction activity, the following certification shall be issued: 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 Printed Name: Title/Position: Signature: Date: Upon completion of construction activities, the following certification shall be issued, prior to issuance of the NOT: I hereby certify that that all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. I further certify that all temporary erosion and sediment control measures have been removed from the site, and that the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction”. Printed Name: Title/Position: Signature: Date: 1 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company 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 Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 129 of 1174

Stormwater Pollution Prevention Plan Subcontractor Certification Statement (whose work involves soil disturbance) West Seneca Town of West Seneca, Erie County, New York Each Subcontractor whose work will involve soil disturbance of any kind is required to complete and sign this Certification Statement before commencing any construction activity at the site. This completed Certification Statement(s) shall be maintained at the construction site in the Site Log Book. Subcontracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 2 Responsible for SWPPP Implementation (Provide name, title, and date of last training) Prior to commencement of construction activities, the following certification shall be issued: 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 Printed Name: Title/Position: Signature: Date: 2 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company 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 Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 130 of 1174

eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. 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 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. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date: Page 131 of 1174

eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. 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 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. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 132 of 1174

eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. 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 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. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 133 of 1174

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Appendix c: Project evaluation and design calculations Page 135 of 1174

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P= 1.00 inch Total Area Existing Imperv Proposed Imperv Existing Disturbed Imperv Reduction AREA (Acres) (Acres) (Acres) Imperv Area (Acres) (Acres) TO ALTERNATIVE PRACTICES 2.13 0.47 1.91 0.47 0% TO AREA REDUCTION SMPS SITE REMAINING AREA 3.55 0.59 1.07 0.35 0% TOTAL SITE 5.68 1.06 2.98 0.82 0% Water Quality Volume Calculation Exist Disturbed Imperv Imperv Area (NEW Percent TOTAL WQV Total Area WQv WQv Adjusted New Development / Redevelopment WQv Treatment % Area (REDEVELOPMENT) DEVELOPMENT) Impervious Rv REQUIRED System Generated Notes (Acres) (ft 3 ) (ft 3 ) (Acres) (Acres) % (ft 3 ) REDEVELOPMENT ALTERNATIVE 75% 0.47 0.47 - 100% 0.95 1,621 1,216 NEW DEVELOPMENT ALTERNATIVE 100% 1.66 - 1.44 87% 0.83 5,006 5,006 8,672 REDEVELOPMENT REMAINING AREA 25% 0.35 0.35 - 100% 0.95 1,207 302 NEW DEVELOPMENT REMAINING AREA 100% 3.20 - 0.48 15% 0.19 2,149 2,149 Minimum Runoff Reduction Volume Calculation Total Impervious Area Added Percent MINIMUM RRv Weighted S AREA (NEW DEVELOPMENT) Soil Group A % Soil Group B % Soil Group C % Soil Group D % Impervious Rv REQUIRED System Generated Notes Factor 3 (Acres) % (ft ) TOTAL SITE 1.92 0% 0% 0% 100% 100% 0.95 0.20 1,324 Page 137 of 1174

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Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % Filtration 1 0.63 0.22 34 0.36 817 Bioretention Flow Based 2 1.70 1.48 87 0.83 5,144 Alternative Practice Filtration 3 0.65 0.22 33 0.35 829 Bioretention Filtration 4 0.68 0.48 71 0.69 1,692 Bioretention Flow Based 5 0.43 0.43 100 0.95 1,483 Alternative Practice 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 4.09 2.82 69 0.67 9964 Required WQv Page 139 of 1174

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 1 0.63 0.22 34 0.36 817 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 340 sf Enter Provided Filter Area Af 340 sf Recalculated Water Quality Volume (based on WQv calc 816 cf provided filter area) Calculate Runoff Reduction RRv Provided 326 cf This is the portion of the WQv that is not reduced in WQv Treated 491 cf the practice. Page 141 of 1174

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 3 0.65 0.22 33 0.35 829 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 345 sf Enter Provided Filter Area Af 348 sf Recalculated Water Quality Volume (based on WQv calc 835.2 cf provided filter area) Calculate Runoff Reduction RRv Provided 334 cf This is the portion of the WQv that is not reduced in WQv Treated 495 cf the practice. Page 143 of 1174

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 4 0.68 0.48 71 0.69 1,692 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 705 sf Enter Provided Filter Area Af 705 sf Recalculated Water Quality Volume (based on WQv calc 1692 cf provided filter area) Calculate Runoff Reduction RRv Provided 677 cf This is the portion of the WQv that is not reduced in WQv Treated 1015 cf the practice. Page 145 of 1174

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Water Quality Peak Flow Calclations NYSDEC Water Quality Volume (WQv) & Water Quality Peak Flow (Qp) Calculation Worksheet (REQUIRED Qp) PROJECT INFORMATION Total Drainage Area A: 2.09 ac Impervious Area I: 1.90 ac Percent Impervious 90.9 % NYSDEC 90% Rainfall P: 1.00 in. Time of Concentration Tc: 0.27 hrs Rv: 0.87 WATER QUALITY VOLUME Water Quality Volume WQv=([(P)*(Rv)*(A)]/12)*43560 WQv: 6,587 cf WATER QUALITY PEAK FLOW (NEW DEVELOPMENT) Runoff Volume Q=WQv/(A*3600) Q: 0.87 in. 2 ½ CN=1000/(10+5*P+10*Q-10(Q +1.25*Q*P) ) CN: 98.80 CN Rounded CN: 99 CN < or = 98 CN: 98 Initial Abstraction (Ia=200/CN-2) Ia: 0.04 in. RATIO R=Ia/P R: 0.04 2 C0 = A*R +B*R +C C0: 2.54 2 C1 = A*R +B*R +C C1: -0.58 2 C2 = A*R +B*R +C C2: -0.17 2 Unit Peak Discharge qu=10^(C0+C1*Log(Tc)+C2*(log(Tc)) ) qu: 663.03 cfs/mi2/in Water Quality Peak Flow Qp=qu*A*Q/640 (100%) Qp: 1.88 cfs REDVELOPMENT Impeverious Area Reduction IC 0.00 % WQv Treatment by Standard Practice SP 0.00 % Runoff Reduction RR 0.00 % Req. WQv% By Alt. Practice AP=(25-(% IC+%SP+%RR))*3: AP 75.0 % Required Water Quality Peak Flow RD QP=(Qp*AP): RD Qp: 1.41 cfs Page 1 of 1 Page 147 of 1174

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Appendix d: Pre-development stormwater modeling Page 149 of 1174

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ES-1 W Site AP-1 Cayuga Creek ES-2 E Site Subcat Reach Pond Link Routing Diagram for D_App D_Pre-Development Model Prepared by Labella Associates, Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 151 of 1174

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D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 10-yr NY-West Seneca 24-hr S1 10-yr Default 24.00 1 3.14 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 153 of 1174

D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 10.061 80 >75% Grass cover, Good, HSG D (ES-1, ES-2) 1.056 98 Paved parking, HSG D (ES-1, ES-2) 11.117 82 TOTAL AREA Page 154 of 1174

D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 11.117 HSG D ES-1, ES-2 0.000 Other 11.117 TOTAL AREA Page 155 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=0.53" Flow Length=391' Tc=14.0 min CN=82 Runoff=4.22 cfs 0.344 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=0.49" Flow Length=390' Tc=19.4 min CN=81 Runoff=1.42 cfs 0.139 af Reach AP-1: Cayuga Creek Inflow=5.48 cfs 0.483 af Outflow=5.48 cfs 0.483 af Total Runoff Area = 11.117 ac Runoff Volume = 0.483 af Average Runoff Depth = 0.52" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 156 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ES-1: W Site Runoff = 4.22 cfs @ 12.16 hrs, Volume= 0.344 af, Depth= 0.53" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 4.22 cfs NY-West Seneca 24-hr S1 1-yr 4 Rainfall=1.82" Runoff Area=337,194 sf Runoff Volume=0.344 af 3 Runoff Depth=0.53" Flow (cfs) Flow Length=391' Tc=14.0 min 2 CN=82 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 157 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ES-2: E Site Runoff = 1.42 cfs @ 12.25 hrs, Volume= 0.139 af, Depth= 0.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 1.42 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=147,058 sf Runoff Volume=0.139 af 1 Runoff Depth=0.49" Flow (cfs) Flow Length=390' Tc=19.4 min CN=81 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 158 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 0.52" for 1-yr event Inflow = 5.48 cfs @ 12.18 hrs, Volume= 0.483 af Outflow = 5.48 cfs @ 12.18 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 5.48 cfs Outflow 6 5.48 cfs Inflow Area=11.117 ac 5 4 Flow (cfs) 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 159 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 9 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=1.49" Flow Length=391' Tc=14.0 min CN=82 Runoff=12.32 cfs 0.961 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=1.42" Flow Length=390' Tc=19.4 min CN=81 Runoff=4.40 cfs 0.400 af Reach AP-1: Cayuga Creek Inflow=16.27 cfs 1.361 af Outflow=16.27 cfs 1.361 af Total Runoff Area = 11.117 ac Runoff Volume = 1.361 af Average Runoff Depth = 1.47" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 160 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment ES-1: W Site Runoff = 12.32 cfs @ 12.15 hrs, Volume= 0.961 af, Depth= 1.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 13 12.32 cfs 12 NY-West Seneca 24-hr S1 10-yr 11 Rainfall=3.14" 10 Runoff Area=337,194 sf Runoff Volume=0.961 af 9 Runoff Depth=1.49" 8 Flow (cfs) Flow Length=391' 7 Tc=14.0 min 6 CN=82 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 161 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment ES-2: E Site Runoff = 4.40 cfs @ 12.23 hrs, Volume= 0.400 af, Depth= 1.42" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 4.40 cfs NY-West Seneca 24-hr S1 10-yr 4 Rainfall=3.14" Runoff Area=147,058 sf Runoff Volume=0.400 af 3 Runoff Depth=1.42" Flow (cfs) Flow Length=390' Tc=19.4 min 2 CN=81 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 162 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 1.47" for 10-yr event Inflow = 16.27 cfs @ 12.17 hrs, Volume= 1.361 af Outflow = 16.27 cfs @ 12.17 hrs, Volume= 1.361 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 18 16.27 cfs Outflow 16.27 cfs 17 16 Inflow Area=11.117 ac 15 14 13 12 11 Flow (cfs) 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 163 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 13 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=3.28" Flow Length=391' Tc=14.0 min CN=82 Runoff=27.59 cfs 2.114 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=3.18" Flow Length=390' Tc=19.4 min CN=81 Runoff=10.17 cfs 0.895 af Reach AP-1: Cayuga Creek Inflow=36.80 cfs 3.008 af Outflow=36.80 cfs 3.008 af Total Runoff Area = 11.117 ac Runoff Volume = 3.008 af Average Runoff Depth = 3.25" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 164 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment ES-1: W Site Runoff = 27.59 cfs @ 12.15 hrs, Volume= 2.114 af, Depth= 3.28" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph 30 Runoff 27.59 cfs 28 NY-West Seneca 24-hr S1 100-yr 26 Rainfall=5.22" 24 Runoff Area=337,194 sf 22 Runoff Volume=2.114 af 20 Runoff Depth=3.28" 18 Flow Length=391' Flow (cfs) 16 Tc=14.0 min 14 CN=82 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 165 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment ES-2: E Site Runoff = 10.17 cfs @ 12.22 hrs, Volume= 0.895 af, Depth= 3.18" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 11 10.17 cfs 10 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 9 Runoff Area=147,058 sf 8 Runoff Volume=0.895 af 7 Runoff Depth=3.18" Flow Length=390' Flow (cfs) 6 Tc=19.4 min 5 CN=81 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 166 of 1174

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 3.25" for 100-yr event Inflow = 36.80 cfs @ 12.16 hrs, Volume= 3.008 af Outflow = 36.80 cfs @ 12.16 hrs, Volume= 3.008 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 36.80 cfs Outflow 40 36.80 cfs 38 36 Inflow Area=11.117 ac 34 32 30 28 26 24 Flow (cfs) 22 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 167 of 1174

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 17 Events for Subcatchment ES-1: W Site Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 4.22 0.344 0.53 10-yr 3.14 12.32 0.961 1.49 100-yr 5.22 27.59 2.114 3.28 Page 168 of 1174

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 18 Events for Subcatchment ES-2: E Site Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.42 0.139 0.49 10-yr 3.14 4.40 0.400 1.42 100-yr 5.22 10.17 0.895 3.18 Page 169 of 1174

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 19 Events for Reach AP-1: Cayuga Creek Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 5.48 5.48 0.00 0 10-yr 16.27 16.27 0.00 0 100-yr 36.80 36.80 0.00 0 Page 170 of 1174

Appendix e: Post development stormwater modeling Page 171 of 1174

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PS-1 BIO-1 Filtration Bioretention PS-6 PS-2 CH-1 DP-1 PS-7 Chambers Design Point PS-5 PS-8 PS-3 BIO-2 Filtration Bioretention PS-4 BIO-3 Filtration Bioretention Subcat Reach Pond Link Routing Diagram for E_App E_Post-Development Model Prepared by Labella Associates, Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 173 of 1174

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 10-yr NY-West Seneca 24-hr S1 10-yr Default 24.00 1 3.14 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 174 of 1174

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 8.107 80 >75% Grass cover, Good, HSG D (PS-1, PS-2, PS-3, PS-4, PS-7, PS-8) 2.967 98 Paved parking, HSG D (PS-1, PS-2, PS-3, PS-4, PS-5, PS-6) 11.074 85 TOTAL AREA Page 175 of 1174

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 11.074 HSG D PS-1, PS-2, PS-3, PS-4, PS-5, PS-6, PS-7, PS-8 0.000 Other 11.074 TOTAL AREA Page 176 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=0.72" Tc=6.0 min CN=86 Runoff=0.72 cfs 0.038 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=1.40" Tc=6.0 min CN=96 Runoff=3.74 cfs 0.194 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=0.72" Tc=6.0 min CN=86 Runoff=0.74 cfs 0.039 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=1.15" Tc=6.0 min CN=93 Runoff=1.28 cfs 0.065 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=1.06 cfs 0.057 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=0.37 cfs 0.020 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=391' Tc=14.0 min CN=80 Runoff=2.49 cfs 0.215 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=0.40 cfs 0.047 af Reach DP-1: Design Point Inflow=4.12 cfs 0.674 af Outflow=4.12 cfs 0.674 af Pond BIO-1: Filtration Bioretention Peak Elev=598.98' Storage=994 cf Inflow=0.72 cfs 0.038 af Primary=0.02 cfs 0.038 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.038 af Pond BIO-2: Filtration Bioretention Peak Elev=596.95' Storage=1,010 cf Inflow=0.74 cfs 0.039 af Primary=0.02 cfs 0.039 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.039 af Pond BIO-3: Filtration Bioretention Peak Elev=595.92' Storage=1,729 cf Inflow=1.28 cfs 0.065 af Primary=0.04 cfs 0.065 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.065 af Pond CH-1: Chambers Peak Elev=592.38' Storage=0.079 af Inflow=4.80 cfs 0.251 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=1.18 cfs 0.251 af Total Runoff Area = 11.074 ac Runoff Volume = 0.674 af Average Runoff Depth = 0.73" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 177 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment PS-1: Runoff = 0.72 cfs @ 12.04 hrs, Volume= 0.038 af, Depth= 0.72" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph 0.8 Runoff 0.75 0.72 cfs 0.7 NY-West Seneca 24-hr S1 1-yr 0.65 Rainfall=1.82" 0.6 Runoff Area=27,596 sf 0.55 Runoff Volume=0.038 af 0.5 Runoff Depth=0.72" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=86 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 178 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment PS-2: Runoff = 3.74 cfs @ 12.04 hrs, Volume= 0.194 af, Depth= 1.40" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph Runoff 4 3.74 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 3 Runoff Area=72,316 sf Runoff Volume=0.194 af Runoff Depth=1.40" Flow (cfs) Tc=6.0 min 2 CN=96 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 179 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PS-3: Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth= 0.72" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph 0.8 Runoff 0.74 cfs 0.75 NY-West Seneca 24-hr S1 1-yr 0.7 Rainfall=1.82" 0.65 0.6 Runoff Area=28,267 sf 0.55 Runoff Volume=0.039 af 0.5 Runoff Depth=0.72" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=86 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 180 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PS-4: Runoff = 1.28 cfs @ 12.04 hrs, Volume= 0.065 af, Depth= 1.15" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 1.28 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=29,485 sf 1 Runoff Volume=0.065 af Runoff Depth=1.15" Flow (cfs) Tc=6.0 min CN=93 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 181 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PS-5: Runoff = 1.06 cfs @ 12.04 hrs, Volume= 0.057 af, Depth= 1.60" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 1.06 cfs NY-West Seneca 24-hr S1 1-yr 1 Rainfall=1.82" Runoff Area=18,756 sf Runoff Volume=0.057 af Runoff Depth=1.60" Flow (cfs) Tc=6.0 min CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 182 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PS-6: Runoff = 0.37 cfs @ 12.04 hrs, Volume= 0.020 af, Depth= 1.60" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.4 0.37 cfs 0.38 0.36 NY-West Seneca 24-hr S1 1-yr 0.34 Rainfall=1.82" 0.32 Runoff Area=6,622 sf 0.3 0.28 Runoff Volume=0.020 af 0.26 Runoff Depth=1.60" 0.24 Flow (cfs) 0.22 Tc=6.0 min 0.2 CN=98 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 183 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PS-7: Runoff = 2.49 cfs @ 12.17 hrs, Volume= 0.215 af, Depth= 0.46" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph Runoff 2.49 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 2 Runoff Area=245,856 sf Runoff Volume=0.215 af Runoff Depth=0.46" Flow (cfs) Flow Length=391' Tc=14.0 min 1 CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 184 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PS-8: Runoff = 0.40 cfs @ 12.36 hrs, Volume= 0.047 af, Depth= 0.46" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph 0.44 Runoff 0.42 0.40 cfs 0.4 NY-West Seneca 24-hr S1 1-yr 0.38 0.36 Rainfall=1.82" 0.34 Runoff Area=53,474 sf 0.32 0.3 Runoff Volume=0.047 af 0.28 Runoff Depth=0.46" 0.26 Flow (cfs) 0.24 Flow Length=821' 0.22 Slope=0.0100 '/' 0.2 0.18 Tc=25.7 min 0.16 CN=80 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 185 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 0.73" for 1-yr event Inflow = 4.12 cfs @ 12.18 hrs, Volume= 0.674 af Outflow = 4.12 cfs @ 12.18 hrs, Volume= 0.674 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 4.12 cfs Outflow 4.12 cfs Inflow Area=11.074 ac 4 3 Flow (cfs) 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 186 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 0.72 cfs @ 12.04 hrs, Volume= 0.038 af Outflow = 0.02 cfs @ 15.87 hrs, Volume= 0.038 af, Atten= 97%, Lag= 229.9 min Primary = 0.02 cfs @ 15.87 hrs, Volume= 0.038 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 598.98' @ 15.87 hrs Surf.Area= 1,679 sf Storage= 994 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= 645.9 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 646.0 min ( 1,495.6 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 15.87 hrs HW=598.98' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 5.10 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 187 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 16 Pond BIO-1: Filtration Bioretention Hydrograph 0.72 cfs Inflow Outflow Inflow Area=0.634 ac Primary Secondary Tertiary 0.8 0.75 Peak Elev=598.98' 0.7 Storage=994 cf 0.65 0.6 0.55 0.5 Flow (cfs) 0.45 0.4 0.35 0.3 0.25 0.2 0.02 cfs 0.15 0.02 cfs 0.1 0.00 cfs 0.00 cfs 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 188 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af Outflow = 0.02 cfs @ 15.70 hrs, Volume= 0.039 af, Atten= 97%, Lag= 219.6 min Primary = 0.02 cfs @ 15.70 hrs, Volume= 0.039 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.95' @ 15.70 hrs Surf.Area= 1,776 sf Storage= 1,010 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= 621.3 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 621.4 min ( 1,471.1 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 15.70 hrs HW=596.95' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 4.75 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 189 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 18 Pond BIO-2: Filtration Bioretention Hydrograph 0.74 cfs Inflow Outflow Inflow Area=0.649 ac Primary Secondary Tertiary 0.8 Peak Elev=596.95' 0.75 0.7 Storage=1,010 cf 0.65 0.6 0.55 0.5 Flow (cfs) 0.45 0.4 0.35 0.3 0.25 0.2 0.02 cfs 0.15 0.02 cfs 0.1 0.00 cfs 0.00 cfs 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 190 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 19 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 1.15" for 1-yr event Inflow = 1.28 cfs @ 12.04 hrs, Volume= 0.065 af Outflow = 0.04 cfs @ 14.68 hrs, Volume= 0.065 af, Atten= 97%, Lag= 158.5 min Primary = 0.04 cfs @ 14.68 hrs, Volume= 0.065 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 595.92' @ 14.68 hrs Surf.Area= 3,049 sf Storage= 1,729 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 587.3 min ( 1,401.4 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 14.68 hrs HW=595.92' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 5.10 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 191 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 20 Pond BIO-3: Filtration Bioretention Hydrograph 1.28 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary Peak Elev=595.92' Storage=1,729 cf 1 Flow (cfs) 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 192 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 1.44" for 1-yr event Inflow = 4.80 cfs @ 12.04 hrs, Volume= 0.251 af Outflow = 1.18 cfs @ 12.29 hrs, Volume= 0.251 af, Atten= 75%, Lag= 15.4 min Primary = 1.18 cfs @ 12.29 hrs, Volume= 0.251 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 592.38' @ 12.29 hrs Surf.Area= 0.127 ac Storage= 0.079 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 60.5 min calculated for 0.251 af (100% of inflow) Center-of-Mass det. time= 60.2 min ( 847.2 - 787.0 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.18 cfs @ 12.29 hrs HW=592.38' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.18 cfs @ 3.38 fps) Page 193 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 22 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 194 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 23 Pond CH-1: Chambers Hydrograph Inflow 4.80 cfs Primary 5 Inflow Area=2.091 ac Peak Elev=592.38' 4 Storage=0.079 af 8.0" Flow (cfs) 3 Round Culvert n=0.013 2 L=25.0' 1.18 cfs S=0.0100 '/' 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 195 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 24 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=1.78" Tc=6.0 min CN=86 Runoff=1.71 cfs 0.094 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=2.69" Tc=6.0 min CN=96 Runoff=6.39 cfs 0.372 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=1.78" Tc=6.0 min CN=86 Runoff=1.75 cfs 0.096 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=2.39" Tc=6.0 min CN=93 Runoff=2.39 cfs 0.135 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=2.91" Tc=6.0 min CN=98 Runoff=1.72 cfs 0.104 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=2.91" Tc=6.0 min CN=98 Runoff=0.61 cfs 0.037 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=391' Tc=14.0 min CN=80 Runoff=8.08 cfs 0.638 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=1.32 cfs 0.139 af Reach DP-1: Design Point Inflow=13.96 cfs 1.615 af Outflow=13.96 cfs 1.615 af Pond BIO-1: Filtration Bioretention Peak Elev=599.12' Storage=1,232 cf Inflow=1.71 cfs 0.094 af Primary=0.02 cfs 0.045 af Secondary=1.10 cfs 0.049 af Tertiary=0.00 cfs 0.000 af Outflow=1.12 cfs 0.094 af Pond BIO-2: Filtration Bioretention Peak Elev=597.12' Storage=1,319 cf Inflow=1.75 cfs 0.096 af Primary=0.02 cfs 0.048 af Secondary=1.04 cfs 0.048 af Tertiary=0.00 cfs 0.000 af Outflow=1.06 cfs 0.096 af Pond BIO-3: Filtration Bioretention Peak Elev=596.12' Storage=2,359 cf Inflow=2.39 cfs 0.135 af Primary=0.04 cfs 0.084 af Secondary=1.03 cfs 0.050 af Tertiary=0.00 cfs 0.000 af Outflow=1.07 cfs 0.135 af Pond CH-1: Chambers Peak Elev=593.15' Storage=0.161 af Inflow=8.11 cfs 0.476 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=1.66 cfs 0.476 af Total Runoff Area = 11.074 ac Runoff Volume = 1.615 af Average Runoff Depth = 1.75" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 196 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment PS-1: Runoff = 1.71 cfs @ 12.04 hrs, Volume= 0.094 af, Depth= 1.78" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 1.71 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=27,596 sf Runoff Volume=0.094 af Runoff Depth=1.78" Flow (cfs) 1 Tc=6.0 min CN=86 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 197 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment PS-2: Runoff = 6.39 cfs @ 12.04 hrs, Volume= 0.372 af, Depth= 2.69" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 7 Runoff 6.39 cfs NY-West Seneca 24-hr S1 10-yr 6 Rainfall=3.14" Runoff Area=72,316 sf 5 Runoff Volume=0.372 af Runoff Depth=2.69" Flow (cfs) 4 Tc=6.0 min CN=96 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 198 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment PS-3: Runoff = 1.75 cfs @ 12.04 hrs, Volume= 0.096 af, Depth= 1.78" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 1.75 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=28,267 sf Runoff Volume=0.096 af Runoff Depth=1.78" Flow (cfs) Tc=6.0 min 1 CN=86 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 199 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment PS-4: Runoff = 2.39 cfs @ 12.04 hrs, Volume= 0.135 af, Depth= 2.39" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 2.39 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" 2 Runoff Area=29,485 sf Runoff Volume=0.135 af Runoff Depth=2.39" Flow (cfs) Tc=6.0 min CN=93 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 200 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment PS-5: Runoff = 1.72 cfs @ 12.04 hrs, Volume= 0.104 af, Depth= 2.91" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 1.72 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=18,756 sf Runoff Volume=0.104 af Runoff Depth=2.91" Flow (cfs) 1 Tc=6.0 min CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 201 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment PS-6: Runoff = 0.61 cfs @ 12.04 hrs, Volume= 0.037 af, Depth= 2.91" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.65 0.61 cfs 0.6 NY-West Seneca 24-hr S1 10-yr 0.55 Rainfall=3.14" 0.5 Runoff Area=6,622 sf 0.45 Runoff Volume=0.037 af 0.4 Runoff Depth=2.91" Flow (cfs) Tc=6.0 min 0.35 CN=98 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 202 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment PS-7: Runoff = 8.08 cfs @ 12.15 hrs, Volume= 0.638 af, Depth= 1.36" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph 9 Runoff 8.08 cfs 8 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" 7 Runoff Area=245,856 sf 6 Runoff Volume=0.638 af Runoff Depth=1.36" Flow (cfs) 5 Flow Length=391' Tc=14.0 min 4 CN=80 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 203 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment PS-8: Runoff = 1.32 cfs @ 12.32 hrs, Volume= 0.139 af, Depth= 1.36" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 1.32 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=53,474 sf 1 Runoff Volume=0.139 af Runoff Depth=1.36" Flow (cfs) Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 204 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 33 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 1.75" for 10-yr event Inflow = 13.96 cfs @ 12.15 hrs, Volume= 1.615 af Outflow = 13.96 cfs @ 12.15 hrs, Volume= 1.615 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 13.96 cfs Outflow 15 13.96 cfs 14 Inflow Area=11.074 ac 13 12 11 10 9 Flow (cfs) 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 205 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 1.78" for 10-yr event Inflow = 1.71 cfs @ 12.04 hrs, Volume= 0.094 af Outflow = 1.12 cfs @ 12.12 hrs, Volume= 0.094 af, Atten= 34%, Lag= 4.6 min Primary = 0.02 cfs @ 12.12 hrs, Volume= 0.045 af Routed to Reach DP-1 : Design Point Secondary = 1.10 cfs @ 12.12 hrs, Volume= 0.049 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.12' @ 12.12 hrs Surf.Area= 1,797 sf Storage= 1,232 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= 326.2 min calculated for 0.094 af (100% of inflow) Center-of-Mass det. time= 326.4 min ( 1,148.5 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.12 hrs HW=599.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.10 cfs @ 12.12 hrs HW=599.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.10 cfs of 6.00 cfs potential flow) 2=Overflow Grate (Weir Controls 1.10 cfs @ 1.14 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 206 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 35 Pond BIO-1: Filtration Bioretention Hydrograph 1.71 cfs Inflow Outflow Inflow Area=0.634 ac Primary Secondary Tertiary Peak Elev=599.12' Storage=1,232 cf 1.12 cfs 1.10 cfs Flow (cfs) 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 207 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 36 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 1.78" for 10-yr event Inflow = 1.75 cfs @ 12.04 hrs, Volume= 0.096 af Outflow = 1.06 cfs @ 12.13 hrs, Volume= 0.096 af, Atten= 39%, Lag= 5.6 min Primary = 0.02 cfs @ 12.13 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Secondary = 1.04 cfs @ 12.13 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.12' @ 12.13 hrs Surf.Area= 1,941 sf Storage= 1,319 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= 339.7 min calculated for 0.096 af (100% of inflow) Center-of-Mass det. time= 339.9 min ( 1,162.0 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.13 hrs HW=597.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.04 cfs @ 12.13 hrs HW=597.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.04 cfs of 5.54 cfs potential flow) 2=Overflow Grate (Weir Controls 1.04 cfs @ 1.11 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 208 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 37 Pond BIO-2: Filtration Bioretention Hydrograph 1.75 cfs Inflow Outflow Inflow Area=0.649 ac Primary Secondary Tertiary Peak Elev=597.12' Storage=1,319 cf 1.06 cfs 1.04 cfs Flow (cfs) 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 209 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 38 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 2.39" for 10-yr event Inflow = 2.39 cfs @ 12.04 hrs, Volume= 0.135 af Outflow = 1.07 cfs @ 12.18 hrs, Volume= 0.135 af, Atten= 55%, Lag= 8.6 min Primary = 0.04 cfs @ 12.18 hrs, Volume= 0.084 af Routed to Reach DP-1 : Design Point Secondary = 1.03 cfs @ 12.18 hrs, Volume= 0.050 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.12' @ 12.18 hrs Surf.Area= 3,334 sf Storage= 2,359 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 411.1 min ( 1,203.9 - 792.8 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 12.18 hrs HW=596.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=1.03 cfs @ 12.18 hrs HW=596.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.03 cfs of 6.00 cfs potential flow) 2=Overflow Grate (Weir Controls 1.03 cfs @ 1.11 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 210 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 39 Pond BIO-3: Filtration Bioretention Hydrograph 2.39 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary Peak Elev=596.12' Storage=2,359 cf 2 1.07 cfs Flow (cfs) 1.03 cfs 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 211 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 40 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 2.73" for 10-yr event Inflow = 8.11 cfs @ 12.04 hrs, Volume= 0.476 af Outflow = 1.66 cfs @ 12.48 hrs, Volume= 0.476 af, Atten= 80%, Lag= 26.9 min Primary = 1.66 cfs @ 12.48 hrs, Volume= 0.476 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 593.15' @ 12.48 hrs Surf.Area= 0.127 ac Storage= 0.161 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 60.0 min calculated for 0.476 af (100% of inflow) Center-of-Mass det. time= 59.7 min ( 829.9 - 770.2 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.66 cfs @ 12.48 hrs HW=593.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.66 cfs @ 4.75 fps) Page 212 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 41 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 213 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 42 Pond CH-1: Chambers Hydrograph Inflow 9 8.11 cfs Primary 8 Inflow Area=2.091 ac Peak Elev=593.15' 7 Storage=0.161 af 6 8.0" Flow (cfs) 5 Round Culvert 4 n=0.013 3 L=25.0' 2 1.66 cfs S=0.0100 '/' 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 214 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 43 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=3.67" Tc=6.0 min CN=86 Runoff=3.44 cfs 0.194 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=4.75" Tc=6.0 min CN=96 Runoff=10.80 cfs 0.657 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=3.67" Tc=6.0 min CN=86 Runoff=3.52 cfs 0.199 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=4.41" Tc=6.0 min CN=93 Runoff=4.23 cfs 0.249 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=2.85 cfs 0.179 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=1.01 cfs 0.063 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=391' Tc=14.0 min CN=80 Runoff=18.94 cfs 1.451 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=3.15 cfs 0.316 af Reach DP-1: Design Point Inflow=31.66 cfs 3.307 af Outflow=31.66 cfs 3.307 af Pond BIO-1: Filtration Bioretention Peak Elev=599.25' Storage=1,462 cf Inflow=3.44 cfs 0.194 af Primary=0.02 cfs 0.048 af Secondary=3.18 cfs 0.146 af Tertiary=0.00 cfs 0.000 af Outflow=3.21 cfs 0.194 af Pond BIO-2: Filtration Bioretention Peak Elev=597.25' Storage=1,582 cf Inflow=3.52 cfs 0.199 af Primary=0.02 cfs 0.052 af Secondary=3.23 cfs 0.147 af Tertiary=0.00 cfs 0.000 af Outflow=3.26 cfs 0.199 af Pond BIO-3: Filtration Bioretention Peak Elev=596.27' Storage=2,865 cf Inflow=4.23 cfs 0.249 af Primary=0.04 cfs 0.094 af Secondary=3.57 cfs 0.155 af Tertiary=0.00 cfs 0.000 af Outflow=3.61 cfs 0.249 af Pond CH-1: Chambers Peak Elev=594.85' Storage=0.322 af Inflow=13.65 cfs 0.836 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=2.40 cfs 0.836 af Total Runoff Area = 11.074 ac Runoff Volume = 3.308 af Average Runoff Depth = 3.58" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 215 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment PS-1: Runoff = 3.44 cfs @ 12.04 hrs, Volume= 0.194 af, Depth= 3.67" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 3.44 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 3 Runoff Area=27,596 sf Runoff Volume=0.194 af Runoff Depth=3.67" Tc=6.0 min Flow (cfs) 2 CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 216 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment PS-2: Runoff = 10.80 cfs @ 12.04 hrs, Volume= 0.657 af, Depth= 4.75" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 12 Runoff 10.80 cfs 11 NY-West Seneca 24-hr S1 100-yr 10 Rainfall=5.22" 9 Runoff Area=72,316 sf Runoff Volume=0.657 af 8 Runoff Depth=4.75" 7 Tc=6.0 min Flow (cfs) 6 CN=96 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 217 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment PS-3: Runoff = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af, Depth= 3.67" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 3.52 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 3 Runoff Area=28,267 sf Runoff Volume=0.199 af Runoff Depth=3.67" Tc=6.0 min Flow (cfs) 2 CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 218 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment PS-4: Runoff = 4.23 cfs @ 12.04 hrs, Volume= 0.249 af, Depth= 4.41" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 4.23 cfs NY-West Seneca 24-hr S1 100-yr 4 Rainfall=5.22" Runoff Area=29,485 sf Runoff Volume=0.249 af 3 Runoff Depth=4.41" Tc=6.0 min Flow (cfs) CN=93 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 219 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment PS-5: Runoff = 2.85 cfs @ 12.04 hrs, Volume= 0.179 af, Depth= 4.98" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 3 2.85 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=18,756 sf Runoff Volume=0.179 af 2 Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 220 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment PS-6: Runoff = 1.01 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 4.98" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 1.01 cfs 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=6,622 sf Runoff Volume=0.063 af Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 221 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment PS-7: Runoff = 18.94 cfs @ 12.15 hrs, Volume= 1.451 af, Depth= 3.09" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph 21 Runoff 20 18.94 cfs 19 NY-West Seneca 24-hr S1 100-yr 18 17 Rainfall=5.22" 16 Runoff Area=245,856 sf 15 Runoff Volume=1.451 af 14 13 Runoff Depth=3.09" Flow Length=391' Flow (cfs) 12 11 10 Tc=14.0 min 9 CN=80 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 222 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment PS-8: Runoff = 3.15 cfs @ 12.31 hrs, Volume= 0.316 af, Depth= 3.09" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 3.15 cfs NY-West Seneca 24-hr S1 100-yr 3 Rainfall=5.22" Runoff Area=53,474 sf Runoff Volume=0.316 af Runoff Depth=3.09" Flow Length=821' Flow (cfs) 2 Slope=0.0100 '/' Tc=25.7 min CN=80 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 223 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 52 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 3.58" for 100-yr event Inflow = 31.66 cfs @ 12.12 hrs, Volume= 3.307 af Outflow = 31.66 cfs @ 12.12 hrs, Volume= 3.307 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 31.66 cfs Outflow 34 31.66 cfs 32 Inflow Area=11.074 ac 30 28 26 24 22 Flow (cfs) 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 224 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 53 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 3.44 cfs @ 12.04 hrs, Volume= 0.194 af Outflow = 3.21 cfs @ 12.06 hrs, Volume= 0.194 af, Atten= 7%, Lag= 1.5 min Primary = 0.02 cfs @ 12.06 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Secondary = 3.18 cfs @ 12.06 hrs, Volume= 0.146 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.25' @ 12.06 hrs Surf.Area= 1,896 sf Storage= 1,462 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 168.5 min ( 967.4 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.06 hrs HW=599.25' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=3.18 cfs @ 12.06 hrs HW=599.25' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.18 cfs of 6.09 cfs potential flow) 2=Overflow Grate (Weir Controls 3.18 cfs @ 1.62 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 225 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 54 Pond BIO-1: Filtration Bioretention Hydrograph 3.44 cfs Inflow Outflow 3.21 cfs Inflow Area=0.634 ac Primary Secondary Tertiary 3.18 cfs Peak Elev=599.25' Storage=1,462 cf 3 Flow (cfs) 2 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 226 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 55 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af Outflow = 3.26 cfs @ 12.06 hrs, Volume= 0.199 af, Atten= 8%, Lag= 1.6 min Primary = 0.02 cfs @ 12.06 hrs, Volume= 0.052 af Routed to Reach DP-1 : Design Point Secondary = 3.23 cfs @ 12.06 hrs, Volume= 0.147 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.25' @ 12.06 hrs Surf.Area= 2,044 sf Storage= 1,582 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 176.3 min ( 975.2 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.06 hrs HW=597.25' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=3.22 cfs @ 12.06 hrs HW=597.25' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.22 cfs of 5.63 cfs potential flow) 2=Overflow Grate (Weir Controls 3.22 cfs @ 1.63 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 227 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 56 Pond BIO-2: Filtration Bioretention Hydrograph 3.52 cfs Inflow Outflow 3.26 cfs Inflow Area=0.649 ac Primary Secondary Tertiary 3.23 cfs Peak Elev=597.25' Storage=1,582 cf 3 Flow (cfs) 2 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 228 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 57 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 4.41" for 100-yr event Inflow = 4.23 cfs @ 12.04 hrs, Volume= 0.249 af Outflow = 3.61 cfs @ 12.08 hrs, Volume= 0.249 af, Atten= 15%, Lag= 2.3 min Primary = 0.04 cfs @ 12.08 hrs, Volume= 0.094 af Routed to Reach DP-1 : Design Point Secondary = 3.57 cfs @ 12.08 hrs, Volume= 0.155 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.27' @ 12.08 hrs Surf.Area= 3,443 sf Storage= 2,865 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 255.7 min ( 1,030.5 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 12.08 hrs HW=596.26' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=3.57 cfs @ 12.08 hrs HW=596.26' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.57 cfs of 6.11 cfs potential flow) 2=Overflow Grate (Weir Controls 3.57 cfs @ 1.68 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 229 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 58 Pond BIO-3: Filtration Bioretention Hydrograph 4.23 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary 3.61 cfs Peak Elev=596.27' 4 3.57 cfs Storage=2,865 cf 3 Flow (cfs) 2 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 230 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 59 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 4.80" for 100-yr event Inflow = 13.65 cfs @ 12.04 hrs, Volume= 0.836 af Outflow = 2.40 cfs @ 12.57 hrs, Volume= 0.836 af, Atten= 82%, Lag= 31.8 min Primary = 2.40 cfs @ 12.57 hrs, Volume= 0.836 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 594.85' @ 12.57 hrs Surf.Area= 0.127 ac Storage= 0.322 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 68.0 min calculated for 0.836 af (100% of inflow) Center-of-Mass det. time= 68.1 min ( 825.0 - 757.0 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.40 cfs @ 12.57 hrs HW=594.85' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.40 cfs @ 6.87 fps) Page 231 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 60 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 232 of 1174

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 61 Pond CH-1: Chambers Hydrograph Inflow 15 13.65 cfs Primary 14 Inflow Area=2.091 ac 13 12 Peak Elev=594.85' 11 Storage=0.322 af 10 9 8.0" Flow (cfs) 8 Round Culvert 7 n=0.013 6 5 L=25.0' 4 2.40 cfs S=0.0100 '/' 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 233 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 62 Events for Subcatchment PS-1: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.72 0.038 0.72 10-yr 3.14 1.71 0.094 1.78 100-yr 5.22 3.44 0.194 3.67 Page 234 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 63 Events for Subcatchment PS-2: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 3.74 0.194 1.40 10-yr 3.14 6.39 0.372 2.69 100-yr 5.22 10.80 0.657 4.75 Page 235 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 64 Events for Subcatchment PS-3: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.74 0.039 0.72 10-yr 3.14 1.75 0.096 1.78 100-yr 5.22 3.52 0.199 3.67 Page 236 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 65 Events for Subcatchment PS-4: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.28 0.065 1.15 10-yr 3.14 2.39 0.135 2.39 100-yr 5.22 4.23 0.249 4.41 Page 237 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 66 Events for Subcatchment PS-5: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.06 0.057 1.60 10-yr 3.14 1.72 0.104 2.91 100-yr 5.22 2.85 0.179 4.98 Page 238 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 67 Events for Subcatchment PS-6: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.37 0.020 1.60 10-yr 3.14 0.61 0.037 2.91 100-yr 5.22 1.01 0.063 4.98 Page 239 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 68 Events for Subcatchment PS-7: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 2.49 0.215 0.46 10-yr 3.14 8.08 0.638 1.36 100-yr 5.22 18.94 1.451 3.09 Page 240 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 69 Events for Subcatchment PS-8: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.40 0.047 0.46 10-yr 3.14 1.32 0.139 1.36 100-yr 5.22 3.15 0.316 3.09 Page 241 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 70 Events for Reach DP-1: Design Point Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 4.12 4.12 0.00 0 10-yr 13.96 13.96 0.00 0 100-yr 31.66 31.66 0.00 0 Page 242 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 71 Events for Pond BIO-1: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.72 0.02 0.02 0.00 0.00 598.98 994 10-yr 1.71 1.12 0.02 1.10 0.00 599.12 1,232 100-yr 3.44 3.21 0.02 3.18 0.00 599.25 1,462 Page 243 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 72 Events for Pond BIO-2: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.74 0.02 0.02 0.00 0.00 596.95 1,010 10-yr 1.75 1.06 0.02 1.04 0.00 597.12 1,319 100-yr 3.52 3.26 0.02 3.23 0.00 597.25 1,582 Page 244 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 73 Events for Pond BIO-3: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 1.28 0.04 0.04 0.00 0.00 595.92 1,729 10-yr 2.39 1.07 0.04 1.03 0.00 596.12 2,359 100-yr 4.23 3.61 0.04 3.57 0.00 596.27 2,865 Page 245 of 1174

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 74 Events for Pond CH-1: Chambers Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (acre-feet) 1-yr 4.80 1.18 592.38 0.079 10-yr 8.11 1.66 593.15 0.161 100-yr 13.65 2.40 594.85 0.322 Page 246 of 1174

Appendix f: Swppp inspection report (sample form) Page 247 of 1174

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Prepared by: LaBella Associates Choose an item. Choose an item. Choose an item. SWPPP INSPECTION REPORT NUMBER XX CLIENT NAME PROJECT NAME PROJECT ADDRESS, TOWN OF X, X COUNTY, NY PERMIT NUMBER Performed: 2/1/2025 @ 12:00 AM Report Issued: 2/1/2025 Status: SATISFACTORY (All erosion control measures are installed and in working order) Qualified Inspector (name and title) Qualified Professional (name and title) Click or tap to enter a date. Click or tap to enter a date. Date Date Signature Signature Page 249 of 1174

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NYSDEC Documentation and SWPPP Forms The project has received a Letter of Authorization (LOA) from NYSDEC Choose an item. The project has received a five acre waiver approved by NYSDEC or MS4 Choose an item. The project currently has disturbance greater than five acres Choose an item. The project directly discharges to a 303d waterbody/course Choose an item. The project is within a phosphorus enhanced watershed Choose an item. Number of inspections required per week Choose an item. Included in Site Log Book Preconstruction Assessment Choose an item. Copy of Notice of Intent (NOI) Choose an item. Letter of Authorization (LOA) Choose an item. SWPPP Preparer Certification Form Choose an item. Owner/Operator Certification Form Choose an item. MS4 SWPPP Acceptance Form Choose an item. NYCDEP SWPPP Acceptance/Approval Form Choose an item. MS4 No Jurisdiction Form Choose an item. Contractor and Subcontractor Certifications Choose an item. SPDES General Permit Choose an item. Five Acre Waiver Authorization Choose an item. Notice of Termination (NOT) Choose an item. Site Conditions Total area (acres) with active soil disturbance (not requiring temporary or final stabilization) Total area (acres) with inactive soil disturbance (requiring temporary or final stabilization) Total area (acres) that has achieved temporary stabilization Total area (acres) that has achieved final stabilization Allowable disturbed area (acres) per NOI and/or five acre waiver Provide a general description of construction activities ongoing during inspection: Weather Conditions Choose an item. Temperature at time of inspection XX degrees F Soil conditions at time of inspection Choose an item. Description of Discharge Sediment Discharge Point/Surface Waters of Condition of Runoff Corrective Action(s) Noted the State Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Page 251 of 1174

Erosion and Sediment Control Deficiencies and Corrective Actions In the following table, provide marks in the appropriate columns to indicate the conditions of all erosion and sediment control practices at the site. Erosion & Sediment Control Functioning as Needs Repair or Not Installed Not Applicable Practice Designed Maintenance Properly Temporary Erosion & Sediment Control Practices General Site Conditions ☐ ☐ ☐ ☐ Stabilized Construction Access ☐ ☐ ☐ ☐ Silt Fence ☐ ☐ ☐ ☐ Inlet Protection Measures ☐ ☐ ☐ ☐ Soil Stockpiles ☐ ☐ ☐ ☐ Dust Control Measures ☐ ☐ ☐ ☐ Pavement Sweeping ☐ ☐ ☐ ☐ Temporary Stabilization ☐ ☐ ☐ ☐ Dewatering Operations ☐ ☐ ☐ ☐ Slope Protection Measures ☐ ☐ ☐ ☐ Temporary Parking Areas ☐ ☐ ☐ ☐ Concrete Washout ☐ ☐ ☐ ☐ Temporary Swales and Berms ☐ ☐ ☐ ☐ Stone Check Dams ☐ ☐ ☐ ☐ Sediment Traps/Basins ☐ ☐ ☐ ☐ Compost Filter Sock ☐ ☐ ☐ ☐ Temporary Stream Crossing ☐ ☐ ☐ ☐ Fiber Roll ☐ ☐ ☐ ☐ Water Bars ☐ ☐ ☐ ☐ Flow Diffusers ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Permanent Erosion & Sediment Control Practices Rock Outlet Protection ☐ ☐ ☐ ☐ Permanent Turf Reinforcement ☐ ☐ ☐ ☐ Permanent Stabilization ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Refer to the following page for deficiencies and corrective actions Page 252 of 1174

Corrective Actions For all erosion and sediment control practices identified in the above table as “needs repair or maintenance” or “not installed properly,” provide detailed corrective actions that are required. Date Date Deficiency Deficiency ESC Practice ID Deficiency and Corrective Action Deficiency First Corrected? Corrected Reported Choose an item. Click or Choose an Click or tap Choose an item. tap to Click or item. an Choose to enter Click a or tap Choose an item. enter tap to Click a or item. an Choose date. to enter Click a or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. date. to enter a date.a enter date. date. Page 253 of 1174

Stormwater Management Practices For all stormwater management practices proposed on the project, indicate the status of each practice at the time of inspection, any deficiencies (if applicable) and corresponding corrective actions. SMP Sign Deficiency and Corrective Deficiency Corrected Practice Status Installed Action (if Applicable) Date Action Date ID Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Page 254 of 1174

Deficiencies and Corrective Action Photo Log Deficiency Photo 1 Corrective Action Photo 1 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 2 Corrective Action Photo 2 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 3 Corrective Action Photo 3 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 255 of 1174

Deficiencies and Corrective Action Photo Log (continued) Deficiency Photo 4 Corrective Action Photo 4 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 5 Corrective Action Photo 5 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 6 Corrective Action Photo 6 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 256 of 1174

Disturbance / Photo Location Map Replace this page to include an 11x17 erosion control plan sketch to scale showing: 1. Areas with active soil disturbance activity 2. Areas with inactive soil disturbance activity 3. Areas that have achieved temporary stabilization 4. Areas that have achieved final stabilization 5. Photo locations for deficiencies 6. Photo locations for corrective actions 7. Location of erosion and sediment control practices installed Use Bluebeam template with standard colors to indicate limits Page 257 of 1174

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Appendix G: Post-construction inspections and maintenance Page 259 of 1174

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Bioretention Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Seed and mulch areas of bare soil to establish vegetation.  Bare soil, erosion  Fill in erosion areas with soil, compact, and seed and of the ground straw to establish vegetation. (rills washing out  If a rill or small channel is forming, try to redirect water the dirt) flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Page 1 of 8 Page 261 of 1174

BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  Piles of grass  Remove or cover piles of grass clippings, clippings, mulch, mulch, dirt, etc. dirt, salt, or other materials  Other:  Cover or properly dispose of materials; consult your  Open containers local solid waste authority for guidance on materials of oil, grease, that may be toxic or hazardous. paint, or other substances  Other: Page 2 of 8 Page 262 of 1174

BR Inlets Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Problem (Check if Present) Follow-Up Actions  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets,  Some or all of the inlets are eroding so that and it looks like there is too much water that is concentrating at these rills, gullies, and other erosion is present, or points. The inlet design may have to be modified. there is bare dirt that is washing into the Bioretention cell. Page 3 of 8 Page 263 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell .  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2- inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding;  Minor areas of sediment, grit, trash, or other see BR-4, Vegetation. debris are accumulating on the bottom. Page 4 of 8 Page 264 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more areas. than 3-inches deep and seems to be an issue with how water enters and  Source: Stormwater Maintenance, LLC. moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half  The bottom of the Bioretention cell is not flat, of the Bioretention surface area, and there seem to be elevation and the water pools at one end, along an differences of more than a couple of inches across the surface. edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that bioretention surface is intended to be flat. Check during or immediately after a rainstorm. Page 5 of 8 Page 265 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection.  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly. BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell , bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond  Vegetation requires regular maintenance—pulling your capabilities of time, expertise, or resources. If you are weeds, removing dead and diseased plants, replacing unsure of the health of the vegetation (e.g. salt damage, mulch around plants, adding plants to fill in areas that invasives, which plants are undesirable) or the appropriate are not well vegetated, etc. season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Page 6 of 8 Page 266 of 1174

BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  The original plants are likely not suited for the actual conditions within the Bioretention cell . If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist.  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated. BR Outlets Examine outlets that release water out of the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Erosion at outlet  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell .  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools.  Outlet obstructed with mulch, sediment, debris, trash, etc. Page 7 of 8 Page 267 of 1174

Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 8 of 8 Page 268 of 1174

Bioretention Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 1 of 4 Page 269 of 1174

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have bad soil media, try scraping off top 3 inches of media and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it  Condition 2: Standing water is widespread or covers entire surface cannot be resolved easily or is associated with the original design of the practice. Requires diagnosis and resolution of problem:  Clogged underdrain?  Filter fabric between soil media and underdrain stone?  Need to install underdrain if not present?  Level 3 inspection necessary  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media? Observed Condition: Vegetation is sparse or out of control  Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasives and/or dead plants  Vegetation deviates significantly from Will require some horticultural experience to restore vegetation to intended original planting plan; Bioretention has condition by weeding, pruning, removing plants, and adding new plants. been neglected and suffered from deferred maintenance.  Owner/responsible party does not know  Condition 2: Original design planting plan is unknown or cannot be how to maintain the practice. actualized A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include  Level 3 inspection necessary invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc. Observed Condition: Bioretention does not conform to original design plan in surface area or storage  Condition 1: Level 2 Inspection reveals that practice is too small based  More than a 25% departure from the on design dimension, does not have adequate storage (e.g., ponding approved plan in surface area, storage, or depth) based on the plan, and/or does not treat the drainage area runoff drainage area; sometimes less than this as indicated on the plan threshold at the discretion of the Level 2 inspector. Small areas of deviation can be corrected by the property owner or responsible party, but it is likely that a Qualified Professional will have to revisit the design and attempt a redesign that meets original objectives or that can be resubmitted to the municipality for approval.  Level 3 inspection necessary Page 2 of 4 Page 270 of 1174

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Severe erosion of filter bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified  Erosion (rills, gullies) is more than 12 Professional is warranted. inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water  Condition 2: Erosion of Bioretention filter bed but some sort of subsurface defect. This may manifest as a sinkhole or linear This is often caused by “preferential flow paths” through and along the depression and be associated with Bioretention surface. The source of flow should be analyzed and methods problems with the underdrain stone or pipe employed to dissipate energy and disperse the flow (e.g., check dams, rock or underlying soil. splash pads).  Condition 3: Erosion on side slopes  Level 3 inspection necessary Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment  Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep  More than 2 inches of accumulated Sediment source may be from a one-time or isolated event. Remove sediment cover 25% or more of the accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace Bioretention surface area. with clean material. Check drainage area for any ongoing sources of sediment.  “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down  Condition 2: Majority of the surface is caked with “hard pan” (thin layer of through the soil media. clogging material) or accumulated sediment that is 3-inches deep or more  New sources of sediment seem to be accumulating with each significant rainfall This can be caused by an improper construction sequence (drainage area not event. fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer  Level 3 inspection necessary (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur. Page 3 of 4 Page 271 of 1174

Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 4 of 4 Page 272 of 1174

Appendix e: Nysdec “deep-ripping and decompaction,” April 2008 Page 273 of 1174

Page 274 of 1174

New York State DEPARTMENT OF ENVIRONMENTAL CONSERVATION Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor Division of Water (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) Deep-Ripping and Decompaction April 2008 New York State Department of Environmental Conservation Page 275 of 1174

AlternativeȱStormwaterȱManagementȱ DeepȬRippingȱandȱDecompactionȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ Recommended Application of Practice Description Theȱobjective of Deep Ripping and The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the Decompaction is to effectively fracture soil material as a step in the cleanup and restoration/landscaping of a construction site, helps (vertically and laterallly) through the thickness mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the of the physically compressed subsoil material substantial increase in the bulk density of the soil material. (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help Deep Ripping and Decompaction are key factors which help in restoring soil pore space and reduce runoff. Together with topsoil stripping, permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land the “two-phase” practice of Deep Ripping and grading, the ongoing movement of construction equipment and the transport of building Decompaction first became established as a “best materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing management practice” through ongoing success of layers (horizons) of soil materials, compression of those materials and diminished soil on commercial farmlands affected by heavy Fig. 3. Construction site with significant porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical utility construction right-of-way projects compaction of the deep basal till subsoil drainage (rainfall infiltration), from the surface downward. (transmission pipelines and large power lines). extends 24 inches below this exposed cut- and-fill work surface. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration Soil permeability, soil drainage and cropland of a project. Soil in very moist to wet condition when compacted, will have severely reduced productivity were restored. For broader permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil construction application, the two-phase practice of Deep Ripping and Decompaction is best was stripped prior to construction access, and it remains stockpiled until the next phase – adapted to areas impacted with significant soil compaction, on contiguous open portions of large decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of construction sites and inside long, open construction corridors used as temporary access over the several series of incrementally deepening passes through the construction access corridor's duration of construction. Each mitigation area should have minimal above-and-below-ground densely compressed subsoil material. Figure 2 illustrates the approximate volumetric obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting composition of a loam surface soil when conditions are good for plant growth, with adequate implements. Conversely, the complete two-phase practice is not recommended in congested or natural pore space for fluctuating moisture conditions. obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: x Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures Fig. 1. A typical deep ripping phase of this practice, during the first in a series of Fig. 2. About 50% of the volume of undisturbed x Enhances direct groundwater recharge through greater dispersion across and through a progressively deeper “rips” through severely loam surface soil is pore space, when soil is in broader surface than afforded by some runoff-control structural measures compressed subsoil. good condition for plant growth. Brady, 2002. x Decreases runoff volume generated and provides hydrologic source control ȱ x May be planned for application in feasible open locations either alone or in 1 2 Page 276 of 1174

conjunction with plans for structural practices (e.g., subsurface drain line or lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- infiltration basin) serving the same or contiguous areas 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 x Promotes successful long-term revegetation by restoring soil permeability, drainage and lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed water holding capacity for healthy (rather than restricted) root-system development of for all rehabilitated soils. trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. 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 Feasibility/Limitations 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 The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping (soil moisture) for implementation; the space-related freedom of equipment/implement and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and maneuverability (noted above in Recommended Application of Practice), and by the proper fostering infiltration to a level equal to that of pre-disturbance. selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: 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 Soil subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added In the undisturbed condition, each identified soil type comprising a site is grouped into one of impact on infiltration; and structural runoff control practices rather than Deep Ripping and four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a Decompaction should be considered. 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 The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the of soil-water and a moderately high runoff potential influenced by soil texture and slope; while analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken soils in Group D have exceptionally slow into account. rates of infiltration and transmission of soil- water, and high runoff potential. 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 In Figure 4, the profile displays the practical. undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of Slope infiltration through the subsoil. The slow rate The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most of infiltration begins immediately below the practical on flat, gentle and moderate slopes. In some situations, such as but not limited to topsoil horizon (30 cm), due to the limited temporary construction access corridors, inclusion areas that are moderately steep along a project’s amount of macro pores, e.g.: natural subsoil otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited fractures, worm holes and root channels. instances of moderate steepness on other projects, however, the post-construction land use and the Infiltration after the construction-induced relative alignment of the potential ripping and decompaction work in relation to the lay of the mixing and compression of such subsoil slope should be reviewed for safety and practicality. In broad construction areas predominated by material is virtually absent; but can be moderately steep or steep slopes, the practice is generally not used. restored back to this natural level with the Fig. 4. Profile (in centimeters) displaying the Local Weather/Timing/Soil Moisture two-phase practice of deep ripping and infiltration test result of the natural undisturbed Effective fracturing of compressed subsoil material from the exposed work surface, laterally and decompaction, followed by the permanent horizons of a soil in Hydrologic Soil Group C. vertically down through the affected zone is achieved only when the soil material is moderately establishment of an appropriate, deep taproot dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 3 4 Page 277 of 1174

subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs is maintained. 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 The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty needed for a “rippable” soil condition not merely in the material close to the surface, but rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice throughout the material located down to the bottom of the physically compressed zone of the at the appropriate speed, depth and pattern(s) of movement. subsoil. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground The “poor man’s Atterberg field test” for soil cover, with deep rooting to help maintain the restored soil structure, should be developed in plasticity is a simple “hand-roll” method used advance. This may require the assistance of an agronomist or landscape horticulturist. for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep Implements ripping of subsoil; respreading of topsoil in a Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only friable state; and final decompaction (deep “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term subsoiling). Using a sample of soil material “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few obtained from the planned bottom depth of may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable ripping, e.g.: 20 - 24 inches below exposed and used for only lighter land-fitting (see Figure 6). 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 Fig. 5. Augered from a depth of 19 inches material before respreading on the site.) If the below the surface of the replaced topsoil, respective soil sample crumbles apart in this subsoil sample was hand rolled to a segments no greater than 3/8 of an inch long, by 1/8-inch diameter. The test shows the soil at the time it is rolled down to 1/8 inch diameter, it this site stretches out too far without is low enough in moisture for deep ripping (or crumbling; it indicates the material is in a topsoil replacement), and decompaction. plastic state of consistence, too wet for final Conversely, as shown in Figure 5, if the rolled decompaction (deep subsoiling) at this time. 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. Fig. 6. A light duty chisel implement, not Fig. 7. One of several variations of an adequate for either the deep ripping or agricultural ripper. This unit has long, rugged Design Guidance shanks mounted on a steel V-frame for deep, decompaction (deep subsoiling) phase. aggressive fracturing through Phase 1. 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: Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and fracturing it before the protected topsoil is reapplied on the site (see Figure 12); 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.) 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the ripping and decompacting the site, all construction activity, including construction equipment and subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and shattering” action up through the soil layers as it is pulled. 5 6 Page 278 of 1174

Pulling-Power of Equipment Depth and Patterns of Movement Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil decompacting a significantly impacted site: For both types of implement, have at least 40 hp of and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need tractor pull available for each mounted shank/ leg. 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 Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 deeper. In many situations, however, the tractor/implement operator must first remove the guide and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final wheels and other non essential elements from the implement. This adapts the ripper or the deep depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the legs, fracture the soil material 20-to-24 inches deep. deep subsoiler is applied from the beginning. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, The operating speed for pulling both types of e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a implement should not exceed 2 to 3 mph. At shovel to test the subsoil for its level of compaction, incrementally, every three inches of this slow and managed rate of operating speed, increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and maximum functional performance is sustained there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of by the tractor and the implement performing the compaction is determined. This is repeated at several representative locations of the construction soil fracturing. Referring to Figure 8, the site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then implement is the 6-leg version of the deep the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable angled-leg subsoiler. Its two outside legs are depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch “chained up” so that only four legs will be thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full engaged (at the maximum depth), requiring no operating depth. 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 Fig. 8. A deep, angled-leg subsoiler, ideal for unobstructed, former construction access area Phase 2 decompaction of after the topsoil layer simultaneously through 11 inches of replaced is graded on top of the ripped subsoil. 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 Fig. 10. An early pass with a 3-shank deep Fig. 11. A repeat run of the 3-shank ripper implements are attached to power graders and ripper penetrating only 8 inches into this along the same patterned pass area as Fig. 9; bulldozers. Although highly durable, they are worksite’s severely compressed subsoil. here, incrementally reaching 18 of the needed generally not recommended. Typically, the 22 inches of subsoil fracture. 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 Fig. 9. This medium tractor is pulling a 3- Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the vertical fracturing of the soil materials shank deep ripper. The severely compacted Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a necessary to restore soil permeability and construction access corridor is narrow, and the moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the infiltration. In addition, the power graders and 120 hp tractor is more maneuverable for Phase full depth of Decompation (subsoiling), from the beginning. bulldozers, as pullers, are far less maneuverable 1 deep ripping (subsoil fracturing), here. for turns and patterns than the tractor. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 7 8 Page 279 of 1174

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 Ɣ A second series of passes makes a broad “S” shaped pattern of rips, continually between each shank or leg. The staggered return pass ensures lateral and vertical fracturing and gradually alternating the “S” curves between opposite edges inside the actuated every 12 to 15 inches across the densely compressed soil mass. compacted corridor. Large, Unobstructed Areas Ɣ The third and final series again uses the broad, alternating S pattern, but it is For larger easy areas, use the standard patterns of movement: “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 Ɣ The first series (pattern) of passes is applied lengthwise, parallel with the longest skipped by the second series. spread of the site; gradually progressing across the site’s width, with each successive pass. Maintenance and Cost Ɣ The second series runs obliquely, crossing the first series at an angle of Once the two-phase practice of Deep Ripping and Decompation is completed, two items are about 45 degrees. 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 Ɣ The third series runs at right angle (or 90 degrees), to the first series to complete Figure 15); and keeping the site free of traffic or other weight loads. the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the may be optional, depending on how thoroughly the first two series loosen the proper seeding ratio of one or more perennial species with a deep taproot system and the proper material and eliminate large chunks/blocks of material as verified by tests with a ¾- amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final inch cone penetrometer.) 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. 13. The same deep, angled-leg subsoiler Fig. 12. Moderately dry topsoil is being shown in Fig. 7 is engaged at maximum replaced on the affected site now that Phase 1 depth for Phase 2, decompaction (deep deep ripping of the compressed subsoil is soiling), of the replaced topsoil and the upper Fig. 15. The same site as Fig. 14 after deep complete. Fig. 14. The severely compacted soil of a subsoil materials. ripping of the exposed subsoil, topsoil temporary construction yard used daily by replacement, decompaction through the heavy equipment for four months; shown topsoil and upper subsoil and final surface before deep ripping, topsoil replacement, and tillage and revegetation to maintain soil Corridors decompaction. permeability and infiltration. In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. Ɣ First, apply the same initial lengthwise, parallel series of passes described above. 9 10 Page 280 of 1174

The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic Resources 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 Publications:ȱ tractor and implement time that is required. In some instances, depending on open ȣȱAmericanȱȱSocietyȱofȱȱAgriculturalȱEngineers.ȱ1971.ȱȱCompactionȱofȱȱAgriculturalȱȱSoils.ȱȱASAE.ȱ maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In ȱ other situations of more severe compaction and - or less maneuverability, as little as one acre may ȣȱBrady,ȱN.C.,ȱandȱR.R.ȱWeil.ȱ2002.ȱȱTheȱȱNatureȱȱandȱȱPropertiesȱȱofȱȱSoils.ȱ13thȱed.ȱPearsonȱEducation,ȱInc.ȱ be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) ȱ Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. ȣȱBaver,ȱL.D.ȱ1948.ȱSoilȱPhysics.ȱJohnȱWileyȱ&ȱSons.ȱ ȱ Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net ȣȱCarpachi,ȱN.ȱ1987ȱ(1995ȱfifthȱprinting).ȱExcavationȱandȱGradingȱHandbook,ȱRevised.ȱȱ2ndȱed.ȱCraftsmanȱBookȱ cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase Companyȱ 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these ȣȱEllis,ȱB.ȱ(Editor).ȱ1997.ȱȱSafeȱ&ȱEasyȱLawnȱCare:ȱȱTheȱCompleteȱGuideȱtoȱOrganicȱLowȱMaintenanceȱLawn.ȱȱ figures do not include the cost of the separate practice of topsoil stripping and replacement). Due HoughtonȱMifflin.ȱ to the many variables, it must be recognized that cost will be determined by the specific conditions ȱ or constraints of the site and the availability of proper equipment. ȣȱ Harpstead,ȱ M.I.,ȱ T.J.ȱ Sauer,ȱ andȱ W.F.ȱ Bennett.ȱ 2001.ȱ ȱ Soilȱ Scienceȱ Simplified.ȱ 4thȱ ed.ȱ Iowaȱ Stateȱ Universityȱȱ Press.ȱ ȱ ȣȱ ȱ Magdoff,ȱ F.,ȱ ȱ andȱ ȱ H.ȱ vanȱ Es.ȱ ȱ 2000.ȱ ȱ Buildingȱ Soilsȱ ȱ forȱ ȱ Betterȱ Crops.ȱ 2ndȱ ed.ȱ Sustainableȱ Agriculturalȱ Networksȱ ȱ ȣȱȱMcCarthy,ȱD.F.ȱ1993.ȱEssentialsȱofȱSoilȱMechanicsȱandȱFoundations,ȱBasicȱGeotechnicsȱ4thȱed.ȱRegents/Prenticeȱ Hall.ȱ ȱ ȣȱȱȱȱȱȱPlaster,ȱE.J.ȱ1992.ȱSoilȱScienceȱ&ȱManagement.ȱ3rdȱed.ȱDelmarȱPublishers.ȱ ȱ ȣȱ ȱ ȱ Unionȱ Gasȱ Limited,ȱ Ontario,ȱ Canada.ȱ 1984.ȱ Rehabilitationȱ ofȱ Agriculturalȱ Lands,ȱ DawnȬKerwoodȱ ȱ Loopȱȱ Pipeline;ȱȱȱTechnicalȱȱȱReport.ȱȱȱEcologicalȱȱȱServicesȱȱforȱȱPlanning,ȱȱLtd.;ȱRobinson,ȱMerrittȱ&ȱDevries,ȱ Ltd.ȱandȱSmith,ȱHoffmanȱAssociates,ȱLtd.ȱ ȱ ȣȱȱȱUSȱDepartmentȱofȱAgricultureȱinȱcooperationȱwithȱCornellȱUniversityȱAgriculturalȱExperimentȱȱStation.ȱȱ Variousȱyears.ȱȱSoilȱȱSurveyȱofȱȱ(variousȱnames)ȱȱCounty,ȱȱNewȱYork.ȱUSDA.ȱ ȱ InternetȱAccess:ȱ ȣȱȱȱȱExamplesȱofȱimplements:ȱȱ ȱVȬRippers.ȱȱAccessȱbyȱȱinternetȱsearchȱofȱJohnȱDeereȱAgȱȬNewȱEquipmentȱȱȱforȱȱ915ȱȱ(largerȬframeȱmodel)ȱȱVȬ Rippe;ȱȱand,ȱȱȱforȱ913ȱȱ(smallerȬframeȱmodel)ȱVȬRipper.ȱȱDeep,ȱangledȬlegȱsubsoiler.ȱȱAccessȱȱbyȱȱinternetȱ searchȱȱof:ȱBighamȱȱBrothersȱShearȱBoltȱȱParatillȬSubsoiler.ȱ http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat LastȱvisitedȱMarchȱ08.ȱ ȱ ȣȱ Soilsȱ dataȱ ofȱ USDAȱ Naturalȱ Resourcesȱ Conservationȱ Service.ȱ NRCSȱ Webȱ Soilȱ Survey.ȱȱȱȱȱȱȱȱȱȱȱȱȱȱ http://websoilsurvey.nrcs.usda.gov/app/ȱȱȱandȱȱUSDAȬNRCSȱȱOfficialȱȱSoilȱȱSeriesȱDescriptions;ȱViewȱbyȱ Name.ȱhttp://ortho.ftw.nrcs.usda.gov/cgiȬbin/osd/osdname.cgiȱ.ȱLastȱvisitedȱJan.ȱ08.ȱ ȱ ȣȱȱSoilȱȱpenetrometerȱȱinformation.ȱȱAccessȱȱbyȱȱȱinternetȱȱsearchesȱȱof:ȱȱȱDiagnosingȱSoilȱCompactionȱȱȱusingȱȱaȱ Penetrometerȱ(soilȱcompactionȱtester),ȱPSUȱExtension;ȱȱasȱȱwellȱȱasȱDickeyȬjohnȱSoilȱCompactionȱTester.ȱ http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Lastȱ visitedȱSept.ȱ07ȱ 11 12 Page 281 of 1174

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Appendix f: Labella certifying professionals letter Page 283 of 1174

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February 21, 2025 RE: LaBella Certifying Professionals for NYSDEC SPDES GP-0-25-001 To Whom it May Concern: In accordance with the NYSDEC SPDES General Permit GP-0-25-001, Part VII.J.2, Kristopher Winkler, PE, a New York State Qualified Professional employed by LaBella Associates, is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), Notice of Intents (NOIs) and Notice of Terminations (NOTs). Respectfully submitted, LaBella Associates Timothy Webber Kristopher Winkler, PE Vice President, Civil Division Director Senior Civil Engineer Team Leader Page 285 of 1174

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July 27, 2026 Jeffery Schieber Code Enforcement Officer 1250 Union Road – Room 210 West Seneca, New York 14224 RE: 2544 Clinton Street – Home Leasing – West Seneca Apartments Planning Board Submission – Additional Items for Review Mr. Schieber: On behalf of Home Leasing, we offer the following responses, supplemental information and drawings based on the Site Plan Submission Review letter dated July 9th 2026. 1. Coordinate with the New York State Department of Environmental Conservation (NYSDEC) to determine whether any permits or approvals are required for the proposed work within or adjacent to the Buffalo Creek streambank. Response: Fieldwork for the wetland and stream delineation was performed on 7/22/2026. No wetlands were found on site, the delineation report is forthcoming. Top of Stream bank was also delineated and added to the plans (shown in red on C301 and C302). There is no work proposed below the Top of Bank, all proposed storm outlet pipes are above the delineation limits. 2. Provide documentation of NYSDEC's determination and obtain any required permits or approvals prior to Planning Board approval. Response: Wetland delineation report is forthcoming. Based on the outcome of the delineation, we do not anticipate that any permits related to the project’s proximity to the creek are required. A DEC SPDES permit will be obtained for the SWPPP. 3. Revise the stormwater calculations to account for the off-site drainage area that enters the property through the existing swale along the front of the site. Based on field observations, it appears that a significant upstream watershed, estimated to exceed five (5) acres, contributes runoff to the site's drainage system. Response: The additional 5-acres of off-site drainage have been added as a standalone drainage area to the stormwater calculations, SWPPP, and pipe sizing worksheet. The proposed diversion drainage swale accommodates the additional runoff without any sizing changes. The outlet pipe from the swale to Cayuga Creek has been increased to 15”. See revised pipe sizing calculations, C301 and C302. 4. The revised drainage analysis shall evaluate the impact of this contributing watershed on the proposed stormwater management facilities and include any necessary modifications to the design. Page 335 of 1174

Response: After including the additional 5-acres of off-site drainage, the stormwater calculations were updated accordingly. The compiled revised SWPPP in is included for review. An overview of the resulting revisions: • Updated redevelopment worksheet to include the additional 5-acres which increased the required WQv for the site (Appendix C). • Treatment for the additional water quality is achieved via a new bioretention area – “Bio – 1A” to treat drainage area PS-1A. (SWPPP narrative, Appendix C, Figure A-7, Sheets C301 and C401). • The total WQv and RRv for the site are achieved through 4 bioretention areas and 1 water quality unit (Appendix C). • HydroCAD – The pre-development and post-development models were updated to include the 5-acre off-site drainage area. Bio-1A was added to the post- development model. Per Town code the calculations were checked to ensure that the post-development 25-yr storm runoff is less than the pre-development 10-year storm (SWPPP narrative, Appendix D, Appendix E) • eNOI was updated to reflect the above mentioned SWPPP revisions (Appendix B) 5. The submitted photometric plan indicates minor increases in light levels on the adjacent parcel to the west. While these increases appear to be minimal and are expected to be mitigated by existing or proposed screening, the applicant should verify that the lighting design complies with applicable Town requirements. Response: Per Town Code Section 79-2 – The design meets listed code requirements. Existing vegetation will remain along the creek on the western side of the property to provide screening, should light spillage extend to the property line (center of creek). All lights fixtures will be downward facing and dark sky compliant. 6. Additional investigation of existing utilities is required. Updated information identifying the location, size, and status of existing utilities shall be provided and incorporated into the construction plans. Response: Additional fieldwork and site investigation to location the existing mansion utilities will be performed prior to issuance of the final construction documents. The project is proposing all new utility connections for property. Existing utility connections will abandoned and/or removed as directed by the Town staff. 7. Provide additional geotechnical investigation and supporting documentation to evaluate existing soil conditions and groundwater elevations. The investigation shall demonstrate that the proposed stormwater treatment practices and underground stormwater storage system are feasible and will function as intended given the potential for a high groundwater table. Response: Acknowledged, groundwater elevation testing will be completed to verify that the proposed stormwater practices have sufficient separation. Should the results 2 Page 336 of 1174

come back with a higher water table than expected, an impermeable liner will be installed in stormwater practices within that area(s). Attached with this submission are the following revised items: • C301 – Utility Plan • C302 - Utility Plan • C401 – Grading Plan • Compiled SWPPP – Revised July 2026 • Pipe Sizing Calculations – Revised July 2026 We look forward to presenting this project to the Planning Board on August 13th, 2026. If you have any questions or need any additional information, please feel free to contact me at 585-770-2525 or [email protected]. Respectfully submitted, LaBella Associates Shelby Vakiener Civil Engineer 3 Page 337 of 1174

NOT FOR CONSTRUCTION ST ± 75LF 12" SICPP @ 1.33% 599 2 ST MATCH TO INSET E STORM 0+95 300 Pearl Street, Suite 130 598 ST Buffalo, NY 14202 RIPRAP OUTLET 716-551-6281 CONTROL (TYP.) ST-4.0 599 24"X24" CB labellapc.com ST END SECTION 600 RIM=599.00 INV= 593.50 CLEANOUT 600 NE INV=594.51 SE INV=594.51 599 598 NW INV=594.51 W INV=594.51 600 ST C0 UD UD UD UD UD UD UD UD UD UD UD C NEW 2' WIDE .00% ST ± 63LF 6" PCPP @ 0.00% NEW 2' WIDE E STORM 0+00 HDP E@1 ST GRAVEL DIAPHRAGM 600.14 GRAVEL DIAPHRAGM LF 6" ± 57 ST C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg ST-4.1 ST ST NEW BIORETENTION ± 75LF 12" SICPP @ 1.33% 599 24"X24" CB C AREA #1 (± 375 SF) RIM=599.00 600 E INV=595.08 UD 600 SW INV=595.08 600 ST UD 2 599 UD ± 65LF 6" PCPP @ 0.00% UD ST EXP: EXP: UD NEW BIORETENTION N UD AREA #1A (± 160 SF) A STORM 0+00 CERTIFICATE OF AUTHORIZATION NUMBER: INSET 60 UD 2 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 UD C301 SCALE: 1"=20' GEOLOGICAL: 0021659 UD C NEW PRIVATE FIRE HYDRANT UD It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 FS UD ± 44LF 18" SICPP @ 0.89% Sec. 7307, for any person, unless acting under the direction of a licensed ST ST-3.4 24"X24" CB architect, professional engineer, or land surveyor, to alter an item in any UD C0 RIM=599.62 way. If an item bearing the seal of an architect, engineer, or land surveyor 2 SW INV=597.32 is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and ST ST FS date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates ST ST ± 66LF 8" HDPE @ 0.25% FS ± C 0 26LF 10" SICPP @ 1.00% 600 CLEANOUT ST SE INV=597.26 NEW 6" FIRE SERVICE 600 ST UD G 600 NEW PLAYGROUND UD (AFTER BACKFLOW ST UD UD PREVENTOR) HOME LEASING FS DRAIN @ 15 O.C. PROPOSED G 75 S CLINTON AVE SUITE 700, ST UD ROCHESTER, NEW YORK 14604 ST PLAYGROUND UD G UD UD FS UD ± 82LF 18" SICPP @ 0.89% UD UD ST UD G UD ST UD UD UD UD UD A STORM 1+00 UD G FS ST G FS ST G NEW BACKFLOW PREVENTOR (IN FS MECHANICAL ROOM) FOR COMBINED W W G SERVICE. DOMESTIC SERVICE WILL BE PROPOSED 595 ST METERED AFTER THE BACKFLOW. W G 3-STORY 596 CLEANOUT C± 0 26LF 8" SICPP @ 3.38% ST SE INV=596.51 597 BUILDING G W 598 ST ± 25,000 SF FOOTPRINT ± 27LF 18" SICPP @ 0.89% G CLEANOUT CLEANOUT BLDG INV= BLDG INV= CLEANOUT CLEANOUT FFE=600.75' WEST SENECA APARTMENTS A SANITARY 0+00 NW INV=593.50 SW INV=593.90 SW INV=595.75 SW INV=595.08 SW INV=592.75 SE INV=594.38 G NW INV=593.90 W NW INV=592.75 99 CLEANOUT SE INV=592.75 SE INV=593.90 C 2544 CLINTON ST, SE5 INV=594.00 ST-3.3 WEST SENECA, NY 14224 G ± 48LF 10" SICPP @ 1.00% C0 C0 24"X24" CB 600 C0 ± 93LF 10" SICPP @ 1.34% C0 C0 C0 ST ST ST ST ST ST ST ST ST ST SA ST ST ST ST ST ST ST ST RIM=599.74 ST ST ± 50LF 10" SICPP @ 1.51% ± 91LF 10" SICPP @ 1.04% ST 1 SW INV=595.86 W 60 G SA 600 CONNECT INTO CLEANOUT NE INV=595.96 ST B SA SA C0 EXISTING NW INV=594.85 ±22' 6" PVC SDR-21 @ 2.00% NITA ST SANITARY MAIN SA SAN CO G SAN CO ST A SANIT ±25' 6" PVC SDR-21 @ 1.00% RY 1 ARY 3+ SA TYP. 68 ±45' 6S"A TYP. C0 W ± 64LF 10" SICPP @ 1.25% C0 PVC SDSA SA ±12' 6" PVC SDR-21 @ 12.59% ST +56 600 A STORM 2+00 R-21 @SA SA ± 70LF 10" SICPP @ 1.00% G 2 .88% SA S SA SA SA SA SA SA SA SA SA SA SA SA SA C0 ±36' 6" PVC SDR-21 @ 1.00% SA SA SA SA SA SA SA SA SA SA SA SA ST SA SA SA SA SA SA SA SA A SANITARY 3+00 A SANITARY 2+00 ±242' 6" PVC SDR-21 @ 1.00% SAN 2 7/27/2026 PLANNING BOARD COMMENTS CO ± 104LF 18" SICPP @ 0.82% CLEANOUT ST INV=594.41 A SANITARY 1+00 SAN 1.0 4' DIA. SA RIM=593.62 TYP. SAN CO 1 06/23/2026 PLANNING BOARD COMMENTS G ST RIM=594.70 C0 WYE THRU NW INV=593.08 TYP. W NO: DATE: DESCRIPTION: NW INV=587.00 SE INV=593.08 SA ST SE INV=592.72 Revisions G E INV=593.08 ST S INV=593.99 595 SA ST ST-2.0 B:\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg 4' DIA. MH PROJECT NUMBER: G 596 W 2241067 ST RIM=599.29 SA ST 597 SE INV=593.10 ST-3.0 599 599 4' DIA. MH G W INV=593.20 DRAWN BY: ST ±123' 4" PVC SDR-21 @ 2.00% B SA 600 598 RIM=599.33 EMM / JBB SA NITA NW INV=593.00 REVIEWED BY: W B STORM 1+00 ST ± 5LF 18" SICPP @ 2.02% S INV=593.10 SRV / DPB G RY 1 B STORM 1+06 599 599 SA D D NE INV=593.20 ± 5LF 12" SICPP @ 2.01% 599 +00 M 4+00 ± ISSUED FOR: ± 51LF 12" SICPP @ 2.48% ST-1.1 A STOR 36 SITE PLAN APPROVAL G ST SA LF ST 59 4' DIA. MH 18 9 ST ± 31LF 18" SICPP @ 0.65% " SIC W ST-2.2 RIM=599.04 PP DATE: SA 24"X24" CB NW INV=590.30 @ ST G ST 599 4/20/2026 RIM=598.62 B STORM 0+00 SE INV=590.40 1.0 RIPRAP OUTLET 0 SE INV=594.77 SAN CO M 5+00 % A STOR ST ST ST SA C C CONTROL (TYP.) TYP. C ST ST ST ST ST ST C DRAWING NAME: G ST ST ST ST ST ST ST ST ST C0 D D ± 86LF 18" SICPP @ 1.56% A STORM 3+00 W A STORM 6+89 A STORM 6+00 ± 5LF 12" SICPP @ 2.01% ST-3.2 SA ± 122LF 12" SICPP @ 0.37% ST-2.1 ST-3.1 24"X24" CB END SECTION ± 9LF 12" SICPP @ 1.15% G 24"X24" CB 24"X24" CB RIM=598.47 INV= 589.75 ST-1.0 SA 599 RIM=598.87 RIM=598.89 NW INV=594.90 E INV=593.40 ADS BARRACUDA MAX S6 WQU N INV=593.46 NE INV=595.00 ADS STORMTECH CHAMBER W G NW INV=593.50 RIM=599.00 SE INV=593.56 599 NEW 6" COMBINED UTILITY PLAN SA E INV=590.20 SYSTEM SC-3500 WATER SERVICE NEW PRIVATE W INV=590.20 (120 CHAMBERS) FIRE HYDRANT G STONE INV=590.50 SA MATCH TO SHEET: C302 CHAMBER ELEVATION=591.25 W SA G FS 600 G DRAWING NUMBER: W SA ±12' 4" PVC SDR-21 @ 2.00% C0 G 600 UTILITY PLAN NOTES: 7/27/2026 8:57:03 AM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C301 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C301 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 338 of 1174

SA 599 RIM=598.87 RIM=598.89 NW INV=594.90 E INV=593.40 ADS BARRACUDA MAX S6 WQU N INV=593.46 24 NE INV=595.00 NOT FOR CONSTRUCTION ADS STORMTECH CHAMBER W G NW INV=593.50 RIM=599.00 SE INV=593.56 599 NEW 6" COMBINED SA E INV=590.20 SYSTEM SC-3500 WATER SERVICE NEW PRIVATE W INV=590.20 (120 CHAMBERS) FIRE HYDRANT G STONE INV=590.50 SA MATCH TO SHEET: C301 CHAMBER ELEVATION=591.25 W SA G 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 G 716-551-6281 W SA ±12' 4" PVC SDR-21 @ 2.00% C0 G SAN CO NEW 6" FIRE SERVICE 600 labellapc.com B SANITARY 0+00 FS TYP. (AFTER BACKFLOW G PREVENTOR) 598 W 599 598 599 BLDG INV= 599 DS NE INV=596.70 G C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg W G G W G EXP: EXP: G W CERTIFICATE OF AUTHORIZATION NUMBER: G DS PROFESSIONAL ENGINEERING: 0021272 NEW BACKFLOW PREVENTOR LAND SURVEYING: 0021271 598 G (IN MECHANICAL ROOM) FOR GEOLOGICAL: 0021659 W COMBINED SERVICE. 597 DOMESTIC SERVICE WILL BE 597 NEW 2' WIDE G 598 METERED AFTER THE GRAVEL DIAPHRAGM It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BACKFLOW. NEW BIORETENTION G Sec. 7307, for any person, unless acting under the direction of a licensed 600 W AREA #2 (± 370 SF) C0 architect, professional engineer, or land surveyor, to alter an item in any G UD way. If an item bearing the seal of an architect, engineer, or land surveyor ST-5.2 G is altered; the altering architect, engineer, or land surveyor shall affix to 24"X24" CB 599 UD W the item their seal and notation "altered by" followed by their signature and RIM=597.00 5 98 UD G 597 UD date of such alteration, and a specific description of the alteration. W INV=592.58 96.50 UD W E INV=592.58 559 6 UD G UD UD UD G © 2024 2026 LaBella Associates UD00 UD UD 0+ UD W 60 C ORM 5 9 6 .50 W 0 C ST 596 7 G ST 59 NEW 6" COMBINED 598 G ST W WATER SERVICE G ST W W W W W W W W W W W HOME LEASING T W G ST .49% 600 ST PP @0 G 75 S CLINTON AVE SUITE 700, SIC F 12" W ST-5.0 ST ± 134L G ROCHESTER, NEW YORK 14604 4' DIA. MH ST 00 G RIM=598.95 OR M 1+ NW INV=591.20 ST C ST W 598 G E INV=591.92 ST S INV=591.30 G W 59 597 T D ST 9 G 596 ST ±3 ST ST ST 0LF ST W G 6 C STORM 2+00 59 7 ST ST ST " SICPP @ 1.01 % 59 8 12" ST ST RIPRAP OUTLET ST ST ± 217LF 12 G 59 SIC 598 ST ST-5.1 ST 598 NEW 6" COMBINED W CONTROL (TYP.) C STORM 3+00 PP ST G ST NEW 2' WIDE 24"X24" CB WATER SERVICE ST @0 GRAVEL DIAPHRAGM 596 RIM=596.00 C STORM 3+70 G PROPOSED SWALE .93% N INV=591.58 W END SECTION 595 460 LF @ 1.0% UD UD UD C NW INV=591.58 G INV= 589.00 C0 UD UD UD UD UD BOTTOM WIDTH 1' MIN. UD 0.00% ± 66LF 6" PCPP @ UD UD UD G T UD W UD UD ± UD 27L UD F1 G 595 ST ES-5 2" ST SIC W SE INV=585.58 PP G NEW BIORETENTION @ 0.9 5% G C AREA #3 (± 700 SF) G 9 59 W ST-5.3 G 595.50 24"X24" CB 596 RIM=598.85 WEST SENECA APARTMENTS T NW INV=585.84 598 G 2544 CLINTON ST, 598 597 596 W 595 595 596 597 WEST SENECA, NY 14224 598 RIPRAP OUTLET G CONTROL (TYP.) ST ST ST ST ST ST ST ST ST ST ST C ST ST ST ST ST ST ST ST ST ST ST ST D ST ST ± 169LF 15" SICPP @ 1.48% ± 179LF 15" SICPP @ 0.98% D STORM 0+00 D STORM 3+00 D STORM 2+00 D STORM 1+00 D STORM 3+68 END SECTION W G 2 ST-6.0 ST-6.1 T INV= 587.50 4' DIA. MH 2 30"X30" CB RIM=598.30 RIM=594.35 598 G NW INV=590.00 NW INV=591.85 SE INV=590.10 W G 2 7/27/2026 PLANNING BOARD COMMENTS 1 06/23/2026 PLANNING BOARD COMMENTS G T NO: DATE: DESCRIPTION: W Revisions G B:\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg PROJECT NUMBER: 2241067 G W DRAWN BY: EMM / JBB REVIEWED BY: SRV / DPB ISSUED FOR: CONNECT TO EXISTING 6" SITE PLAN APPROVAL WATERMAIN WITH TS&V DATE: 4/20/2026 DRAWING NAME: UTILITY PLAN DRAWING NUMBER: UTILITY PLAN NOTES: 7/27/2026 8:56:39 AM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C302 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C302 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 339 of 1174

NOT FOR CONSTRUCTION 599 CONSTRUCTION SEQUENCE LOD LOD LOD LOD LOD LOD LOD LOD LOD 1. SUBMIT EROSION CONTROL MEASURES AND SEQUENCING 13. DEWATER EXCAVATIONS AS NECESSARY. PUMPED WATER FOR REVIEW AND APPROVAL BY THE QUALIFIED INSPECTOR. SHALL BE TREATED TO REMOVE SEDIMENT PRIOR TO DISCHARGE. 2. INSTALL STABILIZED CONSTRUCTION ENTRANCE. 14. RESTORE TO FINISHED GRADE AS TRENCH BACKFILLING LO 3. INSTALL CONSTRUCTION AREA AND STAGING AREA FENCING. PROGRESSES. MAINTAIN PROPER SITE DRAINAGE TO D 300 Pearl Street, Suite 130 598 D LO 4. INSTALL PERIMETER SEDIMENT CONTROLS PROTECT WORK AREA, ADJACENT PROPERTIES, SWALES, Buffalo, NY 14202 AND OTHER WATERCOURSES. 716-551-6281 5. PROTECT EXISTING VEGETATION AND OTHER 594.92 ST-4.0 ENVIRONMENTAL FEATURES TO BE PRESERVED WITH 15. BOX OUT AREAS FOR ROADS, PARKING AREAS, AND 599 24"X24" CB labellapc.com LOD ORANGE CONSTRUCTION FENCE OR TREE PROTECTION. BUILDING PADS. AS UTILITY REPLACEMENTS ARE D 600 LO CLEANOUT RIM=599.00 COMPLETE, PREPARE THE ROADWAY AND SIDEWALK 600 6. CLEAR AND GRUB TREES, BRUSH, SHRUBS, AND OTHER -9.21% SUBGRADE AS REQUIRED, INSTALL GEOTEXTILES, STONE SE INV=594.51 599 DEBRIS WITHIN DESIGNATED AREAS. AND CURBING. W INV=594.51 598 LOD 600 C0 UD UD UD UD UD UD UD UD UD UD UD 7. REMOVE AND PROPERLY DISPOSE OF ASPHALT AND C NEW 2' WIDE 16. INSTALL CONCRETE WASHOUT AREA. NO WET OR FRESH NEW 2' WIDE E STORM 0+00 CONCRETE PAVEMENT AND OTHER ITEMS DESIGNATED FOR GRAVEL DIAPHRAGM CONCRETE, WASHINGS FROM CONCRETE TRUCKS, MIXERS GRAVEL DIAPHRAGM LO LOD REMOVAL. OR OTHER DEVICES, OR CONCRETE LEACHATE SHALL BE D INSTALL AND MAINTAIN C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg ST-4.1 ALLOWED TO ESCAPE INTO ANY WATERS. TEMPORARY SILT SOCK NEW BIORETENTION 8. INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROLS 24"X24" CB C 600.05 600.32 AREA #1 (± 375 SF) ACCORDING TO PLAN. INSPECT, CLEAN, AND MAINTAIN RIM=599.00 600.05 600 17. POUR CONCRETE SIDEWALKS, GUTTERS, PADS, ETC. AS -1.56% EROSION CONTROL MEASURES AS NECESSARY AND AS UD SHOWN ON THE CONTRACT DOCUMENTS. -1.6 600 -1. ORDERED BY THE QUALIFIED INSPECTOR. SWEEP PUBLIC OR 600 1 LOD 5 1% UD 18. COMPLETE GRADING, REAPPLY TOPSOIL, INSTALL % PRIVATE ROADWAYS, DRIVES AND PARKING AREAS AS 600.50 LOD 599 NECESSARY TO MAINTAIN CLEAN FROM DEBRIS. RELOCATE PERMANENT SEEDING, FERTILIZER, AND MULCH. UD 600.25 600.55 AND RESET EROSION CONTROL MEASURES AND 19. COMPLETE FINAL PAVING. 600.52 -2 CONSTRUCTION FENCING AS REQUIRED TO COMPLETE UD .7 9% WORK. ALL APPROPRIATE EROSION AND SEDIMENT 20. CAPTURE, REMOVE, AND DISPOSE OF ACCUMULATED SILT 2 EXP: EXP: UD CONTROL MEASURES SHALL BE IN PLACE AND FUNCTIONAL OR SEDIMENT FROM SILT FENCE AND INLET PROTECTION. NEW BIORETENTION LOD BEFORE COMMENCEMENT OF CONSTRUCTION OF ANY UD 21. CLEAN THE SITE OF ALL INCIDENTAL CONSTRUCTION AREA #1A (± 160 SF) A STORM 0+00 SEGMENT OF THE PROJECT THAT REQUIRES SUCH LOD MATERIALS THAT ARE NOT INCORPORATED INTO THE WORK, CERTIFICATE OF AUTHORIZATION NUMBER: 60 UD MEASURES. 0 PROFESSIONAL ENGINEERING: 0021272 AND PROPERLY DISPOSE OFFSITE. 600.10 LAND SURVEYING: 0021271 9. STRIP AND STOCKPILE TOPSOIL AND GRADE SITE. PROVIDE UD 22. SEED, MULCH AND FERTILIZE TO ESTABLISH VEGETATION AT 600.50 GEOLOGICAL: 0021659 SILT FENCE SURROUNDING TOPSOIL STOCKPILES. DISTURBED AREAS NOT DESIGNATED FOR PAVEMENT OR UD C 10. INSTALL CHECK DAMS ALONG GRADED SWALES. OTHER SURFACES. WHERE SEED DOES NOT GERMINATE, OR LOD UD WHERE WASH OUT, EROSION, RUTTING OR OTHER DAMAGE 600.39 TC 600.10 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 LOD 11. STABILIZE DENUDED AREAS AND STOCKPILES WITHIN 14 599.89 BC OCCURS, REPAIR DAMAGE, RE-SEED AND RE-FERTILIZE AS UD DAYS OF LAST CONSTRUCTION ACTIVITY IN EACH AREA. ST-3.4 Sec. 7307, for any person, unless acting under the direction of a licensed NECESSARY TO ACHIEVE 80% GERMINATION OVER 100% OF 600.84 TC 24"X24" CB architect, professional engineer, or land surveyor, to alter an item in any 600.34 BC UD 12. INSTALL UTILITIES AND STORM SEWER. EXCESS MATERIALS THE SITE. C0 RIM=599.62 way. If an item bearing the seal of an architect, engineer, or land surveyor NOT BACKFILLED IN UTILITY TRENCHES SHALL BE REMOVED -1.58 is altered; the altering architect, engineer, or land surveyor shall affix to 23. REMOVE ALL TEMPORARY EROSION CONTROL PRACTICES D % LO FROM THE SITE OR SPOILED IN AREAS APPROVED BY THE the item their seal and notation "altered by" followed by their signature and UPON APPROVAL OF FINAL STABILIZATION BY THE QUALIFIED OWNER. EROSION CONTROL MEASURES ARE NOT REQUIRED date of such alteration, and a specific description of the alteration. INSPECTOR. LOD AROUND SOILS (EARTHEN MATERIALS) EXCAVATED, SIDE CAST AND BACKFILLED INTO THE TRENCH WITHIN THE SAME DAY. © 2024 2026 LaBella Associates D LO 600 C0 CLEANOUT SE INV=597.26 LOD INSTALL AND MAINTAIN 600 UD 600 TEMPORARY SILT FENCE D UD NEW PLAYGROUND LO DRAIN @ 15 O.C. UD UD HOME LEASING LOD PROPOSED 600.65 600.45 -1.5 8% 75 S CLINTON AVE SUITE 700, ANTICIPATED UD ROCHESTER, NEW YORK 14604 ±5.44 ACRES PLAYGROUND UD UD LOD UD DISTURBANCE D UD LO UD LOD LOD LOD UD UD UD UD UD UD LOD UD LOD UD 600.78 TC A STORM 1+00 UD 601.23 TC LOD 600.28 BC 600.73 BC LOD LOD INSTALL AND MAINTAIN LOD LOD TEMPORARY SILT FENCE TEMPORARY PROPOSED 595 SOIL STOCK PILE 3-STORY 596 CLEANOUT C0 SE INV=596.51 597 LOD LOD BUILDING -1.50% 598 ± 25,000 SF FOOTPRINT CLEANOUT CLEANOUT BLDG INV= BLDG INV= CLEANOUT CLEANOUT FFE=600.75' WEST SENECA APARTMENTS A SANITARY 0+00 NW INV=593.50 SW INV=593.90 SW INV=595.75 SW INV=595.08 SW INV=592.75 SE INV=594.38 LOD NW INV=593.90 LOD NW INV=592.75 600.92C TC 99 CLEANOUT SE INV=592.75 SE INV=593.90 600.42 BC 2544 CLINTON ST, SE5 INV=594.00 600.91 TC ST-3.3 600.41 BC WEST SENECA, NY 14224 C0 24"X24" CB 600 C0 C0 C0 C0 600.14 C0 RIM=599.74 1 60 600 LOD CLEANOUT B SA LOD C0 NW INV=594.85 600.98 TC 600.73 TC 600.67 TC 600.68 TC 600.79 TC 600.50 TC NITA SAN CO 600.17 BC 600.18 BC 600.29 BC 600.11 600.00 BC 599.09 HP 600.48 BC 600.23 BC SAN CO -1.7 -1.1 A SANIT 600.63 TC 600.63 TC RY 1 ARY 3+ TYP. 600.27 68 TYP. 600.13 BC 6% 2% C0 600.13 BC -1.17% C0 +56 600 A STORM 2+00 -1.14% S 600.63 TC C0 -1.7 600.13 BC % LOD A SANITARY 3+00 A SANITARY 2+00 SAN CO .96 2 7/27/2026 PLANNING BOARD COMMENTS CLEANOUT -1 2% A SANITARY 1+00 LOD SAN 1.0 4' DIA. RIM=593.62 TYP. SAN CO 1 06/23/2026 PLANNING BOARD COMMENTS 600.04 C0 599.87 RIM=594.70 WYE THRU NW INV=593.08 TYP. NO: DATE: DESCRIPTION: NW INV=587.00 SE INV=593.08 Revisions -1.98% SE INV=592.72 E INV=593.08 S INV=593.99 595 % LOD -1.6 B:\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C400 GRADING PLAN.dwg ST-2.0 -1.46 6% -1.29% 599.92 TC 600.13 TC 599.91 TC 599.59 TC PROJECT NUMBER: LOD 5 -1.2 4' DIA. MH 596 599.63 BC 599.41 BC % 599.42 BC 599.09 BC RIM=599.29 2241067 597 ST-3.0 599 599 599.49 TC 4' DIA. MH DRAWN BY: B SA 600 598 598.99 BC RIM=599.33 EMM / JBB NITA LOD B STORM 1+00 REVIEWED BY: SRV / DPB RY 1 B STORM 1+06 599 599 LOD D D 599 +00 M 4+00 ISSUED FOR: ST-1.1 A STOR SITE PLAN APPROVAL 59 4' DIA. MH 9 ST-2.2 RIM=599.04 % DATE: 56 24"X24" CB -1. 3% LOD 599 4/20/2026 8% RIM=598.62 598.89 -1.6 B STORM 0+00 -1.2 RIPRAP OUTLET M 5+00 LOD SAN CO A STOR C C CONTROL (TYP.) LOD LOD TYP. C C DRAWING NAME: 599.34 TC C0 599.72 TC 599.32 TC 599.05 TC LOD D D A STORM 3+00 -2 LOD 599.22 BC 598.82 BC 598.55 BC A STORM 6+00598.84 BC .1 A STORM 6+89 ST-3.2 599.16 2% ST-2.1 ST-3.1 24"X24" CB END SECTION 24"X24" CB 24"X24" CB RIM=598.47 INV= 589.75 % ST-1.0 599.48 TC 599 RIM=598.87 RIM=598.89 -1.58 598.98 BC ADS BARRACUDA MAX S6 WQU LOD RIM=599.00 ADS STORMTECH CHAMBER 599 GRADING, EROSION, AND % 599.48 599.62 SYSTEM SC-3500 LOD -1.58 -1.50% -1.50% (120 CHAMBERS) SEDIMENT CONTROL PLAN 8% 0% -1.6 9% MATCH TO SHEET: C402 -1.5 -1.5 % 599.80 599.84 -1.58 600.37 TC 600.45 TC 600.44 TC 600.11 TC 600.02 TC 599.80 TC LOD 599.98 TC 600.27 TC 599.77 BC 599.87 BC 599.95 BC 599.94 BC 599.61 BC 599.52 BC 599.30 BC 599.48 BC LOD 600 600.17 DRAWING NUMBER: 599.19 599.46 C0 600 7/27/2026 8:56:20 AM N GRADING NOTE 1 GRADING, EROSION, AND SEDIMENT CONTROL PLAN 0' 20' 40' 60' C401 1. A 5-ACRE WAIVER HAS NOT BEEN OBTAINED. CONTRACTOR SHALL NOT DISTURB GREATER THAN 5-ACRES WITHOUT WRITTEN C401 SCALE: 1" = 20' APPROVAL FROM ENGINEER, TOWN AND NYSDEC. Page 340 of 1174

Stormwater Pollution Prevention Plan Prepared for: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Submitted by: LaBella Associates 300 Pearl Street, Suite 130 Buffalo, NY 14202 (716) 551-6281 West Seneca Apartments Town of West Seneca, Erie County, New York Date: April 2026 Last revised: July 2026 Project No. 2241067 Page 341 of 1174

Page 342 of 1174

PREPARER OF THE SWPPP “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 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.” Name and Title1: Kristopher Winkler, PE Date: Issued: April 2026 1 This is a signature of a New York State licensed Professional Engineer employed by LaBella Associates that is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Refer to Appendix B for the SWPPP Preparer Certification Form, and Appendix I for the LaBella Certifying Professionals Letter. Page 343 of 1174

TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................................................... 1 1.1 Project Description ................................................................................................................... 1 1.2 Stormwater Pollution Controls................................................................................................. 2 2.0 SITE CHARACTERISTICS .................................................................................................................. 3 2.1 State Environmental Quality Review ....................................................................................... 3 2.2 Land Use and Topography ....................................................................................................... 3 2.3 Soils and Groundwater............................................................................................................. 3 2.4 Watershed Designation ........................................................................................................... 4 2.5 Receiving Water Bodies ........................................................................................................... 4 2.6 Aquifer Designation .................................................................................................................. 4 2.7 Wetlands ................................................................................................................................... 4 2.8 Flood Plains .............................................................................................................................. 4 2.9 Listed, Endangered, or Threatened Species .......................................................................... 5 2.10 Historic Places........................................................................................................................ 5 2.11 Rainfall Data........................................................................................................................... 5 2.12 Pre-development Watershed Conditions .............................................................................. 5 2.13 Post-development Watershed Conditions ............................................................................ 6 2.14 Description of Design Points ................................................................................................. 6 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 6 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 7 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv......................................................................................................................................... 8 3.4 STEP 4 – Calculate the Minimum RRv Required.................................................................... 9 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume.................... 9 3.6 STEP 6 - Apply Volume and Peak Rate Control .................................................................... 11 3.7 Climate Change Consideration .............................................................................................. 13 4.0 CONSTRUCTION SEQUENCE ......................................................................................................... 14 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ........................................................................... 14 5.1 Temporary Erosion and Sediment Control Measures .......................................................... 15 5.2 Permanent Erosion and Sediment Control Measures ......................................................... 17 5.3 Implementation Schedule for Erosion and Sediment Control Measures ........................... 17 Page 344 of 1174

5.4 Other Pollutant Controls......................................................................................................... 18 5.5 Construction Housekeeping Practices .................................................................................. 21 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING ....................................................................... 22 6.1 Inspection and Maintenance Requirements ........................................................................ 22 6.2 Reporting Requirements ........................................................................................................ 24 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES ........................................................................... 26 7.1 Owner’s/Operator's Responsibilities..................................................................................... 26 7.2 Owner’s/Operator’s Engineer’s Responsibilities.................................................................. 29 7.3 Contractor's Responsibilities ................................................................................................. 30 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 31 7.5 SWPPP Participants ............................................................................................................... 33 LIST OF TABLES Table 1: USDA Soil Data .............................................................................................................................. 3 Table 2: Project Site HSG Data ................................................................................................................... 3 Table 3: Rainfall Data .................................................................................................................................. 5 Table 4: Required WQv Treatment by Alternative Practice ....................................................................... 8 Table 5: WQv Required Summary ............................................................................................................... 8 Table 6: Summary of Standard SMPs with RRv Capacity being Applied .................................................. 9 Table 7: RRv Summary ................................................................................................................................ 9 Table 8: Summary of WQv Provided ......................................................................................................... 10 Table 9: Summary of Hydrodynamic Unit(s) ............................................................................................. 11 Table 10: Design Events ............................................................................................................................ 13 Table 11: CPv Summary ............................................................................................................................ 13 Table 12: Summary of Pre- and Post-Development Peak Discharge Rates ........................................... 13 Table 13: Implementation Schedule for Erosion and Sediment Control Measures .............................. 18 Table 14: Common Construction Pollutants ............................................................................................ 20 Page 345 of 1174

APPENDICES Appendix A: Figures • A-1: Site Location Map • A-2: Soils Map • A-3: Historic Places Screening Map • A-4: Environmental Resource Map • A-5: FEMA Firm Map • A-6: Pre-Development Watershed Delineation Map (Pocket) • A-7: Post-Development Watershed Delineation Map (Pocket) Appendix B: Forms • Notice of Intent (NOI) • MS4 SWPPP Acceptance Form • SWPPP Preparer Certification Form • Owner/Operator Certification Form • Contractor and Subcontractor Certification Forms • Notice of Termination (NOT) Appendix C: Project Evaluation and Design Calculations Appendix D: Pre-Development Stormwater Modeling Appendix E: Post-Development Stormwater Modeling Appendix F: SWPPP Inspection Report (Sample Form) Appendix G: Post-Construction Inspections and Maintenance Appendix H: NYSDEC “Deep-Ripping and Decompaction,” April 2008 Appendix I: LaBella Certifying Professionals Letter Appendix J: NYSDEC SPDES General Permit GP-0-25-001 Page 346 of 1174

1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for major activities associated with construction of a 75-unit affordable housing complex and related site work in the Town of West Seneca. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities enacted by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be executed, and permit coverage must be obtained prior to the commencement of construction activity. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity,” Permit No. GP-0-25-001, effective January 29, 2025 through January 28, 2030. The SWPPP and accompanying plans identify and detail stormwater management, pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans entitled “West Seneca Apartments” have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP. Therefore, this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the intended development with the purpose of: 1. Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of stormwater runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. The analysis and design completed and documented in this report is intended to be part of the application made for a multi-family residential redevelopment project with an increase in impervious area completed on behalf of the Owner/Operator. 1.1 Project Description Home Leasing is proposing redevelopment project with an increase in impervious area, to include: 75- unit affordable housing building, associated parking, sidewalks, and landscaping. The total project area of disturbance proposed is 5.44 acres. The project will disturb one (1) or more acres and as such, preparation of this SWPPP is required under GP-0-25-001. A Site Location Map has been provided in Appendix A, as Figure A-1. This type of project is included in Table 2 of Appendix B of GP-0-25-001; and the project site is not located in one of the watersheds listed in Appendix C of GP-0-25-001. Therefore, this SWPPP includes post-construction stormwater management practices, as well as erosion and sediment controls. project is located within the Town Of West Seneca regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). Therefore, an MS4 SWPPP Acceptance Form is required to accompany NOIs submitted to the NYSDEC. Stormwater Pollution Prevention Plan Page 1 2241067 Page 347 of 1174

Runoff from the project site will discharge to the Cayuga Creek, which is not included in the list of Section 303(d) water bodies included in Appendix D of GP-0-25-001. Project construction activities will consist primarily of site grading, paving, building construction, and the installation of storm drainage, water supply, sanitary sewer, and public utility infrastructure necessary to support the proposed redevelopment project with an increase in impervious area. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The stormwater pollution controls outlined herein have been designed and evaluated in accordance with the following standards and guidelines: • New York State Stormwater Management Design Manual, dated July 31, 2024 (Design Manual). • New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 (SSESC). • Town of West Seneca Town Code (2025-09-08) - Chapter 102A Stormwater Management and Erosion and Sediment Control Stormwater quality will be enhanced through the implementation of temporary and permanent erosion and sediment control measures, the proposed stormwater management practice(s), and other construction-phase pollution controls outlined herein. The proposed stormwater management approach consisting of pipes, open drainage ways, and on- site stormwater management practices will adequately collect, treat, and convey the stormwater runoff. Bioretentions and a water quality unit will be used to manage and treat stormwater runoff generated by the proposed redevelopment project with an increase in impervious area. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, 25-, and 100-year 24-hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased. The pollutant loading analysis indicates stormwater quality will be enhanced through the implementation of the proposed stormwater management practices outlined herein. The post-construction stormwater management practice(s) will be privately owned by Home Leasing. Deed restrictions will be in place, which require operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. Stormwater Pollution Prevention Plan Page 2 2241067 Page 348 of 1174

2.0 SITE CHARACTERISTICS 2.1 State Environmental Quality Review The construction activity is subject to State Environmental Quality Review (SEQR). The project is considered a Unlisted action. As such, SEQR coordination has been completed. Negative Declaration issued on 1/27/2025, amended on 2/9/2026. A copy of the SEQR documentation, in accordance with Part I.A.5. of GP-0-25-001, is provided in Appendix A, as Figure A-5 upon receipt. 2.2 Land Use and Topography The project site is located within the R-50 zoning district. Multiple-family dwellings is a permitted use subject to a special use permit within this district. Special Use Permit was obtained on 2/9/2026. The overall site is slightly sloping, with slopes ranging from 1 to 10 percent. Site elevations range from approximately 580 feet above mean sea level (MSL) to 600 feet MSL. The site generally slopes to the north and the west towards Cayuga Creek. 2.3 Soils and Groundwater The US Department of Agriculture (USDA) Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/) was used to obtain surficial soil conditions for the study area, as follows: Table 1: USDA Soil Data Depth to Depth to Hydrologic Erosion Map Symbol & Description Water Table Bedrock Soil Group Factor K (feet) (feet) Fu - Fluvaquents and Udifluvents, frequently A/D 0.17 0.50 >6.0 flooded GaA - Galen very fine sandy loam, 0 to 3 A/D 0.37 1.75 >6.0 percent slopes GaB - Galen very fine sandy loam, 3 to 8 A/D 0.37 1.75 >6.0 percent slopes Te – Teel silt loam B/D 0.37 1.75 >6.0 Upon review of the soil data presented in Table 1, the project site does not contain soils with a soil slope phase of D with a map unit name that inclusive of slopes greater than 25%, and does not contain soils with a soil slope phase of E or F. The project site is composed of HSG A soils, HSG B soils, and HSG D soils, as shown in the table below. For the purposes of this report, HSG X/D soils were modeled as HSG D soils to reflect the undrained condition. Table 2: Project Site HSG Data HSG A HSG B HSG C HSG D 0% 0% 0% 100% Stormwater Pollution Prevention Plan Page 3 2241067 Page 349 of 1174

The Soil Conservation Service defines the hydrologic soil groups as follows: • Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. • Type B Soils: Soils having a moderate infiltration rate when thoroughly wet and consisting mainly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately course textures. These soils have a moderate rate of water transmission. • Type D Soils: Soils having a very low infiltration rate and high runoff potential when thoroughly wet. These soils consist chiefly of clays that have high shrink-swell potential, soils that have a permanent high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very low rate of water transmission. The soils map for the study area is presented in Appendix A, as Figure A-2. 2.4 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001. 2.5 Receiving Water Bodies The nearest natural classified water course into which runoff from the project site will discharge is Cayuga Creek. Cayuga Creek is classified by NYSDEC as a Class C water course, and is not included in the Section 303(d) list of impaired waters found in Appendix D of GP-0-25-001. 2.6 Aquifer Designation The project site is not located over a US EPA designated Sole Source aquifer; nor is it located over a Primary or Principal aquifer listed in the NYSDEC Technical and Operational Guidance Series (TOGS) 2.1.3 (1980). 2.7 Wetlands A search on the NYSDEC Environmental Resource Mapper on April 16, 2026, and a review of GIS data, determined that there are no known regulated wetlands located on or in the vicinity of the project site. A wetland delineation is scheduled for Spring 2026 to field verify if there are any wetland on site. 2.8 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM), Town of West Seneca, New York. The project site lies within Flood Zone AE, areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood, and Flood Zone X, areas determined to be outside 500-year floodplain. No development is proposed to take place within the 100-year floodplain, therefore no floodplain development permit will be required. The FEMA Flood Map has been provided in Appendix A, as Figure A-5. Stormwater Pollution Prevention Plan Page 4 2241067 Page 350 of 1174

2.9 Listed, Endangered, or Threatened Species A search was performed on the NYSDEC Environmental Resource Mapper on April 16, 2026, and determined that the project site may contain threatened or endangered species, or critical habitat. An Environmental Resource Map has been provided in Appendix A, as Figure A-4. 2.10 Historic Places A search on the New York State Cultural Resource Information System (CRIS) database, performed on April 16, 2026, revealed the construction activity is located within an archeologically sensitive area A printout of the historic places screening map is presented in Appendix A, as Figure A-3. As such, NYSOPRHP coordination has been completed and a Phase 1 Archeological Survey was conducted on June 22, 2023 by archeologist. A copy of the NYSOPRHP documentation, in accordance with Part I.A.4. of GP-0-25-001, is provided in Appendix A, as Figure A-3A upon receipt. 2.11 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Cornell University online Extreme Precipitation in New York & New England website (http://precip.eas.cornell.edu/). A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics. Rainfall data specific to the portion of Erie County under consideration, for various 24-hour storm events, is presented in the following Table: Table 3: Rainfall Data Storm Event 24-Hour Rainfall Return Period (inches) 1-year 1.82 10-year 3.14 100-year 5.22 2.12 Pre-development Watershed Conditions The pre-development project site is covered predominantly by buildings, pavement, grass, and woods. Analysis of pre-development conditions considered existing drainage patterns, soil types, ground cover, and topography. The Pre-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-5. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix D. A summary of the pre-development watershed runoff rates at each Design Point is presented in Table 10. Subcatchment one is a 7.74± acre watershed consisting of grass, pavement, and multiple buildings. Runoff flows west overland via sheet and shallow concentrated flow toward Cayuga Creek west of the site. This subcatchment is tributary to Design Point (AP) 1. Subcatchment two is a 3.38± acre watershed consisting of grass and pavement. Runoff flows south overland via sheet and shallow concentrated flow toward a swale and catch basin at the southeast corner of the site. This subcatchment is tributary to Design Point (AP) 1. Stormwater Pollution Prevention Plan Page 5 2241067 Page 351 of 1174

Subcatchment three is a 5.00± acre watershed consisting of off-site drainage including a forresed area and grass. Runoff flows west overland via sheet and shallow concentrated flow toward a swale and catch basin at the southeast corner of the site. This subcatchment is tributary to Design Point (AP) 1 2.13 Post-development Watershed Conditions The post-development project site is covered predominantly by buildings, pavement, sidewalks, grass, and woods. The analysis of post-development conditions considered existing drainage patterns, soil types, ground cover to remain, planned site development, site grading, and stormwater management facilities proposed as part of site improvements. The Post-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-6. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix D. A summary of the post-development watershed runoff rates at each Design Point is presented in Table 11. There are numerous locations and methods for providing controls of off-site discharge of stormwater from the project site. Each has been designed to provide the above quantity controls by attenuating stormwater runoff and releasing runoff to off-site locations at a rate equal to or less than that which existed prior to development of the site. Each device is detailed on the accompanying plans. A Post- Development Watershed Delineation Map, with the tributary areas to each stormwater management practice proposed, has been provided in Appendix A, as Figure A-6. 2.14 Description of Design Points The study area consists of the 16.2 acre project site and 5.44 acre area of disturbance. The overall watershed was broken down into smaller watersheds, or subcatchments, to allow for analysis of runoff conditions at several locations throughout the study area. Each of these locations was defined as a Design Point (DP) in order to compare the effects resulting from stormwater management facilities proposed as part of the project. Descriptions of each of the selected Design Points are provided below. • Design Point 1: Off-site discharge to Cayuga Creek 3.0 STORMWATER MANAGEMENT PLANNING Chapter 3 of the Design Manual outlines a six-step planning process for site planning and selection of stormwater management practices that must be implemented for both new development and redevelopment projects. This process is intended to develop a design that maintains pre-construction hydrologic conditions through the application of environmentally sound development principles, as well as treatment and control of runoff discharges from the site. The following sections outline the step-by-step process and how it has been applied to this project. The goals of this Stormwater Management Plan are to analyze the peak rate of runoff under pre- and post-development conditions, to maintain the pre-development rate of runoff in order to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. Stormwater Pollution Prevention Plan Page 6 2241067 Page 352 of 1174

The Design Manual provides both water quality and water quantity objectives to be met by projects requiring a “Full SWPPP”. These objectives will be met by applying stormwater control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. 3.1 STEP 1 – Site Planning During the Site Planning process, the project site is evaluated for implementation of the green infrastructure planning measures identified in Table 3.1 of the Design Manual, in order to preserve natural resources and reduce impervious cover. Appendix C provides a description of each green infrastructure planning measure, along with a project specific evaluation. 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 3.2.1 NYSDEC Requirements for Water Quality Volume The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = [(P )(R V )(A )] 12 Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. 3.2.2 Methodology for Redevelopment Projects Chapter 9 of the Design Manual outlines alternative WQv treatment objectives for redevelopment projects. According to Section 9.2.1.B.IV, redevelopment activities can achieve the water quality treatment objective through a combination of impervious cover reduction, standard SMPs, and alternative SMPs that provide a weighted average of at least two of the above methods, calculated as shown below. In this case, 100% of any new increase in impervious area to a given design point must be treated by approved alternate SMPs, standard SMPs, or RR techniques. %ALT = [25-(% ICRED+ %SMP+ %RR)] x 3 Where: %ALT = Percent of redevelopment impervious area treated by alternative SMP(s) Stormwater Pollution Prevention Plan Page 7 2241067 Page 353 of 1174

%ICRED = Percent reduction in existing disturbed impervious area %SMP = Percent of redevelopment impervious area treated by standard SMP(s) %RR = Percent of redevelopment impervious area treated by runoff reduction techniques(s) This redevelopment project is proposing a combination of WQv treatment by standard practice(s) and alternative practice(s) as shown in the following tables: Table 4: Required WQv Treatment by Alternative Practice WQv Treatment by Impervious Cover WQv Treatment by Runoff Reduction Alternative Practice Reduction (IC) Standard Practice % Area (ac) % Area (ac) % Area (ac) % Area (ac) 55% 2.28 0 0 45% 1.86 0 0 Table 5: WQv Required Summary P (inches) A (ac) I (ac) Rv WQv Required 1.00 16.62 3.01 0.29 10,567 cf 0.24 AF The Water Quality Volume equation has been applied to the drainage area tributary to each of the stormwater quality practices proposed for this project. The practices have been sized to accommodate the Water Quality Volume, as per the performance criteria presented in Chapter 6 and/or Chapter 9 of the Design Manual. Water quality volume calculations for each of the proposed practices are presented in Appendix C. 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. 3.3.1 NYSDEC Requirements for Redevelopment Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project. The need to provide RRv shall be considered separately for each design point. For design points with a net increase in impervious area, RRv is required for the increase in impervious area only.” As such, bioretentions and a water quality unit have been applied to the project to meet the WQv objective for the redevelopment activity of the project. The increase in impervious cover will be treated as new development and both the WQv criteria and RRv criteria are met. Stormwater Pollution Prevention Plan Page 8 2241067 Page 354 of 1174

3.3.2 3.3.2 Application of Standard Stormwater Management Practices (SMPs) with RRv Capacity The following Table demonstrates a summary of the standard SMP(s) with RRv capacity that have been incorporated into the stormwater management plan for this project. The standard SMP(s) with RRv capacity have been designed in accordance with Chapter 6 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. Table 6: Summary of Standard SMPs with RRv Capacity being Applied WQv Pretreatment Standard Pretreatment WQv Reduced WQv Total WQv Design Volume RRv SMP with Volume Required /RRv Treated1 Provided2 Variant Required Capacity RRv Capacity Provided (CF) (CF) Provided (CF) (CF) (% of WQv) (CF) Filtration F-5 25 875 40% 3,499 1,500 1,999 3,499 Bioretention Footnotes: 1WQv Treated = WQV Required - RRv Provided 2Total WQv Provided = WQV Treated + RRv Provided 3.3.3 RRv Performance Summary A summary of the RRv provided is presented in the following table: Table 7: RRv Summary RRv Provided % RRv Provided/ WQv Required (CF) WQv Reduced (CF) WQv Reduced 10,567 1,500 >100% As indicated in the above table, the RRv provided is greater than the RRv required for the project site. As such, the RRv criteria has been met and the designer can proceed to Step 6. 3.4 STEP 4 – Calculate the Minimum RRv Required As indicated above, Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project.” 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume If the entire Water Quality Volume is not treated through implementation of RR techniques and standard SMPs with RRv capacity, then the design must achieve the remaining WQv through the standard SMPs listed in Table 3.3 of the Design Manual or the Alternative Practices outlined in Section 9.4 of the Design Manual. Stormwater Pollution Prevention Plan Page 9 2241067 Page 355 of 1174

Table 8: Summary of WQv Provided Step 5 Step 3 Reduced WQv to be Step 2 WQv Reduction by Treated by Standard WQv Required (CF) Standard SMPs w/ RRv SMPs or Alternative Capacity (CF)1 Practices (CF)2 10,567 3,499 7,144 Footnotes: 1Step 3: WQv Reduction = RRv Provided + WQv Treated by Standard SMP with RRv Capacity 2Step 5: Reduced WQv to be Treated = WQv Required – WQv Reduced Based upon the results listed in the above Table, the entire WQv has not been treated by application of RR techniques and standard SMPs with RRv capacity. As such, the standard SMPs or the Alternative Practices (without RRv capacity) described in the following sections, have been incorporated into the stormwater management plan for this project, to meet the WQv objective. Practice-specific calculations are presented in Appendix C. 3.5.1 Underground Stormwater Detention System Underground stormwater detention systems store and detain stormwater runoff in order to meet water quantity control requirements. Stormwater is stored in subsurface vaults and/or a system of large diameter interconnected storage pipes. Stored water is then released at rates designed to reduce peak run-off flows during post-development storms. Underground stormwater storage provides minimal stormwater quality benefits, but can be an effective component of a development’s overall stormwater management plan. 3.5.2 Hydrodynamic Separators Hydrodynamic separators accelerate the separation of floating and settling pollutants from stormwater through the use of a vortex. These pre-fabricated devices come in the form of an underground manhole or vault. The devices have no moving parts and are typically fabricated from concrete and marine grade aluminum. During operation, stormwater runoff enters the unit tangentially to promote a gentle swirling motion in a treatment chamber. As stormwater circles within the chamber, settable solids fall into a sump and are retained. Buoyant debris, oil, and grease rise to the surface and are separated from the water as it flows under a baffle wall. Finally, treated water exits the treatment chamber through a flow control orifice located behind the baffle wall. During low-flow conditions all runoff is diverted into the treatment chamber by a flow partition. At higher flow rates, a portion of the runoff spills over the flow partition and is diverted around the treatment chamber to prevent re-suspension and washout of previously trapped pollutants. Water that spills over the partition flows into a head equalization chamber above the treatment chamber outlet. As the head equalization chamber fills, the head differential driving flow through the treatment chamber collapses. The result is that flow rates in the treatment chamber remain relatively constant even as total flow rates increase substantially. This configuration further reduces the potential for re-suspension or washout. Stormwater Pollution Prevention Plan Page 10 2241067 Page 356 of 1174

According to Chapter 9 of the Design Manual, hydrodynamic separators of the type proposed for this project have been approved for use as a pretreatment system in new and redevelopment projects or as a primary treatment system on redevelopment projects. According to Chapter 9 of the Design Manual, membrane filtration, of the type proposed for this project, has been approved for use as a primary treatment system on redevelopment projects. The following Table summarizes both the Water Quality Volume requirements and the treatment volumes provided. Table 9: Summary of Hydrodynamic Unit(s) SWM NYSDEC Required WQv Approved Manufactured Product Name Required Practice Design Flow Rate Treatment Flow Rate and WQv (CF) ID Variant (CFS) (MTFR) (CFS) Manufacturer ADS Barracuda HYD-1 ALT 7,144 2.08 3.08 Max S6 3.6 STEP 6 - Apply Volume and Peak Rate Control This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 3.6.1 NYSDEC Requirements for New Development Chapter 4 of the Design Manual requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24- hour storm event. The Manual defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each Design Point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each Design Point, the post- development 100-year 24-hour peak discharge rate does not exceed the corresponding pre- development rate. Stormwater Pollution Prevention Plan Page 11 2241067 Page 357 of 1174

3.6.2 Methodology In order to demonstrate that the NYSDEC detention requirements are being met, the Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Subcatchments, reaches, and ponds are represented by hexagons, squares, and triangles, respectively, on the watershed routing diagrams provided with the computations included in Appendix D and Appendix E. The analysis of hydrologic and hydraulic conditions and proposed stormwater management facilities, servicing the study area, was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the watershed into subcatchments was dictated by watershed conditions, methods of collection, conveyance, and points of discharge. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management practices were designed and evaluated in accordance with the Design Manual and local regulatory requirements. A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics for various 24-hour storm events identified in the following Table. Stormwater Pollution Prevention Plan Page 12 2241067 Page 358 of 1174

Table 10: Design Events Facility 24-hour Storm Event Storm Sewer 10-year 1-year Stormwater Management Practice(s) 10-year 100-year Flood Conditions 100-year 3.6.3 Performance Summary A comparison of the total required and provided CPv for the 1-year 24-hour storm event is shown in the following table: Table 11: CPv Summary Design Point Required CPv Provided CPv (DP) (af) (af) 1 0.20 0.36 A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated herein. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix D and Appendix E, respectively. The following Table summarizes the results of this analysis. Table 12: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Design 1-year 24-hour 10-year 24-hour 25-year 24-hour 100-year 24-hour storm Point storm event storm event storm event event (DP) Pre Post Pre Post Pre Post Pre Post 1 5.58 2.94 17.02 9.76 NA 16.38 39.07 31.21 3.7 Climate Change Consideration This report presents the consideration for future physical risks due to climate change, in accordance with Part III.A.2 of the permit. Overall site planning, control measures and practices, conveyance systems and detention systems were evaluated against the seven (7) physical risks identified by NYSDEC due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR 490, and associated guidance. Appendix C provides a description of each consideration, specific to the project. Stormwater Pollution Prevention Plan Page 13 2241067 Page 359 of 1174

4.0 CONSTRUCTION SEQUENCE This project has not received written approval from the Town of West Seneca allowing the disturbance of more than five acres of land at any one time. Therefore, if the Contractor’s construction sequence requires the disturbance of more than five acres at any one time, written approval must be obtained from written approval from the Town of West Seneca prior to disturbing more than five acres at once. The “Erosion and Sediment Control Plan” and the “Erosion and Sediment Control Plan Prior to Construction” in the accompanying drawings and waiver request identifies the major construction activities that are the subject of this SWPPP. The order (or sequence) in which the major activities are expected to begin is presented on the accompanying drawings, though each activity will not necessarily be completed before the next begins. In addition, these activities could occur in a different order if necessary to maintain adequate erosion and sediment control. If this is the case, the contractor shall notify the Owner’s/Operator’s Engineer overseeing the implementation of the SWPPP. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. In accordance with Part III.B.c.iv. a phasing plan for the project and sequencing plans for all phases have been provided. The plans address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, and any other construction activity at the site that will result in soil disturbance. Refer to the plans for further information on the project phasing and sequencing. 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: • NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-25-001 (effective January 29, 2025 through January 28, 2030) • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. These documents include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary and permanent erosion and sediment control measures that shall be applied during construction generally include: Stormwater Pollution Prevention Plan Page 14 2241067 Page 360 of 1174

1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges. 2. Preservation of existing vegetation to the greatest extent practical. Following the completion of construction activities in any portion of the site, permanent vegetation shall be established on all exposed soils. 3. Site preparation activities to minimize the area and duration of soil disruption. 4. Establishment of permanent traffic corridors to ensure that “routes of convenience” are avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.1.1 Stabilized Construction Access Prior to construction, stabilized construction access(es) will be installed, per accompanying plans, to reduce the tracking of sediment onto public roadways. Construction traffic must enter and exit the site at the stabilized construction access(es). The intent is to trap dust and mud that would otherwise be carried off-site by construction traffic. The access(es) shall be maintained in a condition, which will control tracking of sediment onto public rights-of-way or streets. When necessary, additional aggregate will be placed atop the filter fabric to assure the minimum thickness is maintained. All sediment and/or soil spilled, dropped, or washed onto public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on-site. Dust control must be provided by the Contractor(s) to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage, water bodies and/or courses, and will be properly protected from erosion by a surrounding silt fence barrier. 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric (or silt fence) will be established downgradient of all disturbed areas. These barriers may extend into non-impact areas to provide adequate protection of adjacent lands. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s). Maintenance of the fence will be performed as needed. Stormwater Pollution Prevention Plan Page 15 2241067 Page 361 of 1174

5.1.5 Temporary Seeding For areas undergoing clearing, grading, and disturbance as part of construction activities, where work has temporarily ceased, temporary soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has temporarily ceased. 5.1.6 Manufactured Insert Inlet Protection Install insert inlet protection beneath the grate of all catch basins, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace insert as necessary to ensure proper function. 5.1.7 Filter Fabric Drop Inlet Protection Install filter fabric or silt fence with wooden stakes at the perimeter of existing or proposed catch basins located in lawn areas, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace fabric as necessary to ensure proper function. 5.1.8 Erosion Control Blanket Erosion control blankets shall be installed in accordance with manufacturer’s requirements on all slopes exceeding 3:1. Erosion control blankets provide temporary erosion protection, rapid vegetative establishment, and long-term erosion resistance to shear stresses generated by high runoff flow velocities associated with steep slopes. 5.1.9 Stone Check Dams Stone check dams will be installed within drainage ditches to reduce the velocity of stormwater runoff, promote settling of sediment, and reduce sediment transport off-site. Sediment accumulated behind the stone check dam will be removed as needed to maintain flow through the stone check dam and prevent large flows from carrying sediment over or around the dam. Stones shall be replaced as needed to maintain the design cross section of the structures. 5.1.10 Temporary Sediment Trap Temporary sediment traps shall be constructed to intercept sediment-laden runoff, reduce the amount of sediment leaving the disturbed areas, and protect drainage ways, properties, and rights-of-way. Accumulated sediment shall be removed from the trap when it reaches no greater than 50 percent of the design capacity. Sediment shall not be placed downstream from the embankment, adjacent to a stream, or floodplain. Temporary sediment traps depicted on the accompanying plans have been designed to provide 3,600 CF of storage per acre of tributary watershed. 5.1.11 Temporary Diversion Swales Temporary diversion swales shall be used to divert off-site runoff around the construction site and divert runoff from stabilized areas around disturbed areas. 5.1.12 Dewatering Operations Dewatering will be used to intercept sediment-laden stormwater or pumped groundwater and allow it to settle out of the pumped discharge prior to being discharged from the site. Water from dewatering Stormwater Pollution Prevention Plan Page 16 2241067 Page 362 of 1174

operations shall be treated to eliminate the discharge of sediment and other pollutants. Water resulting from dewatering operations shall be directed to temporary sediment traps or dewatering devices. Temporary sediment traps and dewatering bags will be provided, installed, and maintained at downgradient locations to control sediment deposits to downstream surfaces. 5.1.13 Fiber Roll Prior to the initiation of and during construction activities, fiber rolls (12” minimum diameter) will be established downgradient of all disturbed areas to reduce sheet flow on slopes. These rolls may extend into non-impact areas to provide adequate protection of adjacent lands. Spacing will conform to NYSDEC specification for straw bale dike. Clearing and grubbing will be performed only as necessary for the installation of the fiber rolls. To facilitate effectiveness, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s) and maintenance will be performed as needed. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. Permanent soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has permanently ceased. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 5.2.2 Rock Outlet Protection Rock outlet protection shall be installed at the locations as indicated and detailed on the accompanying plans. The installation of rock outlet protection will reduce the velocity and energy of water, such that the flow will not erode downstream surfaces. 5.3 Implementation Schedule for Erosion and Sediment Control Measures Proper implementation of the outlined erosion and sediment control measures is critical to minimizing soil erosion and controlling off-site sediment transport during construction, as well as controlling the quality and quantity of stormwater runoff from the developed site after construction. The following table outlines the implementation schedule for initial placement of these measures, and the duration for which they should remain in place. Stormwater Pollution Prevention Plan Page 17 2241067 Page 363 of 1174

Table 13: Implementation Schedule for Erosion and Sediment Control Measures Erosion and Sediment Initial Placement Duration to Remain In-Place Control Measure Stabilized Construction Access Upon mobilizing to site Until construction is complete Dust Control As needed As needed Upon delivery of materials to the Until materials have been placed Temporary Soil Stockpile site or excavation of on-site or removed from the site materials for reuse Prior to upgradient soil Until upgradient area has achieved Silt Fencing disturbance permanent stabilization Apply to any disturbed soil that will Apply additional seed as needed Temporary Seeding remain exposed for more than 14 for temporary stabilization days Existing structures: prior to Manufactured Insert Inlet upgradient soil disturbance Until upgradient area has achieved Protection New structures: upon installation permanent stabilization of structure/grate Upon completion of slope grading Prior to final grading, or kept in Erosion Control Blanket operations place permanently Existing swales: upon completion of swale reshaping Stone Check Dams Permanent New swales: upon completion of swale excavation As needed during grading Until final grading of tributary area Temporary Sediment Trap operations is complete Until permanent drainage methods As needed to divert flow around are established (i.e. closed storm Temporary Diversion Swales work area sewer, open conveyance swales, etc.) Until excavation/backfilling is Dewatering Operations As needed during excavation complete Prior to upgradient soil Until upgradient area has achieved Fiber Roll disturbance permanent stabilization Permanent, apply additional seed Establishment of Permanent As soon as possible after as needed to achieve 80% Vegetation completion of final grading minimum uniform coverage During installation of tributary Rock Outlet Protection Permanent culverts/pipes 5.4 Other Pollutant Controls Part I.C.1 of GP-0-25-001 prohibits discharges from construction material wastewater, pollutants used in vehicle and equipment operation and maintenance, vehicle and equipment washing and toxic or hazardous substances. Stormwater Pollution Prevention Plan Page 18 2241067 Page 364 of 1174

The following table identifies materials and/or chemicals commonly used and/or stored on construction sites and should be addressed in the site-specific spill prevention and response plan: Stormwater Pollution Prevention Plan Page 19 2241067 Page 365 of 1174

Table 14: Common Construction Pollutants Material/Chemical Physical Description Stormwater Pollutants Location* Pesticides Various colored to Chlorinated Herbicides used for (insecticides, colorless liquid, hydrocarbons, noxious weed control fungicides, powder, pellets, or organophosphates, herbicides, grains carbamates, arsenic rodenticides) Fertilizer Liquid or solid grains Nitrogen, phosphorous Newly seeded areas Cleaning solvents Colorless, blue, or Perchloroethylene, No equipment cleaning yellow-green liquid methylene chloride, allowed in project limits trichloroethylene, petroleum distillates Asphalt Black solid Oil, petroleum distillates Streets and roofing Concrete White solid/grey liquid Limestone, sand, pH, Curb and gutter, building chromium construction Curing compounds Creamy white liquid Naphtha Curb and gutter Hydraulic oil/fluids Brown oily petroleum Mineral oil Leaks or broken hoses hydrocarbon from equipment Gasoline Colorless, pale brown Benzene, ethyl benzene, Secondary containment / or pink petroleum toluene, xylene, MTBE staging area hydrocarbon Diesel Fuel Clear, blue-green to Petroleum distillate, oil & Secondary containment / yellow liquid grease, naphthalene, staging area xylenes Kerosene Pale yellow liquid Coal oil, petroleum Secondary containment / petroleum distillates staging area hydrocarbon Antifreeze/coolant Clear green/yellow Ethylene glycol, propylene Leaks or broken hoses liquid glycol, heavy metals from equipment (copper, lead, zinc) Sanitary toilets Various colored liquid Bacteria, parasites, and Staging area viruses Construction materials Granular fill Various colored solids Sediment Stockpile / fill areas Subbase course Gray/brown solid Sediment, dust Stockpile Topsoil Brown solid Sediment Stockpile Mulch Various colored solid Sediment, debris Staging area Seed Brown/yellow solid Nutrients, debris Staging area HDPE Storm Pipe Black solid Staging area SDR-35, SDR-21 Various colored solid Staging area PVC Pipe Metals Frames and Gray solid Staging area Grates Joint Sealant Light gray viscous Polyurethane Staging area solid *(Area where material/chemical is used on-site) Stormwater Pollution Prevention Plan Page 20 2241067 Page 366 of 1174

5.5 Construction Housekeeping Practices During the construction phase, the Contractor(s) will implement the following measures: 5.5.1 Sediment Sweeping/Vacuuming Any sediment that is tracked by construction vehicles or erosion onto adjacent public or private impervious surfaces must be swept or vacuumed, utilizing self-propelled and/or walk-behind equipment, and removed on a daily basis. Kick brooms and sweeper attachments are not an acceptable means of sweeping. Sweeping or vacuuming should not take place while tracked sediment is wet. If tracked sediment is compacted, the sediment must be scraped loose prior to sweeping or vacuuming. 5.5.2 Material Stockpiles Material resulting from clearing and grubbing operations that will be stockpiled on-site, must be adequately protected with downgradient erosion and sediment controls. 5.5.3 Equipment Cleaning and Maintenance The Contractor(s) will designate areas for equipment cleaning, maintenance, and repair. The Contractor(s) and subcontractor(s) will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.5.4 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.5.5 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed, for the pollutants identified in Section 5.3, for the site by the Contractor(s) that addresses the following: 1. Reducing chance of spills 2. Stopping the source of spills 3. Containing and cleaning up spills 4. Disposing of materials contaminated by spills 5. Training personnel responsible for spill prevention/response 6. Material handling procedures 7. Material storage requirements The plan shall detail the steps required in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for all materials to be stored on-site. All workers on- site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. 5.5.6 Concrete Washout Areas A temporary concrete washout area shall be provided for every project where concrete will be poured or otherwise formed on-site and shall consist of an excavated or above-ground lined construction pit Stormwater Pollution Prevention Plan Page 21 2241067 Page 367 of 1174

where concrete trucks or equipment can be washed out after their loads have been discharged. Waste generated from concrete wash water that shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper signage shall be placed adjacent to the facility to designate the “Concrete Washout Area”. Locate the facility a minimum of 100-feet from drainage swales, storm drain inlets, wetlands, streams, and other surface waters. Prevent surface water from entering the washout area. The hardened residue from the concrete wash areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the washout area shall include removal of hardened material when 75% of the storage capacity is filled, and a minimum freeboard of 12 inches shall be maintained. The Contractor will be responsible for seeing that these procedures are followed. The project may require the use of multiple concrete washout areas based on the frequency of concrete pours. 5.5.7 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that prevents negative impacts of construction materials on stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING 6.1 Inspection and Maintenance Requirements 6.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Qualified Inspector/Qualified Professional shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Qualified Inspector/Qualified Professional once the erosion and sediment control measures have been installed. 6.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector/Qualified Professional, as defined in Appendix A of the General Permit GP-0-25- 001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of at least once every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the Qualified Inspector/Qualified Professional will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant Stormwater Pollution Prevention Plan Page 22 2241067 Page 368 of 1174

control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction access will be constructed where vehicles enter and exit. This access will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Within one (1) business day of the completion of an inspection, the Qualified Inspector/Qualified Professional shall notify the Owner/Operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. In addition to the inspections performed by the Qualified Inspector/Qualified Professional, the Contractor shall perform routine inspections that include a visual check of all erosion and sediment control measures. All inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers, sediment traps, etc.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Stormwater Pollution Prevention Plan Page 23 2241067 Page 369 of 1174

6.1.3 Temporary Suspension of Construction Activities For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the frequency of Qualified Inspector/Qualified Professional inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. 6.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, all areas disturbed as of the project shutdown date have achieved final stabilization, and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational, the inspections by the Qualified Inspector/Qualified Professional can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 6.1.5 Post-Construction Inspections and Maintenance Inspections and maintenance of final stabilization measures and post-construction stormwater management practices shall be performed in accordance with Appendix G, once all disturbed areas are stabilized and all stormwater management systems are in place and operable. 6.2 Reporting Requirements 6.2.1 Inspection Reports Pursuant to Part IV.C of GP-0-25-001, inspection reports shall be prepared for the duration of construction, as outlined herein, and shall be signed by the Qualified Inspector or Qualified Professional. A sample inspection form is provided in Appendix F. At a minimum, each inspection report shall record the following information: 1. Permit identification number; and 2. Date and time of inspection; and 3. Name and title of person(s) performing inspection; and 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and 5. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and 6. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and Stormwater Pollution Prevention Plan Page 24 2241067 Page 370 of 1174

7. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and 8. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and 9. Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and 10. Estimates, in square feet or acres, of the following areas: a. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and b. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and c. Total area that has achieved temporary stabilization; and d. Total area that has achieved final stabilization; and 11. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and 12. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and 13. Identification and status of all corrective actions that were required by previous inspection; and 14. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 6.2.2 Site Log Book Pursuant to Part I.E.3 of GP-0-25-001, the Owner/Operator shall retain a copy of the General Permit, NOI, NOI Acknowledgment Letter, MS4 SWPPP Acceptance Form (if applicable), inspection reports, contractor and subcontractor certification forms, and all documentation necessary to demonstrate eligibility under the permit, at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the Notice of Termination has been submitted to the NYSDEC. The Site Log Book shall be maintained on-site in a secure location (i.e. job trailer, on-site construction office, or mailbox with lock) and must be accessible during normal business hours to an individual performing a compliance inspection. Stormwater Pollution Prevention Plan Page 25 2241067 Page 371 of 1174

6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, at any time upon written notification. Records shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix G. 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit GP-0-25-001 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-25-001 presented in Appendix J. 7.1 Owner’s/Operator's Responsibilities 1. Ensure that control measures are selected, designed, installed, implemented and maintained to minimize the discharge of pollutants and prevent a violation of the water quality standards, meeting the non-numeric effluent limitations in Part II.B.1.(a)-(e) of the SPDES General Permit and in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. 2. Ensure that practices are selected, designed, installed, and maintained to meet the performance criteria in the Design Manual. Practices must be designed to meet the applicable sizing criteria in Part II.C.2.a., b., c. or d. of GP-0-25-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined under GP- 0-25-001, to provide the services outlined in Section 7.5 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined under GP-0-25-001, to provide the services outlined in Section 2.3 “Owner’s/Operator’s Engineers Responsibilities.” 5. Have an authorized corporate officer sign the Owner/Operator Certification Form to accompany the eNOI. A copy of the completed NOI is included in Appendix B. 6. Submit the electronic version of the NOI (eNOI) along with the MS4 SWPPP acceptance form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 7. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover, and the annual fee is $110.00. 8. Prior to the commencement of construction activity, identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion control practices included in the SWPPP and the Stormwater Pollution Prevention Plan Page 26 2241067 Page 372 of 1174

contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. Each of the contractors and subcontractors must identify at least one person from their company to be the trained contractor that will be responsible for implementation of the SWPPP. Ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. 9. Schedule a pre-construction meeting which shall include the Town of West Seneca representative, Owner’s/Operator’s Engineer, Qualified Inspector, Contractor, and their sub- contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 10. Retain the services of an independent certified materials testing and inspection firm operating under the direction of a licensed Professional Engineer to perform regular tests, inspections, and certifications of the construction materials used in the construction of all post-construction stormwater management practices. 11. Retain the services of a NYS licensed land surveyor to perform an as-built topographic survey of the completed post-construction stormwater management facilities. 12. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 13. The Owner/Operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. 14. Within five (5) business days of receipt of the LOA, send an electronic copy of the LOA to the MS4 operator(s) with review authority. 15. Forward a copy of the LOA received from DEC to the Owner’s/Operator’s Engineer for project records, and to the Contractor for display at the construction site. 16. As of the date the LOA is received, the Owner/Operator must make the eNOI, SWPPP and LOA available for review and copying in accordance with the requirements in Part VII.H. of GP-0-25- 001. When applicable, as of the date an updated LOA is received, the Owner/Operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 17. The Owner/Operator must ensure compliance with all requirements of GP-0-25-001 and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until all area of disturbance have achieved final stabilization; and the Owner/Operator’s coverage under the permit is terminated in accordance with Part V.A.5.a. 18. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the Owner/Operator must maintain at the construction site, a copy of all documentation necessary to demonstrate eligibility with GP-0-25-001, a copy of GP-0-25-001, the SWPPP, the signed SWPPP Preparer Certification Form, the signed MS4 SWPPP Acceptance Form, signed Owner/Operator Certification Form, eNOI, and LOA, and LOA transmittal to the MS4 Operator in accordance with Part I.D.3.c. Stormwater Pollution Prevention Plan Page 27 2241067 Page 373 of 1174

19. The Owner/Operator must maintain at the construction site, until Part I.E.2.a and b. have been met, as of the date the documents become final or are received, a copy of the responsible contractor’s or subcontractor's certification statement(s) in accordance with Part III.A.7, and inspection reports in accordance with Part IV.C.4. and 6. 20. The Owner/Operator must maintain the documents in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the Owner/Operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 21. Upon finding a significant non-compliance with the practices described in the SWPPP or violation of GP-0-25-001, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the Owner/Operator. Forward a copy of any stop work order received immediately to the Owner’s/Operator’s Engineer and to the Contractor. 22. If any human remains or archaeological remains are encountered during excavation, the Owner/Operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. 23. To be authorized to implement modifications to the information previously submitted in the eNOI, the Owner/Operator must notify NYSDEC via email at [email protected] requesting access to update the eNOI, update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D., and receive an updated LOA. 24. The eNOI, SWPPP, LOA, updated LOAs, and inspection reports required by GP-0-25-001 are public documents that the Owner/Operator must make available for review and copying by any person within five (5) business days of the Owner/Operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 25. The Owner/Operator must terminate coverage when the project reaches total project completion, has a planned shutdown with partial project completion, is changing Owner/Operator or has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 26. Have a qualified inspector perform a final site inspection prior to submitting the eNOT. 27. Have the MS4 sign the MS4 Acceptance statement on the eNOT in accordance with the requirements in Part VII.J. 28. Prior to submitting a Notice of Termination, ensure for SMP(s) that are privately owned, the Owner/Operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the Owner/Operator’s deed of record. Stormwater Pollution Prevention Plan Page 28 2241067 Page 374 of 1174

29. Submit a complete Notice of Termination form electronically using the NYSDEC eNOT. Coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 30. Request and receive all SWPPP records from the Owner’s/Operator’s Engineer and archive those records, along with the LOT, for a period of at least five (5) years from the date that NYSDEC accepts a complete NOT submitted. 31. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 32. The Owner/Operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the Owner/Operator shall amend the SWPPP, including construction drawings: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the project site; b) Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c) To address issues or deficiencies identified during an inspection by the “Qualified Inspector,” the Department, or other Regulatory Authority. d) To document the final construction conditions. 33. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department, in conformance with Part I.G.. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 7.2 Owner’s/Operator’s Engineer’s Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. Prepare the electronic Notice of Intent (eNOI) (see Appendix B) and sign the “SWPPP Preparer Certification Form.” Forward the Owner/Operator Certification Form to the Owner/Operator for signature. 3. Provide copies of the SWPPP to the Town of West Seneca once all signatures and attachments are complete. 4. Enter Contractor’s information in Section 7.5 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Qualified Inspector, Contractor, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. Stormwater Pollution Prevention Plan Page 29 2241067 Page 375 of 1174

6. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 7.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix B and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating conditions at all times. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 3. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Contractor that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Subcontractor’s Certification Form contained within Appendix B, then forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5 of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book, prior to mobilization on-site. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Owner’s/Operator’s Engineer, Qualified Inspector, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. If Contractor plans on utilizing adjacent properties for material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer so that the SWPPP can be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition at all times. Prepare and retain written documentation of inspections as well as of Stormwater Pollution Prevention Plan Page 30 2241067 Page 376 of 1174

all repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Begin implementing corrective actions within one (1) business day of receipt of notification by the Qualified Inspector/Qualified Professional of any corrective actions. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 10. Maintain a record of the date(s) and location(s) that soil restoration is performed in accordance with the accompanying plans and NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” dated April 2008. A copy of this publication is provided in Appendix H. The record that is to be maintained shall be a copy of the overall site grading plan delineating the area(s) and date(s) that the soil was restored. 11. Upon completion of all construction at the site, the contractor responsible for overall SWPPP Compliance shall sign the certification on their Contractor Certification Form indicating that: a.) all temporary erosion and sediment control measures have been removed from the site, b.) the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” and c.) all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities 1. Participate in a pre-construction meeting with the Town of West Seneca representative, Owner/Operator, Owner/Operator’s Engineer, Contractor, and their subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 2. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 3. Provide on-site inspections to determine compliance with the SWPPP. Site inspections shall occur at an interval of at least once every seven calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix F. 4. Prepare an inspection report subsequent to each and every inspection that shall include/address the items listed in Part IV.C.4 of GP-0-25-001. Sign all inspection reports and maintain on site with the SWPPP. 5. Notify the owner/operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. Stormwater Pollution Prevention Plan Page 31 2241067 Page 377 of 1174

6. Prepare a construction Site Log Book to be used as a record of all inspection reports generated throughout the duration of construction. Ensure that the construction Site Log Book is maintained and kept up-to-date throughout the duration of construction. 7. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, soil restoration, inspections, and maintenance logs. 8. Based on the as-built survey and material testing certifications performed by others, the Qualified Professional shall perform evaluations of the completed stormwater management practices to determine whether they were constructed in accordance with this SWPPP. 9. The Qualified Professional shall conduct a final site assessment and prepare a certification letter to the Owner/Operator indicating that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, review of the completed topographic survey, and evaluation of the completed stormwater management facilities, the stormwater management facilities have been constructed substantially in accordance with the contract documents and should function as designed. 10. Prepare the Notice of Termination (NOT). The Qualified Professional shall sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Practices) and forward the NOT to the Owner/Operator for signature on Certification VIII (Owner/Operator Certification). 11. 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. 12. Transfer the SWPPP documents, along with all NOI's, LOA, permit certificates, NOT's, LOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. Stormwater Pollution Prevention Plan Page 32 2241067 Page 378 of 1174

7.5 SWPPP Participants 1. Owner’s/Operator’s Engineer 3: Kristopher Winkler, PE LaBella Associates, DPC 300 Pearl Street, Suite 130 Buffalo, NY 14202 Phone: (716) 483-3153 2. Owner/Operator 4: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Phone: 585-262-6210 3. Contractor5,6: Name and Title: Company Name: Mailing Address: Phone: Fax: 3 Refer to Appendix B for the SWPPP Preparer Certification Form. 4 Refer to Appendix B for the Owner/Operator Certification Form. 5 Refer to Appendix B for Contractor and Subcontractor Certification Form. 6 Contractor’s information to be entered once the Contractor has been selected. Stormwater Pollution Prevention Plan Page 33 2241067 Page 379 of 1174

Appendix A: FIGURES A-1: Site Location Map A-2: Soils Map A-3: Historic Places Screening Map A-4: Environmental Resource Map A-5: FEMA Firm Map A-6: Special Use Permit and SEQR Negative Declaration A-7: Pre-Development Watershed Delineation Map A-8: Post-Development Watershed Delineation Map Page 380 of 1174

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HARLEM ROAD D R OA EK RE G AC YU CA \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App PROJECT LOCATION cts\92100-92199\92112.00 - CONFIDENTIAL - WOH Gross Wetland Violation\DWG\9 CLIN TON STR EET A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:40 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SITE LOCATION MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-1 Page 382 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:42 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS MAP 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2a Page 384 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:43 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS LEGEND -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2b Page 386 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS TABLE -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2c Page 388 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg Missing or invalid reference It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is SWPPP FIGURE - NOT FOR CONSTRUCTION altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and File: ..\references\A-3 Historic Places Screening Map (CRIS)\Titleblock - 8 DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: HISTORIC PLACES SCREENING MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-3 Page 390 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:47 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: ENVIRONMENTAL RESOURCE MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-4 Page 392 of 1174

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:50 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: FEMA FIRM MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-5 Page 394 of 1174

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AP-1 593.19 594.95 594.92 602.51 602.49 ES-1 ES-2 ES-3 DS DS 600.04 FLAG POLE MB LEGEND SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is 7/26/2026 3:59:54 PM altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and SWPPP FIGURE - NOT FOR CONSTRUCTION N DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: PRE-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-6 (REV 1) Page 402 of 1174

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AP-1 593.19 600.14 599 PS-7 PS-1 594.92 598 602.51 599 600 600 599 60 0 598 600 600 600 599 60 0 PS-1A 600 PS-6 600 600 PROPOSED PLAYGROUND 9559598597965 PS-5 FFE=600.75' 519 600 600 60 600 595 596 PS-9 597 599 599 600 598 599 599 PS-2 599 59 599 9 599 599 600 600 598 599 598 599 PROPOSED SWALE 599 460 LF @ 1.0% BOTTOM WIDTH 1' MIN. DS PS-3 DS 55998778 600 59 98 00 55559996767 596.50 6 559 8 596.50 600 PS-4 599 559998766 PS-8 599.84 559978 598 59 8 5 5965 59 PROPOSED SWALE 460 LF @ 1.0% BOTTOM WIDTH 1' MIN. 595 598.87 9 5968 59 55995678 59 595.50 998765 5559 598 LEGEND 606.31 607.17 SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH POND # It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is N 7/27/2026 7:46:34 AM altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: POST-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-7 (REV 1) Page 404 of 1174

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Appendix B: FORMS Notice of Intent (NOI) Draft eNOI MS4 SWPPP Acceptance Form SWPPP Preparer Certification Form Owner/Operator Certification Form Contractor and Subcontractor Certification Forms Notice of Termination (NOT) Page 406 of 1174

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7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.18 (Submission #: HQN-WSKP-J4899, version 1) Details Originally Started By Joseph Bognanno Alternate Identifier West Seneca Apartments—Region 9 Submission ID HQN-WSKP-J4899 Status Draft Form Input Eligibility Disturbance Threshold 1. Will the construction activity involve soil disturbances listed in Part I.A.1 of GP-0- 25-001? Yes 1.a. Will any runoff from the site enter a sewer system classified as a combined sewer? No 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? No 1.c. Is the construction activity related to a stormwater discharge that does not require a permit as described in 40 CFR 122.3(e), e.g. non-point source agriculture or silviculture activities? No https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 1/10 Page 408 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 Other SPDES Permits 2. Will the discharge from the construction activity meet all conditions listed in Part I.A.2 of GP-0-25-001? Yes Threatened and Endangered Species 3. Will the construction activity potentially adversely affect a species that is endangered or threatened per Part I.A.3.? No State Historic Preservation Act (SHPA) 4. Is the construction activity designated by the Commissioner of the Office of Parks, Recreation and Historic Preservation (OPRHP), pursuant to 9 NYCRR §§428.12 or 428.13 as exempt from the SHPA review (see Attachment 2 of the Letter of Resolution between NYSDEC and OPRHP, dated January 9, 2015)? NONE PROVIDED State Environmental Quality Review (SEQR) 5. Is the construction activity subject to SEQR (Part I.A.5.), or the equivalent environmental review from another NYS or federal agency (Part I.A.6.)? Yes 5.a. Has the owner/operator obtained documentation that the project review pursuant to SEQR, or the equivalent, has been satisfied per Part I.A.5. or I.A.6. of GP-0-25-001? Yes Uniform Procedures Act (UPA) Permits 6. Has the owner/operator obtained all necessary UPA permits from NYSDEC, or the equivalent from another NYS or federal agency per Part I.A.7.a. of GP-0-25-001? Select "Yes" if no UPA permits, or the equivalent, are required for this construction activity. Yes Steep Slope https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 2/10 Page 409 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 7. Is the construction activity within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website? No Owner/Operator Information 8. Owner/Operator Name Home Leasing 9. Owner/Operator Contact Person Information First and Last Name Phone E-mail Angela Eicholtz 2489784420 [email protected] 10. Owner/Operator Mailing Address 75 South Clinton Avenue, Suite 700 Rochester, NY 14604 USA 11. Is the billing contact different from the Owner/Operator Contact? No 12. What type of organization is the owner/operator? Corporation 12.b. Is the owner/operator registered with the Department of State to do business in New York State? Yes 12.b.i. Department of State ID # 207792 The Department of State ID can be found using the following link: Department of State | Division of Corporations Site Information 13. Project/Site Name West Seneca Apartments 14. Site Address 2544 Clinton Street West Seneca, NY 14224 Erie https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 3/10 Page 410 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 DEC Region 9 15. Site Latitude & Longitude 42.871757741927205,-78.78125301461476 Project Details 16. This eNOI submission is for: A construction activity not part of a common plan of development or sale in accordance with Part I.D.1.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 the construction activity falls under Table 2, regardless of the size of the disturbance, select "Table 2". Table 2 18. Consistent with Part III.B.1.c.i. of GP-0-25-001, provide a concise overview of the project. Describe existing and proposed conditions, and include any other relevant information. The project proposes a redevelopment project with a 3-story 25,000 SF footprint multi- family residence. There is an existing mansion on site that will be renovated to include additional multi-family units. Additionally, there will be parking lots, new utility connections, stormwater management systems, and overall site grading involved in this project Enter the total project site acreage, the acreage to be disturbed, and the future impervious area (acreage) within the disturbed area, rounded to the nearest tenth of an acre. 19. Total Site Area (acres) 16.2 20. Total Area to be Disturbed (acres) 5.4 21. Existing Impervious Area to be Disturbed (acres) 0.8 22. Future Impervious Area Within Disturbed Area (acres) 3.0 Nature of the project: Redevelopment with increase in impervious area 23. Do you plan to disturb more than 5 acres of soil at any one time? No https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 4/10 Page 411 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 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 Date 09/01/2027 End Date 03/01/2028 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Cayuga Creek, Lower, and tribs - 0103-0007 27. Type of waterbody identified in question 26? River Off Site 28. Has the surface waterbody in question 26 been identified as a 303(d) segment in Appendix D of GP-0-25-001? No 29. Is this project located in one of the Watersheds identified in Appendix C of GP-0- 25-001? No 30. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? No 31. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? No 32. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? No https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 5/10 Page 412 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 33. Is this property owned by a state authority, state agency, federal government or local government? No Required SWPPP Components General SWPPP Requirements 34. Has a SWPPP been developed in conformance with the requirements in Part III. of GP-0-25-001? Yes 35. Does the SWPPP demonstrate consideration of the future physical risks due to climate change pursuant to the CRRA, 6 NYCRR Part 490, and associated guidance per Part III.A.2. of GP-0-25-001? Yes 36. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? Yes 37. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the NYS Stormwater Management Design Manual? Yes 37.a. Which version of the NYS Stormwater Management Design Manual was used to develop the SWPPP? 2024 SWPPP Preparer 39. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) 40. Name of the person who prepared the SWPPP Kristopher Winkler 41. SWPPP Preparer Organization Name LaBella Associates 42. SWPPP Preparer Contact Information First and Last Name Phone E-mail Kristopher Winkler 7167683411 [email protected] https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 6/10 Page 413 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 43. SWPPP Preparer Address 300 Pearl Street Suite 130 Buffalo, NY 14202 Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Upload the completed form Download SWPPP Preparer Certification Form 44. Please upload the SWPPP Preparer Certification NONE PROVIDED Comment NONE PROVIDED 44.a. Has the SWPPP Preparer Certification Form been signed by the SWPPP preparer in accordance with Part VII.J of GP-0-25-001? NONE PROVIDED Erosion & Sediment Control Criteria 45. Has a construction sequence schedule for the planned management practices been prepared? Yes Post-Construction Criteria Site Planning and Soil Restoration 46. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Building Footprint Reduction Sidewalk Reduction Preservation of Undisturbed Area Preservation of Buffers Reduction of Clearing and Grading 47. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual. All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 7/10 Page 414 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 Water Quality Criteria 49. Water Quality Sizing Criteria Total WQv Total RRv Minimum Total WQv Sum of RRv required provided RRv (acre- provided and WQv (acre-feet) (acre-feet) feet) (acre-feet) provided 0.24 0.03 0.03 0.21 0.24 Water Quantity Criteria 50. Per Section 9.2.1.C.VI and VII of the 2024 Design Manual, is there 0% change to hydrology that increases the discharge rate and volume from the project site? Yes Operation and Maintenance 53. Has a long-term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Yes 53.a. Identify the entity responsible for the long-term Operation and Maintenance. Property Owner Post-Construction SMP Identification 54. Post-Construction RR Techniques and Standard SMPs RR Techniques and Contributing Impervious Area Total Contributing Area SMPs (acres) (acres) Filtration Bioretention 1.0 (F-5) 55. Alternative SMPs Contributing Type of Manufacturer of the Name of the Impervious Area Alternative SMP Alternative SMP Alternative SMP (acres) Barracuda Max Hydrodynamic ADS 2.28 S6 Other Permits 56. Identify other permits, existing and new, that are required for this project/facility. None https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 8/10 Page 415 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 57. Is this NOI for a change in owner/operator per Part I.G.? No MS4 SWPPP Acceptance 59. Will the construction activities be within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) and discharge to the MS4(s)? Yes 59.a. Which form is required per Part I.D.2.b.ii.? 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 NONE PROVIDED Comment NONE PROVIDED 60.a. Has the form been signed by the principal executive officer or ranking elected official—or duly authorized representative of that person—in accordance with Part VII.J. and submitted along with this NOI? No All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001. 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 NONE PROVIDED Comment NONE PROVIDED 61.a. Has the Owner/Operator Certification Form from Appendix J been signed by the owner/operator, or a representative of the owner/operator in accordance with Part VII.J of GP-0-25-001 and uploaded to the eNOI? No https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 9/10 Page 416 of 1174

7/27/26, 8:55 AM NYSDEC eBusiness Portal System - Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001. Revision 1 All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001. Additional Project Information 62. Enter any additional pertinent project information in the text box below. NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionwizard/ea47aba3-47ef-4702-8e38-18fda6040ce5/12 Page 417 of 10/10 1174

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 Page 418 of 1174

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 Page 419 of 1174

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 Page 420 of 1174

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 Page 421 of 1174

eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. 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 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. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date: Page 422 of 1174

eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. 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 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. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 423 of 1174

eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) 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. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. 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 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. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 424 of 1174

Stormwater Pollution Prevention Plan Contractor Certification Statement (Responsible for overall SWPPP Compliance) West Seneca Town of West Seneca, Erie County, New York This is to certify that the following contracting firm will be responsible for installing, constructing, repairing, inspecting and/or maintaining the erosion and sediment control practices and post-construction stormwater management control practices required by the SWPPP. Contracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 1 Responsible for SWPPP Implementation (Provide name, title, and date of last training) _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Prior to commencement of construction activity, the following certification shall be issued: 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 Printed Name: Title/Position: Signature: Date: Upon completion of construction activities, the following certification shall be issued, prior to issuance of the NOT: I hereby certify that that all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. I further certify that all temporary erosion and sediment control measures have been removed from the site, and that the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction”. Printed Name: Title/Position: Signature: Date: 1 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company 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 Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 425 of 1174

Stormwater Pollution Prevention Plan Subcontractor Certification Statement (whose work involves soil disturbance) West Seneca Town of West Seneca, Erie County, New York Each Subcontractor whose work will involve soil disturbance of any kind is required to complete and sign this Certification Statement before commencing any construction activity at the site. This completed Certification Statement(s) shall be maintained at the construction site in the Site Log Book. Subcontracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 2 Responsible for SWPPP Implementation (Provide name, title, and date of last training) Prior to commencement of construction activities, the following certification shall be issued: 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 Printed Name: Title/Position: Signature: Date: 2 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company 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 Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 426 of 1174

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Appendix c: Project evaluations and design calculations Page 428 of 1174

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P= 1.00 inch Total Area Existing Imperv Proposed Imperv Existing Disturbed Imperv Reduction AREA (Acres) (Acres) (Acres) Imperv Area (Acres) (Acres) TO ALTERNATIVE PRACTICES 2.28 0.47 2.06 0.47 0% TO AREA REDUCTION SMPS SITE REMAINING AREA 13.84 0.62 0.95 0.35 0% TOTAL SITE 16.12 1.09 3.01 0.82 0% Water Quality Volume Calculation Exist Disturbed Imperv Imperv Area (NEW Percent TOTAL WQV Total Area WQv WQv Adjusted New Development / Redevelopment WQv Treatment % Area (REDEVELOPMENT) DEVELOPMENT) Impervious Rv REQUIRED System Generated Notes (Acres) (ft 3 ) (ft 3 ) (Acres) (Acres) % (ft 3 ) REDEVELOPMENT ALTERNATIVE 75% 0.47 0.47 - 100% 0.95 1,621 1,216 NEW DEVELOPMENT ALTERNATIVE 100% 1.81 - 1.59 88% 0.84 5,523 5,523 10,567 REDEVELOPMENT REMAINING AREA 25% 0.35 0.35 - 100% 0.95 1,207 302 NEW DEVELOPMENT REMAINING AREA 100% 13.49 - 0.33 2% 0.07 3,527 3,527 Minimum Runoff Reduction Volume Calculation Total Impervious Area Added Percent MINIMUM RRv Weighted S AREA (NEW DEVELOPMENT) Soil Group A % Soil Group B % Soil Group C % Soil Group D % Impervious Rv REQUIRED System Generated Notes Factor (Acres) % (ft 3 ) TOTAL SITE 1.92 0% 0% 0% 100% 100% 0.95 0.20 1,324 Page 430 of 1174

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Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % Filtration 1 0.42 0.16 38 0.39 599 Bioretention Flow Based 2 1.70 1.48 87 0.83 5,144 Alternative Practice Filtration 3 0.65 0.22 33 0.35 829 Bioretention Filtration 4 0.68 0.48 71 0.69 1,692 Bioretention Flow Based 5 0.43 0.43 100 0.95 1,483 Alternative Practice Flow Based 6 0.15 0.15 100 0.95 517 Alternative Practice Filtration 7 0.11 0.11 100 0.95 379 Bioretention 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 4.14 3.03 73 0.71 10642 Required WQv Page 432 of 1174

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 1 0.42 0.16 38 0.39 599 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 250 sf Enter Provided Filter Area Af 350 sf Recalculated Water Quality Volume (based WQv calc 840 cf on provided filter area) Calculate Runoff Reduction RRv Provided 336 cf This is the portion of the WQv that is not reduced in WQv Treated 263 cf the practice. Page 434 of 1174

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 3 0.65 0.22 33 0.35 829 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 345 sf Enter Provided Filter Area Af 348 sf Recalculated Water Quality Volume (based WQv calc 835.2 cf on provided filter area) Calculate Runoff Reduction RRv Provided 334 cf This is the portion of the WQv that is not reduced in WQv Treated 495 cf the practice. Page 435 of 1174

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 4 0.68 0.48 71 0.69 1,692 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 705 sf Enter Provided Filter Area Af 705 sf Recalculated Water Quality Volume (based WQv calc 1692 cf on provided filter area) Calculate Runoff Reduction RRv Provided 677 cf This is the portion of the WQv that is not reduced in WQv Treated 1015 cf the practice. Page 436 of 1174

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 7 0.11 0.11 100 0.95 379 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 158 sf Enter Provided Filter Area Af 160 sf Recalculated Water Quality Volume (based WQv calc 384 cf on provided filter area) Calculate Runoff Reduction RRv Provided 154 cf This is the portion of the WQv that is not reduced in WQv Treated 225 cf the practice. Page 437 of 1174

Filtration Bioretention (F-5) Total Area 1.86 acres Total Impervious 1 acres Total RRv Provided 1,500 cf Total WQv Provided 1,999 cf Page 438 of 1174

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Water Quality Peak Flow Calclations NYSDEC Water Quality Volume (WQv) & Water Quality Peak Flow (Qp) Calculation Worksheet (REQUIRED Qp) PROJECT INFORMATION Total Drainage Area A: 2.28 ac Impervious Area I: 2.06 ac Percent Impervious 90.4 % NYSDEC 90% Rainfall P: 1.00 in. Time of Concentration Tc: 0.10 hrs Rv: 0.86 WATER QUALITY VOLUME Water Quality Volume WQv=([(P)*(Rv)*(A)]/12)*43560 WQv: 7,144 cf WATER QUALITY PEAK FLOW (NEW DEVELOPMENT) Runoff Volume Q=WQv/(A*3600) Q: 0.86 in. 2 ½ CN=1000/(10+5*P+10*Q-10(Q +1.25*Q*P) ) CN: 98.76 CN Rounded CN: 99 CN < or = 98 CN: 98 Initial Abstraction (Ia=200/CN-2) Ia: 0.04 in. RATIO R=Ia/P R: 0.04 2 C0 = A*R +B*R +C C0 : 2.54 2 C1 = A*R +B*R +C C1 : -0.58 2 C2 = A*R +B*R +C C2 : -0.17 2 Unit Peak Discharge qu=10^(C0+C1*Log(Tc)+C2*(log(Tc)) ) qu: 900.33 cfs/mi2/in Water Quality Peak Flow Qp=qu*A*Q/640 (100%) Qp: 2.77 cfs REDVELOPMENT Impeverious Area Reduction IC 0.00 % WQv Treatment by Standard Practice SP 0.00 % Runoff Reduction RR 0.00 % Req. WQv% By Alt. Practice AP=(25-(% IC+%SP+%RR))*3: AP 75.0 % Required Water Quality Peak Flow RD QP=(Qp*AP): RD Qp: 2.08 cfs Page 1 of 1 Page 440 of 1174

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Appendix d: Pre-development stormwater modeling Page 442 of 1174

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ES-1 W Site ES-2 AP-1 E Site Cayuga Creek ES-3 OFF-SITE DRAINAGE Subcat Reach Pond Link Routing Diagram for D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates, Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 444 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 2 Project Notes Defined 9 rainfall events from NY-West Seneca IDF Copied 9 events from NY-West Seneca 24-hr S1 storm Page 445 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 10-yr NY-West Seneca 24-hr S1 10-yr Default 24.00 1 3.14 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 446 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 4 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.112 80 >75% Grass cover, Good, HSG D (ES-1, ES-2, ES-3) 1.069 98 Paved parking, HSG D (ES-1, ES-2, ES-3) 4.941 79 Woods, Fair, HSG D (ES-3) 16.122 81 TOTAL AREA Page 447 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 5 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 16.122 HSG D ES-1, ES-2, ES-3 0.000 Other 16.122 TOTAL AREA Page 448 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 6 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 10.112 0.000 10.112 >75% Grass cover, Good ES-1, ES-2, ES-3 0.000 0.000 0.000 1.069 0.000 1.069 Paved parking ES-1, ES-2, ES-3 0.000 0.000 0.000 4.941 0.000 4.941 Woods, Fair ES-3 0.000 0.000 0.000 16.122 0.000 16.122 TOTAL AREA Page 449 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 7 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=0.53" Flow Length=391' Tc=14.0 min CN=82 Runoff=4.22 cfs 0.344 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=0.49" Flow Length=390' Tc=19.4 min CN=81 Runoff=1.42 cfs 0.139 af Subcatchment ES-3: OFF-SITE DRAINAGE Runoff Area=218,018 sf 0.26% Impervious Runoff Depth=0.42" Flow Length=832' Slope=0.0100 '/' Tc=58.6 min CN=79 Runoff=0.93 cfs 0.175 af Reach AP-1: Cayuga Creek Inflow=5.58 cfs 0.658 af Outflow=5.58 cfs 0.658 af Total Runoff Area = 16.122 ac Runoff Volume = 0.658 af Average Runoff Depth = 0.49" 93.37% Pervious = 15.053 ac 6.63% Impervious = 1.069 ac Page 450 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment ES-1: W Site Runoff = 4.22 cfs @ 12.16 hrs, Volume= 0.344 af, Depth= 0.53" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 4.22 cfs NY-West Seneca 24-hr S1 1-yr 4 Rainfall=1.82" Runoff Area=337,194 sf Runoff Volume=0.344 af 3 Runoff Depth=0.53" Flow (cfs) Flow Length=391' Tc=14.0 min 2 CN=82 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 451 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment ES-2: E Site Runoff = 1.42 cfs @ 12.25 hrs, Volume= 0.139 af, Depth= 0.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 1.42 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=147,058 sf Runoff Volume=0.139 af 1 Runoff Depth=0.49" Flow (cfs) Flow Length=390' Tc=19.4 min CN=81 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 452 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment ES-3: OFF-SITE DRAINAGE Runoff = 0.93 cfs @ 12.89 hrs, Volume= 0.175 af, Depth= 0.42" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 2,218 80 >75% Grass cover, Good, HSG D 570 98 Paved parking, HSG D 215,230 79 Woods, Fair, HSG D 218,018 79 Weighted Average 217,448 99.74% Pervious Area 570 0.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 24.4 732 0.0100 0.50 Shallow Concentrated Flow, REMAINING Woodland Kv= 5.0 fps 58.6 832 Total Subcatchment ES-3: OFF-SITE DRAINAGE Hydrograph Runoff 1 0.93 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=218,018 sf Runoff Volume=0.175 af Runoff Depth=0.42" Flow (cfs) Flow Length=832' Slope=0.0100 '/' Tc=58.6 min CN=79 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 453 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 11 Summary for Reach AP-1: Cayuga Creek [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 6.63% Impervious, Inflow Depth = 0.49" for 1-yr event Inflow = 5.58 cfs @ 12.18 hrs, Volume= 0.658 af Outflow = 5.58 cfs @ 12.18 hrs, Volume= 0.658 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 5.58 cfs Outflow 6 5.58 cfs Inflow Area=16.122 ac 5 4 Flow (cfs) 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 454 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 12 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=1.49" Flow Length=391' Tc=14.0 min CN=82 Runoff=12.32 cfs 0.961 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=1.42" Flow Length=390' Tc=19.4 min CN=81 Runoff=4.40 cfs 0.400 af Subcatchment ES-3: OFF-SITE DRAINAGE Runoff Area=218,018 sf 0.26% Impervious Runoff Depth=1.29" Flow Length=832' Slope=0.0100 '/' Tc=58.6 min CN=79 Runoff=3.29 cfs 0.539 af Reach AP-1: Cayuga Creek Inflow=17.02 cfs 1.900 af Outflow=17.02 cfs 1.900 af Total Runoff Area = 16.122 ac Runoff Volume = 1.900 af Average Runoff Depth = 1.41" 93.37% Pervious = 15.053 ac 6.63% Impervious = 1.069 ac Page 455 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment ES-1: W Site Runoff = 12.32 cfs @ 12.15 hrs, Volume= 0.961 af, Depth= 1.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 13 12.32 cfs 12 NY-West Seneca 24-hr S1 10-yr 11 Rainfall=3.14" 10 Runoff Area=337,194 sf Runoff Volume=0.961 af 9 Runoff Depth=1.49" 8 Flow (cfs) Flow Length=391' 7 Tc=14.0 min 6 CN=82 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 456 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment ES-2: E Site Runoff = 4.40 cfs @ 12.23 hrs, Volume= 0.400 af, Depth= 1.42" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 4.40 cfs NY-West Seneca 24-hr S1 10-yr 4 Rainfall=3.14" Runoff Area=147,058 sf Runoff Volume=0.400 af 3 Runoff Depth=1.42" Flow (cfs) Flow Length=390' Tc=19.4 min 2 CN=81 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 457 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment ES-3: OFF-SITE DRAINAGE Runoff = 3.29 cfs @ 12.82 hrs, Volume= 0.539 af, Depth= 1.29" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 2,218 80 >75% Grass cover, Good, HSG D 570 98 Paved parking, HSG D 215,230 79 Woods, Fair, HSG D 218,018 79 Weighted Average 217,448 99.74% Pervious Area 570 0.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 24.4 732 0.0100 0.50 Shallow Concentrated Flow, REMAINING Woodland Kv= 5.0 fps 58.6 832 Total Subcatchment ES-3: OFF-SITE DRAINAGE Hydrograph Runoff 3.29 cfs NY-West Seneca 24-hr S1 10-yr 3 Rainfall=3.14" Runoff Area=218,018 sf Runoff Volume=0.539 af Runoff Depth=1.29" Flow (cfs) 2 Flow Length=832' Slope=0.0100 '/' Tc=58.6 min CN=79 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 458 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 16 Summary for Reach AP-1: Cayuga Creek [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 6.63% Impervious, Inflow Depth = 1.41" for 10-yr event Inflow = 17.02 cfs @ 12.18 hrs, Volume= 1.900 af Outflow = 17.02 cfs @ 12.18 hrs, Volume= 1.900 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 19 Outflow 17.02 cfs 18 17 17.02 cfs Inflow Area=16.122 ac 16 15 14 13 12 11 Flow (cfs) 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 459 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 17 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=3.28" Flow Length=391' Tc=14.0 min CN=82 Runoff=27.59 cfs 2.114 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=3.18" Flow Length=390' Tc=19.4 min CN=81 Runoff=10.17 cfs 0.895 af Subcatchment ES-3: OFF-SITE DRAINAGE Runoff Area=218,018 sf 0.26% Impervious Runoff Depth=2.99" Flow Length=832' Slope=0.0100 '/' Tc=58.6 min CN=79 Runoff=8.11 cfs 1.248 af Reach AP-1: Cayuga Creek Inflow=39.07 cfs 4.256 af Outflow=39.07 cfs 4.256 af Total Runoff Area = 16.122 ac Runoff Volume = 4.256 af Average Runoff Depth = 3.17" 93.37% Pervious = 15.053 ac 6.63% Impervious = 1.069 ac Page 460 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment ES-1: W Site Runoff = 27.59 cfs @ 12.15 hrs, Volume= 2.114 af, Depth= 3.28" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph 30 Runoff 27.59 cfs 28 NY-West Seneca 24-hr S1 100-yr 26 Rainfall=5.22" 24 Runoff Area=337,194 sf 22 Runoff Volume=2.114 af 20 Runoff Depth=3.28" 18 Flow Length=391' Flow (cfs) 16 Tc=14.0 min 14 CN=82 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 461 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment ES-2: E Site Runoff = 10.17 cfs @ 12.22 hrs, Volume= 0.895 af, Depth= 3.18" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph 11 Runoff 10.17 cfs 10 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 9 Runoff Area=147,058 sf 8 Runoff Volume=0.895 af 7 Runoff Depth=3.18" Flow Length=390' Flow (cfs) 6 Tc=19.4 min 5 CN=81 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 462 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment ES-3: OFF-SITE DRAINAGE Runoff = 8.11 cfs @ 12.77 hrs, Volume= 1.248 af, Depth= 2.99" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 2,218 80 >75% Grass cover, Good, HSG D 570 98 Paved parking, HSG D 215,230 79 Woods, Fair, HSG D 218,018 79 Weighted Average 217,448 99.74% Pervious Area 570 0.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 24.4 732 0.0100 0.50 Shallow Concentrated Flow, REMAINING Woodland Kv= 5.0 fps 58.6 832 Total Subcatchment ES-3: OFF-SITE DRAINAGE Hydrograph 9 Runoff 8.11 cfs 8 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 7 Runoff Area=218,018 sf Runoff Volume=1.248 af 6 Runoff Depth=2.99" Flow Length=832' Flow (cfs) 5 Slope=0.0100 '/' 4 Tc=58.6 min CN=79 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 463 of 1174

WEST SENECA - PRE DEVELOPMENT D_App D_Pre-Development Model_REV 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 21 Summary for Reach AP-1: Cayuga Creek [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 6.63% Impervious, Inflow Depth = 3.17" for 100-yr event Inflow = 39.07 cfs @ 12.17 hrs, Volume= 4.256 af Outflow = 39.07 cfs @ 12.17 hrs, Volume= 4.256 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 39.07 cfs Outflow 42 40 38 39.07 cfs Inflow Area=16.122 ac 36 34 32 30 28 26 Flow (cfs) 24 22 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 464 of 1174

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Appendix e: Post-development stormwater modeling Page 466 of 1174

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PS-1A PS-1 BIO-1 Filtration Bioretention BIO-1A Filtration Bioretention PS-2 PS-6 CH-1 DP-1 PS-7 Chambers Design Point PS-5 PS-8 8R 9R 15" Pipe East Swale PS-3 BIO-2 PS-9 Filtration Bioretention OFF-SITE DRAINAGE PS-4 BIO-3 Filtration Bioretention Subcat Reach Pond Link Routing Diagram for E_App E_Post-Development Model_REV 2 Prepared by Labella Associates, Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 468 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 2 Project Notes Copied 9 events from NY-West Seneca 24-hr S1 storm Page 469 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 25-yr NY-West Seneca 24-hr S1 25-yr Default 24.00 1 3.84 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 470 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 4 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 8.136 80 >75% Grass cover, Good, HSG D (PS-1, PS-1A, PS-2, PS-3, PS-4, PS-7, PS-8, PS-9) 3.052 98 Paved parking, HSG D (PS-1, PS-1A, PS-2, PS-3, PS-4, PS-5, PS-6, PS-9) 4.935 79 Woods, Fair, HSG D (PS-9) 16.122 83 TOTAL AREA Page 471 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 5 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 16.122 HSG D PS-1, PS-1A, PS-2, PS-3, PS-4, PS-5, PS-6, PS-7, PS-8, PS-9 0.000 Other 16.122 TOTAL AREA Page 472 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 6 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 8.136 0.000 8.136 >75% Grass cover, Good PS-1, PS-1A, PS-2, PS-3, PS-4, PS-7, PS-8, PS-9 0.000 0.000 0.000 3.052 0.000 3.052 Paved parking PS-1, PS-1A, PS-2, PS-3, PS-4, PS-5, PS-6, PS-9 0.000 0.000 0.000 4.935 0.000 4.935 Woods, Fair PS-9 0.000 0.000 0.000 16.122 0.000 16.122 TOTAL AREA Page 473 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 7 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 PS-8 0.00 0.00 350.0 0.0100 0.013 0.0 12.0 0.0 2 8R 591.85 588.49 350.0 0.0096 0.013 0.0 15.0 0.0 3 BIO-1 594.58 594.33 25.0 0.0100 0.012 0.0 12.0 0.0 4 BIO-1A 594.58 594.33 25.0 0.0100 0.012 0.0 6.0 0.0 5 BIO-2 592.58 591.92 132.0 0.0050 0.012 0.0 12.0 0.0 6 BIO-3 591.58 591.30 28.0 0.0100 0.012 0.0 12.0 0.0 7 CH-1 590.50 589.25 120.0 0.0104 0.013 0.0 8.0 0.0 Page 474 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 8 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=18,210 sf 38.59% Impervious Runoff Depth=0.77" Tc=6.0 min CN=87 Runoff=0.52 cfs 0.027 af Subcatchment PS-1A: Runoff Area=10,120 sf 38.46% Impervious Runoff Depth=0.77" Tc=6.0 min CN=87 Runoff=0.29 cfs 0.015 af Subcatchment PS-2: Runoff Area=74,205 sf 86.99% Impervious Runoff Depth=1.40" Tc=6.0 min CN=96 Runoff=3.84 cfs 0.199 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=0.72" Tc=6.0 min CN=86 Runoff=0.74 cfs 0.039 af Subcatchment PS-4: Runoff Area=32,374 sf 64.64% Impervious Runoff Depth=1.08" Tc=6.0 min CN=92 Runoff=1.32 cfs 0.067 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=1.06 cfs 0.057 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=0.37 cfs 0.020 af Subcatchment PS-7: Runoff Area=242,510 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=391' Tc=14.0 min CN=80 Runoff=2.46 cfs 0.212 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=0.40 cfs 0.047 af Subcatchment PS-9: OFF-SITE DRAINAGE Runoff Area=217,757 sf 0.78% Impervious Runoff Depth=0.42" Flow Length=857' Slope=0.0100 '/' Tc=59.4 min CN=79 Runoff=0.92 cfs 0.175 af Reach 8R: 15" Pipe Avg. Flow Depth=0.35' Max Vel=3.87 fps Inflow=1.10 cfs 0.222 af 0" Round Pipe n=0.013 L=350.0' S=0.0096 '/' Capacity=6.33 cfs Outflow=1.10 cfs 0.222 af Overflow=0.00 cfs 0.000 af Reach 9R: East Swale Avg. Flow Depth=0.21' Max Vel=2.04 fps Inflow=1.11 cfs 0.222 af n=0.022 L=460.0' S=0.0101 '/' Capacity=303.17 cfs Outflow=1.10 cfs 0.222 af Reach DP-1: Design Point Inflow=2.94 cfs 0.810 af Outflow=2.94 cfs 0.810 af Pond BIO-1: Filtration Bioretention Peak Elev=598.47' Storage=780 cf Inflow=0.52 cfs 0.027 af Primary=0.01 cfs 0.027 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.027 af Pond BIO-1A: Filtration Bioretention Peak Elev=597.88' Storage=454 cf Inflow=0.29 cfs 0.015 af Primary=0.00 cfs 0.015 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.015 af Pond BIO-2: Filtration Bioretention Peak Elev=596.51' Storage=1,048 cf Inflow=0.74 cfs 0.039 af Primary=0.02 cfs 0.039 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.039 af Page 475 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 9 Pond BIO-3: Filtration Bioretention Peak Elev=595.48' Storage=1,854 cf Inflow=1.32 cfs 0.067 af Primary=0.03 cfs 0.067 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.067 af Pond CH-1: Chambers Peak Elev=592.21' Storage=7,377 cf Inflow=5.27 cfs 0.276 af Outflow=0.38 cfs 0.229 af Total Runoff Area = 16.122 ac Runoff Volume = 0.857 af Average Runoff Depth = 0.64" 81.07% Pervious = 13.071 ac 18.93% Impervious = 3.052 ac Page 476 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PS-1: Runoff = 0.52 cfs @ 12.04 hrs, Volume= 0.027 af, Depth= 0.77" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 7,027 98 Paved parking, HSG D 11,183 80 >75% Grass cover, Good, HSG D 18,210 87 Weighted Average 11,183 61.41% Pervious Area 7,027 38.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 0.55 0.52 cfs 0.5 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 0.45 Runoff Area=18,210 sf 0.4 Runoff Volume=0.027 af 0.35 Runoff Depth=0.77" Flow (cfs) 0.3 Tc=6.0 min CN=87 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 477 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PS-1A: Runoff = 0.29 cfs @ 12.04 hrs, Volume= 0.015 af, Depth= 0.77" Routed to Pond BIO-1A : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 3,892 98 Paved parking, HSG D 6,228 80 >75% Grass cover, Good, HSG D 10,120 87 Weighted Average 6,228 61.54% Pervious Area 3,892 38.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1A: Hydrograph 0.32 Runoff 0.3 0.29 cfs 0.28 NY-West Seneca 24-hr S1 1-yr 0.26 Rainfall=1.82" 0.24 Runoff Area=10,120 sf 0.22 Runoff Volume=0.015 af 0.2 Runoff Depth=0.77" Flow (cfs) 0.18 Tc=6.0 min 0.16 CN=87 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 478 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PS-2: Runoff = 3.84 cfs @ 12.04 hrs, Volume= 0.199 af, Depth= 1.40" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 64,548 98 Paved parking, HSG D 9,657 80 >75% Grass cover, Good, HSG D 74,205 96 Weighted Average 9,657 13.01% Pervious Area 64,548 86.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph Runoff 4 3.84 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=74,205 sf 3 Runoff Volume=0.199 af Runoff Depth=1.40" Flow (cfs) Tc=6.0 min 2 CN=96 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 479 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PS-3: Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth= 0.72" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph 0.8 Runoff 0.74 cfs 0.75 NY-West Seneca 24-hr S1 1-yr 0.7 Rainfall=1.82" 0.65 0.6 Runoff Area=28,267 sf 0.55 Runoff Volume=0.039 af 0.5 Runoff Depth=0.72" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=86 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 480 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment PS-4: Runoff = 1.32 cfs @ 12.04 hrs, Volume= 0.067 af, Depth= 1.08" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 20,928 98 Paved parking, HSG D 11,446 80 >75% Grass cover, Good, HSG D 32,374 92 Weighted Average 11,446 35.36% Pervious Area 20,928 64.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 1.32 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=32,374 sf 1 Runoff Volume=0.067 af Runoff Depth=1.08" Flow (cfs) Tc=6.0 min CN=92 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 481 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment PS-5: Runoff = 1.06 cfs @ 12.04 hrs, Volume= 0.057 af, Depth= 1.60" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 1.06 cfs NY-West Seneca 24-hr S1 1-yr 1 Rainfall=1.82" Runoff Area=18,756 sf Runoff Volume=0.057 af Runoff Depth=1.60" Flow (cfs) Tc=6.0 min CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 482 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment PS-6: Runoff = 0.37 cfs @ 12.04 hrs, Volume= 0.020 af, Depth= 1.60" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.4 0.37 cfs 0.38 0.36 NY-West Seneca 24-hr S1 1-yr 0.34 Rainfall=1.82" 0.32 Runoff Area=6,622 sf 0.3 0.28 Runoff Volume=0.020 af 0.26 Runoff Depth=1.60" 0.24 Flow (cfs) 0.22 Tc=6.0 min 0.2 CN=98 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 483 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment PS-7: Runoff = 2.46 cfs @ 12.17 hrs, Volume= 0.212 af, Depth= 0.46" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 242,510 80 >75% Grass cover, Good, HSG D 242,510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph Runoff 2.46 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 2 Runoff Area=242,510 sf Runoff Volume=0.212 af Runoff Depth=0.46" Flow (cfs) Flow Length=391' Tc=14.0 min 1 CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 484 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment PS-8: Runoff = 0.40 cfs @ 12.36 hrs, Volume= 0.047 af, Depth= 0.46" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph 0.44 Runoff 0.42 0.40 cfs 0.4 NY-West Seneca 24-hr S1 1-yr 0.38 0.36 Rainfall=1.82" 0.34 Runoff Area=53,474 sf 0.32 0.3 Runoff Volume=0.047 af 0.28 Runoff Depth=0.46" 0.26 Flow (cfs) 0.24 Flow Length=821' 0.22 Slope=0.0100 '/' 0.2 0.18 Tc=25.7 min 0.16 CN=80 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 485 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment PS-9: OFF-SITE DRAINAGE Runoff = 0.92 cfs @ 12.87 hrs, Volume= 0.175 af, Depth= 0.42" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 1,089 80 >75% Grass cover, Good, HSG D 1,699 98 Paved parking, HSG D 214,969 79 Woods, Fair, HSG D 217,757 79 Weighted Average 216,058 99.22% Pervious Area 1,699 0.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 600 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 5.2 157 0.0100 0.50 Shallow Concentrated Flow, Swale Woodland Kv= 5.0 fps 59.4 857 Total Subcatchment PS-9: OFF-SITE DRAINAGE Hydrograph 1 Runoff 0.92 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=217,757 sf Runoff Volume=0.175 af Runoff Depth=0.42" Flow (cfs) Flow Length=857' Slope=0.0100 '/' Tc=59.4 min CN=79 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 486 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 20 Summary for Reach 8R: 15" Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 0.43" for 1-yr event Inflow = 1.10 cfs @ 12.82 hrs, Volume= 0.222 af Outflow = 1.10 cfs @ 12.84 hrs, Volume= 0.222 af, Atten= 0%, Lag= 1.1 min Routed to Reach DP-1 : Design Point Overflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.87 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 3.1 min Peak Storage= 100 cf @ 12.84 hrs Average Depth at Peak Storage= 0.35' , Surface Width= 1.13' Defined Flood Depth= 598.00' Flow Area= 100.4 sf, Capacity= -12,672.78 cfs Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 6.33 cfs Any excess flow will be diverted to the secondary overflow 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 350.0' Slope= 0.0096 '/' Inlet Invert= 591.85', Outlet Invert= 588.49' Page 487 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 21 Reach 8R: 15" Pipe Hydrograph Inflow 1.10 cfs Outflow Overflow 1.10 cfs Inflow Area=6.227 ac Avg. Flow Depth=0.35' 1 Max Vel=3.87 fps 15.0" Round Pipe Flow (cfs) n=0.013 L=350.0' S=0.0096 '/' Capacity=6.33 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 488 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 22 Summary for Reach 9R: East Swale Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 0.43" for 1-yr event Inflow = 1.11 cfs @ 12.75 hrs, Volume= 0.222 af Outflow = 1.10 cfs @ 12.82 hrs, Volume= 0.222 af, Atten= 0%, Lag= 4.3 min Routed to Reach 8R : 15" Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.04 fps, Min. Travel Time= 3.8 min Avg. Velocity = 0.99 fps, Avg. Travel Time= 7.8 min Peak Storage= 249 cf @ 12.82 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 3.24' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 303.17 cfs 2.00' x 3.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 20.00' Length= 460.0' Slope= 0.0101 '/' Inlet Invert= 599.00', Outlet Invert= 594.35' Reach 9R: East Swale Hydrograph Inflow 1.11 cfs Outflow 1.10 cfs Inflow Area=6.227 ac 1 Avg. Flow Depth=0.21' Max Vel=2.04 fps n=0.022 Flow (cfs) L=460.0' S=0.0101 '/' Capacity=303.17 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 489 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 23 Summary for Reach DP-1: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 18.93% Impervious, Inflow Depth > 0.60" for 1-yr event Inflow = 2.94 cfs @ 12.18 hrs, Volume= 0.810 af Outflow = 2.94 cfs @ 12.18 hrs, Volume= 0.810 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 2.94 cfs Outflow 3 2.94 cfs Inflow Area=16.122 ac 2 Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 490 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 24 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.418 ac, 38.59% Impervious, Inflow Depth = 0.77" for 1-yr event Inflow = 0.52 cfs @ 12.04 hrs, Volume= 0.027 af Outflow = 0.01 cfs @ 17.73 hrs, Volume= 0.027 af, Atten= 98%, Lag= 341.1 min Primary = 0.01 cfs @ 17.73 hrs, Volume= 0.027 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 598.47' @ 17.73 hrs Surf.Area= 874 sf Storage= 780 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1,193.3 min ( 2,038.4 - 845.1 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 491 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 25 Primary OutFlow Max=0.01 cfs @ 17.73 hrs HW=598.47' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1: Filtration Bioretention Hydrograph Inflow 0.52 cfs Outflow Inflow Area=0.418 ac Primary Secondary Tertiary 0.55 Peak Elev=598.47' 0.5 Storage=780 cf 0.45 0.4 0.35 Flow (cfs) 0.3 0.25 0.2 0.15 0.01 cfs 0.1 0.01 cfs 0.05 0.00 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 492 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 26 Summary for Pond BIO-1A: Filtration Bioretention Inflow Area = 0.232 ac, 38.46% Impervious, Inflow Depth = 0.77" for 1-yr event Inflow = 0.29 cfs @ 12.04 hrs, Volume= 0.015 af Outflow = 0.00 cfs @ 11.29 hrs, Volume= 0.015 af, Atten= 99%, Lag= 0.0 min Primary = 0.00 cfs @ 11.29 hrs, Volume= 0.015 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.88' @ 21.08 hrs Surf.Area= 350 sf Storage= 454 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1,120.1 min ( 1,965.2 - 845.1 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 6.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 493 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 27 Primary OutFlow Max=0.00 cfs @ 11.29 hrs HW=594.43' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1A: Filtration Bioretention Hydrograph Inflow 0.29 cfs Outflow Inflow Area=0.232 ac Primary Secondary 0.32 Tertiary 0.3 Peak Elev=597.88' 0.28 Storage=454 cf 0.26 0.24 0.22 0.2 Flow (cfs) 0.18 0.16 0.14 0.12 0.1 0.08 0.00 cfs 0.06 0.00 cfs 0.04 0.00 cfs 0.02 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 494 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 28 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af Outflow = 0.02 cfs @ 16.10 hrs, Volume= 0.039 af, Atten= 97%, Lag= 243.6 min Primary = 0.02 cfs @ 16.10 hrs, Volume= 0.039 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.51' @ 16.10 hrs Surf.Area= 1,651 sf Storage= 1,048 cf Flood Elev= 598.00' Surf.Area= 3,117 sf Storage= 4,754 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 972.2 min ( 1,821.9 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 592.42' 4,754 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 592.42 370 0.0 0 0 592.43 370 20.0 1 1 593.25 370 20.0 61 61 595.75 370 40.0 370 431 596.00 370 100.0 93 524 596.50 1,629 100.0 500 1,024 597.00 2,353 100.0 996 2,019 598.00 3,117 100.0 2,735 4,754 Device Routing Invert Outlet Devices #1 Primary 592.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 495 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 29 Primary OutFlow Max=0.02 cfs @ 16.10 hrs HW=596.51' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.42' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-2: Filtration Bioretention Hydrograph Inflow 0.74 cfs Outflow Inflow Area=0.649 ac Primary Secondary Tertiary 0.8 Peak Elev=596.51' 0.75 0.7 Storage=1,048 cf 0.65 0.6 0.55 0.5 Flow (cfs) 0.45 0.4 0.35 0.3 0.25 0.2 0.02 cfs 0.15 0.02 cfs 0.1 0.00 cfs 0.05 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 496 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 30 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.743 ac, 64.64% Impervious, Inflow Depth = 1.08" for 1-yr event Inflow = 1.32 cfs @ 12.04 hrs, Volume= 0.067 af Outflow = 0.03 cfs @ 15.20 hrs, Volume= 0.067 af, Atten= 98%, Lag= 189.6 min Primary = 0.03 cfs @ 15.20 hrs, Volume= 0.067 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 595.48' @ 15.20 hrs Surf.Area= 2,839 sf Storage= 1,854 cf Flood Elev= 597.00' Surf.Area= 4,176 sf Storage= 7,294 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 984.1 min ( 1,804.3 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 591.42' 12,099 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 591.42 705 0.0 0 0 591.43 705 20.0 1 1 592.25 705 20.0 116 117 594.75 705 40.0 705 822 595.00 705 100.0 176 998 595.50 2,913 100.0 905 1,903 596.00 3,433 100.0 1,587 3,489 597.00 4,176 100.0 3,805 7,294 598.00 5,434 100.0 4,805 12,099 Device Routing Invert Outlet Devices #1 Primary 591.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 497 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 31 Primary OutFlow Max=0.03 cfs @ 15.20 hrs HW=595.48' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.03 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=591.42' TW=0.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=591.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-3: Filtration Bioretention Hydrograph Inflow 1.32 cfs Outflow Inflow Area=0.743 ac Primary Secondary Tertiary Peak Elev=595.48' Storage=1,854 cf 1 Flow (cfs) 0.03 cfs 0.03 cfs 0.00 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 498 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 32 Summary for Pond CH-1: Chambers Inflow Area = 2.286 ac, 90.30% Impervious, Inflow Depth = 1.45" for 1-yr event Inflow = 5.27 cfs @ 12.04 hrs, Volume= 0.276 af Outflow = 0.38 cfs @ 12.72 hrs, Volume= 0.229 af, Atten= 93%, Lag= 41.0 min Primary = 0.38 cfs @ 12.72 hrs, Volume= 0.229 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 592.21' @ 12.72 hrs Surf.Area= 6,598 sf Storage= 7,377 cf Flood Elev= 598.32' Surf.Area= 13,198 sf Storage= 26,499 cf Plug-Flow detention time= 341.3 min calculated for 0.229 af (83% of inflow) Center-of-Mass det. time= 269.3 min ( 1,055.1 - 785.8 ) Volume Invert Avail.Storage Storage Description #1A 590.50' 9,166 cf 44.25'W x 149.10'L x 5.50'H Field A 36,287 cf Overall - 13,373 cf Embedded = 22,914 cf x 40.0% Voids #2A 591.25' 13,373 cf ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 6 Rows Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf #3 596.00' 3,960 cf Custom Stage Data (Prismatic)Listed below (Recalc) 26,499 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 596.00 6,600 0.0 0 0 597.50 6,600 40.0 3,960 3,960 Device Routing Invert Outlet Devices #1 Primary 590.50' 8.0" Round Culvert L= 120.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 590.50' / 589.25' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 591.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 594.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.38 cfs @ 12.72 hrs HW=592.21' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.38 cfs of 1.47 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.38 cfs @ 4.30 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Page 499 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 33 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 13,373.0 cf Chamber Storage 36,287.2 cf Field - 13,373.0 cf Chambers = 22,914.2 cf Stone x 40.0% Voids = 9,165.7 cf Stone Storage Chamber Storage + Stone Storage = 22,538.7 cf = 0.517 af Overall Storage Efficiency = 62.1% Overall System Size = 149.10' x 44.25' x 5.50' 120 Chambers 1,344.0 cy Field 848.7 cy Stone Page 500 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 34 Pond CH-1: Chambers Hydrograph Inflow 5.27 cfs Primary Inflow Area=2.286 ac 5 Peak Elev=592.21' 4 Storage=7,377 cf Flow (cfs) 3 2 1 0.38 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 501 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 35 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=18,210 sf 38.59% Impervious Runoff Depth=2.49" Tc=6.0 min CN=87 Runoff=1.57 cfs 0.087 af Subcatchment PS-1A: Runoff Area=10,120 sf 38.46% Impervious Runoff Depth=2.49" Tc=6.0 min CN=87 Runoff=0.87 cfs 0.048 af Subcatchment PS-2: Runoff Area=74,205 sf 86.99% Impervious Runoff Depth=3.38" Tc=6.0 min CN=96 Runoff=8.11 cfs 0.480 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=2.40" Tc=6.0 min CN=86 Runoff=2.35 cfs 0.130 af Subcatchment PS-4: Runoff Area=32,374 sf 64.64% Impervious Runoff Depth=2.96" Tc=6.0 min CN=92 Runoff=3.24 cfs 0.184 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=3.61" Tc=6.0 min CN=98 Runoff=2.11 cfs 0.129 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=3.61" Tc=6.0 min CN=98 Runoff=0.74 cfs 0.046 af Subcatchment PS-7: Runoff Area=242,510 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=391' Tc=14.0 min CN=80 Runoff=11.45 cfs 0.886 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=1.91 cfs 0.195 af Subcatchment PS-9: OFF-SITE DRAINAGE Runoff Area=217,757 sf 0.78% Impervious Runoff Depth=1.83" Flow Length=857' Slope=0.0100 '/' Tc=59.4 min CN=79 Runoff=4.77 cfs 0.764 af Reach 8R: 15" Pipe Avg. Flow Depth=0.93' Max Vel=5.84 fps Inflow=5.71 cfs 0.960 af 0" Round Pipe n=0.013 L=350.0' S=0.0096 '/' Capacity=6.33 cfs Outflow=5.70 cfs 0.960 af Overflow=0.00 cfs 0.000 af Reach 9R: East Swale Avg. Flow Depth=0.50' Max Vel=3.29 fps Inflow=5.72 cfs 0.960 af n=0.022 L=460.0' S=0.0101 '/' Capacity=303.17 cfs Outflow=5.71 cfs 0.960 af Reach DP-1: Design Point Inflow=16.38 cfs 2.887 af Outflow=16.38 cfs 2.887 af Pond BIO-1: Filtration Bioretention Peak Elev=599.09' Storage=1,543 cf Inflow=1.57 cfs 0.087 af Primary=0.02 cfs 0.048 af Secondary=0.69 cfs 0.036 af Tertiary=0.00 cfs 0.000 af Outflow=0.71 cfs 0.083 af Pond BIO-1A: Filtration Bioretention Peak Elev=599.01' Storage=1,417 cf Inflow=0.87 cfs 0.048 af Primary=0.02 cfs 0.044 af Secondary=0.01 cfs 0.001 af Tertiary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.046 af Pond BIO-2: Filtration Bioretention Peak Elev=597.11' Storage=2,288 cf Inflow=2.35 cfs 0.130 af Primary=0.03 cfs 0.072 af Secondary=0.99 cfs 0.055 af Tertiary=0.00 cfs 0.000 af Outflow=1.01 cfs 0.126 af Page 502 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 36 Pond BIO-3: Filtration Bioretention Peak Elev=596.11' Storage=3,881 cf Inflow=3.24 cfs 0.184 af Primary=0.04 cfs 0.116 af Secondary=0.99 cfs 0.061 af Tertiary=0.00 cfs 0.000 af Outflow=1.03 cfs 0.177 af Pond CH-1: Chambers Peak Elev=594.31' Storage=17,647 cf Inflow=10.97 cfs 0.655 af Outflow=0.71 cfs 0.608 af Total Runoff Area = 16.122 ac Runoff Volume = 2.949 af Average Runoff Depth = 2.20" 81.07% Pervious = 13.071 ac 18.93% Impervious = 3.052 ac Page 503 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment PS-1: Runoff = 1.57 cfs @ 12.04 hrs, Volume= 0.087 af, Depth= 2.49" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 7,027 98 Paved parking, HSG D 11,183 80 >75% Grass cover, Good, HSG D 18,210 87 Weighted Average 11,183 61.41% Pervious Area 7,027 38.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 1.57 cfs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Runoff Area=18,210 sf Runoff Volume=0.087 af Runoff Depth=2.49" Flow (cfs) 1 Tc=6.0 min CN=87 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 504 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment PS-1A: Runoff = 0.87 cfs @ 12.04 hrs, Volume= 0.048 af, Depth= 2.49" Routed to Pond BIO-1A : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 3,892 98 Paved parking, HSG D 6,228 80 >75% Grass cover, Good, HSG D 10,120 87 Weighted Average 6,228 61.54% Pervious Area 3,892 38.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1A: Hydrograph 0.95 Runoff 0.9 0.87 cfs 0.85 NY-West Seneca 24-hr S1 25-yr 0.8 Rainfall=3.84" 0.75 Runoff Area=10,120 sf 0.7 0.65 Runoff Volume=0.048 af 0.6 Runoff Depth=2.49" Flow (cfs) 0.55 Tc=6.0 min 0.5 0.45 CN=87 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 505 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment PS-2: Runoff = 8.11 cfs @ 12.04 hrs, Volume= 0.480 af, Depth= 3.38" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 64,548 98 Paved parking, HSG D 9,657 80 >75% Grass cover, Good, HSG D 74,205 96 Weighted Average 9,657 13.01% Pervious Area 64,548 86.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 9 Runoff 8.11 cfs 8 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" 7 Runoff Area=74,205 sf 6 Runoff Volume=0.480 af Runoff Depth=3.38" Flow (cfs) 5 Tc=6.0 min CN=96 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 506 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment PS-3: Runoff = 2.35 cfs @ 12.04 hrs, Volume= 0.130 af, Depth= 2.40" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 2.35 cfs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" 2 Runoff Area=28,267 sf Runoff Volume=0.130 af Runoff Depth=2.40" Flow (cfs) Tc=6.0 min CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 507 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment PS-4: Runoff = 3.24 cfs @ 12.04 hrs, Volume= 0.184 af, Depth= 2.96" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 20,928 98 Paved parking, HSG D 11,446 80 >75% Grass cover, Good, HSG D 32,374 92 Weighted Average 11,446 35.36% Pervious Area 20,928 64.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 3.24 cfs NY-West Seneca 24-hr S1 25-yr 3 Rainfall=3.84" Runoff Area=32,374 sf Runoff Volume=0.184 af Runoff Depth=2.96" Flow (cfs) 2 Tc=6.0 min CN=92 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 508 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment PS-5: Runoff = 2.11 cfs @ 12.04 hrs, Volume= 0.129 af, Depth= 3.61" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 2.11 cfs NY-West Seneca 24-hr S1 25-yr 2 Rainfall=3.84" Runoff Area=18,756 sf Runoff Volume=0.129 af Runoff Depth=3.61" Flow (cfs) Tc=6.0 min CN=98 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 509 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment PS-6: Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.046 af, Depth= 3.61" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.8 0.74 cfs 0.75 NY-West Seneca 24-hr S1 25-yr 0.7 Rainfall=3.84" 0.65 Runoff Area=6,622 sf 0.6 0.55 Runoff Volume=0.046 af 0.5 Runoff Depth=3.61" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=98 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 510 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment PS-7: Runoff = 11.45 cfs @ 12.15 hrs, Volume= 0.886 af, Depth= 1.91" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 242,510 80 >75% Grass cover, Good, HSG D 242,510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph Runoff 12 11.45 cfs 11 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" 10 Runoff Area=242,510 sf 9 Runoff Volume=0.886 af 8 Runoff Depth=1.91" Flow (cfs) 7 Flow Length=391' 6 Tc=14.0 min 5 CN=80 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 511 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment PS-8: Runoff = 1.91 cfs @ 12.31 hrs, Volume= 0.195 af, Depth= 1.91" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 2 1.91 cfs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Runoff Area=53,474 sf Runoff Volume=0.195 af Runoff Depth=1.91" Flow (cfs) Flow Length=821' 1 Slope=0.0100 '/' Tc=25.7 min CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 512 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment PS-9: OFF-SITE DRAINAGE Runoff = 4.77 cfs @ 12.80 hrs, Volume= 0.764 af, Depth= 1.83" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Area (sf) CN Description 1,089 80 >75% Grass cover, Good, HSG D 1,699 98 Paved parking, HSG D 214,969 79 Woods, Fair, HSG D 217,757 79 Weighted Average 216,058 99.22% Pervious Area 1,699 0.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 600 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 5.2 157 0.0100 0.50 Shallow Concentrated Flow, Swale Woodland Kv= 5.0 fps 59.4 857 Total Subcatchment PS-9: OFF-SITE DRAINAGE Hydrograph Runoff 5 4.77 cfs NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" 4 Runoff Area=217,757 sf Runoff Volume=0.764 af Runoff Depth=1.83" Flow (cfs) 3 Flow Length=857' Slope=0.0100 '/' Tc=59.4 min 2 CN=79 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 513 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 47 Summary for Reach 8R: 15" Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 1.85" for 25-yr event Inflow = 5.71 cfs @ 12.75 hrs, Volume= 0.960 af Outflow = 5.70 cfs @ 12.76 hrs, Volume= 0.960 af, Atten= 0%, Lag= 0.7 min Routed to Reach DP-1 : Design Point Overflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 5.84 fps, Min. Travel Time= 1.0 min Avg. Velocity = 2.52 fps, Avg. Travel Time= 2.3 min Peak Storage= 342 cf @ 12.76 hrs Average Depth at Peak Storage= 0.93' , Surface Width= 1.09' Defined Flood Depth= 598.00' Flow Area= 100.4 sf, Capacity= -12,672.78 cfs Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 6.33 cfs Any excess flow will be diverted to the secondary overflow 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 350.0' Slope= 0.0096 '/' Inlet Invert= 591.85', Outlet Invert= 588.49' Page 514 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 48 Reach 8R: 15" Pipe Hydrograph Inflow 5.71 cfs Outflow Overflow 6 5.70 cfs Inflow Area=6.227 ac Avg. Flow Depth=0.93' 5 Max Vel=5.84 fps 15.0" 4 Round Pipe Flow (cfs) n=0.013 3 L=350.0' S=0.0096 '/' 2 Capacity=6.33 cfs 1 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 515 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 49 Summary for Reach 9R: East Swale Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 1.85" for 25-yr event Inflow = 5.72 cfs @ 12.73 hrs, Volume= 0.960 af Outflow = 5.71 cfs @ 12.75 hrs, Volume= 0.960 af, Atten= 0%, Lag= 0.9 min Routed to Reach 8R : 15" Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.29 fps, Min. Travel Time= 2.3 min Avg. Velocity = 1.36 fps, Avg. Travel Time= 5.6 min Peak Storage= 798 cf @ 12.75 hrs Average Depth at Peak Storage= 0.50' , Surface Width= 4.98' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 303.17 cfs 2.00' x 3.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 20.00' Length= 460.0' Slope= 0.0101 '/' Inlet Invert= 599.00', Outlet Invert= 594.35' Reach 9R: East Swale Hydrograph Inflow 5.72 cfs Outflow 6 5.71 cfs Inflow Area=6.227 ac 5 Avg. Flow Depth=0.50' Max Vel=3.29 fps 4 n=0.022 Flow (cfs) L=460.0' 3 S=0.0101 '/' 2 Capacity=303.17 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 516 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 50 Summary for Reach DP-1: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 18.93% Impervious, Inflow Depth > 2.15" for 25-yr event Inflow = 16.38 cfs @ 12.19 hrs, Volume= 2.887 af Outflow = 16.38 cfs @ 12.19 hrs, Volume= 2.887 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 18 16.38 cfs Outflow 17 16 16.38 cfs Inflow Area=16.122 ac 15 14 13 12 11 Flow (cfs) 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 517 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 51 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.418 ac, 38.59% Impervious, Inflow Depth = 2.49" for 25-yr event Inflow = 1.57 cfs @ 12.04 hrs, Volume= 0.087 af Outflow = 0.71 cfs @ 12.19 hrs, Volume= 0.083 af, Atten= 55%, Lag= 8.9 min Primary = 0.02 cfs @ 12.19 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Secondary = 0.69 cfs @ 12.19 hrs, Volume= 0.036 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.09' @ 12.19 hrs Surf.Area= 1,541 sf Storage= 1,543 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 614.7 min ( 1,423.8 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 518 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 52 Primary OutFlow Max=0.02 cfs @ 12.19 hrs HW=599.09' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.69 cfs @ 12.19 hrs HW=599.09' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.69 cfs of 5.98 cfs potential flow) 2=Overflow Grate (Weir Controls 0.69 cfs @ 0.98 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1: Filtration Bioretention Hydrograph Inflow 1.57 cfs Outflow Inflow Area=0.418 ac Primary Secondary Tertiary Peak Elev=599.09' Storage=1,543 cf 0.71 cfs Flow (cfs) 1 0.69 cfs 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 519 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 53 Summary for Pond BIO-1A: Filtration Bioretention Inflow Area = 0.232 ac, 38.46% Impervious, Inflow Depth = 2.49" for 25-yr event Inflow = 0.87 cfs @ 12.04 hrs, Volume= 0.048 af Outflow = 0.03 cfs @ 14.29 hrs, Volume= 0.046 af, Atten= 97%, Lag= 134.9 min Primary = 0.02 cfs @ 14.29 hrs, Volume= 0.044 af Routed to Reach DP-1 : Design Point Secondary = 0.01 cfs @ 14.29 hrs, Volume= 0.001 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.01' @ 14.29 hrs Surf.Area= 1,480 sf Storage= 1,417 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= 1,094.7 min calculated for 0.046 af (95% of inflow) Center-of-Mass det. time= 1,065.2 min ( 1,874.3 - 809.1 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 6.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 520 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 54 Primary OutFlow Max=0.02 cfs @ 14.29 hrs HW=599.01' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.01 cfs @ 14.29 hrs HW=599.01' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.01 cfs of 1.53 cfs potential flow) 2=Overflow Grate (Weir Controls 0.01 cfs @ 0.25 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1A: Filtration Bioretention Hydrograph Inflow 0.87 cfs Outflow Inflow Area=0.232 ac Primary Secondary Tertiary 0.95 0.9 Peak Elev=599.01' 0.85 0.8 Storage=1,417 cf 0.75 0.7 0.65 0.6 Flow (cfs) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.03 cfs 0.2 0.15 0.02 cfs 0.1 0.01 cfs 0.05 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 521 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 55 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 2.40" for 25-yr event Inflow = 2.35 cfs @ 12.04 hrs, Volume= 0.130 af Outflow = 1.01 cfs @ 12.20 hrs, Volume= 0.126 af, Atten= 57%, Lag= 9.7 min Primary = 0.03 cfs @ 12.20 hrs, Volume= 0.072 af Routed to Reach DP-1 : Design Point Secondary = 0.99 cfs @ 12.20 hrs, Volume= 0.055 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.11' @ 12.20 hrs Surf.Area= 2,439 sf Storage= 2,288 cf Flood Elev= 598.00' Surf.Area= 3,117 sf Storage= 4,754 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 552.4 min ( 1,364.9 - 812.4 ) Volume Invert Avail.Storage Storage Description #1 592.42' 4,754 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 592.42 370 0.0 0 0 592.43 370 20.0 1 1 593.25 370 20.0 61 61 595.75 370 40.0 370 431 596.00 370 100.0 93 524 596.50 1,629 100.0 500 1,024 597.00 2,353 100.0 996 2,019 598.00 3,117 100.0 2,735 4,754 Device Routing Invert Outlet Devices #1 Primary 592.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 522 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 56 Primary OutFlow Max=0.03 cfs @ 12.20 hrs HW=597.11' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.03 cfs) Secondary OutFlow Max=0.99 cfs @ 12.20 hrs HW=597.11' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.99 cfs of 5.54 cfs potential flow) 2=Overflow Grate (Weir Controls 0.99 cfs @ 1.10 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-2: Filtration Bioretention Hydrograph Inflow 2.35 cfs Outflow Inflow Area=0.649 ac Primary Secondary Tertiary Peak Elev=597.11' Storage=2,288 cf 2 Flow (cfs) 1.01 cfs 0.99 cfs 1 0.03 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 523 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 57 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.743 ac, 64.64% Impervious, Inflow Depth = 2.96" for 25-yr event Inflow = 3.24 cfs @ 12.04 hrs, Volume= 0.184 af Outflow = 1.03 cfs @ 12.28 hrs, Volume= 0.177 af, Atten= 68%, Lag= 14.3 min Primary = 0.04 cfs @ 12.28 hrs, Volume= 0.116 af Routed to Reach DP-1 : Design Point Secondary = 0.99 cfs @ 12.28 hrs, Volume= 0.061 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.11' @ 12.28 hrs Surf.Area= 3,517 sf Storage= 3,881 cf Flood Elev= 597.00' Surf.Area= 4,176 sf Storage= 7,294 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 695.6 min ( 1,485.5 - 790.0 ) Volume Invert Avail.Storage Storage Description #1 591.42' 12,099 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 591.42 705 0.0 0 0 591.43 705 20.0 1 1 592.25 705 20.0 116 117 594.75 705 40.0 705 822 595.00 705 100.0 176 998 595.50 2,913 100.0 905 1,903 596.00 3,433 100.0 1,587 3,489 597.00 4,176 100.0 3,805 7,294 598.00 5,434 100.0 4,805 12,099 Device Routing Invert Outlet Devices #1 Primary 591.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 524 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 58 Primary OutFlow Max=0.04 cfs @ 12.28 hrs HW=596.11' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.99 cfs @ 12.28 hrs HW=596.11' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.99 cfs of 6.00 cfs potential flow) 2=Overflow Grate (Weir Controls 0.99 cfs @ 1.10 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=591.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-3: Filtration Bioretention Hydrograph Inflow 3.24 cfs Outflow Inflow Area=0.743 ac Primary Secondary Tertiary Peak Elev=596.11' 3 Storage=3,881 cf Flow (cfs) 2 1.03 cfs 0.99 cfs 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 525 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 59 Summary for Pond CH-1: Chambers Inflow Area = 2.286 ac, 90.30% Impervious, Inflow Depth = 3.44" for 25-yr event Inflow = 10.97 cfs @ 12.04 hrs, Volume= 0.655 af Outflow = 0.71 cfs @ 12.82 hrs, Volume= 0.608 af, Atten= 93%, Lag= 47.0 min Primary = 0.71 cfs @ 12.82 hrs, Volume= 0.608 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 594.31' @ 12.82 hrs Surf.Area= 6,598 sf Storage= 17,647 cf Flood Elev= 598.32' Surf.Area= 13,198 sf Storage= 26,499 cf Plug-Flow detention time= 360.4 min calculated for 0.608 af (93% of inflow) Center-of-Mass det. time= 321.0 min ( 1,084.7 - 763.8 ) Volume Invert Avail.Storage Storage Description #1A 590.50' 9,166 cf 44.25'W x 149.10'L x 5.50'H Field A 36,287 cf Overall - 13,373 cf Embedded = 22,914 cf x 40.0% Voids #2A 591.25' 13,373 cf ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 6 Rows Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf #3 596.00' 3,960 cf Custom Stage Data (Prismatic)Listed below (Recalc) 26,499 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 596.00 6,600 0.0 0 0 597.50 6,600 40.0 3,960 3,960 Device Routing Invert Outlet Devices #1 Primary 590.50' 8.0" Round Culvert L= 120.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 590.50' / 589.25' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 591.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 594.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.71 cfs @ 12.82 hrs HW=594.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.71 cfs of 2.03 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.71 cfs @ 8.19 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Page 526 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 60 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 13,373.0 cf Chamber Storage 36,287.2 cf Field - 13,373.0 cf Chambers = 22,914.2 cf Stone x 40.0% Voids = 9,165.7 cf Stone Storage Chamber Storage + Stone Storage = 22,538.7 cf = 0.517 af Overall Storage Efficiency = 62.1% Overall System Size = 149.10' x 44.25' x 5.50' 120 Chambers 1,344.0 cy Field 848.7 cy Stone Page 527 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 25-yr Rainfall=3.84" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 61 Pond CH-1: Chambers Hydrograph Inflow 12 10.97 cfs Primary 11 Inflow Area=2.286 ac 10 Peak Elev=594.31' 9 Storage=17,647 cf 8 Flow (cfs) 7 6 5 4 3 2 0.71 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 528 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 62 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=18,210 sf 38.59% Impervious Runoff Depth=3.77" Tc=6.0 min CN=87 Runoff=2.32 cfs 0.132 af Subcatchment PS-1A: Runoff Area=10,120 sf 38.46% Impervious Runoff Depth=3.77" Tc=6.0 min CN=87 Runoff=1.29 cfs 0.073 af Subcatchment PS-2: Runoff Area=74,205 sf 86.99% Impervious Runoff Depth=4.75" Tc=6.0 min CN=96 Runoff=11.08 cfs 0.674 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=3.67" Tc=6.0 min CN=86 Runoff=3.52 cfs 0.199 af Subcatchment PS-4: Runoff Area=32,374 sf 64.64% Impervious Runoff Depth=4.30" Tc=6.0 min CN=92 Runoff=4.57 cfs 0.267 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=2.85 cfs 0.179 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=1.01 cfs 0.063 af Subcatchment PS-7: Runoff Area=242,510 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=391' Tc=14.0 min CN=80 Runoff=18.68 cfs 1.432 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=3.15 cfs 0.316 af Subcatchment PS-9: OFF-SITE DRAINAGE Runoff Area=217,757 sf 0.78% Impervious Runoff Depth=2.99" Flow Length=857' Slope=0.0100 '/' Tc=59.4 min CN=79 Runoff=8.05 cfs 1.246 af Reach 8R: 15" Pipe Avg. Flow Depth=1.02' Max Vel=5.88 fps Inflow=9.63 cfs 1.562 af 0" Round Pipe n=0.013 L=350.0' S=0.0096 '/' Capacity=6.33 cfs Outflow=6.33 cfs 1.405 af Overflow=3.30 cfs 0.157 af Reach 9R: East Swale Avg. Flow Depth=0.64' Max Vel=3.79 fps Inflow=9.64 cfs 1.562 af n=0.022 L=460.0' S=0.0101 '/' Capacity=303.17 cfs Outflow=9.63 cfs 1.562 af Reach DP-1: Design Point Inflow=31.21 cfs 4.516 af Outflow=31.21 cfs 4.516 af Pond BIO-1: Filtration Bioretention Peak Elev=599.18' Storage=1,692 cf Inflow=2.32 cfs 0.132 af Primary=0.02 cfs 0.049 af Secondary=2.06 cfs 0.080 af Tertiary=0.00 cfs 0.000 af Outflow=2.08 cfs 0.128 af Pond BIO-1A: Filtration Bioretention Peak Elev=599.07' Storage=1,508 cf Inflow=1.29 cfs 0.073 af Primary=0.02 cfs 0.047 af Secondary=0.45 cfs 0.023 af Tertiary=0.00 cfs 0.000 af Outflow=0.46 cfs 0.070 af Pond BIO-2: Filtration Bioretention Peak Elev=597.23' Storage=2,585 cf Inflow=3.52 cfs 0.199 af Primary=0.03 cfs 0.073 af Secondary=2.92 cfs 0.122 af Tertiary=0.00 cfs 0.000 af Outflow=2.95 cfs 0.195 af Page 529 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 63 Pond BIO-3: Filtration Bioretention Peak Elev=596.25' Storage=4,357 cf Inflow=4.57 cfs 0.267 af Primary=0.04 cfs 0.120 af Secondary=3.20 cfs 0.140 af Tertiary=0.00 cfs 0.000 af Outflow=3.24 cfs 0.260 af Pond CH-1: Chambers Peak Elev=595.88' Storage=22,228 cf Inflow=14.93 cfs 0.916 af Outflow=2.37 cfs 0.869 af Total Runoff Area = 16.122 ac Runoff Volume = 4.580 af Average Runoff Depth = 3.41" 81.07% Pervious = 13.071 ac 18.93% Impervious = 3.052 ac Page 530 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment PS-1: Runoff = 2.32 cfs @ 12.04 hrs, Volume= 0.132 af, Depth= 3.77" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 7,027 98 Paved parking, HSG D 11,183 80 >75% Grass cover, Good, HSG D 18,210 87 Weighted Average 11,183 61.41% Pervious Area 7,027 38.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 2.32 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 2 Runoff Area=18,210 sf Runoff Volume=0.132 af Runoff Depth=3.77" Tc=6.0 min Flow (cfs) CN=87 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 531 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment PS-1A: Runoff = 1.29 cfs @ 12.04 hrs, Volume= 0.073 af, Depth= 3.77" Routed to Pond BIO-1A : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 3,892 98 Paved parking, HSG D 6,228 80 >75% Grass cover, Good, HSG D 10,120 87 Weighted Average 6,228 61.54% Pervious Area 3,892 38.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1A: Hydrograph Runoff 1.29 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=10,120 sf 1 Runoff Volume=0.073 af Runoff Depth=3.77" Tc=6.0 min Flow (cfs) CN=87 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 532 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment PS-2: Runoff = 11.08 cfs @ 12.04 hrs, Volume= 0.674 af, Depth= 4.75" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 64,548 98 Paved parking, HSG D 9,657 80 >75% Grass cover, Good, HSG D 74,205 96 Weighted Average 9,657 13.01% Pervious Area 64,548 86.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 12 Runoff 11.08 cfs 11 NY-West Seneca 24-hr S1 100-yr 10 Rainfall=5.22" Runoff Area=74,205 sf 9 Runoff Volume=0.674 af 8 Runoff Depth=4.75" Tc=6.0 min Flow (cfs) 7 6 CN=96 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 533 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment PS-3: Runoff = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af, Depth= 3.67" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 3.52 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 3 Runoff Area=28,267 sf Runoff Volume=0.199 af Runoff Depth=3.67" Tc=6.0 min Flow (cfs) 2 CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 534 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment PS-4: Runoff = 4.57 cfs @ 12.04 hrs, Volume= 0.267 af, Depth= 4.30" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 20,928 98 Paved parking, HSG D 11,446 80 >75% Grass cover, Good, HSG D 32,374 92 Weighted Average 11,446 35.36% Pervious Area 20,928 64.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph 5 Runoff 4.57 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 4 Runoff Area=32,374 sf Runoff Volume=0.267 af Runoff Depth=4.30" 3 Tc=6.0 min Flow (cfs) CN=92 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 535 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment PS-5: Runoff = 2.85 cfs @ 12.04 hrs, Volume= 0.179 af, Depth= 4.98" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 3 2.85 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=18,756 sf Runoff Volume=0.179 af 2 Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 536 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment PS-6: Runoff = 1.01 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 4.98" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 1.01 cfs 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=6,622 sf Runoff Volume=0.063 af Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 537 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment PS-7: Runoff = 18.68 cfs @ 12.15 hrs, Volume= 1.432 af, Depth= 3.09" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 242,510 80 >75% Grass cover, Good, HSG D 242,510 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph Runoff 20 18.68 cfs 19 18 NY-West Seneca 24-hr S1 100-yr 17 Rainfall=5.22" 16 Runoff Area=242,510 sf 15 14 Runoff Volume=1.432 af 13 Runoff Depth=3.09" 12 Flow Length=391' Flow (cfs) 11 10 Tc=14.0 min 9 CN=80 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 538 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment PS-8: Runoff = 3.15 cfs @ 12.31 hrs, Volume= 0.316 af, Depth= 3.09" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 3.15 cfs NY-West Seneca 24-hr S1 100-yr 3 Rainfall=5.22" Runoff Area=53,474 sf Runoff Volume=0.316 af Runoff Depth=3.09" Flow Length=821' Flow (cfs) 2 Slope=0.0100 '/' Tc=25.7 min CN=80 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 539 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment PS-9: OFF-SITE DRAINAGE Runoff = 8.05 cfs @ 12.80 hrs, Volume= 1.246 af, Depth= 2.99" Routed to Reach 9R : East Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 1,089 80 >75% Grass cover, Good, HSG D 1,699 98 Paved parking, HSG D 214,969 79 Woods, Fair, HSG D 217,757 79 Weighted Average 216,058 99.22% Pervious Area 1,699 0.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 600 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 34.2 100 0.0100 0.05 Sheet Flow, 100' Woods: Light underbrush n= 0.400 P2= 2.20" 5.2 157 0.0100 0.50 Shallow Concentrated Flow, Swale Woodland Kv= 5.0 fps 59.4 857 Total Subcatchment PS-9: OFF-SITE DRAINAGE Hydrograph 9 Runoff 8.05 cfs 8 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 7 Runoff Area=217,757 sf 6 Runoff Volume=1.246 af Runoff Depth=2.99" Flow Length=857' Flow (cfs) 5 Slope=0.0100 '/' 4 Tc=59.4 min CN=79 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 540 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 74 Summary for Reach 8R: 15" Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 3.01" for 100-yr event Inflow = 9.63 cfs @ 12.74 hrs, Volume= 1.562 af Outflow = 6.33 cfs @ 12.83 hrs, Volume= 1.405 af, Atten= 34%, Lag= 5.6 min Routed to Reach DP-1 : Design Point Overflow = 3.30 cfs @ 12.74 hrs, Volume= 0.157 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 5.88 fps, Min. Travel Time= 1.0 min Avg. Velocity = 2.74 fps, Avg. Travel Time= 2.1 min Peak Storage= 377 cf @ 12.83 hrs Average Depth at Peak Storage= 1.02' , Surface Width= 0.96' Defined Flood Depth= 598.00' Flow Area= 100.4 sf, Capacity= -12,672.78 cfs Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 6.33 cfs Any excess flow will be diverted to the secondary overflow 15.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 350.0' Slope= 0.0096 '/' Inlet Invert= 591.85', Outlet Invert= 588.49' Page 541 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 75 Reach 8R: 15" Pipe Hydrograph Inflow 9.63 cfs Outflow Overflow 10 Inflow Area=6.227 ac Avg. Flow Depth=1.02' 9 Max Vel=5.88 fps 8 6.33 cfs 15.0" 7 Round Pipe Flow (cfs) 6 n=0.013 5 L=350.0' 4 3.30 cfs S=0.0096 '/' 3 Capacity=6.33 cfs 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 542 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 76 Summary for Reach 9R: East Swale Inflow Area = 6.227 ac, 0.63% Impervious, Inflow Depth = 3.01" for 100-yr event Inflow = 9.64 cfs @ 12.73 hrs, Volume= 1.562 af Outflow = 9.63 cfs @ 12.74 hrs, Volume= 1.562 af, Atten= 0%, Lag= 0.4 min Routed to Reach 8R : 15" Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.79 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 5.1 min Peak Storage= 1,167 cf @ 12.74 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 5.87' Bank-Full Depth= 3.00' Flow Area= 33.0 sf, Capacity= 303.17 cfs 2.00' x 3.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 '/' Top Width= 20.00' Length= 460.0' Slope= 0.0101 '/' Inlet Invert= 599.00', Outlet Invert= 594.35' Reach 9R: East Swale Hydrograph Inflow 9.64 cfs Outflow 10 9.63 cfs Inflow Area=6.227 ac 9 Avg. Flow Depth=0.64' 8 Max Vel=3.79 fps 7 n=0.022 Flow (cfs) 6 L=460.0' 5 S=0.0101 '/' 4 Capacity=303.17 cfs 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 543 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 77 Summary for Reach DP-1: Design Point [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 16.122 ac, 18.93% Impervious, Inflow Depth > 3.36" for 100-yr event Inflow = 31.21 cfs @ 12.15 hrs, Volume= 4.516 af Outflow = 31.21 cfs @ 12.15 hrs, Volume= 4.516 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 34 31.21 cfs Outflow 32 31.21 cfs Inflow Area=16.122 ac 30 28 26 24 22 Flow (cfs) 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 544 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 78 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.418 ac, 38.59% Impervious, Inflow Depth = 3.77" for 100-yr event Inflow = 2.32 cfs @ 12.04 hrs, Volume= 0.132 af Outflow = 2.08 cfs @ 12.07 hrs, Volume= 0.128 af, Atten= 10%, Lag= 1.9 min Primary = 0.02 cfs @ 12.07 hrs, Volume= 0.049 af Routed to Reach DP-1 : Design Point Secondary = 2.06 cfs @ 12.07 hrs, Volume= 0.080 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.18' @ 12.07 hrs Surf.Area= 1,610 sf Storage= 1,692 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= 424.1 min calculated for 0.128 af (97% of inflow) Center-of-Mass det. time= 408.9 min ( 1,204.9 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 545 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 79 Primary OutFlow Max=0.02 cfs @ 12.07 hrs HW=599.18' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=2.06 cfs @ 12.07 hrs HW=599.18' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 2.06 cfs of 6.05 cfs potential flow) 2=Overflow Grate (Weir Controls 2.06 cfs @ 1.40 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1: Filtration Bioretention Hydrograph Inflow 2.32 cfs Outflow Inflow Area=0.418 ac Primary Secondary Tertiary 2.08 cfs Peak Elev=599.18' 2.06 cfs Storage=1,692 cf 2 Flow (cfs) 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 546 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 80 Summary for Pond BIO-1A: Filtration Bioretention Inflow Area = 0.232 ac, 38.46% Impervious, Inflow Depth = 3.77" for 100-yr event Inflow = 1.29 cfs @ 12.04 hrs, Volume= 0.073 af Outflow = 0.46 cfs @ 12.26 hrs, Volume= 0.070 af, Atten= 64%, Lag= 13.6 min Primary = 0.02 cfs @ 12.26 hrs, Volume= 0.047 af Routed to Reach DP-1 : Design Point Secondary = 0.45 cfs @ 12.26 hrs, Volume= 0.023 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.07' @ 12.26 hrs Surf.Area= 1,524 sf Storage= 1,508 cf Flood Elev= 600.00' Surf.Area= 2,203 sf Storage= 3,248 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 721.2 min ( 1,517.1 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 594.42' 3,248 cf Bioretention (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 594.42 350 0.0 0 0 594.43 350 20.0 1 1 595.25 350 20.0 57 58 597.75 350 40.0 350 408 598.00 350 100.0 88 496 599.00 1,476 100.0 913 1,409 600.00 2,203 100.0 1,840 3,248 Device Routing Invert Outlet Devices #1 Primary 594.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 6.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.20 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 547 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 81 Primary OutFlow Max=0.02 cfs @ 12.26 hrs HW=599.07' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.44 cfs @ 12.26 hrs HW=599.07' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.44 cfs of 1.54 cfs potential flow) 2=Overflow Grate (Weir Controls 0.44 cfs @ 0.84 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=594.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1A: Filtration Bioretention Hydrograph Inflow 1.29 cfs Outflow Inflow Area=0.232 ac Primary Secondary Tertiary Peak Elev=599.07' Storage=1,508 cf 1 Flow (cfs) 0.46 cfs 0.45 cfs 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 548 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 82 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af Outflow = 2.95 cfs @ 12.08 hrs, Volume= 0.195 af, Atten= 16%, Lag= 2.5 min Primary = 0.03 cfs @ 12.08 hrs, Volume= 0.073 af Routed to Reach DP-1 : Design Point Secondary = 2.92 cfs @ 12.08 hrs, Volume= 0.122 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.23' @ 12.08 hrs Surf.Area= 2,530 sf Storage= 2,585 cf Flood Elev= 598.00' Surf.Area= 3,117 sf Storage= 4,754 cf Plug-Flow detention time= 379.4 min calculated for 0.195 af (98% of inflow) Center-of-Mass det. time= 368.3 min ( 1,167.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 592.42' 4,754 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 592.42 370 0.0 0 0 592.43 370 20.0 1 1 593.25 370 20.0 61 61 595.75 370 40.0 370 431 596.00 370 100.0 93 524 596.50 1,629 100.0 500 1,024 597.00 2,353 100.0 996 2,019 598.00 3,117 100.0 2,735 4,754 Device Routing Invert Outlet Devices #1 Primary 592.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 549 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 83 Primary OutFlow Max=0.03 cfs @ 12.08 hrs HW=597.23' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.03 cfs) Secondary OutFlow Max=2.92 cfs @ 12.08 hrs HW=597.23' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 2.92 cfs of 5.62 cfs potential flow) 2=Overflow Grate (Weir Controls 2.92 cfs @ 1.57 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=592.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-2: Filtration Bioretention Hydrograph Inflow 3.52 cfs Outflow Inflow Area=0.649 ac Primary Secondary Tertiary 2.95 cfs Peak Elev=597.23' 2.92 cfs Storage=2,585 cf 3 Flow (cfs) 2 1 0.03 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 550 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 84 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.743 ac, 64.64% Impervious, Inflow Depth = 4.30" for 100-yr event Inflow = 4.57 cfs @ 12.04 hrs, Volume= 0.267 af Outflow = 3.24 cfs @ 12.10 hrs, Volume= 0.260 af, Atten= 29%, Lag= 3.9 min Primary = 0.04 cfs @ 12.10 hrs, Volume= 0.120 af Routed to Reach DP-1 : Design Point Secondary = 3.20 cfs @ 12.10 hrs, Volume= 0.140 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.25' @ 12.10 hrs Surf.Area= 3,616 sf Storage= 4,357 cf Flood Elev= 597.00' Surf.Area= 4,176 sf Storage= 7,294 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 492.4 min ( 1,271.4 - 779.0 ) Volume Invert Avail.Storage Storage Description #1 591.42' 12,099 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 591.42 705 0.0 0 0 591.43 705 20.0 1 1 592.25 705 20.0 116 117 594.75 705 40.0 705 822 595.00 705 100.0 176 998 595.50 2,913 100.0 905 1,903 596.00 3,433 100.0 1,587 3,489 597.00 4,176 100.0 3,805 7,294 598.00 5,434 100.0 4,805 12,099 Device Routing Invert Outlet Devices #1 Primary 591.42' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Page 551 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 85 Primary OutFlow Max=0.04 cfs @ 12.10 hrs HW=596.25' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=3.19 cfs @ 12.10 hrs HW=596.25' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.19 cfs of 6.09 cfs potential flow) 2=Overflow Grate (Weir Controls 3.19 cfs @ 1.62 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=591.42' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-3: Filtration Bioretention Hydrograph Inflow 4.57 cfs Outflow Inflow Area=0.743 ac Primary Secondary Tertiary 5 Peak Elev=596.25' 3.24 cfs Storage=4,357 cf 4 3.20 cfs 3 Flow (cfs) 2 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 552 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 86 Summary for Pond CH-1: Chambers Inflow Area = 2.286 ac, 90.30% Impervious, Inflow Depth = 4.81" for 100-yr event Inflow = 14.93 cfs @ 12.04 hrs, Volume= 0.916 af Outflow = 2.37 cfs @ 12.58 hrs, Volume= 0.869 af, Atten= 84%, Lag= 32.5 min Primary = 2.37 cfs @ 12.58 hrs, Volume= 0.869 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 595.88' @ 12.58 hrs Surf.Area= 6,598 sf Storage= 22,228 cf Flood Elev= 598.32' Surf.Area= 13,198 sf Storage= 26,499 cf Plug-Flow detention time= 299.4 min calculated for 0.869 af (95% of inflow) Center-of-Mass det. time= 269.4 min ( 1,025.7 - 756.3 ) Volume Invert Avail.Storage Storage Description #1A 590.50' 9,166 cf 44.25'W x 149.10'L x 5.50'H Field A 36,287 cf Overall - 13,373 cf Embedded = 22,914 cf x 40.0% Voids #2A 591.25' 13,373 cf ADS_StormTech MC-3500 d +Cap x 120 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 120 Chambers in 6 Rows Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf #3 596.00' 3,960 cf Custom Stage Data (Prismatic)Listed below (Recalc) 26,499 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 596.00 6,600 0.0 0 0 597.50 6,600 40.0 3,960 3,960 Device Routing Invert Outlet Devices #1 Primary 590.50' 8.0" Round Culvert L= 120.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 590.50' / 589.25' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 1 591.25' 4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 594.35' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.37 cfs @ 12.58 hrs HW=595.88' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.37 cfs @ 6.78 fps) 2=Orifice/Grate (Passes < 0.89 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 22.91 cfs potential flow) Page 553 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 87 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 120 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 13,373.0 cf Chamber Storage 36,287.2 cf Field - 13,373.0 cf Chambers = 22,914.2 cf Stone x 40.0% Voids = 9,165.7 cf Stone Storage Chamber Storage + Stone Storage = 22,538.7 cf = 0.517 af Overall Storage Efficiency = 62.1% Overall System Size = 149.10' x 44.25' x 5.50' 120 Chambers 1,344.0 cy Field 848.7 cy Stone Page 554 of 1174

WEST SENECA - POST DEVELOPMENT E_App E_Post-Development Model_REV 2 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 7/26/2026 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Page 88 Pond CH-1: Chambers Hydrograph Inflow 14.93 cfs Primary 16 15 Inflow Area=2.286 ac 14 13 Peak Elev=595.88' 12 Storage=22,228 cf 11 10 Flow (cfs) 9 8 7 6 5 4 3 2.37 cfs 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 555 of 1174

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Appendix f: Swppp inspection report (sample form) Page 557 of 1174

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Prepared by: LaBella Associates Choose an item. Choose an item. Choose an item. SWPPP INSPECTION REPORT NUMBER XX CLIENT NAME PROJECT NAME PROJECT ADDRESS, TOWN OF X, X COUNTY, NY PERMIT NUMBER Performed: 2/1/2025 @ 12:00 AM Report Issued: 2/1/2025 Status: SATISFACTORY (All erosion control measures are installed and in working order) Qualified Inspector (name and title) Qualified Professional (name and title) Click or tap to enter a date. Click or tap to enter a date. Date Date Signature Signature Page 559 of 1174

NYSDEC Documentation and SWPPP Forms The project has received a Letter of Authorization (LOA) from NYSDEC Choose an item. The project has received a five acre waiver approved by NYSDEC or MS4 Choose an item. The project currently has disturbance greater than five acres Choose an item. The project directly discharges to a 303d waterbody/course Choose an item. The project is within a phosphorus enhanced watershed Choose an item. Number of inspections required per week Choose an item. Included in Site Log Book Preconstruction Assessment Choose an item. Copy of Notice of Intent (NOI) Choose an item. Letter of Authorization (LOA) Choose an item. SWPPP Preparer Certification Form Choose an item. Owner/Operator Certification Form Choose an item. MS4 SWPPP Acceptance Form Choose an item. NYCDEP SWPPP Acceptance/Approval Form Choose an item. MS4 No Jurisdiction Form Choose an item. Contractor and Subcontractor Certifications Choose an item. SPDES General Permit Choose an item. Five Acre Waiver Authorization Choose an item. Notice of Termination (NOT) Choose an item. Site Conditions Total area (acres) with active soil disturbance (not requiring temporary or final stabilization) Total area (acres) with inactive soil disturbance (requiring temporary or final stabilization) Total area (acres) that has achieved temporary stabilization Total area (acres) that has achieved final stabilization Allowable disturbed area (acres) per NOI and/or five acre waiver Provide a general description of construction activities ongoing during inspection: Weather Conditions Choose an item. Temperature at time of inspection XX degrees F Soil conditions at time of inspection Choose an item. Description of Discharge Sediment Discharge Point/Surface Waters of Condition of Runoff Corrective Action(s) Noted the State Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Page 560 of 1174

Erosion and Sediment Control Deficiencies and Corrective Actions In the following table, provide marks in the appropriate columns to indicate the conditions of all erosion and sediment control practices at the site. Erosion & Sediment Control Functioning as Needs Repair or Not Installed Not Applicable Practice Designed Maintenance Properly Temporary Erosion & Sediment Control Practices General Site Conditions ☐ ☐ ☐ ☐ Stabilized Construction Access ☐ ☐ ☐ ☐ Silt Fence ☐ ☐ ☐ ☐ Inlet Protection Measures ☐ ☐ ☐ ☐ Soil Stockpiles ☐ ☐ ☐ ☐ Dust Control Measures ☐ ☐ ☐ ☐ Pavement Sweeping ☐ ☐ ☐ ☐ Temporary Stabilization ☐ ☐ ☐ ☐ Dewatering Operations ☐ ☐ ☐ ☐ Slope Protection Measures ☐ ☐ ☐ ☐ Temporary Parking Areas ☐ ☐ ☐ ☐ Concrete Washout ☐ ☐ ☐ ☐ Temporary Swales and Berms ☐ ☐ ☐ ☐ Stone Check Dams ☐ ☐ ☐ ☐ Sediment Traps/Basins ☐ ☐ ☐ ☐ Compost Filter Sock ☐ ☐ ☐ ☐ Temporary Stream Crossing ☐ ☐ ☐ ☐ Fiber Roll ☐ ☐ ☐ ☐ Water Bars ☐ ☐ ☐ ☐ Flow Diffusers ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Permanent Erosion & Sediment Control Practices Rock Outlet Protection ☐ ☐ ☐ ☐ Permanent Turf Reinforcement ☐ ☐ ☐ ☐ Permanent Stabilization ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Refer to the following page for deficiencies and corrective actions Page 561 of 1174

Corrective Actions For all erosion and sediment control practices identified in the above table as “needs repair or maintenance” or “not installed properly,” provide detailed corrective actions that are required. Date Date Deficiency Deficiency ESC Practice ID Deficiency and Corrective Action Deficiency First Corrected? Corrected Reported Choose an item. Click or Choose an Click or tap Choose an item. tap to Click or item. an Choose to enter Click a or tap Choose an item. enter tap to Click a or item. an Choose date. to enter Click a or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. date. to enter a date.a enter date. date. Page 562 of 1174

Stormwater Management Practices For all stormwater management practices proposed on the project, indicate the status of each practice at the time of inspection, any deficiencies (if applicable) and corresponding corrective actions. SMP Sign Deficiency and Corrective Deficiency Corrected Practice Status Installed Action (if Applicable) Date Action Date ID Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Page 563 of 1174

Deficiencies and Corrective Action Photo Log Deficiency Photo 1 Corrective Action Photo 1 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 2 Corrective Action Photo 2 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 3 Corrective Action Photo 3 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 564 of 1174

Deficiencies and Corrective Action Photo Log (continued) Deficiency Photo 4 Corrective Action Photo 4 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 5 Corrective Action Photo 5 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 6 Corrective Action Photo 6 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 565 of 1174

Disturbance / Photo Location Map Replace this page to include an 11x17 erosion control plan sketch to scale showing: 1. Areas with active soil disturbance activity 2. Areas with inactive soil disturbance activity 3. Areas that have achieved temporary stabilization 4. Areas that have achieved final stabilization 5. Photo locations for deficiencies 6. Photo locations for corrective actions 7. Location of erosion and sediment control practices installed Use Bluebeam template with standard colors to indicate limits Page 566 of 1174

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Appendix G: Post-construction inspections and maintenance Page 568 of 1174

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Bioretention Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Seed and mulch areas of bare soil to establish vegetation.  Bare soil, erosion  Fill in erosion areas with soil, compact, and seed and of the ground straw to establish vegetation. (rills washing out  If a rill or small channel is forming, try to redirect water the dirt) flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Page 1 of 8 Page 570 of 1174

BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  Piles of grass  Remove or cover piles of grass clippings, clippings, mulch, mulch, dirt, etc. dirt, salt, or other materials  Other:  Cover or properly dispose of materials; consult your  Open containers local solid waste authority for guidance on materials of oil, grease, that may be toxic or hazardous. paint, or other substances  Other: Page 2 of 8 Page 571 of 1174

BR Inlets Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Problem (Check if Present) Follow-Up Actions  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets,  Some or all of the inlets are eroding so that and it looks like there is too much water that is concentrating at these rills, gullies, and other erosion is present, or points. The inlet design may have to be modified. there is bare dirt that is washing into the Bioretention cell. Page 3 of 8 Page 572 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell .  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2- inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding;  Minor areas of sediment, grit, trash, or other see BR-4, Vegetation. debris are accumulating on the bottom. Page 4 of 8 Page 573 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more areas. than 3-inches deep and seems to be an issue with how water enters and  Source: Stormwater Maintenance, LLC. moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half  The bottom of the Bioretention cell is not flat, of the Bioretention surface area, and there seem to be elevation and the water pools at one end, along an differences of more than a couple of inches across the surface. edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that bioretention surface is intended to be flat. Check during or immediately after a rainstorm. Page 5 of 8 Page 574 of 1174

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection.  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly. BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell , bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond  Vegetation requires regular maintenance—pulling your capabilities of time, expertise, or resources. If you are weeds, removing dead and diseased plants, replacing unsure of the health of the vegetation (e.g. salt damage, mulch around plants, adding plants to fill in areas that invasives, which plants are undesirable) or the appropriate are not well vegetated, etc. season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Page 6 of 8 Page 575 of 1174

BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  The original plants are likely not suited for the actual conditions within the Bioretention cell . If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist.  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated. BR Outlets Examine outlets that release water out of the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Erosion at outlet  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell .  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools.  Outlet obstructed with mulch, sediment, debris, trash, etc. Page 7 of 8 Page 576 of 1174

Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 8 of 8 Page 577 of 1174

Bioretention Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 1 of 4 Page 578 of 1174

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have bad soil media, try scraping off top 3 inches of media and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it  Condition 2: Standing water is widespread or covers entire surface cannot be resolved easily or is associated with the original design of the practice. Requires diagnosis and resolution of problem:  Clogged underdrain?  Filter fabric between soil media and underdrain stone?  Need to install underdrain if not present?  Level 3 inspection necessary  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media? Observed Condition: Vegetation is sparse or out of control  Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasives and/or dead plants  Vegetation deviates significantly from Will require some horticultural experience to restore vegetation to intended original planting plan; Bioretention has condition by weeding, pruning, removing plants, and adding new plants. been neglected and suffered from deferred maintenance.  Owner/responsible party does not know  Condition 2: Original design planting plan is unknown or cannot be how to maintain the practice. actualized A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include  Level 3 inspection necessary invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc. Observed Condition: Bioretention does not conform to original design plan in surface area or storage  Condition 1: Level 2 Inspection reveals that practice is too small based  More than a 25% departure from the on design dimension, does not have adequate storage (e.g., ponding approved plan in surface area, storage, or depth) based on the plan, and/or does not treat the drainage area runoff drainage area; sometimes less than this as indicated on the plan threshold at the discretion of the Level 2 inspector. Small areas of deviation can be corrected by the property owner or responsible party, but it is likely that a Qualified Professional will have to revisit the design and attempt a redesign that meets original objectives or that can be resubmitted to the municipality for approval.  Level 3 inspection necessary Page 2 of 4 Page 579 of 1174

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Severe erosion of filter bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified  Erosion (rills, gullies) is more than 12 Professional is warranted. inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water  Condition 2: Erosion of Bioretention filter bed but some sort of subsurface defect. This may manifest as a sinkhole or linear This is often caused by “preferential flow paths” through and along the depression and be associated with Bioretention surface. The source of flow should be analyzed and methods problems with the underdrain stone or pipe employed to dissipate energy and disperse the flow (e.g., check dams, rock or underlying soil. splash pads).  Condition 3: Erosion on side slopes  Level 3 inspection necessary Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment  Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep  More than 2 inches of accumulated Sediment source may be from a one-time or isolated event. Remove sediment cover 25% or more of the accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace Bioretention surface area. with clean material. Check drainage area for any ongoing sources of sediment.  “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down  Condition 2: Majority of the surface is caked with “hard pan” (thin layer of through the soil media. clogging material) or accumulated sediment that is 3-inches deep or more  New sources of sediment seem to be accumulating with each significant rainfall This can be caused by an improper construction sequence (drainage area not event. fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer  Level 3 inspection necessary (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur. Page 3 of 4 Page 580 of 1174

Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 4 of 4 Page 581 of 1174

Isolator® Row Plus O&M Manual Page 582 of 1174

The Isolator® Row Plus Introduction An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row Plus is a technique to inexpensively enhance Total Suspended Solids (TSS), Total Phosphorus (TP), Total Petroluem Hydrocarbons (TPH) and Total Nitrogen (TN) removal with easy access for inspection and maintenance. The Isolator Row Plus The Isolator Row Plus is a row of StormTech chambers, either SC-160, SC- 310, DC-780, SC-800, MC-3500, MC-4500 or MC-7200 models, are lined with filter fabric and connected to a closely located manhole for easy access. Looking down the Isolator Row The fabric lined chambers provide for sediment settling and filtration as Plus from the manhole opening, stormwater rises in the Isolator Row Plus and passes through the filter ADS Plus Fabric is shown between fabric. The open bottom chambers allow stormwater to flow vertically the chamber and stone base. out of the chambers. Sediments are captured in the Isolator Row Plus protecting the adjacent stone and chambers storage areas from sediment accumulation. ADS Isolator Row and Plus fabric are placed between the stone and the Isolator Row Plus chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. The Isolator Row Plus is designed to capture the “first flush” runoff and offers the versatility to be sized on a volume basis or a flow-rate basis. An upstream manhole provides access to the Isolator Row Plus and includes a high/low concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row Plus bypass through a manifold to the other chambers. This is achieved with an elevated bypass manifold or a high-flow weir. This creates a differential between the Isolator Row Plus row of chambers and the manifold to the rest of the system, thus allowing for settlement time in the Isolator Row Plus. After Stormwater flows through the Isolator Row Plus and into the rest of the chamber system StormTech Isolator Row Plus it is either exfiltrated into the soils below or passed at a controlled rate with Overflow Structure through an outlet manifold and outlet control structure. (not to scale) The Isolator Row Plus FlampTM is a flared end ramp apparatus attached to the inlet pipe on the inside of the chamber end cap. The FLAMP provides a smooth transition from pipe invert to fabric bottom. It is configured to improve chamber function performance by enhancing outflow of solid debris that would otherwise collect at the chamber's end, or more difficult to remove and require confined space entry into the chamber area. It also serves to improve the fluid and solid flow into the access pipe during maintenance and cleaning and to guide cleaning and inspection equipment back into the inlet pipe when complete. The Isolator Row Plus may be part of a treatment train system. The treatment train design and pretreatment device selection by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, StormTech recommend using the Isolator Row Plus to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row Plus. 2 Page 583 of 1174

Isolator Row Plus Inspection/Maintenance Inspection via a manhole(s) located on the end(s) of the row for The frequency of inspection and maintenance varies cleanout. If entry into the manhole is required, please by location. A routine inspection schedule needs to follow local and OSHA rules for a confined space be established for each individual location based entry. upon site specific variables. The type of land use Maintenance is accomplished with the JetVac (i.e. industrial, commercial, residential), anticipated process. The JetVac process utilizes a high pressure pollutant load, percent imperviousness, climate, water nozzle to propel itself down the Isolator Row etc. all play a critical role in determining the actual Plus while scouring and suspending sediments. frequency of inspection and maintenance practices. As the nozzle is retrieved, the captured pollutants At a minimum, StormTech recommends annual are flushed back into the manhole for vacuuming. inspections. Initially, the Isolator Row Plus should Most sewer and pipe maintenance companies have be inspected every 6 months for the first year of vacuum/JetVac combination vehicles. Selection of an operation. For subsequent years, the inspection appropriate JetVac nozzle will improve maintenance should be adjusted based upon previous observation efficiency. Fixed nozzles designed for culverts or large of sediment deposition. diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” are best. The Isolator Row Plus incorporates a combination StormTech recommends a maximum nozzle pressure of standard manhole(s) and strategically located of 2000 psi be utilized during cleaning. JetVac reels inspection ports (as needed). The inspection ports can vary in length. For ease of maintenance, ADS allow for easy access to the system from the surface, recommends Isolator Row Plus lengths up to 200' eliminating the need to perform a confined space (61 m). The JetVac process shall only be performed entry for inspection purposes. on StormTech Isolator Row Plus that have ADS If upon visual inspection it is found that sediment Plus Fabric (as specified by StormTech) over their has accumulated, a stadia rod should be inserted to angular base stone. determine the depth of sediment. When the average depth of sediment exceeds 3" (75 mm) throughout the length of the Isolator Row Plus, clean-out should be performed. Maintenance The Isolator Row Plus was designed to reduce the cost of periodic maintenance. By “isolating” sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided StormTech Isolator Row Plus (not to scale) 3 Page 584 of 1174

Isolator Row Plus Step By Step Maintenance Procedures Step 1 Inspect Isolator Row Plus for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Row Plus i. Remove cover from manhole at upstream end of Isolator Row Plus ii. Using a flashlight, inspect down Isolator Row Plus through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. Step 2 Clean out Isolator Row Plus using the JetVac process. A) A  fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3 Replace all caps, lids and covers, record observations and actions. Step 4 Inspect & clean catch basins and manholes upstream of the StormTech system. 1) B) 2 1) A) 4 Sample Maintenance Log Stadia Rod Readings Sedi- Fixed point ment Date Fixed point Observations/Actions Inspector to top of to chamber Depth sediment bottom (1) (1)–(2) (2) 3/15/11 6.3 ft none New installation. Fixed DJM point is CI frame at grade 9/24/11 6.2 0.1 ft Some grit felt SM 6/20/13 5.8 0.5 ft Mucky feel, debris visible NV in manhole and in Isolator Row Plus, maintenance due adspipe.com 7/7/13 6.3 ft 0 System jetted and DJM 800-821-6710 vacuumed ADS “Terms and Conditions of Sale” are available on the ADS website, www.adspipe.com The ADS logo, StormTech®, the Isolator ® Row Plus and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. © 2025 Advanced Drainage Systems, Inc. #11081 5/25 CS Page 585 of 1174

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Appendix H: NYSDEC “DEEP-RIPPING AND DECOMPACTION”, APRIL 2008 Page 587 of 1174

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New York State DEPARTMENT OF ENVIRONMENTAL CONSERVATION Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor Division of Water (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) Deep-Ripping and Decompaction April 2008 New York State Department of Environmental Conservation Page 589 of 1174

AlternativeȱStormwaterȱManagementȱ DeepȬRippingȱandȱDecompactionȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ Recommended Application of Practice Description Theȱobjective of Deep Ripping and The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the Decompaction is to effectively fracture soil material as a step in the cleanup and restoration/landscaping of a construction site, helps (vertically and laterallly) through the thickness mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the of the physically compressed subsoil material substantial increase in the bulk density of the soil material. (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help Deep Ripping and Decompaction are key factors which help in restoring soil pore space and reduce runoff. Together with topsoil stripping, permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land the “two-phase” practice of Deep Ripping and grading, the ongoing movement of construction equipment and the transport of building Decompaction first became established as a “best materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing management practice” through ongoing success of layers (horizons) of soil materials, compression of those materials and diminished soil on commercial farmlands affected by heavy Fig. 3. Construction site with significant porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical utility construction right-of-way projects compaction of the deep basal till subsoil drainage (rainfall infiltration), from the surface downward. (transmission pipelines and large power lines). extends 24 inches below this exposed cut- and-fill work surface. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration Soil permeability, soil drainage and cropland of a project. Soil in very moist to wet condition when compacted, will have severely reduced productivity were restored. For broader permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil construction application, the two-phase practice of Deep Ripping and Decompaction is best was stripped prior to construction access, and it remains stockpiled until the next phase – adapted to areas impacted with significant soil compaction, on contiguous open portions of large decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of construction sites and inside long, open construction corridors used as temporary access over the several series of incrementally deepening passes through the construction access corridor's duration of construction. Each mitigation area should have minimal above-and-below-ground densely compressed subsoil material. Figure 2 illustrates the approximate volumetric obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting composition of a loam surface soil when conditions are good for plant growth, with adequate implements. Conversely, the complete two-phase practice is not recommended in congested or natural pore space for fluctuating moisture conditions. obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: x Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures Fig. 1. A typical deep ripping phase of this practice, during the first in a series of Fig. 2. About 50% of the volume of undisturbed x Enhances direct groundwater recharge through greater dispersion across and through a progressively deeper “rips” through severely loam surface soil is pore space, when soil is in broader surface than afforded by some runoff-control structural measures compressed subsoil. good condition for plant growth. Brady, 2002. x Decreases runoff volume generated and provides hydrologic source control ȱ x May be planned for application in feasible open locations either alone or in 1 2 Page 590 of 1174

conjunction with plans for structural practices (e.g., subsurface drain line or lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- infiltration basin) serving the same or contiguous areas 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 x Promotes successful long-term revegetation by restoring soil permeability, drainage and lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed water holding capacity for healthy (rather than restricted) root-system development of for all rehabilitated soils. trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. 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 Feasibility/Limitations 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 The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping (soil moisture) for implementation; the space-related freedom of equipment/implement and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and maneuverability (noted above in Recommended Application of Practice), and by the proper fostering infiltration to a level equal to that of pre-disturbance. selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: 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 Soil subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added In the undisturbed condition, each identified soil type comprising a site is grouped into one of impact on infiltration; and structural runoff control practices rather than Deep Ripping and four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a Decompaction should be considered. 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 The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the of soil-water and a moderately high runoff potential influenced by soil texture and slope; while analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken soils in Group D have exceptionally slow into account. rates of infiltration and transmission of soil- water, and high runoff potential. 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 In Figure 4, the profile displays the practical. undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of Slope infiltration through the subsoil. The slow rate The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most of infiltration begins immediately below the practical on flat, gentle and moderate slopes. In some situations, such as but not limited to topsoil horizon (30 cm), due to the limited temporary construction access corridors, inclusion areas that are moderately steep along a project’s amount of macro pores, e.g.: natural subsoil otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited fractures, worm holes and root channels. instances of moderate steepness on other projects, however, the post-construction land use and the Infiltration after the construction-induced relative alignment of the potential ripping and decompaction work in relation to the lay of the mixing and compression of such subsoil slope should be reviewed for safety and practicality. In broad construction areas predominated by material is virtually absent; but can be moderately steep or steep slopes, the practice is generally not used. restored back to this natural level with the Fig. 4. Profile (in centimeters) displaying the Local Weather/Timing/Soil Moisture two-phase practice of deep ripping and infiltration test result of the natural undisturbed Effective fracturing of compressed subsoil material from the exposed work surface, laterally and decompaction, followed by the permanent horizons of a soil in Hydrologic Soil Group C. vertically down through the affected zone is achieved only when the soil material is moderately establishment of an appropriate, deep taproot dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 3 4 Page 591 of 1174

subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs is maintained. 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 The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty needed for a “rippable” soil condition not merely in the material close to the surface, but rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice throughout the material located down to the bottom of the physically compressed zone of the at the appropriate speed, depth and pattern(s) of movement. subsoil. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground The “poor man’s Atterberg field test” for soil cover, with deep rooting to help maintain the restored soil structure, should be developed in plasticity is a simple “hand-roll” method used advance. This may require the assistance of an agronomist or landscape horticulturist. for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep Implements ripping of subsoil; respreading of topsoil in a Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only friable state; and final decompaction (deep “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term subsoiling). Using a sample of soil material “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few obtained from the planned bottom depth of may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable ripping, e.g.: 20 - 24 inches below exposed and used for only lighter land-fitting (see Figure 6). 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 Fig. 5. Augered from a depth of 19 inches material before respreading on the site.) If the below the surface of the replaced topsoil, respective soil sample crumbles apart in this subsoil sample was hand rolled to a segments no greater than 3/8 of an inch long, by 1/8-inch diameter. The test shows the soil at the time it is rolled down to 1/8 inch diameter, it this site stretches out too far without is low enough in moisture for deep ripping (or crumbling; it indicates the material is in a topsoil replacement), and decompaction. plastic state of consistence, too wet for final Conversely, as shown in Figure 5, if the rolled decompaction (deep subsoiling) at this time. 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. Fig. 6. A light duty chisel implement, not Fig. 7. One of several variations of an adequate for either the deep ripping or agricultural ripper. This unit has long, rugged Design Guidance shanks mounted on a steel V-frame for deep, decompaction (deep subsoiling) phase. aggressive fracturing through Phase 1. 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: Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and fracturing it before the protected topsoil is reapplied on the site (see Figure 12); 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.) 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the ripping and decompacting the site, all construction activity, including construction equipment and subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and shattering” action up through the soil layers as it is pulled. 5 6 Page 592 of 1174

Pulling-Power of Equipment Depth and Patterns of Movement Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil decompacting a significantly impacted site: For both types of implement, have at least 40 hp of and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need tractor pull available for each mounted shank/ leg. 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 Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 deeper. In many situations, however, the tractor/implement operator must first remove the guide and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final wheels and other non essential elements from the implement. This adapts the ripper or the deep depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the legs, fracture the soil material 20-to-24 inches deep. deep subsoiler is applied from the beginning. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, The operating speed for pulling both types of e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a implement should not exceed 2 to 3 mph. At shovel to test the subsoil for its level of compaction, incrementally, every three inches of this slow and managed rate of operating speed, increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and maximum functional performance is sustained there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of by the tractor and the implement performing the compaction is determined. This is repeated at several representative locations of the construction soil fracturing. Referring to Figure 8, the site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then implement is the 6-leg version of the deep the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable angled-leg subsoiler. Its two outside legs are depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch “chained up” so that only four legs will be thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full engaged (at the maximum depth), requiring no operating depth. 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 Fig. 8. A deep, angled-leg subsoiler, ideal for unobstructed, former construction access area Phase 2 decompaction of after the topsoil layer simultaneously through 11 inches of replaced is graded on top of the ripped subsoil. 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 Fig. 10. An early pass with a 3-shank deep Fig. 11. A repeat run of the 3-shank ripper implements are attached to power graders and ripper penetrating only 8 inches into this along the same patterned pass area as Fig. 9; bulldozers. Although highly durable, they are worksite’s severely compressed subsoil. here, incrementally reaching 18 of the needed generally not recommended. Typically, the 22 inches of subsoil fracture. 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 Fig. 9. This medium tractor is pulling a 3- Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the vertical fracturing of the soil materials shank deep ripper. The severely compacted Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a necessary to restore soil permeability and construction access corridor is narrow, and the moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the infiltration. In addition, the power graders and 120 hp tractor is more maneuverable for Phase full depth of Decompation (subsoiling), from the beginning. bulldozers, as pullers, are far less maneuverable 1 deep ripping (subsoil fracturing), here. for turns and patterns than the tractor. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 7 8 Page 593 of 1174

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 Ɣ A second series of passes makes a broad “S” shaped pattern of rips, continually between each shank or leg. The staggered return pass ensures lateral and vertical fracturing and gradually alternating the “S” curves between opposite edges inside the actuated every 12 to 15 inches across the densely compressed soil mass. compacted corridor. Large, Unobstructed Areas Ɣ The third and final series again uses the broad, alternating S pattern, but it is For larger easy areas, use the standard patterns of movement: “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 Ɣ The first series (pattern) of passes is applied lengthwise, parallel with the longest skipped by the second series. spread of the site; gradually progressing across the site’s width, with each successive pass. Maintenance and Cost Ɣ The second series runs obliquely, crossing the first series at an angle of Once the two-phase practice of Deep Ripping and Decompation is completed, two items are about 45 degrees. 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 Ɣ The third series runs at right angle (or 90 degrees), to the first series to complete Figure 15); and keeping the site free of traffic or other weight loads. the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the may be optional, depending on how thoroughly the first two series loosen the proper seeding ratio of one or more perennial species with a deep taproot system and the proper material and eliminate large chunks/blocks of material as verified by tests with a ¾- amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final inch cone penetrometer.) 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. 13. The same deep, angled-leg subsoiler Fig. 12. Moderately dry topsoil is being shown in Fig. 7 is engaged at maximum replaced on the affected site now that Phase 1 depth for Phase 2, decompaction (deep deep ripping of the compressed subsoil is soiling), of the replaced topsoil and the upper Fig. 15. The same site as Fig. 14 after deep complete. Fig. 14. The severely compacted soil of a subsoil materials. ripping of the exposed subsoil, topsoil temporary construction yard used daily by replacement, decompaction through the heavy equipment for four months; shown topsoil and upper subsoil and final surface before deep ripping, topsoil replacement, and tillage and revegetation to maintain soil Corridors decompaction. permeability and infiltration. In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. Ɣ First, apply the same initial lengthwise, parallel series of passes described above. 9 10 Page 594 of 1174

The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic Resources 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 Publications:ȱ tractor and implement time that is required. In some instances, depending on open ȣȱAmericanȱȱSocietyȱofȱȱAgriculturalȱEngineers.ȱ1971.ȱȱCompactionȱofȱȱAgriculturalȱȱSoils.ȱȱASAE.ȱ maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In ȱ other situations of more severe compaction and - or less maneuverability, as little as one acre may ȣȱBrady,ȱN.C.,ȱandȱR.R.ȱWeil.ȱ2002.ȱȱTheȱȱNatureȱȱandȱȱPropertiesȱȱofȱȱSoils.ȱ13thȱed.ȱPearsonȱEducation,ȱInc.ȱ be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) ȱ Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. ȣȱBaver,ȱL.D.ȱ1948.ȱSoilȱPhysics.ȱJohnȱWileyȱ&ȱSons.ȱ ȱ Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net ȣȱCarpachi,ȱN.ȱ1987ȱ(1995ȱfifthȱprinting).ȱExcavationȱandȱGradingȱHandbook,ȱRevised.ȱȱ2ndȱed.ȱCraftsmanȱBookȱ cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase Companyȱ 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these ȣȱEllis,ȱB.ȱ(Editor).ȱ1997.ȱȱSafeȱ&ȱEasyȱLawnȱCare:ȱȱTheȱCompleteȱGuideȱtoȱOrganicȱLowȱMaintenanceȱLawn.ȱȱ figures do not include the cost of the separate practice of topsoil stripping and replacement). Due HoughtonȱMifflin.ȱ to the many variables, it must be recognized that cost will be determined by the specific conditions ȱ or constraints of the site and the availability of proper equipment. ȣȱ Harpstead,ȱ M.I.,ȱ T.J.ȱ Sauer,ȱ andȱ W.F.ȱ Bennett.ȱ 2001.ȱ ȱ Soilȱ Scienceȱ Simplified.ȱ 4thȱ ed.ȱ Iowaȱ Stateȱ Universityȱȱ Press.ȱ ȱ ȣȱ ȱ Magdoff,ȱ F.,ȱ ȱ andȱ ȱ H.ȱ vanȱ Es.ȱ ȱ 2000.ȱ ȱ Buildingȱ Soilsȱ ȱ forȱ ȱ Betterȱ Crops.ȱ 2ndȱ ed.ȱ Sustainableȱ Agriculturalȱ Networksȱ ȱ ȣȱȱMcCarthy,ȱD.F.ȱ1993.ȱEssentialsȱofȱSoilȱMechanicsȱandȱFoundations,ȱBasicȱGeotechnicsȱ4thȱed.ȱRegents/Prenticeȱ Hall.ȱ ȱ ȣȱȱȱȱȱȱPlaster,ȱE.J.ȱ1992.ȱSoilȱScienceȱ&ȱManagement.ȱ3rdȱed.ȱDelmarȱPublishers.ȱ ȱ ȣȱ ȱ ȱ Unionȱ Gasȱ Limited,ȱ Ontario,ȱ Canada.ȱ 1984.ȱ Rehabilitationȱ ofȱ Agriculturalȱ Lands,ȱ DawnȬKerwoodȱ ȱ Loopȱȱ Pipeline;ȱȱȱTechnicalȱȱȱReport.ȱȱȱEcologicalȱȱȱServicesȱȱforȱȱPlanning,ȱȱLtd.;ȱRobinson,ȱMerrittȱ&ȱDevries,ȱ Ltd.ȱandȱSmith,ȱHoffmanȱAssociates,ȱLtd.ȱ ȱ ȣȱȱȱUSȱDepartmentȱofȱAgricultureȱinȱcooperationȱwithȱCornellȱUniversityȱAgriculturalȱExperimentȱȱStation.ȱȱ Variousȱyears.ȱȱSoilȱȱSurveyȱofȱȱ(variousȱnames)ȱȱCounty,ȱȱNewȱYork.ȱUSDA.ȱ ȱ InternetȱAccess:ȱ ȣȱȱȱȱExamplesȱofȱimplements:ȱȱ ȱVȬRippers.ȱȱAccessȱbyȱȱinternetȱsearchȱofȱJohnȱDeereȱAgȱȬNewȱEquipmentȱȱȱforȱȱ915ȱȱ(largerȬframeȱmodel)ȱȱVȬ Rippe;ȱȱand,ȱȱȱforȱ913ȱȱ(smallerȬframeȱmodel)ȱVȬRipper.ȱȱDeep,ȱangledȬlegȱsubsoiler.ȱȱAccessȱȱbyȱȱinternetȱ searchȱȱof:ȱBighamȱȱBrothersȱShearȱBoltȱȱParatillȬSubsoiler.ȱ http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat LastȱvisitedȱMarchȱ08.ȱ ȱ ȣȱ Soilsȱ dataȱ ofȱ USDAȱ Naturalȱ Resourcesȱ Conservationȱ Service.ȱ NRCSȱ Webȱ Soilȱ Survey.ȱȱȱȱȱȱȱȱȱȱȱȱȱȱ http://websoilsurvey.nrcs.usda.gov/app/ȱȱȱandȱȱUSDAȬNRCSȱȱOfficialȱȱSoilȱȱSeriesȱDescriptions;ȱViewȱbyȱ Name.ȱhttp://ortho.ftw.nrcs.usda.gov/cgiȬbin/osd/osdname.cgiȱ.ȱLastȱvisitedȱJan.ȱ08.ȱ ȱ ȣȱȱSoilȱȱpenetrometerȱȱinformation.ȱȱAccessȱȱbyȱȱȱinternetȱȱsearchesȱȱof:ȱȱȱDiagnosingȱSoilȱCompactionȱȱȱusingȱȱaȱ Penetrometerȱ(soilȱcompactionȱtester),ȱPSUȱExtension;ȱȱasȱȱwellȱȱasȱDickeyȬjohnȱSoilȱCompactionȱTester.ȱ http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Lastȱ visitedȱSept.ȱ07ȱ 11 12 Page 595 of 1174

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Appendix I: LABELLA CERTIFYING PROFESSIONALS LETTER Page 597 of 1174

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February 21, 2025 RE: LaBella Certifying Professionals for NYSDEC SPDES GP-0-25-001 To Whom it May Concern: In accordance with the NYSDEC SPDES General Permit GP-0-25-001, Part VII.J.2, Kristopher Winkler, PE, a New York State Qualified Professional employed by LaBella Associates, is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), Notice of Intents (NOIs) and Notice of Terminations (NOTs). Respectfully submitted, LaBella Associates Timothy Webber Kristopher Winkler, PE Vice President, Civil Division Director Senior Civil Engineer Team Leader Page 599 of 1174

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Appendix J: NYSDEC SPDES GENERAL PERMIT GP-0-25-001 Page 601 of 1174

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' 39 169. S43 ° 42 ' 17" E 1 41"E 78.0 593.19 0' ° 55' S59° 29' 13"E 117.85' N45 600.14 ST ST 602.49 602.51 594.95 594.92 C0 UD ST UD UD UD ST UD C 600 60 0 N0 0° C NEW PRIVATE FIRE HYDRANT 32 '1 7"E FS ST 17 4.6 600 AREA 4.4 2' AREA 1 C0 FS 600 NEW 6" FIRE SERVICE 600 (AFTER BACKFLOW PREVENTOR) ST-3.4 ST PROPOSED PLAYGROUND ST-3.4 FS ST AREA 4.3 NEW BACKFLOW PREVENTOR (IN FS ST MECHANICAL ROOM) FOR COMBINED AREA 4.2 SERVICE. DOMESTIC SERVICE WILL BE AREA 4.1 PROPOSED 3-STORY METERED AFTER THE BACKFLOW. ST-3.3 AREA 2 C0 N22° 31' CHAM BUILDING ± 25,000 SF FOOTPRINT ST-3.0 ST-3.3C 38"E 13 C0 C0 C0 C0 ST ST ST C0 ST C0 ST ST ST ST SA 600 SA ST 9.72' SA ST ST SA S SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA ST AREA 7 AREA 3 ST ST SA 599 599 ST-2.2 AREA 8 600 ST-3.2 SA ST 599 D D 599 AREA 6 AREA 5 ST-6.1 59 SA ST ST 9 599 C ST C ST-2.1 ST-3.1 C ST ST ST C SA ST ST ST ST D D 599 SA RIM=599.00 599 NEW 6" COMBINED 8' WATER SERVICE NEW PRIVATE 0"E 182.9 FIRE HYDRANT SA 600 FS NEW 6" FIRE SERVICE 600 N36° 27' 1 (AFTER BACKFLOW 598 599 598 599 PREVENTOR) 599 DS 596.55 594.04 DS NEW BACKFLOW PREVENTOR (IN MECHANICAL ROOM) FOR 598 COMBINED SERVICE. 597 59987 DOMESTIC SERVICE WILL BE S29° 45' 50"W METERED AFTER THE 5 600 BACKFLOW. C0 UD 5 9987 UD 5596.50 5 9 6 UD UD 60 UD UD 5 95966.50 18' C 0 NEW 6" COMBINED 5 9978 5 117. WATER SERVICE ST ST 600 S60° 14' 10"E 37"E ST ST 598 88.00' ° 50' 59 9 59796 D ST 599.84 ST 5 6 ST AREA 8 59978 15.7' N45 ST ST 59 ST ST 5 598 ST ST 598 NEW 6" COMBINED 131.00' WATER SERVICE C0 UD UD UD 596 595 UD UD UD C ST-6.1 595 131.00' C 598.87 9 59 ' .41 595.50 S29° 45' 50"W 596 97 598 598 597 596 595 595 59 6 5987 59 T 2"E ST ST ST ST ST ST D ST ST ST ST ST ST C '5 16 598 8° N5 N60° 14' 10"W N60° 14' 10"W 257.62' 88.00' N18° 32' 09"E 303.36' CONNECT TO EXISTING 6" 49.86' ' 45"W WATERMAIN WITH TS&V N69° 30 N WEST SENECA APARTMENTS DATE: 06/23/2026 SITE PIPE SIZING CONTRIBUTING AREAS SCALE: 1"=40' Page 649 of 1174

ENGINEERING.ARCHITECTURE.ENVIRONMENTAL.PLANNING 300 State Street, Suite 201 ● Rochester, NY 14614 Phone 585.454.6110 ● Fax 585.454.3066 www.labellapc.com Project: West Seneca Apartments Project No.: 2241067 Subject Pipe Sizing Calculations Calc By: JB Date: 6/15/2026 Catchment # Total (Acre) Weighted Value Pervious (SF) Impervious (SF) COLUMN C COLUMN D COLUMN E 1 ST-3.4 816.00 8,177.00 0.21 0.84 2 ST-3.3 300.00 4,946.00 0.12 0.86 3 ST-3.2 3,905.00 12,827.00 0.38 0.74 4.1 CHAM 0.00 7,189.00 0.17 0.90 5 ST-3.1 1,198.00 17,386.00 0.43 0.85 6 ST-2.1 760.00 15,654.00 0.38 0.87 7 ST-2.2 548.00 6,725.00 0.17 0.85 8 ST-6.1 259,605.00 0.00 5.96 0.20 4.2 ST-3.0 0.00 7,189.00 0.17 0.90 4.3 ST-3.3 0.00 4,388.00 0.10 0.90 4.4 ST-3.4 0.00 6,627.00 0.15 0.90 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! Totals for System 266316 SF 82931 SF Catchment 8.02 Acres 6.11 Acres 1.9 Acres Page 650 of 1174

ENGINEERING.ARCHITECTURE.ENVIRONMENTAL.PLANNING Job # 2241067 300 State Street, Suite 201 ● Rochester, NY 14614 Project: West Seneca Apartments Phone 585.454.6110 ● Fax 585.454.3066 Date: 6/15/2026 www.labellapc.com By: JB Location: West Seneca, NY Design Storm Event: 10-Year Roughness Coefficient, N = 0.013 Storm Sewer Sizing Calculations, Run 01 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) ST-3.4 ST-3.3 1 ST-3.4 0.21 0.84 0.17 0.31 6.00 12.19 3.77 18 150 0.90% 0.67 5.7 0.44 1.50 1.767 4.712 0.375 9.99 PASS ST-3.3 ST-3.2 2 ST-3.3 0.12 0.86 0.10 0.50 10.00 9.52 4.80 18 102 0.90% 0.85 5.7 0.30 1.50 1.767 4.712 0.375 9.99 PASS ST-3.2 ST-3.1 3 ST-3.2 0.38 0.74 0.28 0.79 10.30 9.37 7.38 18 85 2.00% 0.88 8.4 0.17 1.50 1.767 4.712 0.375 14.90 PASS ST-3.1 ST-3.0 5 ST-3.1 0.43 0.85 0.36 1.15 10.47 9.30 10.70 18 35 1.30% 1.58 6.8 0.09 1.50 1.767 4.712 0.375 12.01 PASS #N/A #N/A #N/A #N/A 10.55 9.26 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 1.15 Ac Next Tc = 10.55 Min. Storm Sewer Sizing Calculations, Run 02 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) ST-2.2 ST-2.1 7 ST-2.2 0.17 0.85 0.14 0.14 5.00 13.19 1.87 12 50 2.00% 0.29 6.4 0.13 1.00 0.785 3.142 0.250 5.05 PASS ST-2.1 CHAM 6 ST-2.1 0.38 0.87 0.33 0.47 5.13 13.05 6.11 18 30 1.83% 0.76 8.1 0.06 1.50 1.767 4.712 0.375 14.25 PASS #N/A #N/A #N/A #N/A 5.19 12.98 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.47 Ac Next Tc = 5.19 Min. Storm Sewer Sizing Calculations, Run 03 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) BLDG CHAM 4.1 CHAM 0.17 0.90 0.15 0.15 5.00 13.19 1.96 10 206 1.25% 0.43 4.5 0.76 0.83 0.545 2.618 0.208 2.46 PASS #N/A #N/A #N/A #N/A 5.76 12.41 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.15 Ac Next Tc = 5.76 Min. Page 651 of 1174

Storm Sewer Sizing Calculations, Run 04 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) SWALE ST-6.1 8 ST-6.1 5.96 0.20 1.19 1.19 59.40 3.26 3.89 15 177 1.00% 0.74 5.3 0.56 1.25 1.227 3.927 0.313 6.48 PASS #N/A #N/A #N/A #N/A 59.96 3.24 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 1.19 Ac Next Tc = 59.96 Min. Storm Sewer Sizing Calculations, Run 05 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.2 ST-3.0 4.2 ST-3.0 0.17 0.90 0.15 0.17 5.00 13.19 2.18 10 209 1.00% 0.54 4.0 0.86 0.83 0.545 2.618 0.208 2.20 PASS #N/A #N/A #N/A #N/A 5.86 12.31 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.17 Ac Next Tc = 5.86 Min. Storm Sewer Sizing Calculations, Run 06 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.3 AREA 2 4.3 ST-3.3 0.10 0.90 0.09 0.09 5.00 13.19 1.20 10 26 3.38% 0.16 7.4 0.06 0.83 0.545 2.618 0.208 4.04 PASS #N/A #N/A #N/A #N/A 5.06 13.12 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.09 Ac Next Tc = 5.06 Min. Page 652 of 1174

Storm Sewer Sizing Calculations, Run 07 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.4 AREA 3.4 4.4 ST-3.4 0.15 0.90 0.14 0.14 5.00 13.19 1.81 10 26 1.00% 0.45 4.0 0.11 0.83 0.545 2.618 0.208 2.20 PASS #N/A #N/A #N/A #N/A 5.11 13.07 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.14 Ac Next Tc = 5.11 Min. Page 653 of 1174

0.0 0.0 NOT FOR CONSTRUCTION 0.0 Luminaire Schedule 0.0 0.0 0.0 Symbol Tag Label Arrangement Description LLF Luminaire Luminaire Total Mounting BUG Rating 0.0 0.0 Lumens Watts Watts Height 0.0 0.0 0.0 0.0 S1 LITHONIA RSX1 LED P1 40K R3 Single RSX1 LED P1 40K R3 0.850 7096 51.34 718.76 20 B1-U0-G2 0.0 0.0 0.0 S2 LITHONIA RSX1 LED P1 40K R5 Back-Back RSX1 LED P1 40K R5 0.850 7284 51.34 410.72 20 B3-U0-G2 0.0 0.0 S3 LITHONIA RSX1 LED P1 40K R3 Single RSX1 LED P1 40K R3 0.850 7096 51.34 718.76 10 B1-U0-G2 0.0 0.0 0.0 0.0 0.0 0.0 300 Pearl Street, Suite 130 0.0 0.0 0.0 0.0 Calculation Summary 0.0 0.0 0.0 0.0 Label CalcType Units Avg Max Min Avg/Min Max/Min Max/Avg Buffalo, NY 14202 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 Parking Lot Illuminance Fc 0.86 5.0 0.0 N.A. 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Affordable Housing West Seneca\06_Drawings\Electrical\E100 SITE PLAN.dwg 1.0 1.1 0.6 0.6 1.1 1.5 0.9 0.4 0.8 0.9 0.8 0.7 0.4 0.6 S1 PROJECT NUMBER: 0.3 0.6 1.1 1.0 0.3 0.3 2.5 0.2 1.0 1.2 1.2 0.7 0.5 0.1 0.7 0.8 0.9 1.4 1.3 1.0 0.8 2241067 0.9 0.8 0.7 1.1 1.3 0.2 1.4 1.1 0.8 0.9 0.4 1.5 1.5 0.6 0.7 1.4 2.5 0.6 0.9 1.2 0.8 0.7 0.6 1.0 0.7 0.7 1.2 1.0 0.3 0.4 1.8 DRAWN BY: 0.4 1.5 1.6 1.5 0.5 0.4 0.2 1.0 1.3 1.0 0.8 EMM KBB / JBB 0.1 0.8 0.9 1.6 1.3 0.9 0.8 1.4 1.6 1.7 0.1 1.3 1.0 0.9 1.1 0.2 REVIEWED BY: 1.7 1.6 0.7 0.8 1.3 1.7 0.6 1.5 1.7 0.9 0.7 0.6 1.0 0.3 SRVCCL / DPB 0.8 1.1 1.4 1.1 0.3 0.4 1.0 0.4 1.7 1.7 0.5 0.3 0.1 S2 1.5 1.7 S2 S2 0.7 0.6 0.1 0.4 0.5 1.1 1.7 0.8 0.5 0.4 1.7 1.8 ISSUED FOR: 0.7 0.5 0.9 1.1 1.6 0.1 0.9 0.7 1.1 0.1 0.4 1.1 1.5 1.7 1.8 1.0 0.5 0.4 0.3 0.5 0.7 1.0 1.2 0.2 SITE PLAN APPROVAL 0.4 0.8 1.7 1.4 0.7 0.5 0.6 0.3 1.7 1.7 1.2 0.9 0.2 1.1 1.5 1.5 1.3 0.8 0.8 1.0 1.7 1.7 1.0 0.9 1.5 1.7 0.0 DATE: 1.6 1.3 0.7 0.9 1.1 0.1 0.7 1.0 1.4 1.6 1.6 1.0 0.8 0.7 0.6 0.6 0.7 0.8 0.8 0.3 0.1 4/20/2026 0.5 0.8 1.5 1.2 0.9 0.7 0.3 1.3 1.5 1.6 1.4 1.2 0.2 0.9 1.0 1.4 1.3 0.7 0.8 1.6 1.5 0.9 0.8 1.0 1.3 1.5 0.0 DRAWING NAME: 1.3 1.1 0.7 0.8 0.0 1.3 1.4 0.6 0.6 0.7 0.6 0.1 0.7 0.9 1.1 0.8 0.7 0.8 0.8 0.2 0.5 1.1 1.0 1.2 1.0 0.4 0.3 1.2 1.2 1.6 1.4 0.2 0.8 0.9 1.0 1.2 1.3 0.6 0.7 1.1 1.1 0.8 0.7 0.9 1.1 1.0 0.9 0.6 0.7 0.8 0.0 0.9 1.0 1.0 0.5 0.5 0.7 0.6 0.1 0.6 0.8 0.8 0.7 0.6 1.1 0.9 0.2 0.5 0.9 0.9 1.5 1.3 0.3 0.4 0.8 0.9 1.6 1.7 0.2 0.6 0.7 0.9 0.9 1.2 0.5 0.5 0.8 0.9 0.6 0.5 0.6 0.7 0.7 0.7 0.3 0.9 0.9 1.0 0.9 0.8 0.6 0.7 0.6 0.6 0.5 0.5 0.4 0.4 0.5 0.5 2.2 2.4 1.8 1.3 1.1 0.9 0.6 0.4 0.2 0.1 0.0 SITE PHOTOMETRIC PLAN 0.5 0.6 0.8 1.3 0.3 1.4 1.4 0.4 0.5 0.6 0.6 0.6 2.4 2.1 1.1 0.7 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.4 0.5 0.5 S1 1.3 1.1 0.7 0.2 0.1 0.0 MATCH TO SHEET: E052 0.2 0.4 0.4 0.4 2.2 1.6 1.4 0.4 0.4 2.6 0.4 0.4 0.4 0.4 0.4 0.7 0.5 4.0 4.4 0.3 0.3 0.4 0.4 0.2 0.3 0.3 0.4 1.3 2.1 0.6 0.4 0.3 0.3 0.3 0.0 3.6 1.4 0.2 0.2 0.8 0.1 5.0 0.2 0.2 1.3 1.1 0.2 0.1 0.3 0.3 0.2 0.3 1.3 1.4 0.4 1.4 0.3 0.3 0.5 0.5 0.2 0.2 0.2 0.2 5.6 10.2 0.2 0.1 0.7 3.4 1.3 0.5 0.2 0.2 0.1 0.1 0.5 0.7 0.0 DRAWING NUMBER: 8.0 0.3 0.3 0.2 0.2 0.2 0.3 0.1 S3 0.5 0.2 0.2 1.1 0.9 1.9 0.2 0.2 0.2 0.2 0.5 0.8 1.1 0.2 0.7 0.2 0.2 0.2 0.5 0.2 6/23/2026 1:56:56 PM N 1 SITE PHOTOMETRIC PLAN E051 SCALE: 1" = 20' E051 Page 654 of 1174

0.8 0.9 0.7 0.6 1.1 0.9 0.2 0.5 0.6 0.9 0.8 1.5 1.3 0.3 0.4 0.9 0.9 1.6 1.7 0.8 1.2 NOT FOR CONSTRUCTION 0.2 0.5 0.6 0.7 0.9 0.9 0.5 0.5 0.8 0.9 0.7 0.6 0.6 0.7 0.0 0.9 0.8 0.4 0.5 0.5 0.9 1.0 0.5 0.4 0.9 0.6 0.1 0.9 0.6 0.5 1.3 1.1 0.2 0.3 0.7 0.6 2.4 1.8 0.4 0.7 0.6 0.6 0.8 1.3 2.2 0.3 1.4 1.4 0.5 0.5 0.6 0.6 0.4 0.6 2.4 2.1 1.1 0.7 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.4 0.5 0.5 S1 1.1 0.7 0.1 0.0 MATCH TO SHEET: E051 0.2 0.4 0.4 0.4 2.2 1.6 1.3 0.2 1.4 0.4 0.4 2.6 0.4 0.4 0.4 0.4 0.7 0.5 4.0 4.4 0.3 0.3 0.4 0.4 0.4 0.2 0.3 0.3 0.4 1.3 2.1 0.6 0.4 0.3 0.3 0.3 0.0 300 Pearl Street, Suite 130 3.6 1.4 0.2 0.2 0.8 0.1 5.0 0.2 0.2 1.3 1.1 0.2 0.1 0.3 0.2 0.3 1.3 1.4 0.5 1.4 0.2 0.3 0.3 0.3 0.5 0.4 Buffalo, NY 14202 0.2 5.6 10.2 0.2 0.2 0.1 0.2 8.0 3.4 1.3 0.5 0.3 0.2 0.2 0.2 0.1 0.1 0.3 0.5 0.7 0.7 0.0 716-551-6281 0.3 C0 0.2 0.2 0.9 0.1 1.9 S3 0.5 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.8 1.1 1.1 0.2 0.2 0.2 0.5 0.2 0.7 0.4 0.1 0.1 0.2 0.1 0.1 0.2 labellapc.com 0.1 0.5 0.1 0.1 0.1 0.3 0.7 0.1 0.1 0.1 0.1 0.4 1.3 0.2 0.2 0.1 0.1 0.1 0.2 0.1 1.5 0.1 0.1 1.2 1.2 0.4 0.1 0.1 0.1 0.6 0.9 0.2 0.1 0.1 0.1 0.1 0.3 0.6 0.1 0.1 0.1 0.1 0.1 0.0 0.2 0.1 0.1 0.2 0.2 0.1D S 0.1 0.1 0.2 0.4 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.1 0.1 0.8 1.2 1.5 0.3 0.2 0.1 0.1 0.1 0.1 0.3 0.5 0.1 0.1 0.1 0.7 0.0 0.1 0.1 0.0 0.1 1.8 0.0 0.1 0.0 0.0 C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg 0.1 0.0 0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.1 2.1 0.2 0.1 0.0 0.0 0.5 1.0 1.3 0.5 0.0 0.0 0.0 0.2 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 S1 2.4 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 1.4 2.5 0.5 0.0 0.0 0.0 0.3 0.6 1.0 0.8 0.0 0.0 0.0 2.2 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.1 0.0 0.0 0.1 1.3 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 0.0 0.3 0.6 0.5 0.0 0.0 0.0 1.3 0.0 0.0 0.0 1.7 EXP: EXP: 0.0 0.0 0.0 0.1 0.2 1.3 0.0 0.1 0.1 0.0 0.0 0.1 0.0 0.0 0.0 1.0 0.0 0.0 0.4 0.7 0.2 0.0 0.0 0.7 0.0 0.0 0.0 1.2 0.0 0.0 0.0 1.2 CERTIFICATE OF AUTHORIZATION NUMBER: 0.0 0.1 0.2 0.0 0.0 DS 0.0 0.0 0.1 PROFESSIONAL ENGINEERING: 0021272 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.9 1.1 LAND SURVEYING: 0021271 0.0 0.0 0.5 0.7 0.4 0.0 0.0 0.0 0.0 0.8 GEOLOGICAL: 0021659 0.0 0.0 0.0 0.5 1.0 0.0 0.0 0.0 0.3 0.3 1.1 0.0 0.0 0.0 0.1 0.2 0.0 0.0 0.0 0.0 0.1 1.1 0.0 0.0 1.1 1.1 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.7 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 0.0 0.0 0.0 0.9 0.0 0.0 0.7 0.9 0.0 0.0 0.0 0.2 0.4 Sec. 7307, for any person, unless acting under the direction of a licensed 0.0 0.0 0.1 0.1 1.2 0.0 0.1 1.7 1.3 architect, professional engineer, or land surveyor, to alter an item in any 0.0 0.0 0.0 C0 2.0 0.0 0.0 0.3 way. If an item bearing the seal of an architect, engineer, or land surveyor 0.0 0.0 0.0 0.5 0.0 0.0 0.0 1.1 2.3 0.7 is altered; the altering architect, engineer, or land surveyor shall affix to 0.0 0.0 0.0 0.5 0.9 0.0 0.2 0.2 S1 0.0 0.0 0.1 0.1 1.5 1.1 the item their seal and notation "altered by" followed by their signature and 0.1 0.1 0.1 2.5 2.4 0.0 0.0 0.1 0.3 date of such alteration, and a specific description of the alteration. 0.0 0.4 0.0 0.4 0.0 0.0 0.0 0.0 0.6 0.0 0.7 0.6 0.4 0.0 0.0 0.3 0.3 0.8 0.2 0.0 0.0 0.3 0.3 1.1 0.9 0.1 0.2 0.3 2.0 1.6 © 2024 2026 LaBella Associates 0.1 0.2 1.4 0.1 0.1 0.1 0.1 0.7 0.1 0.1 0.2 0.0 0.1 0.4 0.9 0.1 0.1 0.5 0.5 0.5 0.7 0.1 0.1 0.6 0.6 0.9 0.8 0.5 0.5 0.3 0.5 0.5 1.3 1.1 0.4 0.8 0.4 0.8 1.3 0.2 2.2 1.4 0.3 0.4 0.6 0.1 1.4 2.1 0.2 0.1 0.1 0.1 0.2 0.1 S1 0.1 0.1 0.1 0.5 0.3 0.2 0.1 0.2 0.4 0.7 1.0 1.4 1.8 2.3 2.0 1.5 1.0 0.6 0.3 0.2 0.3 0.5 0.6 0.7 0.9 0.8 1.0 1.0 1.0 1.0 0.8 0.7 0.8 1.1 1.0 0.8 0.7 0.1 HOME LEASING 0.2 0.2 0.1 75 S CLINTON AVE SUITE 700, 0.3 0.2 0.3 1.1 0.4 0.8 0.7 0.4 0.6 0.8 0.6 ROCHESTER, NEW YORK 14604 0.5 1.1 1.0 0.8 0.6 0.7 0.3 1.2 1.2 0.8 1.4 1.2 0.1 1.0 1.1 0.5 1.5 1.5 0.3 1.1 1.2 0.1 0.9 0.3 0.1 0.2 0.2 0.2 0.2 0.8 0.8 0.6 0.4 0.3 0.5 0.9 0.8 0.9 0.6 0.4 0.2 0.8 0.9 2.5 1.6 0.4 0.1 0.7 0.7 1.8 2.5 S1 0.3 1.0 1.3 0.3 0.0 Isoline Legend 0.3 0.5 0.6 0.4 0.0 0.2 0.3 0.7 0.1 0.5 0.4 0.3 0.2 1.2 0.1 Illuminance (Fc) 0.3 0.5 0.5 1.9 0.2 0.2 0.5 0.5 1.8 0.2 Value 0.1 0.4 0.4 0.4 0.2 Color 1.0 1.3 0.5 0.7 0.1 0.4 0.4 0.5 0.2 0.1 0.2 0.4 0.2 0.1 0.2 0.5 0.1 0.5 0.1 0.2 0.7 0.1 0.1 0.2 0.6 0.1 0.1 0.4 0.4 0.1 1 0.1 0.3 0.5 0.4 0.3 0.1 0.1 0.2 0.7 0.6 0.1 0.1 0.2 0.3 0.1 0.1 0.0 Calculation Summary 0.0 0.1 0.3 0.0 0.1 0.2 0.1 0.6 0.3 0.1 0.0 Label CalcType Units Avg Max Min Avg/Min Max/Min Max/Avg C0 0.0 0.3 0.8 0.5 0.2 0.1 0.0 0.2 1.0 0.3 0.1 Parking Lot Illuminance Fc 0.86 5.0 0.0 N.A. N.A. 5.81 0.0 1.1 0.1 0.0 0.1 0.0 0.0 0.1 0.1 0.0 0.1 0.1 0.0 1.2 0.1 0.0 0.5 0.9 0.5 0.1 0.0 0.4 1.5 1.2 0.2 0.0 0.2 0.5 0.0 0.1 0.1 Luminaire Schedule 0.0 0.0 0.1 0.0 0.1 0.0 0.1 Symbol Tag Label Arrangement Description LLF Luminaire Luminaire Total Mounting BUG Rating 0.0 1.3 1.2 0.8 0.1 0.0 0.7 1.8 0.2 Lumens Watts Watts Height 0.1 .8 0.4 0.1 S1 2 S1 LITHONIA RSX1 LED P1 40K R3 Single RSX1 LED P1 40K R3 0.850 7096 51.34 718.76 20 B1-U0-G2 0.0 0.0 2.1 0.8 0.1 S2 LITHONIA RSX1 LED P1 40K R5 Back-Back RSX1 LED P1 40K R5 0.850 7284 51.34 410.72 20 B3-U0-G2 0.8 2.0 1.4 0.1 0.4 0.3 S3 LITHONIA RSX1 LED P1 40K R3 Single RSX1 LED P1 40K R3 0.850 7096 51.34 718.76 10 B1-U0-G2 0.1 0.7 0.0 0.0 WEST SENECA APARTMENTS 0.1 0.8 2.5 2.0 1.6 0.1 2544 CLINTON ST, 0.3 0.2 0.1 2.2 0.7 0.0 0.0 WEST SENECA, NY 14224 0.0 0.1 0.9 2.1 1.8 0.1 0.3 2.1 0.2 0.1 1.8 0.7 0.0 0.0 0.0 0.1 0.9 2.1 2.2 0.1 0.3 1.9 0.3 0.1 0.8 0.0 0.0 0.0 0.1 0.8 2.1 2.8 0.2 0.3 1.7 0.5 0.1 0.9 0.0 S1 2.5 0.0 0.0 0.0 0.7 1.9 3.0 0.0 0.3 1.4 0.5 1 06/23/2026 PLANNING BOARD COMMENTS 0.1 0.8 0.0 2.0 0.0 0.0 0.0 NO: DATE: DESCRIPTION: 0.1 0.7 1.6 2.2 0.1 Revisions 0.3 1.2 0.2 0.1 0.4 0.0 0.7 1.2 0.0 0.0 0.0 B:\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Electrical\E100 SITE PLAN.dwg 0.0 0.0 0.0 1.4 0.1 PROJECT NUMBER: 0.0 0.3 1.0 1.3 0.1 0.0 0.1 0.2 2241067 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.4 0.0 DRAWN BY: 0.0 0.3 0.6 0.9 1.0 0.1 0.0 0.1 EMM KBB / JBB 0.0 0.0 0.0 0.0 0.0 0.0 REVIEWED BY: 0.0 0.1 0.0 SRVCCL / DPB 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.2 ISSUED FOR: 0.0 0.0 0.3 0.0 0.0 0.4 0.0 SITE PLAN APPROVAL 0.0 0.4 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.1 0.0 0.0 0.1 DATE: 0.0 0.2 0.0 0.2 0.0 0.0 0.0 0.2 4/20/2026 0.0 0.0 0.2 0.0 0.0 0.1 0.0 0.1 0.0 0.0 DRAWING NAME: 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SITE PHOTOMETRIC PLAN 0.0 0.0 0.0 0.0 0.0 0.0 DRAWING NUMBER: 6/23/2026 1:57:28 PM N 1 SITE PHOTOMETRIC PLAN E052 SCALE: 1" = 20' E052 Page 655 of 1174

 June 23, 2026 Jeffery Schieber Code Enforcement Officer 1250 Union Road – Room 210 West Seneca, New York 14224 RE: 2544 Clinton Street – Home Leasing – West Seneca Apartments Planning Board Submission – Additional Items for Review Mr. Schieber: On behalf of Home Leasing, we offer the following supplemental information and drawings based on the feedback we received from meeting with at the June 11th Planning Board meeting, and outstanding engineering comments (from the engineering comments from CPL dated 5/8/2026). Supplemental Drawings: 1. Landscaping Plans (sheets L401 – L403) per the Town of West Seneca Code are provided for Planning Board review. 2. Site Photometric Plans (sheets E051 and E052) per the Town of West Seneca Code are provided for Planning Board review. All proposed lights are downward facing, night sky compliant with shielding (if needed). 3. Profile Views for Sanitary and Stormwater (sheets C303 and C304) per the Town of West Seneca Code. Sketches SK-01-C305 and SK-02-C306 are also provided to show each utility run and stationing correlating with the profile views. Supplemental Data: 4. Pipe Sizing Calculation Sheets – calculation sheets for storm pipe sizing throughout the site. Pipe sizes have been revised (as needed) to match the calculations for conveyance of the 10-year storm event. Revised pipe sizes are shown the utility plans on C305 and C306. 5. Pipe Sizing Drainage Map – Map correlating the site plan to the pipe runs in the spreadsheets. Attached with this submission are the following additional drawings to be added into the set.  L401 – Planting Plan – Overall  L402 – Planting Plan -Enlargement 1  L403 – Planting Plan – Enlargement 2  E051 – Site Photometric Plan Page 656 of 1174 

  E052 – Site Photometric Plan  C303 – Storm Profiles  C304 – Storm Profiles  C305 – Utility Profile Legend  C306 - Utility Profile Legend We look forward to presenting this project to the Planning Board on July 9th, 2026. If you have any questions or need any additional information, please feel free to contact me at 585-770-2525 or [email protected]. Respectfully submitted, LaBella Associates Shelby Vakiener Civil Engineer 2  Page 657 of 1174

R S 6/23/2026 4:38:27 PM NOIM=5 AN M AC 94.9 H CE 2 SS N00° 32' 17"E 174.62' S KEYNOTE SCHEDULE BO S4 NO. Keynote Description 3° TTO 42 '1 M 7" 1 TRANSFORMER PAD E OF 17 260 E Main St Suite 4000 Rochester, NY 14604 8. B 2 GENERATOR 00 AN ' 585 232 8300 | [email protected] K 3 EXISTING FENCE SWBR NYS Certificate of 4 TRANSFORMER PAD Authorization #: 021723 5 STONE PIER TO MATCH FRONT WALL BO 6 COLLAPSIBLE BOLLARDS FOR FIRE LANE ACCESS FRA SUM TTO M 7 PLAYGROUND / COURTYARD 3 OF 8 STONE SEATWALL TO BE SIMILAR TO FRONT WALL BAN K 9 LIMITS OF ARCHAEOLOGICAL BUFFER AREA CE NT 10 EXISTING LAWN AREA WITH EXISTING TOPOGRAPHY ER 48" RC P L 11 BA INE 12 HAMMERHEAD TURNAROUND S5 NK OF OUTDOOR SEATING 9° 29 '1 3"E 13 CONCRETE SEATING AREA 11 7.8 5' 14 PLAYGROUND / COURTYARD TOP OF BAN K ' .72 SYR RET 139 MAL FLO 2 "E 2 ' 38 ° 31 P CEL OCC RC N22 " 48 1 FRA MAS 1 7 R NOIM=6 SAN AC 02.5 MH CE 1 SS S 2 3 ' 8 2.9 18 E " 10 2 7' 6° N3 1 FRA MAS 2 CO GLE SKY 5 4 CO FRA MAS 1 CEL OCC 4 FRA MAS 5 NK BA E EK OF CR 18 ' CEL OCC GA P OM 7. RC 11 YU " T 48 1 OT "E CA 7 '3 B 0 °5 45 N NK NK BA B A OF OF D OM S T P BO T TO ACE RBR D S 7039 1 600.16 LIGND G .41' 97 2"E '5 PO 16 RC H 8° N5 CEL OCC ACE RBR 2 F 1 PLANT SCHEDULE O BA LINE TIL GSP SYMBOL QTY BOTANICAL NAME COMMON NAME REMARKS NK 2 R TE TIL GSP Deciduous Trees FILE PATH: Autodesk Docs://26054.00 Pennrose West Seneca Apartments/Pennrose West Seneca Apartments LA_R25.rvt 3 CEL OCC FRA SUM ACE RBR 10 Acer rubrum Red Maple 2 2 N18° 32' 09"E 49.86' OR IG NO INAL R ACE RBR ACE SUG 1 Acer saccharum Sugar Maple OF THER WV CL WAY LY R INT ON LINE STR OF EET IGH T 1 CEL OCC 9 Celtis occidentalis Common Hackberry FRA SUM FRA MAS 9 Fraxinus pennsylvanica `Marshall`s Seedless` Marshall`s Seedless Green Ash WV ACE RBR 2 2 FRA SUM 10 Fraxinus pennsylvanica `Summit` Summit Green Ash ACE RBR GLE SKY 5 Gleditsia triacanthos inermis `Skyline` Skyline Honey Locust N69 ° 30 ' 45 "W 2 MAL FLO 2 Malus floribunda Flowering Crabapple Drawn By: RC/DK NYS EG 494 SYR RET 2 Syringa reticulata Japanese Tree Lilac Checked By: ES 303 .36' NO # TIL GSP 5 Tilia cordata `Greenspire` Greenspire Littleleaf Linden Project Manager: 0"W '5 45 These documents and all the ideas, arrangements, 9° Evergreen Shrubs designs and plans indicated thereon or presented S2 thereby are owned by and remain the property of FRA SUM SWBR and no part thereof shall be utilized by any 3 BUX WME 49 Buxus x `Gold Gem` Gold Gem Boxwood person, firm, or corporation for any purpose whatsoever except with the specific written JUN SK2 30 Juniperus scopulorum `Skyrocket` Skyrocket Juniper permission of SWBR. All rights reserved. © Revisions 1-1/4" ON E GAR STO AGE RY Shrubs FF= FRAM PIPE ABE DIS 113 Abeliophyllum distichum White Forsythia WV 601 E .19 ' 494 /3 14 N6 S60° 14' 10"E 88.00' COR GR2 59 Cornus racemosa Gray Dogwood 8 0° 1 4' 10"W COR SI6 5 Cornus alba `Siberian Pearls` Siberian Pearls Tatarian Dogwood 3' 20. DIE LON 37 Diervilla lonicera Bush Honeysuckle WO CLI O D 22. GAZ E N 5' BO (WID TON S HAM XIN 69 Hamamelis x `Rochester` Rochester Witch Hazel 0' 1.0 TR AP TH PR VIB DEN 35 Viburnum dentatum `Arrowwood` Arrowwood Viburnum VAR EET 13 OX IMA TE L OC IES) AT #2 VIB L2 39 Viburnum lentago Nannyberry ION 561 12" PV 0' CW 16. Project Name 1.0 AT 5' ER 13 MA IN ' 9.7 25 4.0 SWBR Project Number 26054.00 7.6 ' 2' TW 6' FRA O ST ' 6.6 46. M OR APPR OXIM FFE E HOU 2Y.0' ATE 605 SE LOC ATIO .33' N 4 " GA S M AP PR G Owner 4' AIN NYS OX 30. EG 40 IMA 22. TE 5' 0"W L OC AT '5 ION 45 6" C AS 9° T IR S2 ON WA TE RM L-401 AIN 10485 603.38 MB N60° 14' 10"W MB 88.00' APP RO PLANTING PLAN - XIM ATE LOC ATIO N OVERALL 2" GAS MA IN N 0 40' 80' 120' OVERALL PLANTING PlAN 2026-06-23 1 1" = 40'-0" PLANNING BOARD SCALE: 1" = 40' ISSUANCE Page 658 of 1174

CO CO 6/23/2026 4:38:29 PM PLANT SCHEDULE PLANT SCHEDULE SYMBOL QTY BOTANICAL NAME COMMON NAME REMARKS SYMBOL QTY BOTANICAL NAME COMMON NAME REMARKS Deciduous Trees Evergreen Shrubs ACE RBR 10 Acer rubrum Red Maple BUX WME 49 Buxus x `Gold Gem` Gold Gem Boxwood 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | [email protected] ACE SUG 1 Acer saccharum Sugar Maple JUN SK2 30 Juniperus scopulorum `Skyrocket` Skyrocket Juniper CEL OCC NK9 Celtis occidentalis Common Hackberry SWBR NYS Certificate of BA Authorization #: 021723 FRA MAS 9 E K Fraxinus pennsylvanica `Marshall`s Seedless` Marshall`s Seedless Green Ash Shrubs E OF FRA SUM 10 CR Fraxinus pennsylvanica `Summit` Summit Green Ash 8' ABE DIS 113 Abeliophyllum distichum White Forsythia P OM GLE SKY 5 A Gleditsia triacanthos inermis `Skyline` Skyline Honey Locust 17.1 COR GR2 59 Cornus racemosa Gray Dogwood RC G 1 " T U 48 MAL FLO 2 Malus floribunda Flowering Crabapple"E COR SI6 5 Cornus alba `Siberian Pearls` Siberian Pearls Tatarian Dogwood OT SYR RET 2 AY Syringa reticulata Japanese Tree Lilac 37 DIE LON 37 Diervilla lonicera Bush Honeysuckle B TIL GSP 5C Tilia cordata `Greenspire` N 45 ° 5 Greenspire Littleleaf 0' Linden HAM XIN 69 Hamamelis x `Rochester` Rochester Witch Hazel 21 VIB DEN 35 Viburnum dentatum `Arrowwood` Arrowwood Viburnum B/2 STOR NK K RIC Y FR A N VIB L2 39 Viburnum lentago Nannyberry KH AM #2 OUS E & B B A FFE 544 602 E OF .53' OF D S OM P T T T O B O D S 7039 600.16 LIGND G .4 1' 97 "E ' 52 PO ° 16 RC H N 58 N18° 32' 09"E 49.86' OR I NO GINAL R OF THER CL WAY LY R INT ON LINE IGHT WV STR OF EET WV N69 ° 30' 45" W NYS E G 494 NO 303 # .36' 0"W '5 45 9° FILE PATH: Autodesk Docs://26054.00 Pennrose West Seneca Apartments/Pennrose West Seneca Apartments LA_R25.rvt S2 Drawn By: RC / DK ON Checked By: ES E 1-1/4" GAR STO AGE RY Project Manager: FF= FRAM WV PIPE 60TheseE 1.1 documents and all the ideas, arrangements, 9' and plans indicated thereon or presented designs 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 S60° whatsoever except with 14' 10"E the specific written permission of SWBR. All rights reserved. © 494 88.00' /3 8 N6 0° 14 Revisions '1 0"W 3' 20. KEYNOTE SCHEDULE WO CLI OD 22. GAZ EB NTO 5' NO. Keynote Description O 1 TRANSFORMER PAD (WID N S 0' 2 GENERATOR 1.0 AP 3 EXISTING FENCE TH TRE PR O 13 XIM VAR ET 4 TRANSFORMER PAD AT E LO 5 STONE PIER TO MATCH FRONT WALL CA IES) 6 COLLAPSIBLE BOLLARDS FOR FIRE LANE ACCESS TIO #2 561 N1 2" P Project Name 7 PLAYGROUND / COURTYARD VC 0' W 16. SWBR Project Number 26054.00 1.0 8 STONE SEATWALL TO BE SIMILAR TO FRONT WALL AT 5' ER 13 9 LIMITS OF ARCHAEOLOGICAL BUFFER AREA MA IN ' 9.7 10 EXISTING LAWN AREA WITH EXISTING TOPOGRAPHY 11 HAMMERHEAD TURNAROUND 25 4.0 Owner 12 OUTDOOR SEATING 7.6 ' 2' 13 CONCRETE SEATING AREA TW 6' FRA O ST ' 6.6 46. 14 PLAYGROUND / COURTYARD M O APPR FFE E HOU R2Y.0' L-402 OXIM 605 SE ATE .33' LOC ATIO N 4 AP " GA PR S M G 4' AIN NYS OX 30. EG IM AT 22. 40 5' E 0"W LO CA TIO PLANTING PLAN '5 N6 45 "C AS T IR ENLARGEMENT 1 9° ON S2 WA TE RM N AIN 0 20' 40' 60' 2026-06-23 SITE PLAN ENLARGEMENT - ENTRANCE AND DRIVEWAY / PARKING 1 1" = 20'-0" SCALE: 1" = 20' PLANNING BOARD ISSUANCE Page 659 of 1174 10485

BO 3° TTO N00 42 '1 M 7" E OF 17 6/23/2026 4:38:35 PM 8. BA 00 NK ' PLANT SCHEDULE PLANT SCHEDULE SYMBOL QTY BOTANICAL NAME COMMON NAME REMARKS SYMBOL QTY BOTANICAL NAME COMMON NAME REMARKS 260 E Main St Suite 4000 Rochester, NY 14604 Deciduous Trees Evergreen Shrubs 585 232 8300 | [email protected] ACE RBR 10 Acer rubrum Red Maple BUX WME 49 Buxus x `Gold Gem` Gold Gem Boxwood BO SWBR NYS Certificate of TTO Authorization #: 021723 ACE SUG 1 Acer saccharum Sugar Maple JUN SK2 30 Juniperus scopulorum `Skyrocket` Skyrocket Juniper CEL OCC 9 Celtis occidentalis Common Hackberry M FRA MAS 9 Fraxinus pennsylvanica `Marshall`s Seedless` Marshall`s Seedless Green Ash Shrubs OF FRA SUM 10 Fraxinus pennsylvanica `Summit` Summit Green Ash ABE DIS 113 Abeliophyllum distichum White Forsythia B AN GLE SKY MAL FLO 5 2 Gleditsia triacanthos inermis `Skyline` Malus floribunda Skyline Honey Locust Flowering Crabapple COR GR2 COR SI6 59 5 Cornus racemosa Cornus alba `Siberian Pearls` Gray Dogwood Siberian Pearls Tatarian Dogwood K SYR RET 2 Syringa reticulata Japanese Tree Lilac DIE LON 37 Diervilla lonicera Bush Honeysuckle TIL GSP 5 Tilia cordata `Greenspire` Greenspire Littleleaf Linden HAM XIN 69 Hamamelis x `Rochester` Rochester Witch Hazel 48" RC P VIB DEN 35 Viburnum dentatum `Arrowwood` Arrowwood Viburnum VIB L2 39 Viburnum lentago Nannyberry S5 9° 29 '1 3"E 11 7.8 5' TOP OF COR GR2 B ANK VIB DEN ' .72 3 1 139 COR GR2 VIB L2 3 3 "E VIB DEN VIB DEN ' 38 2 1 ° 31 P COR GR2 RC 5 N22 " 48 COR GR2 9 ABE DIS 5 VIB DEN HAM XIN 3 4 ABE DIS VIB L2 5 4 VIB DEN 1 COR GR2 5 COR GR2 BUX WME 3 6 JUN SK2 VIB DEN 3 VIB L2 6 3 DIE LON DIE LON VIB DEN ABE DIS 2 4 1 6 HAM XIN 3 HAM XIN 1 VIB L2 2 ABE DIS ABE DIS 3 JUN SK2 5 2 HAM XIN HAM XIN 4 3 JUN SK2 4 HAM XIN ABE DIS 3 2 BUX WME VIB L2 6 3 ABE DIS HAM XIN ' .98 9 3 2 BUX WME 18 HAM XIN 3 3 FILE PATH: Autodesk Docs://26054.00 Pennrose West Seneca Apartments/Pennrose West Seneca Apartments LA_R25.rvt "E HAM XIN 10 JUN SK2 5 ' 4 27 ABE DIS 6° N3 2 HAM XIN ABE DIS 3 2 JUN SK2 1 VIB L2 2 ABE DIS JUN SK2 Drawn By: RC/DK 2 2 JUN SK2 Checked By: ES BUX WME 1 HAM XIN CO ABE DIS 4 5 Project Manager: ABE DIS 2 VIB DEN 2 These documents and all the ideas, arrangements, 1 designs and plans indicated thereon or presented VIB L2 1 HAM XIN thereby are owned by and remain the property of CO ABE DIS 6 SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written 2 ABE DIS permission of SWBR. All rights reserved. © 19 Revisions P RC Project Name SWBR Project Number 26054.00 Owner L-403 D S PLANTING PLAN D S 7039 600.16 ENLARGEMENT 2 LIGND FF FF 600 E 602 E .70' N G .53' SITE PLAN ENLARGEMENT - PLAYGROUND / COURTYARD / PARKING LOT 1 0 20' 40' 60' 2026-06-23 1 1" = 20'-0" PLANNING BOARD PO RC H SCALE: 1" = 20' ISSUANCE Page 660 of 1174

ENGINEERING.ARCHITECTURE.ENVIRONMENTAL.PLANNING 300 State Street, Suite 201 ● Rochester, NY 14614 Phone 585.454.6110 ● Fax 585.454.3066 www.labellapc.com Project: West Seneca Apartments Project No.: 2241067 Subject Pipe Sizing Calculations Calc By: JB Date: 6/15/2026 Catchment # Total (Acre) Weighted Value Pervious (SF) Impervious (SF) COLUMN C COLUMN D COLUMN E 1 ST-3.4 816.00 8,177.00 0.21 0.84 2 ST-3.3 300.00 4,946.00 0.12 0.86 3 ST-3.2 3,905.00 12,827.00 0.38 0.74 4.1 CHAM 0.00 7,189.00 0.17 0.90 5 ST-3.1 1,198.00 17,386.00 0.43 0.85 6 ST-2.1 760.00 15,654.00 0.38 0.87 7 ST-2.2 548.00 6,725.00 0.17 0.85 8 ST-6.1 41,805.00 0.00 0.96 0.20 4.2 ST-3.0 0.00 7,189.00 0.17 0.90 4.3 ST-3.3 0.00 4,388.00 0.10 0.90 4.4 ST-3.4 0.00 6,627.00 0.15 0.90 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! 0.00 #DIV/0! Totals for System 48516 SF 82931 SF Catchment 3.02 Acres 1.11 Acres 1.9 Acres Page 661 of 1174

ENGINEERING.ARCHITECTURE.ENVIRONMENTAL.PLANNING Job # 2241067 300 State Street, Suite 201 ● Rochester, NY 14614 Project: West Seneca Apartments Phone 585.454.6110 ● Fax 585.454.3066 Date: 6/15/2026 www.labellapc.com By: JB Location: West Seneca, NY Design Storm Event: 10-Year Roughness Coefficient, N = 0.013 Storm Sewer Sizing Calculations, Run 01 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) ST-3.4 ST-3.3 1 ST-3.4 0.21 0.84 0.17 0.31 6.00 12.19 3.77 18 150 0.90% 0.67 5.7 0.44 1.50 1.767 4.712 0.375 9.99 PASS ST-3.3 ST-3.2 2 ST-3.3 0.12 0.86 0.10 0.50 10.00 9.52 4.80 18 102 0.90% 0.85 5.7 0.30 1.50 1.767 4.712 0.375 9.99 PASS ST-3.2 ST-3.1 3 ST-3.2 0.38 0.74 0.28 0.79 10.30 9.37 7.38 18 85 2.00% 0.88 8.4 0.17 1.50 1.767 4.712 0.375 14.90 PASS ST-3.1 ST-3.0 5 ST-3.1 0.43 0.85 0.36 1.15 10.47 9.30 10.70 18 35 1.30% 1.58 6.8 0.09 1.50 1.767 4.712 0.375 12.01 PASS #N/A #N/A #N/A #N/A 10.55 9.26 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 1.15 Ac Next Tc = 10.55 Min. Storm Sewer Sizing Calculations, Run 02 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) ST-2.2 ST-2.1 7 ST-2.2 0.17 0.85 0.14 0.14 5.00 13.19 1.87 12 50 2.00% 0.29 6.4 0.13 1.00 0.785 3.142 0.250 5.05 PASS ST-2.1 CHAM 6 ST-2.1 0.38 0.87 0.33 0.47 5.13 13.05 6.11 18 30 1.83% 0.76 8.1 0.06 1.50 1.767 4.712 0.375 14.25 PASS #N/A #N/A #N/A #N/A 5.19 12.98 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.47 Ac Next Tc = 5.19 Min. Storm Sewer Sizing Calculations, Run 03 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) BLDG CHAM 4.1 CHAM 0.17 0.90 0.15 0.15 5.00 13.19 1.96 10 206 1.25% 0.43 4.5 0.76 0.83 0.545 2.618 0.208 2.46 PASS #N/A #N/A #N/A #N/A 5.76 12.41 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.15 Ac Next Tc = 5.76 Min. Page 662 of 1174

Storm Sewer Sizing Calculations, Run 04 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) SWALE ST-6.1 8 ST-6.1 0.96 0.20 0.19 0.19 30.00 5.05 0.97 12 177 1.00% 0.21 4.5 0.65 1.00 0.785 3.142 0.250 3.57 PASS #N/A #N/A #N/A #N/A 30.65 4.98 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.19 Ac Next Tc = 30.65 Min. Storm Sewer Sizing Calculations, Run 05 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.2 ST-3.0 4.2 ST-3.0 0.17 0.90 0.15 0.17 5.00 13.19 2.18 10 209 1.00% 0.54 4.0 0.86 0.83 0.545 2.618 0.208 2.20 PASS #N/A #N/A #N/A #N/A 5.86 12.31 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.17 Ac Next Tc = 5.86 Min. Storm Sewer Sizing Calculations, Run 06 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.3 AREA 2 4.3 ST-3.3 0.10 0.90 0.09 0.09 5.00 13.19 1.20 10 26 3.38% 0.16 7.4 0.06 0.83 0.545 2.618 0.208 4.04 PASS #N/A #N/A #N/A #N/A 5.06 13.12 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.09 Ac Next Tc = 5.06 Min. Page 663 of 1174

Storm Sewer Sizing Calculations, Run 07 Area Time of Pipe Pipe Pipe Partially Velocity Time of Pipe Pipe Wetted Hydraulic Qmax From To Area Coefficient Equivalent Accum. Intensity Q = CIA Number Concentration Dia. Length Slope Full Pipe at Reqd. Flow Dia. Area Perimeter Radius (Full Pipe) ST ST (see map) (Ac) of Runoff Area (Ac) Area (Ac) (min) (in/hr) (cfs) (in.) (ft) (%) Area (sf) (fps) (min) (ft) (sf) (ft) (ft) (cfs) AREA 4.4 AREA 3.4 4.4 ST-3.4 0.15 0.90 0.14 0.14 5.00 13.19 1.81 10 26 1.00% 0.45 4.0 0.11 0.83 0.545 2.618 0.208 2.20 PASS #N/A #N/A #N/A #N/A 5.11 13.07 #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.000 0.000 #DIV/0! #DIV/0! #DIV/0! Contributing Area = 0.14 Ac Next Tc = 5.11 Min. Page 664 of 1174

' 39 169. S43 ° 42 ' 17" E 1 41"E 78.0 593.19 0' ° 55' S59° 29' 13"E 117.85' N45 600.14 ST ST 602.49 602.51 594.95 594.92 C0 UD ST UD UD UD ST UD C 600 60 0 N0 0° C NEW PRIVATE FIRE HYDRANT 32 '1 7"E FS ST 17 4.6 600 AREA 4.4 2' AREA 1 C0 FS 600 NEW 6" FIRE SERVICE 600 (AFTER BACKFLOW PREVENTOR) ST-3.4 ST PROPOSED PLAYGROUND ST-3.4 FS ST AREA 4.3 NEW BACKFLOW PREVENTOR (IN FS ST MECHANICAL ROOM) FOR COMBINED AREA 4.2 SERVICE. DOMESTIC SERVICE WILL BE AREA 4.1 PROPOSED 3-STORY METERED AFTER THE BACKFLOW. ST-3.3 AREA 2 C0 N22° 31' CHAM BUILDING ± 25,000 SF FOOTPRINT ST-3.0 ST-3.3C 38"E 13 C0 C0 C0 C0 ST ST ST C0 ST C0 ST ST ST ST SA 600 SA ST 9.72' SA ST ST SA S SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA ST AREA 7 AREA 3 ST ST SA 599 599 ST-2.2 600 ST-3.2 SA ST 599 D D 599 AREA 6 AREA 5 59 SA ST ST 9 599 C ST C ST-2.1 ST-3.1 C ST ST ST C SA ST ST ST ST D D 599 SA RIM=599.00 599 NEW 6" COMBINED 8' WATER SERVICE NEW PRIVATE 0"E 182.9 FIRE HYDRANT SA 600 FS NEW 6" FIRE SERVICE 600 N36° 27' 1 (AFTER BACKFLOW 598 599 598 599 PREVENTOR) 599 DS 596.55 594.04 DS NEW BACKFLOW PREVENTOR (IN MECHANICAL ROOM) FOR 598 COMBINED SERVICE. 597 59987 DOMESTIC SERVICE WILL BE S29° 45' 50"W METERED AFTER THE 5 600 BACKFLOW. C0 UD 5 9987 UD 5596.50 5 9 6 UD UD 60 UD UD 5 95966.50 18' C 0 NEW 6" COMBINED 5 9978 5 117. WATER SERVICE ST ST 600 S60° 14' 10"E 37"E ST ST 598 88.00' ° 50' 59 9 59796 D ST 599.84 ST 5 6 ST AREA 8 59978 15.7' N45 ST ST 59 ST ST 5 598 ST ST 598 NEW 6" COMBINED 131.00' WATER SERVICE C0 UD UD UD 596 595 UD UD UD C ST-6.1 595 131.00' C 598.87 9 59 ' .41 595.50 S29° 45' 50"W 596 97 598 598 597 596 595 595 59 6 5987 59 T 2"E ST ST ST ST ST ST D ST ST ST ST ST ST C '5 16 598 8° N5 N60° 14' 10"W N60° 14' 10"W 257.62' 88.00' N18° 32' 09"E 303.36' CONNECT TO EXISTING 6" 49.86' ' 45"W WATERMAIN WITH TS&V N69° 30 N WEST SENECA APARTMENTS DATE: 06/23/2026 SITE PIPE SIZING CONTRIBUTING AREAS SCALE: 1"=40' Page 665 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 620 620 labellapc.com 620 620 C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg 610 610 610 610 610 610 ST-4.0 24"x24" RIM=598.00 NE INV=594.58 ST-6.0 4' DIA. ST-5.2 24"x24" ST-5.0 4' DIA. NW INV=594.58 NEW 6" COMBINED RIM=598.30 RIM=596.01 RIM=598.95 PROPOSED WATER SERVICE NW INV=590.00 W INV=592.58 PROPOSED NW INV=591.20 GRADE 600 600 600 SE INV=590.10 600 E INV=592.58 GRADE E INV=591.92 EXISITNG EXP: EXP: EXISITNG 600 S INV=591.30 600 GRADE NEW GAS MAIN (REFER TO GRADE ± 75LF 12" SICPP @ 1.43% MECHANICAL DRAWINGS) NEW 6" COMBINED CERTIFICATE OF AUTHORIZATION NUMBER: WATER SERVICE PROFESSIONAL ENGINEERING: 0021272 END SECTION ± 179LF 12" SICPP @ 0.9 LAND SURVEYING: 0021271 8% ± 134LF 12" SICPP @ 0.49% INV=593.50 GEOLOGICAL: 0021659 590 590 ± 169LF 12" SICP 590 P @ 1.48% 590 ± 217LF 12" SICPP @ 1.0 1% ST-6.1 24"x24" RIM=594.35 590 590 NW INV=591.85 END SECTION It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 END SECTION Sec. 7307, for any person, unless acting under the direction of a licensed INV=587.50 INV=589.00 architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to 580 580 580 580 the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 580 580 © 2026 2024 LaBella Associates 570 570 570 570 570 570 HOME LEASING 599.08 599.08 598.73 598.73 588.29 588.29 599.39 599.39 599.48 599.48 598.74 598.74 598.18 598.18 598.40 598.40 597.24 597.24 594.08 594.08 592.69 592.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 593.61 593.61 597.45 597.45 596.94 596.94 598.80 598.80 599.27 599.27 598.76 598.76 598.33 598.33 595.40 595.40 585.47 585.47 75 S CLINTON AVE SUITE 700, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROCHESTER, NEW YORK 14604 0+00 0+50 0+95.42 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+77.01 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+70.49 5 E STORM 4 D STORM 3 C STORM C303 SCALE: H: 1" = 40' V: 1"=8' C303 SCALE: H: 1" = 40' V: 1"=8' C303 SCALE: H: 1" = 40' V: 1"=8' 620 620 WEST SENECA APARTMENTS 610 610 2544 CLINTON ST, WEST SENECA, NY 14224 ST-3.0 4' DIA. ST-1.0 ST-3.3 24"x24" ST-3.1 24"x24" RIM=599.33 610 610 ST-3.4 24"x24" ST-3.2 24"x24" RIM=598.89 ST-1.1 4' DIA. ADS BARRACUDA MAX S6 WQU RIM=599.62 RIM=599.74 RIM=598.47 PROPOSED NW INV=593.00 RIM=599.04 RIM=599.00 EXISITNG N INV=593.46 ST-2.2 24"x24" ST-2.0 4' DIA. SW INV=597.32 ± 82LF 18" SICPP @ 0.89% SW INV=595.86 NW INV=594.90 GRADE S INV=593.10 NW INV=590.30 E INV=590.20 NE INV=595.96 GRADE SE INV=593.56 NE INV=593.20 RIM=598.62 RIM=599.29 NE INV=595.00 SE INV=590.40 W INV=590.20 SE INV=594.77 SE INV=593.10 600 600 W INV=593.20 ST-2.1 24"x24" ± 104LF 18" SICPP @ 0.82% 4" SANITARY SEWER RIM=598.87 ± 86LF 18" SICP P @ 1.56% CROSSING 600 E INV=593.40 600 ± 44LF 18" SICPP @ 0.89% TOP OF PIPE EL:595.88 NW INV=593.50 ± 27LF 18" SICPP @ 0.89% 1 06/23/2026 PLANNING BOARD COMMENTS 18" MIN. NEW 6" COMBINED ± 122LF 12" SICPP @ 0.37% NO: DATE: DESCRIPTION: ± 36LF 18" SICPP @ 1.00% 590 590 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg WATER SERVICE Revisions ± 5LF 18" SICPP @ 2.02% ADS STORMTECH CHAMBER ± 9LF 12" SICPP @ 1.15% ± 51LF 12" SICPP @ 2.48% END SECTION SYSTEM SC-3500 ± 5LF 12" SICPP @ 2.01% INV=589.75 4" SANITARY SEWER (120 CHAMBERS) PROJECT NUMBER: 590 CROSSING 590 STONE INV=590.50 2241067 TOP OF PIPE EL:595.73 CHAMBER ± 31LF 18" SICPP @ 0.65% ELEVATION=591.25 DRAWN BY: EMM / JBB ADS STORMTECH CHAMBER 580 580 REVIEWED BY: SYSTEM SC-3500 SRV / DPB (120 CHAMBERS) STONE INV=590.50 ISSUED FOR: 580 580 SITE PLAN APPROVAL CHAMBER ELEVATION=591.25 594.39 594.39 596.20 596.20 598.66 598.66 598.68 598.68 DATE: 0.00 0.00 0.00 0.00 570 570 4/20/2026 DRAWING NAME: 599.61 599.61 599.77 599.77 599.78 599.78 599.58 599.58 599.89 599.89 599.93 599.93 599.90 599.90 599.98 599.98 599.03 599.03 598.27 598.27 594.54 594.54 587.19 587.19 600.27 600.27 600.04 600.04 595.06 595.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0+00 0+50 1+00 1+05.60 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 6+89.48 STORM PROFILES 2 B STORM 1 A STORM C303 SCALE: H: 1" = 40' V: 1"=8' C303 SCALE: H: 1" = 40' V: 1"=8' DRAWING NUMBER: 6/23/2026 1:47:37 PM C303 Page 666 of 1174

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2026 2024 LaBella Associates 620 620 PROPOSED BUILDING HOME LEASING 620 620 75 S CLINTON AVE SUITE 700, 610 610 ROCHESTER, NEW YORK 14604 CONNECTION TO EXISTING 48" SANITARY SEWER AT ±INV=585.70 EXISTING BUILDING APPROXIMATE BASED ON PROPOSED FFE=600.75 EXISITNG PROPOSED RECORD MAPPING 610 610 GRADE GRADE 600 600 EXISTING FFE=600.70 SAN 1.0 4' DIA. RIM=599.80 ±242' 6" PVC SDR-21 @ 1.00% PROPOSED NW INV=592.69 GRADE SE INV=592.72 ±25' 6" PVC SDR-21 @ 1.00% EXISITNG S INV=593.99 GRADE 600 600 BUILDING 10" STORM 10" STORM 590 INV=595.75 SEWER CROSSING SEWER CROSSING 590 ±123' 4" PVC TOP OF PIPE EL:594.48 TOP OF PIPE EL:593.28 SDR-21 @ 2. 00% SAN 1.0 4' DIA. RIM=599.80 ±12' 4" PVC SDR-21 @ 2.00% INTERIOR DROP NW INV=587.00 BUILDING SE INV=592.72 590 18" STORM 590 INV=596.70 S INV=593.99 SEWER CROSSING 580 580 TOP OF PIPE EL:594.88 ±45' 6" PVC SDR-21 @ 2.88% 12" STORM SEWER CROSSING EXISTING 48" SANITARY SEWER WEST SENECA APARTMENTS TOP OF PIPE EL:591.17 2544 CLINTON ST, WEST SENECA, NY 14224 580 580 570 570 598.65 598.65 598.25 598.25 596.10 596.10 594.48 594.48 594.44 594.44 0.00 0.00 0.00 0.00 0.00 599.61 599.61 598.11 598.11 594.81 594.81 594.51 594.51 598.79 598.79 594.55 594.55 599.30 599.30 599.50 599.50 599.20 599.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0+00 0+50 1+00 1+50 1+55.70 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+68.23 1 06/23/2026 PLANNING BOARD COMMENTS NO: DATE: DESCRIPTION: \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg 1 B SANITARY 1 A SANITARY Revisions C304 SCALE: H: 1" = 40' V: 1"=8' C304 SCALE: H: 1" = 40' V: 1"=8' PROJECT NUMBER: 2241067 DRAWN BY: EMM / JBB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: SANITARY PROFILES DRAWING NUMBER: 6/23/2026 1:47:39 PM C304 Page 667 of 1174

NOT FOR CONSTRUCTION ST 599 ST MATCH TO INSET E STORM 0+95 300 Pearl Street, Suite 130 598 ST Buffalo, NY 14202 RIPRAP OUTLET 716-551-6281 CONTROL (TYP.) ST-4.0 599 24"X24" CB labellapc.com ST END SECTION 600 RIM=598.00 INV= 593.50 600 599 598 600 ST C0 UD UD ST UD UD ST UD UD UD ST UD UD ST UD UD C NEW 2' WIDE E STORM 0+00 GRAVEL DIAPHRAGM 600.14 C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg ST NEW BIORETENTION ± 75LF 12" SICPP @ 1.43% 599 AREA #1 (± 375 SF) 600 ST ST EXP: EXP: N A STORM 0+00 CERTIFICATE OF AUTHORIZATION NUMBER: 2 INSET 60 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 C305 SCALE: 1"=20' GEOLOGICAL: 0021659 C NEW PRIVATE FIRE HYDRANT It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 FS Sec. 7307, for any person, unless acting under the direction of a licensed ST ST-3.4 24"X24" CB architect, professional engineer, or land surveyor, to alter an item in any PROFILE LEGEND RIM=599.62 way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and ST A STORM FS date of such alteration, and a specific description of the alteration. B STORM © 2026 2024 LaBella Associates ST C STORM FS 600 C0 CLEANOUT ST D STORM SE INV=597.26 NEW 6" FIRE SERVICE 600 G 600 (AFTER BACKFLOW ST E STORM PREVENTOR) HOME LEASING FS PROPOSED G 75 S CLINTON AVE SUITE 700, A SANITARY ROCHESTER, NEW YORK 14604 ST PLAYGROUND G B SANITARY FS G ST A STORM 1+00 G FS ST G FS ST G NEW BACKFLOW PREVENTOR (IN FS MECHANICAL ROOM) FOR COMBINED W W G SERVICE. DOMESTIC SERVICE WILL BE PROPOSED 595 ST METERED AFTER THE BACKFLOW. W G 3-STORY 596 CLEANOUT C0 ST SE INV=596.51 597 BUILDING G W 598 ST ± 25,000 SF FOOTPRINT G CLEANOUT CLEANOUT BLDG INV= BLDG INV= CLEANOUT CLEANOUT FFE=600.75' WEST SENECA APARTMENTS A SANITARY 0+00 NW INV=593.50 SW INV=593.90 SW INV=595.75 SW INV=595.08 SW INV=592.75 SE INV=594.38 G NW INV=593.90 W NW INV=592.75 99 CLEANOUT SE INV=592.75 SE INV=593.90 C 2544 CLINTON ST, SE5 INV=594.00 ST-3.3 WEST SENECA, NY 14224 G C0 C0 24"X24" CB 600 C0 C0 C0 ST ST C0 ST ST ST ST ST ST ST ST SA ST ST ST ST ST ST ST ST ST ST RIM=599.74 ST 1 W 60 G SA 600 CONNECT INTO CLEANOUT ST B SA SA C0 EXISTING NW INV=594.85 NITA ST SANITARY MAIN SA SAN CO G SAN CO ST A SANIT RY 1 ARY 3+ SA TYP. 6 8 SA TYP. C0 W C0 SA SA ST +56 600 A STORM 2+00 SA SA G SA S SA SA SA SA SA SA SA SA SA SA SA SA SA SA C0 SA SA SA SA SA SA SA SA SA SA SA ST SA SA SA SA SA SA SA SA A SANITARY 3+00 A SANITARY 2+00 SAN CO CLEANOUT ST INV=594.41 A SANITARY 1+00 SAN 1.0 4' DIA. SA RIM=593.62 TYP. SAN CO 1 06/23/2026 PLANNING BOARD COMMENTS G ST RIM=594.70 C0 WYE THRU NW INV=593.08 TYP. W NO: DATE: DESCRIPTION: NW INV=587.00 SE INV=593.08 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg SA ST SE INV=592.72 Revisions G E INV=593.08 ST S INV=593.99 595 SA ST ST-2.0 4' DIA. MH PROJECT NUMBER: G 596 W 2241067 ST RIM=599.29 SA ST 597 ST-3.0 599 599 4' DIA. MH G DRAWN BY: ST B SA 600 598 RIM=599.33 EMM / JBB SA NITA REVIEWED BY: W B STORM 1+00 ST SRV / DPB G RY 1 B STORM 1+06 599 599 SA D D 599 + M 4+00 ISSUED FOR: A STOR 00 ST-1.1 SITE PLAN APPROVAL G ST SA ST 59 4' DIA. MH 9 ST W ST-2.2 RIM=599.04 DATE: SA 24"X24" CB ST G ST 599 4/20/2026 RIM=598.62 B STORM 0+00 RIPRAP OUTLET SAN CO +00 ST ST ST TORM 5 SA C C CONTROL (TYP.) TYP. AS C ST ST ST ST ST ST C DRAWING NAME: G ST ST ST ST ST ST ST ST ST C0 D D A STORM 3+00 W A STORM 6+89 A STORM 6+00 ST-3.2 SA ST-2.1 ST-3.1 24"X24" CB END SECTION G 24"X24" CB 24"X24" CB RIM=598.47 INV= 589.75 ST-1.0 SA 599 RIM=598.87 RIM=598.89 ADS BARRACUDA MAX S6 WQU ADS STORMTECH CHAMBER W G RIM=599.00 599 NEW 6" COMBINED SA NEW PRIVATE SYSTEM SC-3500 (120 CHAMBERS) WATER SERVICE UTILITY PROFILE LEGEND FIRE HYDRANT G SA MATCH TO SHEET: C302 W SA G FS 600 G DRAWING NUMBER: W SA C0 G 600 UTILITY PLAN NOTES: 6/23/2026 3:35:31 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PROFILE LEGEND 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C305 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C305 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 668 of 1174

SA 599 RIM=598.87 RIM=598.89 ADS BARRACUDA MAX S6 WQU 24 NOT FOR CONSTRUCTION ADS STORMTECH CHAMBER W G RIM=599.00 599 NEW 6" COMBINED SA SYSTEM SC-3500 WATER SERVICE NEW PRIVATE (120 CHAMBERS) FIRE HYDRANT G SA MATCH TO SHEET: C301 W SA G 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 G 716-551-6281 W SA PROFILE LEGEND ±12' 4" PVC SDR-21 @ 2.00% C0 G SAN CO NEW 6" FIRE SERVICE 600 labellapc.com B SANITARY 0+00 A STORM FS TYP. (AFTER BACKFLOW G PREVENTOR) 598 W 599 598 599 B STORM BLDG INV= 599 DS NE INV=596.70 G C STORM C:\Users\EMerkley\Documents\KJW Stamp-jpeg.jpg W G D STORM E STORM G W A SANITARY G B SANITARY EXP: EXP: G W CERTIFICATE OF AUTHORIZATION NUMBER: G DS PROFESSIONAL ENGINEERING: 0021272 NEW BACKFLOW PREVENTOR LAND SURVEYING: 0021271 598 G (IN MECHANICAL ROOM) FOR GEOLOGICAL: 0021659 W COMBINED SERVICE. 597 DOMESTIC SERVICE WILL BE 597 NEW 2' WIDE G 598 METERED AFTER THE GRAVEL DIAPHRAGM It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BACKFLOW. NEW BIORETENTION G Sec. 7307, for any person, unless acting under the direction of a licensed 600 W AREA #2 (± 370 SF) C0 architect, professional engineer, or land surveyor, to alter an item in any G UD way. If an item bearing the seal of an architect, engineer, or land surveyor ST-5.2 G is altered; the altering architect, engineer, or land surveyor shall affix to 24"X24" CB 599 UD W the item their seal and notation "altered by" followed by their signature and RIM=596.01 598 UD G 597 UD date of such alteration, and a specific description of the alteration. 596.50 UD W G 596 UD UD UD UD G © 2026 2024 LaBella Associates UD00 UD UD 0+ 60 UD M W TOR C 5 9 6 .50 W 0 CS G 596 7 ST 59 NEW 6" COMBINED 598 G ST W WATER SERVICE G ST W W W W W W W W W W W HOME LEASING T W G ST 600 G ST 75 S CLINTON AVE SUITE 700, ST-5.0 ST W G ROCHESTER, NEW YORK 14604 4' DIA. MH ST 0 RIM=598.95 1+0 G RM ST C ST O W 598 G ST G W 59 597 T D ST 9 G 596 ST ST ST ST ST W G 6 C STORM 2+00 59 7 ST ST ST ST ST 59 8 RIPRAP OUTLET ST ST G 59 598 ST ST-5.1 ST 598 NEW 6" COMBINED W CONTROL (TYP.) ST ST C STORM 3+00 NEW 2' WIDE G 24"X24" CB WATER SERVICE ST GRAVEL DIAPHRAGM 596 RIM=596.10 C STORM 3+70 W G PROPOSED SWALE END SECTION 595 460 LF @ 1.0% UD UD C G UD UD UD UD BOTTOM WIDTH 1' MIN. INV= 589.00 C0 UD UD UD UD UD UD G T UD W UD UD UD UD G 595 ST ES-5 ST SE INV=585.58 W G NEW BIORETENTION G C AREA #3 (± 700 SF) G 9 59 W ST-5.3 G 595.50 24"X24" CB 596 RIM=598.85 WEST SENECA APARTMENTS T G 598 2544 CLINTON ST, 5 98 597 596 W 595 595 596 597 WEST SENECA, NY 14224 598 RIPRAP OUTLET G CONTROL (TYP.) ST ST ST ST ST ST ST ST ST ST ST C ST ST ST ST ST ST ST ST ST ST ST ST D ST ST D STORM 2+00 D STORM 1+00 D STORM 0+00 D STORM 3+68 D STORM 3+00 END SECTION W G ST-6.0 ST-6.1 T INV= 587.50 4' DIA. MH 30"X30" CB RIM=598.30 RIM=594.35 598 G W G 1 06/23/2026 PLANNING BOARD COMMENTS G T NO: DATE: DESCRIPTION: W \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg Revisions G PROJECT NUMBER: 2241067 G W DRAWN BY: EMM / JBB REVIEWED BY: SRV / DPB ISSUED FOR: CONNECT TO EXISTING 6" SITE PLAN APPROVAL WATERMAIN WITH TS&V DATE: 4/20/2026 DRAWING NAME: UTILITY PROFILE LEGEND DRAWING NUMBER: UTILITY PLAN NOTES: 6/23/2026 3:35:37 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PROFILE LEGEND 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C306 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C306 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 669 of 1174

ENGINEER’S REPORT for West Seneca Exchange Former Seneca Mall, SE corner of Orchard Park Rd & Slade Ave 0 Orchard Park Road West Seneca, Erie County, NY Prepared for Benchmark Streamline, LLC 4053 Maple Road Amherst NY, 14226 Prepared by Carmina Wood Design 80 Silo City Row, Suite 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 July 2026 Page 670 of 1174

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Table of Contents Written Engineer’s Report Section 1 - Location & Description Section 2 - Water Service Section 3 - Sanitary Sewer Service Section 4 - Storm Sewer Service Appendices Appendix A Sanitary Sewer and Water Demand Calculations • Hydrant Flow Test Data Appendix B Storm Sewer System Drainage Calculations • Existing Runoff • Proposed Runoff o Green Infrastructure & Water Quality Calculation Page 672 of 1174

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Section 1 - Location & Description This project consists of the first phase of the redevelopment of the approximately 56 acre former Seneca Mall property, located within the area bounded by Slade Avenue, Ridge Road, and Orchard Park Road in the Town of West Seneca. The proposed redevelopment includes construction of an approximately 158,000 square foot commercial building to be occupied by Costco Wholesale, along with associated parking, utilities, stormwater management facilities, and other supporting site improvements. This phase also includes the primary infrastructure necessary to accommodate future phases and the ultimate full build out of the redevelopment site. Proposed site improvements include upgrades to the existing utility infrastructure, construction of a new internal roadway network, parking facilities, site lighting, landscaping, and stormwater management system designed for the full build out. These improvements are intended to provide the framework required for future development throughout the remainder of the property. The project site is currently occupied by the remnants of the former Seneca Mall and the existing Tops Market grocery store. The Tops Market will remain operational throughout construction and will not be impacted by the proposed redevelopment. Construction activities associated with the redevelopment are expected to result in approximately 27.71 acres of land disturbance. Section 2 - Water Service Water service for the proposed Seneca Mall redevelopment will be provided by a new private 8-inch combined water service main connected to an existing 24-inch Erie County Water Authority (ECWA) water main located within the northbound travel lane of Slade Avenue. The proposed water distribution system will consist of 8 & 10-inch AWWA C900 water main and will be designed to accommodate both domestic water demand and fire protection requirements for the development. Proposed and future buildings within the redevelopment will be served by separate 6-inch polyethylene combined water services connected to the proposed private water main system. The water distribution infrastructure has been designed to support the phased development of the site while providing adequate domestic and fire flow capacity for the ultimate build out condition. The proposed 8-inch water main will extend into a dedicated insulated enclosure housing the water meter and backflow prevention equipment. This enclosure will contain a reduced pressure zone (RPZ) backflow preventer and will be heated to prevent freezing during winter conditions. Discharge resulting from RPZ testing, maintenance, or relief valve operation will be conveyed by gravity to the nearest drainage inlet. The property owner will be responsible for maintaining the drainage conveyance system and ensuring that all drainage ports remain free of snow, ice, and debris to allow proper operation. Water service within the apartment buildings will be utilized for typical domestic purposes, including potable water supply and fire protection. Four private hydrants will be installed on site as part of the development to ensure fire hose coverage not exceeding 400’. Domestic Summary: Peak Operating Demand: 168.38 gpm Water Main: 24” on Slade Avenue Static Pressure: 90 psi (Per ECWA) Friction Loss: 0.0 psi Loss through meter/RPZ: 13 psi Elevation Loss: 12.99 psi Pressure after RPZ: 77.0 psi Repairs to all devices will be made during off hours, dual backflow preventers are not required. The site is not located in a 100-year flood plain. Disinfection of the water service following installation will be continuous feed, according to AWWA C-651, latest revision. West Seneca Exchange 07/20/2026 1 of 3 Page 674 of 1174

Section 3 - Sanitary Sewer Service Sanitary sewer service for the proposed Seneca Mall redevelopment will be provided by a private sanitary sewer collection system consisting of 8 inch and 10 inch sanitary sewer mains, with manholes installed at all changes in alignment and at appropriate intervals in accordance with Town of West Seneca and Erie County standards. The proposed sanitary sewer system has been designed to accommodate both the initial phase of development and future build out of the site. Individual proposed and future buildings within the redevelopment will be connected to the private sanitary sewer system through separate 6 inch SDR 35 PVC sanitary service laterals installed at a minimum slope of 1.0 percent. The sanitary collection infrastructure has been designed to provide adequate capacity for the anticipated wastewater flows associated with the ultimate development of the property. Design Parameters 0.1 gal/d/sf x 241,000 sf = 24,100 gpd 500 gal/d/wind. x 4 wind. = 2,000 gpd 25 gal/d/seat x 222 seats = 5,550 gpd 0.1 gal/d/sf x 120,025 sf = 12,003 gpd 15.0 gal/d/Employ. x 5 Employ. = 75 gpd 35 gal/d/seat x 500 seats = 17,500 gpd Total Sanitary Sewer Demand = 61,228 gpd 61,228 gpd * 3.93 = 240,462 gpd *use peaking factor of 3.93 The hydraulic loading rate is per “Design Standards for Intermediate Sized Wastewater Treatment Systems” 2014, NYSDEC. See Appendix A for detailed Calculations Section 4 - Storm Sewer Service Existing site drainage generally flows to two primary drainage areas. The western portion of the site drains toward Slade Avenue, while the remainder of the site is collected by an existing network of catch basins that ultimately discharge through a large storm sewer outlet located near the north central portion of the site. This outlet conveys runoff directly to Cazenovia Creek. Stormwater runoff generated by the proposed redevelopment will be collected and conveyed through a stormwater management system consisting of a wet pond, catch basins, yard drains, manholes, and smooth interior HDPE storm sewer pipe. The proposed stormwater management infrastructure has been designed to accommodate the ultimate full build out of the site and will provide the necessary conveyance, water quality treatment, and peak flow attenuation for future development phases. As a redevelopment project, the site is required to provide Water Quality Volume (WQv) treatment for 25 percent of the disturbed impervious area and 100 percent of any new impervious area in accordance with NYSDEC requirements. The existing site contains approximately 47.80 acres of impervious cover, while the proposed redevelopment will result in approximately 47.0 acres of impervious cover which includes the widening of Slade Ave and Orchard Park road. Since the project does not create any new impervious area, all proposed improvements are classified as disturbed impervious area and are therefore subject to the 25 percent WQv treatment requirement. Because no new impervious cover is being created, no Runoff Reduction Volume (RRv) is required for the project. The proposed wet pond provides 100 percent of the required Water Quality Volume (WQv) treatment for the redevelopment and also provides peak flow attenuation. Discharge from the wet pond is controlled West Seneca Exchange 07/20/2026 2 of 3 Page 675 of 1174

through a 48 inch outlet pipe that connects to the existing storm sewer outlet system and ultimately discharges to Cazenovia Creek. The stormwater management facilities have been designed to satisfy the requirements of both the Town of West Seneca and the NYSDEC. The overall stormwater management system, including water quality treatment and peak flow control, has been designed in accordance with Chapters 4 and 9 of the NYSDEC Stormwater Management Design Manual. Wet Pond Summary: Top of basin elevation = 614.50 Permanent pool elevation = 607.80 Bottom of basin elevation = 601.80 100-year storm storage volume = 283,293 cf @ 612.22 Water Quality Summary: WQv req’d = 46,210 cf (1.061 ac-ft) RRv min. req’d = 0 cf (0 ac-ft) WQv provided – Wet Pond = 46,210 cf (1.061 ac-ft) WQv provided – 46,210 cf = WQv provided = 46,210 cf Note: Since the proposed redevelopment results in a net decrease in impervious area, no Runoff Reduction Volume (RRv) is required. All new impervious surfaces associated with the project are classified as disturbed impervious areas. The proposed wet pond has been designed to provide stormwater treatment for the ultimate full buildout condition of the site. Total Runoff Summary: Event Ex. Runoff (cfs) Pro. Runoff (cfs) Result (cfs) 1-year 103.89 38.71 -65.18 10-year 184.66 87.97 -96.69 25-year 229.09 109.83 -119.26 100-year 317.14 141.36 -175.78 West Seneca Exchange 07/20/2026 3 of 3 Page 676 of 1174

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Appendix A Sanitary Sewer and Water Demand Calculations Page 678 of 1174

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CARMINA WOOD DESIGN Project No.: 24-4113 Date: 7/13/2026 80 SILO CITY ROW, SUITE 100 Project Name: West Seneca Exchange BUFFALO, NEW YORK, 14203 Project Address: Orchard Park Rd West Seneca, NY (716) 842-3165 Subject: Sanitary Sewer & Water Demand Calcs FAX (716) 842-0263 Sheet: 1 of 3 Sanitary Sewage Demand Calculations: 0.1 gal/d/sf x 241,000 sf = 24,100 gpd *use 0.1 gallons per sq. ft. per day (shopping center) 500 gal/d/wind. x 4 wind. = 2,000 gpd *use 500 gallons per drive thru window per day 25 gal/d/seat x 222 seats = 5,550 gpd *use 25 gallons per seat per day (fast food) 0.1 gal/d/sf x 120,025 sf = 12,003 gpd *use 0.1 gallons per sq. ft. per day (retail) 15.0 gal/d/Employ. x 5 Employ. = 75 gpd *use 0.1 gallons per sq. ft. per day (retail) 35 gal/d/seat x 500 seats = 17,500 gpd *use 25 gallons per seat per day (Ordinary Restraunt) Total Site Sanitary Demand: = 61,228 gpd * The hydraulic loading rate is per “Design Standards for Intermediate Sized Wastewater Treatment Systems” 2014, NYSDEC Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 61,228 gpd / 100 gpcd = 612 per capita Population (P) = 612 people Peaking Factor : (18 +√P) / (4 + √P ) where P is in thousands Peaking Factor = 3.93 Peak Sanitary Demand = 61,228 x 3.93 = 240,462 gpd = 0.240 MGD = 0.372 cfs Peak Sanitary Flow = 240,462 gpd = 167.0 gpm 4:1 offset flow per NYSDEC requirements = 167.0 x 4 = 667.9 gpm req'd Required Infiltration and Inflow Mitigation: Mitigation Credit = $2.40 / gpd of average daily demand Mitigation Agreement Amount = $146,946.00 Page 680 of 1174

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ST OP OP ST 15 20 24 25 25 FUT 25 25 U RE 1 28 80,3 -STORY 00 S RE 29 P O ST .F. TAIL 29 29 29 29 29 29 29 29 SITE 2 18 (RETAIL) 28 29 28 29 13 SITE 3 28 29 13 28 29 13 29 SITE 9 WHO PROPO 16 13 29 (FAST FOOD) 13 LE SED -BW 158 SALE R -BW 76 STOP -BW 76 STOP -BW 76 ,000 ETA (RETAIL) 76 13 SF IL 8 O SITE 8 PATI FUT UR STOP 130 E RETA 9,10 'x70' IL STOP (BANK) FUTU 10 8 0 SF REST RE DR STOP AURA IVE- 8 SITE 1 NT 4, THRU IO TION PAT 963 CAU SF STOP 13 STOP STOP SITE 4 (COSTCO) STOP CAU TION STOP 9 7 CAU GV TION FU 2,50 TURE (FAST FOOD) TION CAU 0 BAN G.S.F. 5 STOP FU K 27 RESTTURE D 16 11 AURA RIVE NT 2, -THRU TION CAU 9 380 STOP 5 12 STOP SF STOP CAU TION STOP 5 CAU 13 STOP TION STOP STOP 29 TION CAU 20 FU REST TURE DR STOP 9 19 6 AURA IVE- 8 STOP NT, THRU 18 2,30 7 0 SF CAU TION 17 1 TION 6 STOP 2 CAU 10 16 3 GV 11 25 STOP 5 5 STOP STOP 15 12 4 SITE 10,11,12 & 13 STOP 15 13 23 23 14 21 CAU 22 TION CAU TION TION 19 (RETAIL) CAU 19 TION STOP SITE 5 CAU SITE 6 17 18 STOP 16 STOP 17 STOP 13 (FAST FOOD) CAU 12 15 ST TION 14 (RETAIL) STOP STOP ST TION CAU 12 PROPOSED STORMWATER ST ST MANAGEMENT AREA FU STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP STOP AIL ST STOP STOP 5 STOP STOP ST STOP STOP ST 4 STOP 14 18 FU ST ST RESTTURE D ST AURA RIVE STOP FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL NT 2, -THRU STOP 110'x200' FUTURE RETAIL 380 SF 110'x200' 110'x200' 110'x200' 10 22,000 SF 22,000 SF 22,000 SF 12 10 STOP 9 22,000 SF FUTURE RESTAURANT FUTURE RETAIL FUTURE RETAIL 100'x100' 100'x100' 13 100'x100' 10,000 SF 10 10 10,000 SF 10,000 SF EX. OFFICE 7,980 SF SITE 7 (FAST FOOD) STOP 10 10 STOP ST ST ST STOP SITE 16 GV SITE 14 & 15 (RESTRAUNT) (RETAIL) SANITARY BREAKDOWN MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=250' 250 0 250 500Ft. 250' Page 682 of 1174

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CARMINA WOOD DESIGN Project No.: 24-4113 Date: 7/13/2026 80 SILO CITY ROW, SUITE 100 Project Name: West Seneca Exchange BUFFALO, NEW YORK, 14203 Project Address: Orchard Park Road West Seneca, NY (716) 842-3165 Subject: Sanitary Sewer & Water Demand Calcs FAX (716) 842-0263 Sheet: 2 of 3 Sanitary Sewage Demand Calculations: Site 1 (Costco) 0.1 gal/d/sf x 158,000 sf = 15,800 gpd *use 0.1 gallons per sq. ft. per day (shopping center) Site 2 (Retail) 0.1 gal/d/sf x 83,000 sf = 8,300 gpd *use 0.1 gallons per sq. ft. per day (shopping center) Site 3 (Fast Food) 500 gal/d/wind. x 1 wind. = 500 gpd *use 500 gallons per drive thru window per day 25 gal/d/seat x 50 seats = 1,250 gpd *use 25 gallons per seat per day (fast food) Site 4 (Fast Food) 500 gal/d/wind. x 1 wind. = 500 gpd *use 500 gallons per drive thru window per day 25 gal/d/seat x 50 seats = 1,250 gpd *use 25 gallons per seat per day (fast food) Site 5 (Fast Food) 500 gal/d/wind. x 1 wind. = 500 gpd *use 500 gallons per drive thru window per day 25 gal/d/seat x 60 seats = 1,500 gpd *use 25 gallons per seat per day (fast food) Site 6 (Retail) 0.1 gal/d/sf x 2,925 sf = 293 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 7 (Fast Food) 500 gal/d/wind. x 1 wind. = 500 gpd *use 500 gallons per drive thru window per day 25 gal/d/seat x 62 seats = 1,550 gpd *use 25 gallons per seat per day (fast food) Site 8 (Bank) 15 gal/d/Employee x 5 Employ. = 75 gpd *use 15 gallons per Employee per day Site 9 (Retail) 0.1 gal/d/sf x 9,100 sf = 910 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 10 (Retail) 0.1 gal/d/sf x 22,000 sf = 2,200 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 11 (Retail) 0.1 gal/d/sf x 22,000 sf = 2,200 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 12 (Retail) 0.1 gal/d/sf x 22,000 sf = 2,200 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 13 (Retail) 0.1 gal/d/sf x 22,000 sf = 2,200 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 14 (Retail) 0.1 gal/d/sf x 10,000 sf = 1,000 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 15 (Retail) 0.1 gal/d/sf x 10,000 sf = 1,000 gpd *use 0.1 gallons per sq. ft. per day (retail) Site 16 (Restraunt) 35.0 gal/d/seat x 500 seats = 17,500 gpd *use 35 gallons per seat per day (restraunt) Total Site Sanitary Demand: = 61,228 gpd Page 684 of 1174

CARMINA WOOD DESIGN Project No.: 24-4113 Date: 7/13/2026 80 SILO CITY ROW, SUITE 100 Project Name: West Seneca Exchange BUFFALO, NEW YORK, 14203 Project Address: Orchard Park Road West Seneca, NY (716) 842-3165 Subject: Sanitary Sewer & Water Demand Calcs FAX (716) 842-0263 Sheet: 3 of 3 Water Demand Calculations (domestic): Proposed Shopping Center Development 61,228 gpd x 1.1 = 67,350 gpd *use 110% of sewage demand *use 1.8 peaking factor and assume a 12 hour day 67,350 gpm x 1day/12hr x 1hr/60min = 93.54 gpm 93.54 gpm x 1.8 = 168.38 gpm Qpeak Headlosses: Qpeak = 168.38 gpm Pipe = 8 inch Polyethylene C = 140 Length = 50 LF (approx. distance from tap to RPZ) 10.44 L Q1.85 10.44(50)(27.89) 1.85 HL = 1.85 4.866 = = 0.03 ft = 0.01 psi C D (140)1.85 (8)4.866 Δ elev = 0 ft = 0.00 psi Loss through meter = 1 psi Loss through RPZ = 12 psi Total Losses = 13.0 psi Static Pressure = 90 psi (per ECWA) Residual Pressure Following RPZ = 40 - 13.0 = 77.0 psi (available after rpz & meter) Residual Pressure 30" above 2nd Floor Δ elev = 15 ft = 6.50 psi Residual Pressure 30" above 2nd Floor = 70.5 psi * Water Demand Calculations (fire): Proposed Shopping Center Development Q= 1,000 gpd Headlosses: Qpeak = 1168 gpm Pipe = 10 inch C-900 PVC C = 140 Length = 1,300 LF (approx. distance from RPZ to farthest hydrant) 10.44 L Q1.85 10.44(1300)(1168) 1.85 HL = 1.85 4.866 = 1.85 4.866 = 9.36 ft = 4.05 psi C D (140) (8) Δ elev = 4 ft = 1.73 psi Static Pressure after RPZ = 77.0 psi Residual Pressure at hydrant = 77 - 5.8 = 71.2 psi Page 685 of 1174

Hydrant Flow Test Data Page 686 of 1174

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! SLADE AVE & RIDGE RD., WSTN < ´ M ¬J13A64 5B 2983 < [ ! ! ! ¬ S ! J13A64B X3B 2987 ! ¬ ¬ J13A64B 2G REAR-2987 3045 ! ¬ ! !!! %'MM 310 J13F01 4B M 315 J13A64 [¬ ¬ ! 24 350 "C REAR-370 REAR-315 (<! ast I 675-679 705 J13F01 3U( ron [ Pip ! ! J13F01A 2P M e 370 J13E08 ! J13F03 1B J13F06 1B SOUTH % ! 197 SLADE AVE ! ! 193 5086 J13F12 2GS 181 164 A 174 J13F12 1P J13F13 1G ! 175 < M 172 171 [ ! ¬ 12 ! ! ! l ¬ "C tee ! J13E16 2GSJ13E16 1SV 162 M as 550 550 S tI 90 PSI < !! ro ( < J13E16 4GS! 16" ! ¬ n e Pi Pip ! % 160 pe 158 J13E16 FLOW n %! <! ! US 164 B HYDRANT Iro 154 ¬ e < ! 144 J13F14A 1AR Pip tile 139 HW 140 ) uc on 135 24" Cast Iron Pipe 132 J13F23 4B D M Ir 126 Y 21 123 24" ast ! 120 C 116 119 355 115 16" 9 110 24" Cast Iron Pipe 104 % ! 100 J13F20 1AR RESIDUAL I 90 98 ) ¬J13F20 5B 96 HYDRANT !J13F20 9AR ) 96 99-101 80 SOUTH 76 SOUTH 1900 70 J13F28 9BJ13F28 10B 1810 Legend: 66 ¬ J13F28 6B 1980 J13E32A 1GS J13E32A 2P !¬! Parcels ) ¬ ! e Pip 1900 60 <![ % ' ! ! US HWY J13E32A J13E32 1SV on I 90 t Ir J13F28A 1GS ! ( as 1956 "C ! < 1940 16 J13E40 1B 24" Cast Iron Pipe S ¬ J13E40 2BO 1910 24" Cast Iron Pipe 2 ! 19 J13F34A 1P e e Iron Pip Pip st K ! 12" C a < [ ! M M < J13F39 2GS ! J13F37 1G ! ! n ! ' !! ' Iro ¬ 1941 RIDGE RD RIDGE RD ! J13F36A 3SS ) ! % 50861929 1947 ile ! Pipe 12" Cast Iron ! S J13F36 §2G !!´ ! ( ' M J13F37 SOUTH ( ! X uct ! ! ¬J13E39 6B (¬ ! ! J13E38 1U 1879 ( ! D 348-350 18811883 J13E39 8AR SOUTH 16" ) 735 Page 688 of 1174

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ARM Hydrant Flow Test Inquiry -- Hydrant: J13E24 Test Date/Time: 7/25/2019 14:15 CHI095-B Address: 115 SLADE AVE Side: E Location: 2ND N/O RIDGE RD W SENECA Size of Main/Branch: 24"/6" Fire District: 68024 FIRE DIST 5 Water District: 044 ECWA AREA-WEST SENECA ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Performed By: BPS/CHM Comments: HYDRANT FLOW TEST REQUESTED BY THOMAS YAGER, ISO PHONE: 716-207-4967; EMAIL: [email protected] CW #40336 ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Dischrge Coef: .90 Elvtn Usgs(ft): Static(psi): 90 Residual(psi): 84 Required Residual Pressure(psi): 20 Gallons Used..: 7,140 Total Flow(gpm): 2,372 Flow at Reqd Resid Pressure: 8,939 Flow Hydrants: C Flow Hyd Flow Hydrant Address Main/Brnch Nzle Size Pitot Flow Comments J13 E16 OP 160 SLADE AVE 24"/6" 1: 2.50 50.0 1,186 3RD HYD N/O RIDGE RD 2: 2.50 50.0 1,186 3: Tot Flow: 2,372 ¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯¯ Bottom I=Flow Hydrant Inquiry ENTER=Continue F3=Exit F6=Maintain Test F7=Test Hydrant Inquiry F15=Print Test Information Page 690 of 1174

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Appendix B Storm Sewer System Drainage Calculations Page 692 of 1174

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Existing Runoff Page 694 of 1174

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ST OP OP ST OP ST ST PO DA PRE-DEV EAST 27.17 AC OP ST STS OTPO P GV DA PRE-DEV CENTRAL GV 22.66 AC TIME OF CONCENTRATION FLOW PATH GV DA PRE-DEV WEST 5.75 AC EX. OFFICE 7,980 SF GV PRE-DEV DRAINAGE MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=200' 250 0 250 500Ft. 250' Page 696 of 1174

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1S 2S 3S Existing - West Existing - Central Existing - East 4L TOTAL EXISTING Subcat Reach Pond Link Routing Diagram for 24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design, Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 698 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 699 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 7.850 80 >75% Grass cover, Good, HSG D (1S, 2S, 3S) 46.500 98 Paved parking, HSG D (2S, 3S) 1.250 98 Water Surface, HSG D (1S) 55.600 95 TOTAL AREA Page 700 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 55.600 HSG D 1S, 2S, 3S 0.000 Other 55.600 TOTAL AREA Page 701 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 7.850 0.000 7.850 >75% Grass cover, Good 1S, 2S, 3S 0.000 0.000 0.000 46.500 0.000 46.500 Paved parking 2S, 3S 0.000 0.000 0.000 1.250 0.000 1.250 Water Surface 1S 0.000 0.000 0.000 55.600 0.000 55.600 TOTAL AREA Page 702 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 2S 0.00 0.00 745.0 0.0037 0.025 0.0 36.0 0.0 2 2S 0.00 0.00 267.0 0.0015 0.025 0.0 42.0 0.0 3 2S 0.00 0.00 300.0 0.0070 0.025 0.0 54.0 0.0 4 3S 0.00 0.00 745.0 0.0037 0.025 0.0 36.0 0.0 5 3S 0.00 0.00 267.0 0.0015 0.025 0.0 42.0 0.0 6 3S 0.00 0.00 300.0 0.0070 0.025 0.0 54.0 0.0 Page 703 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing - West Runoff Area=5.700 ac 21.93% Impervious Runoff Depth=0.65" Flow Length=160' Slope=0.0280 '/' Tc=20.6 min CN=84 Runoff=3.92 cfs 0.310 af Subcatchment 2S: Existing - Central Runoff Area=22.800 ac 87.72% Impervious Runoff Depth=1.45" Flow Length=2,297' Tc=12.7 min CN=96 Runoff=44.18 cfs 2.753 af Subcatchment 3S: Existing - East Runoff Area=27.100 ac 97.79% Impervious Runoff Depth=1.65" Flow Length=2,297' Tc=12.7 min CN=98 Runoff=56.79 cfs 3.716 af Link 4L: TOTAL EXISTING Inflow=103.89 cfs 6.779 af Primary=103.89 cfs 6.779 af Total Runoff Area = 55.600 ac Runoff Volume = 6.779 af Average Runoff Depth = 1.46" 14.12% Pervious = 7.850 ac 85.88% Impervious = 47.750 ac Page 704 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Existing - West Runoff = 3.92 cfs @ 12.15 hrs, Volume= 0.310 af, Depth= 0.65" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (ac) CN Description 1.250 98 Water Surface, HSG D 4.450 80 >75% Grass cover, Good, HSG D 5.700 84 Weighted Average 4.450 78.07% Pervious Area 1.250 21.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 160 0.0280 0.13 Sheet Flow, grass Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing - West Hydrograph Runoff 3.92 cfs 4 Type II 24-hr 1-Year Rainfall=1.87" 3 Runoff Area=5.700 ac Runoff Volume=0.310 af Flow (cfs) Runoff Depth=0.65" 2 Flow Length=160' Slope=0.0280 '/' Tc=20.6 min 1 CN=84 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 705 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: Existing - Central [47] Hint: Peak is 209% of capacity of segment #4 [47] Hint: Peak is 218% of capacity of segment #5 Runoff = 44.18 cfs @ 12.04 hrs, Volume= 2.753 af, Depth= 1.45" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (ac) CN Description 20.000 98 Paved parking, HSG D 2.800 80 >75% Grass cover, Good, HSG D 22.800 96 Weighted Average 2.800 12.28% Pervious Area 20.000 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 706 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Subcatchment 2S: Existing - Central Hydrograph 48 Runoff 46 44.18 cfs 44 42 Type II 24-hr 40 38 1-Year Rainfall=1.87" 36 34 Runoff Area=22.800 ac 32 30 Runoff Volume=2.753 af Flow (cfs) 28 26 Runoff Depth=1.45" 24 22 Flow Length=2,297' 20 18 Tc=12.7 min 16 14 12 CN=96 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 707 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: Existing - East [47] Hint: Peak is 269% of capacity of segment #4 [47] Hint: Peak is 280% of capacity of segment #5 Runoff = 56.79 cfs @ 12.04 hrs, Volume= 3.716 af, Depth= 1.65" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (ac) CN Description 26.500 98 Paved parking, HSG D 0.600 80 >75% Grass cover, Good, HSG D 27.100 98 Weighted Average 0.600 2.21% Pervious Area 26.500 97.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 708 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Subcatchment 3S: Existing - East Hydrograph Runoff 60 56.79 cfs 55 Type II 24-hr 50 1-Year Rainfall=1.87" 45 Runoff Area=27.100 ac 40 Runoff Volume=3.716 af Flow (cfs) 35 Runoff Depth=1.65" 30 Flow Length=2,297' 25 Tc=12.7 min 20 CN=98 15 10 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 709 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Link 4L: TOTAL EXISTING Inflow Area = 55.600 ac, 85.88% Impervious, Inflow Depth = 1.46" for 1-Year event Inflow = 103.89 cfs @ 12.04 hrs, Volume= 6.779 af Primary = 103.89 cfs @ 12.04 hrs, Volume= 6.779 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 4L: TOTAL EXISTING Hydrograph Inflow 115 103.89 cfs Primary 110 103.89 cfs 105 Inflow Area=55.600 ac 100 95 90 85 80 75 70 Flow (cfs) 65 60 55 50 45 40 35 30 25 20 15 10 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 710 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing - West Runoff Area=5.700 ac 21.93% Impervious Runoff Depth=1.63" Flow Length=160' Slope=0.0280 '/' Tc=20.6 min CN=84 Runoff=10.17 cfs 0.775 af Subcatchment 2S: Existing - Central Runoff Area=22.800 ac 87.72% Impervious Runoff Depth=2.69" Flow Length=2,297' Tc=12.7 min CN=96 Runoff=79.12 cfs 5.111 af Subcatchment 3S: Existing - East Runoff Area=27.100 ac 97.79% Impervious Runoff Depth=2.91" Flow Length=2,297' Tc=12.7 min CN=98 Runoff=97.41 cfs 6.567 af Link 4L: TOTAL EXISTING Inflow=184.66 cfs 12.453 af Primary=184.66 cfs 12.453 af Total Runoff Area = 55.600 ac Runoff Volume = 12.453 af Average Runoff Depth = 2.69" 14.12% Pervious = 7.850 ac 85.88% Impervious = 47.750 ac Page 711 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Existing - West Runoff = 10.17 cfs @ 12.13 hrs, Volume= 0.775 af, Depth= 1.63" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (ac) CN Description 1.250 98 Water Surface, HSG D 4.450 80 >75% Grass cover, Good, HSG D 5.700 84 Weighted Average 4.450 78.07% Pervious Area 1.250 21.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 160 0.0280 0.13 Sheet Flow, grass Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing - West Hydrograph Runoff 11 10.17 cfs 10 Type II 24-hr 9 10-Year Rainfall=3.14" 8 Runoff Area=5.700 ac 7 Runoff Volume=0.775 af Flow (cfs) 6 Runoff Depth=1.63" 5 Flow Length=160' 4 Slope=0.0280 '/' 3 Tc=20.6 min 2 CN=84 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 712 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Existing - Central [47] Hint: Peak is 375% of capacity of segment #4 [47] Hint: Peak is 390% of capacity of segment #5 Runoff = 79.12 cfs @ 12.04 hrs, Volume= 5.111 af, Depth= 2.69" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (ac) CN Description 20.000 98 Paved parking, HSG D 2.800 80 >75% Grass cover, Good, HSG D 22.800 96 Weighted Average 2.800 12.28% Pervious Area 20.000 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 713 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Subcatchment 2S: Existing - Central Hydrograph Runoff 85 79.12 cfs 80 75 Type II 24-hr 70 10-Year Rainfall=3.14" 65 60 Runoff Area=22.800 ac 55 Runoff Volume=5.111 af Flow (cfs) 50 45 Runoff Depth=2.69" 40 Flow Length=2,297' 35 30 Tc=12.7 min 25 CN=96 20 15 10 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 714 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: Existing - East [47] Hint: Peak is 462% of capacity of segment #4 [47] Hint: Peak is 481% of capacity of segment #5 [47] Hint: Peak is 114% of capacity of segment #6 Runoff = 97.41 cfs @ 12.04 hrs, Volume= 6.567 af, Depth= 2.91" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (ac) CN Description 26.500 98 Paved parking, HSG D 0.600 80 >75% Grass cover, Good, HSG D 27.100 98 Weighted Average 0.600 2.21% Pervious Area 26.500 97.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 715 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 19 Subcatchment 3S: Existing - East Hydrograph Runoff 105 97.41 cfs 100 95 Type II 24-hr 90 85 10-Year Rainfall=3.14" 80 75 Runoff Area=27.100 ac 70 65 Runoff Volume=6.567 af Flow (cfs) 60 55 Runoff Depth=2.91" 50 45 Flow Length=2,297' 40 Tc=12.7 min 35 30 CN=98 25 20 15 10 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 716 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Link 4L: TOTAL EXISTING Inflow Area = 55.600 ac, 85.88% Impervious, Inflow Depth = 2.69" for 10-Year event Inflow = 184.66 cfs @ 12.04 hrs, Volume= 12.453 af Primary = 184.66 cfs @ 12.04 hrs, Volume= 12.453 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 4L: TOTAL EXISTING Hydrograph Inflow 184.66 cfs Primary 200 184.66 cfs 190 180 Inflow Area=55.600 ac 170 160 150 140 130 120 Flow (cfs) 110 100 90 80 70 60 50 40 30 20 10 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 717 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 21 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing - West Runoff Area=5.700 ac 21.93% Impervious Runoff Depth=2.23" Flow Length=160' Slope=0.0280 '/' Tc=20.6 min CN=84 Runoff=13.91 cfs 1.060 af Subcatchment 2S: Existing - Central Runoff Area=22.800 ac 87.72% Impervious Runoff Depth=3.38" Flow Length=2,297' Tc=12.7 min CN=96 Runoff=98.15 cfs 6.425 af Subcatchment 3S: Existing - East Runoff Area=27.100 ac 97.79% Impervious Runoff Depth=3.61" Flow Length=2,297' Tc=12.7 min CN=98 Runoff=119.64 cfs 8.142 af Link 4L: TOTAL EXISTING Inflow=229.09 cfs 15.627 af Primary=229.09 cfs 15.627 af Total Runoff Area = 55.600 ac Runoff Volume = 15.627 af Average Runoff Depth = 3.37" 14.12% Pervious = 7.850 ac 85.88% Impervious = 47.750 ac Page 718 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: Existing - West Runoff = 13.91 cfs @ 12.13 hrs, Volume= 1.060 af, Depth= 2.23" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (ac) CN Description 1.250 98 Water Surface, HSG D 4.450 80 >75% Grass cover, Good, HSG D 5.700 84 Weighted Average 4.450 78.07% Pervious Area 1.250 21.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 160 0.0280 0.13 Sheet Flow, grass Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing - West Hydrograph Runoff 15 13.91 cfs 14 Type II 24-hr 13 12 25-Year Rainfall=3.84" 11 Runoff Area=5.700 ac 10 Runoff Volume=1.060 af 9 Flow (cfs) 8 Runoff Depth=2.23" 7 Flow Length=160' 6 Slope=0.0280 '/' 5 4 Tc=20.6 min 3 CN=84 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 719 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 2S: Existing - Central [47] Hint: Peak is 465% of capacity of segment #4 [47] Hint: Peak is 484% of capacity of segment #5 [47] Hint: Peak is 115% of capacity of segment #6 Runoff = 98.15 cfs @ 12.04 hrs, Volume= 6.425 af, Depth= 3.38" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (ac) CN Description 20.000 98 Paved parking, HSG D 2.800 80 >75% Grass cover, Good, HSG D 22.800 96 Weighted Average 2.800 12.28% Pervious Area 20.000 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 720 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 24 Subcatchment 2S: Existing - Central Hydrograph Runoff 105 98.15 cfs 100 95 Type II 24-hr 90 85 25-Year Rainfall=3.84" 80 75 Runoff Area=22.800 ac 70 65 Runoff Volume=6.425 af Flow (cfs) 60 55 Runoff Depth=3.38" 50 45 Flow Length=2,297' 40 Tc=12.7 min 35 30 CN=96 25 20 15 10 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 721 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 3S: Existing - East [47] Hint: Peak is 567% of capacity of segment #4 [47] Hint: Peak is 590% of capacity of segment #5 [47] Hint: Peak is 140% of capacity of segment #6 Runoff = 119.64 cfs @ 12.04 hrs, Volume= 8.142 af, Depth= 3.61" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (ac) CN Description 26.500 98 Paved parking, HSG D 0.600 80 >75% Grass cover, Good, HSG D 27.100 98 Weighted Average 0.600 2.21% Pervious Area 26.500 97.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 722 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 26 Subcatchment 3S: Existing - East Hydrograph 130 Runoff 119.64 cfs 120 Type II 24-hr 110 25-Year Rainfall=3.84" 100 90 Runoff Area=27.100 ac 80 Runoff Volume=8.142 af Flow (cfs) 70 Runoff Depth=3.61" 60 Flow Length=2,297' 50 Tc=12.7 min 40 CN=98 30 20 10 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 723 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 27 Summary for Link 4L: TOTAL EXISTING Inflow Area = 55.600 ac, 85.88% Impervious, Inflow Depth = 3.37" for 25-Year event Inflow = 229.09 cfs @ 12.04 hrs, Volume= 15.627 af Primary = 229.09 cfs @ 12.04 hrs, Volume= 15.627 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 4L: TOTAL EXISTING Hydrograph Inflow 229.09 cfs Primary 229.09 cfs 240 Inflow Area=55.600 ac 220 200 180 160 Flow (cfs) 140 120 100 80 60 40 20 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 724 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 28 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing - West Runoff Area=5.700 ac 21.93% Impervious Runoff Depth=3.48" Flow Length=160' Slope=0.0280 '/' Tc=20.6 min CN=84 Runoff=21.56 cfs 1.654 af Subcatchment 2S: Existing - Central Runoff Area=22.800 ac 87.72% Impervious Runoff Depth=4.76" Flow Length=2,297' Tc=12.7 min CN=96 Runoff=135.65 cfs 9.046 af Subcatchment 3S: Existing - East Runoff Area=27.100 ac 97.79% Impervious Runoff Depth=4.99" Flow Length=2,297' Tc=12.7 min CN=98 Runoff=163.64 cfs 11.275 af Link 4L: TOTAL EXISTING Inflow=317.14 cfs 21.975 af Primary=317.14 cfs 21.975 af Total Runoff Area = 55.600 ac Runoff Volume = 21.975 af Average Runoff Depth = 4.74" 14.12% Pervious = 7.850 ac 85.88% Impervious = 47.750 ac Page 725 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1S: Existing - West Runoff = 21.56 cfs @ 12.13 hrs, Volume= 1.654 af, Depth= 3.48" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (ac) CN Description 1.250 98 Water Surface, HSG D 4.450 80 >75% Grass cover, Good, HSG D 5.700 84 Weighted Average 4.450 78.07% Pervious Area 1.250 21.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 160 0.0280 0.13 Sheet Flow, grass Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing - West Hydrograph 24 Runoff 23 21.56 cfs 22 21 Type II 24-hr 20 19 100-Year Rainfall=5.23" 18 17 Runoff Area=5.700 ac 16 15 14 Runoff Volume=1.654 af Flow (cfs) 13 12 Runoff Depth=3.48" 11 10 Flow Length=160' 9 8 Slope=0.0280 '/' 7 6 Tc=20.6 min 5 4 CN=84 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 726 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 2S: Existing - Central [47] Hint: Peak is 103% of capacity of segment #3 [47] Hint: Peak is 643% of capacity of segment #4 [47] Hint: Peak is 669% of capacity of segment #5 [47] Hint: Peak is 159% of capacity of segment #6 Runoff = 135.65 cfs @ 12.04 hrs, Volume= 9.046 af, Depth= 4.76" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (ac) CN Description 20.000 98 Paved parking, HSG D 2.800 80 >75% Grass cover, Good, HSG D 22.800 96 Weighted Average 2.800 12.28% Pervious Area 20.000 87.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 727 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 31 Subcatchment 2S: Existing - Central Hydrograph 150 Runoff 135.65 cfs 140 130 Type II 24-hr 120 100-Year Rainfall=5.23" 110 Runoff Area=22.800 ac 100 90 Runoff Volume=9.046 af Flow (cfs) 80 Runoff Depth=4.76" 70 Flow Length=2,297' 60 50 Tc=12.7 min 40 CN=96 30 20 10 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 728 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 3S: Existing - East [47] Hint: Peak is 124% of capacity of segment #3 [47] Hint: Peak is 776% of capacity of segment #4 [47] Hint: Peak is 808% of capacity of segment #5 [47] Hint: Peak is 191% of capacity of segment #6 Runoff = 163.64 cfs @ 12.04 hrs, Volume= 11.275 af, Depth= 4.99" Routed to Link 4L : TOTAL EXISTING Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (ac) CN Description 26.500 98 Paved parking, HSG D 0.600 80 >75% Grass cover, Good, HSG D 27.100 98 Weighted Average 0.600 2.21% Pervious Area 26.500 97.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 300 0.0160 1.39 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 175 0.0160 2.57 Shallow Concentrated Flow, pavement Paved Kv= 20.3 fps 0.8 510 0.0110 11.00 132.00 Channel Flow, ditch/swale Area= 12.0 sf Perim= 10.0' r= 1.20' n= 0.016 Asphalt, rough 4.2 745 0.0037 2.98 21.10 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 2.1 267 0.0015 2.11 20.26 Pipe Channel, 42" Pipe 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.025 Corrugated metal 0.9 300 0.0070 5.38 85.55 Pipe Channel, 54" Pipe 54.0" Round Area= 15.9 sf Perim= 14.1' r= 1.13' n= 0.025 Corrugated metal 12.7 2,297 Total Page 729 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 33 Subcatchment 3S: Existing - East Hydrograph 180 Runoff 163.64 cfs 170 160 Type II 24-hr 150 140 100-Year Rainfall=5.23" 130 Runoff Area=27.100 ac 120 110 Runoff Volume=11.275 af Flow (cfs) 100 Runoff Depth=4.99" 90 80 Flow Length=2,297' 70 Tc=12.7 min 60 50 CN=98 40 30 20 10 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 730 of 1174

24-4113 WEST SENECA EXCHANGE EXISTING Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Link 4L: TOTAL EXISTING Inflow Area = 55.600 ac, 85.88% Impervious, Inflow Depth = 4.74" for 100-Year event Inflow = 317.14 cfs @ 12.04 hrs, Volume= 21.975 af Primary = 317.14 cfs @ 12.04 hrs, Volume= 21.975 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 4L: TOTAL EXISTING Hydrograph Inflow 317.14 cfs Primary 340 317.14 cfs 320 Inflow Area=55.600 ac 300 280 260 240 220 Flow (cfs) 200 180 160 140 120 100 80 60 40 20 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Page 731 of 1174

Proposed Runoff Page 732 of 1174

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ST OP DA UNCONTROLLED OP ST 15 11.34 AC 20 DA PROPOSED EAST 24 25 25 25 25 6.76 AC 28 29 29 29 29 29 OP ST 29 29 29 29 18 28 29 28 29 13 28 29 13 28 29 13 29 WHO PROPO 16 13 29 13 LE SED -BW 158 SALE R W 76 -B STOP -BW 76 STO W P 76 ,000 ETA -B 76 13 SF IL 8 O PATI STOP STOP 8 DA COSTCO 10 STOP 8 O PATI TION CAU STOP 13 STOP STOP STOP CAU TION STOP 7 9 21.49 AC CAU GV TION TION CAU 5 STOP 16 11 27 9 TIME OF TION CAU STOP 5 12 STOP CONCENTRATION STOP CAU TION STOP 5 CAU 13 STOP TION STOP STOP 29 FLOW PATH TION CAU 20 STOP 9 19 6 8 18 STOP 7 CAU TION 17 1 TION 6 STOP 2 CAU 10 16 3 GV 11 25 STOP 5 5 STOP STOP 15 12 4 STOP 15 13 23 23 14 21 CAU 22 TION CAU TION TION 19 CAU 19 TION STOP CAU 17 DA PROPOSED WEST 18 STOP 16 STOP 17 STOP 13 CAU 12 15 ST TION 14 STOP STOP ST TION CAU 12 ST 19.31 AC ST STOP STOP STOP STOP STOP STOP STOP STOP STOP STOP ST STOP STOP 5 STOP STOP ST STOP STOP ST 4 STOP 14 18 ST ST ST STOP STOP 10 12 10 STOP DA SLADE AVE 9 0.90 AC EX. OFFICE 7,980 SF 13 10 10 STOP 10 10 STOP ST ST ST STOP GV POST-DEV DRAINAGE MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=250' 250 0 250 500Ft. 250' Page 734 of 1174

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12L 15S 14S COSTCO PDA-3 1S Proposed - East 6S Proposed - West DA Uncontrolled 13S 18P Slade Ave CB 13L 16P POND TOTAL 12S OUTLET PIPE Slade Ave Subcat Reach Pond Link Routing Diagram for 24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design, Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 736 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Project Notes Copied 10 events from NY-WestSeneca_NOAA14 24-hr S1 storm Copied 10 events from NY-WestSeneca_NOAA14 24-hr S1 storm Page 737 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-WestSeneca_NOAA14 24-hr S1 1-yr Default 24.00 1 1.87 2 2 10-yr NY-WestSeneca_NOAA14 24-hr S1 10-yr Default 24.00 1 3.39 2 3 25-yr NY-WestSeneca_NOAA14 24-hr S1 25-yr Default 24.00 1 4.10 2 4 100-yr NY-WestSeneca_NOAA14 24-hr S1 100-yr Default 24.00 1 5.20 2 Page 738 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 6.876 80 >75% Grass cover, Good, HSG D (1S, 6S, 14S, 15S) 23.175 98 Paved parking, HSG D (1S, 6S, 12S, 13S, 14S, 15S) 8.420 98 Roofs, HSG D (1S, 6S, 14S) 38.471 95 TOTAL AREA Page 739 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 38.471 HSG D 1S, 6S, 12S, 13S, 14S, 15S 0.000 Other 38.471 TOTAL AREA Page 740 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 6.876 0.000 6.876 >75% Grass cover, Good 1S, 6S, 14S, 15S 0.000 0.000 0.000 23.175 0.000 23.175 Paved parking 1S, 6S, 12S, 13S, 14S, 15S 0.000 0.000 0.000 8.420 0.000 8.420 Roofs 1S, 6S, 14S 0.000 0.000 0.000 38.471 0.000 38.471 TOTAL AREA Page 741 of 1174

24-4113 WEST SENECA EXCAHNGE PROPOSED Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 1S 0.00 0.00 950.0 0.0080 0.013 0.0 18.0 0.0 2 6S 0.00 0.00 580.0 0.0040 0.025 0.0 36.0 0.0 3 12S 0.00 0.00 60.0 0.0025 0.013 0.0 12.0 0.0 4 13S 0.00 0.00 60.0 0.0025 0.013 0.0 12.0 0.0 5 14S 0.00 0.00 700.0 0.0050 0.013 0.0 24.0 0.0 6 16P 603.56 601.35 641.0 0.0034 0.013 58.0 94.0 0.0 7 18P 607.95 604.56 685.0 0.0049 0.013 0.0 48.0 0.0 Page 742 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Proposed - West Runoff Area=19.210 ac 73.66% Impervious Runoff Depth=1.20" Flow Length=1,050' Tc=4.8 min CN=93 Runoff=40.40 cfs 1.915 af Subcatchment 6S: DA Uncontrolled Runoff Area=11.340 ac 86.77% Impervious Runoff Depth=1.45" Flow Length=850' Tc=6.0 min CN=96 Runoff=26.40 cfs 1.369 af Subcatchment 12S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=1.65" Flow Length=90' Tc=0.9 min CN=98 Runoff=1.33 cfs 0.062 af Subcatchment 13S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=1.65" Flow Length=90' Tc=0.9 min CN=98 Runoff=1.33 cfs 0.062 af Subcatchment 14S: Proposed - East Runoff Area=6.760 ac 97.78% Impervious Runoff Depth=1.65" Flow Length=890' Tc=4.8 min CN=98 Runoff=18.18 cfs 0.927 af Subcatchment 15S: PDA-3 Runoff Area=11,375 sf 36.48% Impervious Runoff Depth=0.81" Tc=5.0 min CN=87 Runoff=0.36 cfs 0.018 af Pond 16P: OUTLET PIPE Peak Elev=605.42' Inflow=38.71 cfs 6.652 af 58.0" x 94.0" Box Culvert n=0.013 L=641.0' S=0.0034 '/' Outflow=38.71 cfs 6.652 af Pond 18P: POND Peak Elev=609.62' Storage=99,248 cf Inflow=106.67 cfs 5.283 af Primary=20.20 cfs 5.283 af Secondary=0.00 cfs 0.000 af Outflow=20.20 cfs 5.283 af 1-yr LinkPrimary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Inflow=46.67 cfs 2.301 af Area= 924,495 sf 78.41% Imperv. Primary=46.67 cfs 2.301 af Link 13L: TOTAL Inflow=38.71 cfs 6.652 af Primary=38.71 cfs 6.652 af Total Runoff Area = 38.471 ac Runoff Volume = 4.352 af Average Runoff Depth = 1.36" 17.87% Pervious = 6.876 ac 82.13% Impervious = 31.595 ac Page 743 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: Proposed - West [47] Hint: Peak is 430% of capacity of segment #2 Runoff = 40.40 cfs @ 12.03 hrs, Volume= 1.915 af, Depth= 1.20" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (ac) CN Description 5.060 80 >75% Grass cover, Good, HSG D 4.110 98 Roofs, HSG D 10.040 98 Paved parking, HSG D 19.210 93 Weighted Average 5.060 26.34% Pervious Area 14.150 73.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 3.0 950 0.0080 5.32 9.40 Pipe Channel, 18" PIPE 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 4.8 1,050 Total Subcatchment 1S: Proposed - West Hydrograph 44 Runoff 40.40 cfs 42 40 NY-WestSeneca_NOAA14 24-hr S1 1-yr 38 Rainfall=1.87" 36 Runoff Area=19.210 ac 34 Runoff Volume=1.915 af 32 30 Runoff Depth=1.20" 28 Flow Length=1,050' 26 Tc=4.8 min Flow (cfs) 24 CN=93 22 20 18 16 14 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 744 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 6S: DA Uncontrolled [47] Hint: Peak is 120% of capacity of segment #3 Runoff = 26.40 cfs @ 12.04 hrs, Volume= 1.369 af, Depth= 1.45" Routed to Pond 16P : OUTLET PIPE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (ac) CN Description 7.720 98 Paved parking, HSG D 1.500 80 >75% Grass cover, Good, HSG D 2.120 98 Roofs, HSG D 11.340 96 Weighted Average 1.500 13.23% Pervious Area 9.840 86.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 170 0.0150 2.49 Shallow Concentrated Flow, PVMT Paved Kv= 20.3 fps 3.1 580 0.0040 3.10 21.94 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 6.0 850 Total Page 745 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Subcatchment 6S: DA Uncontrolled Hydrograph Runoff 28 26.40 cfs 26 NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" 24 Runoff Area=11.340 ac 22 Runoff Volume=1.369 af 20 Runoff Depth=1.45" 18 Flow Length=850' Tc=6.0 min Flow (cfs) 16 CN=96 14 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 746 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 12S: Slade Ave [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 11.99 hrs, Volume= 0.062 af, Depth= 1.65" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 12S: Slade Ave Hydrograph Runoff 1.33 cfs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Runoff Area=0.450 ac Runoff Volume=0.062 af 1 Runoff Depth=1.65" Flow Length=90' Tc=0.9 min Flow (cfs) CN=98 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 747 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 13S: Slade Ave [49] Hint: Tc<2dt may require smaller dt Runoff = 1.33 cfs @ 11.99 hrs, Volume= 0.062 af, Depth= 1.65" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 13S: Slade Ave Hydrograph Runoff 1.33 cfs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Runoff Area=0.450 ac Runoff Volume=0.062 af 1 Runoff Depth=1.65" Flow Length=90' Tc=0.9 min Flow (cfs) CN=98 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 748 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 14S: Proposed - East [47] Hint: Peak is 114% of capacity of segment #3 Runoff = 18.18 cfs @ 12.02 hrs, Volume= 0.927 af, Depth= 1.65" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (ac) CN Description 4.420 98 Paved parking, HSG D 2.190 98 Roofs, HSG D 0.150 80 >75% Grass cover, Good, HSG D 6.760 98 Weighted Average 0.150 2.22% Pervious Area 6.610 97.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, PVMT Smooth surfaces n= 0.011 P2= 2.50" 0.7 90 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 700 0.0050 5.09 16.00 Pipe Channel, PIPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections 4.8 890 Total Page 749 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Subcatchment 14S: Proposed - East Hydrograph 20 Runoff 19 18.18 cfs 18 NY-WestSeneca_NOAA14 24-hr S1 1-yr 17 Rainfall=1.87" 16 Runoff Area=6.760 ac 15 Runoff Volume=0.927 af 14 Runoff Depth=1.65" 13 Flow Length=890' 12 Tc=4.8 min Flow (cfs) 11 CN=98 10 9 8 7 6 5 4 3 2 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 750 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 15S: PDA-3 Runoff = 0.36 cfs @ 12.03 hrs, Volume= 0.018 af, Depth= 0.81" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Area (sf) CN Description 7,225 80 >75% Grass cover, Good, HSG D 4,150 98 Paved parking, HSG D 11,375 87 Weighted Average 7,225 63.52% Pervious Area 4,150 36.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: PDA-3 Hydrograph 0.4 Runoff 0.38 0.36 cfs 0.36 NY-WestSeneca_NOAA14 24-hr S1 1-yr 0.34 Rainfall=1.87" 0.32 Runoff Area=11,375 sf 0.3 Runoff Volume=0.018 af 0.28 Runoff Depth=0.81" 0.26 Tc=5.0 min 0.24 CN=87 Flow (cfs) 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 751 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Pond 16P: OUTLET PIPE Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 1.34" for 1-yr event Inflow = 38.71 cfs @ 12.05 hrs, Volume= 6.652 af Outflow = 38.71 cfs @ 12.05 hrs, Volume= 6.652 af, Atten= 0%, Lag= 0.0 min Primary = 38.71 cfs @ 12.05 hrs, Volume= 6.652 af Routed to Link 13L : TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 605.42' @ 12.05 hrs Flood Elev= 612.00' Device Routing Invert Outlet Devices #1 Primary 603.56' 58.0" W x 94.0" H Box Culvert L= 641.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 603.56' / 601.35' S= 0.0034 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 37.86 sf Primary OutFlow Max=38.68 cfs @ 12.05 hrs HW=605.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 38.68 cfs @ 5.74 fps) Pond 16P: OUTLET PIPE Hydrograph Inflow 38.71 cfs Primary 42 38.71 cfs 40 38 Inflow Area=59.695 ac 36 34 Peak Elev=605.42' 32 30 58.0" x 94.0" 28 26 Box Culvert Flow (cfs) 24 22 n=0.013 20 18 L=641.0' 16 14 S=0.0034 '/' 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 752 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Pond 18P: POND [44] Hint: Outlet device #1 is below defined storage Inflow Area = 48.355 ac, 79.40% Impervious, Inflow Depth = 1.31" for 1-yr event Inflow = 106.67 cfs @ 12.03 hrs, Volume= 5.283 af Outflow = 20.20 cfs @ 12.36 hrs, Volume= 5.283 af, Atten= 81%, Lag= 20.0 min Primary = 20.20 cfs @ 12.36 hrs, Volume= 5.283 af Routed to Pond 16P : OUTLET PIPE Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 609.62' @ 12.36 hrs Surf.Area= 64,897 sf Storage= 99,248 cf Plug-Flow detention time= 185.3 min calculated for 5.283 af (100% of inflow) Center-of-Mass det. time= 185.5 min ( 983.8 - 798.3 ) Volume Invert Avail.Storage Storage Description #1 608.00' 471,250 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 608.00 57,300 0 0 614.50 87,700 471,250 471,250 Device Routing Invert Outlet Devices #1 Primary 607.95' 48.0" Round Culvert L= 685.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 607.95' / 604.56' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf #2 Secondary 614.00' 50.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=20.20 cfs @ 12.36 hrs HW=609.62' TW=604.95' (Dynamic Tailwater) 1=Culvert (Barrel Controls 20.20 cfs @ 5.98 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 753 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 19 Pond 18P: POND Hydrograph 106.67 cfs Inflow Outflow Primary Inflow Area=48.355 ac Secondary 110 Peak Elev=609.62' 100 Storage=99,248 cf 90 80 70 Flow (cfs) 60 50 40 20.20 cfs 20.20 cfs 30 20 10 0.00 cfs 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 754 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Link 12L: COSTCO Inflow Area = 21.223 ac, 78.41% Impervious, Inflow Depth = 1.30" for 1-yr event Inflow = 46.67 cfs @ 12.03 hrs, Volume= 2.301 af Primary = 46.67 cfs @ 12.03 hrs, Volume= 2.301 af, Atten= 0%, Lag= 0.0 min Routed to Pond 18P : POND Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs 1-yr Primary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Link 12L: COSTCO Hydrograph Inflow 46.67 cfs Primary 50 46.67 cfs Inflow Area=21.223 ac 1-yr Primary Outflow 45 Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce 40 Area= 924,495 sf 78.41% Imperv. 35 30 Flow (cfs) 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 755 of 1174

24-4113 WEST SENECA EXCAHNGE NY-WestSeneca_NOAA14 24-hr S1 1-yr Rainfall=1.87" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Link 13L: TOTAL Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 1.34" for 1-yr event Inflow = 38.71 cfs @ 12.05 hrs, Volume= 6.652 af Primary = 38.71 cfs @ 12.05 hrs, Volume= 6.652 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Link 13L: TOTAL Hydrograph Inflow 38.71 cfs Primary 42 38.71 cfs 40 38 Inflow Area=59.695 ac 36 34 32 30 28 26 Flow (cfs) 24 22 20 18 16 14 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 756 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 22 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Proposed - West Runoff Area=19.210 ac 73.66% Impervious Runoff Depth=2.63" Flow Length=1,050' Tc=4.8 min CN=93 Runoff=86.22 cfs 4.208 af Subcatchment 6S: DA Uncontrolled Runoff Area=11.340 ac 86.77% Impervious Runoff Depth=2.94" Flow Length=850' Tc=6.0 min CN=96 Runoff=51.57 cfs 2.775 af Subcatchment 12S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=3.16" Flow Length=90' Tc=0.9 min CN=98 Runoff=2.45 cfs 0.118 af Subcatchment 13S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=3.16" Flow Length=90' Tc=0.9 min CN=98 Runoff=2.45 cfs 0.118 af Subcatchment 14S: Proposed - East Runoff Area=6.760 ac 97.78% Impervious Runoff Depth=3.16" Flow Length=890' Tc=4.8 min CN=98 Runoff=33.74 cfs 1.778 af Subcatchment 15S: PDA-3 Runoff Area=11,375 sf 36.48% Impervious Runoff Depth=2.08" Tc=5.0 min CN=87 Runoff=0.95 cfs 0.045 af Pond 16P: OUTLET PIPE Peak Elev=606.96' Inflow=87.97 cfs 13.894 af 58.0" x 94.0" Box Culvert n=0.013 L=641.0' S=0.0034 '/' Outflow=87.97 cfs 13.894 af Pond 18P: POND Peak Elev=610.89' Storage=185,425 cf Inflow=218.75 cfs 11.119 af Primary=53.90 cfs 11.119 af Secondary=0.00 cfs 0.000 af Outflow=53.90 cfs 11.119 af 10-yr LinkPrimary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Inflow=96.07 cfs 4.850 af Area= 924,495 sf 78.41% Imperv. Primary=96.07 cfs 4.850 af Link 13L: TOTAL Inflow=87.97 cfs 13.894 af Primary=87.97 cfs 13.894 af Total Runoff Area = 38.471 ac Runoff Volume = 9.044 af Average Runoff Depth = 2.82" 17.87% Pervious = 6.876 ac 82.13% Impervious = 31.595 ac Page 757 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1S: Proposed - West [47] Hint: Peak is 918% of capacity of segment #2 Runoff = 86.22 cfs @ 12.02 hrs, Volume= 4.208 af, Depth= 2.63" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (ac) CN Description 5.060 80 >75% Grass cover, Good, HSG D 4.110 98 Roofs, HSG D 10.040 98 Paved parking, HSG D 19.210 93 Weighted Average 5.060 26.34% Pervious Area 14.150 73.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 3.0 950 0.0080 5.32 9.40 Pipe Channel, 18" PIPE 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 4.8 1,050 Total Subcatchment 1S: Proposed - West Hydrograph 95 Runoff 90 86.22 cfs 85 NY-WestSeneca_NOAA14 24-hr S1 10-yr 80 Rainfall=3.39" 75 Runoff Area=19.210 ac 70 Runoff Volume=4.208 af 65 Runoff Depth=2.63" 60 Flow Length=1,050' Tc=4.8 min Flow (cfs) 55 50 CN=93 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 758 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 6S: DA Uncontrolled [47] Hint: Peak is 235% of capacity of segment #3 Runoff = 51.57 cfs @ 12.04 hrs, Volume= 2.775 af, Depth= 2.94" Routed to Pond 16P : OUTLET PIPE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (ac) CN Description 7.720 98 Paved parking, HSG D 1.500 80 >75% Grass cover, Good, HSG D 2.120 98 Roofs, HSG D 11.340 96 Weighted Average 1.500 13.23% Pervious Area 9.840 86.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 170 0.0150 2.49 Shallow Concentrated Flow, PVMT Paved Kv= 20.3 fps 3.1 580 0.0040 3.10 21.94 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 6.0 850 Total Page 759 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 25 Subcatchment 6S: DA Uncontrolled Hydrograph Runoff 55 51.57 cfs NY-WestSeneca_NOAA14 24-hr S1 10-yr 50 Rainfall=3.39" 45 Runoff Area=11.340 ac Runoff Volume=2.775 af 40 Runoff Depth=2.94" 35 Flow Length=850' Tc=6.0 min Flow (cfs) 30 CN=96 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 760 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 12S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 138% of capacity of segment #2 Runoff = 2.45 cfs @ 11.99 hrs, Volume= 0.118 af, Depth= 3.16" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 12S: Slade Ave Hydrograph Runoff 2.45 cfs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Runoff Area=0.450 ac 2 Runoff Volume=0.118 af Runoff Depth=3.16" Flow Length=90' Tc=0.9 min Flow (cfs) CN=98 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 761 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 13S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 138% of capacity of segment #2 Runoff = 2.45 cfs @ 11.99 hrs, Volume= 0.118 af, Depth= 3.16" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 13S: Slade Ave Hydrograph Runoff 2.45 cfs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Runoff Area=0.450 ac 2 Runoff Volume=0.118 af Runoff Depth=3.16" Flow Length=90' Tc=0.9 min Flow (cfs) CN=98 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 762 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 14S: Proposed - East [47] Hint: Peak is 211% of capacity of segment #3 Runoff = 33.74 cfs @ 12.02 hrs, Volume= 1.778 af, Depth= 3.16" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (ac) CN Description 4.420 98 Paved parking, HSG D 2.190 98 Roofs, HSG D 0.150 80 >75% Grass cover, Good, HSG D 6.760 98 Weighted Average 0.150 2.22% Pervious Area 6.610 97.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, PVMT Smooth surfaces n= 0.011 P2= 2.50" 0.7 90 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 700 0.0050 5.09 16.00 Pipe Channel, PIPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections 4.8 890 Total Page 763 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 29 Subcatchment 14S: Proposed - East Hydrograph Runoff 36 33.74 cfs 34 NY-WestSeneca_NOAA14 24-hr S1 10-yr 32 Rainfall=3.39" 30 Runoff Area=6.760 ac 28 Runoff Volume=1.778 af 26 Runoff Depth=3.16" 24 Flow Length=890' 22 Tc=4.8 min Flow (cfs) 20 CN=98 18 16 14 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 764 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 15S: PDA-3 Runoff = 0.95 cfs @ 12.03 hrs, Volume= 0.045 af, Depth= 2.08" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Area (sf) CN Description 7,225 80 >75% Grass cover, Good, HSG D 4,150 98 Paved parking, HSG D 11,375 87 Weighted Average 7,225 63.52% Pervious Area 4,150 36.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: PDA-3 Hydrograph Runoff 1 0.95 cfs NY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Runoff Area=11,375 sf Runoff Volume=0.045 af Runoff Depth=2.08" Tc=5.0 min CN=87 Flow (cfs) 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 765 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 31 Summary for Pond 16P: OUTLET PIPE Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 2.79" for 10-yr event Inflow = 87.97 cfs @ 12.05 hrs, Volume= 13.894 af Outflow = 87.97 cfs @ 12.05 hrs, Volume= 13.894 af, Atten= 0%, Lag= 0.0 min Primary = 87.97 cfs @ 12.05 hrs, Volume= 13.894 af Routed to Link 13L : TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 606.96' @ 12.05 hrs Flood Elev= 612.00' Device Routing Invert Outlet Devices #1 Primary 603.56' 58.0" W x 94.0" H Box Culvert L= 641.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 603.56' / 601.35' S= 0.0034 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 37.86 sf Primary OutFlow Max=87.86 cfs @ 12.05 hrs HW=606.96' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 87.86 cfs @ 7.13 fps) Pond 16P: OUTLET PIPE Hydrograph Inflow 87.97 cfs Primary 95 87.97 cfs 90 Inflow Area=59.695 ac 85 80 Peak Elev=606.96' 75 70 58.0" x 94.0" 65 60 Box Culvert Flow (cfs) 55 50 n=0.013 45 40 L=641.0' 35 30 S=0.0034 '/' 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 766 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Pond 18P: POND [44] Hint: Outlet device #1 is below defined storage Inflow Area = 48.355 ac, 79.40% Impervious, Inflow Depth = 2.76" for 10-yr event Inflow = 218.75 cfs @ 12.02 hrs, Volume= 11.119 af Outflow = 53.90 cfs @ 12.25 hrs, Volume= 11.119 af, Atten= 75%, Lag= 13.3 min Primary = 53.90 cfs @ 12.25 hrs, Volume= 11.119 af Routed to Pond 16P : OUTLET PIPE Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 610.89' @ 12.25 hrs Surf.Area= 70,836 sf Storage= 185,425 cf Plug-Flow detention time= 131.1 min calculated for 11.118 af (100% of inflow) Center-of-Mass det. time= 131.3 min ( 910.8 - 779.5 ) Volume Invert Avail.Storage Storage Description #1 608.00' 471,250 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 608.00 57,300 0 0 614.50 87,700 471,250 471,250 Device Routing Invert Outlet Devices #1 Primary 607.95' 48.0" Round Culvert L= 685.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 607.95' / 604.56' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf #2 Secondary 614.00' 50.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=53.90 cfs @ 12.25 hrs HW=610.89' TW=606.37' (Dynamic Tailwater) 1=Culvert (Barrel Controls 53.90 cfs @ 7.58 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 767 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 33 Pond 18P: POND Hydrograph 218.75 cfs Inflow Outflow Primary 240 Inflow Area=48.355 ac Secondary 220 Peak Elev=610.89' 200 Storage=185,425 cf 180 160 Flow (cfs) 140 120 100 53.90 cfs 80 53.90 cfs 60 40 20 0.00 cfs 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 768 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Link 12L: COSTCO Inflow Area = 21.223 ac, 78.41% Impervious, Inflow Depth = 2.74" for 10-yr event Inflow = 96.07 cfs @ 12.03 hrs, Volume= 4.850 af Primary = 96.07 cfs @ 12.03 hrs, Volume= 4.850 af, Atten= 0%, Lag= 0.0 min Routed to Pond 18P : POND Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs 10-yr Primary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Link 12L: COSTCO Hydrograph Inflow 96.07 cfs Primary 105 96.07 cfs 100 Inflow Area=21.223 ac 10-yr Primary Outflow 95 Imported from 90 COSTCO HYDROCAD 2026-04-13~Link 16L.hce 85 Area= 924,495 sf 80 78.41% Imperv. 75 70 65 Flow (cfs) 60 55 50 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 769 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 10-yr Rainfall=3.39" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 35 Summary for Link 13L: TOTAL Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 2.79" for 10-yr event Inflow = 87.97 cfs @ 12.05 hrs, Volume= 13.894 af Primary = 87.97 cfs @ 12.05 hrs, Volume= 13.894 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Link 13L: TOTAL Hydrograph Inflow 87.97 cfs Primary 95 87.97 cfs 90 Inflow Area=59.695 ac 85 80 75 70 65 60 Flow (cfs) 55 50 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 770 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 36 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Proposed - West Runoff Area=19.210 ac 73.66% Impervious Runoff Depth=3.32" Flow Length=1,050' Tc=4.8 min CN=93 Runoff=107.55 cfs 5.310 af Subcatchment 6S: DA Uncontrolled Runoff Area=11.340 ac 86.77% Impervious Runoff Depth=3.64" Flow Length=850' Tc=6.0 min CN=96 Runoff=63.19 cfs 3.439 af Subcatchment 12S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=3.86" Flow Length=90' Tc=0.9 min CN=98 Runoff=2.98 cfs 0.145 af Subcatchment 13S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=3.86" Flow Length=90' Tc=0.9 min CN=98 Runoff=2.98 cfs 0.145 af Subcatchment 14S: Proposed - East Runoff Area=6.760 ac 97.78% Impervious Runoff Depth=3.86" Flow Length=890' Tc=4.8 min CN=98 Runoff=40.97 cfs 2.177 af Subcatchment 15S: PDA-3 Runoff Area=11,375 sf 36.48% Impervious Runoff Depth=2.73" Tc=5.0 min CN=87 Runoff=1.24 cfs 0.059 af Pond 16P: OUTLET PIPE Peak Elev=607.58' Inflow=109.83 cfs 17.346 af 58.0" x 94.0" Box Culvert n=0.013 L=641.0' S=0.0034 '/' Outflow=109.83 cfs 17.346 af Pond 18P: POND Peak Elev=611.43' Storage=223,774 cf Inflow=271.07 cfs 13.907 af Primary=69.28 cfs 13.907 af Secondary=0.00 cfs 0.000 af Outflow=69.28 cfs 13.907 af 25-yr LinkPrimary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Inflow=119.16 cfs 6.071 af Area= 924,495 sf 78.41% Imperv. Primary=119.16 cfs 6.071 af Link 13L: TOTAL Inflow=109.83 cfs 17.346 af Primary=109.83 cfs 17.346 af Total Runoff Area = 38.471 ac Runoff Volume = 11.276 af Average Runoff Depth = 3.52" 17.87% Pervious = 6.876 ac 82.13% Impervious = 31.595 ac Page 771 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 1S: Proposed - West [47] Hint: Peak is 1145% of capacity of segment #2 Runoff = 107.55 cfs @ 12.02 hrs, Volume= 5.310 af, Depth= 3.32" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (ac) CN Description 5.060 80 >75% Grass cover, Good, HSG D 4.110 98 Roofs, HSG D 10.040 98 Paved parking, HSG D 19.210 93 Weighted Average 5.060 26.34% Pervious Area 14.150 73.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 3.0 950 0.0080 5.32 9.40 Pipe Channel, 18" PIPE 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 4.8 1,050 Total Subcatchment 1S: Proposed - West Hydrograph 120 Runoff 115 107.55 cfs 110 105 NY-WestSeneca_NOAA14 24-hr S1 25-yr 100 Rainfall=4.10" 95 Runoff Area=19.210 ac 90 Runoff Volume=5.310 af 85 80 Runoff Depth=3.32" 75 Flow Length=1,050' 70 Tc=4.8 min Flow (cfs) 65 CN=93 60 55 50 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 772 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 6S: DA Uncontrolled [47] Hint: Peak is 288% of capacity of segment #3 Runoff = 63.19 cfs @ 12.04 hrs, Volume= 3.439 af, Depth= 3.64" Routed to Pond 16P : OUTLET PIPE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (ac) CN Description 7.720 98 Paved parking, HSG D 1.500 80 >75% Grass cover, Good, HSG D 2.120 98 Roofs, HSG D 11.340 96 Weighted Average 1.500 13.23% Pervious Area 9.840 86.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 170 0.0150 2.49 Shallow Concentrated Flow, PVMT Paved Kv= 20.3 fps 3.1 580 0.0040 3.10 21.94 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 6.0 850 Total Page 773 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 39 Subcatchment 6S: DA Uncontrolled Hydrograph 70 Runoff 63.19 cfs 65 NY-WestSeneca_NOAA14 24-hr S1 25-yr 60 Rainfall=4.10" 55 Runoff Area=11.340 ac Runoff Volume=3.439 af 50 Runoff Depth=3.64" 45 Flow Length=850' Tc=6.0 min Flow (cfs) 40 CN=96 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 774 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 12S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 167% of capacity of segment #2 Runoff = 2.98 cfs @ 11.99 hrs, Volume= 0.145 af, Depth= 3.86" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 12S: Slade Ave Hydrograph Runoff 2.98 cfs 3 NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Runoff Area=0.450 ac Runoff Volume=0.145 af Runoff Depth=3.86" Flow Length=90' 2 Tc=0.9 min Flow (cfs) CN=98 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 775 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 13S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 167% of capacity of segment #2 Runoff = 2.98 cfs @ 11.99 hrs, Volume= 0.145 af, Depth= 3.86" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 13S: Slade Ave Hydrograph Runoff 2.98 cfs 3 NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Runoff Area=0.450 ac Runoff Volume=0.145 af Runoff Depth=3.86" Flow Length=90' 2 Tc=0.9 min Flow (cfs) CN=98 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 776 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 14S: Proposed - East [47] Hint: Peak is 256% of capacity of segment #3 Runoff = 40.97 cfs @ 12.02 hrs, Volume= 2.177 af, Depth= 3.86" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (ac) CN Description 4.420 98 Paved parking, HSG D 2.190 98 Roofs, HSG D 0.150 80 >75% Grass cover, Good, HSG D 6.760 98 Weighted Average 0.150 2.22% Pervious Area 6.610 97.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, PVMT Smooth surfaces n= 0.011 P2= 2.50" 0.7 90 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 700 0.0050 5.09 16.00 Pipe Channel, PIPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections 4.8 890 Total Page 777 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 43 Subcatchment 14S: Proposed - East Hydrograph Runoff 44 40.97 cfs 42 40 NY-WestSeneca_NOAA14 24-hr S1 25-yr 38 Rainfall=4.10" 36 Runoff Area=6.760 ac 34 Runoff Volume=2.177 af 32 Runoff Depth=3.86" 30 28 Flow Length=890' Tc=4.8 min Flow (cfs) 26 24 CN=98 22 20 18 16 14 12 10 8 6 4 2 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 778 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 15S: PDA-3 Runoff = 1.24 cfs @ 12.03 hrs, Volume= 0.059 af, Depth= 2.73" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Area (sf) CN Description 7,225 80 >75% Grass cover, Good, HSG D 4,150 98 Paved parking, HSG D 11,375 87 Weighted Average 7,225 63.52% Pervious Area 4,150 36.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: PDA-3 Hydrograph Runoff 1.24 cfs NY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Runoff Area=11,375 sf 1 Runoff Volume=0.059 af Runoff Depth=2.73" Tc=5.0 min CN=87 Flow (cfs) 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 779 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 45 Summary for Pond 16P: OUTLET PIPE Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 3.49" for 25-yr event Inflow = 109.83 cfs @ 12.05 hrs, Volume= 17.346 af Outflow = 109.83 cfs @ 12.05 hrs, Volume= 17.346 af, Atten= 0%, Lag= 0.0 min Primary = 109.83 cfs @ 12.05 hrs, Volume= 17.346 af Routed to Link 13L : TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 607.58' @ 12.05 hrs Flood Elev= 612.00' Device Routing Invert Outlet Devices #1 Primary 603.56' 58.0" W x 94.0" H Box Culvert L= 641.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 603.56' / 601.35' S= 0.0034 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 37.86 sf Primary OutFlow Max=109.70 cfs @ 12.05 hrs HW=607.58' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 109.70 cfs @ 7.54 fps) Pond 16P: OUTLET PIPE Hydrograph Inflow 109.83 cfs Primary 120 109.83 cfs 115 110 Inflow Area=59.695 ac 105 100 Peak Elev=607.58' 95 90 85 58.0" x 94.0" 80 75 Box Culvert Flow (cfs) 70 65 n=0.013 60 55 50 L=641.0' 45 40 S=0.0034 '/' 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 780 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 46 Summary for Pond 18P: POND [44] Hint: Outlet device #1 is below defined storage Inflow Area = 48.355 ac, 79.40% Impervious, Inflow Depth = 3.45" for 25-yr event Inflow = 271.07 cfs @ 12.02 hrs, Volume= 13.907 af Outflow = 69.28 cfs @ 12.23 hrs, Volume= 13.907 af, Atten= 74%, Lag= 12.4 min Primary = 69.28 cfs @ 12.23 hrs, Volume= 13.907 af Routed to Pond 16P : OUTLET PIPE Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 611.43' @ 12.23 hrs Surf.Area= 73,324 sf Storage= 223,774 cf Plug-Flow detention time= 119.2 min calculated for 13.906 af (100% of inflow) Center-of-Mass det. time= 119.4 min ( 893.6 - 774.2 ) Volume Invert Avail.Storage Storage Description #1 608.00' 471,250 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 608.00 57,300 0 0 614.50 87,700 471,250 471,250 Device Routing Invert Outlet Devices #1 Primary 607.95' 48.0" Round Culvert L= 685.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 607.95' / 604.56' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf #2 Secondary 614.00' 50.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=69.28 cfs @ 12.23 hrs HW=611.43' TW=606.95' (Dynamic Tailwater) 1=Culvert (Barrel Controls 69.28 cfs @ 7.99 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 781 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 47 Pond 18P: POND Hydrograph 271.07 cfs Inflow Outflow Primary 300 Inflow Area=48.355 ac Secondary 280 Peak Elev=611.43' 260 240 Storage=223,774 cf 220 200 180 Flow (cfs) 160 140 120 69.28 cfs 100 69.28 cfs 80 60 40 0.00 cfs 20 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 782 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 48 Summary for Link 12L: COSTCO Inflow Area = 21.223 ac, 78.41% Impervious, Inflow Depth = 3.43" for 25-yr event Inflow = 119.16 cfs @ 12.03 hrs, Volume= 6.071 af Primary = 119.16 cfs @ 12.03 hrs, Volume= 6.071 af, Atten= 0%, Lag= 0.0 min Routed to Pond 18P : POND Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs 25-yr Primary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Link 12L: COSTCO Hydrograph Inflow 119.16 cfs Primary 130 119.16 cfs Inflow Area=21.223 ac 120 25-yr Primary Outflow Imported from 110 COSTCO HYDROCAD 2026-04-13~Link 16L.hce Area= 924,495 sf 100 78.41% Imperv. 90 80 Flow (cfs) 70 60 50 40 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 783 of 1174

24-4113 WEST SENECA EXCAHNGENY-WestSeneca_NOAA14 24-hr S1 25-yr Rainfall=4.10" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 49 Summary for Link 13L: TOTAL Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 3.49" for 25-yr event Inflow = 109.83 cfs @ 12.05 hrs, Volume= 17.346 af Primary = 109.83 cfs @ 12.05 hrs, Volume= 17.346 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Link 13L: TOTAL Hydrograph Inflow 109.83 cfs Primary 120 109.83 cfs 115 110 Inflow Area=59.695 ac 105 100 95 90 85 80 75 Flow (cfs) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 784 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 50 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Proposed - West Runoff Area=19.210 ac 73.66% Impervious Runoff Depth=4.39" Flow Length=1,050' Tc=4.8 min CN=93 Runoff=140.14 cfs 7.035 af Subcatchment 6S: DA Uncontrolled Runoff Area=11.340 ac 86.77% Impervious Runoff Depth=4.73" Flow Length=850' Tc=6.0 min CN=96 Runoff=80.95 cfs 4.471 af Subcatchment 12S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=4.96" Flow Length=90' Tc=0.9 min CN=98 Runoff=3.78 cfs 0.186 af Subcatchment 13S: Slade Ave Runoff Area=0.450 ac 100.00% Impervious Runoff Depth=4.96" Flow Length=90' Tc=0.9 min CN=98 Runoff=3.78 cfs 0.186 af Subcatchment 14S: Proposed - East Runoff Area=6.760 ac 97.78% Impervious Runoff Depth=4.96" Flow Length=890' Tc=4.8 min CN=98 Runoff=52.06 cfs 2.796 af Subcatchment 15S: PDA-3 Runoff Area=11,375 sf 36.48% Impervious Runoff Depth=3.76" Tc=5.0 min CN=87 Runoff=1.68 cfs 0.082 af Pond 16P: OUTLET PIPE Peak Elev=608.42' Inflow=141.36 cfs 22.734 af 58.0" x 94.0" Box Culvert n=0.013 L=641.0' S=0.0034 '/' Outflow=141.36 cfs 22.734 af Pond 18P: POND Peak Elev=612.22' Storage=283,293 cf Inflow=351.21 cfs 18.262 af Primary=90.10 cfs 18.262 af Secondary=0.00 cfs 0.000 af Outflow=90.10 cfs 18.262 af 100-yr LinkPrimary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Inflow=154.57 cfs 7.978 af Area= 924,495 sf 78.41% Imperv. Primary=154.57 cfs 7.978 af Link 13L: TOTAL Inflow=141.36 cfs 22.734 af Primary=141.36 cfs 22.734 af Total Runoff Area = 38.471 ac Runoff Volume = 14.756 af Average Runoff Depth = 4.60" 17.87% Pervious = 6.876 ac 82.13% Impervious = 31.595 ac Page 785 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 1S: Proposed - West [47] Hint: Peak is 1492% of capacity of segment #2 Runoff = 140.14 cfs @ 12.02 hrs, Volume= 7.035 af, Depth= 4.39" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (ac) CN Description 5.060 80 >75% Grass cover, Good, HSG D 4.110 98 Roofs, HSG D 10.040 98 Paved parking, HSG D 19.210 93 Weighted Average 5.060 26.34% Pervious Area 14.150 73.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 3.0 950 0.0080 5.32 9.40 Pipe Channel, 18" PIPE 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 4.8 1,050 Total Subcatchment 1S: Proposed - West Hydrograph Runoff 150 140.14 cfs 140 NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" 130 Runoff Area=19.210 ac 120 Runoff Volume=7.035 af 110 Runoff Depth=4.39" Flow Length=1,050' 100 Tc=4.8 min 90 CN=93 Flow (cfs) 80 70 60 50 40 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 786 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 6S: DA Uncontrolled [47] Hint: Peak is 369% of capacity of segment #3 Runoff = 80.95 cfs @ 12.04 hrs, Volume= 4.471 af, Depth= 4.73" Routed to Pond 16P : OUTLET PIPE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (ac) CN Description 7.720 98 Paved parking, HSG D 1.500 80 >75% Grass cover, Good, HSG D 2.120 98 Roofs, HSG D 11.340 96 Weighted Average 1.500 13.23% Pervious Area 9.840 86.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 1.1 170 0.0150 2.49 Shallow Concentrated Flow, PVMT Paved Kv= 20.3 fps 3.1 580 0.0040 3.10 21.94 Pipe Channel, 36" Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 6.0 850 Total Page 787 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 53 Subcatchment 6S: DA Uncontrolled Hydrograph 90 Runoff 85 80.95 cfs 80 NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" 75 Runoff Area=11.340 ac 70 Runoff Volume=4.471 af 65 Runoff Depth=4.73" 60 Flow Length=850' 55 Tc=6.0 min CN=96 Flow (cfs) 50 45 40 35 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 788 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 12S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 212% of capacity of segment #2 Runoff = 3.78 cfs @ 11.99 hrs, Volume= 0.186 af, Depth= 4.96" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 12S: Slade Ave Hydrograph Runoff 4 3.78 cfs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Runoff Area=0.450 ac Runoff Volume=0.186 af 3 Runoff Depth=4.96" Flow Length=90' Tc=0.9 min CN=98 Flow (cfs) 2 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 789 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 13S: Slade Ave [49] Hint: Tc<2dt may require smaller dt [47] Hint: Peak is 212% of capacity of segment #2 Runoff = 3.78 cfs @ 11.99 hrs, Volume= 0.186 af, Depth= 4.96" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (ac) CN Description 0.450 98 Paved parking, HSG D 0.450 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 30 0.0200 0.96 Sheet Flow, pavement Smooth surfaces n= 0.011 P2= 2.50" 0.4 60 0.0025 2.27 1.78 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.9 90 Total Subcatchment 13S: Slade Ave Hydrograph Runoff 4 3.78 cfs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Runoff Area=0.450 ac Runoff Volume=0.186 af 3 Runoff Depth=4.96" Flow Length=90' Tc=0.9 min CN=98 Flow (cfs) 2 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 790 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 14S: Proposed - East [47] Hint: Peak is 325% of capacity of segment #3 Runoff = 52.06 cfs @ 12.02 hrs, Volume= 2.796 af, Depth= 4.96" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (ac) CN Description 4.420 98 Paved parking, HSG D 2.190 98 Roofs, HSG D 0.150 80 >75% Grass cover, Good, HSG D 6.760 98 Weighted Average 0.150 2.22% Pervious Area 6.610 97.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0100 0.92 Sheet Flow, PVMT Smooth surfaces n= 0.011 P2= 2.50" 0.7 90 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 700 0.0050 5.09 16.00 Pipe Channel, PIPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections 4.8 890 Total Page 791 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 57 Subcatchment 14S: Proposed - East Hydrograph Runoff 55 52.06 cfs NY-WestSeneca_NOAA14 24-hr S1 100-yr 50 Rainfall=5.20" Runoff Area=6.760 ac 45 Runoff Volume=2.796 af Runoff Depth=4.96" 40 Flow Length=890' 35 Tc=4.8 min CN=98 Flow (cfs) 30 25 20 15 10 5 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 792 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 15S: PDA-3 Runoff = 1.68 cfs @ 12.03 hrs, Volume= 0.082 af, Depth= 3.76" Routed to Pond 18P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Area (sf) CN Description 7,225 80 >75% Grass cover, Good, HSG D 4,150 98 Paved parking, HSG D 11,375 87 Weighted Average 7,225 63.52% Pervious Area 4,150 36.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: PDA-3 Hydrograph Runoff 1.68 cfs NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Runoff Area=11,375 sf Runoff Volume=0.082 af Runoff Depth=3.76" Tc=5.0 min CN=87 Flow (cfs) 1 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 793 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 59 Summary for Pond 16P: OUTLET PIPE Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 141.36 cfs @ 12.05 hrs, Volume= 22.734 af Outflow = 141.36 cfs @ 12.05 hrs, Volume= 22.734 af, Atten= 0%, Lag= 0.0 min Primary = 141.36 cfs @ 12.05 hrs, Volume= 22.734 af Routed to Link 13L : TOTAL Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 608.42' @ 12.05 hrs Flood Elev= 612.00' Device Routing Invert Outlet Devices #1 Primary 603.56' 58.0" W x 94.0" H Box Culvert L= 641.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 603.56' / 601.35' S= 0.0034 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 37.86 sf Primary OutFlow Max=141.28 cfs @ 12.05 hrs HW=608.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 141.28 cfs @ 8.02 fps) Pond 16P: OUTLET PIPE Hydrograph Inflow 141.36 cfs Primary 150 141.36 cfs 140 Inflow Area=59.695 ac 130 Peak Elev=608.42' 120 110 58.0" x 94.0" 100 Box Culvert Flow (cfs) 90 80 n=0.013 70 L=641.0' 60 50 S=0.0034 '/' 40 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 794 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 60 Summary for Pond 18P: POND [44] Hint: Outlet device #1 is below defined storage Inflow Area = 48.355 ac, 79.40% Impervious, Inflow Depth = 4.53" for 100-yr event Inflow = 351.21 cfs @ 12.02 hrs, Volume= 18.262 af Outflow = 90.10 cfs @ 12.23 hrs, Volume= 18.262 af, Atten= 74%, Lag= 12.2 min Primary = 90.10 cfs @ 12.23 hrs, Volume= 18.262 af Routed to Pond 16P : OUTLET PIPE Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 612.22' @ 12.23 hrs Surf.Area= 77,027 sf Storage= 283,293 cf Plug-Flow detention time= 107.0 min calculated for 18.261 af (100% of inflow) Center-of-Mass det. time= 107.2 min ( 875.1 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 608.00' 471,250 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 608.00 57,300 0 0 614.50 87,700 471,250 471,250 Device Routing Invert Outlet Devices #1 Primary 607.95' 48.0" Round Culvert L= 685.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 607.95' / 604.56' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf #2 Secondary 614.00' 50.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=90.10 cfs @ 12.23 hrs HW=612.22' TW=607.69' (Dynamic Tailwater) 1=Culvert (Barrel Controls 90.10 cfs @ 8.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=608.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 795 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 61 Pond 18P: POND Hydrograph 351.21 cfs Inflow Outflow Primary Inflow Area=48.355 ac Secondary 380 360 Peak Elev=612.22' 340 320 Storage=283,293 cf 300 280 260 240 Flow (cfs) 220 200 180 160 90.10 cfs 140 90.10 cfs 120 100 80 60 40 0.00 cfs 20 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 796 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 62 Summary for Link 12L: COSTCO Inflow Area = 21.223 ac, 78.41% Impervious, Inflow Depth = 4.51" for 100-yr event Inflow = 154.57 cfs @ 12.03 hrs, Volume= 7.978 af Primary = 154.57 cfs @ 12.03 hrs, Volume= 7.978 af, Atten= 0%, Lag= 0.0 min Routed to Pond 18P : POND Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs 100-yr Primary Outflow Imported from COSTCO HYDROCAD 2026-04-13~Link 16L.hce Link 12L: COSTCO Hydrograph Inflow 170 154.57 cfs Primary 154.57 cfs Inflow Area=21.223 ac 160 100-yr Primary Outflow 150 Imported from 140 COSTCO HYDROCAD 2026-04-13~Link 16L.hce Area= 924,495 sf 130 78.41% Imperv. 120 110 100 Flow (cfs) 90 80 70 60 50 40 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 797 of 1174

24-4113 WEST SENECA EXCAHNG NY-WestSeneca_NOAA14 24-hr S1 100-yr Rainfall=5.20" Prepared by Carmina Wood Design Printed 7/13/2026 HydroCAD® 10.20-7a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 63 Summary for Link 13L: TOTAL Inflow Area = 59.695 ac, 80.80% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 141.36 cfs @ 12.05 hrs, Volume= 22.734 af Primary = 141.36 cfs @ 12.05 hrs, Volume= 22.734 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Link 13L: TOTAL Hydrograph Inflow 141.36 cfs Primary 150 141.36 cfs 140 Inflow Area=59.695 ac 130 120 110 100 Flow (cfs) 90 80 70 60 50 40 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Time (hours) Page 798 of 1174

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ST OP OP ST OP ST 614 615 6 61 88 17+ WHO PROPO LE SED 158 SALE R STOP ,000 ETA STOP SF IL 0 7+0 ST O 0 1 PATI ST ST +026 STOP STOP 6+0 23+56 STOP 81+80 IO PAT STOP 0 1 STOP STOP 23+ STOP STOP 0 1 ST 10+ 00 GV 0 22+ 15+ 0 7+0 STOP 0 11 0 ST +00 0 0 2 ST STOP STOP +0 1+0 0 1 STOP 12+0 0 2 STOP 0 13+00 14 STOP STOP STOP 0+0 ST 6+0 STOP 0 1 STOP 9+0 0 1 ST 0 1 STOP GV STOP STOP STOP 8+0 STOP 0 0 1 15+ ST 7+00 STOP STOP STOP STOP 16+ 00 14+ST 00 STOP STOP ST ST 15+ ST ST 00 14+ ST +00 STOP STOP STOP STOP STOP STOP STOP 00 STOP 13+ STOP STOP 10+00 11+00 12+00 13 00 ST STOP STOP ST 12+ STOP STOP STOP STOP ST 00 ST STOP ST ST ST 11+ STOP 00 STOP STOP 10 +0 EX. OFFICE 0 7,980 SF STOP STOP ST ST ST STOP GV OVERALL STORM MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 250 0 250 500Ft. SCALE: 1"=100' 250' Page 800 of 1174

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DA CB 1 22+ S 0.05 AC DA CB 15 ST 00 ST 1.37 AC 00 STOP ST ST ST ST DA CB 8 15+ 0.09 AC 00 DA CB 13 ST ST 10+ 21+ 17+ ST STOP 00 0.04 AC 0 0 STOP 0.07 AC ST DA CB 38 ST STOP DA CB 2 STOP 11+0 DA CB 36 ST STOP ST 20+ ST STOP 0 0 0.04 AC 14 +0 STOP ST 00 0.02 AC DA CB 6 0.94 AC STOP ST 12+0 ST ST STOP 00 0 ST 19+ 13+00 + 0.13 AC 00 ST 16 ST DA CB 5 ST STOP ST ST DA CB 37 GV STOP STOP 0.02 AC STOP ST STOP ST 0.01 AC ST ST ST 00 ST DA CB 3 15+ STOP DA CB 4 ST DA CB 35 1.74 AC STOP STOP 0.04 AC ST DA CB 34 STOP ST ST 0.05 AC ST 3.36 AC STOP STOP ST ST ST 00 ST DA W ST 14+ ST ST ST ST ST ST STOP STOP STOP STOP STOP STOP STOP STOP STOP ST +00 13 STOP ST ST ST STOP STOP STOP STOP DA CB 32 DA CB 33 ST 0.03 AC 1.57 AC ST ST STOP ST 12+00 DA CB 31 ST STOP 0.00 AC ST DA CB 28 DA CB 30 ST 4.18 AC ST 0.05 AC DA CB 29 ST ST 11+00 ST 0.02 AC DA CB ST ST ST ST ST ST ST ST ST STOP 1.87 ST ST ST ST ST GV 10+00 NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHE STORM MAP CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURAC 100 0 100 200Ft. SCALE: 1"=100' 100' Page 802 of 1174

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0.05 AC DA CB 15 S S 0.05 AC ST ST 0.09 AC 00 21+ 17+ 00 ST STOP DA CB 18 ST STOP DA CB 38 0.75 AC 20+ ST 00 0.02 AC STOP +00 19+ 00 ST 16 ST DA CB 37 18+ 00 0.01 AC DA CB 20 00 ST 17+0 DA CB 19 0 0.16 AC 15+ ST DA CB 35 0.12 AC 16+ 0.05 AC 00ST STOP DA CB 21 ST 15+ DA CB 23 00 DA WET POND 0.17 AC 00 ST 14+ 2.53 AC ST 0.13 AC DA CB 22 14+ 00 ST ST 0.03 AC ST DA CB 25 STOP 13+ 00 ST ST 0.17 AC DA CB 24 ST ST ST ST ST ST 12+ 0.17 AC 00 STOP STOP DA CB 33 ST ST ST STOP ST ST ST ST 1.57 AC 11+ ST 00 STOP ST ST ST ST ST STOP ST DA CB 26 ST 10 ST STOP 1.30 AC ST +0 0 DA CB 29 0.02 AC DA CB 27 EX. OFFICE 7,980 SF ST 1.87 AC ST STOP STOP ST ST ST ST ST ST ST STOP STORM MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHE CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURAC 100 0 100 200Ft. SCALE: 1"=100' 100' Page 804 of 1174

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1.63 AC 614 615 616 ST DA CB 10 ST 88 0.08 AC 17+ STOP STOP DA CB 11 00 ST 17+ DA CB 9 ST 0.06 AC IO PAT 1.88 AC ST ST ST TOP S STOP DA CB 12 DA CB 16 STOP ST 23+56 ST 6 ST 8+2 00 IO 0.04 AC 1.33 AC PAT 16+ STOP 01 DA CB 7 ST 18+0 STOP STOP STOP 23+ ST 0.09 AC STOP 00 ST DA CB 14 DA CB 17 ST DA CB 1 ST ST 0.05 AC DA CB 15 GV ST 22+ 00 0.05 AC ST 1.37 AC 00 STOP ST ST ST ST DA CB 8 15+ 0.09 AC 00 DA CB 13 ST ST 10+ 21+ 17+ ST STOP 00 0.04 AC 00 STOP 0.07 AC ST DA CB 38 ST STOP DA CB 2 STOP 11+0 DA CB 36 ST STOP ST 20+ ST STOP 0 0 0.04 AC 14 +0 STOP ST 00 0.02 AC DA CB 6 0.94 AC STOP ST 12+0 ST ST STOP +00 0 ST 19+ 13+00 0.13 AC 00 ST 16 ST ST STOP ST DA CB 5 ST DA CB 37 STOP STOP 0.02 AC STOP STOP ST ST 0.01 AC ST ST ST 00 ST DA CB 3 DA CB 19 15+ STOP DA CB 4 ST DA CB 35 1.74 AC STOP STOP 0.04 AC ST DA CB 34 STOP 0.12 AC ST ST 0.05 AC ST 3.36 AC STOP STOP ST ST STORM MAP NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHER CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=100' 100 0 100 200Ft. 100' Page 806 of 1174

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OP ST DA CB 42 1.63 AC DA CB 41 DA CB 39 1.72 AC 2.18 AC ST ST WHO PROPO LE SED 158 SALE R ST ,000 ET SF ST ST ST ST B 12 DA CB 16 ST 6 2 IO AC 1.33 AC DA COSTCO 018+ PAT ST 18+0 STOP ST DA CB 14 21.46 AC DA CB 17 ST 0.05 AC DA CB 15 ST ST 0.05 AC ST ST NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTH STORM MAP CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURAC 100 0 100 200Ft. SCALE: 1"=100' 100' Page 808 of 1174

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Green Infrastructure & Water Quality Calculations Page 814 of 1174

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West Seneca Exchange - Orchard Park Rd, Slade Ave, Ridge Rd Town of West Seneca, Erie County, New York WATER QUALITY REQUIRED FOR PROPOSED DEVELOPMENT AREA Area, Acres = 53 (Note: Reference Chap. 9 NYSDEC Stormwater Design Manual) "Redevelopment Activity", Acres = 47.75 "New development", Acres = 5.25 (existing, disturbed impervious area) Total proposed impervious, Acres = 47.00 Adjusted impervious, Acres = 11.19 "New" impervious, Acres = -0.75 (25% redevelopment, 100% new development) Water Quality Volume (WQv) WQv=(P*Rv*A)/12 Where: P=90% Rainfall Event Number P= 1 Rv= 0.05+0.009*(I) Rv= 0.24 IC=Impervious Cover, Acres IC= 11.19 I=Impervious Cover (%) I= 21 A=Runoff Area, Acres A= 53 WQv (ac-ft)= 1.060 WQv (cf)= 46,174 RRv PROVIDED FOR PROPOSED DEVELOPMENT AREA (See NYSDEC worksheets) WQv, cf RRv, cf Min. RRv Req'd, cf = 0 RRv, none required 0 0 Min. RRv Req'd, ac-ft = 0.000 WQv, Wet Pond 46,174 0 TOTAL, cf 46174 0 TOTAL, ac-ft 1.060 0.000 WQ & RR SUMMARY (ac-ft): TOTAL WATER QUALITY PROVIDED FOR PROPOSED DEVELOPMENT AREA 1.060 IS WATER QUALITY VOLUME REQUIREMENT MET? Yes (WQv provided equal to or greater than WQv required) IS RUNOFF REDUCTION VOLUME REQUIREMENT MET? Yes (RRv provided equal to or greater than Min. RRv required) Page 816 of 1174

Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with no increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % 1 53.00 11.20 21 0.24 46,210 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 53.00 11.20 21 0.24 46210 Required WQv Page 817 of 1174

Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with no increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % 1 53.00 11.20 21 0.24 46,210 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 53.00 11.20 21 0.24 46210 Required WQv Page 818 of 1174

Stormwater Ponds Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % 1 53.00 11.20 21 0.24 46,210 1.00 0 Select pond type Wet Pond Design Criteria Is the pond located within jurisdictional waters? No Enter the natural slope of the pond area (%) 2 Enter underlying soil infiltration rate (based on 0 geotechnical testing, refer to Appendix D). Has an impermeable liner been provided? No Is the pond located within a sole source aquifer? No Is the pond located within a designated hotspot? No Enter depth to seasonal high water table (ft) 5 Enter depth to sound bedrock (ft) 5 List any drainage areas treated by other practices Additional 0 that will be directed to this practice. Areas Is the contributing area less than the minimum No contributing area? Will the pond discharge to trout waters? No Has a controlled outlet been provided? Yes Has an emergency spillway been provided? Yes Has pretreatment been provided per Section Yes 6.1.3? Enter freeboard depth (ft) 1 Enter side slopes above permanent pool (X:1) 4 Enter aquatic bench slope (%) 15 Enter aquatic bench slope to pond floor (X:1) 6.66 Enter min. aquatic bench width provided (ft) 10 Enter aquatic bench average width provided (ft) 15 Enter aquatic bench depth (inches) 1.5 Enter maintenance access slope (%) 5 Enter maintenance access width (ft) 20 Enter permanent pool depth (ft) 4 Minimum permanent pool depth per Water 4.00 Balance Calculation (ft) Sizing Criteria Value Units Notes Required Water Quality Volume 46210 cf Pretreatment WQv Provided 5000 cf Permanent Pool WQv Provided 50000 cf Extended Detention WQv Provided 0 cf Determine the Water Quality Volume Treated Water Quality Volume Treated 46,210 cf Page 819 of 1174

STORMWATER POLLUTION PREVENTION PLAN At West Seneca Exchange Former Seneca Mall, SE corner of Orchard Park Rd & Slade Ave 0 Orchard Park Road West, Erie County, NY Prepared for Benchmark Streamline, LLC 4053 Maple Road Amherst NY,14226 Prepared by Carmina Wood Design 80 Silo City Row, Ste 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 July 2026 Page 820 of 1174

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Table of Contents Section 101 - Scope Section 102 - Project Name and Location Section 103 - Operator’s Name and Address Section 104 - Project Description Section 105 - Runoff Coefficient, Soils and Rainfall Information Section 106 - Name of Receiving Waters Section 107 - Indian Country Lands Section 108 - Endangered or Threatened Species Section 109 - Critical Habitat Section 110 – Historic Places Section 111 - Wetlands and/or Other Surface Waters Section 112 - Erosion and Sediment Controls Section 112.1 - Stabilization Practices Section 112.2 - Structural Practices Section 112.3 - Sequence of Major Activities Section 112.4 - Storm Water Management Section 113 - Other Controls Section 114 - Compliance with Federal, State and Local Regulations Section 115 - Inspection and Maintenance Procedures Section 116 - Inspection and Maintenance Report Forms Section 117 - Other Record-Keeping Requirements Section 118 - Spill Prevention Control and Countermeasures (SPCC) Plan Section 118.1 - Materials Covered Section 118.2 - Material Management Practices Section 118.3 - Spill Prevention and Response Procedures Section 119 - Control of Non-Storm Water Discharges Section 120 – Storm Water Control Facility Maintenance West Seneca Exchange 07/20/2026 Page 1 of 24 Page 822 of 1174

Table of Contents (con’t) Appendix A Site Location Map Appendix B NYSDEC Electronic Notice of Intent (eNOI) Appendix C MS4 SWPPP Acceptance Form Appendix D NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-25-001 Appendix E Forms • Contractor’s Certification • Owner/Operator Certification • SWPPP Preparer Certification Appendix F NYSDEC Notice of Termination (NOT) Appendix G Construction Documents Appendix H Soils Information Appendix I Standard Erosion Control Details Appendix J NYSDEC Stormwater Management Inspection Lists Appendix K SHPO Clearence Letter Appendix L NYSDEC Environmental Resource Mapper West Seneca Exchange 07/20/2026 Page 2 of 24 Page 823 of 1174

101 SCOPE A. PURPOSE: Benchmark Streamline, LLC (BS) has placed an emphasis on following the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit for Stormwater Discharges from Construction Activity governing storm water discharges during construction, and in accordance with erosion control practices. The Contractor’s participation in this program is mandatory and its non- compliance is subject to various remedies, including without limitation, monetary set-offs, withholding payments; reimbursement for costs, expenses (including reasonable attorney’s fees), fines and civil penalties incurred by BS; and/or liquidated damages. This section provides a descriptive explanation of BS’s Storm Water Pollution Prevention Program and required Contractor participation. The Engineer of record for this project certifies that this SWPPP meets the requirements and is in compliance with the New York State Stormwater Management Design Manual and latest NYSDEC Phase II stormwater regulation requirements. B. SPDES General Permit for Stormwater Discharges from Construction Activity: Regulations promulgated by the NYSDEC to regulate the discharge of storm water from construction activities on sites where more than one (1) acre of soil is disturbed. One of the ways to comply with these regulations for affected sites is to request coverage under the General Permit for Construction Activities for New York State. In order to use the General Permit, a Notice of Intent (NOI) form must be completed and electronically submitted to the NYSDEC at least 5 business days prior to any earth-disturbing activities (this time frame may increase to 60 business days if a full review of the SWPPP is determined necessary by the NYSDEC) and a Storm Water Pollution Prevention Plan (SWPPP) for the site must be prepared and followed during the construction activities. Once a copy of the SPDES permit is received from NYSDEC, a copy will be included in Appendix E of this report. Approval from a regulated, traditional land use control MS4: 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the NYSDEC. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the NYSDEC. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person, and then submit that form along with the NOI to the address referenced under “Notice of Intent (NOI) Submittal”. C. RESPONSIBILITIES OF THE CONTRACTOR: The Contractor shall manage the discharge of storm water from the site in accordance with the NYSDEC General Permit for Construction Activities conditions and the following provisions of this section. The Operator shall be responsible for conducting the storm water management practices in accordance with the permit. The Contractor shall be responsible for providing qualified inspectors to conduct the inspections required by the SWPPP. The Contractor shall be responsible for any enforcement action taken or imposed by federal, state, or local agencies, including the cost of fines, construction delays, and remedial actions resulting from the Contractor’s failure to comply with the permit provisions. It shall be the responsibility of the Contractor to make any changes to the SWPPP necessary when the Contractor or any of his subcontractors elects to use borrow or fill or material storage sites, either contiguous to or remote from the construction site, when such sites are used solely for this construction site. Such sites are considered to be part of the construction site covered by the permit and this SWPPP. Off-site borrow, fill, or material storage sites which are used for West Seneca Exchange 07/20/2026 Page 3 of 24 Page 824 of 1174

multiple construction projects are not subject to this requirement, unless specifically required by state or local jurisdictional entity regulations. The Contractor should consider this requirement in negotiating with earthwork subcontractors, since the choice of an off-site borrow, fill, or material storage site may impact their duty to implement, make changes to, and perform inspections required by the SWPPP for the site. D. NOTICE OF INTENT: The Operator has petitioned the NYSDEC for coverage under the storm water discharges during construction at this site to be covered by the SPDES General Permit for Construction Activity for the State of New York. A Notice of Intent (NOI) for coverage under this permit has been filed by the Operator. The SWPPP must be prepared prior to submittal of the NOI form. The Operator will require the Contractor to be a co-permittee with the Operator. The Contractor will be required to post the NOI at the construction site along with any building permits. E. CONTRACTOR CERTIFICATION & TRAINING: Proof of Training/Certification of the Contractor’s designated individual shall be kept on site at all times. F. REQUIREMENTS FOR THE GENERAL CONTRACTOR AND SUBCONTRACTOR(S): The General Contractor and Subcontractor(s) shall sign the “Contractor’s Certification Statement” (located in the Appendix of this report) verifying they have been instructed on how to comply with and fully understand the requirements of the SPDES General Permit for Construction Activity for the State of New York and the SWPPP. These certifications must be signed, by a responsible corporate officer or other party meeting the “Signatory Requirements” of the SPDES General Permit, on behalf of each entity, prior to the beginning of any construction activities. G. STORM WATER POLLUTION PREVENTION PROGRAM LOCATION REQUIREMENTS: The SWPPP is meant to be a working document that shall be maintained at the site of the Construction Activities at all times throughout the project, shall be readily available upon request by the Operator’s personnel or NYSDEC or any other agency with regulatory authority over storm water issues, and shall be kept on-site until the site complies with the Final Stabilization section of this document. A sign or other notice must be posted near the main entrance of the construction site which contains a completed NOI, the location of the SWPPP and the name and phone number of a contact person responsible for scheduling SWPPP viewing times, and any other state specific requirements. Disturbances greater than 5-acres requires MS4 (Town of West Seneca) approval. H. INSPECTIONS AND RECORD-KEEPING: A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices and all post-construction stormwater management practices identified in the SWPPP are maintained in effective operating condition at all times. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. Owner or operator Maintenance Inspection Requirements 1. The owner or operator shall inspect, in accordance with the requirements in the most current version of the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, the erosion and sediment controls identified in the West Seneca Exchange 07/20/2026 Page 4 of 24 Page 825 of 1174

SWPPP to ensure that they are being maintained in effective operating condition at all times. 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 owner or operator can stop conducting the maintenance inspections. The owner or operator shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of the General Permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the owner or operator can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: Note: The trained contractor identified in Part III.A.6 of the General Permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A of the General Permit. In order to perform these inspections, the trained contractor would have to be a: • Licensed Professional Engineer, • Certified Professional in Erosion and Sediment Control (CPESC), • Registered Landscape Architect, or • Someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B of the General Permit, with the exception of: a. The construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C of the General Permit and not directly discharging to one of the 303(d) segments listed in Appendix E of the General Permit; b. The construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E of the General Permit; West Seneca Exchange 07/20/2026 Page 5 of 24 Page 826 of 1174

c. Construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. Construction activities located in the watersheds identified in Appendix D of the General Permit that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.C.3 of the General Permit to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. Disturbances greater than 5-acres requires MS4 (Town of West Seneca) approval. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the Regional Office stormwater contact person (see contact information in Appendix F of the General Permit) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the MS4 (provided the MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the Regional Office stormwater contact person or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the MS4 (provided the MS4 is not the owner or operator of the construction activity). in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.A.1 of the General Permit. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. West Seneca Exchange 07/20/2026 Page 6 of 24 Page 827 of 1174

4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices that need repair or maintenance; g. Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s); and k. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. West Seneca Exchange 07/20/2026 Page 7 of 24 Page 828 of 1174

6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2 of the General Permit, the inspection reports shall be maintained on site with the SWPPP. Record Retention - The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the site achieves final stabilization. This period may be extended by the Department, in its sole discretion, at any time upon written notification. I. SWPPP MODIFICATIONS: The inspection report should also identify if any revisions to the SWPPP are warranted due to unexpected conditions. The SWPPP is meant to be a dynamic working guide that is to be kept current and amended whenever there is a change in design, construction, operation, or maintenance at the construction site that has or could have a significant effect on the discharge of pollutants or when the plan proves to be ineffective in eliminating or significantly minimizing pollutant discharges. The Contractor’s failure to modify or report deficiencies to the Operator will result in the Contractor being liable for fines and construction delays resulting from any federal, state, or local agency enforcement action. The MS4 (Town of West Seneca) must be notified, and approval is required of changes to the SWPPP prior to applying said changes in the field. J. FINAL STABILIZATION AND TERMINATION OF PERMIT COVERAGE: A site can be considered finally stabilized when all soil disturbing activities have been completed and a uniform perennial vegetative cover with a density of 85% for the unpaved areas and areas not covered by permanent structures has been established or equivalent permanent stabilization measures have been established and the facility no longer discharges storm water associated with construction activities and a Notice of Termination (NOT) form filed by the Operator(s) with the NYSDEC. The Operator’s Project Manager must complete the NOT. The NOT must be signed by the signatory (or equivalent position) on the NOI and subsequently submitted to the appropriate agency. The MS4 (Town of West Seneca) must accept and sign the NOT prior to submission to NYSDEC. The Operator’s Project Manager must provide a completed copy of the NOT to the Contractor for inclusion in the SWPPP, which will then be optically scanned into the final SWPPP document as required. This filing terminates coverage under the General Permit and terminates the Contractor’s responsibility to implement the SWPPP, but the requirements of the SWPPP, including periodic inspections, must be continued until the NOT is filed. The owner or operator shall also have the qualified inspector perform a final site inspection prior to submitting the NOT to the Department. Final payment and/or the release of retainage will be withheld until all provisions of the SWPPP have been submitted, completed and accepted by the Operator. 102 PROJECT NAME AND LOCATION West Seneca Exchange Former Seneca Mall, SE corner of Orchard Park Rd & Slade Ave, 0 Orchard Park Road Town of West Seneca, County of Erie Easting: 190518.567 Northing: 4749144.180 Estimated Area of Site ≈ 56 acres Estimated Area to be disturbed by Construction Activities ≈ 27.71 acres. A general location map is included as Appendix A. West Seneca Exchange 07/20/2026 Page 8 of 24 Page 829 of 1174

103 OPERATOR’S NAME AND ADDRESS Benchmark Streamline, LLC 4053 Maple Road Amherst, NY 14226 Contact Person: Jared Lemankiewicz Telephone: 716-876-0160 104 PROJECT DESCRIPTION This project consists of the first phase of the redevelopment of the approximately 56 acre former Seneca Mall property, located within the area bounded by Slade Avenue, Ridge Road, and Orchard Park Road in the Town of West Seneca. The proposed redevelopment includes construction of an approximately 158,000 square foot commercial building to be occupied by Costco Wholesale, along with associated parking, utilities, stormwater management facilities, and other supporting site improvements. This phase also includes the primary infrastructure necessary to accommodate future phases and the ultimate full build out of the redevelopment site. Proposed site improvements include upgrades to the existing utility infrastructure, construction of a new internal roadway network, parking facilities, site lighting, landscaping, and stormwater management system designed for the full build out. These improvements are intended to provide the framework required for future development throughout the remainder of the property. The project site is currently occupied by the remnants of the former Seneca Mall and the existing Tops Market grocery store. The Tops Market will remain operational throughout construction and will not be impacted by the proposed redevelopment. Construction activities associated with the redevelopment are expected to result in approximately 27.71 acres of land disturbance. Soil disturbing activities will include: A. Construction of temporary construction exit points B. Clearing & grubbing of the site within disturbance limits C. Installation of the detention basin & bioretention areas including topsoil & seed D. Installation of storm sewer pipes and inlets E. Construction of utilities F. Construction of curb and parking lot G. Final grading & landscaping H. Construction of buildings This project is owned by Benchmark Streamline, LLC and will be developed by the same. The work area consists of approximately 27.71 acres for which erosion and sediment controls have been developed and fully addressed in this written plan and the Erosion and Sediment Control Plans. See the construction documents for additional details. West Seneca Exchange 07/20/2026 Page 9 of 24 Page 830 of 1174

105 RUNOFF COEFFICIENT, SOILS, AND RAINFALL INFORMATION The initial runoff curve number for the pre-construction site is "CN" = 96. The post-construction runoff curve number for the site will be "CN" = 96. The site is 56 acres of which approximately 27.71 acres will be disturbed by construction activities. See soils information located in Appendix H. The site is in Erie County, which receives an average of approximately 45 inches rainfall annually with the highest amounts of rainfall received in the months of May thru September. Annual snow for this area is approximately 120 inches. 106 WATERS Existing site drainage generally flows to two primary drainage areas. The western portion of the site drains toward Slade Avenue, while the remainder of the site is collected by an existing network of catch basins that ultimately discharge through a large storm sewer outlet located near the north central portion of the site. This outlet conveys runoff directly to Cazenovia Creek. 107 INDIAN COUNTRY LANDS This project is not located on Indian Lands. 108 ENDANGERED AND THREATENED SPECIES No endangered or threatened species have been determined to be on the site. 109 CRITICAL HABITAT See section 108 above. 110 HISTORIC PLACES The assessed property is not shown on the NYSHPO map as an archeologically sensitive area. A review by NYSHPO was conducted, a copy of their review and clearance letter is included in Appendix K of this report. 111 WETLANDS AND/OR OTHER SURFACE WATERS There are no known wetlands located on site. See Appendix L for NYSDEC Environmental Resource Mapper. 112 EROSION AND SEDIMENT CONTROLS 112.1 STABILIZATION PRACTICES Stabilization practices for this site include: A. Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed. B. Use of stabilization method for all slopes having a slope greater than 1V:3H. West Seneca Exchange 07/20/2026 Page 10 of 24 Page 831 of 1174

C. Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. D. Mulching exposed areas. E. Vegetation preservation in undisturbed areas. F. Frequent watering to minimize wind erosion during construction. a. For sites where 5 acres or more are disturbed at any one time: In areas where soil disturbance activity has been temporarily or permanently ceased, temporary and/or permanent soil stabilization measures shall be installed and/or implemented within seven (7) days from the date the soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the most current version of the New York Standards and Specifications for Erosion and Sediment Control. b. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. c. The owner or operator shall install any additional measures needed to protect water quality. 112.2 STRUCTURAL PRACTICES Structural practices for this site include: A. Inlet protection using a method detailed in the Construction Documents. B. Perimeter protection using temporary silt fence/silt sock or silt sock. C. Outlet protection using rip-rap stone and end sections. D. Stabilized Construction Entrance. E. Temporary stone wash off areas. F. Storm sewer, curb/gutter. G. Sediment traps and basins. 112.3 SEQUENCE OF MAJOR ACTIVITIES The Contractor will be responsible for implementing the following erosion control and storm water management control measures. The Contractor may designate these tasks to certain subcontractors as he sees fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the Contractor. The order of activities will be as follows: A. Construct temporary construction exits at locations shown on the Demolition & Erosion Control Plan Sheet. B. Install perimeter silt fence/silt socks/silt sock in the locations shown on the Demolition & Erosion Control Plan Sheet. C. Clear & Grub site. D. Installation of detention basin to act as sediment basins (do not install bioretention soil or underdrains until stabilized) West Seneca Exchange 07/20/2026 Page 11 of 24 Page 832 of 1174

E. Commence site grading. F. Disturbed areas of the site where construction activity has ceased for more than 14 days shall be temporarily seeded and watered. G. Construction of buildings H. Installation of proposed utilities I. Finalize pavement subgrade preparation. J. Construct all curb, drainage inlets, storm sewer pipes and storm sewer manholes, as shown on the plans. Install temporary inlet protection at the locations of all inlets. K. Dust control. L. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. M. Install base material as required for pavement. N. Carry out final grading and seeding and planting. O. Clean storm system following construction, clean detention basins of any silt and return to design grades. P. Remove silt fencing/silt sock only after all paving is complete and exposed surfaces are stabilized. Q. Remove temporary construction exits only prior to pavement construction in these areas. Note: Sediment control storage during construction (traps & basins) during construction shall be 134 cy per acre of disturbance per NYSDEC requirements. 112.4 STORMWATER MANAGEMENT Existing site drainage generally flows to two primary drainage areas. The western portion of the site drains toward Slade Avenue, while the remainder of the site is collected by an existing network of catch basins that ultimately discharge through a large storm sewer outlet located near the north central portion of the site. This outlet conveys runoff directly to Cazenovia Creek. Stormwater runoff generated by the proposed redevelopment will be collected and conveyed through a stormwater management system consisting of a wet pond, catch basins, yard drains, manholes, and smooth interior HDPE storm sewer pipe. The proposed stormwater management infrastructure has been designed to accommodate the ultimate full build out of the site and will provide the necessary conveyance, water quality treatment, and peak flow attenuation for future development phases. As a redevelopment project, the site is required to provide Water Quality Volume (WQv) treatment for 25 percent of the disturbed impervious area and 100 percent of any new impervious area in accordance with NYSDEC requirements. The existing site contains approximately 47.75 acres of impervious cover, while the proposed redevelopment will result in approximately 47.0 acres of impervious cover. Since the project does not create any new impervious area, all proposed improvements are classified as disturbed impervious area and are therefore subject to the 25 percent WQv treatment requirement. Because no new impervious cover is being created, no Runoff Reduction Volume (RRv) is required for the project. The proposed wet pond provides 100 percent of the required Water Quality Volume (WQv) treatment for the redevelopment and also provides peak flow attenuation. Discharge from the wet pond is controlled West Seneca Exchange 07/20/2026 Page 12 of 24 Page 833 of 1174

through a 48 inch outlet pipe that connects to the existing storm sewer outlet system and ultimately discharges to Cazenovia Creek. The stormwater management facilities have been designed to satisfy the requirements of both the Town of West Seneca and the NYSDEC. The overall stormwater management system, including water quality treatment and peak flow control, has been designed in accordance with Chapters 4 and 9 of the NYSDEC Stormwater Management Design Manual. Water Quality & Runoff Reduction Volume: The proposed wet pond provides 100 percent of the required Water Quality Volume (WQv) treatment for the redevelopment. See the Stormwater Drainage Calculations for additional information. The project does not create any new impervious area, all proposed improvements are classified as disturbed impervious area and are therefore subject to the 25 percent WQv treatment requirement. Because no new impervious cover is being created, no Runoff Reduction Volume (RRv) is required for the project. The NYSDEC Stormwater Management Design Manual requires a five-step process for Stormwater Management Planning as outlined in Chapter 3. The five steps include: 1. Site planning to preserve natural features and reduce impervious cover. • Existing vegetation to remain shall be protected from construction activities. 2. Calculation of Water Quality Volume (WQv=RRv) for site. • See Stormwater Drainage Calculations. 3. Incorporation of Green Infrastructure techniques and standard SMPs with Runoff Reduction Volume (RRv) capacity. • The proposed wet pond provides 100 percent of the required Water Quality Volume (WQv) treatment for the redevelopment. See the Stormwater Drainage Calculations for additional information. 4. Use of standard SMPs where applicable, to treat the portion of water quality volume not addressed by green infrastructure techniques and standard SMPs with RRv capacity. • The project does not create any new impervious area, all proposed improvements are classified as disturbed impervious area and are therefore subject to the 25 percent WQv treatment requirement. Because no new impervious cover is being created, no Runoff Reduction Volume (RRv) is required for the project. 5. Design of volume and peak rate control practices where required. • See Stormwater Drainage Calculations. The NYSDEC Stormwater Management Design Manual requires (5) five different criteria be considered when designing a stormwater management system. Those criteria are Water Quality, Runoff Reduction Volume, Channel Protection, Overbank Flooding and Extreme Storm Protection. Below is a summary of each item and how it is incorporated into this project. The NYSDEC requires stormwater runoff from development sites to be treated through approved green infrastructure practices and stormwater management practices (SMPs) to improve water quality and better replicate predevelopment hydrology. As a redevelopment project, only 25% of the Water Quality Volume (WQv) generated from disturbed impervious areas is required to be treated in accordance with the NYSDEC Stormwater Management Design Manual. Because the proposed redevelopment results in a net decrease in impervious area, all new West Seneca Exchange 07/20/2026 Page 13 of 24 Page 834 of 1174

impervious surfaces associated with the project are classified as disturbed impervious areas, and no Runoff Reduction Volume (RRv) is required. The total required Water Quality Volume (WQv) for the development is 46,210 cubic feet (1.061 ac-ft). This required treatment volume is fully provided by the proposed wet pond, which has been designed to treat stormwater runoff from the site under full buildout conditions. Therefore, the proposed stormwater management system satisfies the NYSDEC water quality treatment and runoff reduction requirements for the development. Channel Protection: The NYSDEC requires that 24-Hour extended detention be provided for the proposed 1-year storm event. A volume of 99,248 cf is accommodated in the Wet Pond at elevation 609.62. The existing runoff flow rate is 103.89 cfs. The proposed runoff is 38.71 cfs. The flow rate has decreased by 65.18 cfs. Overbank Flooding: The NYSDEC requires that the 10-year proposed storm event be attenuated with detention and that the outlet be restricted to the 10-year existing storm event. A volume of 185,425 cf is accommodated in the Wet Pond at elevation 610.89. The existing runoff flow rate is 184.66 cfs. The proposed runoff is 87.97 cfs. The flow rate has decreased by 96.69 cfs. Extreme Storm Protection: The NYSDEC requires that the 100-year proposed storm event be attenuated with detention and that the outlet be restricted to the 100-year existing storm event. A volume of 283,293 cf is accommodated in the Wet Pond at elevation 612.22. The existing runoff flow rate is 317.14 cfs. The proposed runoff is 141.36 cfs. The flow rate has decreased by 175.78 cfs. Refer to the engineer’s report for storm sewer design criteria, runoff summary tables and stormwater drainage calculations. 113 OTHER CONTROLS 113.1 OFF-SITE VEHICLE TRACKING A stabilized construction exit will be provided to help reduce vehicle tracking of sediments. Existing paved areas will remain as long as possible and will be used for vehicle wash areas and to further aid in the reduction of vehicle tracking of sediments. The paved streets adjacent to the site entrance shall be inspected daily and swept as necessary to remove any excess mud, dirt, or rock tracked from the site. Dump trucks hauling material to/from the construction site will be covered with a tarpaulin. The job site superintendent will be responsible for seeing that these procedures are followed. 113.2 EXCAVATION SPOIL MATERIALS Excavation spoil materials are generated during the excavation of the development’s building and utilities installation. These materials must be properly managed to prevent them from contributing to storm water discharges. The materials generated from the development of this project will be hauled off-site or stockpiled for re-use in designated areas which will have temporary erosion & sediment control measures installed. Any removal from site will be done under the necessary permits required by the local governing agencies. West Seneca Exchange 07/20/2026 Page 14 of 24 Page 835 of 1174

113.3 DUST CONTROL Minimizing wind erosion and controlling dust will be accomplished by one or more of the following methods: A. Frequent watering of excavation and fill areas. B. Providing gravel or paving at entrance/exit drives, parking areas and transit paths. 113.4 WASTE DISPOSAL If needed, all waste materials will be collected and stored in securely lidded metal dumpsters rented from an approved waste management company. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpsters. The dumpsters will be emptied when full and then hauled to a NYSDEC approved landfill for proper disposal. No construction waste will be buried on-site. All personnel will be instructed regarding the correct procedures for waste disposal. 113.5 SANITARY WASTE If needed, portable toilet units or field offices with toilet facilities connected to the municipal sanitary sewer will be used for sanitary purposes. All portable toilet units will be emptied a minimum of once per week by a licensed portable facility provided in compliance with local and state regulations. 113.6 CONCRETE WASTE FROM CONCRETE TRUCKS A. Emptying of excess unhardened concrete and/or washout from concrete delivery trucks will be allowed on the job site, but in either (1) specifically designated diked areas which have been prepared to prevent contact between concrete and/or washout and storm water which will be discharged from the site or (2) in locations where waste concrete will be poured into forms to make rip-rap or other useful concrete products. B. Hardened waste concrete from the designated diked areas described above will be disposed of in accordance with applicable local and state regulations with regards to disposal of construction debris. 113.7 HAZARDOUS SUBSTANCES & HAZARDOUS WASTE A. All hazardous waste materials will be disposed of by the Contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job superintendent, who will also be responsible for seeing these practices are followed. Material Safety Data Sheets (MSDS’s) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such products are stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. B. The contractor will implement the Spill Prevention Control and Countermeasures (SPCC) Plan found within this SWPPP and will train all personnel in the proper cleanup and handling of spilled West Seneca Exchange 07/20/2026 Page 15 of 24 Page 836 of 1174

materials. No spilled hazardous materials of hazardous wastes will be allowed to come in contact with storm water discharges. If such contact occurs, the storm water discharge shall be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated storm water. It shall be the responsibility of the job superintendent to properly train all personnel in the use of the SPCC plan. C. Any spills of hazardous materials which are in excess of the Reportable Quantities as defined by the EPA regulations shall be immediately reported to the EPA National Response Center at 1-100- 424-1102. From SWPPP-9 “Reportable Quantity Release Form” must be filled out. D. In order to minimize the potential for a spill of hazardous materials to come in contact with storm water, the following steps will be implemented: 1. All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location, under cover, when not in use. 2. The minimum practical quantity of all such materials will be kept on the job site. 3. A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 4. All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. 5. All products will be stored in and used from the original container with the original product label. 6. All products will be used in strict compliance with instructions on the product label. 7. The disposal of excess or used products will be in strict compliance with instructions on the product label. 113.8 CONTAMINATED SOILS A. Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with the procedures given in the Spill Prevention Control and Countermeasures (SPCC) Plan and in accordance with applicable state and federal regulations. B. The job site superintendent will be responsible for seeing that these procedures are followed. 114 COMPLIANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS The Contractor will obtain copies of any and all local and state regulations which are applicable to storm water management, erosion control, and pollution minimization at this job site and will comply fully with such regulations. The Contractor will submit written evidence of such compliance if requested by the Operator or any agent of a regulatory body. The Contractor will comply with all conditions of the SPDES General Permit for Construction Activity for the State of New York, including the conditions related to West Seneca Exchange 07/20/2026 Page 16 of 24 Page 837 of 1174

maintaining the SWPPP and evidence of compliance with the SWPPP at the job site and allowing regulatory personnel access to the job site and to records in order to determine compliance. The SWPPP for this site development project requires regulated MS4 approval from the Town of West Seneca. All changes to the SWPPP must be approved by the Town of West Seneca prior to applying changes to the SWPPP in the field. This project demonstrates consideration of the future physical risks due to climate change by reducing development below allowed zoning requirements to conserve, restore, or mimic natural processes that reduce risk from flooding and erosion in accordance with the Community Risk and Resiliency Act (CRRA), 6 NYCRR 490 and associated guidance. 115 INSPECTION AND MAINTENANCE PROCEDURES The following inspection and maintenance practices will be used to maintain erosion and sediment controls and stabilization measures. 1. All control measures will be inspected by the owner/operator at least weekly and shall continue until the site complies with the Final Stabilization section of this document (See Section 116). 2. All control measures will be inspected by a Qualified Professional at least weekly and shall continue until the site complies with the Final Stabilization section of this document (See Section 116). 3. All measures will be maintained in good working order; if repairs or other measures are found to be necessary, they will be initiated within 24 hours of report. 4. Built up sediment will be removed from silt fence/silt sock when it has reached one-third the height of the fence. 5. Silt fence/silt socks will be inspected for depth of sediment, tears, etc., to see if the fabric is securely attached to the fence posts, and to see that the fence posts are securely in the ground. 6. Temporary and permanent seeding and all other stabilization measures will be inspected for bare spots, washouts, and healthy growth. 7. A maintenance inspection report will be made after each inspection. Copies of the report forms to be completed by the inspector are included in this SWPPP. 8. The job site superintendent will be responsible for selecting and training the individuals who will be responsible for these inspections, maintenance and repair activities, and filling out inspection and maintenance reports. 9. Personnel selected for the inspection and maintenance responsibilities will receive training from the job site superintendent. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment controls that are used onsite in good working order. They will also be trained in the completion of, initiation of actions required by, and the filing of the inspection forms. Documentation of this personnel training will be kept on site with the SWPPP. 10. Disturbed areas and materials storage areas will be inspected for evidence of or potential for pollutants entering stormwater systems. West Seneca Exchange 07/20/2026 Page 17 of 24 Page 838 of 1174

11. Report to the NYSDEC within 24 hours any noncompliance with the SWPPP that will endanger public health or the environment. Follow up with a written report within 5 days of the noncompliance event. The following events require 24 hour reporting: a) any unanticipated bypass which exceeds any effluent limitation in the permit, b) any upset which exceeds any effluent limitation in the permit, and c) a violation of a maximum daily discharge limitation for any of the pollutants listed by the NYSDEC in the permit to be reported within 24 hours. The written submission must contain a description of the non-compliance and its cause; the period of non-compliance, including exact dates and times, and if the non-compliance has not been corrected, the anticipated time it is expected to continue; and steps taken or planned to reduce, eliminate, and prevent recurrence of the non-compliance. 12. Releases of hazardous substances or oil in excess of reportable quantities (as established under 40 CFR 110, 40 CFR 117 or 40 CFR 302) must be reported. Upon completion of construction, the property owner is responsible for ensuring that the stormwater facilities are regularly inspected and maintained. Maintenance and inspection procedures are as follows. 1. On a quarterly basis and following significant rainfall events or snow-melts, perform the following: • Inspect catch basins, storm manholes, treatment structures, storm piping and stormwater pond for debris and accumulation of sediment. • Remove and properly dispose of any collected debris and sediment in accordance with applicable state, federal and local regulations. • Flush piping with water if necessary to remove accumulated sediment. • Bioretention areas shall be maintained per the NYSDEC Maintenance and Management Checklist included in this SWPPP. • Check all stone outfall structures for erosion and re-stone if necessary to prevent further erosion. • Inspect grassed/landscaped areas for un-vegetated areas or areas with less than 85% healthy stand of grass and reseed and mulch as necessary. Water daily if reseeded in July and August. • A record of all inspections should be kept. 2. Maintain all lawn areas by regular mowing, including the grassed slopes of the stormwater pond and any grass swales. Any eroded areas shall be regarded, seeded and mulched immediately. 116 INSPECTION AND MAINTENANCE REPORT FORMS Once installation of any required or optional erosion control device or measure has been implemented, inspections shall be performed by a Qualified Professional at least once every seven (7) calendar days. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.C.3 of the General Permit to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. The owner and contractor shall obtain from the MS4 an approval for disturbing more than five-acres at any given time. For construction sites where active construction has been suspended, inspection frequency under the general permit can be reduced to once every 30 days, provided temporary West Seneca Exchange 07/20/2026 Page 18 of 24 Page 839 of 1174

stabilization measures have been applied to all disturbed areas. The forms found in this SWPPP shall be used by the inspectors to inventory and report the condition of each measure to assist in maintaining the erosion and sediment control measures in good working order. These report forms shall become an integral part of the SWPPP and shall be made readily accessible to governmental inspection officials, the Operator’s Engineer, and the Operator for review upon request during visits to the project site. In addition, copies of the reports shall be provided to any of these persons, upon request, via mail or facsimile transmission. Inspection and maintenance report forms are to be maintained by the permittee for five years following the final stabilization of the site. 117 OTHER RECORD-KEEPING REQUIREMENTS The Contractor shall keep the following records related to construction activities at the site: • Dates when major grading activities occur and the areas which were graded • Dates and details concerning the installation of structural controls • Dates when construction activities cease in an area • Dates when an areas is stabilized, either temporarily or permanently • Dates of rainfall and the amount of rainfall • Dates and descriptions of the character and amount of any spills of hazardous materials • Records of reports filed with regulatory agencies if reportable quantities of hazardous materials spilled 118 SPILL PREVENTION CONTROL AND COUNTERMEASURES (SPCC) PLAN 118.1 MATERIALS COVERED The following materials or substances are expected to be present onsite during construction: • Concrete/Additives/Wastes • Cleaning solvents • Sanitary wastes • Detergents • Petroleum based products • Paints/Solvents • Pesticides • Solid and construction wastes • Acids • Fertilizers • Soil stabilization additives 118.2 MATERIAL MANAGEMENT PRACTICES The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. The job site superintendent will be responsible for ensuring that these procedures are followed. A. Good Housekeeping West Seneca Exchange 07/20/2026 Page 19 of 24 Page 840 of 1174

The following good housekeeping practices will be followed onsite during the construction project. 1. An effort will be made to store only enough products required to do the job. 2. All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or in a containment area. At a minimum, all containers will be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. 3. Products will be kept in their original containers with the original manufacturer's label in legible condition. 4. Substances will not be mixed with one another unless recommended by the manufacturer. 5. Whenever possible, all of a product will be used up before disposing of the container. 6. Manufacturer's recommendations for proper use and disposal will be followed. 7. The job site superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. B. Hazardous Products These practices will be used to reduce the risks associated with hazardous materials. Material Safety Data Sheets (MSDS's) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction trailer office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. 1. Products will be kept in original containers with the original labels in legible condition. 2. Original labels and material safety data sheets (MSDS's) will be procured and used for each material. 3. If surplus product must be disposed of, manufacturer's or local/state/federal recommended methods for proper disposal will be followed. 4. A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 5. All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. C. Hazardous Waste All hazardous waste materials will be disposed of by the Contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site West Seneca Exchange 07/20/2026 Page 20 of 24 Page 841 of 1174

personnel will be instructed in these practices by the job site superintendent, who will also be responsible for seeing that these practices are followed. D. Product Specific Practices The following product specific practices will be followed on the job site. 1. Petroleum Products All onsite vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which are clearly labeled. Any petroleum storage tanks stored onsite will be located within a containment area that is designed with an impervious surface between the tank and the ground. The secondary containment must be designed to provide a containment volume that is equal to 110% of the volume of the largest tank. Drip pans shall be provided for all dispensers. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. The location of any fuel tanks and/or equipment storage areas must be identified on a plan by the contractor once the locations have been determined. 2. Fertilizers Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer will be worked in the soil to limit exposure to stormwater. Storage will be in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. 3. Paints, Paint Solvents, and Cleaning Solvents All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm sewer system but will be properly disposed of according to manufacturer's instructions or state and federal regulations. 4. Concrete Wastes Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in either (1) specifically designated diked areas which have been prepared to prevent contact between the concrete and/or wash out and storm water which will be discharged from the site or (2) in locations where waste concrete can be poured into forms to make riprap or other useful concrete products. The hardened residue from the concrete wash out diked areas will be disposed of in the same manner as other non-hazardous construction waste materials or may be broken up and used on site as deemed appropriate by the Contractor. The job site superintendent will be responsible for seeing that these procedures are followed. All concrete wash out areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to storm water discharges. The location of concrete wash out area(s) must be identified on a plan by the contractor once the locations have been determined. In addition, a standard detail on the construction of the concrete wash out shall be included on this plan. E. Solid and Construction Wastes West Seneca Exchange 07/20/2026 Page 21 of 24 Page 842 of 1174

All waste materials will be collected and stored in an appropriately covered container and/or securely lidded metal dumpster rented from a local waste management company which must be a solid waste management company licensed to do business in New York and the Town of West Seneca. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied a minimum of twice per week or more often if necessary, and the trash will be hauled to a landfill approved by the NYSDEC. No construction waste materials will be buried on site. All personnel will be instructed regarding the correct procedures for waste disposal. All waste dumpsters and roll-off containers will be located in an area where the likelihood of the containers contributing to storm water discharges is negligible. If required, additional BMPs must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. The location of waste dumpsters and roll-off containers must be identified on a plan by the contractor once the locations have been determined. F. Sanitary Wastes Portable toilet units or field offices with toilet facilities connected to the municipal sanitary sewer will be used for sanitary purposes. All portable toilet units will be emptied a minimum of once per week by a licensed portable facility provided in compliance with local and state regulations. All sanitary waste units will be located in an area where the likelihood of the unit contributing to storm water discharges is negligible. If required, additional BMPs must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. The location of sanitary waste units must be identified on a plan by the contractor once the locations have been determined. G. Contaminated Soils Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with the procedures given in the Materials Management Plan and in accordance with applicable state and federal regulations. 118.3 SPILL PREVENTION AND RESPONSE PROCEDURES The Contractor will train all personnel in the proper handling and cleanup of spilled materials. No spilled hazardous materials or hazardous wastes will be allowed to come in contact with storm water discharges. If such contact occurs, the storm water discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated storm water. It shall be the responsibility of the job site superintendent to properly train all personnel in spill prevention and clean up procedures. A. In order to minimize the potential for a spill of hazardous materials to come into contact with storm water, the following steps will be implemented: 1. All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) West Seneca Exchange 07/20/2026 Page 22 of 24 Page 843 of 1174

will be stored in a secure location, with their lids on, preferably under cover, when not in use. 2. The minimum practical quantity of all such materials will be kept on the job site. 3. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 4. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. B. In the event of a spill, the following procedures should be followed 1. All spills will be cleaned up immediately after discovery. 2. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. 3. The project manager and the Engineer of Record will be notified immediately. Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency, regardless of the size of the spill. Spills of amounts that exceed Reportable Quantities of certain substances specifically mentioned in federal regulations (40 CFR 110, 40 CFR 117, and 40 CFR 302) must be immediately reported to the EPA National Response Center, telephone 1-100-424-1102. From SWPPP- 9 “Reportable Quantity Release Form” must be filled out. 4. If the spill exceeds a Reportable Quantity, the SWPPP must be modified within seven (7) calendar days of knowledge of the discharge to provide a description of the release, the circumstances leading to the release, and the date of the release. The plans must identify measures to prevent the recurrence of such releases and to respond to such releases. C. The job site superintendent will be the spill prevention and response coordinator. He will designate the individuals who will receive spill prevention and response training. These individuals will each become responsible for a particular phase of prevention and response. The names of these personnel will be posted in the material storage area and in the office trailer onsite. 119 CONTROL OF NON-STORM WATER DISCHARGES Certain types of discharges are allowable under the NYSDEC SPDES General Permit for Construction Activity for the State of New York, and it is the intent of this SWPPP to allow such discharges. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The control measures which have been outlined previously in this SWPPP will be strictly followed to ensure that no contamination of these non-storm water discharges takes place. The following allowable non-storm water discharges which may occur at the job site include: A. Discharges from firefighting activities. B. Fire hydrant flushings (see note below) West Seneca Exchange 07/20/2026 Page 23 of 24 Page 844 of 1174

C. Waters used to wash vehicles or control dust in order to minimize offsite sediment tracking. D. Routine external building washdown which does not use detergents. E. Pavement wash waters where spills or leaks of hazardous materials have not occurred or detergents have not been used. F. Air conditioning condensate. G. Springs or other uncontaminated groundwater, including dewatering ground water infiltration. H. Foundation or footing drains where no contamination with process materials such as solvents is present. Note: The Contractor shall discharge any super-chlorinated water from water distribution pipe disinfection activities into sanitary sewer system 120 STORM WATER CONTROL FACILITY MAINTENANCE The frequency of inspections for the Wet Pond shall match the frequencies listed on the “Stormwater/Wetland Pond Construction Inspection Checklist” in Appendix J of the SWPPP. The proposed catch basins, as per section 115, shall be inspected 4 times per year for removal of floatable debris. Any silt buildup over 6” in depth shall be removed and disposed of properly off-site. West Seneca Exchange 07/20/2026 Page 24 of 24 Page 845 of 1174

Appendix A Site Location Map Page 846 of 1174

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Erie County On-Line Mapping Application PROJECT Legend LOCATION Parcels 0 0.14 0.3 Miles This map is a user generated static output from ERIE COUNTY an Internet mapping site and is for reference only. WGS_1984_Web_Mercator_Auxiliary_Sphere DEPARTMENT OF ENVIRONMENT & PLANNING Data layers that appear on this map may or may 1: 9,028 THIS MAP IS NOT TO BE USED FOR NAVIGATION OFFICE OF GIS not be accurate, current, or otherwise reliable. Page 848 of 1174

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Appendix B NYSDEC Electronic Notice of Intent (eNOI) Page 852 of 1174

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Appendix C MS4 SWPPP Acceptance Form Page 866 of 1174

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Appendix D NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-25-001 Page 870 of 1174

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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. Page 873 of 1174

NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR 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 Page 874 of 1174

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 Page 875 of 1174

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 Page 876 of 1174

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 Page 877 of 1174

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 Page 878 of 1174

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 Page 879 of 1174

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 Page 880 of 1174

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 Page 881 of 1174

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 Page 882 of 1174

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 Page 883 of 1174

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 [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Page 884 of 1174

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 Page 885 of 1174

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 Page 886 of 1174

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 Page 887 of 1174

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 [email protected] 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 Page 888 of 1174

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 [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Page 889 of 1174

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 Page 890 of 1174

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 Page 891 of 1174

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 Page 892 of 1174

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 Page 893 of 1174

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 Page 894 of 1174

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 Page 895 of 1174

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 Page 896 of 1174

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 Page 897 of 1174

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 Page 898 of 1174

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 Page 899 of 1174

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 Page 900 of 1174

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 Page 901 of 1174

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 Page 902 of 1174

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 Page 903 of 1174

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 Page 904 of 1174

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 Page 905 of 1174

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 Page 906 of 1174

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 Page 907 of 1174

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 Page 908 of 1174

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 Page 909 of 1174

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 Page 910 of 1174

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 Page 911 of 1174

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 Page 912 of 1174

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 Page 913 of 1174

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 Page 914 of 1174

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 Page 915 of 1174

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 [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Page 916 of 1174

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 Page 917 of 1174

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 Page 918 of 1174

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 Page 919 of 1174

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 Page 920 of 1174

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 Page 921 of 1174

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 Page 922 of 1174

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 Page 923 of 1174

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 Page 924 of 1174

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 Page 925 of 1174

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 Page 926 of 1174

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 Page 927 of 1174

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 Page 928 of 1174

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 Page 929 of 1174

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 Page 930 of 1174

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 Page 931 of 1174

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 Page 932 of 1174

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 Page 933 of 1174

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 Page 934 of 1174

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 biking trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of undisturbed 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 Page 935 of 1174

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 Page 936 of 1174

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 Page 937 of 1174

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 Page 938 of 1174

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 • Kinderhook Lake Watershed – Figure 5 68 Page 939 of 1174

Appendix C Figure 1 - New York City Watershed East of the Hudson 69 Page 940 of 1174

Appendix C Figure 2 - Onondaga Lake Watershed 70 Page 941 of 1174

Appendix C Figure 3 - Greenwood Lake Watershed 71 Page 942 of 1174

Appendix C Figure 4 - Oscawana Lake Watershed 72 Page 943 of 1174

Appendix C Figure 5 - Kinderhook Lake Watershed 73 Page 944 of 1174

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 Page 945 of 1174

Erie Rush Creek and tribs (0104-0018) Phosphorus Erie Scajaquada Creek, Lower, and tribs (0101-0023) Phosphorus Erie Scajaquada Creek, Middle, and tribs (0101-0033) Phosphorus Erie Scajaquada Creek, Upper, and tribs (0101-0034) Phosphorus South Branch Smoke Cr, Lower, and tribs Erie Phosphorus (0101-0036) South Branch Smoke Cr, Lower, and tribs Erie Silt/Sediment (0101-0036) Genesee Bigelow Creek and tribs (0402-0016) Phosphorus Genesee Black Creek, Middle, and minor tribs (0402 0028) Phosphorus Genesee Black Creek, Upper, and minor tribs (0402-0048) Phosphorus Genesee Bowen Brook and tribs (0102-0036) Phosphorus Genesee LeRoy Reservoir (0402-0003) Phosphorus Genesee Mill Pond (0402-0050) Phosphorus Genesee Oak Orchard Cr, Upper, and tribs (0301-0014) Phosphorus Genesee Oatka Creek, Middle, and minor tribs (0402-0031) Phosphorus Genessee Tonawanda Cr, Middle, Main Stem (0102-0002) Phosphorus Greene Schoharie Reservoir (1202-0012) Silt/Sediment Greene Sleepy Hollow Lake (1301-0059) Silt/Sediment Herkimer Steele Creek tribs (1201-0197) Phosphorus Herkimer Steele Creek tribs (1201-0197) Silt/Sediment Kings Hendrix Creek (1701-0006) 18 Nitrogen Kings Prospect Park Lake (1701-0196) Phosphorus Lewis Mill Creek/South Branch, and tribs (0801-0200) Nutrients Livingston Christie Creek and tribs (0402-0060) Phosphorus Livingston Conesus Lake (0402-0004) Phosphorus Livingston Mill Creek and minor tribs (0404-0011) Silt/Sediment Monroe Black Creek, Lower, and minor tribs (0402-0033) Phosphorus Monroe Buck Pond (0301-0017) Phosphorus Monroe Cranberry Pond (0301-0016) Phosphorus Monroe Durand, Eastman Lakes (0302-0037) Phosphorus Monroe Lake Ontario Shoreline, Western (0301-0069) 9 Phosphorus Monroe Long Pond (0301-0015) Phosphorus Monroe Mill Creek and tribs (0302-0025) Phosphorus 2 Monroe Mill Creek/Blue Pond Outlet and tribs (0402-0049) Phosphorus Monroe Minor Tribs to Irondequoit Bay (0302-0038) Phosphorus Monroe Rochester Embayment - East (0302-0002) [9] Phosphorus Monroe Rochester Embayment - West (0301-0068) 9 Phosphorus Monroe Shipbuilders Creek and tribs (0302-0026) Phosphorus 2 Monroe Thomas Creek/White Brook and tribs (0302-0023) Phosphorus 75 Page 946 of 1174

Nassau Bannister Creek/Bay (1701-0380) Nitrogen Nassau Beaver Lake (1702-0152) Phosphorus Nassau Browswere Bay (1701-0383) Nitrogen Nassau Camaans Pond (1701-0052) Phosphorus Nassau East Meadow Brook, Upper, and tribs (1701-0211) Silt/Sediment Nassau East Rockaway Channel (1701-0381) Nitrogen Nassau Glen Cove Creek, Lower, and tribs (1702-0146) Silt/Sediment Nassau Grant Park Pond (1701-0054) Phosphorus Nassau Hempstead Bay, Broad Channel (1701-0032) Nitrogen Nassau Hempstead Lake (1701-0015) Phosphorus Nassau Hewlett Bay (1701-0382) Nitrogen Nassau Hog Island Channel (1701-0220) Nitrogen Nassau Massapequa Creek, Upper, and tribs (1701-0174) Phosphorus Milburn/Parsonage Creeks, Upp, and tribs (1701- Nassau Phosphorus 0212) Nassau Reynolds Channel, East (1701-0215) [12] Nitrogen Nassau Reynolds Channel, West (1701-0216) 12 Nitrogen Nassau Tidal Tribs to Hempstead Bay (1701-0218) Nitrogen Nassau Tribs (fresh) to East Bay (1701-0204) Silt/Sediment Nassau Tribs (fresh) to East Bay (1701-0204) Phosphorus Nassau Tribs to Smith Pond/Halls Pond (1701-0221) Phosphorus Nassau Woodmere Channel (1701-0219) Nitrogen New York Harlem Meer (1702-0103) Phosphorus New York The Lake in Central Park (1702-0105) Phosphorus Niagara Bergholtz Creek and tribs (0101-0004) Phosphorus Niagara Hyde Park Lake (0101-0030) Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0053) 9 Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0072) 9 Phosphorus Oneida Ballou, Nail Creeks (1201-0203) Phosphorus Nutrients Onondaga Ley Creek and tribs (0702-0001) 10 (phosphorus) Nutrients Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nitrogen (NH3, NO2) Nutrients Onondaga Onondaga Creek, Lower (0702-0023) 10 (phosphorus) Onondaga Onondaga Creek, Lower, and tribs (0702-0023) Turbidity Onondaga Onondaga Creek, Middle, and tribs (0702-0004) Turbidity Onondaga Onondaga Creek, Upper, and tribs (0702-0024) Turbidity Ontario Great Brook and minor tribs (0704-0034) Phosphorus 2 Ontario Great Brook and minor tribs (0704-0034) Silt/Sediment 76 Page 947 of 1174

Ontario Hemlock Lake Outlet and minor tribs (0402-0013) Phosphorus Ontario Honeoye Lake (0402-0032) Phosphorus Orange Brown Pond Reservoir (1303-0013) Phosphorus Orange Lake Washington (1303-0012) Phosphorus Orange Minor Tribs to Middle Wallkill (1306-0061) Phosphorus Orange Monhagen Brook and tribs (1306-0074) Phosphorus Orange Orange Lake (1301-0008) [16] Phosphorus Orange Quaker Creek and tribs (1306-0025) Phosphorus Orange Wallkill River, Middle, Main Stem (1306-0038) Phosphorus Orange Wallkill River, Upper, and Minor tribs (1306-0017) Phosphorus Orleans Glenvwood Lake (0301-0041) Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0070) 9 Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0071) 9 Phosphorus Nutrients Oswego Lake Neatahwanta (0701-0018) (phosphorus) Oswego Pleasant Lake (0703-0047) Phosphorus Putnam Lost Lake, Putnam Lake (1302-0053) Phosphorus Putnam Minor Tribs to Croton Falls Reservoir (1302-0001) Phosphorus Queens Bergen Basin (1701-0009) 18 Nitrogen Jamaica Bay, Eastern, and tribs, Queens (1701- Queens Nitrogen 0005) 18 Queens Kissena Lake (1702-0258) Phosphorus Queens Meadow Lake (1702-0030) Phosphorus Queens Shellbank Basin (1701-0001) 18 Nitrogen Queens Willow Lake (1702-0031) Phosphorus Rensselaer Nassau Lake (1310-0001) Phosphorus Rensselaer Snyders Lake (1301-0043) Phosphorus Richmond Grassmere Lake/Bradys Pond (1701-0357) Phosphorus Rockland Congers Lake, Swartout Lake (1501-0019) Phosphorus Rockland Rockland Lake (1501-0021) Phosphorus Saratoga Ballston Lake (1101-0036) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Silt/Sediment Saratoga Lake Lonely (1101-0034) Phosphorus Saratoga Round Lake (1101-0060) Phosphorus Saratoga Tribs to Lake Lonely (1101-0001) Phosphorus Schenectady Collins Lake (1201-0077) Phosphorus Schenectady Duane Lake (1311-0006) Phosphorus Schenectady Lake Mariaville Lake (1201-0113) Phosphorus Schuyler Cayuta Lake (0603-0005) Phosphorus 77 Page 948 of 1174

Seneca Reeder Creek and tribs (0705-0074) Phosphorus St.Lawrence Black Lake Outlet, Black Lake (0906-0001) Phosphorus St.Lawrence Fish Creek and minor tribs (0906-0026) Phosphorus Steuben Smith Pond (0502-0012) Phosphorus Suffolk Agawam Lake (1701-0117) Phosphorus Suffolk Big/Little Fresh Ponds (1701-0125) Phosphorus Suffolk Canaan Lake (1701-0018) Phosphorus Suffolk Canaan Lake (1701-0018) Silt/Sediment Suffolk Fresh Pond (1701-0241) Phosphorus Suffolk Great South Bay, East (1701-0039) Nitrogen Suffolk Great South Bay, Middle (1701-0040) Nitrogen Suffolk Great South Bay, West (1701-0173) Nitrogen Suffolk Lake Ronkonkoma (1701-0020) Phosphorus Suffolk Mattituck/Marratooka Pond (1701-0129) Phosphorus Suffolk Mill and Seven Ponds (1701-0113) Phosphorus Suffolk Millers Pond (1702-0013) Phosphorus Suffolk Moriches Bay, East (1701-0305) Nitrogen Suffolk Moriches Bay, West (1701-0038) Nitrogen Suffolk Quantuck Bay (1701-0042) Nitrogen Suffolk Shinnecock Bay and Inlet (1701-0033) Nitrogen Suffolk Tidal Tribs to West Moriches Bay (1701-0312) Nitrogen Sullivan Bodine, Mongomery Lakes (1401-0091) Phosphorus Sullivan Davies Lake (1402-0047) Phosphorus Sullivan Evens Lake (1402-0004) Phosphorus Sullivan Pleasure Lake (1402-0055) Phosphorus Sullivan Swan Lake (1401-0063) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Silt/Sediment Ulster Ashokan Reservoir (1307-0004) Silt/Sediment Ulster Esopus Creek, Lower, Main Stem (1307-0010) [17] Turbidity Ulster Esopus Creek, Middle, Main Stem (1307-0003) 17 Turbidity Esopus Creek, Upper, and minor tribs Ulster Silt/Sediment (1307-0007)[3] Ulster Wallkill River, Lower, Main Stem (1306-0027) Phosphorus Warren Hague Brook and tribs (1006-0006) Silt/Sediment Warren Huddle/Finkle Brooks and tribs (1006-0003) Silt/Sediment Warren Indian Brook and tribs (1006-0002) Silt/Sediment Warren Lake George (1006-0016) and tribs Silt/Sediment Warren Tribs to Lake George, East Shore (1006-0020) Silt/Sediment Warren Tribs to Lake George, Lk.George Village (1006-0008) Silt/Sediment 78 Page 949 of 1174

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 Page 950 of 1174

APPENDIX E – List of NYSDEC Regional Offices DIVISION OF DIVISION OF WATER COVERING THE ENVIRONMENTAL Region (DOW) FOLLOWING COUNTIES: PERMITS (DEP) WATER (SPDES) PROGRAM PERMIT ADMINISTRATORS 50 CIRCLE ROAD 50 CIRCLE ROAD 1 NASSAU AND SUFFOLK STONY BROOK, NY 11790 STONY BROOK, NY 11790-3409 TEL. (631) 444-0365 TEL. (631) 444-0405 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, BRONX, KINGS, NEW YORK, 47-40 21ST ST. 47-40 21ST ST. 2 QUEENS AND RICHMOND LONG ISLAND CITY, NY 11101-5407 LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 TEL. (718) 482-4933 DUTCHESS, ORANGE, PUTNAM, 21 SOUTH PUTT CORNERS ROAD 220 WHITE PLAINS ROAD, SUITE 110 3 ROCKLAND, SULLIVAN, ULSTER NEW PALTZ, NY 12561-1696 TEL. (914) 428 - 2505 AND WESTCHESTER TEL. (845) 256-3059 ALBANY, COLUMBIA, DELAWARE, GREENE, 1130 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD 4 MONTGOMERY, OTSEGO, SCHENECTADY, NY 12306-2014 SCHENECTADY, NY 12306-2014 RENSSELAER, SCHENECTADY TEL. (518) 357-2069 TEL. (518) 357-2045 AND SCHOHARIE CLINTON, ESSEX, FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD FULTON, HAMILTON, 5 SARATOGA, WARREN AND RAY BROOK, NY 12977-0296 WARRENSBURG, NY 12885-1172 TEL. (518) 897-1234 TEL. (518) 623-1200 WASHINGTON STATE OFFICE BUILDING STATE OFFICE BUILDING HERKIMER, JEFFERSON, 317 WASHINGTON STREET 207 GENESEE STREET 6 LEWIS, ONEIDA AND WATERTOWN, NY 13601-3787 UTICA, NY 13501-2885 ST. LAWRENCE TEL. (315) 785-2245 TEL. (315) 793-2554 BROOME, CAYUGA, CHENANGO, CORTLAND, 5786 WIDEWATERS PARKWAY 5786 WIDEWATERS PARKWAY 7 MADISON, ONONDAGA, SYRACUSE, NY 13214-1867 SYRACUSE, NY 13214-1867 OSWEGO, TIOGA AND TEL. (315) 426-7438 TEL. (315) 426-7500 TOMPKINS CHEMUNG, GENESEE, LIVINGSTON, MONROE, 6274 EAST AVON-LIMA 6274 EAST AVON-LIMA RD. ONTARIO, ORLEANS, 8 SCHUYLER, SENECA, ROADAVON, NY 14414-9519 AVON, NY 14414-9519 TEL. (585) 226-2466 TEL. (585) 226-2466 STEUBEN, WAYNE AND YATES ALLEGANY, 700 DELAWARE AVENUE 700 DELAWARE AVENUE CATTARAUGUS, 9 CHAUTAUQUA, ERIE, BUFFALO, NY 14209-2999 BUFFALO, NY 14209-2999 TEL. (716) 851-7165 TEL. (716) 851-7070 NIAGARA AND WYOMING 80 Page 951 of 1174

Appendix E Forms Page 952 of 1174

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STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR’S CERTIFICATION STATEMENT West Seneca Exchange CONTRACTOR'S CERTIFICATION: “I certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP for the construction site identified in such SWPPP as a condition of authorization to discharge storm water. I also understand that the operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (SPDES) general permit for storm water discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards.” Note: The contractor shall have at least one NYSDEC trained individual onsite at all times when earthwork and other SWPPP associated work is being performed from each contractor(s) and subcontractor(s). Each contractor(s) and subcontractor(s) shall provide copies of these individuals’ certifications to the Town of West Seneca. Name: (Print) Signature: Title: Company Name: Address: ___________________________________ Telephone Number: __________________________ Date: ______________________________________ Scope of Services: Trained Individual(s) Responsible for Implementation: __________________________________________ This form must be signed by a responsible corporate officer or other party meeting the “Signatory Requirements” of the NYSDEC SPDES General Permit Page 954 of 1174

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Appendix F NYSDEC Notice of Termination (NOT) Page 958 of 1174

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New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed? □ yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 Page 960 of 1174

NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? □ yes □ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □ Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. □ Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □ For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. □ For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ yes □ no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 Page 961 of 1174

NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 Page 962 of 1174

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Appendix G Construction Documents Page 964 of 1174

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Appendix H Soils Information Page 1006 of 1174

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Hydrologic Soil Group—Erie County, New York 78° 47' 23'' W 78° 46' 54'' W 680700 680800 680900 681000 681100 681200 42° 50' 9'' N 42° 50' 9'' N 4744900 4744900 4744800 4744800 4744700 4744700 4744600 4744600 4744500 4744500 4744400 4744400 4744300 4744300 4744200 4744200 Soil Map may not be valid at this scale. 4744100 42° 49' 40'' N 42° 49' 40'' N 680700 680800 680900 681000 681100 681200 78° 47' 23'' W 78° 46' 54'' W Map Scale: 1:4,240 if printed on A portrait (8.5" x 11") sheet. Meters N 0 50 100 200 300 Feet 0 200 400 800 1200 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 Natural Resources Web Soil Survey 11/27/2024 Conservation Service National Cooperative Soil Survey Page 1 of 4 Page 1008 of 1174

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:15,800. C/D Soils Warning: Soil Map may not be valid at this scale. D Soil Rating Polygons Not rated or not available Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C measurements. Interstate Highways C/D Source of Map: Natural Resources Conservation Service US Routes D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Erie County, New York Survey Area Data: Version 24, Aug 25, 2024 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: May 13, 2023—May 27, 2023 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 11/27/2024 Conservation Service National Cooperative Soil Survey Page 2 of 4 Page 1009 of 1174

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CsB Collamer silt loam, 3 to C/D 0.0 0.0% 8 percent slopes Hm Hamlin silt loam B 0.6 0.9% NfA Niagara silt loam, 0 to 3 C/D 4.3 7.3% percent slopes RgA Rhinebeck silt loam, 0 to C/D 0.6 1.1% 3 percent slopes RkA Rhinebeck gravelly C/D 1.7 2.8% loam, 0 to 3 percent slopes Te Teel silt loam B/D 0.1 0.2% Uc Udorthents, smoothed 1.5 2.6% Ud Urban land 49.7 85.0% Totals for Area of Interest 58.5 100.0% Natural Resources Web Soil Survey 11/27/2024 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 1010 of 1174

Hydrologic Soil Group—Erie County, New York Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 11/27/2024 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 1011 of 1174

Appendix I Standard Erosion Control Details Page 1012 of 1174

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Appendix J NYSDEC Stormwater Management Inspection Lists Page 1022 of 1174

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2.10. Ponds and Wetlands Areas of Ponds and Wetlands Key areas to inspect for ponds and wetlands include the following:  PO 1. Drainage area  PO 2. Inlet pipes and swales  PO 3. Pond area and embankments  PO 4. Pond outlet Note: This category includes the following practices:  Wet ponds – have a permanent pool of water and may be divided into various “cells”  Stormwater wetlands – have a variety of depth zones ranging from deep pools to shallow wetlands and are characterized by wetland vegetation It is recommended strongly to have as-built drawings and copies of previous inspections at hand, if available. Aerial photos may be needed to help direct the inspector to the pond or wetland location if it is obscured by vegetation. Figure 2.10.1. Key Areas for Level 1 Inspection of a Pond/Wetland Maintenance Guidance 35 Page 1024 of 1174

Pond and Wetland Level 1 Inspection The Level 1 Inspection focuses on the drainage area (PW 1), inlet pipes or swales (PW 2), pond area and embankments (PW 3) and pond outlet structures and outfall (PW 4). This inspection should be conducted on a regular basis to ensure that a buildup of trash, vegetation, or sediment does not interfere with the pre-treatment, pond or wetland, and the outfall’s normal flow or function. Pond embankments and dams should be regularly inspected for evidence of erosion, burrowing or tunneling animals, and large woody vegetation growing on the dam. PW 1. Drainage Area Description: The drainage area conveys runoff to and is uphill from the pond inlet. When it rains, water runs off through roof drains, yard drains, parking lots, roadways and underdrains to the ponds. Flow is through underground piping systems, overland via swales, or across the ground as sheetflow. Sometimes, the runoff will contain dirt, grit, grass clippings, leaves and woody debris that can collect in the drainage system. If left alone, blockages can occur and increase the chance of shallow flooding or standing water. Standing water in drainage systems foster mosquitos, pipe corrosion, and possible nuisance and odor conditions. Instruction: Look for areas that are uphill from the pond. Consult Table 2.10.1 below: Table 2.10.1 PW Drainage Area Problem (Check if Present) Follow-Up Actions  Seed and straw areas of bare soil to establish vegetation.  Fill in eroded areas with soil, compact, seed and mulch with straw to establish vegetation.  Other:  Kick-Out to Level 2 Inspection: If a rill or small channel is  Bare soil, erosion of the ground (rills washing out the dirt) forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical.  Piles of grass  Remove or cover piles of grass clippings, mulch, dirt, etc. clippings, mulch,  Remove excessive vegetation or woody debris that can block dirt, salt, or drainage systems. other materials  Other:  Open containers of oil, grease,  Cover or properly dispose of materials; consult your local paint, or other solid waste authority for guidance on materials that may be substances toxic or hazardous. exposed to rain in the drainage  Other: area Maintenance Guidance 36 Page 1025 of 1174

PW 2. Pond Inlets Description: Free, unobstructed flow from the drainage area to stormwater ponds is necessary to prevent shallow flooding and even structural damage from flooding. Pond inlets can consist of pipes, ditches, swales, or other means to convey stormwater to the pond or wetland. Instruction: Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Consult Table 2.10.2 below: Table 2.10.2 Pond Inlets Problem (Check if Present) Follow-Up Actions  If the problem can be remedied with hand tools and done in a safe manner, remove vegetation, trash, woody debris, etc. from blocking inlet structures.  Other:  Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.  Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor.  Inlets are broken, and, with pieces of pipe or concrete falling into the  Kick-Out to Level 2 Inspection: These types of pond, there is erosion structural or erosion problems are more around the inlet, there is serious and will require a qualified contractor open space under the to repair. pipe, or there is erosion where the inlet meets the pond Maintenance Guidance 37 Page 1026 of 1174

PW 3. Pond Area and Embankments Description: The pond area and embankment can consist of the following elements:  Pre-treatment cell or small holding area where water first flows into the pond from the various inlets. These are commonly referred to as “forebays” and will be demarcated from the main pond area by small dams made of earth or rock. The purpose of forebays is to capture some of the sediment and pollutants before they reach the deep pool, making maintenance easier over time. Not all ponds will have forebays.  The pond surface can be open water or a combination of open water and areas with wetland vegetation. Sometimes there is a shallow bench around the perimeter of a pond, known as an “aquatic bench.”  The “side slopes” are areas around the perimeter of the pond where the surrounding land slopes down to the pond surface.  Most ponds will have a “riser structure,” where the water exits a pond during storms. This can be a concrete or metal pipe that is open at the top, often with some type of trash rack. Some ponds also have an “emergency spillway,” which is an open, rock-lined channel that carries water from large storms safely across the embankment.  The dam or embankment holds water in the pond and is constructed of compacted soil, such as clay. There is often a pipe through the embankment that carries water from the riser structure safely through the embankment to the downstream channel. The pond’s pre-treatment areas or forebays should not be choked with vegetation or full of sediment. Removal of excessive vegetation and sediment and selective replanting are often annual maintenance activities. Likewise, the pond’s deep pool should not to be choked with vegetation or filled with sediment. Vegetation and sediment bars can restrict flow and cause short circuiting that reduces capture of sediment. Pond volume is to be maintained at the original design capacity and free of sediment bars or debris piles. Sometimes ponds are over-maintained and have no vegetation. Algae and turbidity (muddy water) are common problems in many ponds. Instruction: Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present) Follow-Up Actions  If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment.  Remove trash and excessive vegetation from  The pretreatment forebays if this can be done in a safe manner. area(s) or forebay(s)  Other: are filled with sediment, trash, vegetation, or other debris.  Kick-Out to Level 2 Inspection: Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor. Maintenance Guidance 38 Page 1027 of 1174

Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present) Follow-Up Actions  Level 1 includes handling only small amounts of material that can be removed by hand, or with rakes or other hand tools. Do not attempt any  The pond area itself repair that poses a safety issue. has accumulated  Other: sediment, trash, debris, or excessive vegetation that is choking the flow of  Kick-Out to Level 2 Inspection: Most cases the water, OR the will call for a Level 2 Inspection and/or a pond area is covered qualified contractor. with algae or  You are not sure what type and amount of aquatic plants. vegetation is supposed to be in the pond.  The algae or aquatic plants should be identified so that proper control techniques can be applied.  If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in  The side slopes of tricky areas, such as steep slopes. the pond are unstable, eroding,  Other: and have areas of bare dirt.  Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor.  If you can safely access the riser on foot or with a small boat, clear minor amounts of debris and remove it from the pond area for safe disposal.  Other:  The riser structure is clogged with trash, debris, sediment, vegetation, etc., OR is open, unlocked, or has a steep drop and poses a safety concern. The pond  Kick-Out to Level 2 Inspection: The riser cannot level may have be accessed safely, the amount of debris is dropped below its substantial, or the riser seems to be completely “normal” level. clogged and the water level has risen too high.  There are safety issues with the riser and concern about access to pipes, drops, or any other life safety concern.  The riser is leaning, broken, settling or slumping, corroded, eroded or any other structural problem. Maintenance Guidance 39 Page 1028 of 1174

Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present) Follow-Up Actions  If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching.  Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation.  The  Remove any woody vegetation that has already dam/embankment is established on embankments. slumping, sinking,  Other: settling, eroding, or has medium or large trees growing on it.  Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure.  Clear light debris and vegetation.  Other:  The emergency  Kick-Out to Level 2 Inspection: Displacement of spillway or outfall (if it rock lining, excessive vegetation and exists) has erosion/settlement may warrant review and  erosion, settlement, decision by Level 2 Inspector to check against or loss of material. original plan. Rock-lined spillways  Any uncertainty about the integrity of the have excessive emergency spillway should be referred to a debris or vegetation. Level 2 Inspector.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. Maintenance Guidance 40 Page 1029 of 1174

PW 4. Pond Outlet Description: The pond’s outlet enables the ponded water to discharge to downstream drainage systems or stream channels. The outlet is often at the base of the dam/embankment on the downstream side. Inspection of this point can help prevent flooding of the pond and upstream drainage systems and prevent pond failure at a weak point of a pond’s containment system. Instruction: Examine the outlet of the pipe on the downstream side of the dam/embankment where it empties into a stream, channel, or drainage system. Consult the table below for possible problems. Table 2.10.4 PW Pond Outlet Problem (Check if Present) Follow-Up Actions  If there is a minor blockage, remove the debris or vegetation to allow free flow of water.  Remove any accumulated trash at the outlet.  Outlet:  Kick-Out to Level 2 Inspection:  If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted.  Erosion at and downstream of the outfall should be evaluated by a qualified professional.  Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor.  The pond outlet is clogged with sediment, trash,  The pool of water at the outlet pipe is discolored, has an debris, vegetation, or is eroding, caving in, slumping, odor, or has excessive algae or vegetative growth. or falling apart. 2.11. Infiltration Areas of Infiltration Key areas to inspect for Infiltration include the following:  IN 1. Drainage Area  IN 2. Inlets  IN 3. Infiltration Area  IN 4. Outlets Note: The category of Infiltration includes:  Infiltration Trench – Long, narrow infiltration practice, usually with small gravel at the surface and a reservoir of larger gravel or stone beneath  Infiltration Basin – Larger practice, usually covered with grass and Figure 2.11.1 Key Areas for Level 1 Inspection of Infiltration Practice highly permeable soil beneath  Dry Well – Small pit filled with stone or gravel, or precast concrete chamber surrounded by stone that receives and stores runoff to enable it to infiltrate into the underlying ground. Maintenance Guidance 41 Page 1030 of 1174

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Appendix K SHPO Clearance Letter Page 1032 of 1174

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KATHY HOCHUL RANDY SIMONS Governor Commissioner Pro Tempore February 10, 2025 Jeffrey Schieber Town of West Seneca 1250 Union Road West Seneca, NY 14224 Re: DEC Seneca Mall Redevelopment 355 Orchard Park Rd, West Seneca, NY 14224 25PR01131 Dear Jeffrey Schieber: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. If you have any questions, please contact Sydney Snyder at the following email address: [email protected] Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo Page 1034 of 1174

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Appendix L NYSDEC Environmental Resource Mapper Page 1036 of 1174

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West Seneca Exchange Wetland Mapper PROJECT LOCATION June 24, 2026 1:18,056 0 0.15 0.3 0.6 mi 0 0.25 0.5 1 km Province of Ontario, Ontario MNR, Esri Canada, Esri, HERE, Garmin, INCREMENT P, USGS, METI/NASA, EPA, USDA NYS Department of Environmental Conservation Page Not 1038 a legal of 1174 document

West Seneca Exchange Slade Ave, Ridge Road, & Orchard Park Road West Seneca, New York UTILITIES AGENCIES OWNER/DEVELOPER Name: Benchmark Streamline Address: 4053 Maple Road Amherst, NY 14226 Telephone: (716) 833-4986 PROJECT LOCATION REVISIONS: No. Description Date LOCATION MAP NOT TO SCALE DESIGN CONSULTANTS July 2026 West Seneca Exchange Slade Ave, Ridge Road, & Orchard Park Road West Seneca, New York Page 1039 of 1174

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GV GV GV GV GV STOP S TOP STOP STOP STOP GV STOP THIS SURVEY IS NOT VALID WITH AN AFFIDAVIT OF NO CHANGE NO IRONS SET OR FOUND AT PROPERTY CORNERS UNLESS NOTED HEREON. Unauthorized alterations or additions to any survey, drawing, 3556 Lake Shore Road, Suite 500, Buffalo, NY 14219 design, specification, plan or report is a violation of section p (716) 827-8000 f (716) 270-6091 www.nussclarke.com 7209, provision 2 of the New York State Education Law. TOPOGRAPHIC SURVEY 325, 349 & 355 Orchard Park Road 115, 119, 123, 135, 139, 171, 175, 181, 183, 193 & 197 Slade Avenue Part of Lots 280, 292, 293 & 294, Township 10, Range 7 Buffalo Creek Reservation Town of West Seneca County of Erie, State of New York Date of Survey: 03/25/2025 Scale : 1" = 60' Sheet 1 of 3 Project No. : 25J2-1661 Page 1041 of 1174

STOP GV THIS SURVEY IS NOT VALID WITH AN AFFIDAVIT OF NO CHANGE NO IRONS SET OR FOUND AT PROPERTY CORNERS UNLESS NOTED HEREON. Unauthorized alterations or additions to any survey, drawing, 3556 Lake Shore Road, Suite 500, Buffalo, NY 14219 design, specification, plan or report is a violation of section p (716) 827-8000 f (716) 270-6091 www.nussclarke.com 7209, provision 2 of the New York State Education Law. TOPOGRAPHIC SURVEY 325, 349 & 355 Orchard Park Road 115, 119, 123, 135, 139, 171, 175, 181, 183, 193 & 197 Slade Avenue Part of Lots 280, 292, 293 & 294, Township 10, Range 7 Buffalo Creek Reservation Town of West Seneca County of Erie, State of New York Date of Survey: 03/25/2025 Scale : 1" = 60' Sheet 2 of 3 Project No. : 25J2-1661 Page 1042 of 1174

GV THIS SURVEY IS NOT VALID WITH AN AFFIDAVIT OF NO CHANGE NO IRONS SET OR FOUND AT PROPERTY CORNERS UNLESS NOTED HEREON. Unauthorized alterations or additions to any survey, drawing, 3556 Lake Shore Road, Suite 500, Buffalo, NY 14219 design, specification, plan or report is a violation of section p (716) 827-8000 f (716) 270-6091 www.nussclarke.com 7209, provision 2 of the New York State Education Law. TOPOGRAPHIC SURVEY 325, 349 & 355 Orchard Park Road 115, 119, 123, 135, 139, 171, 175, 181, 183, 193 & 197 Slade Avenue Part of Lots 280, 292, 293 & 294, Township 10, Range 7 Buffalo Creek Reservation Town of West Seneca County of Erie, State of New York Date of Survey: 03/25/2025 Scale : 1" = 60' Sheet 3 of 3 Project No. : 25J2-1661 Page 1043 of 1174

DEMOLITION NOTES: EROSION CONTROL NOTES 1. ALL PERIMETER SILT SOCK TO BE INSTALLED PRIOR TO CONSTRUCTION ACTIVITY BEGINNING. THE FOLLOWING EROSION CONTROL PROCEDURES SHALL BE ADHERED TO BY THE CONTRACTOR: 2. 1. INSTALL TEMPORARY SILT SOCK BARRIERS AS DIRECTED BY THE OWNER AND AT ALL EXISTING STORMWATER CATCH BASINS WITHIN THE WORK AREA TO CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT THOSE ITEMS TO REMAIN, SUCH AS TREES, PROPERTY CORNER PINS, UTILITY POLES, VALVES, HYDRANTS, CURBS, MANHOLES AND CATCH BASINS. PREVENT SEDIMENT MIGRATION. ALL SILT SOCK BARRIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE DETAILS SHOWN ON THE PLANS. sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 2. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR RE-USE AS DIRECTED BY THE OWNER. ALL LOCAL ORDINANCES REGARDING THE SALE OF TOPSOIL Greensboro 3. TEMPORARY SILT SOCK TO BE INSTALLED AS DIRECTED BY THE OWNERS FIELD REPRESENTATIVE. MAINTAIN UNTIL VEGETATION IS ESTABLISHED AND PAVEMENT IS INSTALLED. MUST BE FOLLOWED. TOPSOIL MAY NOT BE REMOVED WITHOUT A PERMIT. PHASE - 1 DEMOLITION NARRATIVE: 4. 3. ALL SILT SOCK BARRIERS SHALL BE REPLACED WHEREVER THEY BECOME CLOGGED OR INOPERABLE. AS NECESSARY, COVERED DUMPSTERS SHALL BE PROVIDED ONSITE AS REQUIRED FOR CONSTRUCTION WASTE. DEMOLITION WORK TO BE PERFORMED DURING PHASE-1 SHALL INCLUDE THE FOLLOWING: - REMOVAL OF EXISTING PAVEMENT, CURBING, SIDEWALK, BUILDING FOOTPRINT/FOUNDATION WITHIN HATCHED LIMITS AS 5. REMOVE ALL TREES AND STUMPS AS SHOWN AND DISPOSE OF OFF SITE. CONTRACTOR TO PROTECT ALL4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AND REMOVAL OF TEMPORARY SEDIMENTATION CONTROLS. SHOWN. TREES/BRUSH NOT DISTURBED BY CONSTRUCTION ACTIVITY. LOCATIONS OF TREES SHOWN ON PLAN ARE APPROXIMATE, CONTRACTOR TO CONFIRM LOCATION PRIOR TO CONSTRUCTION. 5. THE CONTRACTOR MUST CONTROL DUST DURING CONSTRUCTION. DURING EARTHWORK OPERATIONS, WATER-SPREADING EQUIPMENT SHALL BE PROVIDED BY THE CONTRACTOR, AND SPREAD WATER AS NECESSARY AND AS DIRECTED BY THE OWNER IN ORDER TO CONTROL DUST. - REMOVAL OF EXISTING SITE UTILITIES, AS SHOWN ON SHEET 'C-002', TO BE COORDINATED WITH PROPOSED UTILITY Utica CONNECTIONS FROM THE PROPOSED UTILITY PLANS IN ORDER TO MAINTAIN FULL SERVICE OF UTILITIES FOR EXISTING TENANTS. 6. CONTRACTOR TO COORDINATE WITH OWNER ON WHICH TREES SHALL BE REMOVED AND WHICH SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. 6. DIRT OR DEBRIS LEFT ON LOCAL PUBLIC ROADS AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE REMOVED AND ROAD SURFACES CLEANED BY THE CONTRACTOR ON A DAILY BASIS. - REMOVAL OF EXISTING TREES, LIGHT POLES, FENCING, AND OTHER SITE ITEMS AS LISTED ON 'C-001'. 7. EXISTING CURB AND REMOVAL OF EXISTING ENTRANCE SHALL BE SAW CUT FULL-DEPTH AND NEATLY REMOVED -REMOVAL OF INTERNAL ROADWAY CONNECTION WITHIN EXISTING SITE WHILE MAINTAINING ACCESS FOR EXISTING TENANTS FROM THE BACKSIDE, EXISTING PAVEMENT SHALL NOT BE DISTURBED AND THE PAVEMENT EDGE SHALL7.BE USED ALL DISTURBED AREAS (EXCEPT AREAS TO BE PAVED OR BUILT UPON) SHALL BE TOPSOILED TO A MINIMUM 4" DEPTH AND SEEDED IMMEDIATELY AFTER FINE GRADING TAKES PLACE AND AS SOON AS PHYSICALLY POSSIBLE. Buffalo ALONG ORCHARD PARK ROAD AND SLADE AVENUE AS SHOWN. AS FORM FOR PLACING NEW CURB. 8. 8. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE OF DOWNSTREAM STORM SEWERS, DITCHES, AND CULVERTS. SILT BUILDUP FOUND TO BE A RESULT REMOVE EXISTING BUILDING TO INCLUDE ALL FOUNDATIONS, PORCHES, STEPS, ETC. ALL UTILITY CONNECTIONS TO BE ABANDONED AND/OR REMOVED PER COUNTY, TOWN, AND UTILITY COMPANY REQUIREMENTS. OF THIS SITE CONSTRUCTION WORK SHALL BE REMOVED FROM DOWNSTREAM CULVERTS BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER OR THE TOWN/CITY. PROPOSED CONSTRUCTION CHAIN LINK FENCE 9. ALL SOIL EROSION AND SEDIMENT CONTROL DEVICES AND MATERIALS SHALL BE IN PLACE PRIOR TO BEGINNING EARTHWORK OPERATIONS AND SHALL BE TO BE INSTALLED ALONG CONSTRUCTION MAINTAINED UNTIL THE NEW SLOPES ARE STABILIZED WITH SEEDING AND/OR SLOPE PROTECTION, AS DIRECTED BY THE ENGINEER. LIMITS FOR PHASE-1 SITE WORK EXISTING BUILDING CONCRETE FOUNDATION/FOOTPRINT TO BE REMOVED 10. INSTALL TEMPORARY SILT SOCK AROUND THE BASE OF STOCKPILES. STOCKPILES NOT BEING ACTIVELY USED FOR MORE THAN SEVEN (7) DAYS SHALL BE WITHIN HATCHED LIMITS AS SHOWN STABILIZED. EX. LIGHT POLE & BASE TO REMAIN 11. THE PROFESSIONAL CERTIFYING COMPLIANCE TO NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS MUST INSPECT AT A MINIMUM WEEKLY, AND ST WHEN DISTURBING MORE THAN 5 ACRES TWICE A WEEK, AND SHALL PROVIDE THESE INSPECTION REPORT WITH A WRITTEN CERTIFICATION OF CONSTRUCTION OP FOR PHASE-1 DEMO & SHALL BE REMOVED DURING PHASE-2 DEMO COMPLIANCE TO THE TOWN OF WEST SENECA(BI)WEEKLY. OP ST 12. THE ENGINEER OF RECORD FOR THIS PROJECT CERTIFIES THAT THESE DESIGN PLANS MEET THE REQUIREMENTS AND ARE IN COMPLIANCE WITH THE NEW YORK STORMWATER MANAGEMENT DESIGN MANUAL AND NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS. EX. BLACKTOP, CONCRETE, & CURBING WITHIN HATCHED EXISTING CONCRETE CURB ISLANDS TO BE REMOVED AREA TO BE REMOVED DURING PHASE - 1 OF DEMOLITION WITHIN HATCHED LIMITS AS SHOWN. REFER TO DRAWING 'C-003' FOR EXISTING UTILITY REMOVAL LIMITS & PHASING. West Seneca Exchange OP ST EX. LIGHT POLE & BASE TO REMAIN FOR PHASE-1 DEMO & SHALL BE ST Slade Ave, Ridge Rd & Orchard Park Rd EXISTING CONCRETE CURB OP REMOVED DURING PHASE-2 DEMO ISLAND WITH FIRE HYDRANT & BOLLARDS TO BE REMOVED EXISTING UTILITY MH TO REMAIN & BE PROTECTED DURING CONSTRUCTION EXISTING CHAIN LINK FENCE TO BE REMOVED ALONG EXISTING ROADWAY TO ALLOW FOR PHASE-1 SITE EX. SIGNS TO BE REMOVED WORK TO BE PERFORMED WITHIN LIMITS AS SHOWN WITHIN PHASE-1 DEMOLITION REMOVE EXISTING ROW OF EX. LIGHT POLE & SIGNAGE WITHIN PARKING LOT BASE TO BE REMOVED LIMITS OF EX. FENCING TO BE REMOVED WITHIN PHASE-1 DEMOLITION EX. LIGHT POLE & BASE TO REMAIN & BE PROTECTED West Seneca New York OP ST INLET PROTECTION TO BE INSTALLED EX. CONCRETE CURBED ON INLETS TO REMAIN DURING PHASE-1 ISLAND TO BE REMOVED © CARMINA WOOD DESIGN STS OTPO OF DEMOLITION, TYP. FOR ALL SHOWN P PROPOSED CONSTRUCTION CHAIN LINK FENCE TO BE INSTALLED ALONG CONSTRUCTION LIMITS FOR PHASE-1 SITE WORK EX. LIGHT POLE W/BASE & BOLLARDS TO BE REMOVED EXISTING CHAIN LINK FENCE TO BE REMOVED ALONG EXISTING ROADWAY TO ALLOW FOR PHASE-1 SITE WORK TO BE PERFORMED WITHIN LIMITS AS SHOWN CONTRACTOR TO TEMPORARY CLOSE DOWN ROADWAY WHILE REMOVING EXISTING UTILITIES EX. LIGHT POLE & BASE TO BE EX. BLACKTOP, CONCRETE, & CURBING REMOVED WITHIN HATCHED AREA TO BE REMOVED DURING PHASE - 1 OF DEMOLITION GV EXISTING SITE ENTRANCE AT ORCHARD PARK EX. BLACKTOP, CONCRETE, & CURBING ROAD TO REMAIN OPEN AND MAINTAINED EX. TREE TO BE REMOVED DURING PHASE - 1 WITHIN HATCHED AREA TO BE REMOVED OF DEMOLITION, TYPICAL FOR ALL SHOWN EX. FENCING TO BE REMOVED DURING PHASE - 1 OF DEMOLITION FOR ENTIRE DURATION OF CONSTRUCTION WITHIN PHASE-1 DEMOLITION Date EX. LIGHT POLE & BASE TO BE REMOVED GV LIMIT OF PROPOSED SILT SOCK TO BE INSTALLED EX. CURBING TO BE REMOVED EX. CURBING AND ROADWAY GATE TO BE REMOVED No. Description EX. LIGHT POLE & BASE TO BE REMOVED EX. TREE TO BE REMOVED DURING PHASE - 1 REVISIONS: OF DEMOLITION, TYPICAL FOR ALL SHOWN PROPOSED SILT SOCK TO BE GV INSTALLED AT LOCATIONS SHOWN. CONTRACTOR TO MAINTAIN UNTIL SITE HAS BEEN FULLY STABILIZED. EX. TREE TO BE REMOVED EXISTING CHAIN LINK FENCE TO BE REMOVED ALONG DURING PHASE - 1 OF EXISTING ROADWAY TO ALLOW FOR PHASE-1 SITE DEMOLITION, TYPICAL WORK TO BE PERFORMED WITHIN LIMITS AS SHOWN FOR ALL SHOWN EX. BLACKTOP & CURBING WITHIN HATCHED AREA TO BE REMOVED DURING PHASE - 1 OF DEMOLITION EXISTING TREES TO BE REMOVED AS SHOWN; REFER Sealed 07/20/2026 EX. SECTION OF FENCING TO BE TO OFFSITE ROADWAY IMPROVEMENT PLANS FOR EX. ROADWAY GATES REMOVED LIMITS OF REMOVAL BY PASSERO ASSOCIATES TO BE REMOVED EX. BLACKTOP, CONCRETE, & CURBING WITHIN HATCHED EX. OFFICE AREA TO BE REMOVED DURING PHASE - 1 OF DEMOLITION 7,980 SF INSTALL STABILIZED CONSTRUCTION ENTRANCE & CONCRETE WASHOUT AREA AT LOCATION SHOWN. LIMITS OF EX. FENCING TO BE CONTRACTOR TO MAINTAIN ENTRANCE & CONCRETE REMOVED WITHIN PHASE-1 DEMOLITION GV WASHOUT PIT FOR DURATION OF CONSTRUCTION EX. BLACKTOP, CONCRETE, & CURBING WITHIN HATCHED GV AREA TO BE REMOVED DURING PHASE - 1 OF DEMOLITION DRAWING NAME: EX. CURBED ISLAND TO BE REMOVED PROPOSED SILT SOCK TO BE INSTALLED AT PROVIDE OPENING ALONG SILT SOCK AS SHOWN DEMOLITION & EROSION CONTROL LEGEND LOCATIONS SHOWN. CONTRACTOR TO MAINTAIN UNTIL SITE HAS BEEN FULLY STABILIZED. FOR PROPOSED SITE DRIVEWAY. CONTRACTOR TO MAINTAIN UNTIL SITE HAS BEEN FULLY STABILIZED. PROPOSED SILT SOCK TO BE INSTALLED AT LOCATIONS SHOWN. LIMIT OF PROPOSED SILT SOCK TO BE INSTALLED Demolition & INSTALL STABILIZED CONSTRUCTION ENTRANCE & EXISTING PAVEMENT, CONCRETE, & CURBING TO BE CONCRETE WASHOUT AREA AT LOCATION SHOWN. CONTRACTOR TO MAINTAIN UNTIL SITE HAS BEEN FULLY STABILIZED. SAWCUT & REMOVED WITHIN HATCHED LIMITS Erosion Control CONTRACTOR TO MAINTAIN ENTRANCE & CONCRETE EX. TREE TO BE REMOVED DURING PHASE - 1 WASHOUT PIT FOR DURATION OF CONSTRUCTION OF DEMOLITION, TYPICAL FOR ALL SHOWN Plan - PH1 PROPOSED SILT SOCK DEMO & E.C. PLAN - PHASE 1 EXISTING TREE TO BE REMOVED Date: Drawn By: Scale: 07/20/26 C. Wood As Noted SCALE: 1"=100' PROPOSED STORM INLET PROTECTION DRAWING NO. C-001 EXISTING UTILITY STRUCTURE & PIPING TO BE REMOVED NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, STABILIZED CONSTRUCTION ENTRANCE CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. Project No: 24-4113 CONCRETE WASHOUT AREA 100' Page 1044 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo EX. SAN MH #15, EX. SAN MH 16, EX. SAN. MH #17, SAN MH #20, & EX. SAN MH 18 WITH ASSOCIATED PIPING TO BE REMOVED LIMITS OF REMOVAL FOR EX. STORM SEWER, EX. STORM MH #2 TO REMAIN & BE PROTECTED DURING CONSTRUCTION. PLUG EX. NE. INVERT WITHIN EX. MH ST OP REMOVE EXISTING STORM STRUCTURES (CB-43 & EXISTING STORM STRUCTURE CB-71 & ASSOCIATED OP CB-44) ALONG WITH ASSOCIATED PIPING, AS SHOWN PIPING TO BE REMOVED DURING PHASE-1 DEMOLITION ST LIMITS OF REMOVAL FOR EX. 8" SANITARY SEWER, EX. SANITARY MH #19 TO REMAIN & BE PROTECTED DURING CONSTRUCTION EXISTING FIRE HYDRANT TO BE REMOVED DURING PHASE-1 DEMOLITION. West Seneca Exchange PROPOSED HYDRANT TO BE INSTALLED NEARBY THIS EXISTING LOCATION TO PROVIDE FIRE COVERAGE DURING CONSTRUCTION; REFER ST OP TO UTILITY PLANS FOR LOCATION OF NEW FIRE HYDRANT ASSEMBLY EXISTING 10" WATERMAIN TO BE ABANDONED IN PLACE, OR ST EXISTING STORM STRUCTURES (CB-65 & Slade Ave, Ridge Rd & Orchard Park Rd OP CB-66) & ASSOCIATED PIPING TO BE REMOVED WITHIN HATCHED LIMITS AS SHOWN, CONTRACTOR REMOVED DURING PHASE-1 DEMOLITION TO COORDINATE WITH APPROPRIATE UTILITY COMPANY LIMITS OF REMOVAL FOR EX. STORM SEWER, EX. STORM MH #16 TO REMAIN & BE PROTECTED DURING CONSTRUCTION. PLUG EX. W. INVERT WITHIN EX. MH EXISTING STORM STRUCTURE CB-70 & ASSOCIATED EX. STORM CB-42 & ST MH #1 WITH PIPING TO BE REMOVED DURING PHASE-1 DEMOLITION ASSOCIATED PIPING TO BE REMOVED EX. 8" SANITARY SEWER TO BE ABANDONED West Seneca New York EX. SANITARY MH #14 WITH IN PLACE, OR REMOVED, WITHIN LIMITS AS ASSOCIATED PIPING TO BE REMOVED SHOWN, COORDINATE WITH CONTRACTOR. EXISTING SANITARY MH-22 & SAN MH #21 & ASSOCIATED PIPING TO BE REMOVED DURING PHASE-1 DEMOLITION © CARMINA WOOD DESIGN STS REMOVE EXISTING STORM STRUCTURES OTPO P EXISTING STORM CB-52, CB-53, ST MH #6, (CB-39, CB-41, & CB-40) ALONG WITH & ST MH #7 & ASSOCIATED PIPING TO BE EX. SANITARY MH-23 WITH ASSOCIATED PIPING ASSOCIATED PIPING, AS SHOWN REMOVED DURING PHASE-1 DEMOLITION TO BE REMOVED DURING PHASE-1 DEMOLITION EXISTING STORM STRUCTURES (CB-67, CB-68, & CB-69) & ASSOCIATED PIPING TO EXISTING 10" WATERMAIN TO BE EX. SANITARY PIPING REMOVED UP TO EXISTING METER TO BE REMOVED BE REMOVED DURING PHASE-1 DEMOLITION PIT. EXISTING METER PIT TO REMAIN AND BE REUSED. REFER TO EX. ABANDONED GAS LINE TO BE PLANS BY OTHERS FOR PROPOSED EX. SANITARY REMOVED WITHIN LIMITS AS SHOWN; CONNECTION TO EXISTING WATER LIMITS OF REMOVAL FOR EX. 10" SANITARY PIPING TO BE CONTRACTOR TO COORDINATE WITH SERVICE EX. SAN MH-31 EXISTING UTILITY MH & EX. SANITARY MH-24 & APPROPRIATE UTILITY COMPANY SEWER, EX. SANITARY MH #13 TO REMAIN REMOVED ASSOCIATED LINES TO BE REMOVED TO BE REMOVED ASSOCIATED PIPING TO GV & BE PROTECTED DURING CONSTRUCTION DURING PHASE-1 DEMOLITION BE REMOVED DURING EX. CB-51 WITH PHASE-1 DEMOLITION ASSOCIATED PIPING TO BE REMOVED EX. ABANDONED GAS LINE TO BE EXISTING 10" WATERMAIN TO BE Date EX. E-MH STRUCTURE REMOVED WITHIN LIMITS AS SHOWN; ABANDONED IN PLACE, OR REMOVED TO BE REMOVED CONTRACTOR TO COORDINATE WITH WITHIN HATCHED LIMITS AS SHOWN, APPROPRIATE UTILITY COMPANY CONTRACTOR TO COORDINATE WITH APPROPRIATE UTILITY COMPANY GV CONTRACTOR TO VERIFY LOCATION PREVIOUSLY EX. CB-50 & CB-54 ABANDONED EX. 12" SANITARY TO BE REMOVED No. Description SEWER & REMOVE UP TO EX. STORM ST MH #17 WITH LIMITS AS SHOWN DURING ASSOCIATED PIPING TO BE REMOVED PROPOSED SANITARY MANHOLE #1 REVISIONS: PHASE-1 DEMOLITION EX. CB-55, CB-56, CB-57, DURING PHASE-1 DEMOLITION (DOGHOUSE) TO BE INSTALLED AT LOCATION CB-58 & CB-59 WITH SHOWN PRIOR TO EXISTING SANITARY SEWER GV ASSOCIATED PIPING TO BE REMOVED/ABANDONED IN PLACE. REMOVED DURING PHASE-1 DEMOLITION EX. CB-20 & ST MH-8 WITH LIMITS OF REMOVAL FOR PREVIOUSLY ASSOCIATED PIPING TO BE REMOVED ABANDONED EX. 12" SANITARY SEWER, EX. STORM SEWER PIPING DURING PHASE-1 DEMOLITION EX. SANITARY MH #32 TO REMAIN & BE TO BE REMOVED DURING PROTECTED DURING CONSTRUCTION PHASE-1 DEMOLITION EX. UTILITY STRUCTURES & ASSOCIATED UNDERGROUND EX. CB-61 & BC-60 WITH EX. CB-49 WITH ASSOCIATED ELECTRICAL SERVICE TO BE REMOVED WITHIN LIMITS AS SHOWN; ASSOCIATED PIPING TO Sealed 07/20/2026 PIPING TO BE REMOVED CONTRACTOR TO COORD. W/ APPROPRIATE UTILITY COMPANY BE REMOVED DURING WITHIN PHASE-1 DEMOLITION PHASE-1 DEMOLITION EX. GAS LINE TO BE REMOVED WITHIN LIMITS AS SHOWN; CONTRACTOR TO COORDINATE WITH APPROPRIATE UTILITY COMPANY EX. OFFICE NOTE: 7,980 SF EXSTING UTILITIES SHOWN ON THIS SHEET ARE BASED ON EXISITING PLANS FOR THE AREA. CONTRACTOR SHALL VERIFY ALL LOCATIONS PRIOR TO CONSTRUCTION & NOTIFY ENGINEER OF ANY DISCREPANCIES. GV EXISTING UTILITIES NOT SHOWN TO BE REMOVED WILL REMAIN AND BE PROTECTED DURING CONSTRUCTION. REFER TO UTILITY GV PLAN FOR LIMITS OF REMOVAL AND PROPOSED RECONNECTIONS PROPOSED & EXISTING UTILITY PHASING NOTE: DRAWING NAME: CONTRACTOR SHALL COORDINATE INSTALLATION OF PROPOSED PRIORUTILITIES TO ANY REMOVAL OF Demolition & EXISTING UTILITIES TO ENSURE THERE IS NO LAPSE IN COVERAGE FOR EXISTING/PROPOSED TENANTS. PROPOSED UTILITY LINES SHOWN ON THIS PLAN FOR INFORMATION ONLY. REFER TO UTILITY PLAN Erosion Control DRAWINGS FOR FULL DESIGN. DEMOLITION & EROSION CONTROL LEGEND Plan - Utility Phasing EXISTING PAVEMENT, CONCRETE, & CURBING TO BE DEMO & E.C. PLAN - UTILITY PHASING SAWCUT & REMOVED WITHIN HATCHED LIMITS Date: Drawn By: Scale: 07/20/26 C. Wood As Noted PROPOSED SILT SOCK SCALE: 1"=100' DRAWING NO. EXISTING TREE TO BE REMOVED PROPOSED STORM INLET PROTECTION 100 0 100 200Ft. C-002 NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. Project No: 24-4113 EXISTING UTILITY STRUCTURE & PIPING TO BE REMOVED 100' Page 1045 of 1174

DEMOLITION NOTES: EROSION CONTROL NOTES 1. ALL PERIMETER SILT SOCK TO BE INSTALLED PRIOR TO CONSTRUCTION ACTIVITY BEGINNING. THE FOLLOWING EROSION CONTROL PROCEDURES SHALL BE ADHERED TO BY THE CONTRACTOR: PHASE - 2 DEMOLITION NARRATIVE: 2. 1. INSTALL TEMPORARY SILT SOCK BARRIERS AS DIRECTED BY THE OWNER AND AT ALL EXISTING STORMWATER CATCH BASINS WITHIN THE WORK AREA TO CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT THOSE ITEMS TO REMAIN, SUCH AS TREES, PROPERTY DEMOLITION WORK TO BE PERFORMED DURING PHASE-2 SHALL INCLUDE THE FOLLOWING: CORNER PINS, UTILITY POLES, VALVES, HYDRANTS, CURBS, MANHOLES AND CATCH BASINS. PREVENT SEDIMENT MIGRATION. ALL SILT SOCK BARRIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE DETAILS SHOWN ON THE PLANS. sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 2. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR RE-USE AS DIRECTED BY THE OWNER. ALL LOCAL ORDINANCES REGARDING THE SALE OF TOPSOIL Greensboro - REMOVAL OF EXISTING PAVEMENT, CURBING, SIDEWALK, BUILDING FOOTPRINT/FOUNDATION WITHIN HATCHED LIMITS AS SHOWN. 3. TEMPORARY SILT SOCK TO BE INSTALLED AS DIRECTED BY THE OWNERS FIELD REPRESENTATIVE. MAINTAIN UNTIL VEGETATION IS ESTABLISHED AND PAVEMENT IS INSTALLED. MUST BE FOLLOWED. TOPSOIL MAY NOT BE REMOVED WITHOUT A PERMIT. - REMOVAL OF REMAINING EXISTING SITE UTILITIES WITHIN PHASE - 2 DEMOLITION LIMITS, AS SHOWN ON SHEET 'C-002', TO BE COORDINATED WITH PROPOSED UTILITY CONNECTIONS FROM THE PROPOSED UTILITY PLANS IN ORDER TO MAINTAIN FULL SERVICE 4. 3. ALL SILT SOCK BARRIERS SHALL BE REPLACED WHEREVER THEY BECOME CLOGGED OR INOPERABLE. AS NECESSARY, COVERED DUMPSTERS SHALL BE PROVIDED ONSITE AS REQUIRED FOR CONSTRUCTION WASTE. OF UTILITIES FOR EXISTING TENANTS. 5. REMOVE ALL TREES AND STUMPS AS SHOWN AND DISPOSE OF OFF SITE. CONTRACTOR TO PROTECT ALL4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AND REMOVAL OF TEMPORARY SEDIMENTATION CONTROLS. - REMOVAL OF EXISTING TREES, LIGHT POLES, FENCING, AND OTHER SITE ITEMS AS LISTED ON 'C-003'. TREES/BRUSH NOT DISTURBED BY CONSTRUCTION ACTIVITY. LOCATIONS OF TREES SHOWN ON PLAN ARE APPROXIMATE, CONTRACTOR TO CONFIRM LOCATION PRIOR TO CONSTRUCTION. 5. THE CONTRACTOR MUST CONTROL DUST DURING CONSTRUCTION. DURING EARTHWORK OPERATIONS, WATER-SPREADING EQUIPMENT SHALL BE PROVIDED BY -REMOVAL OF EXISTING ACCESS TO 'TOPS MARKETS' AT ORCHARD PARK ROADWAY & CONNECTION TO PROPOSED INTERNAL THE CONTRACTOR, AND SPREAD WATER AS NECESSARY AND AS DIRECTED BY THE OWNER IN ORDER TO CONTROL DUST. Utica ROADWAY AS SHOWN ON PLAN 'C-003' TO RE-INTRODUCE INTERNAL TRAFFIC FLOW TO PLAZA. 6. CONTRACTOR TO COORDINATE WITH OWNER ON WHICH TREES SHALL BE REMOVED AND WHICH SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. 6. DIRT OR DEBRIS LEFT ON LOCAL PUBLIC ROADS AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE REMOVED AND ROAD SURFACES CLEANED BY THE CONTRACTOR ON A DAILY BASIS. 7. EXISTING CURB AND REMOVAL OF EXISTING ENTRANCE SHALL BE SAW CUT FULL-DEPTH AND NEATLY REMOVED FROM THE BACKSIDE, EXISTING PAVEMENT SHALL NOT BE DISTURBED AND THE PAVEMENT EDGE SHALL7.BE USED ALL DISTURBED AREAS (EXCEPT AREAS TO BE PAVED OR BUILT UPON) SHALL BE TOPSOILED TO A MINIMUM 4" DEPTH AND SEEDED IMMEDIATELY AFTER FINE GRADING TAKES PLACE AND AS SOON AS PHYSICALLY POSSIBLE. Buffalo AS FORM FOR PLACING NEW CURB. 8. 8. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE OF DOWNSTREAM STORM SEWERS, DITCHES, AND CULVERTS. SILT BUILDUP FOUND TO BE A RESULT REMOVE EXISTING BUILDING TO INCLUDE ALL FOUNDATIONS, PORCHES, STEPS, ETC. ALL UTILITY CONNECTIONS TO BE ABANDONED AND/OR REMOVED PER COUNTY, TOWN, AND UTILITY COMPANY REQUIREMENTS. OF THIS SITE CONSTRUCTION WORK SHALL BE REMOVED FROM DOWNSTREAM CULVERTS BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER OR THE TOWN/CITY. 9. ALL SOIL EROSION AND SEDIMENT CONTROL DEVICES AND MATERIALS SHALL BE IN PLACE PRIOR TO BEGINNING EARTHWORK OPERATIONS AND SHALL BE MAINTAINED UNTIL THE NEW SLOPES ARE STABILIZED WITH SEEDING AND/OR SLOPE PROTECTION, AS DIRECTED BY THE ENGINEER. 10. INSTALL TEMPORARY SILT SOCK AROUND THE BASE OF STOCKPILES. STOCKPILES NOT BEING ACTIVELY USED FOR MORE THAN SEVEN (7) DAYS SHALL BE STABILIZED. 11. THE PROFESSIONAL CERTIFYING COMPLIANCE TO NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS MUST INSPECT AT A MINIMUM WEEKLY, AND ST PROPOSED CONSTRUCTION FENCE TO BE WHEN DISTURBING MORE THAN 5 ACRES TWICE A WEEK, AND SHALL PROVIDE THESE INSPECTION REPORT WITH A WRITTEN CERTIFICATION OF CONSTRUCTION OP INSTALLED FOR DURATION OF PHASE-2 COMPLIANCE TO THE TOWN OF WEST SENECA(BI)WEEKLY. OP DEMOLITION; CONTRACTOR TO COORDINATE ST LOCATION & ACCESS WITH TENANTS ON SITE 12. THE ENGINEER OF RECORD FOR THIS PROJECT CERTIFIES THAT THESE DESIGN PLANS MEET THE REQUIREMENTS AND ARE IN COMPLIANCE WITH THE NEW YORK STORMWATER MANAGEMENT DESIGN MANUAL AND NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS. West Seneca Exchange LIMITS OF EXISTING PAVEMENT & CURBING TO BE REMOVED ST OP FOR PHASE-2 DEMOLITION ST Slade Ave, Ridge Rd & Orchard Park Rd OP EX. BLACKTOP, CONCRETE, & CURBING WITHIN HATCHED AREA TO BE REMOVED DURING PHASE-2 OF DEMOLITION EX. LIGHT POLE & BASE TO BE REMOVED EX. LIGHT POLE & BASE TO BE REMOVED PROPOSED CONSTRUCTION FENCE TO BE EXISTING ENTRANCE ALONG ORCHARD PARK ROAD TO INSTALLED FOR DURATION OF PHASE-2 West Seneca New York REMAIN OPEN TO MAINTAIN ACCESS TO EXISTING DEMOLITION; CONTRACTOR TO COORDINATE BUSINESS(S) TO UTILIZE THIS ENTRANCE AREA DURING LOCATION & ACCESS WITH TENANTS ON SITE PHASE-1 AND PHASE-2 OF DEMOLITION/CONSTRUCTION © CARMINA WOOD DESIGN STS OTPO P LIMITS OF EXISTING PAVEMENT & CURBING TO BE REMOVED FOR PHASE-2 DEMOLITION EX. FIRE HYRANT TO BE REMOVED EX. LIGHT POLE & BASE TO BE REMOVED NOTE: EX. TREE TO BE REMOVED DURING PHASE-2 REFER TO PLANS BY OTHERS FOR PROPOSED EROSION OF DEMOLITION, TYPICAL FOR ALL SHOWN CONTROL MEASURES WITHIN THIS PORTION OF THE SITE. LIMITS OF EXISTING PAVEMENT & CURBING EX. BLACKTOP, GV TO BE REMOVED FOR PHASE-2 DEMOLITION CONCRETE, & CURBING WITHIN HATCHED AREA EXISTING ENTRANCE ALONG ORCHARD PARK ROAD TO TO BE REMOVED DURING REMAIN OPEN TO MAINTAIN ACCESS TO EXISTING PHASE-2 OF DEMOLITION BUSINESS(S) TO UTILIZE THIS ENTRANCE AREA DURING Date PHASE-1 AND PHASE-2 OF DEMOLITION/CONSTRUCTION PROPOSED INTERIOR PROPOSED CONSTRUCTION FENCE TO BE INSTALLED FOR ROADWAY TO BE INSTALLED DURATION OF PHASE-2 DEMOLITION; CONTRACTOR TO PER SITE PLANS COORDINATE LOCATION & ACCESS WITH TENANTS ON SITE GV LIMITS OF EXISTING PAVEMENT & CURBING No. Description TO BE REMOVED FOR PHASE-2 DEMOLITION REVISIONS: GV NOTE: PROPOSED INTERIOR ROADWAY INSTALL PROPOSED DETENTION BASIN. TO BE INSTALLED PER SITE PLANS REMOVE SILT BUILD UP TO DESIGN GRADES UPON COMPLETION OF CONSTRUCTION. Sealed 07/20/2026 PROPOSED INLET PROTECTION TO BE INSTALLED ON ALL EXISTING TO REMAIN AND PROPOSED CATCH BASIN STRUCTURES, TYPICAL FOR ALL SHOWN EX. OFFICE 7,980 SF GV GV DRAWING NAME: PROPOSED SILT SOCK TO BE INSTALLED AT LOCATIONS SHOWN. Demolition & CONTRACTOR TO MAINTAIN UNTIL SITE HAS BEEN FULLY STABILIZED. Erosion Control Plan - PH2 DEMOLITION & EROSION CONTROL LEGEND DEMO & E.C. PLAN - PHASE 2 EXISTING PAVEMENT, CONCRETE, & CURBING TO BE SAWCUT & REMOVED WITHIN HATCHED LIMITS Date: Drawn By: Scale: 07/20/26 C. Wood As Noted SCALE: 1"=100' DRAWING NO. PROPOSED SILT SOCK EXISTING TREE TO BE REMOVED PROPOSED STORM INLET PROTECTION NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. C-003 Project No: 24-4113 100' Page 1046 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 2"X4" WOOD FRAME All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 CONCRETE BLOCK Greensboro DEWATERING 1.5' MAX. 1" REBAR FOR BAG STAKE DUMP REMOVAL FROM INLET FLOW DUMP STRAPS FLOW STRAP FABRIC (2 EACH) 2:1 SLOPE GRAVEL FILTER EXPANSION RESTRAINT DUMP STRAP 3' MIN. (1/4" NYLON ROPE, 1" REBAR FOR BAG STONE & BLOCK PLAN VIEW 2" FLAT WASHERS) REMOVAL FROM INLET TEMPORARY WIRE SCREEN BAG DETAIL SILTSACK Utica SEDIMENT POOL DEWATERING (MANUFACTURED BY ACF, OR EQUAL) EXCAVATED AREA (AS REQUIRED) DROP INLET BURIED FABRIC 1'MIN. 16" FLOW WITH GATE FRAME 2'MAX. FLOW Buffalo NOTE: 2" DROP INLET INSPECT AFTER EVERY WITH GATE RAINFALL OR 3 WEEKS AND 1' MIN. EMPTY. SEDIMENT SIDE SLOPE 2:1 GATHER EXCESS AT TEMPORARY SEDIMENT POOL STONE & BLOCK DETAIL CORNERS 1'MIN. 2:1 SLOPE 3:1 SLOPE WIRE MESH (OPTIONAL) INSTALLATION DETAIL EXCAVATED DEPTH MIN. 1' TO A CONSTRUCTION SPECIFICATIONS 2'MAX. 1' MAX. 2' BELOW TOP OF INLET. WEEP HOLES GRAVEL SUPPORTED BY HARDWARE FOR CLOTH TO ALLOW DRAINAGE AND 1. FILTER FABRIC SHALL HAVE AN EOS OF 40-85. BURLAP MAY BE USED FOR SHORT TERM APPLICATIONS. FINE GRAVEL FACE (1'MIN. THICKNESS) SILT SACK DETAIL DEWATERING RESTRICT SEDIMENT MOVEMENT. NOT TO SCALE 2. CUT FABRIC FROM A CONTINUOUS ROLL TO ELIMINATE JOINTS. IF JOINTS ARE NEEDED THEY WILL BE OVERLAPPED TO 3" STONE THE NEXT STAKE. "DOUGHNUT" DETAIL 3. STAKE MATERIALS WILL BE STANDARD 2" x 4" WOOD OR EQUIVALENT. METAL WITH A MINIMUM LENGTH OF 3 FEET. CONSTRUCTION SPECIFICATIONS CONSTRUCTION SPECIFICATIONS 4. SPACE STAKES EVENLY AROUND INLET 3 FEET APART AND DRIVE A MINIMUM 18 INCHES DEEP. SPANS GREATER THAN 3 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE FOR DEWATERING. FOUNDATION SHALL BE 2 INCHES MINIMUM BELOW REST OF LATH AND FEET MAY BE BRIDGED WITH THE USE OF WIRE MESH BEHIND THE FILTER FABRIC FOR SUPPORT. INLET AND BLOCKS SHALL BE PLACED AGAINST INLET FOR SUPPORT. STRAW BALE FLAGGING ON 1. CLEAR THE AREA OF ALL DEBRIS THAT WILL HINDER EXCAVATION. BINDER WIRE 3 SIDES 10' MIN. 5. FABRIC SHALL BE EMBEDDED 1 FOOT MINIMUM BELOW GROUND AND BACKFILLED. IT SHALL BE SECURELY FASTENED TO2. HARDWARE CLOTH OR 1/2" WIRE MESH SHALL BE PLACED OVER BLOCK OPENINGS TO SUPPORT STONE. STAPLES West Seneca Exchange 2. GRADE APPROACH TO THE INLET UNIFORMLY AROUND THE BASIN. THE STAKES AND FRAME. (2 PER BALE) 10 mil PLASTIC PLYWOOD SANDBAG LINING 48"X24" BLACK LETTERS 3. USE CLEAN STONE OR GRAVEL 1/2-3/4 INCH IN DIAMETER PLACED 2 INCHES BELOW TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER. PAINTED WHITE 3. WEEP HOLES SHALL BE PROTECTED BY GRAVEL. 6. A 2" x 4" WOOD FRAME SHALL BE COMPLETED AROUND THE CREST OF THE FABRIC FOR OVER FLOW STABILITY. 6" HEIGHT A A VARIES 4. FOR STONE STRUCTURES ONLY, A 1 FOOT THICK LAYER OF THE FILTER STONE WILL BE PLACED AGAINST THE 3 INCH STONE AS SHOWN ON THE SECTION B-B CONCRETE LAG SCREWS 4. MAXIMUN DRAINAGE AREA 1 ACRE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA, SEAL WEEP HOLES, FILL BASIN WITH STABLE SOIL TO FINAL GRADE, Slade Ave, Ridge Rd & Orchard Park Rd DRAWINGS. WOOD OR NOT TO SCALE WASHOUT COMPACT IT PROPERLY AND STABILIZE WITH PERMANENT SEEDING. METAL STAKES WOOD POST 36" MAXIMUM DRAINAGE AREA 1 ACRE (2 PER BALE) 3.5"X3.5"X8' 10' MIN. MAXIMUM DRAINAGE AREA 1 ACRE BERM 36" SANDBAG CONCRETE WASHOUT 10 mil PLASTIC LINING 10 mil B B SIGN DETAIL PLASTIC PLAN (OR EQUIVALENT) VARIES 3' LINING NOT TO SCALE INLET PROTECTION DETAIL 1 INLET PROTECTION DETAIL 2 INLET PROTECTION DETAIL 3 2" BERM TYPE "BELOW GRADE" NOT TO SCALE NOT TO SCALE NOT TO SCALE SECTION A-A NOT TO SCALE 10 mil PLASTIC LINING 8" West Seneca New York 1.12" DIA NOTE: INSTALL ONE OF THE INLET PROTECTION OPTIONS SHOWN PRIOR TO CONSTRUCTION STEEL WIRE STAPLE 10 mil PLASTIC LINING STRAW BALE DETAIL © CARMINA WOOD DESIGN PLAN (TYP) WOOD FRAME SECURELY NOT TO SCALE FASTENED AROUND SECTION B-B ENTIRE PERIMETER NOT TO SCALE TYPE "ABOVE GRADE" WITH STRAW BALES WITH TWO STAKES NOTES 10' MIN. TWO-STACKED 1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. 2X12 ROUGH B B WOOD FRAME 2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT FACILITY. VARIES 3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT STAKE (TYP) FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND WOODEN STAKES ON DISPOSED OF OR RECYCLED. 10' LINEAL SPACING (IF ON SLOPE, STAKE ON 4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY DOWNSTREAMSIDE OF SILT SOCK) THE REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITIES TYPE "ABOVE GROUND" SHALL BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT 10 mil PLASTIC LINING 10' MAX. C. TO C. WITH WOOD PLANKS 6"MIN. 50'MIN. SILT SOCK EROSION. PLAN Date FILTER CLOTH (SECURELY ATTACHED EXISTING NOT TO SCALE TO STAKES) 3' 5: 1 PAVEMENT AREA TO BE PROTECTED 2"x2" WOODEN STAKE (IF ON SLOPE, STAKE ON CONCRETE WASHOUT DETAIL MOUNTABLE BERM DOWNSTREAMSIDE OF SILT SOCK) NOT TO SCALE FILTER 36" MIN. LENGTH FENCE POSTS DRIVEN EXISTING (OPTIONAL) WATER FLOW CLOTH PROFILE AREA TO BE MIN. 16" INTO GROUND GROUND SILT SOCK WORK AREA PROTECTED 50'MIN. HEIGHT OF FILTER = 16" MIN. 10'MIN. EXISTING WORK AREA 12"± W EMBED FILTER CLOTH A GROUND No. Description O OW 12'MIN. FL FL MIN. OF 6" IN GROUND. 12'MIN. EXISTING PAVEMENT REVISIONS: FILTER CLOTH DEPTH PERSPECTIVE VIEW EXISTING TREE PROTECTION FENCE 10'MIN. MARKINGS PLAN VIEW PLAN VIEW SECTION VIEW MATERIALS 36" MIN. FENCE POST MATERIALS FOR TEMPORARY PLASTIC BARRIER FENCES SHALL MEET THE FOLLOWING REQUIREMENTS: POSTS SHALL BE A MINIMUM OF 20" CONSTRUCTION SPECIFICATIONS • FENCE: HIGH-DENSITY POLYETHYLENE MESH, ULTRAVIOLET-STABILIZED MIN. 2 YEARS; MINIMUM HEIGHT FILTER CLOTH ATTACHED TO POST ABOVE THE EXISTING GRADE 4.0 FEET. COLOR: HIGH-VISIBILITY ORANGE OR GREEN. WHEN USED TO PROTECT TREES OR OTHER 1. STONE SIZE - USE 2" STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. SILT SOCK VEGETATION, COLOR SHALL BE HIGH-VISIBILITY ORANGE. FLOW • POSTS: RIGID METAL OR WOOD POSTS, MINIMUM LENGTH 6.0 FEET. 6"± UNDISTURBED GROUND 2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD • TIES: STEEL WIRE, #14 GAUGE OR NYLON CABLE TIES. COMPACTED SOIL APPLY). 2"x2" WOODEN STAKE @ 45° 2"x2" WOODEN STAKE @ 45° • WARNING SIGNS: SHEET METAL, PLASTIC OR OTHER RIGID, WATERPROOF MATERIAL, 1.5 FEET BY 2.0 FEET PLAN VIEW OF ROOTS EMBED FILTER CLOTH POSTS SHALL BE A MINIMUM OF 16" WITH 4 INCH BLACK LETTERS ON A WHITE BACKGROUND. TEXT SHALL BE: "PROTECTED SITE - KEEP OUT" A MIN. OF 6" IN GROUND BELOW THE EXISTING GRADE 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. UNLESS OTHERWISE SPECIFIED. 45° 4" SECTION VIEW 4. WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS DETAILS Sealed 07/20/2026 OCCURS. TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. 12"± FENCES SHALL BE ERECTED PRIOR TO MOVING CONSTRUCTION EQUIPMENT ONTO ANY AREA DESIGNATED FOR 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. PROTECTION. CONSTRUCTION SPECIFICATIONS 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED THE LINE OF FENCES SHALL BE STAKED OR MARKED OUT ON THE GROUND BY THE CONTRACTOR AND APPROVED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. BY THE ENGINEER/OWNER BEFORE ANY FENCE IS INSTALLED. WHERE USED FOR PROTECTION OF INDIVIDUAL TREES, 1. WOVEN FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" FENCE SHALL BE PLACED AT THE DRIP LINE (EXTENT OF CANOPY). IF NOT POSSIBLE, PLACEMENT SHALL BE AS OR "U" TYPE OR HARDWOOD. 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING SECTION VIEW @ JOINT OVERLAP CLOSE TO THE DRIP LINE AS POSSIBLE AND IN NO CASE LESS THAN 5.0 FEET AWAY FROM THE TREE TRUNK. OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED ONTO PUBLIC 2. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. NOTES: ON APPROVAL OF THE STAKEOUT, POSTS SHALL BE SECURELY DRIVEN ON 6.0 FOOT-MAXIMUM CENTERS, NORMAL FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT. TO THE GROUND, TO A DEPTH 1/3 OF THE TOTAL POST LENGTH. PLASTIC BARRIER FENCE SHALL BE PLACED ALONG 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN CONTRACTOR SHALL INSPECT AND MAINTAIN SILT SOCK AS NEEDED DURING THE DURATION OF THE SIDE OF ALL POSTS. ENDS OF FENCING SEGMENTS SHALL OVERLAP A DISTANCE OF AT LEAST ONE HALF THE 3. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. APPROVED SEDIMENT TRAPPING DEVICE. CONSTRUCTION PROJECT. FENCE HEIGHT. 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. CONTRACTOR SHALL REMOVE SEDIMENT COLLECTED AT THE BASE OF THE SILT SOCK WHEN IT FENCING SHALL BE SECURED TO POSTS WITH WIRE OR CABLE TIES AT TOP, MIDDLE AND BOTTOM OF POST. HAS REACHED21 OF THE EXPOSED HEIGHT OF THE SILT SOCK. ALTERNATIVELY, RATHER THAN FASTENER SHALL BE TIGHT ENOUGH TO PREVENT THE FENCING FROM SLIPPING DOWN. OVERLAPS SHALL ALSO BE SECURELY FASTENED. CREATE A SOIL DISTURBING ACTIVITY, THE ENGINEER MAY CALL FOR ADDITIONAL SILT SOCK DRAWING NAME: 6 FOOT MIN TO BE ADDED AT AREAS OF HIGH SEDIMENTATION, PLACED IMMEDIATELY ON TOP OF THE SILT FENCE DETAIL EXISTING SEDIMENT LADEN SILT SOCK. BARRIER FENCE WHICH IS NOT ORANGE IN COLOR SHALL BE FLAGGED AT 6.0 FOOT INTERVALS WITH RED OR ORANGE FLORESCENT TAPE. WARNING SIGNS SHALL BE MOUNTED ON THE FENCE AT NO MORE THAN 100 FOOT INTERVALS. Demolition & NOT TO SCALE SILT SOCK SHALL BE OVERLAPPED 12" AT JOINTS AND STAKED ON EACH SIDE OF THE SOCK AT A 45° ANGLE MAINTENANCE SHALL COMMENCE IMMEDIATELY AFTER ERECTION OF THE FENCE AND CONTINUE UNTIL ONE Erosion Control STABILIZED CONSTRUCTION ENTRANCE DETAIL WEEK PRIOR TO ACCEPTANCE OF THE CONTRACT, AND SHALL CONSIST OF: REPLACING DAMAGED POST(S) AND FENCING; RE-FASTENING AND TIGHTENING FENCING; AND RESTORING FENCE TO ITS INTENDED HEIGHT. Details NOT TO SCALE SILT SOCK DETAIL FENCING USED FOR TREE OR OTHER VEGETATION PROTECTION SHALL NOT BE TEMPORARILY REMOVED TO ALLOW NOT TO SCALE EQUIPMENT ACCESS OVER A PROTECTED AREA, EXCEPT AS REQUIRED FOR ITEMS OF WORK SPECIFICALLY SHOWN ON THE PLANS AND APPROVED BY THE ENGINEER IN WRITING. Date: 07/20/26 Drawn By: C. Wood BEYOND DRIPLINE Scale: As Noted DRAWING NO. TREE PROTECTION DETAIL NOT TO SCALE C-004 Project No: 24-4113 Page 1047 of 1174

SITE DATA SITE AREA = 56 AC ± sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ZONED: C-2(S) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-102) BUILDINGS: PROP. 382,848 SF COMMERCIAL, Greensboro EX. 92,264 SF TOPS MARKET, EX. 7,980 SF OFFICE (DESIGNED (TOTAL 483,092 SF) BY OTHERS) RS) TH E (SHEET C-101) SETBACKS - BUILDING REQUIRED FRONT 40 FT YO 02) SIDE 5 FT NS B (C-1 (SHEET C-103) SIDE (IF USED FOR INGRESS/EGRESS) 25 FT Utica (PLA REAR (ABUTTING COMM/RES) 10 FT/30 FT LINE LINE SHEET LOCATION MAP CH SETBACKS - PARKING CH MAT FRONT N/A Buffalo MAT SIDE (ABUTTING RES) 10 FT SCALE: N.T.S. REAR 10 FT MAX. BUILDING HEIGHT ST 40 FT OP OP PARKING CALCULATION ST 15 GREATER THAN 400,000 AND LESS THAN 600,000 SQUARE FEET OF GROSS FLOOR AREA 20 REQ'D = 4.75 SPACES FOR EACH 1,000 SQUARE FEET OF GROSS FLOOR AREA 24 REQ'D = 483,092 / 1,000 x 4.75 2,295 = SPACES REQ'D 25 25 25 FUT PARKING PROVIDED2,382 = SPACES PROVIDED 25 URE 1 80,3 -STOR 00 S Y RE 28 P 29 O ST .F. TAIL WV 29 DN 29 29 NOTE: 29 29 FUTURE DEVELOPMENT AREAS SHOWN DN 29 ON THIS PLAN SET ARE CONSIDERED West Seneca Exchange 29 29 TO BE CONCEPTUAL ONLY. 18 28 WV 29 Slade Ave, Ridge Rd & Orchard Park Rd 28 29 13 28 29 13 28 29 13 WHO PROPO 13 16 29 29 LE SED 158 SALE R -BW 13 -BW 76 ,000 ETA -BW 76 -BW 76 STOP SF IL 76 STOP 13 MATCH LINE (C-102) 8 NOTE: IO MATCH LINE (C-101) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY PAT West Seneca New York FUT UR OTHERS. REFER TO OFFSITE PLANS BY OTHERS STOP 130 E RETA 9,10 'x70' IL STOP FU 8 0 SF RES TURE D 10 STOP TAU RIVE © CARMINA WOOD DESIGN N IO 8 UT RAN -TH WV CA IO T 4, RU CA PAT 963 UT IO SF N STOP 13 N IO UT CA STOP CA UT IO N STOP STOP S TOP 9 7 CA UT FU IO N 2,50 TURE N IO UT 0 CA BAN G.S.F. 5 STOP FU WV K 27 RES TURE D N IO UT TAU RIV CA 16 11 RAN E-TH 9 T 2, RU WV 380 STOP 5 12 STOP SF WV CA UT IO N STOP STOP 5 CA 13 UT STOP IO STOP N STOP 29 N IO UT CA FU REST TURE D STOP 6 AUR RIVE STOP ANT -THR , 2,3 U 00 S CA F UT IO N N IO STOP UT CA 25 STOP 5 STOP STOP 15 STOP Date 621 23 23 21 CA 22 UT IO N CA UT IO N N IO UT 19 CA 19 N STOP IO UT CA 17 16 18 STOP STOP 17 STOP 13 CA 15 UT 12 IO 14 N STOP STOP N IO UT CA 12 PROPOSED STORMWATER MANAGEMENT AREA ONLY FU No. Description ONLY STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP STOP AIL REVISIONS: STOP STOP 5 STOP STOP STOP STOP 4 STOP 14 18 FU RES TURE D TAU RIV STOP FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL RAN E-TH T 2, RU MAT STOP 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 22,000 SF 22,000 SF 110'x200' 10 12 NOTE: STOP 10 MAT LINE 22,000 SF 22,000 SF FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 9 CH (PLA LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (C-1 YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 03) THE FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' 13 RS) SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE 10,000 SF 10,000 SF 7,980 SF 10 10 STOP 10 10 STOP Sealed 07/20/2026 STOP (C-1 ) 01 03) (C-1 LINE SITE PLAN LINE GENERAL NOTES: SITE LEGEND CH CH MAT 1. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE INVOLVED. MAT PROPERTY LINE SCALE: 1"=100' 2. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TO WHAT IS SPECIFIED. 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY RULES AND REGULATIONS. DRAWING NAME: SITE NOTES: PROPOSED CONCRETE CURB 1. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF DISCREPANCIES IN CONDITIONS SHOWN ON DRAWINGS Site Plan PRIOR TO PROCEEDING WITH THE WORK. PROPOSED SIDEWALK / CONCRETE PAD 2. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL AND SEED. Overall 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN AND ANY FINISH MATERIAL INSTALLED WHILE 3. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE WORKING ON OTHER COMPONENTS. NUMBER OF PARKING SPACES PROPERTY LINE. 27 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF OWNER. 4. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR PROPOSED SIGN LAYOUT DIMENSIONS. 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT THIS WORK WILL NOT DISTURB EXISTING LINES Date: 07/20/26 AND/OR INSTALLATIONS. COORDINATE ALL WORK WITH THE APPLICABLE UTILITY COMPANIES. PROPOSED STANDARD DUTY Drawn By: C. Wood 5. ALL HANDICAP RAMPS (NOT WITHIN THE NYSDOT R.O.W.) AND/OR SIDEWALKS FLUSH TO ASPHALT PAVEMENT Scale: As Noted PAVEMENT SHALL HAVE ADA COMPLIANT TACTILE WARNING STRIPS WHERE ENTERING 8. ALL OTHER PERMITS REQUIRED BY STATE NEWOFYORK,COUNTY OFERIE, ANDTOWN OFWEST SENECAARE THE RESPONSIBILITY OF THE PARKING AREAS/DRIVEWAYS. SIDEWALKS FLUSH TO PAVEMENT WITHIN THE NYSDOT R.O.W. CONTRACTOR/DEVELOPER/OWNER. PROPOSED LIGHT POLE DRAWING NO. SHALL ADHERE TO THE NOTES AND DESIGN REGULATIONS AS STATED ON NYSDOT STANDARD 9. EXISTING CURB AND REMOVAL OF EXISTING ENTRANCE SHALL BE SAW CUT FULL-DEPTH AND NEATLY REMOVED FROM THE BACKSIDE, EXISTING C-100 SHEET 608-01. PAVEMENT SHALL NOT BE DISTURBED AND THE PAVEMENT EDGE SHALL BE USED AS FORM FOR PLACING NEW CURB. 6. EXISTING TREE LOCATIONS ARE APPROXIMATE, CONTRACTOR TO LOCATE LOCATIONS PRIOR NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, TO CONSTRUCTION AND COORDINATE WITH OWNER WHICH TREES SHALL BE REMOVED AND10. ALL DISTURBED AREAS WITHIN NYSDOT R.O.W. TO BE RESTORED USING ITEM 610.1402 TOPSOIL - ROADSIDE AND ITEM 610.1602 TURF ESTABLISHMENT CARMINA - WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. WHICH SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. LAWNS AND COMPLY WITH NYSDOT STANDARDS AND SPECIFICATIONS SECTION 713 - LANDSCAPE DEVELOPMENT MATERIALS. 100 0 100 200Ft. Project No: 24-4113 11. ANY NYS RIGHT OF WAY DAMAGES CAUSED BY OR DURING CONSTRUCTION TO FEATURES TO REMAIN SHALL BE REPAIRED OR REPLACED PER MOST CURRENT NYSDOT STANDARDS AND SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE. 100' Page 1048 of 1174

8 5 MATCHLINE (C-102) 7 2 1 MATCHLINE (C-101) 12.0 NOTE: IO ' 12.0 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN PAT ' 5 12.0 FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor 36.0 SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ' ' URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-102) TYP. 4 Greensboro 130 RETA NOTE: TOP 5 (DESIGNED FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 6 S 9,10 'x70' IL SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. STOP BY OTHERS) 1 CURRENT FU 8 0 SF RES TURE D 10 3 2 STOP SHEET TAU RIVE R25' 1 8 RAN -TH 3 IO T 4, RU 1 7 PAT (SHEET C-103) 963 7 SF Utica 8 STOP 13 R25' 3 2 R25 5.0' 3 R25' ' 5 STOP SHEET LOCATION MAP 6.0' STOP STOP 6 5 1 S Buffalo 12.0 ' TOP 5 5.0' 5 SCALE: N.T.S. 12.0 4 TYP. 4 MAT 4 ' 12.0 7 9 CHL 1 12.0 ' 12.0 1 INE ' 12.0 1 48.0 ' 5.0' ' 6 ' 4 7 FU 1 TYP. 2,50 TURE 5 5 4 1 ' 24.0 TYP. 0 G. 5 STOP 12.0 R15' 4 6 FU BAN S.F. 1 ' TYP. 5 RES TURE D 24.0 ' ' 33.0 16 K 11 3 8 27 TAU RIV R6 ' 1 RAN E-TH PROPOSED ENTRANCE TO ADJACENT SITE. COORDINATE 7 7 9 T 2, RU WITH OFFSITE DEVELOPMENT 380 STOP 5 5 2 12 5 STOP PLANS BY B.L. COMPANIES SF 2 3 R4' STOP 5 12. 10. 4 TYP. 4 0' 41' R25' 3 STOP PROPOSED DRIVEWAY 1 NOTE: IMPROVEMENTS CONTINUE TYP. NOTE: R4' 5 5 ' 8 OFFSITE IMPROVEMENTS SHOWN 1 6 R2 13 OFFSITE. REFER TO 8 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 4 STOP ' DESIGNED BY OTHERS. REFER OFFSITE PLANS BY OTHERS. SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 8 STOP 3 2 R25 TO OFFSITE PLANS BY OTHERS 4 STOP 1 29 West Seneca Exchange 7 6 5 TYP. 1 8 R15 R25' 5 FU ' 7 1 12.0 4 0' RES TURE D 5 STOP 160 °' 4 7 ' 7 CONNECT PROPOSED SIDEWALK TO NEW SIDEWALK SHOWN 12.0 TYP. 6 TAU RIV STOP RAN E-TH Slade Ave, Ridge Rd & Orchard Park Rd WITHIN ORCHARD PARK ROAD. REFER TO OFFSITE PLANS BY 4 6 1 6 T, 2 RU 6.0 ' 3 12.0 OTHERS. TYP. 4 TYP. ' ' ,300 24.0 4 PROPOSED ENTRANCE TO 1 R3' R15' ADJACENT SITE. COORDINATE SF ' 12.0 5.0' 3 5 5 WITH OFFSITE DEVELOPMENT 1 6 PLANS BY B.L. COMPANIES 5 2 1 3 STOP 2 R20' 1 5 5.0' 4 25 STOP 5 STOP R198 TYP. ORCHARD PARK ROAD IMPROVEMENTS SHOWN DESIGNED BY STOP 15 4 STOP 5 NOTE: 5 ' OTHERS. REFER TO OFFSITE PLANS BY OTHERS 5 TYP. 615 1 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 23 23 21 SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. West Seneca New York 22 1 1 19 © CARMINA WOOD DESIGN 19 6 STOP 4 TYP. 17 16 18 1 5 STOP 5 STOP 17 STOP 13 12 15 14 STOP STOP 1 12 24.0 ' PROPOSED STORMWATER 6 DETAIL LEGEND MANAGEMENT AREA 1 TYPE "A" CONCRETE CURB Date 4 TYP. 2 HEAVY DUTY ASPHALT 5 3 STOP BAR 1 4 PAINTED TRAFFIC ARROWS STOP STOP 5 LIGHT POLE FOUNDATION STOP STOP 1 STOP STOP 6 CONCRETE SIDEWALK STOP STOP STOP 7 CONCRETE SIDEWALK RAMP No. Description 8 CROSSWALK STRIPING STOP 9 EXTERIOR CONCRETE SLAB ON GRADE REVISIONS: STOP R124' STOP STO 1 NOTE LEGEND 5 R10 P 0' STOP 1 INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1B 14 2 RUNOUT CURB IN 2' OR MATCH EXISTING CURB 1) 18 C-10 3 SAWCUT LINE, MATCH EXISTING EDGE OF PAVEMENT ( 4" WIDE DOUBLE YELLOW PAVEMENT STRIPE @ 4" SPACING STOP 4 FUTURE RETAIL INE 1 FUTURE RETAIL FUTURE RETAIL STOP CHL FUTURE RETAIL 6 24.0' 5 4" WIDE YELLOW PAVEMENT STRIPE ) 110'x200' -103 Sealed 07/20/2026 110'x200' MAT 110'x200' 110'x200' R100' 10 6 18" WIDE WHITE PAVEMENT STRIPE E (C 22,000 SF 22,000 SF 22,000 SF 5 12 10 7 4" WIDE YELLOW PAVEMENT STRIPES @ 2' O.C. & @ 45° TO PARKING LINES HLIN 22,000 SF 8 LANDSCAPED AREA - SEE LANDSCAPE PLAN, C IF NO PLANTINGS, INSTALL TOPSOIL & SEED MAT NOTE: FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 2 4 TYP. FUTURE RESTAURANT FUTURE RETAIL SITE LEGEND FUTURE RETAIL 168°' NOTE: FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN TYP. 4 100'x100' 100'x100' SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. PROPERTY LINE 100'x100' 1 10,000 SF 10,000 SF 10,000 SF PROPOSED CONCRETE CURB 6 DRAWING NAME: 36.0' 5 10 10 PROPOSED SIDEWALK / CONCRETE PAD 12.0' 12.0' 12.0' STOP 10 STOP 10 Site Plan 5 1 NUMBER OF PARKING SPACES 27 4 TYP. PROPOSED SIGN 9 PROPOSED SIGN 6 PROPOSED STANDARD DUTY 16.0' ASPHALT PAVEMENT Date: 07/20/26 R30 ' Drawn By: C. Wood ' R30 PROPOSED LIGHT POLE CONNECT PROPOSED SIDEWALK TO NEW SIDEWALK SHOWN Scale: As Noted SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. WITHIN SLADE AVENUE. REFER TO OFFSITE PLANS BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. DRAWING NO. REFER TO OFFSITE PLANS BY OTHERS SITE PLAN PROPOSED DRIVEWAY IMPROVEMENTS CONTINUE C-101 OFFSITE. REFER TO OFFSITE PLANS BY OTHERS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1049 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. CURRENT All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SHEET (DESIGNED BY OTHERS) (SHEET C-101) (SHEET C-103) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST 15 PROPOSED ENTRANCE TO ADJACENT SITE. COORDINATE WITH OFFSITE DEVELOPMENT PLANS BY B.L. COMPANIES 20 24 25 25 West Seneca Exchange FUT 25 25 URE Slade Ave, Ridge Rd & Orchard Park Rd 1 80,3 -STOR 00 S Y RE 2 28 P 29 O ST .F. TAIL 29 DN 29 29 29 West Seneca New York 1 29 29 © CARMINA WOOD DESIGN R50' 8 29 1 29 R74' 1 R6' 18 R6' 8 28 WV 1 29 28 29 PROPOSED CURBED ISLANDS TO BE INSTALLED AT END OF EX. PARKING ROWS AS SHOWN, TYP. FOR R6' ALL SHOWN. THIS PORTION OF SITE WORK TO BE R6' 8 INCLUDED WITHIN INITIAL ROADWAY DESIGN. DETAIL LEGEND 4' 1 TYPE "A" CONCRETE CURB R6 13 Date ' 2 HEAVY DUTY ASPHALT R40 28 29 13 28 3 STOP BAR 29 13 1 4 PAINTED TRAFFIC ARROWS 7 R15' 5 NOTE: FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 8 29 5 LIGHT POLE FOUNDATION 16 3 ) SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 13 1 29 ERS 5.0' CONCRETE SIDEWALK -BW 13 6 -BW 76 OTH R6' 7 CONCRETE SIDEWALK RAMP -BW 2 R6' 76 6 6.0' 3 -BW 8 R25 76 STOP No. Description 1 8 CROSSWALK STRIPING Y ' 12.0 ) 76 ' STOP ' NS B -102 12.0 1 1 2.0' 9 EXTERIOR CONCRETE SLAB ON GRADE REVISIONS: R6' R6' (PLA E (C 1 13 8 IN NOTE LEGEND INE CHL R6' 4 TYP. CHL MAT 8 INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1B 5 1 MAT MATCHLINE (C-102) 7 2 RUNOUT CURB IN 2' OR MATCH EXISTING CURB 1 2 MATCHLINE (C-101) 12.0 NOTE: IO ' SAWCUT LINE, MATCH EXISTING EDGE OF PAVEMENT 12.0 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 3 PAT ' 5 36.0 ' 12.0 ' FUT SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 4" WIDE DOUBLE YELLOW PAVEMENT STRIPE @ 4" SPACING TYP. 4 URE 4 130 RETA NOTE: P 5 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 6 STO 5 4" WIDE YELLOW PAVEMENT STRIPE 9,10 'x70' IL SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. STOP Sealed 07/20/2026 1 18" WIDE WHITE PAVEMENT STRIPE FU 8 0 SF 6 RESTTURE D 10 3 2 4" WIDE YELLOW PAVEMENT STRIPES STOP AUR RIVE- R25' 1 8 7 @ 2' O.C. & @ 45° TO PARKING LINES WV ANT THR 3 IO 4,96 U 1 7 LANDSCAPED AREA - SEE LANDSCAPE PLAN, CA PAT 7 8 UT 3 SF IF NO PLANTINGS, INSTALL TOPSOIL & SEED IO N 8 STOP 13 R25' 3 2 N R25 IO 5 .0 ' 3 UT R25' ' CA 5 STOP STOP 5 SITE LEGEND 6.0' S TO P 6 1 12.0 ' STOP 5 5.0' 5 12.0 4 TYP. 4 PROPERTY LINE 4 ' 7 9 1 12.0 12.0 ' ' 1 12.0 1 48.0 12.0 5.0' ' 6 ' ' 4 7 CA PROPOSED CONCRETE CURB UT FUT IO 1 TYP. N DRAWING NAME: 2,50 URE 5 5 4 N 1 ' IO 24.0 PROPOSED SIDEWALK / CONCRETE PAD UT TYP. 0 G. Site Plan CA R15' 4 5 STOP 12.0 6 FUT BAN S.F. 1 ' TYP. 5 24.0 RES URE D ' ' 33.0 K 11 3 8 27 TAU RIV NUMBER OF PARKING SPACES 27 R6 ' 1 RAN E-TH PROPOSED ENTRANCE TO ADJACENT SITE. COORDINATE 7 9 T 2, RU WITH OFFSITE DEVELOPMENT WV 380 STOP 5 5 PROPOSED SIGN 5 STOP PLANS BY B.L. COMPANIES SF 2 3 PROPOSED STANDARD DUTY ASPHALT PAVEMENT R4' STOP 12. 10. 41' 4 TYP. Date: 07/20/26 0' R25' STOP 1 NOTE: Drawn By: C. Wood NOTE: R4' 5 5' 8 OFFSITE IMPROVEMENTS SHOWN PROPOSED LIGHT POLE 6 R2 13 Scale: As Noted FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 4 3 STOP ' DESIGNED BY OTHERS. REFER SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 8 STOP 2 R25 TO OFFSITE PLANS BY OTHERS DRAWING NO. STOP 1 29 5 1 SITE PLAN 8 R15 R25' C-102 5 FU 7 1 NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, 0' RES TURE D STOP 160 °' 4 7 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 7 TYP. 6 TAU RIV STOP 4 6 1 RAN E-TH SCALE: 1"=40' 40 0 40 80Ft. T, 2 RU 6.0 TYP. 3 4 TYP. 40' ' ' ,300 24.0 4 1 PROPOSED ENTRANCE TO Project No: 24-4113 R3' ADJACENT SITE. COORDINATE SF 5.0' 5 5 WITH OFFSITE DEVELOPMENT 1 6 PLANS BY B.L. COMPANIES 2 Page 1050 of 1174

STOP NOTE: 5' 8 OFFSITE IMPROVEMENTS SHOWN CA R2 13 UT DESIGNED BY OTHERS. REFER IO ' R25 N 2 TO OFFSITE PLANS BY OTHERS MAT 5 CHL N IO UT INE CA 8 MAT R25' sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor 7 1 (C-1 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. (SHEET C-102) CHL 02 ) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 7 INE Greensboro STOP (C-1 3 (DESIGNED TYP. 01) MAT 4 CHL ' 24.0 4 1 BY OTHERS) PROPOSED ENTRANCE TO INE ADJACENT SITE. COORDINATE MAT CA (BY 5.0' NOTE: UT WITH OFFSITE DEVELOPMENT 5 CHL IO OTH N OFFSITE IMPROVEMENTS SHOWN (SHEET C-101) PLANS BY B.L. COMPANIES INE DESIGNED BY OTHERS. REFER (C-1 ERS TO OFFSITE PLANS BY OTHERS N ) IO UT 03) CA R20' CURRENT 5.0' Utica 4 SHEET TYP. SHEET LOCATION MAP CA UT Buffalo IO 1 N CA UT IO 1 N SCALE: N.T.S. N IO UT 6 CA N IO UT CA 4 TYP. 5 ' 12.0 ' 12.0 ' 12.0 CA UT 5.0' IO N 5.0' N IO UT CA 5 5 PROPOSED STORMWATER 1 4 TYP. PROPOSED ENTRANCE TO ADJACENT SITE. COORDINATE WITH OFFSITE DEVELOPMENT MANAGEMENT AREA 6 PLANS BY B.L. COMPANIES R20' West Seneca Exchange 5 1 4 FUT Slade Ave, Ridge Rd & Orchard Park Rd 2,92 URE 5 G. RET S.F. STOP AIL 5 5 1 SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS 4 TYP. 5 170 °' 4 West Seneca New York NOTE: 5 ' STOP STOP 12.0 FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 5 SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. ' 12.0 4 5 5 © CARMINA WOOD DESIGN 1 STOP ' 12.0 18 4 TYP. FU ' 12.0 RES TURE D 6 TAU RIV STOP RAN E-TH MAT T 2, RU CHL STOP 380 6 MAT INE SF 1 CHL (BY INE OTH 12 (C-1 ERS 10 STOP 9 EXISTING SIGN TO PROPOSED DRIVEWAY IMPROVEMENTS CONTINUE 03) ) REMAIN AND BE REUSED OFFSITE. REFER TO OFFSITE PLANS BY OTHERS. CONNECT PROPOSED SIDEWALK TO NEW DETAIL LEGEND SIDEWALK SHOWN WITHIN SLADE AVENUE. REFER TO OFFSITE PLANS BY OTHERS. 1 TYPE "A" CONCRETE CURB FUTURE RETAIL Date RESTAURANT NOTE: FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN FUTURE RETAIL 2 HEAVY DUTY ASPHALT 10SET0'x 100' TO BE CONCEPTUAL ONLY. ARE CONSIDERED 100'x100' 13 3 STOP BAR 10,000 SF EX. OFFICE 4 PAINTED TRAFFIC ARROWS 10,000 SF 7,980 SF 5 LIGHT POLE FOUNDATION ) ) -103 -101 6 CONCRETE SIDEWALK 10 10 E (C STOP 10 7 CONCRETE SIDEWALK RAMP E (C STOP 10 No. Description CROSSWALK STRIPING IN 8 IN CHL CHL 9 EXTERIOR CONCRETE SLAB ON GRADE REVISIONS: MAT MAT STOP NOTE LEGEND 1 INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1B 2 RUNOUT CURB IN 2' OR MATCH EXISTING CURB SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS 3 SAWCUT LINE, MATCH EXISTING EDGE OF PAVEMENT 4 4" WIDE DOUBLE YELLOW PAVEMENT STRIPE @ 4" SPACING 5 4" WIDE YELLOW PAVEMENT STRIPE Sealed 07/20/2026 6 18" WIDE WHITE PAVEMENT STRIPE 4" WIDE YELLOW PAVEMENT STRIPES 7 @ 2' O.C. & @ 45° TO PARKING LINES LANDSCAPED AREA - SEE LANDSCAPE PLAN, 8 IF NO PLANTINGS, INSTALL TOPSOIL & SEED SITE LEGEND PROPERTY LINE PROPOSED CONCRETE CURB DRAWING NAME: PROPOSED SIDEWALK / CONCRETE PAD Site Plan NUMBER OF PARKING SPACES 27 PROPOSED SIGN PROPOSED STANDARD DUTY ASPHALT PAVEMENT Date: 07/20/26 Drawn By: C. Wood PROPOSED LIGHT POLE Scale: As Noted DRAWING NO. SITE PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-103 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1051 of 1174

12" #3 DOWEL @ 24" O.C., LOCATE AT MID-POINT OF DEPTH OF SIDEWALK, EMBED 4" FINISH GRADE 1" BELOW TOP OF CURB IN ALL LAWN 6" INTO CURB 6" AREAS. TOP OF SOD TO BE FLUSH WITH TOP OF CURB AS SHOWN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor 1" 5" 1" 5" to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 1" RADIUS SIDEWALK, SEE DETAIL 1" RADIUS All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 SOD Greensboro PAVING AS PAVING AS SEE PAVEMENT WIDTH VARIES SEE SITE PLAN 6" 6" SPECIFIED SPECIFIED 4" LAYER TOPSOIL TRAFFIC REFLECTIVE PLAN SIDEWALK SUBBASE STOP SIGN - 2'-0" 1'-6" 1'-6" WHITE PAINT 6" CONCRETE SLAB (MIN. 4000 PSI) 1'-0" 1'-0" TACK COAT PRIOR TO M.U.T.C.D. SIGN TACK COAT PRIOR TO CONTROL JOINTS @ 10' O.C. BOTH WAYS. SEAL PAVING NO. R1-1 ALL JOINTS WITH ASPHALT CEMENT, NYSDOT PAVING SPECIFICATIONS 702-0700 4'-0" 3,500 PS1 CONCRETE 3,500 PS1 CONCRETE 1'-6" 2'-0" 6"x6" 10/10 WELDED WIRE FABRIC CENTER LINE TWO LANE PAVEMENT PAVEMENT ELEVATION & PAVEMENT ELEVATION & DIMENSION STOP BAR (3" BELOW TOP OF SLAB) DIMENSION REFER TO THIS POINT REFER TO THIS POINT STOP X X X X X X X Utica 8'-0" MIN 6" STONE MATERIAL UNDER CURB MIN 6" STONE MATERIAL UNDER CURB 8" SUBBASE COURSE TYPE 2 (N.Y.S.D.O.T. ITEM 304.12) TYPE 2 (N.Y.S.D.O.T. ITEM 304.12) MATERIAL, TYPE 1 FACE OF CURB OR (NYSDOT ITEM 304.11) EDGE OF PAVEMENT, ABUTTING SIDEWALK ABUTTING LANDSCAPE/GRASS SEE PLAN GRADED AND COMPACTED PAVEMENT SUBGRADE Buffalo NOTES: 51/2" 1'-8" (TYP) NOTE: CONCRETE PAVEMENT MATERIAL SHALL CONFORM TO NYSDOT 1. CONTROL JOINTS TO BE 2" DEEP AT 15'-0" O.C. - SEE SPECIFICATIONS FOR FURTHER JOINT REQUIREMENTS NYSDOT 702-0700. 8'-5" STANDARD SPECIFICATION 501 AND CONSTRUCTION METHODS 2. WHERE THE CURB DROPS (IS FLUSH WITH ASPHALT) THE DEPTH OF CURB BELOW GRADE SHALL BE INCREASED TO 1'-6" AND CENTERED IN LANE SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 502-3. OTHER DIMENSIONS ADJUSTED ACCORDINGLY. SEE PLAN EXTERIOR CONCRETE TYPE "A" CONCRETE CURB - 1 STOP BAR DETAIL - 3 SLAB-ON-GRADE SECTION - 9 NOT TO SCALE NOT TO SCALE NOT TO SCALE PAVEMENT WIDTH VARIES SEE SITE PLAN 1" ASPHALT TOP COURSE, TYPE 7 2'-0" (N.Y.S.D.O.T. ITEM 403.18) TYP. NOTE:CROSS SLOPE WITHIN 3" ASPHALT BINDER COURSE, TYPE 3 NEW CONCRETE (MIN. 3,500 PSI) NYSDOT R.O.W. IS 1.5% MAX. TYP. (N.Y.S.D.O.T. ITEM 403.13) EXPANSION JOINT SIDEWALK - 4" MIN. THK. 2'-0" 1/2 " RECESS DRIVEWAY - 6" MIN THK. W/W.W.F.6X6/10X10 B A 5'-0" 10" SUBBASE COURSE MATERIAL, TYPE 1 1'R SLOPE (N.Y.S.D.O.T. ITEM 304.02) EXISTING SIDEWALK GRASS AREA 4'-0" 1/4 "/FT. CURB 50% - 65% of 3'R base dia. CURB 1:1 West Seneca Exchange PAVEMENT EXPANSION JOINT 2 TACTILE WARNING 1:12 1/2 " RECESS 5'-0" 4'-0" FIELD, COLOR TO A 1'-0" CONTRAST WITH RAMP 1:12 NONWOVEN GEOTEXTILE TYP. 5'-0 B FABRIC MIRAFI 600X OR FORM SUBBASE STONE SUBBASE MATERIAL MATERIAL "M Slade Ave, Ridge Rd & Orchard Park Rd 0.9" IN. 0.2" APPROVED EQUAL CROSS SECTION TYPE 2 (N.Y.S.D.O.T. ITEM 304.12) MIN. 4" THK (SIDEWALK) MIN. 6" THK (DRIVEWAY) DOME SECTION GRADED AND COMPACTED PAVEMENT SUBGRADE PAINTED TRAFFIC ARROWS - 4 NOTES: TO BE FLUSH WITH EDGE OF PAVEMENT NOT TO SCALE 1. CONTROL JOINTS TO BE AT 5'-0" O.C., BOTH WAYS WHERE APPLICABLE. SEE SPECIFICATIONS FOR FURTHER JOINT NOTE: CONSTRUCTION METHODS FOR ASPHALT PAVEMENT SHALL REQUIREMENTS NYSDOT 702-0700. 2.35" 1" CURB CONFORM TO NYSDOT STANDARD SPECIFICATION 401-3, WITH typ. HIGHWAY dome (typ.) PAVEMENT RAMP SUBBASE CONSTRUCTION METHODS CONFORMING TO NYSDOT SIDEWALK 2.35" 5' MIN. 2. CONCRETE SIDEWALK AND DRIVEWAY MATERIAL SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 501 AND STANDARD SPECIFICATION 304-3. CONSTRUCTION METHODS SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 608-3. 6" CONCRETE (MIN. 3500 PSI) W/6X6 2' 3. SUBBASE GRADE SHALL FOLLOW THE PROPOSED GRADE OF THE SIDEWALK AND SLOPE AWAY FROM BUILDING WHERE 10/10 WWM 4" STONE SUBBASE HEAVY DUTY ASPHALT SECTION - 2 West Seneca New York APPLICABLE, PROVIDE CONTINUOUS STONE PATH TO CURB UNDERDRAIN WHERE PROVIDED. SECTION A-A WHITE PAVEMENT typ. NOT TO SCALE PAINT 1" 4. FULL DEPTH EXPANSION JOINTS SHALL BE INSTALLED EVERY 20' O.C., BOTHWAYS WHERE APPLICABLE. SEE DOME SPACING 1:12 5'-0" MIN. 1:12 © CARMINA WOOD DESIGN SPECIFICATIONS FOR FURTHER JOINT REQUIREMENTS NYSDOT 702-0700. PAVEMENT SURFACE SIDE SLOPE RAMP SIDE SLOPE NOTE: TACTILE WARNING FIXTURE FURNISHED, 5. SEE CURB DETAIL FOR DOWLING REQUIREMENTS WHERE ABUTTING CURB. DEVICES SHALL BE PER ICC/ANSI 24" INSTALLED AND WIRED BY ELECTRICAL A117.1-1998, SECTION 705.3.1.2 CURB 12" CONTRACTOR. 6. INSTALL 6" LONG #3 DOWELS @ 12" O.C. WHERE SIDEWALK ABUTS A BUILDING WALL AT AN ENTRANCE, THICKEN SIDEWALK OR CURRENT UPDATE SECTION B-B TO 6" AT BUILDING WALL AND INSTALL DOWEL CENTERED IN THE 6" DEPTH. DOWELS AND THICKENING OF SIDEWALK SHALL EXTEND 18" EITHER SIDE OF ENTRANCE. 4" WHITE 7. INSTALL 1/2" PREMOLDED EXPANSION JOINT WITH BACKER ROD & SEALANT WHERE SIDEWALK ABUTS BUILDING OR OTHER SIDEWALK CURB RAMP - 7 PAVEMENT NOT TO SCALE STRUCTURE. ELECTRICAL CONTRACTOR FURNISHED POLE STRIPE 4"x6" GASKET HAND HOLE 25' HEIGHT UNLESS OTHERWISE NOTED ELECT. CONTRACTOR TO CONNECT OR CADWELD GROUND WIRE TO FURNISHED AND INSTALL IN-LINE BALLAST FUSES IN BUSSMANN CONCRETE SIDEWALK - 6 "TRON" WEATHERPROOF FUSE NOT TO SCALE 1"x45° CHAMFER HOLDERS #HEB-AD WITH #KTK ROUND FORMED CONCRETE BASE 24" DIAMETER FUSES (SIZE AS REQUIRED) 4 - 40"x1"Ø ANCHOR BOLTS CROSSWALK STRIPING - 8 Date NOT TO SCALE #3 REINFORCING TIES 12" ON CENTER SEE NOTE FINISHED GRADE #6 BARE GROUND WIRE CADWELD CONNECTION 3'-0" MIN. (BOTH ENDS) 6'-0" MIN. AND DOWN 3/4 "x10" COPPER WELD TO SOLID BEARING GROUND ROD (LIGHTING PROTECTION) CARLON PLASTIC CONDUIT No. Description 3" COVER GALVANIZED STEEL TO CARLON CONDUIT CONNECTOR REVISIONS: GALVANIZED CONDUIT "ELL" 4 - #8 VERTICAL REINF. BARS ALL CONCRETE WORK AND REINFORCING SHALL BE 24" DIA. BY SITE CONTRACTOR CONCRETE BASE NOTES: 1. FOR LOCATIONS OF FOUNDATIONS SEE SITE PLAN 2. FOR LIGHT FIXTURE ORDERING INFORMATION SEE SITE LIGHTING PLAN 3. LIGHT POLE BASE EXPOSURE ABOVE GRADE SHALL BE: IN CURBED ISLANDS: 6" ABOVE TOP OF CURB ELEVATION IN PAVEMENT: 3' ABOVE GRADE IN NON-CURBED GRASS AREAS: 6" ABOVE GRADE Sealed 07/20/2026 LIGHT POLE FOUNDATION - 5 NOT TO SCALE DRAWING NAME: Site Details Date: 07/20/26 Drawn By: C. Wood Scale: As Noted DRAWING NO. C-104 Project No: 24-4113 Page 1052 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-202) Greensboro (DESIGNED BY OTHERS) S ) HER (SHEET C-201) Y OT (PLA ) NS B 02 (C-2 (SHEET C-203) Utica LINE LINE SHEET LOCATION MAP CH CH MAT Buffalo MAT SCALE: N.T.S. ST OP O P ST 618 617 FUT 617 617 URE 618 1 80,3 -STOR 618 619 619 P 00 S Y RE 617 62 O 0 ST .F. TAIL 620 WV 620 DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN DN 614 ON THIS PLAN SET ARE CONSIDERED West Seneca Exchange 0 62 TO BE CONCEPTUAL ONLY. 620 615 620 WV Slade Ave, Ridge Rd & Orchard Park Rd 616 0 62 619 WHO PROPO 88 LE SED 158 SALE R -BW 17+ -BW 76 ,000 ETA -BW 76 -BW 76 620 STOP SF IL 76 STOP 617 620 619 MATCH LINE (C-202) 00 618 618 618 17+ NOTE: IO MATCH LINE (C-201) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY PAT West Seneca New York FUT 8 61 UR OTHERS. REFER TO OFFSITE PLANS BY OTHERS 130 E RETA ST STOP 9,10 'x70' IL STOP 618 617 FU 0 SF RES TURE D STOP TAU RIVE © CARMINA WOOD DESIGN 23+56 N +26 IO UT RAN -TH WV 620 CA ST 00 IO T 4, RU 620 CA PAT 963 UT IO 0018 16+ SF N STOP N IO UT CA STOP CA 18+ UT IO 619 N STOP 23+ ST 618 STOP 617 619 620 STOP 0 0 619 619 ST CA 617 UT FU ST ST IO N 620 2,50 TURE 22+ 00 N IO UT 0 00 CA BAN G.S.F. STOP ST FU 620 WV ST RES TURE D 617 15+ 618 K N IO UT TAU RIV 00 CA RAN E-TH 619 10+ T 2, RU 620 619 21+ 17+ 62 WV 620 ST 0 380 STOP 00 7 00 STOP WV 61 SF CA ST UT IO N STOP 620 617 619 STOP 11+0 ST CA 620 UT STOP 20+ IO STOP 0 00 N 620 STOP 00 617 + N IO 14 UT ST CA FU REST TURE D 619 619 620 STOP 618 12+0 ST AUR RIVE STOP 00 0 ANT -THR , 2,3 U 19+ 13+00 16+ 617 7 616 61 00 S 00 CA F UT IO 620 N ST 619 N IO 0 62 STOP UT CA 617 18+ STOP STOP 00 62 STOP ST 0 STOP 615 Date 621 ST ST 0 62 CA 618 ST UT IO 617 620 N CA UT 0 17+0 IO 616 N 615 N 0 IO UT 0 CA 15+ N STOP IO 620 UT CA 616 61 9 STOP 621 STOP 9 61 STOP ST 16+ ST 0 616 ST 62 00 ST CA UT 0 62 IO N 618 616 STOP STOP ST 620 ST N IO 621 UT CA 617 622 15+ 61 621 623 PROPOSED STORMWATER 9 620 ST 00 624 00 ST ST 625 622 MANAGEMENT AREA 14+ 626 ST 62 28 7 6 ST 623 ST 617 624 ST 14+ 625 00 62 618 5 626 ST ONLY 62 FU 7 No. Description ONLY STOP STOP STOP STOP 2,92 TURE 5 62 STOP 6 RET G.S.F. STOP STOP STOP 13+ 624 62 62 STOP 617 62 5 3 626 STOP 00 2 AIL 00 62 REVISIONS: 1 13+ 625 ST 62 STOP 0 ST 61 ST 9 ST STOP 61 ST 8 STOP ST ST 12+ 618 STOP 00 STOP STOP ST ST STOP ST ST ST 11+ ST FU RES TURE D 00 ST TAU RIV STOP ST 12+00 FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL ST ST ST ST RAN E-TH T 2, RU MAT STOP ST ST 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 110'x200' 10 LINE ST 22,000 SF MAT ST 22,000 SF 22,000 SF NOTE: STOP +0 (PLA 22,000 SF ST 0 CH FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (C-2 YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 03) THE ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' RS) ST 11+00 SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE ST 10,000 SF 10,000 SF 7,980 SF ST ST ST ST ST ST STOP ST ST ST ST STOP Sealed 07/20/2026 ST ST ST ST ST ST ST ST STOP 10+00 (C-2 ) 01 03) (C-2 LINE GRADING PLAN LINE PROPOSED GRADING LEGEND CH CH MAT 101 MAT PROPOSED CONTOUR SCALE: 1"=100' PROPOSED SPOT ELEVATION 100.80 DRAWING NAME: TC 100.50 Grading Plan PROPOSED TOP/BOTTOM OF CURB ELEV. BC 100.00 Overall PROPOSED CATCH BASIN CB PAVEMENT/GROUND SLOPE Date: 07/20/26 YD Drawn By: C. Wood PROPOSED YARD DRAIN Scale: As Noted DRAWING NO. PROPOSED MANHOLE MH NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS,C-200 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. Project No: 24-4113 100' Page 1053 of 1174

BC 615.99 1.1% MATCHLINE (C-202) 00 17+ MATCHLINE (C-201) CB 10 IO ST RIM 614.73 PAT FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 615 URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-202) Greensboro 614.95 ST 130 RETA 615.39 TOP CB 11 (DESIGNED 5 61 S RIM 614.85 9,10 'x70' IL STOP BY OTHERS) ST FU TC 615.25 TC 617.24 CURRENT RES TURE D BC 614.75 TC 615.64 0 SF BC 616.74 STOP 0. 9% SHEET TAU RIVE BC 615.14 ST MATCH EX. RAN -TH 23+56 CB 12 IO T 4, RU CB 9 ST RIM 614.76 PAT 963 26 RIM 613.85 TC 617.28 (SHEET C-203) SF CB 13 ST 18+ Utica 2.0% 00 STOP 616 BC 616.78 617 614.96 16+ RIM 614.75 MATCH EX. ST TC 616.86 STOP SHEET LOCATION MAP 0 614.30 23+ STOP BC 616.36 0 ST 00 18+ STOP 615 614 STOP Buffalo ST TC 616.62 MAT TC 616.55 ST CBC HLIN616.05 TC 616.83 SCALE: N.T.S. TC 614.33 TC 615.20 BC 616.12 ST 614 BC 613.83 BC 614.70 1.0% E BC 616.33 ST 616.73 ST ST 616 615 0.7% 1. 3% GV ST FU ST CB 7 22+ ST 00 2,50 TURE 616 616 ST 616 RIM 612.85 ST ST CB 16 0 G. ST ST LOW POINT: RIM 615.73 TC 616.44 613 STOP ST 2.0% FU BAN S.F. 613.53 613.30 CB 8 BC 615.94 RES TURE D 0 MATCH EX. ST HIGH POINT: ST RIM 613.85 K 0 ST 15+ 616.56 613 TC 616.66 616.40 TC 616.19 TAU RIV 6 616 CB 14 3 61 RAN E-TH 61 ST 2.0% BC 616.16 21+ 0.7% RIM 615.20 BC 615.69 ST CB 17 616.87 TC 616.66 T 2, RU 00 00 ST RIM 615.73 380 STOP 613 TC 613.51 ST 616.84 17 + 617 BC 616.16 STOP 0.7% TC 616.19 SF BC 613.01 615 2.0% 10+ CB 6 ST BC 615.69 00 ST RIM 612.85 TC 615.66 STOP 615.94 ST 616 613 61 BC 615.16 STOP ST 615 TC 613.49 6 ST 616.00 615.51 MATCH EX. BC 612.99 STOP ST 20+ TC 615.20 617.04 0.5% TC 615.79 CB 5 STOP CB 15 00 BC 614.70 11+0 BC 615.29 RIM 613.91 STOP ST 615.51 615.75 West Seneca Exchange RIM 615.20 TC 615.66 ST 0 CB 1 2.0% 61 614 ST ST RIM 615.34 5 TC 614.00 0 BC 615.16 614.62 +0 FU 1.0% CB 18 14614.16 RES TURE D STOP BC 613.50 TC 615.51 615 ST TC 616.68 RIM 614.38 ST 616 0.7% 615.00 TAU RIV BC 615.01 STOP TC 615.50 ST BC 616.18 614 TC 615.20 615 5 RAN E-TH 161 Slade Ave, Ridge Rd & Orchard Park Rd 9+0 BC 615.00 % T, 2 RU 615.24 BC 614.70 2.1% 0.7 TC 614.18 0 TC 615.91 614 12+0 CB 2 CB 38 00 616 ,300 0 615 ST BC 613.68 TC 615.51 BC 615.41 16+ RIM 614.45 RIM 615.03 SF 4.9% ST TC 615.50 TC 614.40 BC 615.01 LOW POINT: 6165 TC 615.68 0 15 BC 615.00 BC 613.90 13+0 TC 614.96 615 614.59 BC 615.18 TC 615.94 BC 614.46 CB 37 ST 613 1.1% BC STO P 1:4.0 615.44 614.70 RIM 615.03 614 615 615 614 615 1.1% ORCHARD PARK ROAD IMPROVEMENTS SHOWN ST CB 4 TC 614.95 614.80 18+ 2.0% CB 19 00 TC 615.20 STOP DESIGNED BY OTHERS. REFER TO OFFSITE RIM 613.70 ST HIGH POINT: ST STOP BC 614.45 615 PLANS BY OTHERS STOP RIM 614.38 613 615.80 BC 614.70 STOP ST ST CB 36 TC 615.05 615 TC 614.72 ST 0 RIM 614.04 1:4. BC 614.22 ST 614.25 BC 614.55 616 TC 614.69 1:3 ST ST BC 614.19 West Seneca New York 2.0% .0 CB 3 ST CB 35 604 612 614 ST 1.0% ST 616.19 17+0 616 608 RIM 614.25 605 ST RIM 614.04 0 608 607 606 615 © CARMINA WOOD DESIGN TC 616.00 609 STOP 611 00 608.00 ST 1.4% 15+ TC 615.10 607.80 608.00 BC 615.50 TC 614.70 615 ST ST 610 BC 614.60 ST 605 TC 615.10 BC 614.20 604 TC 615.20 STOP BC 614.60 1:3.0 610 1.1% STOP 2.0 606 BC 614.70 611 ST % 615 STOP ST ST 07 ST ST 608 6 ST 612 TC 615.49 609 ST 607.80 CB 21 BC 614.99 ST 0 1:3. ST TC 615.49 608.00 ST ST RIM 614.22 613 ST 1:6. STOP 615 STOP 615.68 BC 614.99 7 607.80 614.88 ST 60 7 608 ST 614 ST 2.0% ST ST ST PROPOSED STORMWATER 615 1:3. ST 608.00 607.80 606 0 ST 604 613 ST 608 MANAGEMENT AREA 601.80 ST ST 1:3. 6 ST 00 HIGH POINT: 605 1.1% 607 60 1.0% 14+ 615.23 605 0 04 ST ST 6 7 2.0% ST 1:4.0 608.00 1:6. ST 615 BOTTOM OF 604 605 ST 608 Date ST 1:3.0 ST BASIN (TYP.) 607.80 607 ST ST 606 603 614 ST 602 ST ST CB 34 607 1:6.7 RIM 614.04 ST 606 605 604 603 602 614.25 ST STOP STOP 614.71 1:4.0 STOP STOP TC 614.88 614 STOP STOP ST STOP STOP BC 614.38 ST STOP 613 1.1% 2.8% CB 33 615 RIM 614.04 No. Description 00 ST 608 13+ 609 STOP 613 614 614 613 612 611 610 REVISIONS: TC 614.86 ST ST 40' WIDE STOP ST ST ST BC 614.36 SPILLWAY 612.36 ST ST ST ST EL. 613.50 BERM ST ST STOP ST ST STOP 5 10' WIDE ST 61 STOP ST ST CB 32 614.50 ST RIM 615.14 ST ST TOP OF ST ST BASIN (TYP.) ST TC 615.63 ST 1) 616 BC 615.13 TC 615.64 0 ST 1.1% (C-2 BC 615.14 ST 617 616 STOP FUTURE RETAIL INE ST ST ST ST FUTURE RETAIL ST CB 31 ST ST ST ST FUTURE RETAIL ST ST STOP ST ST CHL 12+00 ST RIM 615.64 FUTURE RETAIL ST ST ST ST ST ST ST 03) 110'x200' Sealed 07/20/2026 110'x200' MAT 616.00 110'x200' (C-2 22,000 SF 110'x200' HIGH POINT: 615.87 ST 22,000 SF 616 INE 22,000 SF 22,000 SF CHL TC 615.80 1.0% BC 615.30 ST TC 615.74 MAT BC 615.24 ST CB 29 FUTURE PROPOSED GRADING LEGEND ST TC 615.19 BC 614.69 RIM 614.96 RESTAURANT FUTURE RETAIL PROPOSED CONTOUR FUTURE RETA101 IL TC 615.46 100'x100' 615 ST ST ST CB 30 RIM 614.71 615.17 BC 614.96 100'x100' 100'x100' 100.80 ST PROPOSED SPOT ELEVATION 616 10,000 SF 615 11+00 10,000 SFTC 100.50 ST 10,000 SF 615 ST ST TC 614.76 PROPOSED TOP/BOTTOM OF CURB ELEV. DRAWING NAME: ST ST BC 614.26 BC 100.00 1.0% TC 615.00 ST ST ST ST ST ST ST ST 2.0% BC 614.50 STOP STOP PROPOSED CATCH BASIN Grading Plan CB ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST 614.23 CB 27 ST ST CB 28ST ST ST ST ST ST ST ST ST PAVEMENT/GROUND SLOPE RIM S614.02 ST 614 RIM 613.79 T ST ST ST ST ST ST ST ST ST ST ST TC 614.26 YD TC 614.49 PROPOSED YARD DRAIN BC 613.76 614.35 BC 613.99 GV Date: 07/20/26 614 PROPOSED MANHOLE MH Drawn By: C. Wood MATCH OFFSITE Scale: As Noted SLADE DRIVE IMPROVEMENTS SHOWN MATCH OFFSITE 10+00 IMPROVEMENT PLANS, DESIGNED BY OTHERS. REFER TO OFFSITE ELEV. = 614.09 IMPROVEMENT PLANS, DRAWING NO. PLANS BY OTHERS ELEV. = 613.43 GRADING PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-201 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1054 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. CURRENT All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SHEET (DESIGNED BY OTHERS) (SHEET C-201) (SHEET C-203) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST 618 617 West Seneca Exchange FUT 617 TC 614.9± BC 614.4± URE Slade Ave, Ridge Rd & Orchard Park Rd 618 MATCH EX. 1 80,3 -STOR 619 00 S Y RE P O ST .F. TAIL 620 DN TC 614.7± BC 614.2± MATCH EX. West Seneca New York TC 614.6± TC 614.9± 614 BC 614.1± MATCH EX. BC 614.4± © CARMINA WOOD DESIGN MATCH EX. 0 62 TC 615.1± BC 614.6± TC 615.2± MATCH EX. BC 614.8± MATCH EX. TC 614.9± BC 614.4± TC 615.9± MATCH EX. BC 615.4± TC 615.9± MATCH EX. TC 615.8± 615 BC 615.4± BC 615.3± MATCH EX. MATCH EX. TC 615.9± WV BC 615.4± TC 616.0± MATCH EX. BC 615.5± TC 616.2± BC 615.7± MATCH EX. CB 42 MATCH EX. RIM 614.52 TC 616.2± 616 Date BC 615.7± MATCH EX. 619 TC 616.83 TC 616.4± CB 41 BC 616.33 BC 615.9± RIM 614.26 MATCH EX. MATCH EX. S) TC 616.4± W HER 88 -B -BW BC 615.9± 76 17+ TC 617.01 -BW Y OT MATCH EX. TC 616.5± 76 BC 616.51 -BW 76 STOP No. Description TC 616.37 616.11 MATCH EX. BC 616.0± ) 76 STOP NS B -202 617 BC 615.87 MATCH EX. TC 616.7± 616 CB 39 REVISIONS: BC 616.2± RIM 614.35 (PLA E (C 2.0% MATCH EX. IN 619 INE TC 616.49 CHL 616 BC 615.99 CHL 1.1% MAT 618 618 MAT 618 MATCHLINE (C-202) 00 17+ MATCHLINE (C-201) CB 10 IO ST RIM 614.73 PAT FUT 8 61 615 614.95 URE ST 130 RETA 615.39 CB 11 615 STOP RIM 614.85 9,10 'x70' IL STOP 618 617 Sealed 07/20/2026 ST FU TC 615.25 TC 617.24 RESTTURE D BC 614.75 TC 615.64 0 SF BC 616.74 STOP 0.9% BC 615.14 AUR RIVE- ST MATCH EX. WV ANT THR 23+56 CB 12 IO CB 9 ST 4,96 U CA RIM 614.76 PAT RIM 613.85 26 UT TC 617.28 3 SF IO ST CB 13 18+ N 2.0% 0 STOP 616 BC 616.78 617 0 614.96 16+ RIM 614.75 MATCH EX. N IO UT ST TC 616.86 PROPOSED GRADING LEGEND CA STOP 00 614.30 619 STOP 23+ ST BC 616.36 0 18+ 0 618 STOP 617 101 615 PROPOSED CONTOUR 614 STOP TC 616.62 ST TC 616.55 ST TC 614.33 TC 615.20 BC 616.12 ST BC 616.05 TC 616.83 614 BC 613.83 BC 614.70 1.0% BC 616.33 PROPOSED SPOT ELEVATION 100.80 ST 616.73 ST ST CA 615 0.7% 616 617 1.3% UT ST FUT TC 100.50 IO ST 22+ N ST CB 7 0 0 616 PROPOSED TOP/BOTTOM OF CURB ELEV. DRAWING NAME: 616 2,50 URE 616 RIM 612.85 ST BC 100.00 ST CB 16 N ST IO Grading Plan UT 0 G. ST ST CA LOW POINT: RIM 615.73 TC 616.44 613 ST STOP 2.0% FUT BAN S.F. 613.53 613.30 CB 8 BC 615.94 RES URE D PROPOSED CATCH BASIN CB 617 00 ST 618 ST HIGH POINT: K RIM 613.85 ST 15+ 613 TC 616.66 616.40 TC 616.19 TAU RIV 6 616 CB 14 3 61 RAN E-TH 61 ST 2.0% BC 616.16 21+ 0.7% RIM 615.20 BC 615.69 ST CB 17 PAVEMENT/GROUND SLOPE T 2, RU WV 00 0 ST 0 RIM 615.73 380 STOP 613 TC 613.51 ST 616.84 17+ 17 STOP 0.7% TC 616.19 SF 6 BC 613.01 615 YD 2.0% CB 6 ST BC 615.69 ST PROPOSED YARD DRAIN RIM 612.85 TC 615.66 STOP 615.94 ST Date: 07/20/26 613 61 BC 615.16 617 MH STOP TC 613.49 ST 6 ST PROPOSED MANHOLE Drawn By: C. Wood STOP 20+ 615.51 TC 615.20 Scale: As Noted BC 612.99 ST TC 615.79 CB 5 STOP CB 15 00 BC 614.70 DRAWING NO. BC 615.29 RIM 613.91 STOP ST RIM 615.20 TC 615.66 615.51 615.75 617 ST 2.0% 61 GRADING PLAN 614 ST ST BC 615.16 C-202 5 TC 614.00 0 614.62 +0 FU 1.0% CB 18 NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, 14614.16 RES TURE D STOP BC 613.50 TC 615.51 615 ST RIM 614.38 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. ST 615.00 TAU RIV BC 615.01 STOP TC 615.50 ST 614 TC 615.20 615 5 % RAN E-TH 161 9+0 BC 615.00 SCALE: 1"=40' 40 0 40 80Ft. T, 2 RU 615.24 BC 614.70 2.1% 0.7 TC 614.18 0 TC 615.91 614 12+0 CB 2 CB 38 617 40' 0 ,300 615 616 7 0 Project No: 24-4113 0 61 ST BC 613.68 TC 615.51 BC 615.41 16+ RIM 614.45 RIM 615.03 SF 4.9% ST TC 615.50 TC 614.40 BC 615.01 LOW POINT: 6165 TC 615.68 0 15 BC 615.00 BC 613.90 13+0 TC 614.96 615 614.59 BC 615.18 Page 1055 of 1174 BC 614.46 CB 37 ST

617 619 STOP ST CA 615.51 620 UT 20+ TC 615.20 IO 00 N 615.51 BC 614.70 MAT 617 615.75 CHL N ST IO UT INE CA 614 MAT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor (C-2 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 1.0% CB 18 619 CHL 620 619 615 02) 618 (SHEET C-202) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 RIM 614.38 INE ST Greensboro STOP TC 615.20 615 615 TC 615.50 (C-2 615.24 BC 614.70 19+ (DESIGNED 00 BC 615.00 TC 615.91 01) MAT CHL 617 00 5 616 BY OTHERS) 7 6 1 TC 615.51 BC 615.41 INE 61 16+ MAT CA 4.9% 6165 TC 615.68 (BY UT BC 615.01 LOW POINT: CHL IO 15 620 OTH N (SHEET C-201) 615 BC 615.18 614.59 INE ERS 619 CB 37 (C-2 N 1.1% ) IO UT 1:4.0 RIM 615.03 614 03) CA 615 1.1% 18+ 617 TC 614.95 CURRENT SHEET CB 19 614.80 00 Utica 615 HIGH POINT: TC 615.20 BC 614.45 RIM 614.38 615.80 BC 614.70 613 615 TC 615.05 0 SHEET LOCATION MAP 1:4. BC 614.55 616 TC 614.69 0 614.25 1:3 62 BC 614.19 CB 20 CA OFFSITE IMPROVEMENTS SHOWN DESIGNED BY 2.0% 618 .0 UT 612 614 Buffalo IO CB 35 6 04 1.0% RIM 614.22 617 620 N CA 616.19 17+0 OTHERS. REFER TO OFFSITE PLANS BY OTHERS 616 608 UT 605 IO RIM 614.04 0 616 N SCALE: N.T.S. 60 615 N 608 IO 7 606 615 UT CA TC 616.00 609 611 N IO 608.00 1.4% UT LOW POINT: CA TC 615.10 607.80 608.00 BC 615.50 TC 614.70 616 614.55 610 BC 614.60 605 BC 614.20 61 604 TC 615.20 9 1:3.0 2.0 610 606 9 61 BC 614.70 611 % 615 16+ 00 607 TC 615.94 0 616 62 608 BC 615.44 612 609 615 615 CA 607.80 CB 21 UT 0 0 62 IO 1:3. N 608.00 618 1:6. RIM 614.22 616 2.0% 1.0% 620 7 614.88 N 607.80 IO 621 607 608 UT TC 615.95 CA 622 TC 616.89 617 BC 615.45 15+ 61 621 623 PROPOSED STORMWATER 00 BC 616.39 TC 616.79 1:3. 0 9 620 607.80 1:4. 624 608.00 BC 616.29 606 0 625 616 604 616 622 608 MANAGEMENT AREA 601.80 626 HIGH POINT: 1:3. 6 605 1.1% 607 60 616.75 CB 23 605 0 0 6 623 7 RIM 615.50 2.0% 608.00 616.14 1:6. BOTTOM OF 4 604 605 608 TC 615.99 1:3.0 BASIN (TYP.) CB 22 West Seneca Exchange 617 624 607.80 14+ 607 606 603 RIM 615.96 0 BC 615.49 0 625 602 62 618 5 607 1.0% 626 1:6.7 617 606 605 604 603 614 602 614 62 FUT TC 616.88 7 616 614 Slade Ave, Ridge Rd & Orchard Park Rd TC 617.24 2 613 ,92 URE BC 616.38 1:4.0 608.00 LOW POINT: BC 616.74 5 G. 62 616 13+ 615.55 6 00 RET S.F. STOP 615 62 624 625 617 62 3 2 626 2.8% AIL 1.3% 62 616 614 ST 1 TC 617.85 616 616 625 62 608 ST 614 613 612 611 610 609 0 613 614 STCB 24 613 TC 616.09 BC 617.35 61 40' WIDE ST BC 615.59 9 ST RIM 615.51 1:4. ST SPILLWAY 612.36 ST ST ST ST 615 61 EL. 613.50 12+ ERM 0 8 ST TC 618.39 ST ST ST 0 0 618 1.5% B ST 616 BC 617.89 West Seneca New York 10' WIDE ST ST 617 STOP STOP ST ST ST ST ST 616 617 614.50 ST CB 25 TOP OF ST ST 617 ST © CARMINA WOOD DESIGN ST RIM 616.12 615 618 STOP ST BASIN (TYP.) ST ST ST 614 11+ 1.8% ST ST FU 00 MATCH OFFSITE 618 RES TURE D 613 ST IMPROVEMENT PLANS, TAU RIV ELEV. = 618.86 STOP ST ST ST RAN E-TH 618 MAT 618 ST ST T 2, RU 66118 CHL ST ST ST STOP ST ST ST ST 380 MAT ST 8 INE ST ST ST ST ST TC 617.91 ST SF BC 617.41 CHL (BY INE OTH 10 (C-2 ERS 0 ) ST STOP ST CB 26 +0 0 3) ST RIM 617.82 MATCH OFFSITE IMPROVEMENT PLANS, ST ST ELEV. = 617.93 ST ) -201 FUTURE RETAIL Date RESTAURANT FUTURE RETAIL E (C 100'x100' 100'x100' HLIN EX. OFFICE ST 10,000 SF C 10,000 SF ST MAT 03) 7,980 SF (C-2 ST ST STOP INE STOP ST No. Description CHL ST MAT ST REVISIONS: ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STOP SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS Sealed 07/20/2026 PROPOSED GRADING LEGEND PROPOSED CONTOUR 101 PROPOSED SPOT ELEVATION 100.80 PROPOSED TOP/BOTTOM OF CURB ELEV. TC 100.50 DRAWING NAME: BC 100.00 PROPOSED CATCH BASIN Grading Plan CB PAVEMENT/GROUND SLOPE PROPOSED YARD DRAIN YD Date: 07/20/26 PROPOSED MANHOLE MH Drawn By: C. Wood Scale: As Noted DRAWING NO. GRADING PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-203 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1056 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-302) Greensboro (DESIGNED BY OTHERS) ) S HER (SHEET C-301) Y OT (PLA ) NS B 02 (C-3 (SHEET C-303) Utica LINE LINE SHEET LOCATION MAP CH CH MAT Buffalo MAT SCALE: N.T.S. ST OP O P ST FUT URE 1 80,3 -STOR P ST O 00 S Y RE .F. TAIL WV DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN DN ON THIS PLAN SET ARE CONSIDERED West Seneca Exchange TO BE CONCEPTUAL ONLY. WV Slade Ave, Ridge Rd & Orchard Park Rd ST ST WHO PROPO LE SED 158 SALE R -BW -BW 76 ,000 ETA -BW 76 ST -BW 76 SF IL 76 ST ST MATCH LINE (C-302) ST ST NOTE: IO MATCH LINE (C-301) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY PAT West Seneca New York FUT UR OTHERS. REFER TO OFFSITE PLANS BY OTHERS 130 E RETA ST ST ST FU 9,10 'x70' IL RES TURE D 0 SF STOP TAU RIVE © CARMINA WOOD DESIGN N RAN -TH ST ST WV IO UT CA IO T 4, RU ST CA PAT 963 UT IO SF N N IO UT CA CA UT IO N ST ST ST ST ST CA ST UT GV FU ST ST IO N 2,50 TURE ST N IO UT 0 CA ST BAN G.S.F. FU ST ST WV ST K RES TURE D N UT IO TAU RIV CA ST ST RAN E-TH ST T 2, RU WV 380 STOP WV SF ST ST CA UT IO N STOP ST ST CA UT STOP IO ST N N IO UT ST CA FU REST TURE D STOP ST ST ST AUR RIVE ST ANT -THR , 2,3 U 00 S CA F UT IO N ST ST N ST IO UT ST CA ST GV STOP STOP STOP ST STOP ST Date 621 ST ST CA ST UT IO N CA UT IO N ST N IO UT CA N STOP IO UT CA ST STOP STOP STOP ST ST ST ST ST CA UT IO N STOP STOP ST ST N IO ST UT CA ST PROPOSED STORMWATER ST ST ST MANAGEMENT AREA GV ST ST ST ST ST ST ONLY ST FU ST No. Description ONLY STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP ST STOP AIL REVISIONS: ST STOP ST ST ST ST ST STOP ST STOP ST ST STOP STOP STOP ST ST ST STOP ST ST ST ST FU ST RES TURE D ST TAU RIV STOP ST FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL ST ST ST ST RAN E-TH T 2, RU MAT STOP ST ST 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 110'x200' LINE ST 22,000 SF MAT ST 22,000 SF 22,000 SF NOTE: STOP (PLA 22,000 SF ST CH ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (C-3 YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 03) THE ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' RS) ST SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE ST 10,000 SF 10,000 SF 7,980 SF ST ST ST ST ST ST ST STOP ST ST ST ST STOP Sealed 07/20/2026 ST ST ST ST ST ST ST ST STOP GV GV (C-3 ) 01 03) (C-3 LINE LINE CH CH MAT MAT DRAWING NAME: STORM DRAINAGE PLAN Storm Drainage Plan - Overall SCALE: 1"=100' Date: 07/20/26 Drawn By: C. Wood Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS,C-300 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. Project No: 24-4113 100' Page 1057 of 1174

ST ST MATCHLINE (C-302) 00 ST 17+ 33 LF 12" ST MATCHLINE (C-301) IO ST CB 10 HDPE @ ST PAT RIM 614.73 1.00% CB 11 FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. RIM 614.85 ST 183 LF 48" SW INV 612.73 URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-302) ST NE INV 612.40 Greensboro HDPE @ ST 130 RETA 0.50% SW INV 612.40 322 LF 24" (DESIGNED ST HDPE @ ST ST BY OTHERS) PROPOSED PIPE CROSSING: 49 LF 12" ST MH #2 9,10 'x70' IL 0.39% ST CURRENT FUT 10" SAN. INV=603.00 ST HDPE @ RIM 613.77 0 SF RES URE D ST ST 1.00% W INV 605.48 STOP SHEET 48" STORM INV=605.05 PROPOSED STORM DRAINAGE STRUCTURES TAU RIVE 45 LF 18" NE INV 605.48 ST AND ASSOCIATED PIPING ARE SHOWN FOR RAN -TH ST 23+56 IO T 4, RU HDPE @ INFORMATIONAL PURPOSES ONLY AND WILL ST ST 28 LF 24" CB 12 ST PAT 963 26 1.00% HDPE @ ST RIM 614.76 BE DESIGNED AS PART OF FUTURE (SHEET C-303) SF ST 18+ Utica 00 CB 9 1.02% 21 LF 12" NE INV 611.91 DEVELOPMENT PHASES 16+ RIM 613.85 ST HDPE @ NW INV 611.91 ST SW INV 611.35 SHEET LOCATION MAP 1.00% +00 23+ ST 00 ST ST18 ST PROPOSED PIPE CROSSING: ST CB 13 Buffalo ST ST 8" SAN. INV=603.13 RIM 614.75 MAT ST 24" STORM INV=608.20 CB 8 ST CHL SCALE: N.T.S. RIM 613.85 SE INV 611.70 ST INE SW INV 611.70 ST ST NW INV 608.37 ST ST ST ST ST CB 7 NE INV 610.90 ST ST FU ST RIM 612.85 SE INV 608.37 22+ ST ST 00 2,50 TURE PROPOSED PIPE CROSSING: ST ST SW INV 610.85 80 LF 18" 8" SAN. INV=603.15 ST ST ST ST ST CB 14 0 G. ST HDPE @ ST 48" STORM INV=605.56 RIM 615.20 ST 40 LF 24" FU ST BAN S.F. ST 1.00% RES TURE D S INV 609.50 HDPE @ 0 ST CB 16 ST ST K ST ST 0 ST ST NW INV 609.50 15+ CB 6 290 LF 12" 0.58% RIM 615.73 TAU RIV NT 2 E-TSTORM RAPROPOSED ST 00 ST 45 LF 12" ST ST ST HDPE @ RIM 612.85 HDPE @ 21+ 00 SE INV 609.73 HRU DRAINAGE STRUCTURES ST ST SHOWN,3W/ASSOCIATED PIPING TO BE STOP NW INV 609.17 ST 0.80% SW INV 610.00 80DURING ST 17 + 1.53% N INV 609.73 INSTALLED SF FUTURE PHASE OF WORK 10+ NE INV 610.16 ST ST ST ST 00 SE INV 609.17 ST 187 LF 48" CB 15 ST 21 LF 24" STOP ST ST HDPE @ RIM 615.20 ST HDPE @ ST 0.51% ST NE INV 609.38 21 LF 18" CB 17 ST CB 1 0.57% CB 5 STOP ST SE INV 609.38 20+ HDPE @ RIM 615.73 RIM 615.34 00 40 LF 24" ST PROPOSED STORM DRAINAGE STRUCTURES ST RIM 613.91 W INV 609.38 3.00% NE INV 610.63 11+0 S INV 612.84 AND ASSOCIATED PIPING ARE SHOWN FOR ST HDPE @ West Seneca Exchange 39 LF 12" ST 0 SW INV 611.91 ST INFORMATIONAL PURPOSES ONLY AND WILL ST 0.63% CB 38 ST HDPE @00 ST + BE DESIGNED AS PART OFFFUTURE UTU ST 14 1.00% RIM 615.03 STOP ST ST 137 LF 18" DEVELOPMENT PHASESR RE E INV 609.13 21 LF 18" ESTA CB 18 ST HDPE @ URA DRIVE-T ST CB 2 HDPE @ ST SW INV 611.81 ST PROPOSED PIPE CROSSING: RIM 614.38 Slade Ave, Ridge Rd & Orchard Park Rd ST RIM 614.45 1.00% NT, H 1 9 NW INV 609.13+00 0.52% 2,30 RU NW INV 608.34 ST 8" SAN. INV= 604.55 ST 12+0 00 16+ST PROPOSED PIPE CROSSING: 0 ST N INV 611.64 ST ST 0 SF 24" STORM INV=609.25 95 LF 24" ST 120 LF 18" CB 4 ST 10" SAN. INV=601.18 35 LF 18" W INV 611.64 305 LF 48" HDPE @ CB 19 HDPE @ RIM 613.70 ST CB 37 18" STORM INV=611.95 HDPE @ 13+00 ST MH #1 HDPE @ 0.73% RIM 615.03 RIM 614.38 PROPOSED PIPE CROSSING: N INV 610.54 ST 1.00% NE INV 612.02 SE INV 608.23 ST 1.00% ST 0.50% ST ST NE INV 611.52 RIM 612.93 CB 36 8" SAN. INV= 605.10 ST ST SW INV 606.43 ST 21 LF 12" NW INV 608.23 18" STORM INV=608.15 ORCHARD PARK ROAD IMPROVEMENTS SHOWN SE INV 610.54 RIM 614.04 ST CB 3 ST E INV 606.43 HDPE @ 18+ ST DESIGNED BY OTHERS. REFER TO OFFSITE ST SE INV 608.44 00 STOP ST 1.00% 48 LF 18" ST PLANS BY OTHERS RIM 614.25 STOP SW INV 608.44 STOP ST ST HDPE @ STOP E INV 611.29 ST 75 LF 18" ST ST 0.48% ST ST S INV 611.29 HDPE @ ST 48 LF 30" ST 1.01% ST ST HDPE @ West Seneca New York ST ST 0.64% ST ST ST END SECTION 17+0 33 LF 12" W/ RIPRAP PROPOSED PIPE CROSSING: 0 ST ST HDPE @ © CARMINA WOOD DESIGN END SECTION 3.70% STOP FOR 00 PROPOSED STORM DRAINAGE STRUCTURES 8" SAN. INV= 605.67 ST ST W/ RIPRAP 15+ ST AND ASSOCIATED PIPING ARE SHOWN 36" STORM INV=608.20 PROPOSED PIPE CROSSING: ST 21 LF 30" ST ST INFORMATIONAL PURPOSES ONLY AND WILL ST 8" SAN. INV= 606.18 ST BE DESIGNED AS PART OF FUTURE HDPE @ STOP ST 18" STORM INV=608.30 STOP ST DEVELOPMENT PHASES STOP 0.62% 47 LF 18" ST ST ST ST CB 35 ST ST HDPE @ RIM 614.04 ST ST 0.99% NE INV 608.31 ST ST ST ST ST SW INV 608.31 STOP STOP END SECTION END SECTION ST ST W/ RIPRAP W/ RIPRAP ST ST INV 607.95 ST ST ST ST PROPOSED STORMWATER ST ST MANAGEMENT AREA ST ST ST 00 14+ ST ST ST ST 21 LF 30" END SECTION ST Date ST ST ST HDPE @ W/ RIPRAP PROPOSED STORM DRAINAGE STRUCTURES ST 0.67% ST ST AND ASSOCIATED PIPING ARE SHOWN FOR ST ST INFORMATIONAL PURPOSES ONLY AND WILL ST ST BE DESIGNED AS PART OF FUTURE ST ST DEVELOPMENT PHASES STOP STOP ST STOP STOP CB 34 STOP STOP RIM 614.04 90 LF 30" ST STOP STOP CB 33 HDPE @ ST ST W INV 608.87 STOP RIM 614.04 SW INV 608.87 0.81% NE INV 608.73 No. Description T00 SE INV 608.73 ST 13S+ STOP REVISIONS: ST ST STOP ST ST ST ST ST ST ST ST 101 LF 24" ST ST CBSTOP HDPE @ ST 32 ST RIM 615.14 STOP 0.65% PROPOSED STORMSTOP DRAINAGE STRUCTURES ST ST ST ST W INV 609.52 AND ASSOCIATED PIPING ARE SHOWN FOR ST E INV 609.52 45 LF 24" ST ST INFORMATIONAL PURPOSES ONLY AND WILL ST HDPE @ BE DESIGNED AS PART OF FUTURE ST ST ST 0.57% DEVELOPMENT PHASES ) ST CB 31 -301 ST RIM 615.64 ST E (C W INV 609.78 STOP FUTURE RETAIL ST ST ST ST 12+00 ST FUTURE RETAIL ST E INV 609.78 ST ST ST ST FUTURE RETAIL ST IN ST STOP ST ST ST FUTURE RETAIL ST ST ST ST ST ST CHL ST 110'x200' Sealed 07/20/2026 ) 110'x200' -303 110'x200' MAT 22,000 SF 110'x200' ST 74 LF 24" ST E (C 22,000 SF 22,000 SF 22,000 SF HDPE @ 0.58% IN ST CHL ST CB 29 MAT RIM 614.96 CB 30 N INV 609.54 FUTURE ST RIM 614.71 ST ST PROPOSED STORM DRAINAGE STRUCTURES SHOWN W INV 610.21 S INV 608.53 ST RESTAURANT FUTURE RETAIL FUTURE RETAIL PROPOSED STORM DRAINAGE LEGEND W/PROPOSED STORM DRAINAGE STRUCTURES AND 100'x100' ST E INV 610.21 ST ST ASSOCIATED PIPING ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY AND WILL BE DESIGNED AS PART OF ST 100'x100' PROPOSED STORM PIPE 100'x100' ST ST FUTURE DEVELOPMENT PHASES 11+00 10,000 SF PROPOSED PERFORATED 10,0 ST 10,000 SF 00 SF ST ST PIPING TO BE INSTALLED DURING FUTURE PHASE OF WORK 33 LF 18" 92 LF 24" PROPOSED STORM DRAINAGE STRUCTURES AND STORM PIPE ST HDPE @ DRAWING NAME: ST ST HDPE @ ASSOCIATED PIPING ARE SHOWN FOR 3.06% ST INFORMATIONAL PURPOSES ONLY AND WILL BE PROPOSED CATCH BASIN ST 0.63% ST ST ST ST ST ST ST CB 27 STOP DESIGNED AS PART OF FUTURE DEVELOPMENT STOP Storm Drainage ST ST ST ST RIM 614.02 PHASES ST ST ST ST ST Plan ST ST ST ST N INV 611.11 PROPOSED MANHOLE 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 PROPOSED CLEANOUT ST ST CB: CATCH BASIN CB 28 MH: MANHOLE Date: 07/20/26 WQu: WATER QUALITY TREATMENT UNIT RIM 613.79 Drawn By: C. Wood SLADE DRIVE IMPROVEMENTS SHOWN S INV 610.79 33 LF 18" Scale: As Noted 10+00 DESIGNED BY OTHERS. REFER TO OFFSITE E INV 610.79 HDPE @ 0.97% DRAWING NO. PLANS BY OTHERS STORM DRAINAGE PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-301 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1058 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. CURRENT All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SHEET (DESIGNED BY OTHERS) (SHEET C-301) (SHEET C-303) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST West Seneca Exchange FUT URE Slade Ave, Ridge Rd & Orchard Park Rd 1 80,3 -STOR 00 S Y RE P O ST .F. TAIL DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN West Seneca New York PROPOSED PIPE CROSSING: 10" SAN. INV=604.50 42" STORM INV=606.58 ON THIS PLAN SET ARE CONSIDERED © CARMINA WOOD DESIGN TO BE CONCEPTUAL ONLY. WV CB 42 RIM 614.52 SW INV 611.34 Date ST ST ST CB 41 ST RIM 614.26 122 LF 18" NE INV 610.97 HDPE @ ST S) SW INV 610.97 W 0.30% HER NW INV 610.97 88 -B -BW 76 17+ -BW Y OT 76 ST CONNECT TO EXISTING 127 LF 18" ST -BW 76 HDPE @ No. Description MANHOLE WITH TIDEFLEX ST CB 39 ) 76 NS B -302 CHECK VALVE. CONNECT AT ST 0.30% RIM 614.35 EXISTING INVERT ELEVATION REVISIONS: NE INV 611.35 ST (PLA E (C ST 604.56±. ST IN PLUG EX. SW INV INE ST CHL CHL MAT ST ST MAT MATCHLINE (C-302) 00 ST 17+ 33 LF 12" ST MATCHLINE (C-301) IO ST CB 10 HDPE @ ST PAT 1.00% CB 11 RIM 614.73 RIM 614.85 FUT ST 183 LF 48" SW INV 612.73 HDPE @ ST NE INV 612.40 URE ST 130 RETA 0.50% ST SW INV 612.40 322 LF 24" HDPE @ ST ST 9,10 'x70' IL Sealed 07/20/2026 PROPOSED PIPE CROSSING: 49 LF 12" ST MH #2 0.39% ST FUT 10" SAN. INV=603.00 ST HDPE @ RIM 613.77 0 SF REST URE D ST ST 1.00% W INV 605.48 STOP 48" STORM INV=605.05 PROPOSED STORM DRAINAGE STRUCTURES AUR RIVE- 45 LF 18" ST NE INV 605.48 ST AND ASSOCIATED PIPING ARE SHOWN FOR WV ANT THR 23+56 IO HDPE @ INFORMATIONAL PURPOSES ONLY AND WILL ST ST 4,96 U 28 LF 24" CB 12 ST CA PAT 1.00% 26 UT BE DESIGNED AS PART OF FUTURE 3 SF IO HDPE @ ST RIM 614.76 ST 18+ N 0 CB 9 DEVELOPMENT PHASES 0 1.02% 21 LF 12" NE INV 611.91 16+ N RIM 613.85 IO ST HDPE @ NW INV 611.91 UT ST CA SW INV 611.35 1.00% +00 23+ ST 0 0 ST ST18 ST PROPOSED PIPE CROSSING: ST CB 13 ST PROPOSED STORM DRAINAGE LEGEND ST 8" SAN. INV=603.13 RIM 614.75 ST 24" STORM INV=608.20 CB 8 ST SE INV 611.70 ST PROPOSED STORM PIPE ST RIM 613.85 SW INV 611.70 ST ST NW INV 608.37 ST ST ST ST ST NE INV 610.90 CA CB 7 ST PROPOSED PERFORATED UT ST FUT IO ST SE INV 608.37 22+ STORM PIPE N RIM 612.85 ST ST PROPOSED PIPE CROSSING: ST 0 0 DRAWING NAME: 2,50 URE ST SW INV 610.85 80 LF 18" 8" SAN. INV=603.15 ST ST N ST ST CB 14 IO ST PROPOSED CATCH BASIN UT 0 G. Storm Drainage ST HDPE @ 48" STORM INV=605.56 ST CA ST RIM 615.20 40 LF 24" FUT ST BAN S.F. ST 1.00% S INV 609.50 HDPE @ RES URE D 00 ST CB 16 Plan ST ST K ST ST ST ST NW INV 609.50 PROPOSED MANHOLE 15+ CB 6 290 LF 12" 0.58% RIM 615.73 TAU RIV NT 2 E-TSTORM RAPROPOSED ST 00 T ST ST 45 LF 12" 17+ S ST HDPE @ RIM 612.85 HDPE @ 21+ 0 SE INV 609.73 HRU DRAINAGE STRUCTURES WV ST ST 0 SHOWN,3W/ASSOCIATED PIPING TO BE STOP NW INV 609.17 ST 0.80% SW INV 610.00 80DURING ST 1.53% PROPOSED CLEANOUT NE INV 610.16 ST ST ST N INV 609.73 INSTALLED SF FUTURE PHASE OF WORK ST ST SE INV 609.17 187 LF 48" ST CB: CATCH BASIN CB 15 21 LF 24" MH: MANHOLE STOP Date: 07/20/26 ST ST HDPE @ RIM 615.20 ST HDPE @ WQu: WATER QUALITY TREATMENT UNIT ST 0.51% ST 21 LF 18" ST Drawn By: C. Wood NE INV 609.38 0.57% CB 17 STOP ST 20+ HDPE @ RIM 615.73 Scale: As Noted CB 5 SE INV 609.38 00 40 LF 24" ST PROPOSED STORM DRAINAGE STRUCTURES 3.00% ST RIM 613.91 ST W INV 609.38 NE INV 610.63 DRAWING NO. 39 LF 12" AND ASSOCIATED PIPING ARE SHOWN FOR HDPE @ ST SW INV 611.91 ST INFORMATIONAL PURPOSES ONLY AND WILL 0.63% CB 38 STORM DRAINAGE PLAN ST ST HDPE @00 C-302 ST + BE DESIGNED AS PART OFFFUTURE UTU NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, ST 14 1.00% RIM 615.03 STOP ST ST 137 LF 18" DEVELOPMENT PHASESR RE E INV 609.13 21 LF 18" CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. ESTA CB 18 ST HDPE @ URA DRIVE-T ST CB 2 HDPE @ ST SW INV 611.81 ST ST 1.00% PROPOSED PIPE CROSSING: 19+ RIM 614.38 40 0 40 80Ft. RIM 614.45 NT, H NW INV 609.13 0.52% SCALE: 1"=40' 2,30 RU ST 8" SAN. INV= 604.55 00 NW INV 608.34 ST 12+0 40' 00 16+ST 0 ST N INV 611.64 Project No: 24-4113 ST ST 0 SF 24" STORM INV=609.25 95 LF 24" ST 120 LF 18" CB 4 ST 35 LF 18" W INV 611.64 305 LF 48" HDPE @ CB 19 HDPE @ RIM 613.70 ST CB 37 HDPE @ 13+00 ST MH #1 HDPE @ 0.73% RIM 615.03 RIM 614.38 N INV 610.54 PROPOSED PIPE CROSSING: Page 1059 of 1174 ST 1.00% 1.00% ST ST SE INV 608.23 ST

0.57% 21 LF 18" CB 17 ST CA UT 20+ HDPE @ RIM 615.73 IO 00 N 40 LF 24" 3.00% HDPE @ NE INV 610.63 MAT CHL N ST IO ST UT 0.63% CB 38 INE CA MAT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor (C-3 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. RIM 615.03 (SHEET C-302) CHL 02) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 E INV 609.13 21 LF 18" CB 18 INE ST Greensboro SW INV 611.81 HDPE @ RIM 614.38 (C-3 NW INV 19+ (DESIGNED 609.13 00 0.52% NW INV 608.34 01) MAT CHL 00 16+ST BY OTHERS) INE MAT CA CB 19 (BY UT CB 37 CHL IO OTH N (SHEET C-301) RIM 614.38 RIM 615.03 PROPOSED PIPE CROSSING: INE ERS ST NE INV 612.02 SE INV 608.23 (C-3 N 8" SAN. INV= 605.10 ) IO UT ST NW INV 608.23 03) CA 21 LF 12" 18" STORM INV=608.15 HDPE @ CURRENT SHEET 18+ 00 Utica 1.00% 48 LF 18" ST HDPE @ 0.48% SHEET LOCATION MAP 48 LF 30" HDPE @ CB 20 CA OFFSITE IMPROVEMENTS SHOWN DESIGNED BY UT RIM 614.22 Buffalo IO 0.64% OTHERS. REFER TO OFFSITE PLANS BY OTHERS N CA END SECTION 17+0 UT 33 LF 12" NW INV 612.22 IO 0 N SCALE: N.T.S. W/ RIPRAP PROPOSED PIPE CROSSING: N HDPE @ IO UT ST END SECTION CA 3.70% N IO 8" SAN. INV= 605.67 UT ST W/ RIPRAP CA 36" STORM INV=608.20 PROPOSED PIPE CROSSING: ST 8" SAN. INV= 606.18 18" STORM INV=608.30 ST 47 LF 18" 16+ 171 LF 18" ST 00 HDPE @ HDPE @ 0.84% ST 0.99% ST CA UT IO N ST END SECTION END SECTION ST N IO ST W/ RIPRAP UT W/ RIPRAP CA INV 607.95 ST PROPOSED PIPE CROSSING: 15+ 18" STORM INV= 612.60 PROPOSED STORMWATER CB 21 RIM 614.22 ST 00 42" STORM INV=608.60 SW INV 611.00 ST MANAGEMENT AREA SE INV 611.00 NW INV 608.47 CB 22 ST CB 23 RIM 615.96 RIM 615.50 ST SW INV 612.43 West Seneca Exchange 14+ NW INV 613.50 NE INV 612.43 ST 00 ST 165 LF 18" ST HDPE @ 45 LF 12" FUT 0.35% Slade Ave, Ridge Rd & Orchard Park Rd ST HDPE @ 2 , 9 PROPOSED PIPE CROSSING: URE ST 1.09% 8" SAN. INV= 607.02 25 ST CB 24 13+ RET G.S.F. STOP 00 RIM 615.51 ST 42" STORM INV=608.44 ST SW INV 613.01 AIL ST SE INV 613.01 ST ST NE INV 613.01 ST ST ST ST ST ST ST ST ST ST ST 12+ ST ST ST ST 71 LF 18" 0 0 HDPE @ West Seneca New York ST PROPOSED STORMSTOP DRAINAGE STRUCTURES ST STOP ST ST 0.78% ST ST ST ST AND ASSOCIATED PIPING ARE SHOWN FOR ST CB 25 INFORMATIONAL PURPOSES ONLY AND WILL ST RIM 616.12 ST ST ST © CARMINA WOOD DESIGN ST STOP BE DESIGNED AS PART OF FUTURE ST ST SW INV 613.56 ST DEVELOPMENT PHASES ST NE INV 613.56 ST 11+ ST ST ST FU 00 01) RES TURE D ST ST 147 LF 18" (C-3 TAU RIV STOP RAN E-TH HDPE @ ST ST ST ST ST ST 1.20% MAT T 2, RU CHL ST ST ST STOP ST INE ST ST ST 380 MAT ST INE ST ST ST ST PROPOSED STORM DRAINAGE STRUCTURES AND ASSOCIATED ST ST SF CB 26 CHL (BY CHL PIPING ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY AND WILL BE DESIGNED AS PART OF FUTURE DEVELOPMENT PHASES RIM 617.82 INE OTH (C-3 ERS MAT NE INV 615.33 ) 10 0 ) -303 ST STOP ST +0 0 3) E (C ST ST ST HLIN ST C FUTURE RETAIL MAT Date RESTAURANT FUTURE RETAIL 100'x100' 100'x100' EX. OFFICE ST 10,000 SF 10,000 SF ST PROPOSED STORM DRAINAGE STRUCTURES AND 7,980 SF ST ASSOCIATED PIPING ARE SHOWN FOR ST STOP INFORMATIONAL PURPOSES ONLY AND WILL BE DESIGNED AS PART OF FUTURE DEVELOPMENT STOP PHASES ST No. Description ST ST REVISIONS: ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STOP SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS Sealed 07/20/2026 PROPOSED STORM DRAINAGE LEGEND PROPOSED STORM PIPE ST PROPOSED PERFORATED STORM PIPE DRAWING NAME: PROPOSED CATCH BASIN Storm Drainage PROPOSED MANHOLE Plan PROPOSED CLEANOUT CB: CATCH BASIN MH: MANHOLE Date: 07/20/26 WQu: WATER QUALITY TREATMENT UNIT Drawn By: C. Wood Scale: As Noted DRAWING NO. STORM DRAINAGE PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-303 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1060 of 1174

NW INV 610.97 88 17+ ST CONNECT TO EXISTING 127 LF 18" ST MANHOLE WITH TIDEFLEX ST HDPE @ CB 39 CHECK VALVE. CONNECT AT ST 0.30% RIM 614.35 EXISTING INVERT ELEVATION NE INV 611.35 ST ST 604.56±. sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ST PLUG EX. SW INV All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 ST Greensboro ST ST 00 ST 17+ 33 LF 12" ST IO ST CB 10 HDPE @ ST PAT 1.00% CB 11 RIM 614.73 RIM 614.85 FUT ST 183 LF 48" SW INV 612.73 URE Utica ST NE INV 612.40 HDPE @ ST 130 RETA 0.50% ST SW INV 612.40 322 LF 24" HDPE @ ST ST PROPOSED PIPE CROSSING: 49 LF 12" ST MH #2 9,10 'x70' IL 0.39% ST FUT 10" SAN. INV=603.00 ST HDPE @ RIM 613.77 0 SF Buffalo RES URE D ST ST 1.00% W INV 605.48 STOP 48" STORM INV=605.05 PROPOSED STORM DRAINAGE STRUCTURES TAU RIVE 45 LF 18" NE INV 605.48 ST AND ASSOCIATED PIPING ARE SHOWN FOR RAN -TH ST 23+56 IO T 4, RU HDPE @ INFORMATIONAL PURPOSES ONLY AND WILL ST ST 28 LF 24" CB 12 T CA PAT 96 3 26 S 1.00% UT BE DESIGNED AS PART OF FUTURE IO HDPE @ ST RIM 614.76 ST SF 18+ N 00 CB 9 1.02% 21 LF 12" NE INV 611.91 DEVELOPMENT PHASES 16+ N RIM 613.85 IO ST HDPE @ NW INV 611.91 UT ST CA SW INV 611.35 1.00% +00 23+ ST 00 ST ST18 ST PROPOSED PIPE CROSSING: ST CB 13 ST ST 8" SAN. INV=603.13 RIM 614.75 ST 24" STORM INV=608.20 CB 8 ST SE INV 611.70 ST RIM 613.85 SW INV 611.70 ST ST NW INV 608.37 ST ST ST ST ST CB 7 NE INV 610.90 ST ST ST RIM 612.85 SE INV 608.37 22+ ST ST PROPOSED PIPE CROSSING: ST 00 ST SW INV 610.85 80 LF 18" 8" SAN. INV=603.15 ST ST ST ST ST CB 14 ST HDPE @ ST 48" STORM INV=605.56 RIM 615.20 ST FU ST 1.00% ST 40 LF 24" RES TURE D S INV 609.50 HDPE @ 00 ST CB 16 ST ST ST ST ST ST NW INV 609.50 15+ CB 6 290 LF 12" 0.58% RIM 615.73 TAU RIV NT 2 E-TSTORM RAPROPOSED ST West Seneca Exchange 00 T ST ST 45 LF 12" 17+ S ST HDPE @ RIM 612.85 HDPE @ 21+ 00 SE INV 609.73 HRU DRAINAGE STRUCTURES ST ST SHOWN,3W/ASSOCIATED PIPING TO BE STOP NW INV 609.17 ST 0.80% SW INV 610.00 80DURING ST 1.53% N INV 609.73 INSTALLED SF FUTURE PHASE OF WORK NE INV 610.16 ST ST ST ST ST SE INV 609.17 187 LF 48" ST Slade Ave, Ridge Rd & Orchard Park Rd CB 15 21 LF 24" STOP ST ST HDPE @ RIM 615.20 ST HDPE @ ST 0.51% ST NE INV 609.38 21 LF 18" CB 17 ST 0.57% CB 5 STOP ST SE INV 609.38 20+ HDPE @ RIM 615.73 ST PROPOSED STORM DRAINAGE STRUCTURES 00 40 LF 24" ST RIM 613.91 ST W INV 609.38 3.00% NE INV 610.63 39 LF 12" AND ASSOCIATED PIPING ARE SHOWN FOR HDPE @ ST SW INV 611.91 ST INFORMATIONAL PURPOSES ONLY AND WILL ST 0.63% CB 38 ST HDPE @00 ST + BE DESIGNED AS PART OFFFUTURE UTU ST 14 1.00% RIM 615.03 STOP ST 137 LF 18" DEVELOPMENT PHASESR RE E INV 609.13 21 LF 18" ESTA DR CB 18 ST HDPE @ CB 2 URA IVE-T HDPE @ ST SW INV 611.81 ST 1.00% PROPOSED PIPE CROSSING: 1 RIM 614.38 RIM 614.45 NT, H 9 + NW INV 609.13 00 0.52% 2,30 RU 8" SAN. INV= 604.55 NW INV 608.34 ST 00 16+ST N INV 611.64 ST ST 0 SF 24" STORM INV=609.25 95 LF 24" ST CB 4 West Seneca New York ST W INV 611.64 305 LF 48" HDPE @ CB 19 RIM 613.70 ST CB 37 13+00 ST MH #1 HDPE @ 0.73% RIM 615.03 RIM 614.38 PROPOSED PIPE CROSSING: N INV 610.54 ST NE INV 612.02 SE INV 608.23 ST ST 0.50% ST ST NE INV 611.52 RIM 612.93 CB 36 8" SAN. INV= 605.10 © CARMINA WOOD DESIGN ST ST SW INV 606.43 ST 21 LF 12" NW INV 608.23 18" STORM INV=608.15 SE INV 610.54 RIM 614.04 ST ST E INV 606.43 HDPE @ 18+ ST ST SE INV 608.44 00 STOP ST 1.00% 48 LF 18" 614 ST STOP SW INV 608.44 ST ST HDPE @ STOP ST ST 613 75 LF 18" ST 0.48% 608 ST ST HDPE @ ST 48 LF 30" 612 1.01% ST ST HDPE @ CB 20 ST 604 611 RIM 614.22 0.64% ST ST ST END SECTION 61 17+0 33 LF 12" NW INV 612.22 W/ RIPRAP PROPOSED 0PIPE CROSSING: 0 ST ST 609 HDPE @ END SECTION 0 STOP FOR 3.70% 1:4. 0 PROPOSED STORM DRAINAGE STRUCTURES 8" SAN. INV= 605.67 ST 1.6% 0 ST W/ RIPRAP 15+ AND ASSOCIATED PIPING ARE SHOWN ST 608 36" STORM INV=608.20 PROPOSED PIPE CROSSING: 21 LF 30" 1:4. ST ST ST INFORMATIONAL PURPOSES ONLY AND WILL FOREBAY 8" SAN. INV= 606.18 ST HDPE @ 0 604 BE DESIGNED AS PART OF FUTURE 608 STOP ST (1,250 CF) 18" STORM INV=608.30 STOP ST DEVELOPMENT PHASES STOP 0.62% ST 2.0% 607 47 LF 18" 16+ 171 LF 18" 00 ST ST CB 35 ST ST 15' AQUATIC BENCH 604 HDPE @ ST HDPE @ RIM 614.04 0.84% ST ST RIP-RAP PILOT 0.99% ST NE INV 608.31 Date CHANNEL 2.1% 606 ST 608 ST ST ST SW INV 608.31 1:6. STOP STOP END SECTION 7 END SECTION WITH RIPRAP, END SECTION ST ST FOREBAY W/ RIPRAP ST W/ RIPRAP 1:3. (1,250 CF) INV. 608.00. REFER TO 7 605 PROPOSED PIPE CROSSING: 1:6. INV 607.95 0 ST ST 15+ 18" STORM INV= 612.60 ST ST PLANS BY OTHERS. ST FOREBAY PROPOSED STORMWATER 604 CB 21 RIM 614.22 ST 00 42" STORM INV=608.60 60 (1,250 CF) 608 604 8 603 SW INV 611.00 ST ST ST MANAGEMENT AREA ST 00 1.1% 0 SE INV 611.00 14+ 6 WET POND (50,000 CF) 02 1:3. ST ST ST NW INV 608.47 CB 22 2.0% ST 21 LF 30" END SECTION PERMANENT POOL RIM 615.96 ST ST 604 ST HDPE @ W/ RIPRAP ELEVATION 607.80 601.80 SW INV 612.43 ST RIP-RAP PILOT No. Description ST 0.67% ST CHANNEL BOTTOM OF RIP-RAP PILOT FOREBAY NE INV 612.43 BASIN (TYP.) 1:3.0 (1,250 CF) ST ST ST CHANNEL INFORMATIONAL PURPOSES ONLY AND WILL REVISIONS: 1:6.7 ST ST 605 604 603 602 606 0.2% 607 2,92 604 STOP ST 609 608 PROPOSED PIPE CROSSING: STOP CB 34 611 610 STOP 90 LF 30" 612 8" SAN. INV= 607.02 5 G. 608 STOP STOP RIM 614.04 614 613 CB 33 RET S.F. 1:4.0 STOP HDPE @ 42" STORM INV=608.44 ST 10' WIDE BERM END SECTION WITH RIPRAP, 1:4. ST W INV 608.87 STOP RIM 614.04 0 SW INV 608.87 NE INV 608.73 0.81% 40' WIDE SPILLWAY 614 INV. 608.00. REFER TO PLANS BY OTHERS. AIL T00 SE INV 608.73 EL. 613.50 ST 13S+ STOP ST ST STOP ST ST ST ST ST ST ST ST 101 LF 24" ST ST CBSTOP HDPE @ ST 32 ST RIM 615.14 STOP 0.65% PROPOSED STORMSTOP DRAINAGE STRUCTURES ST 614.50 STOP ST 614.50 ST ST W INV 609.52 AND ASSOCIATED PIPING ARE SHOWN FOR TOP OF TOP OF Sealed 07/20/2026 ST E INV 609.52 45 LF 24" BASIN (TYP.) ST ST INFORMATIONAL PURPOSES ONLY AND WILL ST BASIN (TYP.) HDPE @ BE DESIGNED AS PART OF FUTURE ST ST 0.57% DEVELOPMENT PHASES ST ST ST CB 31 ST RIM 615.64 WET POND PLAN & DETAIL SCALE: 1"=40' TOP OF BASIN EL. = 614.50 4 APPROX. EXISTING GRADE 4 1 4 100 YR EX. VS. 100 YR PRO. EL. (Qf) = 612.22 1 1 SPILLWAY EL. = 613.50 25 YR EX. VS. 25 YR PRO. EL. (Qf) = 611.43 DRAWING NAME: 10 YR EX. VS. 10 YR PRO. EL. (Qp) = 610.89 1 YR PRO. EL. (CPv) = 609.62 Wet Pond Plan & Detail WET POND (50,000 CF) 3 FOREBAY 1 3 3 PERMANENT POOL 3 1 (1,250 CF) REFER TO PLAN FOR PIPE 1 ELEVATION 607.80 1 INV. 608.00 SIZE, LENGTH, AND SLOPE. EX. 58" X 94"" STORM PIPE 675 LF 48" HDPE @ 0.50% MITERED END SECTION 15' AQUATIC BENCH INV. = EL. 603.56 WITH CONC. EARS INLET 15' AQUATIC BENCH (15% SLOPE) INV. 607.95 (15% SLOPE) Date: 07/20/26 EX. ST. M.H. Drawn By: C. Wood RIM 697.01 Scale: As Noted SECTION THROUGH WET POND S 48" INV 604.56 (NEW) NE EX. 58" X 94" INV 603.56 DRAWING NO. SW EX. 42" INV. 604.56 (TO BE PLUGGED) NOT TO SCALE C-304 Project No: 24-4113 Page 1061 of 1174

GRADE 6" TOPSOIL (MIN.) FRAME AND GRATE SHALL BE NEENAH R-1792-FG OR R-1792-FL FRAME AND GRATE SHALL BE NEENAH R-1792-FG OR R-1792-FL W/"STORM" CAST IN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. NOTE:TO BE USED IN W/"STORM" CAST IN COVER IF SOLID COVER IS SPECIFIED, HEAVY COVER IF SOLID COVER IS SPECIFIED, HEAVY DUTY BICYCLE PROOF FRAME AND GRATE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 TRENCH WIDTH Greensboro NYSDOT RIGHT-OF-WAY DUTY BICYCLE PROOF FRAME AND GRATE TO BE USED IN PARKING TO BE USED IN PARKING LOT AREAS UNLESS OTHERWISE SPECIFIED (I.D. + 24") LOT AREAS UNLESS OTHERWISE SPECIFIED 8" DIA. INLINE YARD DRAIN WITH 24" DIA. "STANDARD" GRATE 2 8" STAND. 24" DIA. GRADE STANDARD EXCAVATED FROM TRENCH BACKFILL WITH MATERIAL TRENCH WIDTH (I.D. + 24") RISER RINGS W/GASKET AS REQUIRED RISER RINGS W/GASKET 12" (I.D.) 12" AS REQUIRED 6" HDPE PIPE 2 Utica TOP SLAB IS 8" TYP. STEEL REINFORCED TO MEET 12" 12" OR EXCEED HS-20 LOADING. ECCENTRIC CONE 1 Buffalo 12" (IF SPECIFIED) (I.D.) 12" 72" DIA. MIN. SECTION . OR AS REQ'D DIA O.D. TOP OF PIPE ZONE ) D. (I. 6" HDPE 90 DEGREE ELBOW 12" DET. A (REPLACE WITH TEE FOR INLINE DRAINS) (6"MIN.) 1 NOTE: ECCENTRIC CONE SECTION SHALL BE USED UNLESS ALTERNATE TOP SLAB 1/3 I.D. (12"MAX.) DEPTH WARRANTS TOP SLAB PER MANUFACTURER . DIA O.D. ) D. 6" HDPE PIPE, SEE PLAN FOR SLOPE (I. NOTES: (6"MIN.) NOTE: A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS 1/3 I.D. (12"MAX.) SEE TYPICAL TRENCH SECTION FOR BEDDING REQUIREMENTS RECOMMENDATIONS. GASKETED STEEL REINFORCED COPOLYMER JOINT (TYP.) POLYPROPYLENE PLASTIC STEP B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL TYPICAL YARD DRAIN DETAIL RISER SECTION PLACEMENT AND MAXIMUM PAY LIMITS. NOTES: (IF REQ'D) A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS NOT TO SCALE D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL RECOMMENDATIONS. BE USED IN ALL UNSHEETED TRENCH AREAS. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. 72" DIA. MIN. 5" MIN. OR OR AS REQ'D AS REQ'D West Seneca Exchange EXTERIOR CLEANOUT @ GRADE MATERIALS C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL DETAIL A J.R. SMITH #4251-U W/ VANDAL- PLACEMENT AND MAXIMUM PAY LIMITS. PROOF SCREWS OR APPROVED EQUAL CAP PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. TOP COURSE Slade Ave, Ridge Rd & Orchard Park Rd 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL EXPANSION JOINT BINDER 2" SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE GENERAL NOTES: WITH FIBERBOARD 12" MIN. MATERIALS MANUFACTURER. 1. REINFORCED STEEL TO CONFORM TO LATEST A.S.T.M. A185 STONE BASE 4000 PSI CONCRETE ENCASE PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) SPEC. 0.12 SQ. IN./LINEAL FT. AND 0.12 SQ. IN. (BOTH WAYS) PIPE, SEE PLAN TO FULL DEPTH OF FRAME IN BASE SLAB. NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL 1 FOR SIZE & INVERT SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS 2. CONCRETE COMPRESSIVE STRENGTH - 4000 PSI MINIMUM. BASE SECTION TYPE 2 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 304-2.02 TYPE 2. THE DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE 2 6" FOR IN-LINE CLEAN-OUT MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN TWO INCHES AND HAVING A MAXIMUM GRADATION MEETING THE MANUFACTURER. 3. MANHOLE DESIGN SPECIFICATIONS TO CONFORM TO LATEST SEE PLANS 12" MIN. LIMITS DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE A.S.T.M. C478 SPEC. FOR PRE-CAST REINFORCED CON-CRETE SELECT FILL 8" FOR END OF LINE LAMPHOLE VARIES MANUFACTURER. MANHOLE SECTIONS. NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 West Seneca New York 4. SINGLE POUR MONOLITHIC BASE SECTION. 2 BACKFILL MATERIAL SHALL BE NATIVE SOIL CONTAINING NO UNSUITABLE MATERIAL COMPACTED IN 6" LIFTS. NO SLAG SHALL BE ALLOWED FOR MATERIAL 2 © CARMINA WOOD DESIGN 5. MANHOLE TO BE COATED ON OUTSIDE WITH BITUMASTIC 8" THK. SEALER. FLOW STORM SEWER TRENCH SECTION STORM SEWER TRENCH SECTION IN PAVED AREAS IN UNPAVED AREAS SEE PLANS FOR 6" MIN. SEWER SIZES NOT TO SCALE NOT TO SCALE FRAME OD + 2' COMPACTED TYPE 2 R.O.C. STONE BASE, NYSDOT ITEM 304.02 6' STANDARD END SECTIONS TYPICAL STORM MANHOLE DETAIL LAMPHOLE/CLEANOUT IN PAVEMENT/SIDEWALK NOT TO SCALE NOT TO SCALE Date 2' RIM ELEV. - VARIES 4" Ø PERFORATED HDPE DRAIN PIPE, EXTEND 5' FROM CB, CAP END PIPE SHALL HEAVY DUTY FRAME BE SURROUNDED WITH 4" MIN. NYSDOT NO.1 WASHED STONE OR GRAVEL ON OF PIPE (SEE PLAN), PROVIDE WIDTH STORM PIPE W/END SECTIONS AND GRATE, NEENAH RISER SECTIONS TO ALL SIDES, SLOPE OF PIPE SHALL MATCH SUBGRADE SLOPE (TYP. ON 4 SIDES (SEE PLANS FOR SIZE AND TYPE) OF CB, NOT REQUIRED ON SIDES WHERE PIPES ENTERING/EXITING HAVE 2' OR R4832B, HS20-44, ACHIEVE RIM ELEV. BICYCLE PROOF LESS COVER) TOP OF PAVEMENT 2' No. Description TOP OF BANK REVISIONS: OF BANK BOTTOM 2'-0" PAVEMENT SUBBASE PLAN VIEW 6" 2'-0" * 6" PRECAST CONCRETE SURROUND STONE WITH GEOTEXTILE DRAINAGE CATCH BASIN UNIT, MIN. STANDARD END SECTIONS FABRIC, TYPAR OR EQUAL KISTNER CB-2436 OR EQUAL INVERT ELEV.- 3' MIN. PLACE STONE FILL VARIES 1 HALFWAY UP THE SIDE OF STORM PIPE- PIPE UNLESS OTHERWISE NOTED SEE PLAN SIZE VARIES (SEE PLAN) 12" OF STONE FILL SEE PLAN FOR TYPE 12" SUMP Sealed 07/20/2026 NEW CULVERT W/END SECTIONS (SEE PLANS FOR SIZE AND TYPE) 6'-0" 6" 6" COMPACTED NYSDOT TYPE 2 R.O.C. STONE BASE NYSDOT ITEM 304.12 UNDISTURBED EARTH *NOTE: USE UP TO 18" PIPE, FOR LARGER PIPES USE STORM MH, SEE DETAIL PIPE BEDDING, SEE TRENCH SECTION ELEVATION NOTE: LIMITS OF STONE SHOWN ARE MINIMUMS, PLAN MAY INDICATE GREATER LIMITS TYPICAL PRECAST CATCH BASIN NOT TO SCALE DRAWING NAME: TYPICAL PIPE OUTLET W/ END SECTION & RIP RAP Storm Drainage NOT TO SCALE Details Date: 07/20/26 Drawn By: C. Wood Scale: As Noted DRAWING NO. C-305 Project No: 24-4113 Page 1062 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-402) Greensboro (DESIGNED BY OTHERS) RS) THE (SHEET C-401) YO (PLA ) NS B 02 (C-1 (SHEET C-403) Utica LINE LINE SHEET LOCATION MAP CH CH MAT Buffalo MAT SCALE: N.T.S. ST OP OP ST FUT URE 1 80,3 -STOR OP ST 00 S Y RE .F. TAIL WV DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN DN ON THIS PLAN SET ARE CONSIDERED 6 (N W) West Seneca Exchange 4.7 W) =61 6 (S OUT 14.8 TO BE CONCEPTUAL ONLY. INV IN=6 5 INV 619.8 TF= H-7 SM WV .00 % Slade Ave, Ridge Rd & Orchard Park Rd @2 PP E) 6" H 0 (N 4.1 9LF U T =61 VO G IN BLD ST ST WHO PROPO LE SED 158 SALE R -BW -BW 76 ,000 ETA -BW 76 % .00 @2 ST -BW W) 76 PP STOP 0 (S SF IL "H 14.6 F6 76 27L S 6 TOP UT= ST O INV LDG B ST % .00 51L @2 PP W) MATCH LINE (C-102) F8 .60 (S 6" H 5LF " PV 4 ST =61 OUT C@ INV NOTE: G ST BLD 0.5 W) 0% 5 (N ) ) 3.9 (NE IO (NW =61 .05 1 MATCH LINE (C-101) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY .60 % % OUT =614 20.2 613 PAT 0 2.0 0 INV V IN TF=6 MH-1 UT= @ 2.0 West Seneca New York @ IN S FUT VO G IN F 6" H PP HPP 6" 356 D F L 11L UR B 6L OTHERS. REFER TO OFFSITE PLANS BY OTHERS W) LF 8 130 E RETA 0 (N ) ST ST ST 3.6 (NE " PV =61 .11 E) TOP 85L OUT =614 0 (S C@ S INV V IN =613.7 20.17 9,10 'x70' IL STOP F8 IN IN F=6 H-2 1.8 " PV IN V T SM 3% FU C@ RES TURE D 0 SF ) 0.5 (SW STOP .60 0% TAU RIVE 615 © CARMINA WOOD DESIGN N RAN -TH ST ST WV G IN VO UT= .00 % W) IO UT CA IO 7 (N ) T 4, RU BLD @9 3.0 (NE ST PP CA =61 .17 E) PAT 963 H UT " F6 OUT =613 7 (S IO 27L INV V IN =613.1620.21 SF N % STOP .00 IN IN F= H-3 @2 IN V T SM PP N "H IO F6 UT 74L CA STOP CA UT IO N STOP ST STOP S TOP ST ST 302LF 8" PVC @ 0.50% ST ST 113LF % .50 CA ST 8" PVC 0 UT GV C@ FU ST ST @ 0.50% IO " PV N ) LF 8 2,50 TURE 9 (N 200 7.9 (S) =60 .09 E) ) ST OUT 608 3 (S 0 (N N IO INV V IN= 608.0 6.65 9.6 W) UT 0 =60 0 (S E) CA OUT 09.7 4 (S ST IN IN= =61 -8 BAN G.S.F. STOP FU V T F MH INV IN=6 611.8 9.02 ST IN S ST WV ST RES TURE D INV V IN= TF=61 H-6 220 IN SM K N IO LF 8 UT TAU RIV CA " PV ST ST RAN E-TH C@ ST T 2, RU WV E) 380 STOP 0.5 0 (N STOP 0.7 W) WV 0% SF =61 0 (S OUT 10.8 INV IN=6 4 ST ST V IN 61 9 TF= H-5 .4 CA UT IO N STOP SM STOP ST ST CA 0% UT STOP 0.5 IO STOP ST C@ N V 8" P STOP 214 LF N IO UT ST CA FU REST TURE D STOP ST ST ST AUR RIVE STOP E) 7 (N ANT -THR 1.8 E) =61 7 (S ST , 2,3 U OUT 11.9 INV IN=6 3 00 S INV 619.8 = CA F F T H-4 UT SM IO N ST ST N ST IO STOP UT ST CA ST GV STOP STOP STOP ST STOP ST Date 621 ST ST CA ST UT IO N CA UT IO N ST N IO UT CA N STOP IO UT CA ST STOP STOP STOP ST ST ST ST ST CA UT IO N STOP STOP ST ST N IO ST UT CA ST PROPOSED STORMWATER ST ST ST MANAGEMENT AREA GV ST ST ST ST ST ST ONLY ST FU ST No. Description ONLY STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP ST STOP AIL REVISIONS: ST STOP ST ST ST ST ST STOP ST STOP ST ST STOP STOP STOP ST ST ST STOP ST ST ST ST FU ST RES TURE D ST TAU RIV STOP ST FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL ST ST ST ST RAN E-TH T 2, RU MAT STOP ST ST 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 110'x200' LINE ST 22,000 SF MAT ST 22,000 SF 22,000 SF NOTE: STOP (PLA 22,000 SF ST CH ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (C-1 YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 03) THE ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' RS) ST SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE ST 10,000 SF 10,000 SF 7,980 SF ST ST ST ST ST ST ST STOP ST ST ST ST STOP Sealed 07/20/2026 ST ST ST ST ST ST ST ST STOP GV GV (C-1 ) 01 03) (C-1 LINE LINE PROPOSED UTILITY LEGEND UTILITY NOTES: CH CH MAT PROPOSED STORM SEWER ST MAT 1. FOR ALL SANITARY SEWERS, INSTALL SELECT FILL IN PAVED AREAS, EXTEND 5' MIN. BEYOND PAVEMENT UTILITY PLAN PROPOSED SANITARY SEWER 6" SA 2. LIMITS BUILDINGS TO HAVE INVERT ELEVATION 5' MIN.BELOW F.F.E. OF THE BUILDING. PIPE TO 6" SDR-35 BE DRAWING NAME: PVC @ 1.0% MIN. WITH MIN 4' OF COVER. ADD CLEANOUTS @ 90' MAX. SPACING 6" LATERALS FOR OVER SCALE: 1"=100' 90' IN LENGTH. Utility Plan PROPOSED WATERLINE 1" W 3. Overall COORDINATE GAS & ELEC. METER BANK LOCATIONS ON BUILDINGS WITH M.E.P. PLANS & UTILITY CO.'S. PROPOSED CATCH BASIN CB 4. COORDINATE LOCATION OF CTV & TELEPHONE SERVICE TO BUILDINGS WITH M.E.P. PLANS AND UTILITY CO.'S. PROPOSED YARD DRAIN YD 5. ANY EXISTING UTILITIES WHICH ARE TO BE ABANDONED AND FALL UNDER PAVEMENT OR BUILDINGS SHALL BE REMOVED VS. BEING ABANDONED UNLESS THOSE UTILITIES ARE FILLED WITH FLOWABLE Date: FILL. 07/20/26 PROPOSED MANHOLE MH Drawn By: C. Wood 6. A MINIMUM OF 10 FEET HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL SANITARY SEWER AND WATER SERVICES. Scale: As Noted PROPOSED HYDRANT ASSEMBLY DRAWING NO. 7. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH CONCRETE AND ASPHALT PAVEMENT AREAS. PROPOSED GATE VALVE NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE GV NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-400 100 0 100 200Ft. Project No: 24-4113 COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. 100' Page 1063 of 1174

G.V. AT CONNECTION TO EX. 6" WATERMAIN ST SANITARY LATERAL FROM PROPOSED ST BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION PROPOSED 6" MATCHLINE (C-402) ST PROP. CAP TO BE INSTALLED GATE VALVE PROPOSED 10" AWWA C-900 PVC ST MATCHLINE (C-401) JUST AFTER 6" GATE VALVE AS COMBINED WATER SERVICE (5' MIN. COVER) IO APPROXIMATE LOCATION OF FUTURE PROPOSED 10"x10"x8" TEE ST SHOWN (FOR FUTURE USE) ST PAT WATER SERVICE TO PROPOSED FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor PROPOSED PIPE CROSSING: to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. BUILDING; TO BE INSTALLED DURING PROPOSED 10" GATE VALVE ST URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET C-402) 10" SAN. INV=603.00 ST FUTURE PHASE OF CONSTRUCTION PROPOSED Greensboro ST 48" STORM INV=605.05 CONTRACTOR TO INSTALL PROPOSED 10" G.V. 130 RETA TOP PROPOSED 10" GATE (DESIGNED S ST VALVE AT CONNECTION TO EX. 10" WATERMAIN ST ST 9,10 'x70' IL PROPOSED 10" GATE VALVE STOP 10" GATE BY OTHERS) VALVE ST CURRENT FU ST 0 SF 10"x10"x6" EXISTING WATERMAIN TO REMAIN & BE REUSED RES TURE D ST PROPOSED MAINTAIN 18" VERTICAL WITHIN SITE. ALL EXISTING TENANTS SHALL ST STOP SHEET TAU RIVE ST TEE CLEARING AT ALL HAVE CONSTANT, UNINTERRUPTED WATER RAN -TH ST STORM/SANITARY SERVICE DURING CONSTRUCTION IO T , RPROPOSED ST ST 963 U CONTRACTOR TO4INSTALL ST CROSSINGS, TYP. PAT 10" G.V. ST (SHEET C-403) SFWATERMAIN ST Utica STOP AT CONNECTION TO EX. 10" PROPOSED 10" GATE VALVE TO BE PROPOSED PIPE CROSSING: PROP. 6" AWWA C-900 PVC PROP. 8" INSTALLED ON EX. 10" WATER SERVICE ST 8" SAN. INV=603.15 ST GATE VALVE AS SHOWN FOR FUTURE CONNECTION COMBINED SERVICE (5' MIN. COVER) STOP SHEET LOCATION MAP SAN MH 5 STOP 48" STORM INV=605.56 ST SAN MH 12 ST RIM 613.81 PROPOSED PIPE CROSSING:TOP ST ST S ST ST Buffalo ST RIM 616.78 ST SE INV 602.84 OP PROPOSED 8" AWWA C-900 PVC COMBINED ST 8" SAN. INV=603.13 PROPOSED 6" WATER SERVICE (5' MIN. COVER) NW INV 607.33 SCALE: N.T.S. SW INV 602.84 24" STORM INV=608.20 ST ST GATE VALVE NW INV 602.74 ST ST PROP. CAP TO BE INSTALLED APPROXIMATE LOCATION OF ST PROP. CAP TO BE ST ST FUTURE WATER SERVICE TO ST ST 113LF ST JUST AFTER 6" GATE VALVE AS INSTALLED JUST " PVC @ 8 ST PROPOSED BUILDING; TO BE 0.50% FU 200 LF ST 396 LF ST SHOWN (FOR FUTURE USE) AFTER 10" GATE ST 2,50 TURE ST 10" SDR-35 INSTALLED DURING FUTURE ST APPROXIMATE LOCATION OF FUTURE 8" SDR-35 VALVE AS SHOWN ST ST PROPOSED PHASE OF CONSTRUCTION ST ST PVC @ 0.40% ST PVC @ 0.40% (FOR FUTURE USE) 0 G. ST SANITARY LATERAL FROM PROPOSED ST ST 8"x8"x6" TEE APPROXIMATE LOCATION OF FUTURE STOP FUTSANITARY LATERAL FROM PROPOSED ST BAN S.F. BUILDING; TO BE INSTALLED DURING ST FUTURE PHASE OF CONSTRUCTION ST URE TO BE INSTALLED DURING RES BUILDING; ST ST K ST ST ST ST TAFUTUREDRIV OF CONSTRUCTION OFFSITE IMPROVEMENTS TO ST U PHASE E RAN -TH CONNECT TO EXISTING SAN ST ST ST ST T 2, RU MANHOLE 12 AT INV. 607.43. ST ST 380 STOP ST ST STOP REFER TO PLANS BY OTHERS. ST ST ST SF ST ST CONTRACTOR TO PLUG ST STOP ST EXISTING EAST INVERT; ST APPROXIMATE LOCATION OF FUTURE ST ST REFER TO DEMOLITION PLAN PROPOSED 8" AWWA C-900 STOP ST APPROXIMATE LOCATION OF FUTURE SANITARY LATERAL FROM PROPOSED ST SANITARY LATERAL FROM PROPOSED BUILDING; TO BE INSTALLED DURING PVC COMBINED WATER SAN MH 3 STOP STOP ST SERVICE (5' MIN. COVER) ST BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION ST RIM 614.36 FUTURE PHASE OF CONSTRUCTION SAN MH 4 STOP ST West Seneca Exchange SAN MH 8 ST ST S INV 601.31 RIM 612.66 ST ST RIM 613.96 ST NW INV 601.21 SE INV 601.94 FU MAINTAIN 18" VERTICAL CLEARING AT ST RES TURE D STOP ST SW INV 604.52 ST ALL STORM/SANITARY CROSSINGS, TYP. N INV 601.84 ST TAU RIV NE INV 604.42 STOP ST ST ST RAN E-TH Slade Ave, Ridge Rd & Orchard Park Rd ST ST 133 LF T, 2 RU ST ,300 PROPOSED PIPE CROSSING: ST ST ST 10" SDR-35 ST ST SF 8" SAN. INV= 604.55 ST PVC @ 0.40% ST 24" STORM INV=609.25 209 LF PROPOSED PIPE CROSSING: PROPOSED PIPE CROSSING: 8" SDR-35 ST 10" SAN. INV=601.18 ST ST PVC @ 0.85% ST ST 18" STORM INV=611.95 232 LF 8" SAN. INV= 605.10 STOP ST ST ST 8" SDR-35 18" STORM INV=608.15 ORCHARD PARK ROAD IMPROVEMENTS SHOWN ST ST PVC @ 0.40% ST ST STOP DESIGNED BY OTHERS. REFER TO OFFSITE ST ST STOP STOP ST PLANS BY OTHERS ST STOP ST ST PROPOSED 6" GATE VALVE ST ST ST ST ST ST ST PROP. 6" AWWA C-900 PVC SAN MH 9 West Seneca New York APPROXIMATE LOCATION OF FUTURE SERVICE TO ST COMBINED SERVICE (5' MIN. COVER) RIM 613.17 ST ST ST PROPOSED BUILDING; TO BE INSTALLED DURING ST PROPOSED SW INV 605.55 FUTURE PHASE OF CONSTRUCTION ST ST 8"x8"x6" TEE SE INV 605.55 © CARMINA WOOD DESIGN STOP NE INV 605.45 ST ST ST ST PROPOSED PIPE CROSSING: ST ST ST ST INV. PROP. CAP TO BE INSTALLED 8" SAN. INV= 605.67 STOP 599.80 JUST AFTER 6" GATE VALVE AS ST STOP ST STOP 36" STORM INV=608.20 ST SHOWN (FOR FUTURE USE) ST ST ST ST ST ST 320 LF ST ST ST 10" SDR-35 ST ST ST STOP PVC @ 0.40% PROPOSED 8" AWWA C-900 STOP PROPOSED PIPE CROSSING: ST ST PVC COMBINED WATER 8" SAN. INV= 606.18 ST ST ST ST ST SERVICE (5' MIN. COVER) 18" STORM INV=608.30 ST PROPOSED STORMWATER ST ST MANAGEMENT AREA ST ST ST ST ST ST ST ST Date ST ST ST ST ST ST ST ST SAN MH 1 ST ST (DOGHOUSE) FUTURE FIRE APPROXIMATE LOCATION OF MAINTAIN 18" VERTICAL CLEARING AT ST ST RIM 615.82 HYDRANT FUTURE 6" COMBINED SERVICE ALL STORM/SANITARY CROSSINGS, TYP. APPROXIMATE LOCATION OF STOP STOP FUTURE FIRE ST FUTURE 6" COMBINED SERVICE S INV 599.64 STOP STOP HYDRANT E INV 599.54 STOP STOP 45° BENDS ST STOP STOP ST W INV 599.54 ST STOP PROPOSED 6" GATE VALVE FUTURE FIRE No. Description SAN MH 2 HYDRANT ST ST APPROXIMATE LOCATION OF FUTURE WATER STOP RIM 614.70 PROPOSED CAP TO BE INSTALLED JUST AFTER SERVICE TO PROPOSED BUILDING; TO BE INSTALLED REVISIONS: 48 LF ST ST STOP SE INV 599.93 ST 6" GATE VALVE AS SHOWN (FOR FUTURE USE) DURING FUTURE PHASE OF CONSTRUCTION ST ST ST ST ST 10" SDR-35 ST N INV 599.83 ST ST PVC @ 0.40% ST STOP ST ST PROPOSED 6" GATE VALVE STOP PROPOSED CAP TO BE INSTALLED ST STOP ST ST JUST AFTER 6" GATE VALVE AS ST PROPOSED 6" AWWA C-900 PVC COMBINED SHOWN (FOR FUTURE USE) ST ST ST ST WATER SERVICE (5' MIN. COVER) ST ST ST 01) PROPOSED 6" AWWA C-900 PVC COMBINED ST WATER SERVICE (5' MIN. COVER) ST (C-4 PROPOSED 8" AWWA C-900 PVC COMBINED WATER SERVICE (5' MIN. COVER) ST (2) PROPOSED 8"x8"x6" 3-WAY TEE STOP FUTURE RETAIL INE ST ST ST ST ST FUTURE RETAIL ST ST ST ST ST FUTURE RETAIL ST ST STOP ST ST CHL ST FUTURE RETAIL ST ST ST ST ST ST ST 03) 110'x200' PROVIDE BENDS & Sealed 07/20/2026 110'x200' MAT BLOCKING AS REQUIRED 110'x200' (C-4 22,000 SF 110'x200' ST ST 22,000 SF INE INV. 599.23 22,000 SF 22,000 SF CHL PROPOSED UTILITY LEGEND ST PROPOSED CAP TO BE INSTALLED JUST AFTER ST 6" GATE VALVE AS SHOWN (FOR FUTURE USE) MAT PROPOSED 6" AWWA C-900 PVC COMBINED SERVICE (5' MIN. COVER) ST FUTURE PROPOSED STORM SEWER ST ST ST PROPOSED 6" GATE VALVE PROPOSED CAP TO BE INSTALLED JUST AFTER ST RESTAURANT APPROX. LOCATION OF FUTURE SANITARY LATERAL FROM PROP. FUTURE RETAIL FUTURE RETAIL PROPOSED SANITARY SEWER 6" SA BUILDING; TO BE INSTALLED 100'x100' ST APPROXIMATE LOCATION OF FUTURE WATER ST 6" GATE VALVE AS SHOWN (FOR FUTURE USE) PROPOSED WATERLINE100'x100' DURING FUTURE PHASE OF ST SERVICE TO PROPOSED BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION ST 100'x100' CONSTRUCTION 1" W ST 10,000 SF 10,000 SF CB ST 10,000 SF ST ST APPROXIMATE LOCATION OF FUTURE WATER SERVICE TO PROPOSED PROPOSED CATCH BASIN ST PROPOSED DRAWING NAME: ST ST BUILDING; TO BE INSTALLED DURING APPROXIMATE LOCATION OF FUTURE WATER 8"x8"x6" ST FUTURE PHASE OF CONSTRUCTION SERVICE TO PROPOSED BUILDING; TO BE INSTALLED ST ST ST ST ST ST ST ST 4-WAY TEE STOP DURING FUTURE PHASE OF CONSTRUCTION STOP PROPOSED YARD DRAIN YD Utility Plan ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST MH ST ST ST ST ST ST ST ST ST PROPOSED MANHOLE ST ST ST PROVIDE BENDS & ST ST ST ST ST ST ST ST ST ST ST BLOCKING AS REQUIRED ST PROPOSED 6" GATE VALVE ST PROPOSED APPROXIMATE LOCATION OF FUTURE SANITARY LATERAL FROM HYDRANT ASSEMBLY PROPOSED BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION Date: 07/20/26 PROPOSED GATE VALVE GV Drawn By: C. Wood Scale: As Noted NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A SLADE DRIVE IMPROVEMENTS SHOWN APPROXIMATE LOCATION OF FUTURE 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE DRAWING NO. DESIGNED BY OTHERS. REFER TO OFFSITE SANITARY LATERAL FROM PROPOSED PROPOSED 8" COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE PLANS BY OTHERS BUILDING; TO BE INSTALLED DURING G.V. (BY ECWA) UTILITY PLAN BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. FUTURE PHASE OF CONSTRUCTION PROPOSED 8" AWWA C-900 PVC COMBINED WATER SERVICE (5' MIN. COVER) PROP. HOTBOX INSULATED ENCLOSURE PROPOSED 8" CLASS 52 DUCTILE IRON COMBINED WATER SERVICE (5' MIN. COVER) PROPOSED 24"x24"x8" TAPPING SLEEVE & VALVE (BY ECWA) SCALE: 1"=40' NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-401 Project No: 24-4113 40 0 40 80Ft. 40' Page 1064 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. CURRENT All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SHEET (DESIGNED BY OTHERS) (SHEET C-401) (SHEET C-403) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST West Seneca Exchange APPROXIMATE LOCATION OF EXISTING 6" SDR-35 PVC SANITARY LATERAL FROM TOPS FUT MARKETS TO REMAIN AND BE REUSED; URE Slade Ave, Ridge Rd & Orchard Park Rd COORDINATE CONNECTION WITH TOPS 1 MARKETS TO ENSURE UNINTERRUPTED SERVICE DURING CONSTRUCTION 80,3 -STOR SAN MH 7 00 S Y RE P O RIM 613.93 ST PROPOSED PIPE CROSSING: S INV 604.71 NW INV 604.61 PROPOSED HYDRANT ASSEMBLY TO BE INSTALLED WITHIN FUTURE CURBED ISLAND AS SHOWN .F. TAIL 620 10" SAN. INV=604.50 DN 42" STORM INV=606.58 West Seneca New York 170 LF 10" SDR-35 PVC @ 1.76% APPROXIMATE LOCATION OF FUTURE SANITARY © CARMINA WOOD DESIGN PROPOSED 8" SDR-35 PVC SANITARY LATERAL FROM PROPOSED BUILDING; TO BE INSTALLED 0 DURING FUTURE PHASE OF CONSTRUCTION 62 189 LF LATERAL FROM EX. SANITARY 10" SDR-35 MANHOLE; COORDINATE PVC @ 0.40% CONNECTION WITH TOPS MARKETS APPROXIMATE LOCATION OF EXISTING TO ENSURE UNINTERRUPTED SERVICE TO BE REUSED FUTURE WATER SERVICE DURING CONSTRUCTION TO PROPOSED BUILDING; TO BE REUSED FOR FUTURE PHASE OF CONSTRUCTION WV SAN MH 6 MAINTAIN 18" VERTICAL RIM 615.81 CLEARING AT ALL PROPOSED HYDRANT ASSEMBLY SE INV 603.85 STORM/SANITARY CROSSINGS, TO BE INSTALLED WITHIN FUTURE NW INV 603.75 TYP. CURBED ISLAND AS SHOWN PROVIDE BENDS & EXISTING WATERMAIN TO REMAIN & BE Date BLOCKING AS CONTRACTOR TO INSTALL REUSED WITHIN SITE. ALL EXISTING ST REQUIRED PROPOSED 10" G.V. AT TENANTS SHALL HAVE CONSTANT, CONNECTION TO EX. 10" UNINTERRUPTED WATER SERVICE DURING ST WATERMAIN CONSTRUCTION ST RS) PROPOSED 10" GATE ST VALVE E ST PROPOSED OTH W 10" GATE PROP. 6" AWWA C-900 APPROXIMATE LOCATION OF FUTURE SANITARY LATERAL FROM PROPOSED -B W 76 VALVE PVC COMBINED SERVICE PROPOSED 10" AWWA BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION -B Y -BW 76 ST NS B PROPOSED (5' MIN. COVER) PROPOSED C-900 PVC COMBINED ST -BW 2) 76 PROPOSED 10" AWWA STOP No. Description 10" GATE 10"x10"x6" WATER SERVICE (5' ST 0 76 C-900 PVC COMBINED S TOP (PLA (C-4 PROPOSED VALVE TEE MIN. COVER) ST WATER SERVICE (5' REVISIONS: ST MIN. COVER) 10"x10"x10" TEE ST PROPOSED 6" INE INE 227 LF GATE VALVE PROPOSED ST CHL 10" GATE CHL 10" SDR-35 ST PVC @ 0.40% VALVE CONTRACTOR TO INSTALL PROPOSED 6" APPROXIMATE LOCATION OF FUTURE MAT G.V. AT CONNECTION TO EX. 6" WATERMAIN MAT ST SANITARY LATERAL FROM PROPOSED ST BUILDING; TO BE INSTALLED DURING MATCHLINE (C-402) ST FUTURE PHASE OF CONSTRUCTION PROPOSED 6" GATE VALVE PROP. CAP TO BE INSTALLED PROPOSED 10" AWWA C-900 PVC ST MATCHLINE (C-401) JUST AFTER 6" GATE VALVE AS COMBINED WATER SERVICE (5' MIN. COVER) IO APPROXIMATE LOCATION OF FUTURE PROPOSED 10"x10"x8" TEE ST SHOWN (FOR FUTURE USE) ST PAT WATER SERVICE TO PROPOSED PROPOSED PIPE CROSSING: BUILDING; TO BE INSTALLED DURING FUT PROPOSED 10" GATE VALVE ST 10" SAN. INV=603.00 48" STORM INV=605.05 ST FUTURE PHASE OF CONSTRUCTION URE PROPOSED ST CONTRACTOR TO INSTALL PROPOSED 10" G.V. 130 RETA PROPOSED 10" GATE STOP ST VALVE AT CONNECTION TO EX. 10" WATERMAIN ST ST 9,10 'x70' IL PROPOSED 10" GATE VALVE STOP 10" GATE Sealed 07/20/2026 VALVE ST FU 0 SF 10"x10"x6" EXISTING WATERMAIN TO REMAIN & BE REUSED RESTTURE D ST ST PROPOSED MAINTAIN 18" VERTICAL WITHIN SITE. ALL EXISTING TENANTS SHALL ST STOP TEE AUR RIVE- ST ST CLEARING AT ALL HAVE CONSTANT, UNINTERRUPTED WATER WV ANT THR STORM/SANITARY SERVICE DURING CONSTRUCTION IO ST ST CONTRACTOR TO4INSTALL U ST CROSSINGS, TYP. CA ,963 PROPOSED PROPOSED UTILITY LEGEND PAT UT 10" G.V. IO ST ST SFWATERMAIN N STOP AT CONNECTION TO EX. 10" PROPOSED 10" GATE VALVE TO BE PROPOSED PIPE CROSSING: PROP. 6" AWWA C-900 PVC PROP. 8" INSTALLED ON EX. 10" WATER SERVICE PROPOSED STORM SEWER ST N IO ST UT 8" SAN. INV=603.15 ST GATE VALVE CA COMBINED SERVICE (5' MIN. COVER) STOP AS SHOWN FOR FUTURE CONNECTION SAN MH 5 48" STORM INV=605.56 STOP ST 6" SA ST ST S SAN MH 12 PROPOSED PIPE CROSSING:TOP ST RIM 613.81 PROPOSED SANITARY SEWER ST ST ST RIM 616.78 ST SE INV 602.84 OP PROPOSED 8" AWWA C-900 PVC COMBINED ST 8" SAN. INV=603.13 PROPOSED 6" WATER SERVICE (5' MIN. COVER) NW INV 607.33 SW INV 602.84 ST ST GATE VALVE NW INV 602.74 24" STORM INV=608.20 PROPOSED WATERLINE 1" W ST ST APPROXIMATE LOCATION OF PROP. CAP TO BE PROP. CAP TO BE INSTALLED ST ST ST FUTURE WATER SERVICE TO ST ST CA ST JUST AFTER 6" GATE VALVE AS INSTALLED JUST UT ST PROPOSED BUILDING; TO BE FUT 200 LF IO ST 396 LF SHOWN (FOR FUTURE USE) AFTER 10" GATE PROPOSED CATCH BASIN CB N ST ST ST INSTALLED DURING FUTURE DRAWING NAME: 2,50 URE 10" SDR-35 ST APPROXIMATE LOCATION OF FUTURE 8" SDR-35 VALVE AS SHOWN ST ST PROPOSED PHASE OF CONSTRUCTION N ST ST IO PVC @ 0.40% ST PVC @ 0.40% (FOR FUTURE USE) UT 0 G. Utility Plan ST SANITARY LATERAL FROM PROPOSED ST 8"x8"x6" TEE CA STOP ST APPROXIMATE LOCATION OF FUTURE PROPOSED YARD DRAIN YD FUTSANITARY LATERAL FROM PROPOSED ST BAN S.F. BUILDING; TO BE INSTALLED DURING ST FUTURE PHASE OF CONSTRUCTION ST URE TO BE INSTALLED DURING RES BUILDING; ST ST K ST ST ST ST TAFUTUREDRIV OF CONSTRUCTION OFFSITE IMPROVEMENTS TO ST U PHASE E RAN CONNECT TO EXISTING SAN PROPOSED MANHOLE MH ST T 2, -THRU ST ST ST MANHOLE 12 AT INV. 607.43. WV ST ST 380 STOP ST ST STOP REFER TO PLANS BY OTHERS. ST ST ST SF PROPOSED HYDRANT ASSEMBLY ST ST OR TO PLUG ST STOP Date: 07/20/26 ST AST INVERT; ST APPROXIMATE LOCATION OF FUTURE ST PROPOSED GATE VALVE GV ST DEMOLITION PLAN PROPOSED 8" AWWA C-900 STOP APPROXIMATE LOCATION OF FUTURE SANITARY LATERAL FROM PROPOSED ST ST Drawn By: C. Wood SANITARY LATERAL FROM PROPOSED BUILDING; TO BE INSTALLED DURING PVC COMBINED WATER Scale: As Noted SAN MH 3 STOP STOP ST SERVICE (5' MIN. COVER) NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A ST BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION ST IM 614.36 STOP ST 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE DRAWING NO. FUTURE PHASE OF CONSTRUCTION SAN MH 4 SAN MH 8 ST COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE ST NV 601.31 RIM 612.66 UTILITY PLAN ST ST RIM 613.96 BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. C-402 ST NV 601.21 SE INV 601.94 FU MAINTAIN 18" VERTICAL CLEARING AT ST RES TURE D STOP ST SW INV 604.52 ST ALL STORM/SANITARY CROSSINGS, TYP. N INV 601.84 ST TAU RIV NE INV 604.42 STOP ST NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, ST ST ST RAN E-TH SCALE: 1"=40' CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. ST 133 LF T, 2 RU ST ,300 PROPOSED PIPE CROSSING: ST ST 10" SDR-35 Project No: 24-4113 ST ST ST SF 8" SAN. INV= 604.55 40 0 40 80Ft. ST PVC @ 0.40% ST 24" STORM INV=609.25 209 LF 40' PROPOSED PIPE CROSSING: PROPOSED PIPE CROSSING: 8" SDR-35 Page 1065 of 1174 ST 10" SAN. INV=601.18 ST ST ST

PROPOSED 8" AWWA C-900 STOP ST CA PVC COMBINED WATER % .50 UT @0 IO SERVICE (5' MIN. COVER) N C " PV MAT F8 214 L CHL N ST IO ST UT INE CA MAINTAIN 18" VERTICAL CLEARING AT MAT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor (C-4 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. (SHEET C-402) ALL STORM/SANITARY CROSSINGS, TYP. CHL 02) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 INE ST Greensboro ST OP ) (NE (DESIGNED (C-4 MAT 1 1 .87 SE) 01) CHL =6 7 ( OUT 11.9 INV IN=6 83 ST BY OTHERS) INE INV 619. MAT TF= H-4 CA (BY UT 209 LF SM CHL IO OTH N (SHEET C-401) PROPOSED PIPE CROSSING: 8" SDR-35 INE ERS ST (C-4 N 232 LF 8" SAN. INV= 605.10 PVC @ 0.85% ) TIO ST U 03) CA 8" SDR-35 18" STORM INV=608.15 CURRENT SHEET PVC @ 0.40% Utica ST PROPOSED 6" GATE VALVE SHEET LOCATION MAP RIMSAN613.17 PROP. 6" AWWA C-900 PVC MH 9 CA COMBINED SERVICE (5' MIN. COVER) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY UT Buffalo IO N CA OTHERS. REFER TO OFFSITE PLANS BY OTHERS UT SW INV 605.55 IO PROPOSED N SCALE: N.T.S. N SE INV 605.55 IO 8"x8"x6" TEE UT ST CA N NE INV 605.45 IO UT ST CA PROPOSED PIPE CROSSING: ST 8" SAN. INV= 605.67 36" STORM INV=608.20 ST ST ST ST CA UT IO N ST PROPOSED PIPE CROSSING: ST N IO ST UT 8" SAN. INV= 606.18 CA ST 18" STORM INV=608.30 PROPOSED STORMWATER 301 LF 8" SDR-35 ST SAN MH 10 RIM 613.26 ST SW INV 606.85 MANAGEMENT AREA PVC @ 0.40% STNE INV 606.75 ST West Seneca Exchange ST ST ST FUT Slade Ave, Ridge Rd & Orchard Park Rd APPROXIMATE LOCATION OF ST FUTURE 6" COMBINED SERVICE 2 , 9 URE ST PROPOSED PIPE CROSSING: 25 ST RET G.S.F. STO ST 8" SAN. INV= 607.02 189 LF P ST FUTURE FIRE 42" STORM INV=608.44 AIL 8" SDR-35 ST HYDRANT APPROXIMATE LOCATION OF FUTURE WATER PVC @ 0.40% ST ST SERVICE TO PROPOSED BUILDING; TO BE INSTALLED ST ST ST DURING FUTURE PHASE OF CONSTRUCTION ST ST ST ST ST ST ST ST ST ST ST ST APPROXIMATE LOCATION OF FUTURE PROPOSED CAP TO BE INSTALLED SANITARY LATERAL FROM PROPOSED West Seneca New York ST ST BUILDING; TO BE INSTALLED DURING SAN MH 11 STOP STOP ST ST JUST AFTER 6" GATE VALVE AS ST ST ST ST FUTURE PHASE OF CONSTRUCTION RIM 612.95 SHOWN (FOR FUTURE USE) ST ST NE INV 607.61 ST ST ST © CARMINA WOOD DESIGN ST STOP ST ST ST OPOSED 6" AWWA C-900 PVC COMBINED ST ST ST ST ST ATER SERVICE (5' MIN. COVER) FU RES TURE D ST ST OPOSED 8"x8"x6" 3-WAY TEE TAU RIV STOP ST ST ST ST ST ST RAN E-TH MAT T 2, RU CHL ST ST ST STOP ST ST ST ST 380 MAT ST INE ST ST ST ST ST ST APPROXIMATE LOCATION OF FUTURE WATER SERVICE TO PROPOSED SF CHLIN (BY BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION E (C OTH -403 ERS ) ST STOP ST ) ST ED CAP TO BE INSTALLED JUST AFTER ST ST VALVE AS SHOWN (FOR FUTURE USE) ST APPROXIMATE LOCATION OF ) -401 FUTURE 6" COMBINED SERVICE APPROX. LOCATION OF FUTURE FUTURE RETAIL Date RESTAURANT SANITARY LATERAL FROM PROP. FUTURE RETAIL E (C BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF 100'x100' 100'x100' HLIN CONSTRUCTION EX. OFFICE ST 10,000 SF C 10,000 SF ST MAT 03) 7,980 SF (C-4 ST APPROXIMATE LOCATION OF FUTURE WATER ST STOP SERVICE TO PROPOSED BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION INE STOP ST No. Description CHL ST MAT ST REVISIONS: ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STOP APPROXIMATE LOCATION OF FUTURE SANITARY LATERAL FROM PROPOSED BUILDING; TO BE INSTALLED DURING FUTURE PHASE OF CONSTRUCTION SLADE DRIVE IMPROVEMENTS SHOWN DESIGNED BY OTHERS. REFER TO OFFSITE PLANS BY OTHERS PROPOSED 8" G.V. (BY ECWA) PROPOSED 24"x24"x8" TAPPING SLEEVE & VALVE (BY ECWA) Sealed 07/20/2026 PROPOSED UTILITY LEGEND PROPOSED STORM SEWER ST PROPOSED SANITARY SEWER 6" SA PROPOSED WATERLINE 1" W PROPOSED CATCH BASIN CB DRAWING NAME: PROPOSED YARD DRAIN YD Utility Plan PROPOSED MANHOLE MH PROPOSED HYDRANT ASSEMBLY Date: 07/20/26 PROPOSED GATE VALVE GV Drawn By: C. Wood Scale: As Noted NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE DRAWING NO. COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE UTILITY PLAN BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. SCALE: 1"=40' NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. C-403 Project No: 24-4113 40 0 40 80Ft. 40' Page 1066 of 1174

DETECTABLE TAPE TRENCH WIDTH 1'-6" BELOW FINISHED GRADE (I.D. + 24") 6" TOPSOIL (MIN.) sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro 2 DETECTABLE TAPE EXCAVATED FROM TRENCH BACKFILL WITH MATERIAL 1'-6" BELOW FINISHED GRADE TRENCH WIDTH 12" (I.D.) 12" (I.D. + 24") 2 Utica 12" 1 . DIA O.D. Buffalo 12" (I.D.) 12" ) D. (I. TOP OF PIPE ZONE (6"MIN.) 1/3 I.D. (12"MAX.) 12" 1 . DIA O.D. D.) NOTES: (I. A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. (6"MIN.) 1/3 I.D. (12"MAX.) B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL NOTES: BE USED IN ALL UNSHEETED TRENCH AREAS. A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. MATERIALS B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. West Seneca Exchange PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE BE USED IN ALL UNSHEETED TRENCH AREAS. Slade Ave, Ridge Rd & Orchard Park Rd MANUFACTURER. MATERIALS NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) 2 TYPE 2 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 304-2.02 TYPE 2. THE 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN TWO INCHES AND HAVING A MAXIMUM GRADATION MEETING THESHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS LIMITS DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPEDESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE MANUFACTURER. MANUFACTURER. NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 West Seneca New York NO SLAG SHALL BE ALLOWED FOR MATERIAL 2 2 BACKFILL MATERIAL SHALL BE NATIVE SOIL CONTAINING NO UNSUITABLE MATERIAL COMPACTED IN 6" LIFTS. © CARMINA WOOD DESIGN SEWER/WATERLINE TRENCH SECTION IN PAVED AREAS SEWER/WATERLINE TRENCH SECTION NOT TO SCALE IN UNPAVED AREAS 8"METER & RPZ INSULATED ENCLOSURE NOT TO SCALE 'L' 'L' UNDISTURBED OR COMPACTED EARTH FINAL GRADE VALVE BOX COVER SHALL BE LABELED Date 'WATER' 2'-6" MIN. UNDISTURBED OR COMPACTED EARTH COLOR ELBOW FITTING, PUBLIC: YELLOW TEE FITTING, TYP. PRIVATE: RED TYP. PLAN PLAN THREE PIECE CAST IRON VALVE CONCRETE THRUST BOX WITH COVER BLOCK, TYP. CONCRETE THRUST BLOCK, TYP. FINISH GRADE BREAKAWAY NOTE SEE FLANGE, CLOSE No. Description WATER MAIN WATER MAIN TO FINISH TYP. TYP. GRADE 'H' 'H' REVISIONS: THREE PIECE CAST IRON VALVE BOX 4'-6" MIN. COVER ELEVATION ELEVATION DEPTH VARIES EXTENSION PIECES TO BE FURNISHED IF REQUIRED 6" GATE VALVE, HYDRANT SHUT-OFF 5-1/4" VALVE DIMENSION SCHEDULE OPENING PIPE 90° ELBOW 45° ELBOW 22.5° ELBOW 11.25° ELBOW VALVE SIZE 'H' 'L' 'H' 'L' 'H' 'L' 'H' 'L' 4" 1.5' 2.0' 1.0' 2.0' 1.0' 1.0' 1.0' 1.0' WATER MAIN 6" 2.0' 2.5' 1.5' 2.0' 1.0' 1.5' 1.0' 1.5' 8" 2.5' 3.5' 2.0' 2.5' 1.5' 1.5' 1.0' 2.0' 10" 3.0' 4.5' 2.5' 3.0' 1.5' 3.0' 1.0' 2.5' Sealed 07/20/2026 #4 STEEL REBAR ANCHOR ROD, 12" 3.5' 5.0' 3.0' 3.5' 2.5' 2.5' 1.5' 2.5' TYP. BEND AS REQ'D. CONCRETE ANCHOR BLOCK 2'-0" CONCRETE WIDE BLOCKING, TYP. DIMENSION SCHEDULE 1'-0" WATER MAIN FOR CONNECTION PIPE TEE OR TAP THRUST BLOCK SCHEDULE RESTRAIN JOINTS USING SIZE SLEEVE RETAINER GLANDS (TYP.) ---- 'H' 'L' 4" 1.5' 1.0' DIMENSION TO BE DETERMINED 6" 1.5' 2.5' IN THE FIELD 1'-0" MIN. NOTE: 8" 1.5' 3.5' CENTERLINE OF THE LOWEST NOZZLE TO FINISH GRADE SHALL MIN. OF 8 CU. FT. CRUSHED 10" 2.5' 3.5' STONE FOR HYDRANT DRAINAGE BE A MIN. OF 15" & MAX. 12" 3.5' 3.5' OF 18" TYPICAL GATE VALVE DETAIL NOT TO SCALE TYPICAL FIRE HYDRANT ASSEMBLY DETAIL DRAWING NAME: NOT TO SCALE Utility Details Date: 07/20/26 Drawn By: C. Wood Scale: As Noted DRAWING NO. C-404 Project No: 24-4113 Page 1067 of 1174

FRAME AND GRATE SHALL BE NEENAH EXTERIOR CLEANOUT @ GRADE CAP FRAME AND GRATE SHALL BE NEENAH R-1792-FG OR R-1792-FL W/"STORM" CAST IN R-1792-FG OR R-1792-FL W/"STORM" CAST IN J.R. SMITH #4251-U W/ VANDAL- COVER IF SOLID COVER IS SPECIFIED, HEAVY DUTY BICYCLE PROOF FRAME AND COVER IF SOLID COVER IS SPECIFIED, HEAVY PROOF SCREWS OR APPROVED EQUAL GRATE TO BE USED IN PARKING LOT AREAS UNLESS OTHERWISE SPECIFIED DUTY BICYCLE PROOF FRAME AND GRATE TO sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. BE USED IN PARKING LOT AREAS UNLESS All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 24" DIA. TOP COURSE Greensboro OTHERWISE SPECIFIED EXPANSION JOINT 8" STAND. 24" DIA. BINDER 2" STANDARD WITH FIBERBOARD 12" MIN. GRADE STONE BASE 4000 PSI CONCRETE ENCASE RISER RINGS W/GASKET TO FULL DEPTH OF FRAME AS REQUIRED RISER RINGS W/GASKET AS REQUIRED 6" FOR IN-LINE CLEAN-OUT Utica TOP SLAB IS 8" SEE PLANS SELECT FILL 8" FOR END OF LINE LAMPHOLE TYP. VARIES STEEL REINFORCED TO MEET 12" OR EXCEED HS-20 LOADING. ECCENTRIC CONE (IF SPECIFIED) 48" DIA. MIN. SECTION OR AS REQ'D Buffalo DET. A NOTE: ECCENTRIC CONE SECTION SHALL BE USED UNLESS ALTERNATE TOP SLAB FLOW DEPTH WARRANTS TOP SLAB PER MANUFACTURER SEE PLANS FOR SEWER SIZES FRAME OD + 2' GASKETED STEEL REINFORCED COPOLYMER JOINT (TYP.) POLYPROPYLENE PLASTIC STEP RISER SECTION LAMPHOLE/CLEANOUT IN PAVEMENT/SIDEWALK (IF REQ'D) NOT TO SCALE 48" DIA. MIN. 5" MIN. OR OR AS REQ'D AS REQ'D DETAIL A West Seneca Exchange NOTE: MANHOLE TO BE COATED ON OUTSIDE WITH EXTERIOR CLEANOUT @ GRADE BITUMASTIC SEALER J.R. SMITH #4251-U W/ VANDAL- PROOF SCREWS OR APPROVED EQUAL PVC CAP END NOTE: COVER TO BE Slade Ave, Ridge Rd & Orchard Park Rd GENERAL NOTES: INSCRIBED "SANITARY" 2"x4" MARKER TO BE CUT 1'-0" BELOW 1. REINFORCED STEEL TO CONFORM TO LATEST A.S.T.M. A185 GRADE AFTER FINAL FIELD WALK (END SPEC. 0.12 SQ. IN./LINEAL FT. AND 0.12 SQ. IN. (BOTH WAYS) OF LINE CLEANOUTS ONLY) PIPE, SEE PLAN IN BASE SLAB. FOR SIZE & INVERT 2" 2. CONCRETE COMPRESSIVE STRENGTH - 4000 PSI MINIMUM. BASE SECTION FRAME OD+2' 12" 3. MANHOLE DESIGN SPECIFICATIONS TO CONFORM TO LATEST 12" MIN. A.S.T.M. C478 SPEC. FOR PRE-CAST REINFORCED CON-CRETE MANHOLE SECTIONS. SEE PLANS 4000 PSI CONCRETE VARIES 4. SINGLE POUR MONOLITHIC BASE SECTION. ENCASEMENT West Seneca New York 24" MIN. 8" THK. SEE PLANS © CARMINA WOOD DESIGN VARIES 6"x6"x6" WYE 6" MIN. PER TRENCH DETAIL #1STONE BEDDING (VARIES W/SIZE OF PIPE) 12" COMPACTED TYPE 2 R.O.C. STONE BASE, NYSDOT ITEM 304.02 TYPICAL SANITARY MANHOLE DETAIL NOT TO SCALE WATER TIGHT PVC END CAP 6" Ø PVC OR A SPECIFIED ON PLANS Date (END OF LINE CLEANOUTS ONLY) LAMPHOLE/CLEANOUT IN LAWN/FIELD AREAS NOT TO SCALE No. Description REVISIONS: Sealed 07/20/2026 DRAWING NAME: Sanitary Sewer Details Date: 07/20/26 Drawn By: C. Wood Scale: As Noted DRAWING NO. C-405 Project No: 24-4113 Page 1068 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET L-102) Greensboro (DESIGNED BY OTHERS) RS) THE (SHEET L-101) YO (PLA ) NS B 02 (L-1 (SHEET L-103) Utica LINE LINE SHEET LOCATION MAP CH CH MAT Buffalo MAT SCALE: N.T.S. ST OP OP ST FUT URE 1 80,3 -STOR OP 00 S Y RE 62 0 ST .F. TAIL 620 WV 620 DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN DN ON THIS PLAN SET ARE CONSIDERED West Seneca Exchange 0 62 TO BE CONCEPTUAL ONLY. 620 620 WV Slade Ave, Ridge Rd & Orchard Park Rd 0 ST 62 ST WHO PROPO LE SED 158 SALE R STOP ST ,000 ETA 620 S TOP SF IL ST 620 ST MATCH LINE (L-102) ST ST NOTE: IO MATCH LINE (L-101) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY PAT West Seneca New York FUT UR OTHERS. REFER TO OFFSITE PLANS BY OTHERS 130 E RETA ST ST ST TOP S 9,10 'x70' IL STOP FU 0 SF RES TURE D STOP TAU RIVE © CARMINA WOOD DESIGN N RAN -TH ST WV IO UT 620 CA ST IO T 4, RU 620 ST CA PAT 963 UT IO SF N STOP N IO UT CA STOP CA UT IO N STOP ST STOP 620 S TOP ST ST ST ST CA ST UT FU ST ST IO N 620 2,50 TURE ST N IO UT 0 CA ST BAN G.S.F. STOP FU ST 620 ST WV ST K RES TURE D N IO UT TAU RIV CA ST ST RAN E-TH 620 T 2, RU 62 WV 620 ST 0 E TANK_1011 380 STOP SP_FF_ADDITIV STOP SF WV ST ST CA UT IO N STOP 620 STOP ST ST CA 620 UT STOP IO STOP ST N 620 STOP N IO UT ST CA PLAN CIVIL ARCH D BY LY ON - DETERMINE ACCORDINGBE TO PLACED LOCATED LOCATION AND IS RANDOMLY CORRECT EQUIPMENT FU REST TURE D 620 STOP ST NT CONTAINME 0317 ST ST 40K_US_ SPILL ANK_ AUR RIVE STOP CABINET DRUM SP_FF_T ROLL-TOP 0317 40K_US_ ANT -THR ANK_ SP_FF_T ST , 2,3 U 0317 40K_US_ ANK_ SP_FF_T 00 S CA F UT IO 620 N ST ST N ST IO 0 62 STOP UT ST CA ST STOP STOP 62 STOP ST 0 STOP 615 ST Date 621 ST ST 0 62 CA ST UT IO 620 N CA UT IO N ST 615 N IO UT CA N STOP IO 620 UT CA ST STOP STOP STOP ST ST 0 ST 62 ST ST CA UT 0 62 IO N STOP STOP ST 620 ST N IO ST UT CA PROPOSED STORMWATER 620 ST ST ST 625 ST ST ST MANAGEMENT AREA ST ST ST 625 62 5 ST ONLY ST FU ST No. Description ONLY STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP ST 5 62 STOP AIL REVISIONS: 625 ST 62 STOP 0 ST ST ST ST ST STOP ST STOP ST ST STOP STOP STOP ST ST ST STOP ST ST ST ST FU ST RES TURE D ST TAU RIV STOP ST FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL ST ST ST ST RAN E-TH T 2, RU MAT STOP ST ST 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 110'x200' LINE ST 22,000 SF MAT ST 22,000 SF 22,000 SF NOTE: STOP (PLA 22,000 SF ST CH ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (L-1 YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 03) THE ST FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' RS) ST SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE ST 10,000 SF 10,000 SF 7,980 SF ST ST ST ST ST ST ST STOP ST ST ST ST STOP Sealed 07/20/2026 ST ST ST ST ST ST ST ST STOP (L-1 ) 01 03) (L-1 LINE LINE CH CH MAT MAT OVERALL LANDSCAPE PLAN DRAWING NAME: Landscape Plan LEGEND SCALE: 1"=100' Overall DECIDUOUS TREE SMALL TREE Date: 07/20/26 EVERGREEN TREE/SHRUB Drawn By: C. Wood Scale: As Noted BUSH/ORNAMENTAL GRASS DRAWING NO. PERENNIAL NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS,L-100 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. Project No: 24-4113 100' Page 1069 of 1174

ST ST MATCHLINE (L-102) ST ST MATCHLINE (L-101) IO ST ST PAT FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ST URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET L-102) ST Greensboro 1-GTd ST (DESIGNED OP STST 130 RETA ST ST 9,10 'x70' IL STOP BY OTHERS) ST YOU ARE FU ST 0 SF RES TURE D ST ST STOP HERE TAU RIVE ST RAN -TH ST IO T 4, RU ST ST 1-GTd ST PAT (SHEET L-103) 963 ST ST SF Utica STOP ST ST STOP SHEET LOCATION MAP 3-QRxB STOP ST ST ST STOP ST S ST Buffalo TOP ST ST ST ST SCALE: N.T.S. ST ST ST ST ST ST ST ST ST GV ST 5-QRn FU ST 1-GTd ST ST 2,50 TURE ST 3-QRxB ST ST ST ST ST ST 0 G. ST ST STOP ST FU ST BAN S.F. ST ST RES TURE D ST ST K ST ST ST ST TAU RIV ST RAN E-TH ST ST ST ST T 2, RU ST ST 380 STOP ST ST 1-GTd ST STOP SF ST ST ST 1-GTd ST ST 3-QRn STOP ST ST 2-QRxB ST ST STOP ST ST 3-AxB STOP 1-UAp STOP ST ST ST STOP ST West Seneca Exchange ST ST 3-ArRS ST ST 1-GTd ST FU ST RES TURE D STOP ST ST ST ST 3-GTd TAU RIV STOP ST ST RAN E-TH Slade Ave, Ridge Rd & Orchard Park Rd ST ST T, 2 RU 1-GTd ST ,300 ST 616 ST ST ST 1-QRxB ST SF ST 5-QRn ST 2-GTd ST ST ST 5-GBps 1-ArRS ST ST STOP ST ST ST ST ST ST ST STOP ST ST STOP STOP ST ST STOP ST 1-GTd ST ST ST ST ST ST ST ST 1-UAp West Seneca New York ST ST ST 1-UAp 2-QRxB ST ST 616 ST ST © CARMINA WOOD DESIGN STOP ST ST ST ST ST ST ST 1-GTd ST STOP ST STOP ST STOP ST ST ST 5-ArRS ST ST ST ST ST ST ST ST ST ST ST STOP STOP ST ST ST ST ST ST ST ST PROPOSED STORMWATER ST ST ST MANAGEMENT AREA ST ST ST ST ST ST ST ST Date ST ST ST ST ST ST ST ST ST ST ST STOP STOP ST STOP STOP STOP STOP ST STOP STOP ST ST STOP AQUATIC BENCH AREA AND SHALLOW No. Description ST BASIN AREA TO BE SEEDED WITH ST STOP ERNST MIX ERNMX NO. 127 REVISIONS: ST ST (REF. L-103 FOR MIX SPECIFICATIONS) STOP ST ST ST ST ST ST ST ST ST ST STOP ST ST STOP ST STOP ST ST ST ST ST ST ST ST ST ST 01) ST ST ST (L-1 03) ST (L-1 STOP FUTURE RETAIL INE ST ST ST ST ST FUTURE RETAIL ST ST ST ST ST LEGEND FUTURE RETAIL ST ST STOP ST ST CHL ST FUTURE RETAIL ST ST INE ST ST ST ST ST ST 110'x200' Sealed 07/20/2026 110'x200' DECIDUOUS TREE CHL MAT 110'x200' 110'x200' 22,000 SF ST MAT ST 22,000 SF 22,000 SF 22,000 SF SMALL TREE ST ST EVERGREEN TREE/SHRUB FUTURE ST ST ST ST RESTAURANT FUTURE RETAIL BUSH/ORNAMENTAL GRASS FUTURE RETAIL PERENNIAL 100'x100' ST ST ST ST 100'x100' 100'x100' ST 10,000 SF 10,000 SF ST 10,000 SF ST ST NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, DRAWING NAME: ST ST ST CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. ST ST ST ST ST ST ST ST ST STOP STOP 40 0 40 80Ft. Landscape Plan ST ST ST ST ST ST 40' 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 14-JS ST ST ST ST ST ST KEY QTY. BOTANICAL NAME COMMON NAME MIN. SIZE REMARKS ST ST GTd 29 Gleditsia triacanthos I "Draves" Street Keeper Honey Locust 2 1/2" - 3" CAL. B&B, HT. 40', W 35' QRxB 16 Quercus robur x bicolor 'Long' Regal Prince Oak 2 1/2" - 3" CAL. B&B, HT. 35', W 18' Date: 07/20/26 GV UAp 3 Ulmus americana 'Princeton' Princeton American Elm Tree 2 1/2" - 3" CAL. B&B, HT. 60', W 40' Drawn By: C. Wood QM 3 Quercus macrocarpa Chestnut Oak 2 1/2" - 3" CAL. B&B, HT.50', W 30' Scale: As Noted CBL 8 Carpinus betulus 'Lucas' Lucus columnar hornbeam 2 1/2" - 3" CAL. B&B, HT.30' W 10' QRn 13 Quercus robur x bicolor 'Nadler' Kindred Spirit Oak 2 1/2" - 3" CAL. B&B, HT.30' W 6' DRAWING NO. ArRS 9 Acer rubrum 'Red Sentinel' Red Sentinel Maple 2 1/2" - 3" CAL. B&B, HT.30' W 12' GBps AxB SR 5 3 3 Ginkgo biloba 'Princeton Sentry' Aesculus x bushii 'Aaron 1' Syringa reticulata 'Ivory Silk' Maiden Hair Tree Mystic Ruby Buckeye Ivory Silk Tree Lilac 2 1/2" - 3" CAL. 2 1/2" - 3" CAL. 1 1/2" - 2 1/2"" CAL. B&B, HT.50' W 20' B&B, HT.30' W 15' B&B, HT.20' W 15' L-101 LANDSCAPE PLAN JS 14 Juniperus scopolarum 'Skyrocket' Skyrocket Juniper 6-8' Tall B&B, HT. 16', W 4' Project No: 24-4113 SCALE: 1"=40' Page 1070 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. YOU ARE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro HERE (DESIGNED BY OTHERS) (SHEET L-101) (SHEET L-103) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST West Seneca Exchange FUT URE Slade Ave, Ridge Rd & Orchard Park Rd 1 80,3 -STOR 00 S Y RE P O ST .F. TAIL DN 5-GTd West Seneca New York 2-GTd © CARMINA WOOD DESIGN 2-GTd WV 2-GTd 3-QM Date ST ST ST 1-QRxB ST ST RS) 2-QRxB W -B E W 76 OTH -B -BW 76 ST ST -BW 76 5-CBL 1-GTd STOP No. Description S BY ST 2-QRxB 76 02) STOP ST (L-1 LAN REVISIONS: ST ST E (P INE ST ST CHL HLIN 3-CBL MAT ST C ST MAT MATCHLINE (L-102) ST ST MATCHLINE (L-101) IO ST ST PAT FUT ST ST 1-GTd URE ST STOP ST 130 RETA LEGEND ST ST 9,10 'x70' IL STOP Sealed 07/20/2026 ST FU 0 SF DECIDUOUS TREE RESTTURE D ST ST ST STOP AUR RIVE- ST ST WV ANT THR SMALL TREE IO ST ST 4,96 U 1-GTd ST CA PAT UT 3 SF IO ST ST N STOP EVERGREEN TREE/SHRUB N IO ST UT ST CA 3-QRxB STOP STOP ST BUSH/ORNAMENTAL GRASS ST ST STOP ST STOP ST ST ST PERENNIAL ST ST ST ST ST ST ST NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, ST ST ST CA ST CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. UT ST 5-QRn FUT IO ST N 1-GTd ST ST ST DRAWING NAME: 2,50 URE 3-QRxB ST 40 0 40 80Ft. ST ST N ST ST IO ST UT 0 G. Landscape Plan ST ST 40' CA ST STOP FUT ST BAN S.F. ST ST RES URE D ST ST K ST ST ST ST TAU RIV ST RAN E-TH ST ST ST KEY QTY. BOTANICAL NAME COMMON NAME MIN. SIZE REMARKS ST T 2, RU WV ST 011 TANK_1 ST 380 LANDSCAPE PLAN VE STOP ADDITI SP_FF_ ST ST 1-GTd ST STOP SF GTd 29 Gleditsia triacanthos I "Draves" Street Keeper Honey Locust 2 1/2" - 3" CAL. B&B, HT. 40', W 35' ST ST ST 1-GTd ST QRxB 16 Quercus robur x bicolor 'Long' Regal Prince Oak 2 1/2" - 3" CAL. B&B, HT. 35', W 18' ST Ulmus americana 'Princeton' Princeton American Elm Tree B&B, HT. 60', W 40' 3-QRn UAp 3 2 1/2" - 3" CAL. STOP Date: 07/20/26 ST ST 2-QRxB SCALE: 1"=40' ST QM 3 Quercus macrocarpa Chestnut Oak 2 1/2" - 3" CAL. B&B, HT.50', W 30' ST STOP ST ST Drawn By: C. Wood 3-AxB CBL 8 Carpinus betulus 'Lucas' Lucus columnar hornbeam 2 1/2" - 3" CAL. B&B, HT.30' W 10' STOP ST Kindred Spirit Oak Scale: As Noted STOP 1-UAp QRn 13 Quercus robur x bicolor 'Nadler' 2 1/2" - 3" CAL. B&B, HT.30' W 6' ST ST S TO P ST ArRS 9 Acer rubrum 'Red Sentinel' Red Sentinel Maple 2 1/2" - 3" CAL. B&B, HT.30' W 12' DRAWING NO. ST ST GBps 5 Ginkgo biloba 'Princeton Sentry' Maiden Hair Tree 2 1/2" - 3" CAL. B&B, HT.50' W 20' 3-ArRS ST PLAN CIVIL ST ARCHED BY ON GLY RMIN RDIN BE DETE ED - 1-GTd ACCO TO PLAC TED TION OMLY LOCA LOCA L-102 AND ECT T IS RAND CORR PMEN ST EQUI FU AxB 3 Aesculus x bushii 'Aaron 1' Mystic Ruby Buckeye 2 1/2" - 3" CAL. B&B, HT.30' W 15' ST RES TURE D STOP ST ST SR 3 Syringa reticulata 'Ivory Silk' Ivory Silk Tree Lilac 1 1/2" - 2 1/2"" CAL. B&B, HT.20' W 15' ST T MEN 17 TAIN _03 _US CON TAU RIV K_ 40K 3-GTd SPILL TAN FF_ STOP ST INET DRUM SP_ CAB -TOP ROLL ST ST RAN E-TH 17 _03 _US K_ 40K TAN ST SP_ FF_ T, 2 RU 1-GTd 17 _03 _US K_ 40K ST ST TAN FF_ SP_ ,300 ST ST JS 14 Juniperus scopolarum 'Skyrocket' Skyrocket Juniper 6-8' Tall B&B, HT. 16', W 4' Project No: 24-4113 ST ST ST SF ST 5-QRn ST 2-GTd Page 1071 of 1174 ST ST ST 1-ArRS ST

STOP ST 3-AxB CA UT IO N MAT CHL N ST IO ST UT INE CA PLAN CIVIL ARCH ED BY ON GLY RMIN RDIN DETE ED - ACCO TO BE PLAC MAT TED TION OMLY LOCA LOCA AND RECT T IS RAND COR PMEN EQUI sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor (L-1 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. (SHEET L-102) CHL 02) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 IN E ST T MEN Greensboro 17 TAIN _03 _US CON K_ 40K SPILL TAN FF_ STOP NET DRUM SP_ CABI -TOP (L-1 ROLL 17 _03 _US K_ 40K MAT TAN FF_ SP_ (DESIGNED 1-GTd 01) CHL 17 _03 _US K_ 40K TAN FF_ SP_ ST BY OTHERS) INE MAT CA (BY UT CHL IO OTH N (SHEET L-101) INE ERS ST 1-ArRS 5-GBps (L-1 N ) TIO 03) ST U CA YOU ARE HERE Utica ST SHEET LOCATION MAP CA UT Buffalo IO N CA UT IO N SCALE: N.T.S. N IO UT ST CA N IO UT ST CA 1-GTd ST ST 5-ArRS ST ST ST CA UT IO N ST ST N IO ST UT CA ST PROPOSED STORMWATER ST ST 1-GTd MANAGEMENT AREA ST ST West Seneca Exchange ST ST ST FUT Slade Ave, Ridge Rd & Orchard Park Rd ST 2,92 URE1-GTd ST 5 G. ST RET S.F. STOP ST ST AQUATIC BENCH AREA AND SHALLOW AIL ST 5-SR ST BASIN AREA TO BE SEEDED WITH ST ERNST MIX ERNMX NO. 127 ST 1-GTd ST ST ST ST (REF. L-103 FOR MIX SPECIFICATIONS) ST ST ST ST ST ST ST ST ST ST West Seneca New York ST ST STOP STOP ST ST ST ST ST ST ST ST ST ST ST © CARMINA WOOD DESIGN ST STOP ST ST ST ST ST ST ST ST FU RES TURE D ST ST TAU RIV STOP ST ST ST ST ST ST RAN E-TH MAT T 2, RU CHL ST ST ST STOP ST ST ST ST 380 MAT ST INE ST ST ST ST ST ST SF CHL (BY INE OTH (L-1 ERS 03) ) ST STOP ST ST ST ST ST 01) FUTURE RETAIL 03) Date FUTURE RETAIL (L-1 RESTAURANT (L-1 100'x100' INE 100'x100' INE EX. OFFICE LEGEND CHL ST 10,000 SF CHL 10,000 SF ST MAT 7,980 SF DECIDUOUS TREE MAT ST ST STOP STOP SMALL TREE ST No. Description ST ST REVISIONS: ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STOP EVERGREEN TREE/SHRUB BUSH/ORNAMENTAL GRASS PERENNIAL Sealed 07/20/2026 KEY QTY. BOTANICAL NAME COMMON NAME MIN. SIZE REMARKS GTd 29 Gleditsia triacanthos I "Draves" Street Keeper Honey Locust 2 1/2" - 3" CAL. B&B, HT. 40', W 35' LANDSCAPE PLAN Regal Prince Oak SCALE: 1"=40' DRAWING NAME: QRxB 16 Quercus robur x bicolor 'Long' 2 1/2" - 3" CAL. B&B, HT. 35', W 18' UAp 3 Ulmus americana 'Princeton' Princeton American Elm Tree 2 1/2" - 3" CAL. B&B, HT. 60', W 40' Landscape Plan QM 3 Quercus macrocarpa Chestnut Oak 2 1/2" - 3" CAL. B&B, HT.50', W 30' CBL 8 Carpinus betulus 'Lucas' Lucus columnar hornbeam 2 1/2" - 3" CAL. B&B, HT.30' W 10' QRn 13 Quercus robur x bicolor 'Nadler' Kindred Spirit Oak 2 1/2" - 3" CAL. B&B, HT.30' W 6' ArRS 9 Acer rubrum 'Red Sentinel' Red Sentinel Maple 2 1/2" - 3" CAL. B&B, HT.30' W 12' GBps 5 Ginkgo biloba 'Princeton Sentry' Maiden Hair Tree 2 1/2" - 3" CAL. B&B, HT.50' W 20' Date: 07/20/26 Drawn By: C. Wood AxB 3 Aesculus x bushii 'Aaron 1' Mystic Ruby Buckeye 2 1/2" - 3" CAL. B&B, HT.30' W 15' Scale: As Noted SR 3 Syringa reticulata 'Ivory Silk' Ivory Silk Tree Lilac 1 1/2" - 2 1/2"" CAL. B&B, HT.20' W 15' DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, JS 14 Juniperus scopolarum 'Skyrocket' Skyrocket Juniper 6-8' Tall B&B, HT. 16', W 4' CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 40' 40 0 40 80Ft. L-103 Project No: 24-4113 Page 1072 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 PRUNE AS SPECIFIED AND DETAILED Greensboro PRUNE ONLY DAMAGED OR BROKEN BRANCHES DRIVE STAKES INTO SUBGR. AS SHOWN. 3/TREE OVER 5' HT. AND 2/TREE 5' HT. AND UNDER. Utica DRIVE STAKES INTO SUBGR. AS SHOWN. 3/TREE OVER 2'' CALIPER AND 2/TREE HOSE AND DOUBLE STRAND WIRE Buffalo 2''CALIPER AND UNDER. GUYS. SET GUYS 1/2 TO 2/3 UP TREE. INSIDE CONTINUOUS FINISH GRADE. PITCH AWAY FROM PLANT BED SAUCER AT STRUCTURE. HOSE AND DOUBLE STRAND WIRE GUYS CONDITION EDGE IN OF BUILDING, WALL, FENCE WHERE APPLICABLE - FACE INSIDE PLANT CONTINUOUS LAWN BED CONDITION SAUCER AT EDGE SET ROOT FLARE AT FINISH GRADE KEEP CONDITION PRUNE ONLY BROKEN OR DAMAGED IN LAWN MULCH 2" FROM TRUNK BRANCHES CONDITION OR STRUCTURE. CONTINUOUS SETTLED DEPTH MULCH FINISH GRADE AT SAUCER FINISH GRADE AT SAUCER BED - 4" DEPTH 2" 2" TOPSOIL 45^ SPADE CUT EDGE WHERE BED ROOT BALL MAX. ABUTS LAWN UNLESS OTHERWISE DEPTH OF 4" MULCH 2" - 4" DEPTH TOPSOIL NOTED OR SPECIFIED. CUT AND LAYBACK TOP 1/3 BURLAP 4" FROM ROOTBALL MULCH West Seneca Exchange PLANTING SOIL MIXTURE CUT AND LAY BACK TOP 1/3 BURLAP CUT AND LAY BACK TOP 1/3 BURLAP FROM ROOT BALL FROM ROOT-BALL Slade Ave, Ridge Rd & Orchard Park Rd 6" ROOT BALL TO REST ON UNDISTURBED PLANTING SOIL MIXTURE PLANTING SOIL MIXTURE 6" 1'-6" SUBGRADE OR COMPACTED MOUND UNDISTURBED SUBGRADE 1'-6" LIGHTLY HAND TAMP SUBGRADE 2-0" SEE DRWGS. SEE DRWGS. West Seneca New York 2'-0" MIN. 2'-0" MIN. 3 x WIDER THAN ROOT BALL MIN. 6" © CARMINA WOOD DESIGN STD. DECIDUOUS TREET PLANTING STD. EVERGREEN PLANTING STD. SHRUB PLANTING LANDSCAPE NOTES: Date ''X'' 1. ALL PLANTS INSTALLED SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS AS NOTED ON THE PLANS AND IN THE LATEST EDITION ON THE AMERICAN STANDARD FOR NURSERY STOCK, BY THE AMERICAN ASSOCIATION OF NURSERYMEN, ANSI 260.1 PRUNE AS SPECIFIED AND AS DETAILED ''X' TYPICAL SPACING ''X'' NOTED ON 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIS OWN QUANTITY TAKEOFF, THE QUANTITIES SHOWN ARE A MINIMUM AND ARE FOR ' ''X' ' REFERENCE ONLY. DRAWINGS AS ON-CENTER DIMENSION. 3. THE CONTRACTOR SHALL PERFORM A ROUGH FIELD STAKEOUT OF ALL PLANTING MATERIAL LOCATIONS AND CONTACT THE OWNERS FIELD REPRESENTATIVE PRIOR TO ACTUALL INSTALLING. THE PLANTING MATERIAL LOCATIONS SHOWN ON THE PLANS ARE TO CONVEY THE DESIGN INTENT ONLY, ACTUAL LOCATIONS WILL BE FINALIZED BY THE OWNERS FIELD REPRESENTATIVE AT THE TIME OF INSTALLATION. No. Description 4. THE CONTRACTOR IS HEREBY NOTIFIED THAT IF UNDERGROUND UTILITIES EXIST IN THE VICINITY OF THE PLANTINGS, ALL PROPOSED RUBBER HOSE ON EACH MAJOR STEM. PLANTINGS SHALL BE INSTALLED A MINIMUM OF 5' FROM ANY UNDERGROUND UTILITY, CONTACT THE OWNERS FIELD REPRESENTATIVE IF REVISIONS: ALL MAJOR STEMS SHOULD BE WIRED PLANTINGS SHOWN ON THE PLANS VIOLATE THIS SITUATION. SPACING VARIES. SEE PLANT LIST. TOGETHER. 5. ALL TREES SHALL BE INSTALLED A MINIMUM OF 20' FROM ANY OVERHEAD ELECTRIC LINES. PLAN DOUBLE STRAND GUY WIRES (3). 4''W TREE WRAP TO FIRST LIMB 6. 1 PART PLANTING BACKFILL MIXTURE SHALL CONSIST OF 4 PARTS TOPSOIL, 1 PART PEAT 3 MOSS, WELL ROTTED MANURE, 10 LBS 5-10-5 PLANTING FERTILIZER THOROUGHLY MIXED PER CUBIC YARD. WHITE FLAG ON EACH TO INCREASE VISIBILITY. SET TREE AT ORIGINAL GRADE 7. STAKE AND WRAP TREES IMMEDIATELY FOLLOWING INSTALLATION. "X" "X" INSIDE PLANT CONTINUOUS 8. ALL PLANTED AREAS SHALL RECEIVE A 3" LAYER OF SHREDDED PINE BARK MULCH OVER 10 MIL. WEED MAT EQUAL TO "WEEDBLOCK" BY EASY BED CONDITION SAUCER AT EDGE GARDENER OR DEWITT WEED BARRIER. PLACE THE CROWN OF THE PLANT IN LAWN EXPOSED ROOT FLARE KEEP MULCH 2" 9. THE AREAS ON THE PLAN TO BE SEEDED SHALL HAVE 4" MINIMUM OF TOPSOIL, DISK PLOWED, LEVELED AND HAND RAKED SMOOTH. LEVEL WITH FINISH GRADE OF CONDITION FROM TRUNK SURFACE SHALL BE ROLLED TO REMOVE LUMPS. PLANTING SOIL. MULCH 2"-4" DEPTH FINISH GRADE AT SAUCER 10. ALL SEEDED AREAS SHALL BE HYDROSEEDED IN ACCORDANCE WITH THE SPECIFICATION INDICATED. WHERE REQUIRED BY CLIMATIC Sealed 07/20/2026 CONDITIONS, SLOPE OR SEASON OF PLANTING, SOD MAY BE SUBSTITUTED FOR SEEDING IN ORDER TO ACHIEVE THE REQUIRED COVERAGE. 4" SETTLED DEPTH MULCH. TYPE AS TOPSOIL DEPTH OF 4" 2" 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR WATERING, MOWING AND OTHER MAINTENANCE TO SEEDED AREAS UNTIL THE PROJECT IS SPECIFIED. 2'-0'' MIN. LENGTH WOOD STAKES (3). ROOT BALL MAX. ACCEPTED BY THE OWNER, THIS SHALL INCLUDE WATERING DAILY FOR 15 DAYS OR AS REQUIRED BY WEATHER CONDITIONS AND 4" GENTLY LOOSEN ROOT BALL PRIOR TO DRIVE INTO SUBGRADE AS SHOWN. RE-SEEDING OF THIN SPOTS FOLLOWING THE GERMINATION OF THE SEEDS. PLANTING. IF CIRCLING ROOTS ARE PRESENT CUT WITH A CLEAN SHARP CUT & LAYBACK TOP 1/3 BURLAP BLADE. 1'-6" FROM ROOT BALL NON-BIODEGRADEABLE MATERIAL PLANTING SOIL MIXTURE SHALL BE REMOVED. PLANTING SOIL MIXTURE 6" SCARIFY SUBSOIL ROOT BALL TO REST ON UNDISTURBED DRAWING NAME: SUBGRADE 95% COMPACTED OR UNDISTURBED Landscape Notes SUBGRADE 2-3 x WIDER THAN ROOT BALL & Details SECTION Date: 07/20/26 NOTE: PLANT BULBS IN TRENCHES AND BOUQUET PLANTING GROUPS. DECIDUOUS TREE PLANTING - MULTI - STEM Drawn By: Scale: C. Wood As Noted NO TO SCALE DRAWING NO. GROUND COVER PLANT SPACING NO TO SCALE L-104 Project No: 24-4113 Page 1073 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET LP-102) Greensboro (DESIGNED BY OTHERS) S) HER (SHEET LP-101) Y OT (PLA 2) NS B 10 (LP- (SHEET LP-103) Utica LINE LINE SHEET LOCATION MAP CH CH M AT Buffalo MAT SCALE: N.T.S. ST OP OP ST FUT URE 1 80,3 -STOR OP ST 00 S Y RE .F. TAIL WV DN NOTE: FUTURE DEVELOPMENT AREAS SHOWN DN ON THIS PLAN SET ARE CONSIDERED West Seneca Exchange TO BE CONCEPTUAL ONLY. WV Slade Ave, Ridge Rd & Orchard Park Rd WHO PROPO LE SED 158 SALE R -BW -BW 76 ,000 ETA -BW 76 -BW 76 STOP SF IL 76 STOP MATCH LINE (LP-102) NOTE: IO MATCH LINE (LP-101) OFFSITE IMPROVEMENTS SHOWN DESIGNED BY PAT West Seneca New York FUT UR OTHERS. REFER TO OFFSITE PLANS BY OTHERS TOP S 130 E RETA 9,10 'x70' IL STOP FU 0 SF RES TURE D STOP TAU RIVE © CARMINA WOOD DESIGN N IO UT RAN -TH WV CA IO T 4, RU CA PAT 963 UT IO SF N STOP N IO UT CA STOP CA UT IO N STOP STOP S TOP CA UT GV FU IO N 2,50 TURE N IO UT 0 CA BAN G.S.F. STOP FU WV K RES TURE D N IO UT TAU RIV CA RAN E-TH T 2, RU WV 380 STOP STOP SF WV CA UT IO N STOP STOP CA UT STOP IO STOP N STOP N IO UT CA FU REST TURE D STOP AUR RIVE STOP ANT -THR , 2,3 U 00 S CA F UT IO N N IO STOP UT CA GV STOP STOP STOP STOP Date 621 CA UT IO N CA UT IO N N IO UT CA N STOP IO UT CA STOP STOP STOP CA UT IO N STOP STOP N IO UT CA PROPOSED STORMWATER MANAGEMENT AREA GV ONLY FU No. Description ONLY STOP STOP STOP STOP 2,92 TURE STOP 5 RET G.S.F. STOP STOP STOP STOP STOP AIL REVISIONS: STOP STOP STOP STOP STOP STOP STOP FU RES TURE D TAU RIV STOP FUTURE RETAIL FUTURE RETAIL FUTURE RETAIL RAN E-TH T 2, RU MAT STOP 110'x200' FUTURE RETAIL 380 SF CH 110'x200' 110'x200' 22,000 SF 22,000 SF 110'x200' NOTE: STOP MAT LINE 22,000 SF 22,000 SF FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN CH (PLA LINE NS B NOTE: FUTURE SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. (LP- YO RESTAURANT FUTURE RETAIL FUTURE RETAIL 103 THE FUTURE DEVELOPMENT AREAS SHOWN ON THIS PLAN 100'x100' 100'x100' 100'x100' ) RS) SET ARE CONSIDERED TO BE CONCEPTUAL ONLY. 10,000 SF EX. OFFICE 10,000 SF 10,000 SF 7,980 SF STOP STOP Sealed 07/20/2026 STOP GV GV (LP- 1) 10 ) 103 LIGHTING PLAN SITE LEGEND (LP- LINE PROPERTY LINE LINE CH SCALE: 1"=100' CH MAT DRAWING NAME: MAT PROPOSED CONCRETE CURB Lighting Plan PROPOSED SIDEWALK / CONCRETE PAD Overall NUMBER OF PARKING SPACES 27 PROPOSED SIGN Date: 07/20/26 PROPOSED STANDARD DUTY Drawn By: C. Wood ASPHALT PAVEMENT Scale: As Noted PROPOSED LIGHT POLE DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS,LP-100 CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 100 0 100 200Ft. Project No: 24-4113 100' Page 1074 of 1174

MATCHLINE (LP-102) MATCHLINE (LP-101) IO PAT FUT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. URE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 (SHEET LP-102) Greensboro (DESIGNED TS OP S TOP 130 RETA BY OTHERS) FU 9,10 'x70' IL CURRENT RES TURE D 0 SF STOP SHEET TAU RIVE RAN -TH IO T 4, RU PAT (SHEET LP-103) 963 SF Utica STOP STOP SHEET LOCATION MAP STOP STOP S Buffalo TOP SCALE: N.T.S. 113LF 8" PVC @ 0.50 FU % 2,50 TURE 0 G. STOP FU BAN S.F. RES TURE D K TAU RIV RAN E-TH T 2, RU 380 STOP STOP SF STOP STOP STOP STOP STOP West Seneca Exchange FU RES TURE D STOP TAU RIV STOP RAN E-TH Slade Ave, Ridge Rd & Orchard Park Rd T, 2 RU ,300 SF STOP STOP STOP STOP STOP West Seneca New York © CARMINA WOOD DESIGN STOP STOP STOP STOP STOP STOP PROPOSED STORMWATER MANAGEMENT AREA Date STOP STOP STOP STOP STOP STOP STOP STOP STOP No. Description STOP REVISIONS: STOP STOP STOP STOP 01) LP-1 STOP FUTURE RETAIL ( FUTURE RETAIL INE FUTURE RETAIL STOP FUTURE RETAIL CHL 110'x200' 3) Sealed 07/20/2026 110'x200' P-10 110'x200' MAT 22,000 SF 110'x200' E (L 22,000 SF 22,000 SF 22,000 SF IN CHL MAT FUTURE RESTAURANT FUTURE RETAIL SITE LEGEND FUTURE RETAIL 100'x100' 100'x100' PROPERTY LINE 100'x100' 10,000 SF 10,000 SF 10,000 SF PROPOSED CONCRETE CURB DRAWING NAME: PROPOSED SIDEWALK / CONCRETE PAD STOP STOP Lighting Plan NUMBER OF PARKING SPACES 27 PROPOSED SIGN PROPOSED STANDARD DUTY ASPHALT PAVEMENT Date: 07/20/26 Drawn By: C. Wood PROPOSED LIGHT POLE Scale: As Noted DRAWING NO. LIGHTING PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. LP-101 SCALE: 1"=40' 40 0 40 80Ft. 40' Project No: 24-4113 Page 1075 of 1174

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. CURRENT All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SHEET (DESIGNED BY OTHERS) (SHEET LP-101) (SHEET LP-103) Utica SHEET LOCATION MAP Buffalo S T SCALE: N.T.S. OP OP ST West Seneca Exchange FUT URE Slade Ave, Ridge Rd & Orchard Park Rd 1 80,3 -STOR 00 S Y RE P O ST .F. TAIL DN West Seneca New York © CARMINA WOOD DESIGN WV ) S HER Y OT Date ) 102 NS B (LP- (PLA INE INE CHL CHL W MAT -B W 76 -B MAT -BW 76 -BW 76 STOP No. Description 76 STOP REVISIONS: MATCHLINE (LP-102) MATCHLINE (LP-101) IO PAT FUT URE STOP 130 RETA 9,10 'x70' IL STOP Sealed 07/20/2026 FU 0 SF RESTTURE D STOP AUR RIVE- WV ANT THR IO 4,96 U CA PAT UT 3 SF IO N STOP N IO UT CA STOP STOP SITE LEGEND STOP STOP PROPERTY LINE CA PROPOSED CONCRETE CURB UT FUT IO N DRAWING NAME: 2,50 URE N IO PROPOSED SIDEWALK / CONCRETE PAD UT 0 G. Lighting Plan CA STOP FUT BAN S.F. RES URE D K TAU RIV NUMBER OF PARKING SPACES 27 RAN E-TH T 2, RU WV 380 STOP STOP PROPOSED SIGN SF PROPOSED STANDARD DUTY ASPHALT PAVEMENT STOP Date: 07/20/26 STOP Drawn By: C. Wood PROPOSED LIGHT POLE Scale: As Noted STOP STOP S TO P DRAWING NO. FU RES TURE D LIGHTING PLAN NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, LP-102 STOP CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. TAU RIV STOP RAN E-TH SCALE: 1"=40' 40 0 40 80Ft. T, 2 RU 40' ,300 Project No: 24-4113 SF Page 1076 of 1174

STOP CA UT IO N MAT CHL N IO UT INE CA MAT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor (LP- to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. (SHEET LP-102) CHL 102) All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 INE Greensboro STOP (LP- (DESIGNED 101) MAT BY OTHERS) CHL MAT INE CA (BY UT CHL IO OTH N (SHEET LP-101) INE (LP- E RS) N IO UT 103) CA CURRENT SHEET Utica SHEET LOCATION MAP CA UT Buffalo IO N CA UT IO N SCALE: N.T.S. N IO UT CA N IO UT CA CA UT IO N N IO UT CA PROPOSED STORMWATER MANAGEMENT AREA West Seneca Exchange FUT Slade Ave, Ridge Rd & Orchard Park Rd 2,92 URE 5 G. RET S.F. STOP AIL West Seneca New York STOP STOP © CARMINA WOOD DESIGN STOP FU RES TURE D ) 101 TAU RIV STOP RAN E-TH MAT (LP- T 2, RU CHL STOP 380 MAT INE INE SF CHL (BY INE OTH CHL (LP- 103) ERS) 103) STOP MAT (LP- E HLIN FUTURE RETAIL Date FUTURE RETAIL C RESTAURANT MAT 100'x100' 100'x100' 10,000 SF EX. OFFICE 10,000 SF 7,980 SF STOP STOP No. Description REVISIONS: STOP Sealed 07/20/2026 LIGHTING PLAN SCALE: 1"=40' SITE LEGEND PROPERTY LINE PROPOSED CONCRETE CURB DRAWING NAME: PROPOSED SIDEWALK / CONCRETE PAD Lighting Plan NUMBER OF PARKING SPACES 27 PROPOSED SIGN PROPOSED STANDARD DUTY ASPHALT PAVEMENT Date: 07/20/26 Drawn By: C. Wood PROPOSED LIGHT POLE Scale: As Noted DRAWING NO. LP-103 NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 40 0 40 80Ft. 40' Project No: 24-4113 Page 1077 of 1174

All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 © CARMINA WOOD DESIGN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. REVISIONS: Date: Scale: No. Description Date Drawn By: West Seneca Exchange Project No: DRAWING NO. Slade Ave, Ridge Rd & Orchard Park Rd DRAWING NAME: West Seneca New York 24-4113 Buffalo Utica Greensboro Lighting Details LP-104 Page 1078 of 1174 07/20/26 As Noted C. Wood Sealed 07/20/2026

July 22, 2026 Jeffrey Schieber, Code Enforcement Officer Town of West Seneca 1250 Union Road West Seneca, NY 14224 Re: Seneca Mall Redevelopment Orchard Park Rd, Slade Ave, Ridge Rd West Seneca, NY Mr. Schieber: On behalf of our client, Benchmark Streamline, LLC, we are submitting the following information and documents for a Site Plan Review Application. This letter shall also serve as the Letter of Intent for this project. Please find enclosed the following items: (12) Copies of the Site Plan Application Form, dated 7/22/26 (12) Copies sets of West Seneca Exchange civil plan set w/ survey full size (24” x 36”), dated and sealed 7/20/26 (12) Copies sets of Land Development Plans Costco Wholesale w/ survey full size (24” x 36”), dated and sealed 7/17/26 (3) Copies of the West Seneca Exchange SWPPP, dated July 2026 (3) Copies of the West Seneca Exchange Engineer’s Report, dated July 2026 (3) Copies of the Costco Wholesale Stormwater Management Report, dated July 17, 2026 (12) copies of Costco Wholesale Colored Building Elevations, (11”x17”), dated February 2026 (12) copies of Costco Wholesale Colored Fuel Elevations(11”x17”), dated February 2026 (1) Application fee check for the amount of $17,350.00, check # (1) Escrow Engineering Review fee check for the amount of $5,000.00, check # It should be noted all documents listed above will also be provided to the Town electronically. The project is a redevelopment of the site previously occupied by the Seneca Mall. This phase includes the development of a 158,000 sf Costco Wholesale building which will also include an accessory fueling facility along with the major infrastructure for approximately 225,000 sf of future commercial buildings; the existing Tops Markets will remain. The project will include associated utility improvements, parking improvements, landscaping and signage. Once specific tenants are secured, supplemental submittals will be made detailing the future commercial development. Access to the site will continue to be from Orchard Park Road and Slade Avenue. The site was recently rezoned to C-2(s). Page 1079 of 1174

Site Access The project will utilize driveway connections from Orchard Park Road and Slade Avenue for site access. The existing signalized driveway across from Wegmans on Orchard Park Road and the existing signalized driveway on Slade Avenue will be upgraded. An additional signalized driveway will be installed across from the existing driveway to the Ellicott Development parcel to the west. Off-site roadway improvements and modifications to Orchard Park Road and Slade Avenue are also proposed, as shown on the Site Plan. These improvements were designed in accordance with the recommendations in the Traffic Report prepared by Passaro. All driveway and off-site improvement plans have been submitted to Erie County Highway (Slade Ave) and NYSDOT (Orchard Park Road/Ridge Road) for their review. Grading/Storm Drainage The project site is currently graded towards existing drainage structures throughout the site and drains to the existing surrounding public storm sewer infrastructure. It is the intent to grade and slope the proposed parking areas to proposed onsite catch basins and to reuse the existing storm connections. There is not currently any storm water management on site. The proposed redevelopment will collect and convey stormwater through a system of catch basins, yard drains, manholes, HDPE storm sewer pipe, and a wet pond designed to accommodate the ultimate build out of the site. The project will require coverage under the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity (GP-0-25-001) because the area of disturbance exceeds 1 acre and will be reviewed under the NYSDEC redevelopment guidelines. The proposed stormwater management system provides the required Water Quality Volume (WQv) treatment and peak flow attenuation in accordance with Town of West Seneca and NYSDEC requirements before discharging to the existing storm sewer system and ultimately to Cazenovia Creek. Water/Sewer/Utilities Utility upgrades for the project include significant modifications to the existing private water and sewer mains on site. A looped private water main system will utilize the existing water connection at Orchard Park Road and add a new connection to the main on Slade Avenue. The proposed buildings will connect to the on site private main. The proposed Costco will reuse the existing water connection on Ridge Road. Private hydrants will be installed throughout the site to provide fire protection, Buildings will be sprinklered where required by the NYS Building Code. All connections to the public mains will have backflow preventers and meters approved by ECWA. The majority of the existing private sanitary sewer system will be replaced, with the connection at Slade Avenue being reused. The existing Tops will tie into this new private on-site system. The future buildings along Slade Avenue will tie directly to the public main on Slade Avenue. A downstream sanitary sewer capacity analysis (DSCA) was completed and previously submitted to the town as part of the rezoning process. The DSCA did not indicate any capacity issues and I/I mitigation will be provided as part of the project in accordance with NYSDEC and Town requirements. Page 1080 of 1174

The proposed buildings will connect to the public gas, electric and telephone infrastructure in the adjacent right of ways. Wetlands/Flood Plain State or Federal Wetlands are not present on site, nor are 100-year or 500-year floodplain. If you should have any questions regarding this letter, please contact me at (716) 550-3342. Thank you. Sincerely, Christopher Wood, PE | President, Civil Engineering Page 1081 of 1174

Page 1082 of 1174

9 1 6 7 DD31-01. COPING, DD31-01. 32'-0" "MEDIUM BRONZE" TO CORNICE 31'-0" TO COPING 15'-7" TO ROOFING 0'-0" FIN FLR MCELROY METAL MEGA PANEL, MCELROY METAL MEGA PANEL, SMOOTH FACE CMU, MCELROY METAL MEGA PANEL, "OLD TOWN GRAY" "MYSTIQUE PLUS" "GRAY" "OLD TOWN GRAY" FRONT ELEVATION 1 SCALE: 1/16" = 1'-0" A A.7 G SB SE SH 7 ENTRY SIGNAGE 6 CENTER TO 8 DD31-01. DD31-01. 32'-0" OPENING DD31-01. 29'-6" COPING, TO CORNICE 32'-0" "MEDIUM BRONZE" ROOFING TO COPING TO COPING 29'-6" AFF TO COPING 19'-4" AFF 18'-0" BO ACCENT TO COPING BAND 0'-0" 0'-0" FIN FLR FIN FLR MCELROY METAL MEGA PANEL, MCELROY METAL MEGA PANEL, SMOOTH FACE CMU, MCELROY METAL MEGA PANEL, "OLD TOWN GRAY" "MYSTIQUE PLUS" "GRAY" "OLD TOWN GRAY" RIGHT ELEVATION GRID-S.2 WALL ELEVATIONS 2 SCALE: 1/16" = 1'-0" 3 SCALE: 1/16" = 1'-0" 1 10 13 6 DD31-01. 32'-0" COPING, TO COPING "MEDIUM BRONZE" 31'-0" 29'-6" TO COPING TO COPING 19'-4" 15'-7" BO ACCENT TO ROOF BAND 0'-0" FIN FLR MCELROY METAL MEGA PANEL, MCELROY METAL MEGA PANEL, SMOOTH FACE CMU, MCELROY METAL MEGA PANEL, "MYSTIQUE PLUS" "OLD TOWN GRAY" "GRAY" "MYSTIQUE PLUS" REAR ELEVATION 4 SCALE: 1/16" = 1'-0" G A AA 4 DD31-01. COPING, MCELROY METAL MEGA PANEL, "MEDIUM BRONZE" "OLD TOWN GRAY" 31'-0" 31'-0" TO COPING TO COPING 5 2 DD31-01. DD31-01. 18'-9" 19'-4" TO ROOF BO ACCENT BAND SIDING PROFILE 3'-4" 1. DD 3 -0 1 31 TO CMU 1' - 0" 7 1/4" DD31-01. 0'-0" 1 1/2" 1 1/2" FIN FLR MCELROY METAL MEGA PANEL, MCELROY METAL MEGA PANEL, SMOOTH FACE CMU, BUTLER RIB II McELROY METAL MEGA RIB / METAL SALES IC72 "OLD TOWN GRAY" "MYSTIQUE PLUS" "GRAY" LEFT ELEVATION 1' - 0" INTERIOR 5 1 1/2" EXTERIOR 2" UNO SCALE: 1/16" = 1'-0" BUTLER INSULATED EMBOSSED METAL PANEL SHADOWALL (KINGSPAN KS SERIES AZTECO) WEST SENECA, NY NOTE: LOCATE AS DIRECTED BY FIRE MARSHALL 1'- 0" MIN 32' - 0" EQ 6' - 0" 6' - 0" 6' - 0" 6' - 0" 6' - 0" EQ 1234567890 6' - 0" 6' - 0" ALUMINUM COMPOSITE 26' - 8" MATERIAL - COSTCO RED 2' - 0" 10" 6' - 0" 6' - 0" 6' - 0" 6' - 0" 1' - 10" SIGNAGE AREA TABULATION (WALL SIGNAGES) 4' - 11 1/2" 2" REVERSE PAN 6' - 0" 6' - 7" QTY SIGN SIZE AREA (SF) EA TOTAL SF 3 COSTCO WHOLESALE 6'-0" "C" 251 SF 753 2' - 0" 17' - 4" 1 COSTCO WHOLESALE 5'-0" "C" 174 SF 174 2' - 2" 1 TIRE CENTER 17'-4" X 1'-9" 31 SF 31 5' - 0" 7' - 3 1/2" TOTAL SIGNAGE AREA 958 1' - 9" ALIGN NOTE: 31' - 0" PROVIDE BACK PANEL ON ALL SIGNAGE EXCEPT 1' - 10" WHEN APPLIED TO SOLID FLAT SURFACE; E.G., 20'-9" 4' - 0" CMU, TEXTURED PANELS, ETC. BO SIGNAGE TYP ALIGN BUILDING SIGNAGE ENTRY SIGNAGE LOCATION SIGNAGE 6 SCALE: 1/8" = 1'-0" 0425 (SUPPLIED AND INSTALLED BY MBS) 7 SCALE: 1/8" = 1'-0" 0425 (SUPPLIED AND INSTALLED BY MBS) 8 SCALE: 1/8" = 1'-0" 0425 (SUPPLIED AND INSTALLED BY MBS) 24-5890-01 FEBRUARY 2026 COLOR BUILDING ELEVATIONS COSTCO WHOLESALE COLOR BUILDING ELEVATIONS DD31-01. © MG2, Inc. All rights reserved. No part of this document may be reproduced WEST SENECA, NY FEBRUARY 2026 in any form or by any means without permission in writing from MG2. Page 1083 of 1174

4 3 2 1 135' - 4" 16' - 8" 34' - 0" 34' - 0" 34' - 0" 16' - 8" 7 CENTER ON 1 7 13 CANOPY SIGN 7 19' - 8 1/2" T.O. FASCIA 4' - 5" 13' 6" 13' 6" 15' - 4" B.O. BEAM 12 13 8 MOUNT ON CANOPY FASCIA BY CANOPY SUPPLIER, EACH SIDE DD42-02 OF CANOPY FOR INCOMING AND OUTGOING TRAFFIC A B C D 2 15' - 4" AT FOREFROUND 3 1 4 2 DD42-01. 1 5 3 0" REFERENCE DATUM 4 CANOPY AND DISPENSER ISLAND 1 SCALE: 1/4" = 1'-0" 2 DD42-01. KEYPLAN D C B A SCALE: 1" = 10'-0" 119' - 0" 22' - 3" 28' - 0" 18' - 6" 28' - 0" 22' - 3" MOUNT ON CANOPY FASCIA CENTER ON EXTERIOR FINISH SCHEDULE BY CANOPY SUPPLIER, 7 CENTER ON ALL FOUR CANOPY SIGN 7 13 1 SIDES OF CANOPY. 19' - 8 1/2" T.O. FASCIA # ITEM MATERIAL FINISH COLOR MANUFACTURER / NOTES 1 FASCIA ENG. ARCH. PANEL PRE-FINISED TAUPE DARK METAL SPAN - MEGA RIB 2 CONTROLLER ENCLOSURE METAL KYNAR 500 YOKE WHITE PCTT80125 PPG 4' - 5" 3 ROOF METAL POWDER COATED YELLOW GREY RAL 7034 PPG 4 COLUMN METAL POWDER COATED MS19 SILVER PCT73106 PPG 15' - 4" B.O BEAM 13 EXIT SIDE ENTRANCE SIDE KEYNOTES 9 8 DD42-02 PRE-FINISHED METAL FASCIA PANEL - SUPPLIED AND INSTALLED BY CANOPY SUPPLIER UNDER 14 1 SEPARATE CONTRACT 12 2 COLUMN - SUPPLIED AND INSTALLED BY CANOPY SUPPLIER UNDER SEPARATE CONTRACT 3 2 3 ACCESSIBLE MULTIPRODUCT DISPENSER 15' - 4" CONCRETE-FILLED METAL FORMED GUARD AT ENDS OF ISLANDS - TOP OF GUARD AT 30" 4 ABOVE TRAFFIC SURFACE - PAINT SIDES ONLY WITH GLOSS BLUE. 8 RAISED CONCRETE ISLAND WITH METAL EDGE FORM - PAINT SIDES ONLY WITH GLOSS BLACK. 5 6 WASTE RECEPTOR, BOLT DOWN, CENTER OF EACH ISLAND (SOIC) 4 6 CANOPY FASCIA SIGN LIGHT FIXTURE (SOIC) 7 5 FIRE EXTINGUISHER AND CABINETS MOUNTED ON ENTRANCE SIDE OF COLUMNS - FIRE 10 8 EXTINGUISHER CABINET TO BE: BROOKS MODEL # MARK II, RED CABINET WITH CLEAR COVER 0" (OR EQUAL) - FIRE EXTINGUISHER AND CABINET, BY GC REFERENCE DATUM 9 VIDEO CAMERA - VERIFY LOCATION WITH OWNER CONSTRUCTION PROJECT MANAGER. GC PAVEMENT AT 1% SLOPE SHALL RUN CONDUIT AND INSTALL 3" ROUND OR OCTAGONAL J-BOX FOR MOUNTING CAMERAS. MAX- VERIFY SLOPE WITH CIVIL DRAWINGS CANOPY AND DISPENSER ISLAND 10 CAULK PERIMETER OF DISPENSER BASE WITH PETROLEUM RESISTANT SEALANT, TYPICAL 2 SCALE: 1/4" = 1'-0" 11 RAIN LEADERS 12 FUEL INDICATOR LIGHT SYSTEM 13 COPING BOTTOM AND TOP OF FASCIA PANEL - COLOR MEDIUM BRONZE TYPICAL ENCLOSURE SUPPLIER TO REMOVE 14 NO SMOKING / STOP ENGINE SIGNAGE (SOIC) STEEL FACED INSULATED SCUPPER LIFTING LUGS & FILL HEX COUPLING PANELS - PAINTED BY WITH SILICONE SEALANT, TYP GUTTER ENCLOSURE SUPPLIER, TYP WALL- MOUNTED 8' - 6 5/8" HEAT PUMP METER &AMP BEYOND 3 "COSTCO", "SAFETY RED" BACKER, 5'8" OUTLINE UNIT SW4081 (RED) DD42-02 AMP GFCI RECEPTACLE DIS- AMP METER DISCONNECT SWITCH 2' - 5 1/4" MANUAL CONNECT INSULATED TRANSFER SWITCH HVAC CHASEWAY SAFETY GLASS SWITCH CT CABINET BEYOND CONCRETE WALKWAY PVC DOWNSPOUT - PAINTED BY SLOPE SLOPE ENCLOSURE SUPPLIER "WHOLESALE" AND (3) STRIPES "LAPIS LAZULI" SW1805 (BLUE) SLOPE SLOPE SIGNAGE SHALL NOT PROJECT GREATER THAN 12" FROM WALL SURFACE SLOPE SLOPE GRADE 2% GRADE 2% WEST SENECA, NY SIDE FACING AWAY FROM CANOPY ELECTRICAL ENTRY CANOPY SIGNAGE 3 4 4 ELECTRICAL STORAGE 6 8 SCALE: 1/2" = 1'-0" SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" DD42-02 DD42-02 BELL RINGER BY GC 3'-0" WIDE 3'-0" WIDE GUTTER DOOR DOOR NOTE: SLOPE LEVEL SLOPE SLOPE ALL EXPOSED METAL TO BE SLOPE SLOPE PAINTED EDGE OF SLOPE DOWN EDGE OF CONCRETE 4.1% CONCRETE INSULATED SAFETY GLASS EMERGENCY FLUSH INSULATED SHUT-OFF SAFETY GLASS 6" CURB 6" CURB TYPICAL ALARM STEEL FACED INSULATED ACKNOWLEDGEMENT NO CURB AT EDGE OF RAMP - 5 6" WIDE YELLOW SAFETY PAINT PANELS - PAINTED SWITCH TURN DOWN EDGE OF RAMP DD42-02 RAISED CONCRETE ISLAND WITH METAL EDGE FORM - PAINT SIDES ONLY WITH GLOSS BLACK, SEE SPEC 24-5890-01 SIDE FACING CANOPY STORAGE ENTRY CONTROLLER ENCLOSURE PLAN WARMING HUT 5 SCALE: 1/4" = 1'-0" 6 SCALE: 1/4" = 1'-0" 7 SCALE: 1/4" = 1'-0" 9 SCALE: 1/4" = 1'-0" FEBRUARY 2026 COLORED FUEL COSTCO WHOLESALE COLORED FUEL ELEVATIONS ELEVATIONS DD42-02 © MG2, Inc. All rights reserved. No part of this document may be reproduced WEST SENECA, NY FEBRUARY 2026 in any form or by any means without permission in writing from MG2. Page 1084 of 1174

LAND DEVELOPMENT PLANS CLINTON FRANKLIN ST. LAWRENCE STATE OF VERMONT ESSEX JEFFERSON ISSUED FOR PERMITTING LEWIS HAMILTON WARREN OSWEGO ORLEANS WASHINGTON MONROE WAYNE NIAGARA ONEIDA HERKIMER SARATOGA FULTON SITE LOCATION ONONDAGA GENESEE MONTGOMERY MADISON SCHENEC TADY ONTARIO SENECA RENSSELAER CAYUGA WYOMING ERIE LIVINGSTON OSTEGO S YATES SCHOHARIE ALBANY SETT CORTLAND MASS TATE OF CHENANGO ACHU TOMPKINS SCHUYLER COLUMBIA S CHAUTAUQUA ULSTER CATTARAUGUS ALLEGANY STEUBEN DELAWARE TIOGA CHEMUNG BROOME ULSTER STATE OF PENNSYLVANIA DUTCHESS CONNECTICUT SULLIVAN STATE OF PUTNAM ORANGE COSTCO WHOLESALE ST AT WESTCHESTER EO FN ROCKLAND EW JE RS SUFFOLK EY BRONX K R SLADE AVENUE MUNICIPAL LOCATION YO W QUEENS NE NASSUA KINGS RICHMOND LOCATION MAP WEST SENECA, NEW YORK VICINITY MAP N.T.S. SCALE: 1"=800' CONTENTS Sheet Number Sheet Title G0.00 COVER SHEET G0.01 GENERAL NOTES AL-1 ALTA NSPS LAND TITLE SURVEY (SHEET 1 OF 4) AL-1 ALTA NSPS LAND TITLE SURVEY (SHEET 2 OF 4) AL-1 ALTA NSPS LAND TITLE SURVEY (SHEET 3 OF 4) AL-1 ALTA NSPS LAND TITLE SURVEY (SHEET 4 OF 4) C1.00 OVERALL SITE PLAN C1.01 SITE PLAN C1.02 SITE PLAN C1.03 SITE PLAN C1.04 SITE PLAN C1.20 OVERALL TRUCK TURNING PLAN C1.100 SITE DETAILS PREPARED FOR: C1.101 SITE DETAILS C1.102 C1.103 C1.104 SITE DETAILS SITE DETAILS SITE DETAILS TOWN OF WEST SENECA C2.00 C2.01 C2.02 C2.03 OVERALL GRADING PLAN GRADING PLAN GRADING PLAN GRADING PLAN 1250 UNION ROAD WEST SENECA, NY 14224 C2.04 GRADING PLAN C2.50 OVERALL DRAINAGE PLAN C2.51 DRAINAGE PLAN C2.52 DRAINAGE PLAN C2.53 DRAINAGE PLAN C2.54 DRAINAGE PLAN C2.100 C2.101 GRADING AND DRAINAGE DETAILS GRADING AND DRAINAGE DETAILS PREPARED BY: C2.102 GRADING AND DRAINAGE DETAILS C2.103 GRADING AND DRAINAGE DETAILS ARCHITECTURE C3.00 OVERALL SITE UTILITY PLAN ENGINEERING C3.01 SITE UTILITY PLAN ENVIRONMENTAL C3.02 SITE UTILITY PLAN LAND SURVEYING C3.03 SITE UTILITY PLAN C3.04 SITE UTILITY PLAN ISSUED FOR PERMITTING C3.100 C3.101 SITE UTILITY DETAILS SITE UTILITY DETAILS NOT RELEASED FOR CONSTRUCTION C4.00 OVERALL EROSION AND SEDIMENT CONTROL PLAN 355 Research Parkway C4.01 EROSION AND SEDIMENT CONTROL PLAN Meriden, CT 06450 C4.02 C4.03 EROSION AND SEDIMENT CONTROL PLAN EROSION AND SEDIMENT CONTROL PLAN (203) 630-1406 DEVELOPER: OWNER: C4.04 EROSION AND SEDIMENT CONTROL PLAN CALIBER COMMERCIAL BROKERAGE LLC S & R COMPANY OF WEST SENECA C4.100 EROSION AND SEDIMENT CONTROL PLAN DETAILS 394 E HENRIETTA ROAD PO BOX 1027 C5.00 OVERALL LANDSCAPING PLAN ROCHESTER NY, 14620 BUFFALO NY, 14240 C5.01 LANDSCAPING PLAN C5.02 LANDSCAPING PLAN C5.03 LANDSCAPING PLAN C5.04 C5.10 LANDSCAPING PLAN LANDSCAPING NOTES AND DETAILS DATES C5.50 OVERALL IRRIGATION PLAN C5.51 IRRIGATION PLAN ISSUE DATE: 07/17/2026 C5.52 IRRIGATION PLAN C5.53 IRRIGATION PLAN C5.54 IRRIGATION PLAN C5.55 IRRIGATION NOTES SE-1 LIGHTING PLAN 7/17/2026 CAD FILE: G2401824-00 BL PROJECT NUMBER: 2401824 C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1085 of 1174

SITE WORK GENERAL NOTES Land Surveying Environmental Architecture Engineering 1. THESE PLANS ARE FOR PERMITTING PURPOSES ONLY AND ARE NOT FOR CONSTRUCTION. 50. ASBESTOS OR HAZARDOUS MATERIAL, IF FOUND ON SITE, SHALL BE REMOVED BY A LICENSED HAZARDOUS MATERIAL ABATEMENT CONTRACTOR. 101. THE CONTRACTOR SHALL ARRANGE AND COORDINATE WITH UTILITY PROVIDERS FOR WORK TO BE PERFORMED BY UTILITY PROVIDERS. THE CONTRACTORDEFINITIONS SHALL PAY ALL UTILITY FEES UNLESS OTHERWISE STATED IN THE PROJECT SPECIFICATION MANUAL AND GENERAL CONDITIONS, AND REPAIR PAVEMENTS AS NECESSARY. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE PROJECT SPECIFICATION MANUAL; COSTCO CORPORATION STANDARDS, MUNICIPAL STANDARDS AND SPECIFICATIONS, 51. THE CONTRACTOR COUNTY SHALL PREPARE ALL MANIFEST DOCUMENTS AS REQUIRED PRIOR TO COMMENCEMENT OF DEMOLITION. MUNICIPALITY SHALL MEAN TOWN OF WEST SENECA STANDARDS AND SPECIFICATIONS, NEW YORK DEPARTMENT OF TRANSPORTATION STANDARDS AND SPECIFICATIONS, 2010 ADA STANDARDS, AND STATE BUILDING CODE IN 102. ELECTRIC, AND TELECOMMUNICATIONS SERVICES SHALL BE INSTALLED UNDERGROUND IN ACCORDANCE WITH LOCAL UTILITY PROVIDER REGULATIONS. THE CONTRACTOR 52. THE THE ABOVE REFERENCED INCREASING HIERARCHY. ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE OSHA, FEDERAL, STATE ANDCONTRACTOR LOCAL SHALL CUT AND PLUG, OR ARRANGE FOR THE APPROPRIATE UTILITY PROVIDER TO CUT AND PLUG ALL SERVICE PIPING AT THE STREET LINE SHALL OR AT THE MAIN,AND INSTALL AND BACKFILL PVC CONDUITS FOR TELECOMMUNICATIONS SERVICE, PVC CONDUITS FOR ELECTRIC SERVICE PRIMARY, PVC CONDUITS PROVIDE COUNTY SHALL FOR MEAN ERIE COUNTY REGULATIONS. AS REQUIRED BY THE UTILITY PROVIDER, OR AS OTHERWISE NOTED OR SHOWN ON THE CONTRACT DRAWINGS. ALL SERVICES MAY NOT BE SHOWN ON THIS PLAN. THE SECONDARY PER BUILDING ELECTRICAL PLANS, (SCHEDULE 80 UNDER PAVEMENT, SCHEDULE 40 IN NON PAVEMENT AREAS). SERVICES MAY BE INSTALLED IN A ELECTRICAL CONTRACTOR SHALL INVESTIGATE THE SITE PRIOR TO BIDDING TO DETERMINE THE EXTENT OF SERVICE PIPING TO BE REMOVED, CUT OR PLUGGED. THE CONTRACTOR COMMON SHALL STATE SHALL TRENCH WITH 12" CLEAR SPACE BETWEEN. MINIMUM COVER IS 36" ON ELECTRIC CONDUITS, AND 24" ON TELECOMMUNICATIONS CONDUITS. SERVICES SHALLMEAN BE NEW YORK 3. REFER TO OTHER PLANS BY OTHER DISCIPLINES, DETAILS AND PROJECT MANUAL FOR ADDITIONAL INFORMATION. THE CONTRACTOR SHALL VERIFY ALL SITE AND PAYBUILDING ALL UTILITY PROVIDER FEES FOR ABANDONMENTS AND REMOVALS. MARKED WITH MAGNETIC LOCATOR TAPE AND SHALL BE BEDDED, INSTALLED, AND BACKFILLED IN ACCORDANCE WITH ELECTRIC UTILITY PROVIDER, AND CONDITIONS IN THE FIELD AND CONTACT THE CIVIL ENGINEER AND ARCHITECT IF THERE ARE ANY QUESTIONS OR CONFLICTS REGARDING THE CONSTRUCTION DOCUMENTS TELECOMMUNICATIONS COMPANY STANDARDS. GALVANIZED STEEL ELECTRICAL CONDUIT SHALL BE USED AT POLE AND TRANSFORMER LOCATIONS. INSTALL WATER UTILITY PROVIDER HANDHOLES AS SHALL MEAN ERIE COUNTY WATER AUHTORITY 53. THE SHALL AND/OR FIELD CONDITIONS, SO THAT APPROPRIATE REVISIONS CAN BE MADE PRIOR TO BIDDING. ANY CONFLICT BETWEEN THE DRAWINGS AND SPECIFICATIONS CONTRACTOR BE SHALL PROTECT ALL IRON PINS, MONUMENTS AND PROPERTY CORNERS DURING DEMOLITION AND CONSTRUCTION ACTIVITIES. ANY CONTRACTOR REQUIRED TO FACILITATE INSTALLATION AND AS REQUIRED BY UTILITY PROVIDER. INSTALL TRAFFIC LOAD QUALIFIED HANDHOLES IN VEHICULAR AREAS. INSTALL CONCRETE CONFIRMED WITH THE OWNER'S CONSTRUCTION MANAGER PRIOR TO BIDDING. DISTURBED PINS, MONUMENTS, AND OR PROPERTY CORNERS, ETC. SHALL BE RESET BY A LICENSED LAND SURVEYOR AT THE EXPENSE OF THE CONTRACTOR. ENCASEMENT ON PRIMARY ELECTRIC CONDUITS. SANITARY UTILITY PROVIDER SHALL MEAN TOWN OF WEST SENECA 4. DO NOT INTERRUPT EXISTING UTILITIES SERVICING FACILITIES OCCUPIED AND USED BY THE OWNER OR OTHERS DURING OCCUPIED HOURS EXCEPT WHEN 54.SUCH THE DEMOLITION CONTRACTOR SHALL STABILIZE THE SITE AND KEEP EROSION CONTROL MEASURES IN PLACE UNTIL THE COMPLETION OF THE WORK OR 103. UNTIL THE ALL WATER LINES TO HAVE A MINIMUM COVER ADHERING TO COSTCO AND WEST SENECA WATER DIVISION STANDARDS. ALL LINES SHALL BE BEDDED AND GAS UTILITY PROVIDER BACKFILLED IN SHALL MEAN NATIONAL FUEL INTERRUPTIONS HAVE BEEN AUTHORIZED IN WRITING BY THE OWNER AND THE LOCAL MUNICIPALITIES. INTERRUPTIONS SHALL ONLY OCCUR AFTER ACCEPTABLE COMMENCEMENT TEMPORARY OF WORK BY THE SITE CONTRACTOR, WHICHEVER OCCURS FIRST, AS REQUIRED OR DEEMED NECESSARY BY THE ENGINEER OR OWNER'S REPRESENTATIVE. ACCORDANCE WITH LOCAL UTILITY AND/OR MANUFACTURER REQUIREMENT. SERVICE HAS BEEN PROVIDED. THE SITE CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR THE MAINTENANCE OF EXISTING EROSION AND SEDIMENTATION CONTROLS AND FOR INSTALLATION OF ANY NEW TELECOMMUNICATIONS UTILITY PROVIDER SHALL MEAN SPECTRUM SEDIMENT AND EROSION CONTROLS AS PER THE SEDIMENT AND EROSION CONTROL PLAN, AT THAT TIME. 104. ALL WATER MAINS, WATER SERVICES AND SANITARY SEWER LATERALS SHALL CONFORM TO THE APPLICABLE WATER UTILITY PROVIDER SPECIFICATIONS, AND TO THE 5. THE CONTRACTOR SHALL ABIDE BY ALL OSHA, FEDERAL, STATE, AND LOCAL REGULATIONS WHEN OPERATING CRANES, BOOMS, HOISTS, ETC. IN CLOSE PROXIMITY TO APPLICABLE SANITARY SEWER PROVIDER SPECIFICATIONS, AS WELL AS TO OTHER APPLICABLE INDUSTRY CODES (AWWA) AND PROJECT SPECIFICATIONS ELECTRIC UTILITY FOR POTABLE PROVIDER SHALL MEAN NEW YORK STATE ELECTRIC AND GAS WATER OVERHEAD ELECTRIC LINES. IF CONTRACTOR MUST OPERATE EQUIPMENT CLOSE TO ELECTRIC LINES, CONTACT POWER COMPANY TO MAKE ARRANGEMENTS 55.FOR THE CONTRACTOR SHALL PUMP OUT BUILDING FUEL AND WASTE OIL TANKS (IF ANY ARE ENCOUNTERED) AND REMOVE FUEL TO AN APPROVED DISPOSAL AREA SYSTEMS, PROPER BY A LICENSED AND FOR SANITARY SEWER SYSTEMS. SAFEGUARDS. ANY UTILITY COMPANY FEES SHALL BE PAID FOR BY THE CONTRACTOR. WASTE OIL HANDLING CONTRACTOR IN STRICT ACCORDANCE WITH STATE REQUIREMENTS. DOT SHALL MEAN THE NEW YORK STATE DEPARTMENT OF TRANSPORTATION 105. THE CONTRACTOR SHALL MAINTAIN ALL FLOWS AND UTILITY CONNECTIONS TO EXISTING BUILDINGS WITHOUT INTERRUPTION UNLESS/UNTIL AUTHORIZED TO DISCONNECT 355 Research Parkway 6. CONTRACTOR SHALL SUBMIT AN AS-BUILT TOPOGRAPHIC SURVEY PREPARED AND STAMPED BY A LICENSED LAND SURVEYOR TO DESIGN ENGINEER. AT THE 56.COMPLETION IF IMPACTEDOFOR CONTAMINATED SOIL IS ENCOUNTERED BY THE CONTRACTOR, THE CONTRACTOR SHALL SUSPEND EXCAVATION WORK OF IMPACTED SOIL ANDBYNOTIFY THE THE OWNERS, THE CIVIL ENGINEER, UTILITY PROVIDERS AND GOVERNING AUTHORITIES. Meriden, CT 06450 CONSTRUCTION. AS-BUILT SURVEY SHALL COMPLY WITH ALL NPDES NOTICE OF TERMINATION REQUIREMENTS, MUNICIPAL ORDINANCE REQUIREMENTS AND INCLUDE OWNER ALLAND/OR SITE OWNER'S ENVIRONMENTAL CONSULTANT PRIOR TO PROCEEDING WITH FURTHER WORK IN THE IMPACTED SOIL LOCATION UNTIL FURTHER INSTRUCTED BY (203) 630-1406 ELEMENTS, TOPOGRAPHY, STORM WATER MANAGEMENT FACILITY STRUCTURES/BASINS AND LANDSCAPE ELEMENTS. THE OWNER AND/OR OWNER'S ENVIRONMENTAL CONSULTANT. 106. THE CONTRACTOR MAY SUBSTITUTE MASONRY STRUCTURES FOR PRECAST STRUCTURES IF APPROVED BY THE CIVIL ENGINEER AND ALLOWED BY THE GOVERNING AUTHORITY ENGINEER OR OTHER GOVERNING AUTHORITY. 7. THE ARCHITECT OR ENGINEER IS NOT RESPONSIBLE FOR SITE SAFETY MEASURES TO BE EMPLOYED DURING CONSTRUCTION. THE ARCHITECT AND ENGINEER 57. HAVE NO WATER SERVICES SHALL BE DISCONNECTED AND CAPPED AT MAIN IN ACCORDANCE WITH THE REQUIREMENTS OF THE WATER UTILITY PROVIDER. REMOVE EXISTING CONTRACTUAL DUTY TO CONTROL THE SAFEST METHODS OR MEANS OF THE WORK, JOB SITE RESPONSIBILITIES, SUPERVISION OR TO SUPERVISE SAFETY ANDEXISTING DOES NOTONSITE WATER PIPING TO BE ABANDONED TO RIGHT OF WAY LINE UNLESS OTHERWISE SHOWN ON DEMOLITION PLANS OR AS REQUIRED BY THE WATER 107. UTILITY PIPING SHALL BE LAID FROM DOWNGRADIENT END OF PIPE RUN IN AN UPGRADIENT DIRECTION WITH BELL END FACING UPGRADE IN THE DIRECTION OF PIPE LAYING. VOLUNTARILY ASSUME ANY SUCH DUTY OR RESPONSIBILITY. PROVIDER TO BE REMOVED TO MAIN. 108. ALL RCP SHALL CONFORM TO THE REQUIREMENTS OF ASTM C-76; ALL RCP SHALL BE CLASS IV UNLESS OTHERWISE SHOWN. JOINTS SHALL BE WATERTIGHT AND CONFORM TO 8. THE CONTRACTOR SHALL COMPLY WITH CFR 29 PART 1926 FOR EXCAVATION, TRENCHING, AND TRENCH PROTECTION REQUIREMENTS. 58. EXISTING SANITARY LATERAL SHALL BE PLUGGED WITH NON-SHRINK GROUT AT CURB LINE OR AT MAIN CONNECTION IN ACCORDANCE WITH THE SANITARY UTILITY PROVIDER THE REQUIREMENTS OF ASTM C-443. REQUIREMENTS. REMOVE EXISTING LATERAL PIPING FROM SITE UNLESS OTHERWISE SHOWN ON DEMOLITION PLANS OR AS REQUIRED BY THE SANITARY UTILITY PROVIDER. 9. INFORMATION ON EXISTING UTILITIES AND STORM DRAINAGE SYSTEMS HAS BEEN COMPILED FROM AVAILABLE INFORMATION INCLUDING UTILITY COMPANY AND MUNICIPAL 109. MANHOLE SECTIONS AND CONSTRUCTION SHALL CONFORM TO ASTM C-478. ALL STORMWATER AND SANITARY MANHOLE CONNECTIONS SHALL BE GASKETED CONNECTIONS OR COUNTY OR STATE RECORD MAPS AND/OR FIELD SURVEY AND IS NOT GUARANTEED CORRECT OR COMPLETE. UTILITIES AND STORM DRAINAGE SYSTEMS 59. ARE DOMESTIC SHOWNGASTO SERVICES SHALL BE CAPPED AND SERVICE LINES PURGED OF RESIDUAL GAS IN ACCORDANCE WITH THE GAS UTILITY PROVIDER REQUIREMENTS. WORK TO BE ALERT THE CONTRACTOR TO THEIR PRESENCE AND THE CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS AND ELEVATIONS OF ALL COORDINATED BY AND PAID FOR BY THE CONTRACTOR. REMOVE EXISTING SERVICE PIPING ON SITE. ANY PROPANE TANKS SHALL BE PURGED OF RESIDUAL GAS 110. BY PROPANE HIGH DENSITY POLYETHYLENE (HDPE) STORM SEWER LESS THAN 12" IN DIAMETER SHALL BE ADS N-12 WT OR APPROVED EQUAL. HDPE PIPE SHALL HAVE SMOOTH INTERIOR UNDERGROUND AND OVERHEAD UTILITIES AND STORM DRAINAGE SYSTEMS INCLUDING SERVICES. THE CONTRACTOR SHALL VERIFY THE SIZE LOCATION AND SUPPLIER. INVERT UPONCONTRACTOR SHALL COORDINATE THIS WORK AND PAY NECESSARY FEES. AND CORRUGATED EXTERIOR AND SHALL MEET THE REQUIREMENTS OF AASHTO 252, WATERTIGHT TYPE. GASKETS SHALL BE INSTALLED ON THE CONNECTION BY THE PIPE COMMENCEMENT OF CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR THE RESTORATION OF ANY AND ALL UTILITIES ENCOUNTERED AND DISCONNECTED AS A RESULT OF MANUFACTURER. ALTERNATIVE HDPE PIPE MAY BE USED IF APPROVED BY THE ENGINEER AND OWNER'S CONSTRUCTION MANAGER PRIOR TO ORDERING. THE CONSTRUCTION ACTIVITIES. 60. THE CONTRACTOR SHALL PROVIDE DISCONNECT NOTIFICATION TO THE MUNICIPALITY ENGINEERING DEPARTMENT, TELECOMMUNICATIONS UTILITY PROVIDER, GAS UTILITY PROVIDER, ELECTRIC UTILITY PROVIDER, SANITARY UTILITY PROVIDER, AND WATER UTILITY PROVIDER AT LEAST THREE WEEKS PRIOR TO BEGINNING DEMOLITION. 111. DUCTILE IRON PIPE FOR STORM DRAINAGE PIPING SHALL CONFORM TO AWWA C151 FOR CLASS 52 WITH CEMENT LINING IN ACCORDANCE WITH ANSI A 21.4. DI STORM PIPE 10. PRIOR TO DEMOLITION OR CONSTRUCTION, THE CONTRACTOR SHALL CONTACT DIG SAFELY NEW YORK 72 HOURS BEFORE COMMENCEMENT OF WORK AT (800) 962-7962 OR SHALL BE PUSH ON JOINT WITH RUBBER GASKET. AT 811 AND VERIFY ALL UTILITY AND STORM DRAINAGE SYSTEM LOCATIONS. THE CONTRACTOR SHALL EMPLOY THE USE OF A UTILITY LOCATING COMPANY61. TO THE CONTRACTOR IS RESPONSIBLE FOR SECURING A DEMOLITION PERMIT FROM THE MUNICIPALITY BUILDING DEPARTMENT AND MUST FURNISH THE REQUIRED APPLICATION PROVIDE MATERIAL AND SUBSURFACE UTILITY ENGINEERING CONSISTING OF DESIGNATING UTILITIES AND STORM PIPING ON PRIVATE PROPERTY WITHIN THE CONTRACT LIMIT AND CONSISTING OF PAY ALL FEES. 112. POLYVINYL CHLORIDE (PVC) PIPE FOR SANITARY PIPING SHALL HAVE BUILT-IN RUBBER GASKET JOINTS. PVC SHALL CONFORM TO ASTM D3034 (SDR35) WITH COMPRESSION 7/17/2026 DESIGNATING AND LOCATING WHERE PROPOSED UTILITIES AND STORM PIPING CROSS EXISTING UTILITIES AND STORM PIPING WITHIN THE CONTRACT LIMITS. STREET JOINTS AND MOLDED FITTINGS. PVC SHALL BE INSTALLED IN ACCORDANCE WITH THE DETAILS, ASTM D2321 AND MANUFACTURER'S RECOMMENDED PROCEDURE. LIGHTING AND TRAFFIC SIGNALS LOCATED WITHIN THE PUBLIC RIGHT-OF WAY MAY NOT BE MARKED OUT, AND A SEPARATE CONTACT MUST BE MADE. THE 62.CONTRACTOR BACK FILL DEPRESSIONS, FOUNDATION HOLES AND REMOVED DRIVEWAY AREAS IN LOCATIONS NOT SUBJECT TO FURTHER EXCAVATION WITH SOIL MATERIAL APPROVED BY SHALL BE RESPONSIBLE FOR ANY/ALL WORK TO RELOCATE ANY/ALL STREET LIGHTING EQUIPMENT TO MAINTAIN SYSTEM. THE OWNER'S GEOTECHNICAL ENGINEER AND COMPACT, FERTILIZE, SEED AND MULCH DISTURBED AREAS NOT SUBJECT TO FURTHER SITE CONSTRUCTION. DEMOLISHED 113. DUCTILE IRON PIPE FOR WATER PIPING SHALL CONFORM TO LOCAL JURISDICTION OR AWWA C151 FOR CLASS 52 WITH CEMENT LINING IN ACCORDANCE WITH ANSI A21.4 FOR BUILDING FOUNDATION AREA AND BASEMENT IF PRESENT TO BE BACKFILLED WITH GRAVEL FILL OR MATERIAL SPECIFIED IN THE PROJECT GEOTECHNICAL REPORT WATERIN MAINS LIFT AND SERVICES 3” ID AND LARGER. JOINTS SHALL BE MADE WITH CONCRETE THRUST BLOCKS OR WITH MEGAULUG RETAINER GLANDS OR WITH RODDING IN 11. DO NOT SCALE DRAWINGS. DIMENSIONS GOVERN OVER SCALED DIMENSIONS. THICKNESS SPECIFIED IN THE GEOTECHNICAL REPORT. COMPACT TO 95% MAX. DRY DENSITY PER ASTM D1557 AT MOISTURE CONTENT SPECIFIED IN GEOTECHNICAL REPORTWITH PROJECT MANUAL SPECIFICATIONS AND IN ACCORDANCE WITH WATER UTILITY PROVIDER REQUIREMENTS TO EXTEND A MINIMUM OF 2 PIPE LENGTHS IN ACCORDANCE AND EARTHWORK SPECIFICATION. EMPLOY WATERING EQUIPMENT FOR DUST CONTROL. EITHER DIRECTION FROM FITTINGS AND ELBOWS (40 FT MINIMUM). ALL OTHER JOINTS SHALL BE PUSH-ON WITH RUBBER GASKETS (TYTON). USE OF OTHER TYPES OF 12. SHOULD CONFLICTING INFORMATION BE FOUND WITHIN THE CONTRACT DOCUMENTS, IT IS INCUMBENT UPON THE CONTRACTOR TO REQUEST CLARIFICATION PRIOR TO RETAINER GLANDS SHALL REQUIRE USE WITH CLASS 53 OR GREATER DUCTILE IRON PIPE. PROCEEDING WITH THE WORK. FOR BUDGETING PURPOSES, THE CONTRACTOR SHALL CARRY THE COST OF THE HIGHER QUALITY/QUANTITY OF WORK UNTIL 63. SUCH THE CONTRACTOR TIME THAT SHALL REPAIR PAVEMENTS BY INSTALLING TEMPORARY AND PERMANENT PAVEMENTS IN PUBLIC RIGHTS OF WAYS AS REQUIRED BY LOCAL GOVERNING A CLARIFICATION IS RENDERED. AUTHORITIES AND THE STATE AND PER PERMIT REQUIREMENTS DUE TO DEMOLITION AND PIPE REMOVAL ACTIVITIES. 114. PVC WATER MAIN PIPING SHALL CONFORM TO AWWA C900. 64. THE CONTRACTOR SHALL CUT AND REMOVE AT LUMINARE AND SIGN LOCATIONS ANY PROTRUDING CONDUITS TO 24" BELOW GRADE. THE CONTRACTOR SHALL 13. ALL CONTRACTORS AND SUBCONTRACTORS SHALL OBTAIN COMPLETE DRAWING PLAN SETS FOR BIDDING AND CONSTRUCTION. PLAN SETS OR PLAN SET ELECTRONIC REMOVE 115. GAS ALL PIPE MATERIAL SHALL BE PER GAS COMPANY REQUIREMENTS. CABLE AND CONDUCTORS FROM REMAINING LIGHTING AND SIGNING CONDUITS TO BE ABANDONED. ANY REMAINING LIGHTING TO REMAIN IN PLACE SHALL BE RECIRCUITED POSTINGS SHALL NOT BE DISASSEMBLED INTO PARTIAL PLAN SETS FOR USE BY CONTRACTORS AND SUBCONTRACTORS OF INDIVIDUAL TRADES. IT SHALL BE THE OR REWIRED CONTRACTOR'S AND SUBCONTRACTOR'S RESPONSIBILITY TO OBTAIN COMPLETE PLAN SETS OR COMPLETE PLAN SET ELECTRONIC POSTINGS FOR USE IN BIDDING AND AS NECESSARY TO REMAIN IN OPERATION. 116. GAS METER SHALL RECEIVE BOLLARD PROTECTION FOR THE ENTIRE METER ASSEMBLY. BOLLARDS SHALL BE SPACED AT MAXIMUM 5' O.C. SPACING UNLESS OTHERWISE CONSTRUCTION. REQUIRED. 65. NO WORK ON THIS SITE SHALL BE INITIATED BY THE CONTRACTOR UNTIL A PRE-CONSTRUCTION MEETING WITH OWNER AND THE CIVIL ENGINEER IS PERFORMED. THE 14. ALL NOTES AND DIMENSION DESIGNATED AS "TYPICAL" OR "TYP" APPLY TO ALL LIKE OR SIMILAR CONDITIONS THROUGHOUT THE PROJECT. CONTRACTOR SHOULD BE AWARE OF ANY SITE INFORMATION AVAILABLE SUCH AS GEOTECHNICAL AND ENVIRONMENTAL REPORTS. THE CONTRACTOR SHALL HAVE DIG SAFELY NEW YORK MARK OUTS OF EXISTING UTILITIES COMPLETED PRIOR TO MEETING. 15. CONTRACTOR(S) TO TAKE AND VERIFY ALL DIMENSIONS AND CONDITIONS OF THE WORK AND BE RESPONSIBLE FOR COORDINATION OF SAME. FIELD VERIFY ALL EXISTING COSTCO WHOLESALE CONDITIONS PRIOR TO START OF WORK. 66. THE CONTRACTOR SHALL ARRANGE FOR AND INSTALL TEMPORARY OR PERMANENT UTILITY CONNECTIONS WHERE INDICATED ON PLAN OR AS REQUIRED. MAINTAIN UTILITY WEST SENECA, NEW YORK SERVICES TO BUILDINGS OR TO SERVICES TO REMAIN. CONTRACTOR TO COORDINATE WITH UTILITY PROVIDERS FOR INSTALLATION AND PAY UTILITY PROVIDER FEES. 16. BL COMPANIES WILL PREPARE FINAL CONSTRUCTION DOCUMENTS SUITABLE FOR BIDDING AND CONSTRUCTION. PROGRESS SETS OF THESE DOCUMENTS ARE NOT SUITABLE 67.NOT FOR THOSE PURPOSES. IF CLIENT ELECTS TO SOLICIT BIDS OR ENTER INTO CONSTRUCTION CONTRACTS UTILIZING CONSTRUCTION DOCUMENTS THAT ARE THE CONTRACTOR YET FINAL, SHALL NOT COMMENCE DEMOLITION OR UTILITY DISCONNECTIONS UNTIL AUTHORIZED TO DO SO BY THE OWNER. CONSULTANT SHALL NOT BE RESPONSIBLE FOR ANY COSTS OR DELAY ARISING AS A RESULT. 68. THE CONTRACTOR OR DEMOLITION CONTRACTOR SHALL INSTALL TEMPORARY SHEETING OR SHORING AS NECESSARY TO PROTECT EXISTING AND NEW BUILDINGS, 17. THE CONTRACTOR SHALL NOT PROCEED WITH ANY MODIFICATIONS TO THE DESIGN PLANS UNTIL THE WORK HAS BEEN APPROVED. ANY WORK DONE WITHOUTSTRUCTURES THE APPROVALAND UTILITIES DURING CONSTRUCTION AND DEMOLITION. SHEETING OR SHORING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, LICENSED IN THIS SLADE AVENUE OF THE ENGINEER AND/OR CLIENT MAY BE DEEMED UNACCEPTABLE. STATE AND EVIDENCE OF SUCH SUBMITTED TO THE OWNER PRIOR TO INSTALLATION. 18. NO CONSTRUCTION OR DEMOLITION SHALL BEGIN UNTIL APPROVAL OF THE FINAL PLANS IS GRANTED BY ALL GOVERNING AND REGULATORY AGENCIES. 69. NO SALVAGE SHALL BE PERMITTED UNLESS PAID TO THE OWNER AS A CREDIT. 70. ANY EXISTING 19. THE OWNER IS RESPONSIBLE FOR OBTAINING ALL NECESSARY ZONING PERMITS REQUIRED BY GOVERNMENT AGCENIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL POTABLE WELL AND ANY EXISTING SEPTIC TANKS/ABSORPTION AREAS SHALL BE ABANDONED AND REMOVED PER THE SARATOGA COUNTY DEPARTMENT OF HEALTH AND HEALTH CODE REQUIREMENTS. CONTACT AND OBTAIN FROM COUNTY AND MUNICIPAL SOURCES ALL CONSTRUCTION PERMITS, INCLUDING ANY STATE DOT PERMITS, SEWER AND WATER CONNECTION PERMITS, AND ROADWAY CONSTRUCTION PERMITS. THE CONTRACTOR SHALL POST ALL BONDS, PAY ALL FEES, PROVIDE PROOF OF INSURANCE AND PROVIDE TRAFFIC CONTROL NECESSARY FOR THIS WORK. 71. THE CONTRACTOR SHALL PRESERVE EXISTING VEGETATION WHERE POSSIBLE AND/OR AS NOTED ON DRAWINGS. REFER TO SEDIMENT AND EROSION CONTROL PLAN FOR LIMIT OF DISTURBANCE AND EROSION CONTROL NOTES. 20. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF ALL PRODUCTS AND MATERIALS PER PLANS AND SPECIFICATIONS TO THE OWNER AND CIVIL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OR DELIVERY TO THE SITE. ALLOW A MINIMUM OF 14 WORKING DAYS FOR REVIEW. 72. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR USE IN FINAL LANDSCAPING. 21. THE CONTRACTOR SHALL FOLLOW THE SEQUENCE OF CONSTRUCTION NOTES PROVIDED ON THE SEDIMENT AND EROSION CONTROL PLAN. 73. FILL WITHIN FORMER BUILDING FOUNDATION SHALL BE CHECKED BY TEST PIT AND PROOF-ROLLING AND SHALL BE OBSERVED BY THE OWNER'S GEOTECHNICAL ENGINEER. SUBGRADE SHALL BE FORMED WITH REMOVAL AND REPLACEMENT OF FILL AND REMOVAL AND REPLACEMENT OF UNSUITABLE AND SOFT SUBGRADE MATERIAL AS REQUIRED BY 22. THE CONTRACTOR SHALL REFERENCE ARCHITECTURAL PLANS FOR EXACT DIMENSIONS AND CONSTRUCTION DETAILS OF BUILDING, AND THE RAISED CONCRETE THE GEOTECHNICAL ENGINEER. SEE GEOTECHNICAL REPORT AND EARTHWORK SPECIFICATIONS FOR FURTHER DESCRIPTION. SIDEWALKS, LANDINGS, RAMPS, AND STAIRS. 74. THE CONTRACTOR SHALL COMPACT FILL IN LIFT THICKNESS PER THE GEOTECHNICAL REPORT UNDER ALL PARKING, BUILDING, DRIVE, AND STRUCTURE AREAS TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR TEST), OR AS REQUIRED BY THE GEOTECHNICAL ENGINEER. 23. SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED, EXISTING PIPING OR OTHER UTILITY BE UNCOVERED DURING EXCAVATION, CONSULT THE CIVIL ENGINEER IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA. 75. UNDERDRAINS SHALL BE ADDED, IF DETERMINED NECESSARY IN THE FIELD BY THE OWNER/GEOTECHNICAL ENGINEER, AFTER SUBGRADE IS ROUGH GRADED. 24. ALL SITE DIMENSIONS ARE REFERENCED TO THE FACE OF CURBS OR EDGE OF PAVING AS APPLICABLE UNLESS OTHERWISE NOTED. ALL BUILDING DIMENSIONS ARE REFERENCED TO THE OUTSIDE FACE OF THE STRUCTURE. 76. VERTICAL DATUM IS NY WEST ZONE - NAD 83 25. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN TRAFFIC DEVICES FOR PROTECTION OF VEHICLES AND PEDESTRIANS CONSISTING OF DRUMS, BARRIERS, 77.SIGNS, CLEARING LIMITS SHALL BE PHYSICALLY MARKED IN THE FIELD AND APPROVED BY THE MUNICIPALITY AGENT PRIOR TO THE START OF WORK ON THE SITE. LIGHTS, FENCES, TEMPORARY WALKWAYS, TRAFFIC CONTROLLERS AND UNIFORMED TRAFFIC OFFICERS AS REQUIRED OR AS ORDERED BY THE ENGINEER OR AS REQUIRED BY THE LOCAL GOVERNING AUTHORITIES OR AS REQUIRED BY PERMIT STIPULATIONS OR AS REQUIRED BY THE OWNER. CONTRACTOR SHALL MAINTAIN ALL TRAFFIC 78.LANES PROPER CONSTRUCTION PROCEDURES SHALL BE FOLLOWED ON ALL IMPROVEMENTS WITHIN THIS PARCEL SO AS TO PREVENT THE SILTING OF ANY WATERCOURSE OR AND PEDESTRIAN WALKWAYS FOR USE AT ALL TIMES UNLESS WRITTEN APPROVAL FROM THE APPROPRIATE GOVERNING AGENCY IS GRANTED. WETLANDS IN ACCORDANCE WITH THE REGULATIONS NYSDEC OF THE AND THE NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL], LATEST EDITION. IN ADDITION, THE CONTRACTOR SHALL STRICTLY ADHERE TO THE SEDIMENT AND EROSION CONTROL PLAN CONTAINED HEREIN. THE CONTRACTOR SHALL BE 26. TRAFFIC CONTROL SIGNAGE SHALL CONFORM TO THE STATE DOT STANDARD DETAIL SHEETS AND THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. SIGNS RESPONSIBLE SHALL BE TO POST ALL BONDS AS REQUIRED BY THE LOCAL MUNICIPALITIES, OR SOIL CONSERVATION WHICH WOULD DISTRICT GUARANTEE THE PROPER INSTALLED PLUMB WITH THE EDGE OF THE SIGN 2' OFF THE FACE OF THE CURB, AND WITH 7' VERTICAL CLEARANCE UNLESS OTHERWISE DETAILED OR NOTED.IMPLEMENTATION OF THE PLAN. 27. REFER TO DETAIL SHEETS FOR PAVEMENT, CURBING, AND SIDEWALK INFORMATION. 79. ALL SITE WORK, MATERIALS OF CONSTRUCTION, AND CONSTRUCTION METHODS FOR EARTHWORK AND STORM DRAINAGE WORK SHALL CONFORM TO THE SPECIFICATIONS AND DETAILS AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS MANUAL. OTHERWISE THIS WORK SHALL CONFORM TO THE STATE DEPARTMENT OF 28. THE CONTRACT LIMIT IS THE PROPERTY LINE UNLESS OTHERWISE SPECIFIED OR SHOWN ON THE CONTRACT DRAWINGS. TRANSPORTATION SPECIFICATIONS AND PROJECT GEOTECHNICAL REPORT IF THERE IS NO PROJECT SPECIFICATIONS MANUAL. ALL FILL MATERIAL UNDER STRUCTURES AND PAVED AREAS SHALL BE PER THE ABOVE STATED APPLICABLE SPECIFICATIONS, AND/OR PROJECT GEOTECHNICAL REPORT, AND SHALL BE PLACED IN ACCORDANCE WITH THE 29. THE CONTRACTOR SHALL SUBMIT A SHOP DRAWING OF THE PAVEMENT MARKING PAINT MIXTURE PRIOR TO STRIPING. APPLICABLE SPECIFICATIONS UNDER THE SUPERVISION OF A QUALIFIED PROFESSIONAL ENGINEER. MATERIAL SHALL BE COMPACTED IN LIFT THICKNESSES PER THE PROJECT GEOTECHNICAL REPORT TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557 AT MOISTURE CONTENT INDICATED IN PROJECT GEOTECHNICAL REPORT. 30. PAVEMENT MARKING KEY: 80. ALL DISTURBANCE INCURRED TO MUNICIPAL, COUNTY, AND STATE PROPERTY DUE TO CONSTRUCTION SHALL BE RESTORED TO ITS PREVIOUS CONDITION OR BETTER, TO THE 4" SYDL 4" SOLID YELLOW DOUBLE LINE SATISFACTION OF THE MUNICIPALITY, COUNTY AND STATE AS APPLICABLE FOR THE LOCATION OF THE WORK. 4" SYL 4" SOLID YELLOW LINE 4" SWL 4" SOLID WHITE LINE 81. ALL CONSTRUCTION WITHIN A DOT RIGHT OF WAY SHALL COMPLY WITH ALL DEPARTMENT OF TRANSPORTATION STANDARDS AND SPECIFICATIONS. 12" SWSB 12" SOLID WHITE STOP BAR 4" BWL 4" BROKEN WHITE LINE 10' STRIPE 30' SPACE 82. THE UTILITY PLAN DETAILS SITE INSTALLED PIPES UP TO 5' FROM THE BUILDING FACE. REFER TO DRAWINGS BY WARE MALCOMB FOR BUILDING CONNECTIONS. SITE CONTRACTOR SHALL SUPPLY AND INSTALL PIPE ADAPTERS AS NECESSARY AT BUILDING CONNECTION POINT OR AT EXISTING UTILITY OR PIPE CONNECTION POINT. 31. PARKING SPACES SHALL BE STRIPED WITH 4" SWL; HATCHED AREA SHALL BE STRIPED WITH 4" SWL AT A 45° ANGLE, 2' ON CENTER. HATCHING, SYMBOLS, AND STRIPING FOR ADA ACCESSIBLE SPACES SHALL BE PAINTED WHOTE. OTHER MARKINGS SHALL BE PAINTED WHITE OR AS NOTED. 83. THE CONTRACTOR SHALL VISIT THE SITE AND VERIFY THE ELEVATION AND LOCATION OF ALL UTILITIES BY VARIOUS MEANS PRIOR TO BEGINNING ANY EXCAVATION. TEST PITS SHALL BE DUG AT ALL PROPOSED UTILITY CROSSINGS AND EARTHWORK OVER EXISTING UTILITIES TO REMAIN. TEST PITS SHALL BE USED TO DETERMINE THE HORIZONTAL 32. ALL NON-THERMOPLASTIC PAVEMENT MARKINGS SHALL HAVE TWO COATS APPLIED. PAVEMENT MARKINGS SHALL BE REFLECTIVE IN ACCORDANCE WITH STATEAND DOTVERTICAL LOCATIONS OF THE UTILITIES. THE CONTRACTOR SHALL CONTACT THE CIVIL ENGINEER IN THE EVENT OF ANY DISCOVERED OR UNFORESEEN CONFLICTS SPECIFICATIONS. BETWEEN UTILITIES. 33. PAVEMENT MARKINGS SHALL BE HOT APPLIED TYPE IN ACCORDANCE WITH STATE DOT SPECIFICATIONS, UNLESS WHERE EPOXY RESIN PAVEMENT MARKINGS 84. ARE INDICATED. UTILITY CONNECTION DESIGN AS REFLECTED ON THE PLAN MAY CHANGE SUBJECT TO UTILITY PROVIDER AND GOVERNING AUTHORITY STAFF REVIEW. 34. THE CONTRACTOR SHALL RESTORE ANY UTILITY STRUCTURE, DRAINAGE STRUCTURE, PIPE, UTILITY, PAVEMENT, CURBS, SIDEWALKS, LANDSCAPED AREAS,85. SWALE, PAVEMENT SHALL ENSURE THAT ALL UTILITY PROVIDERS AND GOVERNING AUTHORITY STANDARDS FOR MATERIALS AND CONSTRUCTION METHODS ARE MET. THE THE CONTRACTOR CONTRACTOR MARKINGS, OR SIGNAGE DISTURBED DURING DEMOLITION AND/OR CONSTRUCTION TO THEIR ORIGINAL CONDITION OR BETTER, AS APPROVED BY THE CIVIL ENGINEER, ANDSHALL PERFORM PROPER COORDINATION WITH THE RESPECTIVE UTILITY PROVIDER. TO THE SATISFACTION OF THE OWNER AND THE MUNICIPALITY. 86. THE CONTRACTOR SHALL ARRANGE FOR AND COORDINATE WITH THE RESPECTIVE UTILITY PROVIDERS FOR SERVICE INSTALLATIONS AND CONNECTIONS. THE CONTRACTOR Desc. SHALL 35. EXISTING BOUNDARY AND TOPOGRAPHY IS BASED ON DRAWING TITLED "ALTA/NSPS LAND TITLE SURVEY"; SCALE 1"=40', DATED 11/15/2024, BY BL COMPANIES INC.COORDINATE WORK TO BE PERFORMED BY THE VARIOUS UTILITY PROVIDERS AND SHALL PAY ALL FEES FOR CONNECTIONS, DISCONNECTIONS, RELOCATIONS, INSPECTIONS, AND DEMOLITION UNLESS OTHERWISE STATED IN THE PROJECT SPECIFICATIONS MANUAL AND/OR GENERAL CONDITIONS OF THE CONTRACT. 36. ALTERNATIVE METHODS AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED IF REVIEWED AND APPROVED BY THE OWNER, CIVIL ENGINEER, AND APPROPRIATE REGULATORY AGENCY PRIOR TO INSTALLATION DURING THE BIDDING PROCESS. 87. ALL EXISTING PAVEMENT WHERE UTILITY PIPING IS TO BE INSTALLED SHALL BE SAW CUT. AFTER UTILITY INSTALLATION IS COMPLETED, THE CONTRACTOR SHALL INSTALL REVISIONS TEMPORARY AND/OR PERMANENT PAVEMENT REPAIR AS DETAILED ON THE DRAWINGS OR AS REQUIRED BY THE OWNER HAVING JURISDICTION. 37. AN EROSION CONTROL BOND IS REQUIRED TO BE POSTED BY THE CONTRACTOR BEFORE THE START OF ANY ACTIVITY ON OR OFF SITE. THE AMOUNT OF THE EROSION Date CONTROL BOND WILL BE DETERMINED BY THE AUTHORITY HAVING JURISDICTION. 88. ALL PIPES SHALL BE LAID ON STRAIGHT ALIGNMENTS AND EVEN GRADES USING A PIPE LASER OR OTHER ACCURATE METHOD. 38. A DEMOLITION PERMIT IS REQUIRED FOR EXISTING BUILDINGS. 89. SANITARY LATERAL SHALL MAINTAIN (10' MIN. HORIZONTAL 1.5' VERTICAL MIN.) SEPARATION DISTANCE FROM WATER LINES, OR ADDITIONAL PROTECTION MEASURES WILL No. BE REQUIRED WHERE PERMITTED, WHICH SHALL INCLUDE CONCRETE ENCASEMENT OF PIPING UNLESS OTHERWISE DIRECTED BY THE UTILITY PROVIDERS AND CIVIL 39. NO PART OF THE PROJECT PARCEL IS LOCATED WITHIN ANY FEMA DESIGNATED FLOOD HAZARD AREAS. ENGINEER. 40. THERE ARE NO WETLANDS LOCATED ON THE SITE AS INDICATED BY BL COMPANIES MAPPING. 90. RELOCATION OF UTILITY PROVIDER FACILITIES SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS OF THE UTILITY PROVIDER. Designed J.J.L. 41. FIRE LANES SHALL BE ESTABLISHED AND PROPERLY DESIGNATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FIRE DISTRICT FIRE MARSHAL. 91. THE CONTRACTOR SHALL COMPACT THE PIPE BACKFILL IN 8" LIFTS ACCORDING TO THE PIPE BEDDING DETAILS. TRENCH BOTTOM SHALL BE STABLE IN HIGH GROUNDWATER Drawn J.J.L. AREAS. A PIPE FOUNDATION SHALL BE USED PER THE TRENCH DETAILS AND IN AREAS OF ROCK EXCAVATION. 42. THE CONTRACTOR SHALL REMOVE CONFLICTING PAVEMENT MARKINGS IN THE ROADWAY BY METHOD APPROVED BY THE AUTHORITY HAVING JURISDICTION OR DOT AS Reviewed K.A.K. APPLICABLE FOR THE LOCATION OF THE WORK. 92. CONTRACTOR TO PROVIDE STEEL SLEEVES AND ANNULAR SPACE SAND FILL FOR UTILITY PIPE AND CONDUIT CONNECTIONS UNDER FOOTINGS. Scale 1"=30' 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\G2401824-01.DWG.G0.01 24X36. 43. ALL ADA DESIGNATED PARKING STALLS, ACCESS AISLES AND PEDESTRIAN WALKWAYS SHALL CONFORM TO THE CURRENT VERSION OF THE AMERICANS WITH 93. DISABILITIES BUILDING UTILITY PENETRATIONS AND LOCATIONS ARE SHOWN FOR THE CONTRACTOR'S INFORMATION AND SHALL BE VERIFIED WITH THE BUILDING MEP, STRUCTURAL, AND Project No. 2401824 ACT STANDARDS FOR ACCESSIBLE DESIGN AND ANSI STANDARDS AND AS MAY BE SUPERCEDED BY THE STATE BUILDING CODE. ARCHITECTURAL DRAWINGS AND WITH THE OWNER'S CONSTRUCTION MANAGER. Date 07/17/2026 44. CONSTRUCTION OCCURRING ON THIS SITE SHALL COMPLY WITH NFPA 241 STANDARD FOR SAFEGUARDING CONSTRUCTION, ALTERATION AND DEMOLITION 94.OPERATIONS, ALL UTILITYAND CONSTRUCTION IS SUBJECT TO INSPECTION FOR APPROVAL PRIOR TO BACKFILLING, IN ACCORDANCE WITH THE APPROPRIATE UTILITY PROVIDER REQUIREMENTS. CAD File: CHAPTER 16 OF NFPA 1 UNIFORM FIRE CODE. G2401824-01 95. A ONE-FOOT MINIMUM VERTICAL CLEARANCE BETWEEN WATER, GAS, ELECTRICAL, AND TELEPHONE LINES AND STORM PIPING SHALL BE PROVIDED. A SIX-INCH MINIMUM 45. THE CONTRACTOR IS TO MAINTAIN FIRE DEPARTMENT ACCESS TO THE SITE AT ALL TIMES. CLEARANCE SHALL BE MAINTAINED BETWEEN STORM PIPING AND SANITARY SEWER WITH A CONCRETE ENCASEMENT. AN 18-INCH TO 6-INCH VERTICAL CLEARANCE BETWEEN Title SANITARY SEWER PIPING AND STORM PIPING SHALL REQUIRE CONCRETE ENCASEMENT OF THE PROPOSED PIPING. 46. ALL BUILDINGS, INCLUDING FOUNDATION WALLS AND FOOTINGS AND BASEMENT SLABS INDICATED ON THE DEMOLITION PLAN ARE TO BE REMOVED FROM THE SITE. CONTRACTOR SHALL SECURE ANY PERMITS, PAY ALL FEES AND PERFORM CLEARING AND GRUBBING AND DEBRIS REMOVAL PRIOR TO COMMENCEMENT OF 96. GRADING GRAVITY SANITARY SEWER PIPING AND PRESSURIZED WATERLINES SHALL BE LOCATED IN SEPARATE TRENCHES AT LEAST 10 FEET APART WHENEVER POSSIBLE. WHEN GENERAL NOTES OPERATIONS. INSTALLED IN THE SAME TRENCH, THE WATER PIPE SHALL BE LAID ON A TRENCH BENCH AT LEAST 18 INCHES ABOVE THE TOP OF THE SANITARY SEWER PIPE AND AT LEAST 12 INCHES (PREFERABLY 18 INCHES) FROM THE SIDE OF THE SANITARY SEWER PIPE TRENCH. 47. SEDIMENT AND EROSION CONTROLS AS SHOWN ON THE SEDIMENT AND EROSION CONTROL PLAN AND/OR DEMOLITION PLAN SHALL BE INSTALLED BY THE DEMOLITION CONTRACTOR PRIOR TO START OF DEMOLITION AND CLEARING AND GRUBBING OPERATIONS. 97. SITE CONTRACTOR SHALL PROVIDE ALL BENDS, FITTINGS, ADAPTERS, ETC., AS REQUIRED FOR PIPE CONNECTIONS TO BUILDING STUB OUTS, INCLUDING ROOF/FOOTING DRAIN CONNECTIONS TO ROOF LEADERS AND TO STORM DRAINAGE SYSTEM. 48. REMOVE AND DISPOSE OF ANY SIDEWALKS, FENCES, STAIRS, WALLS, DEBRIS AND RUBBISH REQUIRING REMOVAL FROM THE WORK AREA IN AN APPROVED OFF SITE LANDFILL, BY AN APPROVED HAULER. HAULER SHALL COMPLY WITH ALL REGULATORY REQUIREMENTS. 98. MANHOLE RIMS AND CATCH BASIN GRATES SHALL BE SET TO ELEVATIONS SHOWN. SET ALL EXISTING MANHOLE RIMS AND VALVE COVERS TO BE RAISED OR LOWERED FLUSH Sheet No. Xref (s): ; XB2401824-00 WITH FINAL GRADE AS NECESSARY. 49. THE CONTRACTOR SHALL SECURE ALL PERMITS FOR THE DEMOLITION AND DISPOSAL OF THE DEMOLITION MATERIAL TO BE REMOVED FROM THE SITE. THE CONTRACTOR SHALL POST BONDS AND PAY PERMIT FEES AS REQUIRED. BUILDING DEMOLITION CONTRACTOR SHALL BE RESPONSIBLE FOR PERMITS AND DISPOSAL OF 99. DEMOLITION DEBRIS IN AN APPROVED OFF-SITE LANDFILL. ALL BUILDING SITE CONTRACTOR SHALL COORDINATE INSTALLATION OF CONDUIT AND CABLES FOR SITE LIGHTING WITH THE BUILDING ELECTRICAL CONTRACTOR. 100. CONTRACTOR SHALL COORDINATE INSTALLATION FOR ELECTRICAL SERVICES TO PYLON SIGNS AND SITE LIGHTING WITH THE BUILDING ELECTRICAL CONTRACTOR. ISSUED FOR PERMITTING G0.01 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1086 of 1174

Jul 08, 2026 3:15pm SCappelli G:\JOBS24\18\2401824\DWG\AL240182401.dwg Layout: AL-1 24x36 50SC LEGEND MAP REFERENCE SITE LOCATION MAP (Pu blic Rid- Var geiable W Roidth R ) ad.O.W. Sla (P d ub icl (H e - arl C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. GENERAL NOTES Va em Av ria R en ble oa W d) ue idt hR .O .W .) 2 3 (P u l bli c a d -V a r i S a RO b T N EO le R o 51272 a F N EW Y TA ALD LEE LEW d e OR IS e Av ) K n S (Harlem Width R u . O e . W . ) 7/7/2026 7/8/2026 (Potter O rchard Par s Road)(Sta k Road te Highway (Public - Va No. 67)(NYS riable Width Route No. 2 R.O.W.) 40) Xref (s): ; XY240182401 ; XC2401824-10 REVISIONS Title Date Scale No. Date Desc. Drawn 1 2/20/25 Updated Title Commitment Surveyed CAD File: Reviewed Architecture Field Book Project No. 2 3/3/25 Updated Per Client Comments 3 6/29/26 Updated Title Commitment COSTCO WHOLESALE FACILITY Engineering Sheet No. 1 of 5 4 6/30/26 Updated Title Commitment Environmental SURVEY 5 7/7/2026 Updated Per Comments 6 7/8/2026 Updated Title Commitment SLADE AVENUE AND RIDGE ROAD Land Surveying ALTA/NSPS LAND TITLE (203) 630-1406 Meriden, CT 06450 AL-1 WEST SENECA, ERIE COUNTY, NEW YORK 355 Research Parkway AL240182401 DS 1"=100' TF BM, KKS 12/09/2024 - 2401824 Page 1087 of 1174

Jul 08, 2026 3:15pm SCappelli G:\JOBS24\18\2401824\DWG\AL240182401.dwg Layout: AL-1 24x36 50SC (2) (Pu blic Rid- Var geiable W Roidth R ) ad.O.W. C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. LEGEND MATCH LINE SHEET 2 MATCH LINE SHEET 3 Xref (s): ; XY240182401 ; XC2401824-10 REVISIONS Title Date Scale No. Date Desc. Drawn 1 2/20/25 Updated Title Commitment Surveyed CAD File: Reviewed Architecture Field Book Project No. 2 3/3/25 Updated Per Client Comments 3 6/29/26 Updated Title Commitment COSTCO WHOLESALE FACILITY Engineering Sheet No. 2 of 5 4 6/30/26 Updated Title Commitment Environmental SURVEY 5 7/7/2026 Updated Per Comments 6 7/8/2026 Updated Title Commitment SLADE AVENUE AND RIDGE ROAD Land Surveying ALTA/NSPS LAND TITLE (203) 630-1406 Meriden, CT 06450 AL-1 WEST SENECA, ERIE COUNTY, NEW YORK 355 Research Parkway AL240182401 1"=40' DS TF BM, KKS 12/09/2024 - 2401824 Page 1088 of 1174

Jul 08, 2026 3:16pm SCappelli G:\JOBS24\18\2401824\DWG\AL240182401.dwg Layout: AL-1 24x36 50SC (3) LEGEND C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Sl (P ub a d lic (Ha e - V rle A ar m v iab R e le oad n W ) u idt hR e .O .W .) MATCH LINE SHEET 2 MATCH LINE SHEET 3 Xref (s): ; XY240182401 ; XC2401824-10 REVISIONS Title Date Scale No. Date Desc. Drawn 1 2/20/25 Updated Title Commitment Surveyed CAD File: Reviewed Architecture Field Book Project No. 2 3/3/25 Updated Per Client Comments 3 6/29/26 Updated Title Commitment COSTCO WHOLESALE FACILITY Engineering Sheet No. 3 of 5 4 6/30/26 Updated Title Commitment Environmental SURVEY 5 7/7/2026 Updated Per Comments 6 7/8/2026 Updated Title Commitment SLADE AVENUE AND RIDGE ROAD Land Surveying ALTA/NSPS LAND TITLE (203) 630-1406 Meriden, CT 06450 AL-1 WEST SENECA, ERIE COUNTY, NEW YORK 355 Research Parkway AL240182401 1"=40' DS TF BM, KKS 12/09/2024 - 2401824 Page 1089 of 1174

Jul 08, 2026 3:16pm SCappelli G:\JOBS24\18\2401824\DWG\AL240182401.dwg Layout: AL-1 24x36 50SC (4) SCHEDULE A DESCRIPTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. SURVEY RELATED EXCEPTIONS, SCHEDULE B, SECTION II: Xref (s): ; XY240182401 ; XC2401824-10 REVISIONS Title Date Scale No. Date Desc. Drawn 1 2/20/25 Updated Title Commitment Surveyed CAD File: Reviewed Architecture Field Book Project No. 2 3/3/25 Updated Per Client Comments 3 6/29/26 Updated Title Commitment COSTCO WHOLESALE FACILITY Engineering Sheet No. 4 of 5 4 6/30/26 Updated Title Commitment Environmental SURVEY 5 7/7/2026 Updated Per Comments 6 7/8/2026 Updated Title Commitment SLADE AVENUE AND RIDGE ROAD Land Surveying ALTA/NSPS LAND TITLE (203) 630-1406 Meriden, CT 06450 AL-1 WEST SENECA, ERIE COUNTY, NEW YORK 355 Research Parkway AL240182401 DS TF BM, KKS 12/09/2024 - 2401824 Page 1090 of 1174

Jul 08, 2026 3:17pm SCappelli G:\JOBS24\18\2401824\DWG\AL240182401.dwg Layout: AL-1 24x36 50SC (5) LEGEND (Pu blic Rid- Var geiable W Roidth R ) ad.O.W. Sl (P ad ubli c - (Ha eA Va rlem C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. ria R ve ble oa n W d) ue idt h R. O. W .) MATCH LINE SHEET 2 MATCH LINE SHEET 3 Xref (s): ; XY240182401 ; XC2401824-10 REVISIONS Title Date Scale No. Date Desc. Drawn 1 2/20/25 Updated Title Commitment Surveyed CAD File: Reviewed Architecture Field Book Project No. 2 3/3/25 Updated Per Client Comments 3 6/29/26 Updated Title Commitment COSTCO WHOLESALE FACILITY Engineering Sheet No. 5 of 5 4 6/30/26 Updated Title Commitment Environmental SURVEY 5 7/7/2026 Updated Per Comments 6 7/8/2026 Updated Title Commitment SLADE AVENUE AND RIDGE ROAD Land Surveying ALTA/NSPS LAND TITLE (203) 630-1406 Meriden, CT 06450 AL-1 WEST SENECA, ERIE COUNTY, NEW YORK 355 Research Parkway AL240182401 1"=40' DS TF BM, KKS 12/09/2024 - 2401824 Page 1091 of 1174

Land Surveying Environmental STOP Architecture Engineering ZONING INFORMATION LOCATION: WEST SENECA, ERIE COUNTY, NEW YORK ZONE: M-1 (MANUFACTURING) 610 605 USE: RETAIL (PERMITTED USE), WAREHOUSE (PERMITTED USE), GAS STATION (SPECIAL PERMIT USE) ITEM REQUIREMENTS PROPOSED VARIANCE 787,828 S.F. MINIMUM LOT AREA NONE REQUIRED NO STOP (18.08 AC.) 605 MINIMUM LOT WIDTH NONE REQUIRED 760 FEET NO STOP SHEET C1.01 SHEET C1.02 MINIMUM LOT FRONTAGE NONE REQUIRED 1,840 FEET NO RESTAURANT 2,380 SF 25 FEET OR 605 355 Research Parkway 605 MINIMUM FRONT SETBACK 159 FEET NO FUTURE DRIVE-THRU 50 FEET WHEN OPPOSITE ANY R DISTRICT RETAIL Meriden, CT 06450 MINIMUM SIDE SETBACK 10 FEET 45 FEET NO 2,925 G.S.F. (203) 630-1406 610 MINIMUM REAR SETBACK 10 FEET N/A NO 615 FUTURE MAXIMUM BUILDING HEIGHT 40 FEET ±33 FEET NO STOP 615 615 615 615 MAXIMUM BUILDING COVERAGE NONE REQUIRED 24 PERCENT NO 615 615 615 615 615 615 615 615 PARKING INFORMATION 615 ITEM REQUIREMENTS PROPOSED VARIANCE BUILDING SIZE NONE REQUIRED 187,050 S.F. NO 7/17/2026 RETAIL: 5 SPACES PER EVERY 1000 S.F. OF GROSS RESTAURANT 2,380 SF FLOOR AREA (160,000 S.F.) = 800 SPACES FUTURE DRIVE-THRU TIRE CENTER: 3 SPACES FOR EACH SERVICE BAY = 15 SPACES WAREHOUSE: PARKING REQUIRED 1 SPACE FOR EACH 1000 S.F. OF GROSS FLOOR 812 SPACES YES AREA USED FOR SUCH PURPOSED, BUT SHALL CAUTION CAUTION CAUTION CAUTION E NOT BE LESS THAN 1 SPACE FOR EACH 2 EMPLOYEES AND NEED NOT BE MORE THAN 1 U FOR EACH 1.5 EMPLOYEES (18,000 SF) = 18 SPACES EN TOTAL REQUIRED: 833 MINIMUM ADA PARKING SPACES REQUIRED 17 SPACES 17 SPACES NO AV COSTCO WHOLESALE RETAIL: E WEST SENECA, NEW YORK 3 SPACES FOR GROSS FLOOR AREA OVER D 50,000 S.F. MINIMUM LOADING SPACES 5 SPACES NO WAREHOUSE: 2 SPACES FOR GROSS FLOOR AREA UNDER L A SLADE AVENUE 40,000 S.F. S CAUTION MINIMUM PARKING DIMENSIONS 9 FEET X 18 FEET 10 FEET X 20 FEET NO CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION MINIMUM AISLE WIDTH NONE REQUIRED 24 FEET - 2-WAY NO MINIMUM FRONT SETBACK 10 FEET 10 FEET NO MINIMUM SIDE SETBACK NONE REQUIRED 10 FEET NO MINIMUM REAR SETBACK NONE REQUIRED 28 FEET NO 10' WIDE MEDIANS NOT PROVIDED BETWEEN 10' WIDE MEDIANS BETWEEN PARKING BLOCKS EVERY PARKING BLOCK DRIVE AISLES AND LANDSCAPED ISLANDS MORE THAN 20 PARKING SPACES IN A ROW SHALL BE INSTALLED SO THAT NOT MORE THAN MINIMUM INTERIOR LANDSCAPING YES 20 PARKING SPACES IN A SINGLE ROW OR 40 IN WITHOUT INTERRUPTION A DOUBLE ROW GO UNINTERRUPTED FOR 812 PARKING SPACES, 82 SHADE TREES 1 SHADE TREE PER 10 PARKING SPACES ARE REQUIRED AND PROVIDED 10% OF REQUIRED VEHICLE PARKING MINIMUM BICYCLE PARKING (MAXIMUM OF 20 BICYCLE SPACES) 20 SPACES NO SIGN LEGEND CAUTION SIGN NO. MUTCD NO. LEGEND RID CAUTION ±18K S.F. MDO A R1-1 STOP 30" GE VIOLATORS WILL BE FINED B R7-8 FFE = ±620.60 ROA HANDICAPPED CAUTION PARKING 158K PROTO STATE PERMIT REQUIRED 812 PARKING SPACES CAUTION VAN D C R7-8P ACCESSIBLE SHEET C1.03 SHEET C1.04 DN Desc. DN D R5-1 REVISIONS DateNo. E R3-8 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap ONLY ONLY Designed J.J.L. 7/17/2026, KKILGUSS, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.00 24X36 60SC. Drawn J.J.L. NOTE: ALL HANDICAP ACCESSIBLE PARKING STALL SIGNAGE TO BE INSTALLED IN PIPE BOLLARDS (SEE Reviewed K.A.K. DETAIL) AND BE IN FULL COMPLIANCE WITH THE LATEST BUILDING CODE. Scale 1"=60' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-10 Title OVERALL SITE PLAN Sheet No. C1.00 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1092 of 1174

Land Surveying Environmental SITE PLAN LEGEND Architecture Engineering PROPERTY LINE EASEMENT LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE PROVIDE AND INSTALL CONCRETE CURB AND GUTTER PROVIDE AND INSTALL CONCRETE PAVEMENT STRUCTURE, REINFORCED CONCRETE SIDEWALK, OR MONOLITHIC CONCRETE CURB AND SIDEWALK PROVIDE AND INSTALL FULL DEPTH HEAVY DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE 355 Research Parkway Meriden, CT 06450 (203) 630-1406 PROVIDE AND INSTALL FULL DEPTH STANDARD DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE METAL BEAM GUIDERAIL RESTAURANT 2,380 SF PROVIDE AND INSTALL SIGN FUTURE DRIVE-THRU DEVELOPER'S OFFSITE IMPROVEMENTS 615 7/17/2026 PROVIDE AND INSTALL 5' WIDE CONCRETE SIDEWALK TO STREET (TYP.) PROPOSED PROPERTY LINE 615 COSTCO WHOLESALE 9' WEST SENECA, NEW YORK PERMISSIBLE BUILD AREA PER BK. 10872 PG. 9162 12' 20' PROVIDE AND INSTALL FLUSH BITOUMINOUS CONCRETE PAVEMENT WALK (TYP.) SLADE AVENUE PROVIDE AND INSTALL OFFSITE RIGHT TURN LANE BY DEVELOPER ADA CURB RAMP (TYP.) 10' (TYP.) 24' PROVIDE AND INSTALL CURB & GUTTER (TYP.) PROVIDE AND INSTALL PAINTED CROSSWALK (TYP.) PROVIDE AND INSTALL 4" SWL. ALL STRIPING SHALL HAVE 2 COATS OF PAINT (TYP.) ALL RADII TO BE 3' UNLESS PROVIDE AND INSTALL METAL OTHERWISE NOTED (TYP.) BEAM GUIDERAIL (TYP.) PROVIDE AND INSTALL LANDSCAPED ISLAND (TYP.) 20' PROPERTY LINE SHALL BE LIMIT OF DISTURBANCE AND SITEWORK R=5 0' 24' 10 CONTRACT LIMIT LINE UNLESS OTHERWISE SHOWN (TYP.) ' R= PROVIDE AND INSTALL STANDARD DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE (TYP.) RELOCATE EXISTING UTILITY POLE. COORDINATION PROVIDE AND INSTALL LIGHT POLE, FIXTURE, AND CONCRETE BASE. CAUTION WITH UTILITY PROVIDER REQUIRED. CAUTION REFER TO LIGHTING PLAN (TYP.) ' R=30 PROVIDE AND INSTALL PAINTED SHEET 1.01 SHEET 1.02 TRAFFIC ARROWS (TYP.) PROVIDE AND INSTALL 4" SWL (TYP.) SAWCUT LINE (TYP.) LIMIT OF DISTURBANCE (TYP.) OFFSITE IMPROVEMENTS FOR RIGHT TURN LANE CAUTION CAUTION CAUTION CAUTION R=100' CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALL CART STORAGE AND ALL CAUTION UE R=55' APPURTENANCES (TYP.) R= N CAUTION 8 E ' PROVIDE AND INSTALL HEAVY V CAUTION CAUTION DUTY BITUMINOUS CONCRETE A DN 13' PAVEMENT STRUCTURE (TYP.) 20' DN D E 10' FRONT PARKING SETBACK (TYP.) ' Desc. 0 R=1 SHEET 1.03 SHEET 1.04 A 35' FRONT BUILDING 0' R=1 L SETBACK (TYP.) SAWCUT (TYP.) CAUTION CAUTION S CAUTION CAUTION REVISIONS MATCH EXISTING Date PAVEMENT R= KEY MAP 6' No. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap R=105' 20' 20' 24' 20' 20' PROVIDE AND INSTALL METAL 10' BEAM GUIDERAIL (TYP.) Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.01 24X36 30SC. Reviewed K.A.K. Scale 1"=30' 20' 30' 20' 20' 24' 20' 20' 24' Project No. 2401824 Date 07/17/2026 CAD File: PROVIDE AND C2401824-10 INSTALL ACCESSIBLE PROVIDE AND PARKING SPACES INSTALL FLUSH BITIMOUNOUS Title AND SIGNAGE (TYP.) WALK AT ACCESSIBLE PARKING (TYP.) SITE PLAN R=6' LIMIT OF HEAVY DUTY BITUMINOUS PROVIDE AND INSTALL PROVIDE AND INSTALL DETECTABLE CONCRETE PAVEMENT STRUCTURE (TYP.) PAINTED CROSSWALK (TYP.) WARNING PAD (TYP.) Sheet No. 30' C1.01 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1093 of 1174

Land Surveying Environmental SITE PLAN LEGEND Architecture Engineering PROPERTY LINE EASEMENT LINE 610 LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE 605 SAWCUT LINE PROVIDE AND INSTALL CONCRETE CURB AND GUTTER PROVIDE AND INSTALL CONCRETE PAVEMENT STRUCTURE, REINFORCED CONCRETE SIDEWALK, OR MONOLITHIC CONCRETE CURB AND SIDEWALK PROVIDE AND INSTALL FULL DEPTH HEAVY DUTY STOP BITUMINOUS CONCRETE PAVEMENT STRUCTURE 605 355 Research Parkway Meriden, CT 06450 (203) 630-1406 STOP PROVIDE AND INSTALL FULL DEPTH STANDARD DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE METAL BEAM GUIDERAIL RESTAURANT 2,380 SF 605 605 PROVIDE AND INSTALL SIGN FUTURE DRIVE-THRU RETAIL 2,925 G.S.F. PROPOSED PROPERTY LINE 610 DEVELOPER'S PLAN BY OTHERS DEVELOPER'S OFFSITE IMPROVEMENTS FUTURE 615 PROPERTY LINE SHALL BE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE UNLESS OTHERWISE SHOWN (TYP.) MATCH PROPOSED CURB TO 7/17/2026 LIMIT OF FUEL AREA CANOPY, PROVIDE AND INSTALL PAINTED SPEED BUMP (TYP.) DEVELOPER'S CURB (TYP.) REFER TO PLANS BY OTHERS STOP 10' SIDE BUILDING SETBACK (TYP.) 615 CONCRETE PAVEMENT STRUCTURE, REFER TO PROVIDE AND INSTALL PAINTED ARROW, REFER ARCHITECTURAL PLANS FOR DETAILS (TYP.) 615 TO ARCHITECTURAL PLANS FOR DETAILS (TYP.) 615 615 615 MATCH PROPOSED CURB TO 615 615 615 615 DEVELOPER'S CURB (TYP.) 615 PERMISSIBLE BUILD AREA PER BK. 10872 PG. 9162 615 615 PROPOSED ' R= 20 PROPERTY LINE 615 50 R= 12' 24' COSTCO WHOLESALE R ' =6 0' WEST SENECA, NEW YORK ' 25 R= R= 4 PROVIDE AND INSTALL 20' 37' SIGN AND POST (TYP.) 0' 11' 11' =6' PROVIDE AND INSTALL R R= 12" SWSB (TYP.) 20' 8 SLADE AVENUE ' R= 22' 15' 12' 10' PROVIDE AND INSTALL PAINTED (TYP.) 24' PROVIDE AND INSTALL ALL RADII TO BE 3' UNLESS TRAFFIC ARROWS (TYP.) CART STORAGE AND ALL OTHERWISE NOTED (TYP.) APPURTENANCES (TYP.) PROVIDE AND INSTALL 4" SWL (TYP.) R= PROVIDE AND INSTALL 4" DSYL (TYP.) 15 145' R=5' ' 60' R=5' PROVIDE AND INSTALL LIGHT POLE, RESTAURANT 2,380 SF FIXTURE, AND CONCRETE BASE. REFER TO LIGHTING PLAN (TYP.) FUTURE DRIVE-THRU R=50' PROVIDE AND INSTALL PAINTED ISLAND, 4" SWL 2' O.C. AT 45° (TYP.) 10' SIDE BUILDING SETBACK (TYP.) PROPOSED PROPERTY LINE R=20 ' UNDERGROUND FUEL STORAGE TANKS CAUTION CAUTION CAUTION CAUTION PAINTED ISLAND 4" SWL 2' O.C. AT 45° R=5' LIMIT OF HEAVY DUTY BITUMINOUS 8' CONCRETE PAVEMENT STRUCTURE (TYP.) R= SHEET 1.01 SHEET 1.02 PROVIDE AND INSTALL STANDARD 30' DUTY BITUMINOUS CONCRETE 10' PAVEMENT STRUCTURE (TYP.) R=10 ' (TYP.) R=8' 19' 23' PROVIDE AND INSTALL HEAVY DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE (TYP.) 5' 4' R= CAUTION CAUTION CAUTION CAUTION FUEL STATION KIOSK, REFER TO PLANS BY OTHERS 30' PROVIDE AND INSTALL FUEL FACILITY TRANSFORMER, MOUNTABLE CONCRETE ISLAND CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION DEVELOPER'S PLAN BY OTHERS CAUTION CAUTION CAUTION CAUTION CONCRETE PAD AND BOLLARDS (TYP.) FOR FUEL TRUCK PROTECTION 5' R= CAUTION CAUTION CAUTION CAUTION CROSS ACCESS AGREEMENTS MAY BE NEEDED FOR ABUTTING PARKING SPACES AND INTERIOR MALL PARKING DN DN PROVIDE AND INSTALL CURB & GUTTER (TYP.) Desc. 20' 20' PROVIDE AND INSTALL 4" SWL. ALL STRIPING SHEET 1.03 SHEET 1.04 SHALL HAVE 2 COATS OF PAINT (TYP.) 10' (TYP.) PROVIDE AND INSTALL LANDSCAPED ISLAND (TYP.) CAUTION CAUTION CAUTION CAUTION REVISIONS CAUTION CAUTION Date CAUTION CAUTION KEY MAP No. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap 20' 24' 20' 20' 24' 20' 20' 24' 20' 20' 30' 20' 20' 10' 10' 10' Designed J.J.L. 6' 30' 20' 24' 20' 20' 30' 20' 20' 24' 20' 20' 24' 40' 30' Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.02 24X36 30SC. Reviewed K.A.K. 12' (TYP.) Scale 1"=30' PROVIDE AND INSTALL 5 MDO SHIPPING TRUCK STALLS Project No. 2401824 Date 07/17/2026 CAD File: PROVIDE AND C2401824-10 INSTALL FLUSH BITIMOUNOUS Title WALK AT ACCESSIBLE PARKING (TYP.) SITE PLAN PROVIDE AND INSTALL CONCRETE LANDSCAPE EDGING (TYP.) R=1 5' 5' R= PROVIDE AND INSTALL DETECTABLE ALL RADII TO BE 3' UNLESS WARNING PAD (TYP.) 596 PARKING SPACES OTHERWISE NOTED (TYP.) Sheet No. C1.02 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1094 of 1174

Land Surveying Environmental SITE PLAN LEGEND R=105' 20' 20' 24' 20' 20' Architecture PROVIDE AND INSTALL METAL Engineering 10' BEAM GUIDERAIL (TYP.) PROPERTY LINE EASEMENT LINE 20' 30' LIMIT OF DISTURBANCE AND SITEWORK CONTRACT 20' 20' 24' 20' 20' 24' LIMIT LINE SAWCUT LINE PROVIDE AND INSTALL ACCESSIBLE PROVIDE AND PROVIDE AND INSTALL CONCRETE CURB AND GUTTER INSTALL FLUSH PARKING SPACES BITIMOUNOUS AND SIGNAGE (TYP.) WALK AT PROVIDE AND INSTALL CONCRETE PAVEMENT STRUCTURE, REINFORCED CONCRETE SIDEWALK, OR ACCESSIBLE MONOLITHIC CONCRETE CURB AND SIDEWALK PARKING (TYP.) R=6' PROVIDE AND INSTALL FULL DEPTH HEAVY DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE 355 Research Parkway Meriden, CT 06450 LIMIT OF HEAVY DUTY BITUMINOUS PROVIDE AND INSTALL PROVIDE AND INSTALL DETECTABLE (203) 630-1406 CONCRETE PAVEMENT STRUCTURE (TYP.) PAINTED CROSSWALK (TYP.) WARNING PAD (TYP.) PROVIDE AND INSTALL FULL DEPTH STANDARD 30' PROVIDE AND INSTALL 30' DUTY BITUMINOUS CONCRETE PAVEMENT ACCESSIBLE PARKING PROVIDE AND INSTALL DETECTABLE STRUCTURE 24' SPACES AND SIGNAGE (TYP.) WARNING PAD (TYP.) R=5' R= METAL BEAM GUIDERAIL 5' 20' ' PROVIDE AND INSTALL SIGN R=10 13' 10' ' 32 20' R= R=5' 7/17/2026 10' 10' ALL RADII TO BE 3' UNLESS TYP. TYP. OTHERWISE NOTED (TYP.) PROVIDE AND INSTALL CART STORAGE 24' AND ALL APPURTENANCES (TYP.) 5' CAUTION R= PROVIDE AND INSTALL 20' PAINTED CROSSWALK (TYP.) 20' PROVIDE AND INSTALL CONCRETE =5' LANDSCAPE EDGING (TYP.) R CAUTION COSTCO WHOLESALE PROVIDE AND INSTALL CURB & GUTTER (TYP.) 24' WEST SENECA, NEW YORK PROVIDE AND INSTALL 4" SWL. ALL STRIPING 5' R= SHALL HAVE 2 COATS OF PAINT (TYP.) 20' SLADE AVENUE PROVIDE AND INSTALL LANDSCAPED ISLAND (TYP.) 24' 10' 20' 20' =5' R PROVIDE AND INSTALL LIGHT POLE, FIXTURE, AND LIMIT OF HEAVY DUTY BITUMINOUS CONCRETE BASE. REFER TO LIGHTING PLAN (TYP.) CONCRETE PAVEMENT STRUCTURE (TYP.) 24' 216 PARKING SPACES PROVIDE AND INSTALL STANDARD DUTY BITUMINOUS CONCRETE PROPERTY LINE SHALL BE LIMIT OF DISTURBANCE AND SITEWORK 10' 5' CAUTION PAVEMENT STRUCTURE (TYP.) R= CONTRACT LIMIT LINE UNLESS OTHERWISE SHOWN (TYP.) (TYP.) PROVIDE AND INSTALL HEAVY 10' FRONT PARKING SETBACK (TYP.) 20' DUTY BITUMINOUS CONCRETE 11' PAVEMENT STRUCTURE (TYP.) 35' FRONT BUILDING SETBACK (TYP.) UTILITY POLE TO BE REMOVED . COORDINATION 20' REQUIRED WITH UTILITY REQUIRED R= 5' CAUTION 10' RID 24' (TYP.) PROVIDE AND INSTALL TIRE SERVICE CENTER AIR COMPRESSOR PAD AND BOLLARDS. 5' REFER TO ARCHITECTURAL PLANS. R= SHEET 1.01 SHEET 1.02 20' GE 10' ROA CAUTION CAUTION CAUTION CAUTION 20' =5' R CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION 24' D PROVIDE AND INSTALL BOLLARD 5' AT BUILDING CORNER. EXACT CAUTION R= LOCATION OF BOLLARD TO BE CAUTION FIELD LOCATED TO ADEQUATELY 20' CAUTION PROTECT THE BUILDING (TYP.) CAUTION DN DN 20' Desc. SHEET 1.03 SHEET 1.04 35' REVISIONS 24' =2 R 0' Date KEY MAP No. 10' PROPOSED LIGHT POLE IN CLOSE PROXIMITY Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap TO ELECTRICAL LINES. COORDINATION WITH UTILITY PROVIDER REQUIRED. (TYP) Designed J.J.L. Drawn J.J.L. PERMISSIBLE BUILD AREA 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.03 24X36 30SC. PER BK. 10872 PG. 9162 Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 10' SIDE BUILDING SETBACK (TYP.) CAD File: C2401824-10 Title SITE PLAN Sheet No. C1.03 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1095 of 1174

Land Surveying Environmental SITE PLAN LEGEND 20' 24' 20' 20' 24' 20' 20' 24' 20' 20' 30' 20' 20' Architecture Engineering 10' 10' 10' 6' 30' 20' 24' 20' 20' 30' 20' 20' 24' 20' 20' 24' 40' 30' PROPERTY LINE 12' EASEMENT LINE (TYP.) PROVIDE AND INSTALL 5 MDO SHIPPING TRUCK STALLS LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE PROVIDE AND PROVIDE AND INSTALL CONCRETE CURB AND GUTTER INSTALL FLUSH BITIMOUNOUS PROVIDE AND INSTALL CONCRETE PAVEMENT WALK AT STRUCTURE, REINFORCED CONCRETE SIDEWALK, OR ACCESSIBLE MONOLITHIC CONCRETE CURB AND SIDEWALK PARKING (TYP.) PROVIDE AND INSTALL CONCRETE LANDSCAPE EDGING (TYP.) R=1 PROVIDE AND INSTALL FULL DEPTH HEAVY DUTY 5' BITUMINOUS CONCRETE PAVEMENT STRUCTURE 355 Research Parkway 5' R= ALL RADII TO BE 3' UNLESS Meriden, CT 06450 PROVIDE AND INSTALL DETECTABLE (203) 630-1406 WARNING PAD (TYP.) 596 PARKING SPACES OTHERWISE NOTED (TYP.) PROVIDE AND INSTALL FULL DEPTH STANDARD 30' 30' DUTY BITUMINOUS CONCRETE PAVEMENT STRUCTURE 10' (TYP.) R= METAL BEAM GUIDERAIL 29 ' 20' PROVIDE AND INSTALL LIGHT POLE, PROVIDE AND INSTALL SIGN FIXTURE, AND CONCRETE BASE. REFER TO LIGHTING PLAN (TYP.) 180' PERMISSIBLE BUILD AREA PER BK. 10872 PG. 9162 PROVIDE AND INSTALL BOLLARD AT RETAINING WALL. EXACT LOCATION OF BOLLARDS TO BE FIELD PROVIDE AND INSTALL PROVIDE AND INSTALL BOLLARDS LOCATED TO ADEQUATELY PROTECT THE WALL (TYP.) RUBBER WHEELSTOP (TYP.) 7/17/2026 AT GAS METER (TYP.) PROVIDE AND CONCRETE PAVEMENT STRUCTURE, PROVIDE AND INSTALL CONCRETE PAVEMENT STRUCTURE, SEE ARCHITECTURAL PROVIDE AND INSTALL PAINTED SEE STRUCTURAL PLANS FOR DETAIL (TYP.) DRAWINGS FOR DETAILS ISLAND, 4" SWL 2' O.C. AT 45° (TYP.) PROVIDE AND INSTALL CONCRETE TRANSFORMER PROVIDE AND INSTALL BOLLARD AT STAIRS. EXACT PAD AND BOLLARDS IN ACCORDANCE WITH LOCATION OF BOLLARDS TO BE FIELD LOCATED TO ELECTRIC COMPANY STANDARDS. ADEQUATELY PROTECT THE WALL (TYP.) EXISTING PROPERTY LINE (TYP.) DEVELOPER'S PLAN BY OTHERS COSTCO WHOLESALE 10' 50' ±18K S.F. MDO WEST SENECA, NEW YORK SLADE AVENUE FFE = ±620.60 158K PROTO 66' PROPOSED PROPERTY LINE (TYP.) 812 PARKING SPACES PROPERTY LINE SHALL BE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE UNLESS OTHERWISE SHOWN (TYP.) 10' SIDE BUILDING SETBACK (TYP.) PROVIDE AND INSTALL TIRE SERVICE CENTER SHEET 1.01 SHEET 1.02 DN PROVIDE AND CONCRETE PAVEMENT STRUCTURE, SEE STRUCTURAL PLANS FOR DETAIL (TYP.) DN CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALL BOLLARDS AT BUILDING CORNER (TYP. OF 3) EXACT LOCATION OF BOLLARDS TO BE FIELD LOCATED TO ADEQUATELY PROTECT CAUTION THE BUILDING CORNERS (TYP.) CAUTION PROVIDE AND INSTALL RETAINING WALL. SEE STRUCTURAL DRAWINGS CAUTION FOR DETAILS. (TYP.) CAUTION 110' PROVIDE AND INSTALL BOLLARD AT RETAINING DN DN WALL. EXACT LOCATION OF BOLLARDS TO BE FIELD LOCATED TO ADEQUATELY PROTECT THE WALL. SEE STRUCTURAL DRAWINGS FOR DETAILS (TYP.) Desc. SHEET 1.03 SHEET 1.04 35' 45' REVISIONS ' R=45 Date KEY MAP No. 10' Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap PROVIDE AND INSTALL CONVEX MIRROR PROPOSED LIGHT POLE IN CLOSED PROXIMITY Designed J.J.L. PERMISSIBLE BUILD AREA PROVIDE AND INSTALL HEAVY PROVIDE AND INSTALL CURB & GUTTER (TYP.) 10' SIDE BUILDING SETBACK (TYP.) TO ELECTRICAL LINES. COORDINATION WITH Drawn J.J.L. PER BK. 10872 PG. 9162 DUTY BITUMINOUS CONCRETE UTILITY PROVIDER REQUIRED. (TYP) 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.04 24X36 30SC. Reviewed K.A.K. PAVEMENT STRUCTURE (TYP.) Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-10 Title SITE PLAN Sheet No. C1.04 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1096 of 1174

Land Surveying Environmental STOP Architecture Engineering 610 605 53 27.9 STOP 605 STOP 605 355 Research Parkway 605 Meriden, CT 06450 Max 68.5° Horiz (203) 630-1406 610 23.5 Max 10° Vert 4 17.4 4.2 615 19.5 43.5 4 2.5 3 45.5 STOP 615 615 US - COSTCO - FUEL - MED 615 615 615 Overall Length 73.501ft 615 615 Overall Width 8.500ft 615 615 615 Overall Body Height 13.500ft Min Body Ground Clearance 1.334ft US - COSTCO - FUEL - MED 615 615 Max Track Width 8.500ft Lock-to-lock time 6.00s 615 Max Steering Angle (Virtual) 28.40° 7/17/2026 WB-67 US - COSTCO Intersta - te Sem - FUEL - MED i-Traile r 53 27.9 CAUTION CAUTION CAUTION CAUTION Max 68.5° Horiz U E N 23.5 Max 10° Vert E 4 17.4 4.2 19.5 43.5 4 2.5 V 3 45.5 A WB-67 - Interstate Semi-Trailer COSTCO WHOLESALE Overall Length 73.501ft Overall Width 8.500ft E WEST SENECA, NEW YORK Overall Body Height 13.500ft AD Min Body Ground Clearance 1.334ft Max Track Width 8.500ft Lock-to-lock time 6.00s Max Steering Angle (Virtual) 28.40° L SLADE AVENUE S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION 37.5 3.545 22.83 US - COSTCO - MDO US - COSTCO - MDO Overall Length 37.500ft Overall Width 8.500ft Overall Body Height 13.500ft CAUTION WB-67 - Interstate Semi-Trailer Min Body Ground Clearance 1.455ft 76-BW 76-BW 76-BW 76-BW Track Width 8.500ft Lock-to-lock time 6.00s RID Max Steering Angle (Virtual) 31.80° CAUTION ±18K S.F. MDO GE FFE = ±620.60 ROA CAUTION 158K PROTO 812 PARKING SPACES CAUTION D DN Desc. DN US - COSTCO - MDO REVISIONS DateNo. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XO2401824-01 ; KM2401824-KeyMap Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-10.DWG.C1.20 24X36 60SC. Reviewed K.A.K. Scale 1"=60' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-10 Title OVERALL TRUCK TURNING PLAN Sheet No. C1.20 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1097 of 1174

Land Surveying Environmental PAINT (2) COATS SAFETY YELLOW - Architecture Engineering PAINT (2) COATS SAFETY YELLOW - 1'-0" RADIUS - TYP EXTEND FULL WIDTH OF CART CORRAL 3' - 0" RADIUS 1' - 0" RADIUS - 1'-0" RADIUS - TYP EXTEND FULL WIDTH OF CART CORRAL CONFIRM DEPTH WITH CIVIL DRAWINGS CONFIRM DEPTH WITH CIVIL DRAWINGS 1'-0" CONFIRM DEPTH WITH CIVIL DRAWINGS CONFIRM DEPTH WITH CIVIL DRAWINGS TYPICAL TYPICAL 2'-0" 2'-0" 2' - 0" TYPICAL 1'-0" 1'-6" 9'-6" 20'-0"(UNO) CURB AT CURB AT GALV PIPE 4" WIDE 20'-0"(UNO) ISLAND END END ISLAND 4" WIDE GALV PIPE RAILS - TYP PAINTED 20' - 0" 10' - 0" (UNO) 4" WIDE PAINTED 6" HIGH CONCRETE CURB PAINTED RAILS - TYP LINES - 8' - 0" LINES - LINES - SEE SPECS SEE SPECS EQ EQ SEE SPECS STEP OFF WALK 9'-6" CONCRETE SLAB - SLOPE AWAY WHERE SHOWN FROM POLE BASE CART CORRAL CART CORRAL ELEVATION 355 Research Parkway EQ ELEVATION Meriden, CT 06450 8' - 0" (203) 630-1406 CURB AT ISLAND EQ WALK SURFACE 1'-8" 1'-8" 1'-0" 1'-0" LIGHT POLE BASE 1'-0" 8'-8" 8'-0" 20'-0"(UNO) 1'-0" 20'-0" (UNO) 1'-6" 1'-6" 1'-0" 1'-0" 1'-8" 8'-8" 1'-8" 8'-0" 12'-0" 20' - 0" (UNO) 4" 4" (UNO) TYPICAL 9'-0" 9'-0" 12'-0" 8'-0" 1'-0" 1'-0" PLANTER AREA 16' - 0" PLANTER TYP TYP PER LANDSCAPING AREA PER 4" WIDE PAINTED LINES - LANDSCAPING SEE SPECIFICATIONS RUBBER RUBBER CART STOP 1' - 0" RADIUS / TYPICAL CART STOP 2'-0" 1'-0" 7/17/2026 2'-0" 10'-0" 10'-0" 10'-0" 3'-0" 3'-0" 10'-0" 10'-0" 9'-0" 10'-0" 10'-0" 10'-0" 10'-0" (UNO) (UNO) (UNO) (UNO) (UNO) (UNO) (UNO) (UNO) (UNO) VARIES PER PLAN ISLAND AT LIGHT POLE END ISLAND CURBS MIDDLE ISLAND AT CART CORRAL CART CORRAL & TYPICAL PARKING STALL PAINT (2) COATS SAFETY AT ISLAND AT LANDSCAPING YELLOW - CENTER TEXT TO STALL SLOPE SLOPE HAND HOLE / COVER FIBERGLASS POLE - SEAT OVER STUB ONLY FIBERGLASS OR ALUMINUM STUB (DASHED) COSTCO WHOLESALE PARKING IDENTIFICATION LABEL (BY POLE MANUFACTURER) TIRE EMBED IN CONCRETE AND PROJECT ABOVE BASE WEST SENECA, NEW YORK INFLATION INFLATION PARKING FIBERGLASS OR NOTE: TIRE ALUMINUM STUB - 4'-0"TO CENTERLINE INSERTION DEPTH AND INSTALLATION IS CORRECT ONLY 524 NITROGEN AIR TOWER - OF LIGHT POLE SEE A504 PROJECT ABOVE IF THE BOTTOM OF POLE IS RECESSED BELOW 3'-0"MIN CONCRETE CONCRETE SURFACE AT LEAST 1/2" AND THE POLE DRILL (1) 1/4" DIAMETER LIGHT POLE IS A TIGHT FIT WITH THE FOUNDATION STUB SLADE AVENUE (UNO) 3'-6" 20'-0" ASPHALT BASE DIMENSION WEEP HOLE THRU BOTH CRITICAL 6" CONCRETE BASE TYP - FIBERGLASS SHAFT AND SEALANT ALL AROUND 2'-3" FLUSH CONCRETE WITH MIN 4" ALUMINUM TUBE CENTERED 1" x 6" DEEP REVEAL WITH 1 3/4" MIN ADJOINING PAVEMENT CONCRETE 6" NITROGEN AIR TOWER NON-SHRINK GROUT- FULL DEPTH - FOR ASSISTANCE 1/2" PRE-MOULDED SEE LIGHT POLE INSTALLATION MANUAL BOLLARD - TYP DURING BUSINESS HOURS, SEE TIRE JOINT FILLER CONCRETE CENTER EMPLOYEE AT MARKED BAY DOOR CHAMFER CURB 6" EQ 11" 12" MIN (2) 3/8" DIA PLASTIC TUBE WEEPS 5'-4" HEAVY DUTY WITH COTTON WICK - OPP SIDES 6" CONCRETE SLAB WITH PAVING ACCESS BOX - 2'-6" EQ MEDIUM BROOM FINISH PER ELECTRICAL SMOOTH FINISH EXPOSED CONCRETE - 11" ELEVATION PAVING - PER CIVIL SLOPE 2% DO NOT PATCH AND SACK - NO SPIRAL 2'-0" 2'-0" 1-1/4" CONDUIT SWEEPS 1-1/4" CONDUITS FROM SEAMS OR VERTICAL MARKINGS ALLOWED PER STRUCTURAL DRAWING SIGNAGE ON 6" WAREHOUSE BUILDING BOLLARD (SOIC) 0'-10" EQ EQ MIN 10" MIN CURB (UNO) 20'-0" CONDUIT STUBS UP MIN 17'-4" 6" ABOVE GRADE - TYP #4 CONTINUOUS CURB FIBERGLASS OR ALUMINUM STUB 6" NITROGEN AIR TOP AND BOTTOM PROFILE - (DASHED) 6'-7" LONG UNDERGROUND GAS TIRE AND POWER ROUTING - LOCATE CONDUITS TOWER - SEE A504 524 PER CIVIL CONCRETE BASE - SEE STRUCTURAL WITHIN 4" X 6" AREA PLAN INFLATION SEE ELECTRICAL SITE PER AIR TOWER MFR GROUND ROD - PER ELECTRICAL DRAWINGS FOR REINFORCING LIGHTING PLAN PARKING ELECTRICAL CONDUIT - SEE ONLY 2'-0"MIN ELECTRICAL DRAWINGS PAINT (2) COATS 2'-0" TYP SAFETY YELLOW - CENTER TEXT TO STALL LIGHT POLE LOCATION WHERE PARKING TIRE INFLATION STATION NITROGEN AIR TOWER ENLARGED DETAIL LIGHT POLE BASE AT CONCRETE ISLAND/LANDSCAPING OCCURS CLOSURE PLATE AT TOP OF POST ℄ SYM ABOUT SIGN AS NOTED BY GC PARKING STALL DEPTH PARKING STALL 3/8" x 6" STAINLESS STEEL THROUGH 1'-0" 9'-6" 9'-6" BOLT AND NUT Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess 3" SCHEDULE 40 HOT DIPPED GALVANIZED STEEL PIPE SOLID 1'-6" GROUT WITH ROUNDED CONCRETE CAP - CENTER IN FOOTING Desc. 7'-0" (UNO) 4'-0" 2" SCHEDULE 40 HOT DIPPED GALVANIZED STEEL PIPE RAILS - TYP 2" x 2" x 1/8" GALVANIZED REVISIONS 1'-6" SQUARE STEEL TUBE POST 1" CONCRETE WASH Date RUBBER CART STOP - 11" No. PAVING PER CIVIL 1-1/4" HIGH - SEE SPECS 1" SLOPE WASH Designed J.J.L. Drawn J.J.L. 3'-0" Reviewed K.A.K. 2'-0" 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C1.100 24X36. CONCRETE Scale 1"=30' Project No. 2401824 Date 07/17/2026 AGGREGATE BASE CAD File: C2401824-110 1'-0" 1'-0" DIA Title 1'-0" DIA CONC FTG SITE DETAILS CART STORAGE SITE SIGNAGE POST Sheet No. ISSUED FOR PERMITTING C1.100 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1098 of 1174

Land Surveying Environmental Architecture Engineering PLASTIC SLEEVE OVER 8" STEEL POST - FILL PLASTIC SLEEVE OVER SOLID WITH CONCRETE 6" STEEL POST - FILL SOLID WITH CONCRETE NOTE: SECURE PLASTIC NOTE: SLEEVE TO STEEL POST SECURE PLASTIC 5'-0" SLEEVE TO STEEL POST 4'-0" 1" CONCRETE WASH 1" CONCRETE WASH 8" EXTERIOR PAVEMENT SECTION BOLLARD, TYP PAVEMENT SECTION 1" AGGREGATE BASE 1" AGGREGATE BASE EXTERIOR WALL 355 Research Parkway Meriden, CT 06450 (203) 630-1406 BOLLARD AT BUILDING CORNER 4'-0" 4'-0" 3" 3" EXTERIOR WALL GAS SERVICE 7/17/2026 1'-0" 1'-2" DIA CONC FTG - TYP BOLLARD TYP 1'-6" DIA CONC AT FIRE 1'-0"DIA 6" 6" HYDRANTS CONC FTG MIN MIN 5' - 0" 5' - 0" 5-FOOT TALL EXTERIOR BOLLARD TYPICAL EXTERIOR BOLLARD BOLLARDS AT TRANSFORMER MAX MAX NOTES: 1. CONFIRM BOLLARD REQUIREMENT WITH UTILITY COMPANY. 2. ADDITIONAL BOLLARDS MAY BE REQUIRED TO PROTECT THE ENTIRE GAS SERVICE ASSEMBLY BUILDING 3'-0"MIN CLEAR STRIPING AT HEAD OR OBJECT OF ACCESSIBLE WHERE OCCURS BOLLARD AT GAS SERVICE COSTCO WHOLESALE STALLS WHERE ACCESSIBLE 3'-0" 6" WEST SENECA, NEW YORK OCCURS PER PLAN ROUTE HEAVY DUTY ASPHALT 3' - 0" MIN 4'-0" DUMMY JOINT WITH JOINT FILLER ACCESSIBLE FACE 6" ROUTE OF SIGN POST DENSOBAND 1/2" RADIUS 6" CONCRETE SLAB SLADE AVENUE PER PLAN 5'-0" MIN CONT #5 TOP CONT #5 T & B DUMMY JOINT WITH WALK WIDTH: JOINT FILLER 1'-0" AND BOTTOM FACE OF SIGN PARKING 1-SIDE: 7'-0" 6" POST PARKING 2-SIDE: 9'-0" FACE OF WALL 6" CONCRETE SLAB PAVING PAVING WHERE OCCURS SLOPE 3'-0" CURB WHERE VEHICLE WHERE OCCURS PAVEMENT SIGN POST OCCURS PER PLAN 2'-0" 2'-0" WHERE OCCURS PER PLAN 1" DETAIL SEE FACE OF WHEEL STOP 1'-6"MIN 1'-6"MIN PLAN 4" #4 AT 18" OC CLEAR COMPACTED 6'-0" 6" AGGREGATE 3" CLEAR 3'-0" #4 AT 18" OC ELEVATION SECTION #4 AT 18" OC 3" NOTE: 8" 1. CENTER IN WIDTH OF PARKING STALL 2. PIN EACH END 3. SEE SPECS FOR MATERIAL AND ATTACHMENT 3'-0" 4. 3 NOS. OF FASTENERS #4 AT 18" ON CENTER EDGE OF SIDEWALK AT PAVEMENT WHEEL STOP FLUSH CURB AT PAVEMENT ACCESSIBLE PATH TO PUBLIC WAY 3'-0" WHEN NOT MONOLITHICALLY POURED PROVIDE #4 x 9" AT 12" OC DENSOBAND CONCRETE PAVEMENT EMBED 3" IN CURB, 6" IN WALK. 2'- HEAVY-DUTY Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess 0" MINIMUM 4" CONCRETE ASPHALT PAVEMENT SIDEWALK EDGE PER PLAN MINIMUM 4" COMPACTED Desc. AGGREGATE BASE FUTURE SIDEWALK PER PLAN 6 1/2" 1'-0" 2" PRESSURE TREATED 2 X 2 X 24 1'-6" MIN 1" STAKE AT 4'-0" ON CENTER MAXIMUM RADIUS CORNER, REVISIONS TYPICAL CONTINUOUS PRESSURE TREATED 2 X 4 Date ASPHALT PAVING (2) #4 REBARS PAVING, PER CIVIL PER PLAN No. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C1.101 24X36. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 4" WIDE PAINTED LINE - WHITE UNLESS NOTED OTHERWISE IN SPECS OR ON D WGS Title SITE DETAILS PAINTED STRIPE CONCRETE LANDSCAPE EDGING ASPHALT TO CONCRETE PAVEMENT TEMPORARY EDGE OF PAVEMENT NOTE: IF LANDSCAPING EDGING IS NOT POURED MONOLITHICALLY, THE TOP OF CURB AND LANDSCAPING EDGING SHALL BE FLUSH WITH JOINT SEALED. Sheet No. ISSUED FOR PERMITTING C1.101 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1099 of 1174

Land Surveying Environmental Architecture Engineering ELECTRICAL EQUIPMENT OR TAP BOX ELECTRICAL EQUIPMENT OR TAP BOX 4"MAX 4"MAX 6" CONCRETE 6" CONCRETE 6"MIN 6"MIN #4 at 18" OC #4 at 18" OC CONCRETE EACH WAY PAVING - PER CIVIL EACH WAY PAVEMENT PER CIVIL #4 AT 18" OC AT PERIMETER - 6" COMPACTED DRILL AND EPOXY GRANULAR FILL INTO SLAB WITH 1/12" (0.083") SOFT CUT - ADHESIVE - FILL JOINT SOLID WITH 2" EMBED 4-1/2" JOINT FILLER WALL WHERE OCCURS TRANSITION CURB 1'-6" MIN 355 Research Parkway 6" CONCRETE SLAB SEALANT Meriden, CT 06450 (203) 630-1406 T/4 T 1/4" 26' - 0" x 1' - 0" WIDE 2 3" 1/4" PRE-MOLDED JOINT FILLER - FULL DEPTH REFLECTORS PAINTED YELLOW STRIPES END CAPS 8" A SHRINKAGE JOINT B ISOLATION JOINT ADHESIVE PER MFG AT ASPHALT PAVEMENT AT CONCRETE PAVEMENT 7/17/2026 EXTERIOR EQUIPMENT PAD CONCRETE WALKS - JOINTS SPEED BUMP RADIUS CORNERS - TYP CONCRETE CURB BEYOND 1/2" 6" PLANTING AREA PER NOTE: ALL STEP OFF CURBS TO BE FLUSH TO CURB WHEN NOT MONOLITHICALLY LANDSCAPE DRAWINGS 1 1/2" POURED PROVIDE #4 x 9" AT 12" OC NOTE: EMBED 3" IN CURB -- 6" IN WALK WHERE CURB AND GUTTER CROSSES ACCESSIBLE WALKWAYS OR MINIMUM 4" CONCRETE 6" CROSSWALKS - THE GUTTER PAN PAVING PER CIVIL COSTCO WHOLESALE SLOPE SHALL BE MODIFIED TO 2% MAX NOTE: 1'-6" 1'-0" 1" 6" EXTEND RADIUS REBARS INTO MINIMUM 4" COMPACTED WEST SENECA, NEW YORK STRAIGHT SECTION OF CURB AND WALK 6" AGGREGATE BASE REVERSE SLOPE RADIUS CORNER - TYP (ALTERNATE CONDITION) EQ EQ #4 BARS CONTINUOUS CURB AND GUTTER - MIN 10" 6" TOP AND BOTTOM ASPHALT PAVING PER PLAN SLADE AVENUE 5%MAX SLOPE ASPHALT PAVING PER PLAN 3" NOTE: WAREHOUSE IN WARM 8" MIN CLIMATE LOCATIONS: UPON OWNER APPROVAL, CURB MAY BE MACHINE FORMED WITHOUT REBAR REINFORCEMENT NOTE: 1/2" PRE-MOLD JOINT FILLER AT 25' ON CENTER (MAX) CONTINUOUS (3) #4 REBAR AND AT START AND FINISH OF ALL CURVED SECTIONS CONCRETE CURB AND GUTTER CAST-IN-PLACE CONCRETE CURB CURB AND GUTTER AT ISLAND END CURB AND GUTTER AT ISLAND WALK WALK 1/12" (0.083") SOFT CUT - FILL JOINT 3/4" x 18" SQUARE DOWELS SOLID WITH JOINT FILLER LANDSCAPING HEAVY-DUTY AT 24" OC MAX - CENTER IN SLOPE ASPHALT SLAB PER STRUCTURAL CONCRETE SLAB PER STRUCTURAL SLAB THICKNESS (T) DENSOBAND PER STRUCTURAL T/4 Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess B CONSTRUCTION JOINT Desc. WALK AT LANDSCAPE REVISIONS Date BASKET ASSEMBLY 3/4"x14" 1/12" (0.083") SOFT CUT - FILL JOINT ROUND DOWELS AT SOLID WITH JOINT FILLER 24" OC MAX - CENTER IN 10-'0" MAX 10'-0" MAX No. SLAB PER STRUCTURAL CONCRETE SLAB PER STRUCTURAL T/4 STRUCTURAL THICKNESS Designed J.J.L. 2% CROSS SLOPE MAX. WALL Drawn J.J.L. SLAB PER WHERE OCCURS Reviewed K.A.K. (T) 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C1.102 24X36. Scale 1"=30' Project No. 2401824 MEDIUM SAW-CUT Date 07/17/2026 BROOM FINISH SHRINKAGE JOINT CAD File: C2401824-110 Title JOINT THROUGH AND 20'-0" MAXIMUM SITE DETAILS FULL HEIGHT OF CURB PLAN A SHRINKAGE JOINT NOTE: SEE STRUCTURAL FOR JOINT Sheet No. LOCATION AND REINFORCING NOTE: PROVIDE 6" CONCRETE WITH #4 AT 18" OC AT WALKS THAT CONNECTS TO: DOCK AND COMPACTOR SLAB ONLY CONCRETE WALKS AT BUILDING 1. ENTRY SLAB (SEE A704) 2. STOOPS OR BUILDING ISSUED FOR PERMITTING C1.102 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1100 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 CROSSWALK MARKINGS 7/17/2026 TYPICAL ACCESSIBLE AND STANDARD PARKING SPACES COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE PLAN VIEW DUMMY JOINT PAVEMENT ARROW DETAILS SECTION A-A CONCRETE SIDEWALK DETAIL HANDICAP SYMBOL CLOSURE PLATE AT TOP OF POST Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess SIGN FACE Desc. STANDARD DUTY BITUMINOUS CONCRETE HEAVY DUTY BITUMINOUS CONCRETE 3/8" X 6" STAINLESS REVISIONS STEEL THROUGH BOLT PAVEMENT STRUCTURE PAVEMENT STRUCTURE AND NUT Date 7'-0" UNO No. 2" X 2" X 1/8" GALVANIZED SQUARE STEEL TUBE POST Designed J.J.L. 1" SLOPE WASH Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C1.103 24X36. Scale 1"=30' Project No. 2401824 07/17/2026 2' - 0" Date CAD File: C2401824-110 CONCRETE Title 1' - 0" DIA SITE DETAILS HANDICAP SIGN BOLLARD DETAIL STOP SIGN Sheet No. HEAVY DUTY CONCRETE PAVEMENT CONCRETE SLAB MATCH AT ASPHALT PAVEMENT STRUCTURE ISSUED FOR PERMITTING C1.103 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1101 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE CURB RAMP Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess Desc. REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C1.104 24X36. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 Title SITE DETAILS Sheet No. METAL BEAM GUIDE RAIL ISSUED FOR PERMITTING C1.104 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1102 of 1174

Land Surveying Environmental Architecture Engineering 610 605 SHEET 2.02 605 SHEET 2.01 RESTAURANT 2,380 SF 605 355 Research Parkway 605 FUTURE DRIVE-THRU RETAIL Meriden, CT 06450 2,925 G.S.F. (203) 630-1406 610 615 FUTURE 615 615 615 615 615 615 615 615 615 615 615 615 615 7/17/2026 RESTAURANT 2,380 SF FUTURE DRIVE-THRU CAUTION CAUTION CAUTION CAUTION U E E N AV COSTCO WHOLESALE E WEST SENECA, NEW YORK AD L SLADE AVENUE S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION RID CAUTION ±18K S.F. MDO GE FFE = ±620.60 R CAUTION 158K PROTO OAD 812 PARKING SPACES CAUTION SHEET 2.03 SHEET 2.04 DN Desc. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap DN REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. ED UPON FURTHER 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-20.DWG.C2.00 24X36 60SC. Reviewed K.A.K. Scale 1"=60' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-20 Title OVERALL GRADING PLAN Sheet No. C2.00 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1103 of 1174

Land Surveying Environmental Architecture Engineering GRADING LEGEND PROPERTY LINE LIMIT OF DISTURBANCE SAWCUT LINE 150 PROPOSED CONTOUR LINE 60 EXISTING CONTOUR LINE 100.00 PROPOSED SPOT GRADE SPOT GRADE ABBREVIATIONS BC BOTTOM OF CURB 355 Research Parkway TC TOP OF CURB Meriden, CT 06450 BW BOTTOM OF WALL (203) 630-1406 TW TOP OF WALL MEX MEET EXISTING CONDITION RESTAURANT 2,380 SF FUTURE DRIVE-THRU 615 7/17/2026 TC ??? BC ??? TC ??? ??? BC ??? 618 615 COSTCO WHOLESALE 617.12 617.29 TC 617.24 BC 616.74 WEST SENECA, NEW YORK TC 617.24 TC 617.20 TC 616.86 BC 616.74 BC 616.70 BC 616.36 TC 617.00 BC 616.50 TC 617.03 SLADE AVENUE BC 616.53 616.18 616.51 TC 617.55 BC 617.05 616.04 TC 616.80 618 616.01 TC 617.10 BC 616.30 11.14% BC 616.60 TC 616.73 TC 616.59 BC 616.23 BC 616.09 TC 616.77 619 BC 616.27 TC 616.95 TC 616.90 BC 616.45 BC 616.40 620 TC 616.73 BC 616.23 TC 617.61 TC 617.70 621 BC 617.11 BC 617.20 622 617 623 618 617 CAUTION 625 CAUTION TC 617.95 4 62 BC 617.45 5 62 SHEET 2.01 SHEET 2.02 6 62 TC 618.65 TC 618.37 TC 618.11 626 BC 618.15 BC 617.87 BC 617.61 TC 618.20 617.52 BC 617.70 617.70 CAUTION CAUTION CAUTION CAUTION TC 618.39 617.61 618.65 TC 618.30 TC 618.40 618 BC 617.89 619 CAUTION 625 CAUTION CAUTION CAUTION CAUTION CAUTION BC 617.90 CAUTION CAUTION CAUTION CAUTION BC 617.80 TC 618.37 7 TC 618.29 E BC 617.87 62 6 25 62 6 BC 617.79 4 U 62 TC 618.37 620 CAUTION TC 619.68 BC 617.87 N 7.1 CAUTION TC 621.01 BC 619.18 TC 618.38 3 62 1% E BC 620.51 BC 617.88 618 V CAUTION CAUTION 622 TC 618.48 TC 618.50 A DN BC 617.98 BC 618.00 TC 619.47 DN 1 62 E BC 618.97 TC 618.30 620 BC 617.80 D Desc. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.03 SHEET 2.04 LA 620.17 CAUTION CAUTION S CAUTION CAUTION % .75 REVISIONS 0 Date 620 TC 620.40 KEY MAP BC 619.90 628 TC 621.05 TC 620.01 627 No. 628.59 BC 620.55 620.37 BC 619.51 6 62 5 62 4 62 3 628.66 62 2 TC 620.48 TC 620.86 618.88 62 1 BC 619.98 BC 620.36 618.92 Designed J.J.L. 62 0 TC 619.67 62 BC 619.17 618.82 Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-20.DWG.C2.01 24X36 30SC. TC 620.74 Reviewed K.A.K. 619 BC 620.24 618.88 Scale 1"=30' 61 619 9 Project No. 2401824 TC 618.74 620 TC 620.64 BC 618.24 BC 620.14 Date 07/17/2026 619.17 619.21 619.13 619.30 CAD File: 619.86 TC 620.04 C2401824-20 619 BC 619.54 TC 620.01 620 619.29 BC 619.51 Title TC 620.20 619.32 TC 620.10 TC 620.08 TC 620.07 BC 619.58 BC 619.70 BC 619.57 TC 620.04 BC 619.54 619.50 BC 619.60 GRADING PLAN TC 619.96 TC 619.99 TC 619.99 BC 619.49 619.44 619.47 BC 619.46 620 BC 619.49 620 TC 620.00 TC 619.99 TC 619.86 TC 620.08 BC 619.50 BC 619.49 BC 619.36 619.19 620 620 620 TC 620.15 BC 619.58 620 619.41 TC 620.15 TC 620.03 TC 619.85 BC 619.65 TC 620.15 TC 619.99 TC 620.15 TC 620.20 Sheet No. BC 619.35 BC 619.65 BC 619.49 BC 619.65 BC 619.65 BC 619.53 BC 619.70 C2.01 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1104 of 1174

Land Surveying Environmental Architecture Engineering GRADING LEGEND PROPERTY LINE LIMIT OF DISTURBANCE 610 605 SAWCUT LINE 150 PROPOSED CONTOUR LINE 60 EXISTING CONTOUR LINE 100.00 PROPOSED SPOT GRADE SPOT GRADE ABBREVIATIONS BC BOTTOM OF CURB 605 355 Research Parkway TC TOP OF CURB Meriden, CT 06450 BW BOTTOM OF WALL (203) 630-1406 TW TOP OF WALL MEX MEET EXISTING CONDITION RESTAURANT 2,380 SF 605 605 FUTURE DRIVE-THRU RETAIL 2,925 G.S.F. 610 615 FUTURE 7/17/2026 615 615 615 615 615 615 615 615 615 615 TC 615.70 TC ??? BC 615.20 TC ??? BC ??? TC ??? TC 617.12 BC ??? BC ??? BC 616.62 615 615 615 615 618 616 2.95% 615 LOCATION OF CONCRETE DRAINAGE CHANNEL TC 616.60 616 TO COLLECT ALL FUEL PAD RUNOFF COSTCO WHOLESALE 617.29 617 BC 616.10 TC 616.85 TC 615.86 WEST SENECA, NEW YORK TC 615.95 BC 615.36 FURTHER COORDINATION REQUIRED TC 617.20 TC 616.86 TC 616.78 BC 615.45 TC 616.15 BC 616.35 TC 616.99 TC 615.95 WITH DEVELOPER FOR GRADING AT BC 616.70 BC 616.36 TC 617.00 BC 616.28 615.64 BC 615.65 ADJACENT PARCEL BC 616.49 BC 615.45 BC 616.50 TC 616.81 TC 616.18 TC 617.15 BC 616.31 BC 615.68 BC 616.65 SLADE AVENUE 616.18 TC 616.20 616.51 615.96 616.29 BC 615.70 TC 615.89 616.56 BC 615.39 616.04 TC 616.80 TC 617.03 TC 615.27 TC 615.57 615.96 BC 616.53 TC 616.86 615.61 615.61 615.26 BC 614.77 6 TC 617.10 BC 616.30 BC 615.07 61 BC 616.36 BC 616.60 TC 616.73 TC 616.76 TC 616.54 BC 616.23 BC 616.26 BC 616.04 TC 616.77 TC 616.85 TC 616.66 BC 616.27 BC 616.35 BC 616.16 61 RESTAURANT 2,380 SF 6 6 61 TC 616.95 0. TC 616.90 TC 617.06 TC 616.87 TC 616.93 99 BC 616.45 BC 616.56 BC 616.37 BC 616.43 FUTURE DRIVE-THRU % BC 616.40 TC 616.48 BC 615.98 TC 615.54 TC 616.73 BC 616.23 BC 615.04 TC 616.69 BC 616.19 TC 617.64 7 61 TC 617.04 BC 617.14 BC 616.54 TC 617.27 617 CAUTION CAUTION CAUTION 616.49 CAUTION 617 BC 616.77 TC 616.92 TC 617.19 TC 617.88 BC 616.42 TC 617.16 BC 616.69 BC 617.38 TC 616.19 BC 616.66 BC 615.69 TC 617.05 SHEET 2.01 SHEET 2.02 617 BC 616.55 TC 617.61 TC 617.19 TC 616.97 61 7 TC 617.48 2% TC 617.19 TC 618.11 BC 616.98 BC 617.11 BC 616.69 BC 616.47 0.9 BC 616.69 BC 617.61 617.31 TC 617.20 TC 617.20 TC 617.42 617 2% TC 618.20 BC 616.70 BC 616.70 BC 616.92 TC 617.56 0.9 616.39 BC 617.70 617.17 TC 618.19 BC 617.06 616.60 617.70 617.44 617.30 CAUTION CAUTION CAUTION CAUTION BC 617.69 TC 617.55 616.43 % TC 617.14 1.81 BC 617.05 BC 616.64 TC 617.14 TC 618.39 617.61 TC 618.27 TC 618.07 617.15 616.56 BC 616.64 TC 617.37 TC 618.40 TC 618.04 617 BC 616.87 BC 617.89 BC 617.77 BC 617.57 TC 618.10 TC 617.41 CAUTION CAUTION CAUTION TC 617.23 CAUTION CAUTION CAUTION BC 617.90 CAUTION CAUTION CAUTION BC 617.54 CAUTION TC 617.04 TC 617.41 BC 616.91 TC 617.92 BC 617.60 BC 616.73 BC 616.91 TC 618.37 TC 617.92 BC 616.54 616.66 616.63 BC 617.87 BC 617.42 BC 617.42 TC 617.00 TC 618.19 TC 617.19 BC 616.50 TC 618.37 TC 617.91 BC 616.69 TC 617.06 TC 617.13 TC 617.13 CAUTION BC 617.87 TC 618.12 BC 617.41 BC 617.69 BC 616.56 BC 616.63 BC 616.63 TC 618.09 BC 617.62 TC 617.19 CAUTION BC 617.59 TC 617.31 BC 616.81 BC 616.69 618 TC 618.31 TC 618.16 TC 618.40 616.30 616.65 616.10 BC 617.90 616.67 CAUTION TC 618.48 TC 618.50 BC 617.81 TC 618.14 BC 617.66 616.30 TC 617.18 TC 617.25 616.33 616.51 CAUTION 616.30 617 BC 617.98 BC 618.00 BC 617.64 BC 616.68 BC 616.75 TC 617.29 TC 617.15 TC 617.18 DN 615.95 DN BC 616.65 BC 616.79 BC 616.68 TC 618.30 616.65 616.65 TC 618.23 BC 617.80 BC 617.73 Desc. 618 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.03 SHEET 2.04 CAUTION CAUTION 61 CAUTION CAUTION 61 REVISIONS 7 CAUTION 7 CAUTION 61 7 Date CAUTION CAUTION 61 KEY MAP 9 619 61 No. 61 7 8 618.88 618.92 Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-20.DWG.C2.02 24X36 30SC. Reviewed K.A.K. 618.88 Scale 1"=30' 619 Project No. 2401824 TC 619.62 Date 07/17/2026 619.17 619.21 619 BC 619.12 61 619.30 CAD File: 8 C2401824-20 TC 620.04 61 BC 619.54 TC 620.01 TC 620.24 61 8 9 61 BC 619.51 BC 619.74 8 Title TC 619.86 619 619.32 TC 620.10 TC 620.24 620 BC 619.74 TC 620.08 BC 619.36 619.50 BC 619.60 TC 620.01 BC 619.51 BC 619.58 TC 620.01 TC 619.11 GRADING PLAN TC 620.02 BC 619.51 BC 618.61 619.47 BC 619.52 618.59 TC 620.07 620 TC 619.85 618.47 TC 619.99 BC 619.57 620 BC 619.35 618.39 618.39 618.39 618.71 BC 619.49 TC 619.92 620 620 TC 620.08 620 BC 619.42 618.42 BC 619.58 TC 620.11 TC 619.09 618.71 618.72 TC 620.15 TC 620.03 TC 620.20 TC 620.38 TC 620.20 618.71 BC 619.65 BC 619.53 BC 619.70 BC 619.61 BC 618.59 Sheet No. BC 619.70 BC 619.88 C2.02 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1105 of 1174

Land Surveying 4 Environmental 62 3 62 2 TC 620.48 TC 620.86 618.88 628.66 62 Architecture Engineering GRADING LEGEND 1 BC 619.98 BC 620.36 618.92 62 0 TC 619.67 62 BC 619.17 618.82 PROPERTY LINE TC 620.74 619 BC 620.24 618.88 61 619 9 LIMIT OF DISTURBANCE TC 618.74 620 TC 620.64 BC 618.24 BC 620.14 SAWCUT LINE 619.17 619.21 619.13 619.30 619.86 TC 620.04 619 150 PROPOSED CONTOUR LINE BC 619.54 TC 620.01 620 619.29 BC 619.51 619.32 TC 620.10 60 EXISTING CONTOUR LINE TC 620.08 TC 620.20 TC 620.07 BC 619.60 BC 619.70 TC 620.04 BC 619.58 BC 619.57 BC 619.54 619.50 100.00 PROPOSED SPOT GRADE TC 619.96 TC 619.99 TC 619.99 619.47 BC 619.46 BC 619.49 BC 619.49 619.44 SPOT GRADE ABBREVIATIONS 620 620 TC 620.00 TC 619.99 BC BOTTOM OF CURB TC 619.86 TC 620.08 BC 619.50 BC 619.49 355 Research Parkway BC 619.36 619.19 620 620 620 TC TOP OF CURB TC 620.15 BC 619.58 Meriden, CT 06450 620 619.41 TC 620.15 TC 620.15 TC 620.03 TC 620.20 BW BOTTOM OF WALL TC 619.85 TC 620.15 TC 619.99 (203) 630-1406 BC 619.65 BC 619.65 BC 619.53 BC 619.35 BC 619.65 BC 619.49 BC 619.65 BC 619.70 TW TOP OF WALL 619.68 MEX MEET EXISTING CONDITION TC 621.27 619.57 619.63 BC 620.77 TC 620.38 619.82 BC 619.88 619.60 TC 620.76 620.35 TC 621.03 BC 620.26 BC 620.53 619.62 619.86 TC 621.33 BC 620.83 TC 620.61 BC 620.11 TC 619.87 BC 619.37 620.28 620.27 620.27 620.27 620.27 7/17/2026 620.30 620.58 0 619.41 619.71 62 620.00 618.70 TC 620.28 BC 619.78 TC 620.95 9 CAUTION 61 BC 620.45 620.32 TC 621.07 620.50 BC 620.57 TC 620.70 BC 620.20 TC 620.80 620.34 BC 620.30 620.60 CAUTION 0 620.50 62 618.63 COSTCO WHOLESALE WEST SENECA, NEW YORK 620.49 TC 620.89 SLADE AVENUE BC 620.39 TC 619.99 BC 619.49 TC 620.80 BC 620.30 TC 620.55 BC 620.05 620.30 620 9 61 61 9 618.70 CAUTION TC 620.05 BC 619.55 620.35 TC 619.75 TC 620.78 BC 619.25 BC 620.28 CAUTION 618.66 RID SHEET 2.01 SHEET 2.02 GE TC 620.18 BC 619.68 TC 619.76 BC 619.26 TC 620.80 TC 619.76 BC 620.30 ROA BC 619.26 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION TC 620.25 BC 619.75 620.58 D 618.86 620 CAUTION 620.57 CAUTION CAUTION CAUTION 620.58 620.58 619.93 TC 620.13 TC 620.04 TC 620.78 DN DN BC 619.63 BC 619.54 BC 620.28 620.40 Desc. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.03 619.61 SHEET 2.04 TC 620.42 BC 619.92 619.23 62 0 REVISIONS 62 0 619.84 0 62 Date TC 620.16 KEY MAP BC 619.66 No. TC 620.78 TC 620.52 TC 621.08 TC 620.41 BC 620.28 BC 620.02 BC 620.58 BC 619.91 Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-20.DWG.C2.03 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-20 Title GRADING PLAN Sheet No. C2.03 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1106 of 1174

Land Surveying Environmental 618.88 Architecture Engineering GRADING LEGEND 618.92 PROPERTY LINE 618.88 LIMIT OF DISTURBANCE 619 TC 619.62 SAWCUT LINE 619.17 619.21 619 BC 619.12 61 619.30 8 TC 620.04 61 150 PROPOSED CONTOUR LINE BC 619.54 TC 620.01 TC 620.24 61 8 9 61 BC 619.51 BC 619.74 8 TC 619.86 619 619.32 TC 620.10 TC 620.24 60 EXISTING CONTOUR LINE BC 619.60 BC 619.74 620 TC 620.08 BC 619.36 TC 620.01 TC 620.01 TC 619.11 619.50 BC 619.51 BC 619.58 100.00 PROPOSED SPOT GRADE TC 620.02 BC 619.51 BC 618.61 619.47 BC 619.52 618.59 SPOT GRADE ABBREVIATIONS TC 620.07 620 TC 619.85 618.47 TC 619.99 BC 619.57 620 BC 619.35 618.39 618.39 618.39 618.71 BC BOTTOM OF CURB BC 619.49 TC 619.92 355 Research Parkway 620 620 TC 620.08 620 618.42 TC TOP OF CURB BC 619.58 TC 620.20 BC 619.42 TC 620.11 TC 619.09 618.71 618.72 Meriden, CT 06450 TC 620.15 TC 620.03 TC 620.20 TC 620.38 618.71 (203) 630-1406 BW BOTTOM OF WALL BC 619.65 BC 619.53 BC 619.70 BC 619.88 BC 619.70 BC 619.61 BC 618.59 TW TOP OF WALL MEX MEET EXISTING CONDITION 618.39 618.15 62 618.67 0 620.35 618.39 618 1.46% 617.89 TC 618.65 618.52 BC 618.15 620.27 620.27 620.60 620.58 620.58 620.27 620.27 7/17/2026 620.58 619 617 61 9 620 619.43 616.43 616.43 619.91 620.44 620.58 COSTCO WHOLESALE ±18K S.F. MDO WEST SENECA, NEW YORK 620.60 SLADE AVENUE 620.60 619.91 620.60 TC 620.10 BC 619.60 FFE = ±620.60 620 158K PROTO TC 620.60 BC 620.10 620.38 812 PARKING SPACES 620.60 620.55 TC 620.00 BC 619.50 SHEET 2.01 SHEET 2.02 620.36 0 62 DN 616.43 616.47 DN 619 CAUTION CAUTION CAUTION CAUTION 617.51 618 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION 616.77 616.50 617 CAUTION 617.15 617 617.17 CAUTION AREA OF GRADE TRANSITION CAUTION 617.11 617 616.96 619.93 620.58 620.30 620.58 620.14 620.58 620.08 617.54 CAUTION DN DN 620.58 617.30 617.32 FURTHER COORDINATION REQUIRED 617.45 WITH DEVELOPER FOR GRADING AT 618 619 620 620.42 620.10 620.49 620.00 620.42 619.76 617.42 Desc. 616.78 617.31 ADJACENT PARCEL Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.03 619.61 SHEET 2.04 617 9.43% 617.16 TC 618.65 BC 618.15 8 REVISIONS 62 0 0 620.42 61 0 62 62 Date KEY MAP No. TC 620.41 TC 621.08 TC 620.75 TC 621.15 TC 620.66 TC 621.15 TC 620.50 TC 621.05 TC 618.04 TC 617.46 BC 619.91 BC 620.58 BC 620.25 BC 620.65 BC 620.16 BC 620.65 BC 620.00 BC 620.55 BC 617.54 BC 616.96 Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-20.DWG.C2.04 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-20 Title GRADING PLAN Sheet No. C2.04 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1107 of 1174

Land Surveying Environmental STOP Architecture Engineering 610 605 STOP 605 STOP SHEET C2.51 RESTAURANT 2,380 SF SHEET C2.52 605 355 Research Parkway 605 FUTURE DRIVE-THRU RETAIL Meriden, CT 06450 2,925 G.S.F. (203) 630-1406 610 615 FUTURE STOP 615 615 615 615 615 615 615 615 615 615 615 615 615 7/17/2026 RESTAURANT 2,380 SF FUTURE DRIVE-THRU CAUTION CAUTION CAUTION CAUTION UE EN A V COSTCO WHOLESALE E WEST SENECA, NEW YORK A D L SLADE AVENUE S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION RID CAUTION ±18K S.F. MDO GE FFE = ±620.60 ROA CAUTION 158K PROTO 812 PARKING SPACES CAUTION D SHEET C2.53 SHEET C2.54 DN Desc. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap DN REVISIONS DateNo. Designed J.J.L. OVERALL MASTER Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-25.DWG.C2.50 24X36 60SC. Reviewed K.A.K. ENGINEER. Scale 1"=60' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-25 Title OVERALL DRAINAGE PLAN Sheet No. C2.50 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1108 of 1174

Land Surveying Environmental Architecture Engineering DRAINAGE PLAN LEGEND PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE STORM LINE PROVIDE AND INSTALL TYPE C CATCH BASIN PROVIDE AND INSTALL TYPE C-L CATCH BASIN PROVIDE AND INSTALL CIRCULAR STRUCTURE 355 Research Parkway PROVIDE AND INSTALL MANHOLE Meriden, CT 06450 (203) 630-1406 PROVIDE AND INSTALL FOUNDATION UNDERDRAIN/ FROST FREE FILL DRAIN STORM LINE W/ RIGID CLOSED CELL INSULATION RESTAURANT 2,380 SF FUTURE DRIVE-THRU 615 7/17/2026 618 615 COSTCO WHOLESALE WEST SENECA, NEW YORK CB-123 CB-124 TF=616.04 TF=616.01 INV IN=611.66 (SW) INV IN=612.03 (SE) INV OUT=611.66 (NE) SLADE AVENUE PROVIDE AND INSTALL INV OUT=612.03 (NE) PAVEMENT UNDERDRAINS AT CATCH BASIN (TYP.) 618 74LF 18" HDPE @ 0.50% 64LF 18" HDPE @ 0.50% 11.14% % 0.50 PE @ 619 " HD F 15 620 66L 621 CB-125 TF=617.61 INV OUT=612.36 (NW) 622 617 623 618 617 CAUTION 625 CAUTION 4 62 5 62 SHEET 2.51 SHEET 2.52 6 CB-114 62 TF=617.61 CB-113A INV IN=611.65 (SW) TF=617.52 INV OUT=611.65 (NE) 626 CB-113B INV IN=612.27 (SW) TF=618.65 INV OUT=612.02 (NE) INV OUT=613.40 (NE) PROVIDE AND INSTALL 12" CMP CAUTION CAUTION CAUTION CAUTION AT 0.5% SLOPE. MATCH EXISTING INVERT. PROVIDE AND INSTALL 63LF 15" HDPE @ 1.78% 75LF 18" HDPE @ 0.50% 64LF 18" HDPE @ 0.50% 618 619 CAUTION 625 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION TYPE "C" CATCH BASIN . CAUTION CAUTION TF. = 627.33 7 E 62 6 5 62 62 4 U 62 620 CAUTION N 7.1 MH-101 CAUTION 3 0% 62 1% 0.5 E TF=618.15 INV IN=610.70 (S) 618 E@ P V HD CAUTION 2 62 INV IN=611.07 (SE) 6" F3 CAUTION A 64L DN DN INV OUT=610.70 (N) 1 62 D E 620 Desc. Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.53 SHEET 2.54 0% A 0.5 E@ L P HD 0" CAUTION CAUTION S CAUTION CAUTION % F3 .75 REVISIONS 0 96L CB-112 Date 620 TF=618.53 KEY MAP INV IN=611.18 (S) 628 627 INV OUT=611.18 (N) No. 6 62 5 62 142LF 24" HDPE @ 0.50% 4 62 3 62 2 62 1 Designed J.J.L. 62 0 62 Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-25.DWG.C2.51 24X36 30SC. Reviewed K.A.K. 619 Scale 1"=30' 61 619 9 CB-111B Project No. 2401824 TF=618.23 620 INV OUT=613.23 (E) Date 07/17/2026 0% 0.5 CAD File: PE@ C2401824-25 HD 619 0" 620 LF3 Title 225 DRAINAGE PLAN 70 MH-100 LF TF=619.54 1 5" 620 620 INV IN=611.78 (S) HD INV IN=613.27 (SE) PE 620 INV OUT=611.78 620 (NW) 620 @ 620 0.5 73LF 24" HDPE @ 0.50% 0% Sheet No. C2.51 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1109 of 1174

Land Surveying Environmental DRAINAGE PLAN LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK 610 CONTRACT LIMIT LINE 605 SAWCUT LINE STORM LINE PROVIDE AND INSTALL TYPE C CATCH BASIN PROVIDE AND INSTALL TYPE C-L CATCH BASIN PROVIDE AND INSTALL CIRCULAR STRUCTURE STOP PROVIDE AND INSTALL MANHOLE 605 355 Research Parkway Meriden, CT 06450 PROVIDE AND INSTALL FOUNDATION (203) 630-1406 UNDERDRAIN/ FROST FREE FILL DRAIN STOP ENERGY DISPERSION PAD TO STORM LINE W/ RIGID CLOSED CELL INSULATION BE PROVIDED BY DEVELOPER FLARED END-1 INV.=608.00 ENERGY DISPERSION PAD TO RESTAURANT 2,380 SF BE PROVIDED BY DEVELOPER 605 605 FUTURE DRIVE-THRU DEVELOPER'S PLAN BY OTHERS FLARED END-2 RETAIL INV.=608.00 2,925 G.S.F. 610 615 FUTURE 7/17/2026 STOP % 59 0. 615 @ 615 E 615 615 P HD 615 2" F4 3L 615 14 615 615 615 156LF 36" HDPE @ 0.68% 615 MH-106 TF=615.40 INV IN=608.84 (E) CB-119 INV IN=608.84 (S) TF=615.65 615 615 INV OUT=608.84 (N) INV OUT=610.65 (SE) 615 615 618 616 16LF 12" HDPE @ 0.50% 2.95% 615 616 OIL WATER SEPARATOR COSTCO WHOLESALE 617 TF=615.55 56 6" PVC ROOF LEADER DRAINS LF INV IN=610.57 (N) WEST SENECA, NEW YORK % 50 AT MIN. 0.5% (TYP.) 18 0. INV OUT=610.32 (S) "H CB-123 CB-118 @ 34LF 12" DI @ 0.50% DP TF=616.04 PE TF=615.61 HD E@ INV IN=611.66 (SW) MH-202 CB-121 INV IN=609.18 (SE) 42" TF=615.42 2. 0 INV OUT=611.66 (NE) TF=615.96 INV IN=610.63 (SW) LF SLADE AVENUE 9 INV IN=610.62 (NE) 1% INV IN=610.97 (SW) INV OUT=609.18 (N) 6 PROVIDE AND INSTALL INV OUT=610.97 (NE) CB-207 INV IN=610.97 (SW) GATE VALVE (TYP.) TF=615.02 INV IN=609.07 (SE) INV OUT=611.18 (NE) INV OUT=609.07 (NW) 41 6 61 74LF 18" HDPE @ 0.50% 64LF 18" HDPE @ 0.50% 74LF 24" HDPE @ 0.50% 67LF 24" HDPE @ 0.50% LF 15 " HD 33LF 15" HDPE @ 0.50% CB-122 CB-120 PE 16LF 36" HDPE @ 0.51% TF=615.26 23LF 18" HDPE @ 0.50% 4" PVC ROOF LEADER DRAINS @ PROVIDE AND INSTALL PAVEMENT TF=615.96 0.5 UNDERDRAINS AT CATCH BASIN (TYP.) INV IN=611.34 (SW) INV IN=610.15 (N) MH-103 AT MIN. 0.5% (TYP.) 0% INV OUT=611.34 (NE) INV IN=609.97 (NE) TF=615.67 61 RESTAURANT 2,380 SF PROVIDE AND INSTALL 6 6 INV OUT=609.97 (W) CB-206 61 INV IN=610.08 (N) CLEAN OUT (TYP.) TF=615.04 0. INV IN=610.08 (E) 99 MH-105 INV IN=610.08 (SE) INV OUT=610.79 (SW) FUTURE DRIVE-THRU % TF=615.77 INV OUT=610.08 (SW) INV IN=609.26 (S) INV OUT=609.26 (NW) 0% 0.5 173LF 36" HDPE @ 0.50% @ D PE "H ROOF LEADER 7 61 6 F3 INVERT= 611.00 (TYP.) 8L 617 18 CAUTION CAUTION CAUTION CAUTION CONNECT DRAIN TO ROOF 617 LEADER DRAIN (TYP.) CB-209 (6FT DIA.) SHEET 2.51 SHEET 2.52 CB-114 617 TF=616.38 TF=617.61 MH-104 CB-116 INV OUT=611.38 (SE) INV IN=611.65 (SW) TF=617.33 TF=617.31 INV OUT=611.65 (NE) INV IN=610.20 (SE) INV IN=611.33 (NE) 61 7 2% INV OUT=610.20 (N) INV OUT=611.33 (SW) 0.9 PROVIDE AND INSTALL 6" 11LF 36" HDPE @ 0.53% 617 ROOF LEADER 2% HDPE ROOF DRAIN @ MIN. INVERT= 611.00 (TYP.) 0.9 74LF 18" HDPE @ 0.50% 67LF 18" HDPE @ 0.50% 0.5% SLOPE (TYP.) CB-212 CAUTION CAUTION CAUTION CAUTION % 58LF 12" DI @ 2.09% TF=616.30 1.81 INV IN=611.27 (SW) CB-208 PROVIDE AND INSTALL 75LF 18" HDPE @ 0.50% 64LF 18" HDPE @ 0.50% CB-115 CB-210 GATE VALVE (TYP.) INV OUT=611.27 (NE) CB-211 617 TF=616.33 TF=617.44 TF=616.30 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION DEVELOPER'S PLAN BY OTHERS CAUTION CAUTION CAUTION TF=616.30 CAUTION INV IN=611.33 (SW) INV IN=610.27 (SW) INV IN=610.93 (SW) INV IN=610.59 (SW) INV IN=610.17 (NW) INV IN=610.96 (NE) CB-117 INV OUT=610.59 (NE) TF=617.17 INV OUT=610.93 (NE) INV OUT=610.27 (NE) INV IN=610.26 (SE) INV OUT=610.26 (NW) INV OUT=611.67 (SW) CAUTION 23LF 36" HDPE @ 0.50% MH-101 MH-102 CAUTION 0 % TF=618.15 0.5 TF=617.66 INV IN=610.70 (S) 618 E@ INV IN=610.38 (S) CB-205 P HD CAUTION INV IN=611.07 (SE) 6" INV OUT=610.38 (NW) 53LF 12" HDPE @ 0.50% 67LF 15" HDPE @ 0.51% 67LF 18" HDPE @ 0.51% 64LF 18" HDPE @ 0.50% 67LF 24" HDPE @ 0.51% TF=615.95 F3 CAUTION 617 INV IN=609.93 (SW) INV OUT=610.70 (N) 64L DN INV IN=609.93 (SE) DN CB-213 TF=616.67 INV OUT=609.93 (NW) INV OUT=611.53 (NE) Desc. 618 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.53 SHEET 2.54 0% 0.5 @ PE " HD CAUTION CAUTION 0 61 CAUTION CAUTION 3 61 REVISIONS F 7 CAUTION 96L 7 CAUTION 61 7 Date CAUTION CAUTION 61 KEY MAP 9 619 61 No. 61 7 8 142LF 24" HDPE @ 0.50% Designed J.J.L. Drawn J.J.L. 0.50% 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-25.DWG.C2.52 24X36 30SC. Reviewed K.A.K. Scale 1"=30' 619 " HDPE @ Project No. 2401824 Date 07/17/2026 619 61 CAD File: 220LF 30 8 C2401824-25 61 61 8 9 61 8 Title 619 620 DRAINAGE PLAN MH-100 TF=619.54 INV IN=611.78 (S) 620 INV IN=613.27 (SE) 620 INV OUT=611.78 620 (NW) 620 620 73LF 24" HDPE @ 0.50% Sheet No. C2.52 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1110 of 1174

Land Surveying 142LF 24" HDPE @ 0.50% 4 Environmental 62 3 62 DRAINAGE PLAN LEGEND 62 2 Architecture Engineering 1 62 0 62 PROPERTY LINE 619 61 LIMIT OF DISTURBANCE AND SITEWORK 619 9 CB-111B CONTRACT LIMIT LINE TF=618.23 620 INV OUT=613.23 (E) SAWCUT LINE 0% 0.5 E@ STORM LINE DP 619 H 620 30" PROVIDE AND INSTALL TYPE C CATCH BASIN LF 225 PROVIDE AND INSTALL TYPE C-L CATCH BASIN 70 MH-100 LF PROVIDE AND INSTALL CIRCULAR STRUCTURE TF=619.54 15" 620 620 INV IN=611.78 (S) H INV IN=613.27 (SE) DP PROVIDE AND INSTALL MANHOLE 355 Research Parkway E 620 INV OUT=611.78 620 (NW) 620 @ Meriden, CT 06450 620 0.5 PROVIDE AND INSTALL FOUNDATION 73LF 24" HDPE @ 0.50% (203) 630-1406 0% UNDERDRAIN/ FROST FREE FILL DRAIN INV IN=612.14 (S) STORM LINE W/ RIGID CLOSED CELL INSULATION CB-111A 23LF 24" HDPE @ 0.50% INV OUT=612.14 (N) 46LF 6" HDPE @ 0.50% TF=619.02 INV IN=612.25 (S) INV IN=612.31 (SE) INV IN=612.25 (E) INV OUT=612.25 (N) 77LF 24" HDPE @ 0.50% INV IN=612.88 (W) INV OUT=612.31 (N) 19LF 6" HDPE @ 9.68% 19LF 6" HDPE @ 8.90% INV IN=612.43 (S) PROVIDE AND INSTALL 6" INV IN=612.43 (E) HDPE ROOF DRAIN @ MIN. INV OUT=612.43 (N) 0.5% SLOPE (TYP.) PROVIDE AND INSTALL PAVEMENT UNDERDRAINS % 50 AT CATCH BASIN (TYP.) CB-110 0. TF=618.70 7/17/2026 @ ROOF LEADER PE INV IN=612.69 (SE) 0 62 INVERT= 614.10 HD INV OUT=612.69 (NW) INV IN=612.63 (SE) 8" INV OUT=612.63 (N) L F1 18LF 18" HDPE @ 0.50% ROOF LEADER 41 INVERT= 614.10 64LF 24" HDPE @ 0.50% 9 CAUTION 24LF 10" HDPE @ 5.80% PROVIDE AND INSTALL RIGID 61 36LF 18" HDPE @ 0.50% INV IN=612.72 (SE) CLOSED CELL INSULATION (TYP.) INV IN=612.72 (NE) INV OUT=612.72 (NW) ROOF LEADER INVERT= 614.10 ROOF LEADER INVERT= 614.10 FFE = ±620.60 CAUTION 54LF 18" HDPE @ 0.50% 0 62 CB-109 APPROXIMATE LOCATION OF 4" TF=618.63 PERFORATED PVC FROST FREE FILL COSTCO WHOLESALE INV IN=613.01 (SE) 24LF 10" HDPE @ 4.67% DRAIN (TYP.). REFER TO INV OUT=613.01 (NW) INV IN=612.99 (SE) ARCHITECTURAL DETAILS FOR EXACT WEST SENECA, NEW YORK INV IN=612.39 (NE) LOCATION. INV OUT=612.99 (NW) 59LF 18" HDPE @ 0.50% ROOF LEADER SLADE AVENUE INVERT= 614.10 74LF 24" HDPE @ 0.50% CB-108 23LF 10" HDPE @ 7.77% 620 TF=618.70 INV IN=613.29 (SE) 9 61 61 INV IN=613.38 (SE) 42LF 15" HDPE @ 0.50% 41LF 18" HDPE @ 0.50% INV IN=612.29 (NE) 9 INV OUT=613.38 (NW) INV OUT=613.29 (NW) ROOF LEADER 64LF 24" HDPE @ 0.50% CAUTION INVERT= 614.10 PROVIDE AND INSTALL RIGID FOUNDATION UNDERDRAIN CLOSED CELL INSULATION (TYP.) 23LF 10" HDPE @ 2.60% CONNECTION INV IN=613.49 (SE) 4" PVC PIPE @ MIN. 0.50% INV IN=613.49 (NE) SLOPE INV OUT=613.49 (NW) CAUTION CB-107 ROOF LEADER TF=618.66 INV IN=613.70 (SE) INVERT= 614.10 RID INV IN=613.70 (E) INV IN=613.10 (NE) INV OUT=613.70 (NW) INV OUT=613.70 (NW) 50% SHEET 2.51 SHEET 2.52 @ 0. GE 57LF 15" HDPE @ 0.50% PE ROOF LEADER " HD INVERT= 613.50 18 23LF 10" HDPE @ 1.71% 77LF ROA CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALL 10" HDPE ROOF DRAIN @ MIN. CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CB-106 CAUTION CAUTION INV IN=613.99 (NE) 0.5% SLOPE (TYP.) TF=618.85 INV OUT=613.99 (NW) INV IN=614.09 (E) D INV OUT=614.09 (W) 0 CAUTION 62 61L CAUTION ROOF LEADER F1 INVERT= 613.50 8" H CAUTION DPE CAUTION @0 DN DN .50 % Desc. 117LF 18" HDPE @ 0.50% 122LF 15" HDPE @ 0.50% Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.53 SHEET 2.54 62 CB-104 0 REVISIONS PROVIDE AND INSTALL RIGID 62 0 TF=619.85 0 62 CLOSED CELL INSULATION (TYP.) INV IN=614.98 (NE) Date INV OUT=614.98 (SW) KEY MAP No. CB-105 CB-103 TF=619.23 TF=619.61 INV IN=614.39 (NE) INV IN=615.59 (NE) INV OUT=614.39 (W) INV OUT=615.59 (SW) Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-25.DWG.C2.53 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-25 Title DRAINAGE PLAN Sheet No. C2.53 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1111 of 1174

Land Surveying 142LF 24" HDPE @ 0.50% Environmental DRAINAGE PLAN LEGEND Architecture Engineering 0.50% PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK 619 " HDPE @ CONTRACT LIMIT LINE SAWCUT LINE 619 61 220LF 30 8 STORM LINE 61 61 8 9 61 8 PROVIDE AND INSTALL TYPE C CATCH BASIN 619 620 PROVIDE AND INSTALL TYPE C-L CATCH BASIN MH-100 PROVIDE AND INSTALL CIRCULAR STRUCTURE TF=619.54 INV IN=611.78 (S) 620 INV IN=613.27 (SE) 620 PROVIDE AND INSTALL MANHOLE INV OUT=611.78 620 (NW) 620 620 355 Research Parkway Meriden, CT 06450 PROVIDE AND INSTALL FOUNDATION 73LF 24" HDPE @ 0.50% (203) 630-1406 UNDERDRAIN/ FROST FREE FILL DRAIN STORM LINE W/ RIGID CLOSED CELL INSULATION 46LF 6" HDPE @ 0.50% APPROXIMATE LOCATION OF 4" PERFORATED PVC FROST FREE FILL DRAIN (TYP.). REFER TO 62 0 ARCHITECTURAL DETAILS FOR EXACT LOCATION. 618 PROVIDE AND INSTALL 6" 1.46% CB-204 HDPE ROOF DRAIN @ MIN. TF=618.19 0.5% SLOPE (TYP.) INV IN=611.03 (SE) INV OUT=611.03 (NW) ROOF LEADER APPROXIMATE LOCATION OF 4" PERFORATED 7/17/2026 INVERT= 614.10 PVC FROST FREE FILL DRAIN (TYP.). REFER TO ARCHITECTURAL DETAILS FOR EXACT LOCATION. 619 PROVIDE AND INSTALL FOOTING DRAIN ROOF LEADER INVERT=612.41 (TYP.) 617 INV IN=611.31 (SE) INV IN=611.31 (SW) INV OUT=611.31 (NW) 61 9 220LF 10" HDPE @ 0.50% 620 DEVELOPER'S PLAN BY OTHERS MH-201 TF=619.34 COSTCO WHOLESALE TRENCH DRAIN-1 INV IN=611.45 (SW) TF=616.43 ±18K S.F. MDO INV IN=611.45 (SE) INV OUT=612.63 (NE) WEST SENECA, NEW YORK INV OUT=611.45 (NW) 64LF 15" HDPE @ 1.83% INV IN=611.54 (SE) INV IN=611.54 (SW) 70LF 24" HDPE @ 0.50% ROOF LEADER INV OUT=611.54 (NW) INVERT= 614.10 29LF 10" HDPE @ 8.87% SLADE AVENUE FFE = ±620.60 45LF 10" HDPE @ 4.88% 620 INV IN=611.89 (SE) INV IN=611.89 (SW) 191 LF 24" HDPE @ 0.50% ROOF LEADER INV OUT=611.89 (NW) INVERT= 614.10 158K PROTO FOUNDATION UNDERDRAIN CONNECTION 4" PVC PIPE @ MIN. 0.50% SLOPE INV IN=612.21 (SE) PROVIDE AND INSTALL FOOTING DRAIN INV IN=612.21 (SW) INV OUT=612.21 (NW) 812 PARKING SPACES ROOF LEADER INVERT= 614.10 26LF 24" HDPE @ 0.50% 45LF 10" HDPE @ 3.90% 48LF 15" HDPE @ 2.19% 45LF 10" HDPE @ 4.18% INV IN=612.34 (SE) SHEET 2.51 SHEET 2.52 TRENCH DRAIN-2 INV IN=612.34 (SW) INV OUT=612.34 (NW) ROOF LEADER INVERT=613.24 TF=616.47 INV OUT=613.47 (NE) 17LF 24" HDPE @ 0.50% 0 62 DN MH-200 TF=618.69 DN INV IN=612.43 (E) INV IN=612.43 (S) APPROXIMATE LOCATION OF 4" 619 CAUTION CAUTION CAUTION CAUTION INV IN=612.43 (SW) PERFORATED PVC FROST FREE FILL DRAIN 153LF 10" HDPE @ 0.50% INV OUT=612.43 (NW) (TYP.). REFER TO ARCHITECTURAL DETAILS FOR EXACT LOCATION. 8LF 10" HDPE @ 0.50% 618(SW) CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION INV IN=612.47 PROVIDE AND INSTALL RIGID INV OUT=612.47 (N) 41LF 18" HDPE @ 0.50% ROOF LEADER INVERT=613.56 CLOSED CELL INSULATION (TYP.) CB-203 617 TF=616.57 617 INV IN=612.63 (S) INV OUT=612.63 (W) CAUTION CAUTION CAUTION 617 CAUTION 158LF 10" HDPE @ 0.50% 0% INV IN=612.77 (S) 0.5 DN DN CB-201 INV IN=612.77 (SW) PROVIDE AND INSTALL RIGID @ INV OUT=612.77 (N) TF=616.79 CLOSED CELL INSULATION (TYP.) DPE INV IN=613.29 (SW) "H 618 619 620 Desc. INV OUT=613.29 (NE) 5 122LF 15" HDPE @ 0.50% F1 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XO2401824-01 ; KM2401824-KeyMap SHEET 2.53 100LF 15" HDPE @ 0.50% 81LF 12" HDPE @ 0.50% SHEET 2.54 617 L 52 9.43% 86LF 12" HDPE @ 1.32% 66LF 12" HDPE @ 0.50% 51LF 12" HDPE @ 0.50% 8 REVISIONS 62 0 0 61 0 62 62 Date PROVIDE AND INSTALL RIGID KEY MAP CLOSED CELL INSULATION (TYP.) No. CB-103 CB-101 CB-200A CB-200B CB-202 CB-102 TF=617.49 TF=619.61 TF=620.10 TF=620.00 TF=619.76 TF=617.31 INV IN=615.59 (NE) INV OUT=616.50 (SW) INV OUT=614.76 (NE) INV IN=613.62 (SW) INV IN=613.03 (SW) INV IN=616.09 (NE) INV OUT=613.62 (NE) INV OUT=615.59 (SW) INV OUT=616.09 (SW) INV OUT=613.03 (N) Designed J.J.L. PROVIDE AND INSTALL PAVEMENT Drawn J.J.L. UNDERDRAINS AT CATCH BASIN (TYP.) 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-25.DWG.C2.54 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-25 Title DRAINAGE PLAN Sheet No. C2.54 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1112 of 1174

Land Surveying Environmental Architecture Engineering NOTE: WAREHOUSE WALL PER PLAN REMOVE CONCRETE DOOR STOOP - WHEN FROST PROTECTION IS NOT PROVIDED CONCRETE SLAB PAVEMENT AS NOTED - CONCRETE SLAB WAREHOUSE WALL CONCRETE CURB EGRESS DOOR PER PLAN PROVIDE DENSOBAND AT WAREHOUSE WALL CONCRETE / ASPHALT EDGE PER PLAN DENSOBAND FINISH FLOOR FINISH FLOOR TIE SLAB TO LANDSCAPING PER PLAN EGRESS DOOR FOUNDATION PAVING SLOPE 2% MAX FINISH FLOOR SLOPE 2% MAX 0'-0" FINISH FLOOR UNDER-SLAB OVER- 355 Research Parkway Meriden, CT 06450 EXCAVATION UNDER-SLAB OVER (203) 630-1406 UNDER-SLAB OVER STRUCTURAL FILL EXCAVATION 5'-0" VERIFY EXCAVATION (AS REQUIRED) STRUCTURAL VERIFY UNLESS NOTED OTHERWISE STRUCTURAL FILL (AS REQUIRED) FILL (AS REQUIRED) FROST - RESISTANT FILL 1 FROST - RESISTANT FILL 1 1 1 SLOPE SLOPE DRAIN TILE LOWER THAN FOOTING, FOOTING OVER EXCAVATION DRAIN TILE LOWER THAN FOOTING, CONNECT TO STORM SEWER STRUCTURAL FILL (AS REQUIRED) CONNECT TO STORM SEWER FREE DRAINAGE AGGREGATE FREE DRAINING AGGREGATE FOOTING OVER EXCAVATION/ FOOTING OVER EXCAVATION / STRUCTURAL FILL (AS REQUIRED) STRUCTURAL FILL (AS REQUIRED) 7/17/2026 FOUNDATION DRAIN ALONG WALL FOUNDATION AND UNDERDRAIN DETAIL FOUNDATION AND UNDERDRAIN DETAIL AT RECEIVING DOOR AT EGRESS DOOR WITH STOOP BOLLARD COSTCO WHOLESALE WAREHOUSE CONCRETE SLAB WEST SENECA, NEW YORK ENTRY WALL DENSOBAND DENSOBAND 0'-0" FINISH FLOOR PAVING CONCRETE SLAB PAVING SLOPE SLADE AVENUE VERIFY FROST- RESISTANT FILL VERIFY STRUCT FILL PER GEOTECH FROST - RESISTANT FILL 1 1 1 1 1 1 DRAIN TILE LOWER THAN FOOTING - DRAIN TILE LOWER THAN FOOTING, CONNECT TO STORM SEWER FOOTING OVER EXCAVATION CONNECT TO STORM SEWER (AS REQUIRED) FREE DRAIN AGGERATE FREE DRAINING AGGREGATE FROST PROTECTION WEDGE UNDERDRAIN AT ASPHALT EDGE FOUNDATION AND UNDERDRAIN DETAIL AT CANOPY WAREHOUSE WALL PER PLAN EGRESS DOOR TIE SLAB TO FOUNDATION DENSOBAND 0'-0" FIN FLR FINISH FLOOR SLOPE 2% MAX THOROUGHLY COMPACT WITH MFR WITH MFR 0'-0" FINISH FLOOR PRIOR TO PAVING CONCRETE SLAB PAVING 1'-7 1/2" VERIFY VERIFY 1'-8" CONCRETE LOADING DOCK - SLOPE PER STRUCTURAL Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess 4'-0" 6'-0" UNDER-SLAB OVER EXCAVATION VERIFY STRUCTURAL 5'-0" STRUCT FILL UNLESS NOTED OTHERWISE FILL (AS REQUIRED) PER GEOTECH Desc. SLOPE SLOPE 4'-2" BFF FROST - 1 LOADING DOCK RESISTANT FILL 1 CONCRETE FOOTING AND REVISIONS PIT PER STRUCTURAL - VERIFY WITH LEVELER MANUFACTURER Date UNDER-SLAB OVER EXCAVATION DRAIN TILE LOWER THAN FOOTING - STRUCTURAL FILL (AS REQUIRED) DRAIN TILE LOWER THAN FOOTING, No. CONNECT TO STORM SEWER CONNECT TO STORM SEWER FREE DRAINAGE AGGREGATE FOOTING OVER EXCAVATION / Designed FOOTING OVER EXCAVATION STRUCTURAL FILL (AS REQUIRED) Drawn (AS REQUIRED) Reviewed 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C2.100 24X36. Scale Project No. Date CAD File: FOOTING DRAIN AT LOADING DOCK FOUNDATION AND UNDERDRAIN AT EGRESS DOOR WITH WALKWAY Title GRADING AND DRAINAGE DETAILS FOUNDATION AND UNDERDRAIN DETAILS (SEE ARCHITECTURAL DRAWINGS FOR DETAILS, SHOWN FOR REFERENCE ONLY) Sheet No. ISSUED FOR PERMITTING NOT RELEASED FOR CONSTRUCTION C2.100 C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1113 of 1174

Land Surveying Environmental Architecture Engineering EXTERIOR GRADE PER CIVIL FOOTING PER STRUCTURAL FROST LINE PER FINISHED FLOOR GEOTECHNICAL - FOOTING MAY BE LOWER EXTERIOR WALL PAVING, PER CIVIL -OR- LANDSCAPING 355 Research Parkway Meriden, CT 06450 AGGREGATE BASE (203) 630-1406 NOTCH FOOTING PIPE INVERT PER WHERE REQUIRED CIVIL - 2% MINIMUM DAMPPROOFING CAST IRON FITTING CAST IRON PIPE DRAIN ROCK ISOMETRIC MINIMUM 6" COVER ABOVE PIPE SCALE: NTS GRID 1'-0" MIN COLUMN PER STRUCTURAL / METAL BUILDING SUPPLIER GEOTEXTILE FABRIC SURROUND - MIN EXTEND UP WALL 2" COLUMN PLINTH EXTERIOR WALL PER PLAN 7/17/2026 BELOW FLOOR MAIN FRAME COLUMNS COLUMN FOOTING BELOW MINIMUM 4" DIA RIGID NOTE: 6" MIN PVC PERFORATED CONNECT TO STORM SYSTEM FOOTING DRAIN - 6'-0" MIN AT COLUMN INSTALL WITH HOLES DOWN FOOTING BELOW WALL FOOTING BELOW FOOTING DRAIN NOTE: RUN RAIN LEADER STRIGHT FROM ROOF DRAIN WITHOUT OFFSETS TO WALL - LOCATE TO MISS PLINTH STORM SEWER INLET NOTCH FOOTING BELOW AS REQUIRED PAVEMENT - SLOPE PER GRADING PLAN COSTCO WHOLESALE AGGREGATE BASE COURSE WEST SENECA, NEW YORK WALL FOOTING BELOW 1'-0" 1'-1" PAVEMENT UNDERDRAIN - PLAN 4" MINIMUM PENETRATION INTO SUBGRADE 4" DIAMETER SLOPE SLOPE SLADE AVENUE COLUMN BEYOND EXTERIOR WALL PER PLAN PERFORATED PVC PIPE - PLACED WITH PERFORATIONS DOWN PAVEMENT OR INSULATION ON RAIN LEADER LANDSCAPING - SEE PLAN 6" PVC WRAP TO 8'-0" AFF WHERE EXPOSED SLOPE 2% MINIMUM AASHTO #57 STONE - COMPACTED TO A POINT OF NON-MOVEMENT 1'-0" NOTE: VARIES - SEE CIVIL DRAWINGS - BENEATH THE COMPACTING EQUIPMENT BLOCK-OUT SLAB 2" LARGER THAN MINIMUM 1" RAIN LEADER SIZE - PROVIDE 4" 4" SEALANT AND BACK ROD ALL AROUND 0'-0" FIN FLR MIRAFI 140NS NON-WOVEN SLOPE GEOTEXTILE OR EQUIVALENT - 2" EXTERIOR GRADE . OVERLAP MINIMUM OF 12" ON TOP CONCRETE FOOTING - VERIFY . FOOTING DEPTH / THICKNESS FROST DEPTH WITH STRUCTURAL DRAWINGS PER GEOTECHNICAL NOTCH FOOTING AT RAIN LEADER WHERE REQUIRED BOTTOM OF FOOTING MAY BE LOWER THAN FROST - . CONCRETE FOOTING SEE STRUCT DRAWINGS AT COLUMN BEYOND 2% MINIMUM PAVEMENT UNDERDRAIN DETAIL MINIMUM 6" COVER ABOVE PIPE SLOPE RAIN LEADER UNDER FOOTING INVERT NOTE: PAVEMENT UNDERDRAINS SHALL EXTEND OUT A MINIMUM SECTION ELEVATION OF 10 FEET FROM ALL SIDES OF INLETS BELOW PAVEMENT SECTION (+/-) 5'-0" BY PLUMBING PER CIVIL RAIN LEADER INVERT ELEVATION PAVEMENT UNDERDRAIN AT INLETS Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess Desc. CONCRETE SLAB REVISIONS DENSOBAND WAREHOUSE WALL PER PLAN Date PAVING SLOPE 2% MAX No. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. UNDER-SLAB OVER STRUCT FILL 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C2.101 24X36. EXCAVATION PER GEOTECH Scale 1"=30' STRUCTURAL FILL Project No. 2401824 (AS REQUIRED) Date 07/17/2026 CAD File: C2401824-110 Title GRADING AND DRAIN TILE LOWER THAN FOOTING, CONNECT TO STORM SEWER DRAINAGE DETAILS FOOTING OVER EXCAVATION/ STRUCTURAL FILL (AS REQUIRED) Sheet No. WALKWAY AT PARKING ISSUED FOR PERMITTING C2.101 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1114 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 THIS SIDE TOWARD CURB 1" OPENING MAX DI FOUNDRY NAME 7/17/2026 HERRINGBONE PATTERN NOTES: 1. ALL INLETS ON THE COSTCO SITE SHALL HAVE A HERRINGBONE PATTERN WITH A MAXIMUM OPENING OF 1" 2. ALL INLETS SHALL BE ASPHALT COATED CAST IRON HERRINGBONE GRATE CURB INLET STORM DRAIN GRATE TYPICAL STORM SEWER TRENCH SECTION PRECAST STORM MANHOLE DETAIL COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE FRAME AND COVER SECTION SECTION HEIGHT CHART HEIGH WEIGHT T TYPE 1 CATCH BASIN RISER 48" FLAT TOP JOINT DETAIL Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess BASE Desc. REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. BASE HEIGHT CHART Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C2.102 24X36. HEIGH Scale 1"=30' WEIGHT T Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 Title GRADING AND DRAINAGE DETAILS CATCH BASIN STRUCTURE ONSITE CATCH BASIN STRUCTURE- >5' PIPE COVER Sheet No. ISSUED FOR PERMITTING C2.102 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1115 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 CLEANOUT DETAIL IN LANDSCAPED AREA CLEANOUT DETAIL IN PAVED AREA (STORM/SANITARY) (STORM/SANITARY) 7/17/2026 GATE VALVE AND VALVE BOX DETAIL FOR OIL/WATER SEPARATOR COSTCO WHOLESALE WEST SENECA, NEW YORK SECTION A-A SLADE AVENUE STANDARD MANHOLE FRAME AND COVER STANDARD MANHOLE STEP Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess Desc. PLAN REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C2.103 24X36. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 Title GRADING AND DRAINAGE DETAILS TRENCH DRAIN SECTION TRENCH DRAIN OIL/WATER SEPARATOR Sheet No. ISSUED FOR PERMITTING C2.103 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1116 of 1174

Land Surveying Environmental STOP Architecture Engineering 610 605 STOP 605 STOP SHEET C3.01 RESTAURANT 2,380 SF SHEET C3.02 605 355 Research Parkway 605 FUTURE DRIVE-THRU NE RETAIL SE I INV 606 NE SW NV 606 .08 Meriden, CT 06450 RIM INV 60 PVC 2,925 G.S.F. PVC RIM INV 60 .18 (203) 630-1406 SAN 612.95 8.73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 610 615 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF LF STOP 615 615 615 615 615 NE SW INV 60 615 RIM INV 60 7.69 615 615 615 SAN 613.26 7.79 615 MH 10 615 615 615 7/17/2026 RESTAURANT 2,380 SF PVC FUTURE DRIVE-THRU 8" S @ 0.5 398 DR-35 0% LF CAUTION CAUTION CAUTION CAUTION U E E N AV COSTCO WHOLESALE E WEST SENECA, NEW YORK AD WV L SLADE AVENUE S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION NW INV RIM 608.1 SAN 615.15 7 MH 12 WV WV CAUTION WV RID CAUTION ±18K S.F. MDO WV GE FFE = ±620.60 ROA CAUTION 158K PROTO 812 PARKING SPACES CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XO2401824-01 ; KM2401824-KeyMap D SHEET C3.03 SHEET C3.04 DN Desc. DN REVISIONS DateNo. WV Designed J.J.L. AUTHORITY. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-30.DWG.C3.00 24X36 60SC. Reviewed K.A.K. E UTILITIES IN OR Scale 1"=60' Project No. 2401824 PANY IS REQUIRED Date 07/17/2026 CAD File: C2401824-30 Title OVERALL SITE UTILITY PLAN Sheet No. C3.00 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1117 of 1174

Land Surveying Environmental SITE UTILITIES LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE E E ELECTRIC LINE G G GAS LINE W W WATER LINE S S SANITARY SEWER LINE T T TELECOMMUNICATIONS LINE ETC ELECTRIC AND TELECOMMUNICATIONS LINE 355 Research Parkway Meriden, CT 06450 OH OH OVERHEAD ELECTRIC LINE (203) 630-1406 STORM LINE RESTAURANT 2,380 SF FUTURE DRIVE-THRU 615 7/17/2026 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE PROVIDE AND INSTALL RIGID METAL CONDUIT DOWN POLE TO SUBSURFACE CONNECTION FOR PRIMARY ELECTRICAL SERVICES PROVIDE AND INSTALL (2) 6" PVC SCH 80 CONDUITS ENCASED IN CONCRETE AND WITH PULL STRINGS FOR ELECTRICAL SERVICE TO WAREHOUSE CAUTION CAUTION PROVIDE AND INSTALL TELECOMMUNICATIONS TRAFFIC RATED HANDHOLE PER UTILITY PROVIDER SPECIFICATIONS (TYP.) SHEET 3.01 SHEET 3.02 RELOCATE UTILITY POLE AND OVERHEAD WIRES, COORDINATE WITH UTILITY PROVIDERS. PER SITE PHOTOS, OVERHEAD LINE APPEARS TO BE FIBER OPTIC CABLES. CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION UE N REMOVE AND DISPOSE OF EXISTING CAUTION E GAS LINE TO BE RELOCATED. V COORDINATE WITH THE GAS Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XO2401824-01 ; KM2401824-KeyMap CAUTION CAUTION COMPANY FOR RELOCATION. A DN DN E PROVIDE AND INSTALL (4) 2" PVC SCH 80 CONDUITS WITH PULL D Desc. STRINGS FOR TELECOMMUNICATIONS SHEET 3.03 SHEET 3.04 A SERVICE TO FUEL FACILITY L CAUTION CAUTION S CAUTION CAUTION REVISIONS PROVIDE AND INSTALL RIGID METAL CONDUIT DOWN POLE TO SUBSURFACE CONNECTION FOR PRIMARY Date TELECOMMUNICATIONS SERVICES KEY MAP No. PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST Designed J.J.L. BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL Drawn J.J.L. UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-30.DWG.C3.01 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: SMH-4 C2401824-30 TF=619.83 INV IN=611.97 (SE) Title PROVIDE AND INSTALL TELECOMMUNICATIONS INV OUT=611.87 (NE) 214LF 8" PVC @ 0.50% TRAFFIC RATED HANDHOLE PER UTILITY PROVIDER SPECIFICATIONS (TYP.) SITE UTILITY PLAN PROVIDE AND INSTALL (4) 4" AND (4) 2" PVC SCH 80 CONDUITS WITH PULL STRINGS FOR PROVIDE AND INSTALL (4) 4" PVC SCH 80 TELECOMMUNICATIONS SERVICE CONDUITS WITH PULL STRINGS FOR WV TELECOMMUNICATIONS SERVICE TO WAREHOUSE Sheet No. C3.01 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1118 of 1174

Land Surveying Environmental SITE UTILITIES LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE 610 SAWCUT LINE 605 E E ELECTRIC LINE G G GAS LINE W W WATER LINE S S SANITARY SEWER LINE T T TELECOMMUNICATIONS LINE STOP ETC ELECTRIC AND TELECOMMUNICATIONS LINE 605 355 Research Parkway Meriden, CT 06450 OH OH OVERHEAD ELECTRIC LINE (203) 630-1406 STOP STORM LINE RESTAURANT 2,380 SF 605 605 FUTURE DRIVE-THRU NE I RETAIL SE I NV 606 NE I SW NV 606 .08 RIM NV 608 PVC 2,925 G.S.F. PVC RIM INV 60 .18 SAN 612.95 .73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 610 615 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF LF 7/17/2026 STOP 615 615 615 615 615 NE I SW NV 607 615 RIM INV 60 .69 615 615 615 SAN 613.26 7.79 615 MH 10 615 615 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE RESTAURANT 2,380 SF PVC FUTURE DRIVE-THRU 8" S @ 0.5 398 DR-35 0% LF PROVIDE AND INSTALL ELECTRIC REMOVE AND DISPOSE OF TRAFFIC RATED HANDHOLE PER UTILITY EXISTING GAS LINE TO BE PROVIDER SPECIFICATIONS (TYP.) RELOCATED. COORDINATE WITH THE GAS COMPANY PROVIDE AND INSTALL TRANSFORMER, FOR RELOCATION. PROVIDE AND INSTALL ELECTRIC TRANSFORMER PAD, AND BOLLARDS. CAUTION CAUTION CAUTION SECONDARY CONDUITS FROM CAUTION COORDINATE WITH ELECTRIC UTILITY PROVIDER. TRANSFORMER TO FUEL FACILITY, NUMBER, TYPE, AND SIZE PER ELECTRICAL PLANS. COORDINATE CONNECTION TO DEVELOPER'S SANITARY SEWER SYSTEM. SHEET 3.01 SHEET 3.02 PROPOSED INV IN= 607.43 (SW) 0% 0.5 @ VC CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, "P 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST SMH-8 F8 3L BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL TF=616.65 11 UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) INV IN=608.03 (SE) CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION INV IN=608.09 (S) INV OUT=607.99 (N) CAUTION CAUTION WV PROVIDE AND INSTALL (4) 2" PVC SCH 80 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XO2401824-01 ; KM2401824-KeyMap CONDUITS WITH PULL STRINGS FOR CAUTION TELECOMMUNICATIONS SERVICE TO FUEL FACILITY CAUTION DN DN Desc. SHEET 3.03 SHEET 3.04 CAUTION CAUTION CAUTION CAUTION REVISIONS CAUTION % CAUTION 0 0.5 C@ Date CAUTION CAUTION V "P KEY MAP 302L F8 No. PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, 356LF 8" PVC @ 1.83% 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST Designed J.J.L. BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL Drawn J.J.L. UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-30.DWG.C3.02 24X36 30SC. SMH-6 PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, Reviewed K.A.K. SMH-5 TF=619.44 TF=619.02 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST NW Scale 1"=30' INV IN=610.80 (SW) INV IN=611.84 (SE) BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL INV INV IN=609.70 (SW) RIM 608.1 Project No. 2401824 INV OUT=610.70 (NE) UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) INV OUT=609.60 (N) Date 07/17/2026 SAN 615.15 7 MH CAD File: 12 C2401824-30 Title 214LF 8" PVC @ 0.50% SITE UTILITY PLAN 200LF 8" PVC @ 0.50% PROVIDE AND INSTALL 10"X6"X10" DIP PROVIDE AND INSTALL 10"X6"X10" DIP TEE FITTING WITH RESTRAINED JOINTS TEE FITTING WITH RESTRAINED JOINTS AND/OR THRUST BLOCK (TYP.) AND/OR THRUST BLOCK (TYP.) WV WV 74LF 6" HPP @ 2.00% Sheet No. C3.02 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1119 of 1174

Land Surveying Environmental SITE UTILITIES LEGEND PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, Architecture Engineering 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE E E ELECTRIC LINE SMH-4 G G GAS LINE TF=619.83 INV IN=611.97 (SE) W W WATER LINE PROVIDE AND INSTALL TELECOMMUNICATIONS INV OUT=611.87 (NE) 214LF 8" PVC @ 0.50% TRAFFIC RATED HANDHOLE PER UTILITY S S SANITARY SEWER LINE PROVIDER SPECIFICATIONS (TYP.) T T TELECOMMUNICATIONS LINE PROVIDE AND INSTALL (4) 4" AND (4) 2" PVC SCH 80 CONDUITS WITH PULL STRINGS FOR ETC ELECTRIC AND TELECOMMUNICATIONS LINE PROVIDE AND INSTALL (4) 4" PVC SCH 80 TELECOMMUNICATIONS SERVICE 355 Research Parkway CONDUITS WITH PULL STRINGS FOR WV Meriden, CT 06450 OH OH OVERHEAD ELECTRIC LINE TELECOMMUNICATIONS SERVICE TO WAREHOUSE (203) 630-1406 STORM LINE PROVIDE AND INSTALL BENDS, RESTRAINTS AND THRUST BLOCK OER LOCAL UTILITY PROVIDER (TYP.) 220LF 8" PVC @ 0.50% 7/17/2026 PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) CAUTION PROVIDE AND INSTALL 10"X6"X10" DIP TEE FITTING WITH RESTRAINED JOINTS AND/OR THRUST BLOCK (TYP.) WV PROVIDE AND INSTALL 10" DIP FIRE PROTECTION WATER LOOP, APPROXIMATE LOCATION, COORDINATE WITH FIRE PROTECTION ENGINEER AND UTILITY PROVIDER (TYP.) PROVIDE AND INSTALL TELECOMMUNICATIONS TRAFFIC RATED HANDHOLE PER UTILITY CAUTION PROVIDER SPECIFICATIONS (TYP.) COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE 27LF 6" HPP @ 9.00% BLDG INV OUT=615.60 (SW) SMH-3 85LF 8" PVC @ 0.50% TF=620.21 INV IN=613.17 (SE) INV IN=613.17 (NE) INV OUT=613.07 (NW) CAUTION 11LF 6" HPP @ 2.00% PROVIDE AND INSTALL GREASE INTERCEPTOR 2 SMH-2 TF=620.45 TF=620.17 INV IN=614.50 (NE) INV IN=613.70 (SE) INV OUT=614.33 (SW) INV IN=614.11 (NE) CAUTION INV OUT=613.60 (NW) BLDG INV OUT=614.60 (SW) RID 51LF 8" PVC @ 0.50% 5LF 6" HPP @ 2.00% SMH-1 TF=620.21 SHEET 3.01 SHEET 3.02 INV IN=614.05 (NE) INV OUT=613.95 (NW) GE BLDG INV OUT=614.60 (SW) ROA CAUTION CAUTION CAUTION CAUTION 27LF 6" HPP @ 2.00% CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALL (4) 4" AND (4) 2" PVC SCH 80 CONDUITS WITH PULL STRINGS FOR TELECOMMUNICATIONS SERVICE D PROVIDE AND INSTALL TELECOMMUNICATIONS CAUTION TRAFFIC RATED HANDHOLE PER UTILITY PROVIDER SPECIFICATIONS (TYP.) CAUTION TELECOMMUNICATIONS SERVICE OUT TO FUEL FACILITY Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XO2401824-01 ; KM2401824-KeyMap CAUTION CAUTION DN TELECOMMUNICATIONS SERVICE DN CONNECTION TO WAREHOUSE Desc. SHEET 3.03 SHEET 3.04 REVISIONS Date KEY MAP No. CONNECT WATER SERVICE TO WATER MAIN. CONTRACTOR TO COORDINATE ALL UTILITY CONNECTIONS WITH UTILITY PROVIDE AND INSTALL 10" DIP FIRE PROTECTION WATER PROVIDER, CONTRACTOR TO VERIFY BURIAL DEPTH AND SIZELOOP, APPROXIMATE LOCATION, COORDINATE WITH FIRE Designed J.J.L. PRIOR TO CONSTRUCTION, CONNECT TO MAIN IN PROTECTION ENGINEER AND UTILITY PROVIDER (TYP.) REMOVE AND DISPOSE OF EXISTING GAS LINE ACCORDANCE WITH UTILITY PROVIDER REQUIREMENTS (TYP.) Drawn J.J.L. PROVIDE AND INSTALL 4" DOMESTIC TO BE RELOCATED. COORDINATE WITH THE 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-30.DWG.C3.03 24X36 30SC. WATER SERVICE (TYP.) GAS COMPANY FOR RELOCATION. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-30 Title SITE UTILITY PLAN Sheet No. C3.03 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1120 of 1174

Land Surveying Environmental SITE UTILITIES LEGEND PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, Architecture Engineering 356LF 8" PVC @ 1.83% 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) PROPERTY LINE SMH-5 SMH-6 PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, LIMIT OF DISTURBANCE AND SITEWORK TF=619.44 TF=619.02 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST NW INV IN=611.84 (SE) BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL INV CONTRACT LIMIT LINE INV IN=610.80 (SW) INV IN=609.70 (SW) RIM 608.1 INV OUT=610.70 (NE) UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) SAWCUT LINE INV OUT=609.60 (N) SAN 615.15 7 E E ELECTRIC LINE MH 12 G G GAS LINE W W WATER LINE 214LF 8" PVC @ 0.50% S S SANITARY SEWER LINE 200LF 8" PVC @ 0.50% PROVIDE AND INSTALL 10"X6"X10" DIP T T TELECOMMUNICATIONS LINE PROVIDE AND INSTALL 10"X6"X10" DIP TEE FITTING WITH RESTRAINED JOINTS TEE FITTING WITH RESTRAINED JOINTS AND/OR THRUST BLOCK (TYP.) ETC ELECTRIC AND TELECOMMUNICATIONS LINE AND/OR THRUST BLOCK (TYP.) 355 Research Parkway WV WV Meriden, CT 06450 OH OH OVERHEAD ELECTRIC LINE 74LF 6" HPP @ 2.00% (203) 630-1406 STORM LINE PROVIDE AND INSTALL EXTERIOR GAS SERVICE PIPING, SIZE AND TYPE OF PIPE TO BE DETERMINED PROVIDE AND INSTALL BENDS, RESTRAINTS BY PROVIDER, COORDINATE WITH UTILITY PROVIDER AND THRUST BLOCK OER LOCAL UTILITY PROVIDER (TYP.) PROVIDE AND INSTALL GREASE INTERCEPTOR 1 PROVIDE AND INSTALL TRANSFORMER PAD TF=616.65 AND BOLLARDS. COORDINATE WITH INV IN=613.49 (SE) ELECTRIC UTILITY PROVIDER. 7/17/2026 INV OUT=612.99 (NW) 6LF 6" HPP @ 2.00% PROVIDE AND INSTALL (2) 6" PVC SCH BLDG INV OUT=613.60 (NW) 80 CONDUITS ENCASED IN CONCRETE GAS SERVICE CONNECTION TO BUILDING. AND WITH PULL STRINGS FOR PROVIDE AND INSTALL EXTERIOR GAS METER, ELECTRICAL SERVICE TO WAREHOUSE COORDINATE WITH UTILITY PROVIDER PROVIDE AND INSTALL ELECTRIC TRAFFIC RATED HANDHOLE PER UTILITY PROVIDER SPECIFICATIONS (TYP.) PROVIDE AND INSTALL SAND SEPARATOR TF=616.95 INV IN=614.04 (SW) INV OUT=614.24 (NE) COSTCO WHOLESALE PROVIDE AND INSTALL ELECTRIC SECONDARY ±18K S.F. MDO WV CONDUITS FROM TRANSFORMER TO BUILDING, WEST SENECA, NEW YORK NUMBER, TYPE, AND SIZE PER ELECTRIC PLANS PROVIDE AND INSTALL 10"X10"X10" DIP TEE FITTING WITH RESTRAINED JOINTS SLADE AVENUE BLDG INV OUT=614.10 (NE) AND/OR THRUST BLOCK 9LF 6" HPP @ 2.00% SMH-7 TF=619.85 INV IN=614.86 (SW) 4" DIP DOMESTIC WATER SERVICE CONNECTION TO BUILDING, INV OUT=614.76 (NW) PROVIDE AND INSTALL METER PER UTILITY PROVIDER REQUIREMENTS FFE = ±620.60 10" DIP FIRE PROTECTION WATER SERVICE CONNECTION TO BUILDING. PROVIDE AND INSTALL METER AND EQUIPMENT PER UTILITY PROVIDER REQUIREMENTS PROVIDE AND INSTALL GATE VALVE, VALVE BOX, AND COVER (TYP.) 158K PROTO 812 PARKING SPACES SHEET 3.01 SHEET 3.02 PROVIDE AND INSTALL ELECTRIC TRAFFIC RATED HANDHOLE PER UTILITY PROVIDER SPECIFICATIONS (TYP.) DN APPROXIMATE LOCATION OF RELOCATED GAS LINE. CONTRACTOR TO COORDINATE ALL UTILITY WORK WITH DEVELOPER AND UTILITY PROVIDER, CONTRACTOR TO VERIFY EXISTING LOCATION, PRESSURE, AND SIZE PRIOR TO CONSTRUCTION, RELOCATION IN ACCORDANCE WITH DN UTILITY PROVIDER REQUIREMENTS. CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XO2401824-01 ; KM2401824-KeyMap CAUTION CAUTION DN DN Desc. SHEET 3.03 PROVIDE AND INSTALL BENDS, RESTRAINTS SHEET 3.04 AND THRUST BLOCK OER LOCAL UTILITY PROVIDER (TYP.) REVISIONS CONNECT TO EXISTING GAS LINE. CONTRACTOR TO WV COORDINATE ALL UTILITY WORK WITH DEVELOPER Date AND UTILITY PROVIDER, CONTRACTOR TO VERIFY KEY MAP BURIAL DEPTH AND SIZE PRIOR TO CONSTRUCTION, RELOCATION IN ACCORDANCE WITH UTILITY No. PROVIDER REQUIREMENTS. PROVIDE AND INSTALL 10" DIP FIRE PROTECTION WATER LOOP, APPROXIMATE LOCATION, COORDINATE WITH FIRE PROVIDE AND INSTALL 10"X6"X10" DIP TEE FITTING WITH PROTECTION ENGINEER AND UTILITY PROVIDER (TYP.) RESTRAINED JOINTS AND/OR THRUST BLOCK (TYP.) Designed J.J.L. PROVIDE AND INSTALL 4" DOMESTIC PROVIDE AND INSTALL (2) 6" PVC SCH 80 CONDUITS ENCASED IN CONCRETE AND WITH PULL STRINGS Drawn J.J.L. WATER SERVICE (TYP.) PROVIDE AND INSTALL FIRE HYDRANT ASSEMBLY, 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-30.DWG.C3.04 24X36 30SC. FOR ELECTRICAL SERVICE TO WAREHOUSE Reviewed K.A.K. 6" DIP HYDRANT LATERAL, GATE VALVE, THRUST BLOCKS, AND BOLLARDS AS REQUIRED BY LOCAL Scale 1"=30' UTILITY PROVIDER AND/OR FIRE MARSHALL (TYP.) Project No. 2401824 Date 07/17/2026 PROVIDE AND INSTALL RIGID CAD File: METAL CONDUIT DOWN POLE TO C2401824-30 SUBSURFACE CONNECTION FOR PRIMARY ELECTRICAL SERVICES Title SITE UTILITY PLAN Sheet No. C3.04 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1121 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 TYPICAL WATER MAIN AND SERVICE TRENCH DETAIL HYDRANT ASSEMBLY DETAIL THRUST BLOCKS FOR WATER LINES COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE MECHANICAL JOINT RESTRAINT Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess Desc. REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C3.100 24X36. Scale 1"=30' Project No. 2401824 TELECOM AND GAS TRENCH DETAIL ELECTRICAL CONDUIT CONCRETE ENCASEMENT Date CAD File: 07/17/2026 C2401824-110 Title SITE UTILITY DETAILS Sheet No. ISSUED FOR PERMITTING C3.100 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1122 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 GREASE INTERCEPTOR DETAIL GI-1,2 TYPICAL SANITARY SEWER TRENCH SECTION COSTCO WHOLESALE WEST SENECA, NEW YORK SECTION A-A SLADE AVENUE SAND SEPARATOR S/S STANDARD MANHOLE STEP Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess CONCRETE PROTECTION FOR PIPING CLEANOUT DETAIL IN PAVED AREA Desc. REVISIONS DateNo. Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C3.101 24X36. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 Title SITE UTILITY DETAILS PRECAST SANITARY MANHOLE SEWER MANHOLE FRAME AND COVER Sheet No. FLEXIBLE PIPE TO MANHOLE CONNECTION CLEANOUT DETAIL IN LANDSCAPED AREA ISSUED FOR PERMITTING C3.101 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1123 of 1174

Land Surveying Environmental Architecture Engineering NfA SHEET C4.01 NfA RESTAURANT 2,380 SF FUTURE DRIVE-THRU NE SHEET C4.02 RETAIL NE SE I INV 606 SW NV 606 .08 355 Research Parkway Meriden, CT 06450 RIM INV 608 PVC 2,925 G.S.F. PVC RIM INV 60 .18 (203) 630-1406 SAN 612.95 .73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF LF NE SW INV 60 RIM INV 60 7.69 SAN 613.26 7.79 MH 10 7/17/2026 RESTAURANT 2,380 SF SF PVC FUTURE DRIVE-THRU 8" S @ 0.5 398 DR-35 0% LF SF SF CAUTION CAUTION CAUTION CAUTION RgA U E Ud N SF SF V E A COSTCO WHOLESALE E WEST SENECA, NEW YORK D WV L A SLADE AVENUE S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION NW INV RIM 608.1 SAN 615.15 7 MH 12 Ud WV WV Ud SF SF SF SF SF CAUTION RgA WV RID CAUTION ±18K S.F. MDO WV GE FFE = ±620.60 R Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XC2401824-40 ; XO2401824-01 ; KM2401824-KeyMap CAUTION 158K PROTO OAD 812 PARKING SPACES CAUTION Ud SHEET C4.03 SHEET C4.04 DN Desc. DN Ud REVISIONS DateNo. WV Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-40.DWG.C4.00 24X36 60SC. Reviewed K.A.K. CsB Scale Project No. 1"=60' 2401824 Date 07/17/2026 CAD File: C2401824-40 NfA NfA Title OVERALL EROSION AND SEDIMENT CONTROL PLAN Sheet No. C4.00 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1124 of 1174

Land Surveying Environmental EROSION CONTROL LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE SILT FENCE BARRIER COMPOST FILTER SOCK TEMPORARY CONSTRUCTION FENCE SILT SACK INLET PROTECTION 355 Research Parkway Meriden, CT 06450 (203) 630-1406 CONCRETE WASH PIT SF RESTAURANT 2,380 SF SF TEMPORARY MATERIAL STOCKPILE FUTURE DRIVE-THRU SF SF SOIL TYPE BOUNDARY 7/17/2026 CONSTRUCTION ENTRANCE 618 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE 618 11.14% 619 620 621 622 PROVIDE AND INSTALL 617 SILT FENCE (TYP.) 623 LIMIT OF DISTURBANCE AND 618 CONTRACT LIMIT LINE (TYP.) 617 CAUTION 625 CAUTION 4 RgA 62 PROVIDE AND INSTALL SILT SACK INLET PROTECTION (TYP.) 5 62 SHEET 4.01 SHEET 4.02 PROVIDE AND INSTALL CONSTRUCTION ENTRANCE 6 WITH MIN. DIMENSIONS OF 50' LENGTH X 12' WIDTH 62 Ud 626 CAUTION CAUTION CAUTION CAUTION 618 619 CAUTION 625 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION 7 E 62 6 5 Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XC2401824-40 ; XO2401824-01 ; KM2401824-KeyMap 62 62 4 U 62 620 CAUTION N 7.1 CAUTION 3 62 1% CAUTION CAUTION V E 622 618 A DN DN 1 62 D E 620 Desc. SHEET 4.03 SHEET 4.04 LA CAUTION CAUTION S CAUTION CAUTION 5% REVISIONS 0.7 Date 620 KEY MAP 628 627 No. 6 62 5 62 4 62 3 62 2 62 1 Designed J.J.L. 62 0 62 Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-40.DWG.C4.01 24X36 30SC. Reviewed K.A.K. 619 Scale 1"=30' 61 619 9 Project No. 2401824 620 Date 07/17/2026 CAD File: C2401824-40 619 620 Title EROSION AND SEDIMENT CONTROL Ud 620 620 PLAN 620 620 620 WV 620 Sheet No. SF SF C4.01 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1125 of 1174

Land Surveying Environmental EROSION CONTROL LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT LIMIT LINE SAWCUT LINE SILT FENCE BARRIER NfA COMPOST FILTER SOCK TEMPORARY CONSTRUCTION FENCE SILT SACK INLET PROTECTION 355 Research Parkway Meriden, CT 06450 (203) 630-1406 CONCRETE WASH PIT SF RESTAURANT 2,380 SF NE I SF TEMPORARY MATERIAL STOCKPILE FUTURE DRIVE-THRU RETAIL SE I NV 606 SF NE I SW NV 606 .08 SF RIM NV 608 PVC 2,925 G.S.F. PVC RIM INV 60 .18 SAN 612.95 .73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF PROVIDE AND INSTALL SOIL TYPE BOUNDARY LF 7/17/2026 SILT FENCE (TYP.) PROPERTY LINE IS LIMIT OF DISTURBANCE AND CONTRACT LIMIT LINE UNLESS CONSTRUCTION ENTRANCE OTHERWISE NOTED (TYP.) NE I PROVIDE AND INSTALL DESIGNATED STOCKPILE LOCATION SW NV 607 CONCRETE WASH PIT PROVIDE AND INSTALL CONSTRUCTION ENTRANCE PROVIDE AND INSTALL CONSTRUCTION ENTRANCE WITH PERIMETER SILT FENCE RIM INV 60 .69 WITH MIN. DIMENSIONS OF 50' LENGTH X 12' WIDTH WITH MIN. DIMENSIONS OF 50' LENGTH X 12' WIDTH SAN 613.26 7.79 MH 10 615 615 618 616 2.95% 616 COSTCO WHOLESALE 617 WEST SENECA, NEW YORK PROVIDE AND INSTALL SILT SACK INLET PROTECTION (TYP.) SLADE AVENUE PROVIDE AND INSTALL COMPOST FILTER SOCK (TYP.) 6 61 61 RESTAURANT 2,380 SF 6 6 61 SF 0. 99 PVC FUTURE DRIVE-THRU % 8" S @ 0.5 398 DR-35 0% SF LF SF SF 7 SF 61 617 CAUTION CAUTION CAUTION CAUTION SF 617 SF SHEET 4.01 SHEET 4.02 617 2% SF 7 61 0.9 SF 617 2% 0.9 SF CAUTION CAUTION CAUTION CAUTION % 1.81 617 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XC2401824-40 ; XO2401824-01 ; KM2401824-KeyMap CAUTION CAUTION WV CAUTION 618 CAUTION 617 DN DN Desc. SHEET 4.03 SHEET 4.04 618 CAUTION CAUTION 61 CAUTION CAUTION 61 REVISIONS 7 CAUTION 7 CAUTION 61 7 Date CAUTION CAUTION 61 KEY MAP 9 619 61 No. 61 7 8 Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-40.DWG.C4.02 24X36 30SC. Reviewed K.A.K. NW Scale 1"=30' 619 INV RIM 608.1 Project No. 2401824 Date 07/17/2026 619 SAN 615.15 7 61 MH CAD File: 8 12 C2401824-40 61 61 8 9 61 8 Title 619 620 EROSION AND 620 WV 620 620 620 620 WV Ud SEDIMENT CONTROL PLAN Sheet No. C4.02 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1126 of 1174

Land Surveying 4 Environmental 62 3 EROSION CONTROL LEGEND 62 62 2 Architecture Engineering 1 62 0 62 PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT 619 61 619 9 LIMIT LINE 620 SAWCUT LINE SILT FENCE BARRIER 619 COMPOST FILTER SOCK 620 TEMPORARY CONSTRUCTION FENCE SILT SACK INLET PROTECTION Ud 620 620 620 620 620 355 Research Parkway WV Meriden, CT 06450 620 (203) 630-1406 CONCRETE WASH PIT SF SF SF SF SF SF SF SF TEMPORARY MATERIAL STOCKPILE SF SF SF SF SOIL TYPE BOUNDARY SF 7/17/2026 SF 0 62 DESIGNATED STOCKPILE LOCATION CONSTRUCTION ENTRANCE WITH PERIMETER SILT FENCE 9 CAUTION 61 RgA WV CAUTION 0 62 COSTCO WHOLESALE WEST SENECA, NEW YORK PROPERTY LINE IS LIMIT OF DISTURBANCE SLADE AVENUE AND CONTRACT LIMIT LINE UNLESS OTHERWISE NOTED (TYP.) PROVIDE AND INSTALL SILT FENCE (TYP.) 620 9 61 61 9 CAUTION CAUTION RID SHEET 4.01 SHEET 4.02 GE ROA CAUTION CAUTION CAUTION CAUTION Ud CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION D Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XC2401824-40 ; XO2401824-01 ; KM2401824-KeyMap 620 CAUTION CAUTION CAUTION CAUTION DN DN Desc. SHEET 4.03 SHEET 4.04 62 0 REVISIONS 62 0 0 62 Date KEY MAP No. Designed J.J.L. Drawn J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-40.DWG.C4.03 24X36 30SC. Reviewed K.A.K. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-40 NfA Title EROSION AND SEDIMENT CONTROL PLAN Sheet No. C4.03 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1127 of 1174

Land Surveying Environmental EROSION CONTROL LEGEND Architecture Engineering PROPERTY LINE LIMIT OF DISTURBANCE AND SITEWORK CONTRACT NW 619 INV LIMIT LINE RIM 608.1 SAWCUT LINE SAN 615.15 7 619 61 SILT FENCE BARRIER 8 MH 12 61 COMPOST FILTER SOCK 61 8 9 61 8 619 TEMPORARY CONSTRUCTION FENCE 620 SILT SACK INLET PROTECTION 620 WV 620 620 620 620 WV Ud 355 Research Parkway Meriden, CT 06450 (203) 630-1406 CONCRETE WASH PIT PROVIDE AND INSTALL CONCRETE WASH PIT SF 62 0 SF TEMPORARY MATERIAL STOCKPILE 618 SF SF 1.46% SOIL TYPE BOUNDARY 7/17/2026 619 CONSTRUCTION ENTRANCE 617 61 9 620 COSTCO WHOLESALE ±18K S.F. MDO WV WEST SENECA, NEW YORK SLADE AVENUE FFE = ±620.60 620 158K PROTO 812 PARKING SPACES SHEET 4.01 SHEET 4.02 DN 62 0 Ud DN 619 CAUTION CAUTION CAUTION CAUTION 618 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION PROVIDE AND INSTALLCOMPOST FILTER SOCK (TYP.) Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XC2401824-40 ; XO2401824-01 ; KM2401824-KeyMap 617 CAUTION 617 CAUTION CAUTION 617 CAUTION DN DN 618 619 620 Desc. SHEET 4.03 SHEET 4.04 617 9.43% 8 REVISIONS 62 0 0 61 0 62 62 WV Date KEY MAP No. PROVIDE AND INSTALL SILT SACK INLET PROTECTION (TYP.) CsB Designed Drawn J.J.L. J.J.L. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-40.DWG.C4.04 24X36 30SC. PROPERTY LINE IS LIMIT OF DISTURBANCE Reviewed K.A.K. AND CONTRACT LIMIT LINE UNLESS Scale 1"=30' OTHERWISE NOTED (TYP.) Project No. 2401824 PROVIDE AND INSTALL Date 07/17/2026 SILT FENCE (TYP.) CAD File: C2401824-40 Title NfA EROSION AND SEDIMENT CONTROL PLAN Sheet No. C4.04 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1128 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE Xref (s): ; XB2401824-00 ; excavateddropinletprotection ; filterfabricdropinletprotection ; reinforcedsiltfence ; siltfence ; stabilizedconstructionaccess Desc. REVISIONS DateNo. MATERIALS STOCKPILE DETAIL Designed J.J.L. Drawn J.J.L. Reviewed K.A.K. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-110.DWG.C4.100 24X36. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-110 Title EROSION AND SEDIMENT CONTROL PLAN DETAILS Sheet No. ISSUED FOR PERMITTING C4.100 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1129 of 1174

10,0 Land Surveying Environmental 100' 00 SF Architecture ST O P Engineering FUT x100 URE ' RET SYMBOL CODE QTY BOTANICAL NAME COMMON NAME SIZE CONTAINER AIL STOP DECIDUOUS TREES ® STOP 610 355 Research Parkway 605 Meriden, CT 06450 (203) 630-1406 STOP 605 STOP EVERGREEN TREES SHEET 5.01 RESTAURANT 2,380 SF SHEET 5.02 605 605 FUTURE DRIVE-THRU NE RETAIL SE I INV 606 NE SW NV 606 .08 RIM INV 608 PVC 2,925 G.S.F. PVC RIM INV 60 .18 SAN 612.95 .73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 610 615 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF LF STOP 615 615 NE 615 615 615 7/17/2026 SW INV 607 615 RIM INV 60 .69 615 615 615 SAN 613.26 7.79 615 MH DECIDIOUS SHRUBS 10 615 615 615 ® EVERGREEN SHRUBS RESTAURANT 2,380 SF PVC FUTURE DRIVE-THRU 8" S @ 0.5 398 DR-35 0% COSTCO WHOLESALE LF WEST SENECA, NEW YORK CAUTION CAUTION CAUTION CAUTION SLADE AVENUE GROUNDCOVER ® N UE WV ORNAMENTAL GRASS V E E A LAD CAUTION CAUTION CAUTION S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION NOTES: 1) ALL SUBSTITUTIONS MUST RECEIVE APPROVAL FROM THE LANDSCAPE ARCHITECT PRIOR TO DELIVERY TO SITE. 2) PROVIDE AND INSTALL ALL PLANTS SHOWN ON THE PLANTING PLAN DRAWINGS; THE QUANTITIES IN THE PLANT LIST ARE PROVIDED FOR THE CONTRACTOR'S CONVENIENCE ONLY. IF DISCREPANCIES OCCUR, THE LARGER QUANTITY SHALL APPLY. NW INV 3) IF THERE IS A DISCREPANCY BETWEEN BOTANICAL AND COMMON NAME, BOTANICAL NAME PREVAILS. RIM 608.1 SAN 615.15 7 MH 12 ZONING INFORMATION LOCATION: WEST SENECA, NEW YORK WV WV 596 PARKING SPACES ZONE: M-1 (MANUFACTURING DISTRICT) USE: RETAIL (PERMITTED USE) ITEM REQUIREMENTS PROPOSED VARIANCE (2) BUILDING SETBACK AREAS ALONG STREETS, ACCESSWAYS, OR ALONG PRIVATE DRIVES SHALL BE LANDSCAPED WITH A MINIMUM OF ONE TREE FOR EVERY 40' OF LINEAR FRONTAGE. MIN. 1 TREE FOR EVERY 40' OF LINEAR FRONTAGE. SLADE AVENUE = 532' (EXCLUDE PAVEMENT AREA) / 40 =14 TREE REQ.;SLADE AVENUE = 14 TREES PROP. NO RIDGE ROAD = 82' (EXCLUDE EASEMENT AREA) / 40 = 2 TREES REQ. RIDGE ROAD = 2 TREES PROP. CAUTION SITE LANDSCAPING ACCESS DRIVE = 622' (EXCLUDE PAVEMENT AREA) / 40 = 16 TREES ACCESS DRIVE = 16 TREES PROP. WV SEC 120-68.B. REQ. Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap (3) BUILDING SETBACK AREAS SHALL INCLUDE COMPACT MASSINGS OF CAUTION ORNAMENTAL PLANT MATERIAL, SUCH AS ORNAMENTAL TREES, PROPOSED LANDSCAPING EXCEEDS REQ. NO FLOWERING SHRUBS, PERENNIALS, AND GROUND COVERS, AT A ±18K S.F. MDO WV MINIMUM OF ONE PLANT FOR EVERY 10' OF LINEAR FRONTAGE FOUNDATION (1) BUILDING FOUNDATION LANDSCAPING SHALL BE PROVIDEDNOALONG LANDSCAPING FOUNDATION PLANTINGS PROP. ALONG BUILDING ALONG THE FRONT FACADE AS WELL AS ANY FACADES VISIBLE FROM YES SEC 120-68.C FRONTAGE. PUBLIC RIGHT-OF-WAY (1) DECIDUOUS TREES SHALL BE ATLEAST 2.5" CAL., UNLESS LOCATED Desc. IN THE SIDE OR REAR YARD, WHERE THERE MAY BE A MINIMUMALL CAL. OFPROPOSED 1.5" (2) EVERGREEN TREES SHALL BE 5' IN HEIGHT, UNLESS LOCATED IN DECIDUOUS TREES ARE MIN. 2.5" CAL. NO 216 PARKING SPACES CAUTION FFE = ±620.60 ALL PROPOSED EVERGREEN TREES ARE MIN. 5' HT.NO 158K PROTO REVISIONS THE SIDE OR REAR YARD, WHERE THEY MAY BE A MIN. OF 4' IN HEIGHT. MINIMUM PLANT SIZE SEC 120-68.D Date (3) DECIDUOUS SHRUBS SHALL BE ATLEAST 24" IN HEIGHT, UNLESS ALL PROPOSED DECIDUOUS SHRUBS ARE MIN. 24" HT. LOCATED IN THE SIDE OR REAR YARD, WHERE THEY MAY BE A MINIMUM NO 812 PARKING SPACES CAUTION OF 15" IN HEIGHT. RID No. (4) EVERGREEN SHRUBS SHALL BE A MINIMUM OF 18" IN HEIGHT, ALLBE UNLESS LOCATED IN THE SIDE OR REAR YARD, WHERE THEY MAY PROPOSED A EVERGREEN SHRUBS ARE MIN. 18" HT. NO SHEET 5.03 SHEET 5.04 GE MINIMUM OF 12" IN HEIGHT. DN (1) PARKING LOT MEDIANS SHALL BE REQUIRED BETWEEN PARKING 10 FEET MINIMUM WIDTH LANDSCAPED MEDIANS Designed J.C.W. DN ROA BLOCKS (MAXIMUM 40 PARKING SPACES). MEDIANS SHALL BEPROVIDED, A PARKING BLOCKS ARE MORE THAN 40YES Drawn C.B.F. MINIMUM OF 10 FEET IN WIDTH PARKING SPACES. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.00 24X36 60SC. Reviewed D.J.C. (2) AT LEAST ONE LANDSCAPED ISLAND WITH A MINIMUM WIDTH OF Scale 1"=60' D FIVE FEET AND MINIMUM SIZE OF 160 SQUARE FEET SHALL BE LANDSCAPED ISLAND PROVIDED . YES Project No. 2401824 PARKING LOT PROVIDED FOR EVERY 20 PARKING SPACES LANDSCAPING Date 07/17/2026 SEC 120-68.F. (3) CIRCULATORY DRIVE AISLES AND LANDSCAPED ISLANDS SHALL BE LANDSCAPED INSTALLED SUCH THAT NO MORE THAN 20 PARKING SPACES IN A ISLANDS PROVIDED, SOME OF THEM CAD File: YES SPACED SINGLE ROW, OR 40 IN A DOUBLE ROW, SHALL GO UNINTERRUPTED. MORE THAN 20 SPACES IN A ROW. C2401824-50 (5) ONE SHADE TREE SHALL BE PLANTED FOR EVERY 10 PARKING Title SPACES. 108 SHADE TREES PROP. WITHIN PARKING LOT AREA NO WV 809 PARKING SPACES / 10 = 81 SHADE TREES REQ. OVERALL LANDSCAPING PLAN Sheet No. C5.00 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1130 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE PROVIDE AND INSTALL LAWN SEED MIX FOR ALL DISTURBED AREA UNLESS OTHERWISE NOTED (TYP.) CAUTION SHEET 5.01 SHEET 5.02 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION E Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap CAUTION CAUTION N U CAUTION CAUTION VE A DN DN D E Desc. SHEET 5.03 SHEET 5.04 L A CAUTION S CAUTION CAUTION REVISIONS Date KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.01 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-50 Title LANDSCAPING PLAN Sheet No. C5.01 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1131 of 1174

Land Surveying Environmental Architecture Engineering 610 605 STOP 605 355 Research Parkway Meriden, CT 06450 (203) 630-1406 STOP RESTAURANT 2,380 SF 605 605 FUTURE DRIVE-THRU NE I RETAIL SE I NV 606 NE I SW NV 606 .08 RIM NV 608 PVC 2,925 G.S.F. PVC RIM INV 60 .18 SAN 612.95 .73 8" S @ 0.5 8" S @ 0.5 SAN 613.17 6.18 610 615 MH 11 189 DR-35 0% FUTURE 301 DR-35 0% MH 9 LF LF 7/17/2026 STOP 615 615 615 615 615 NE I SW NV 607 615 RIM INV 60 .69 615 615 615 SAN 613.26 7.79 615 MH 10 615 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE RESTAURANT 2,380 SF PVC FUTURE DRIVE-THRU 8" S @ 0.5 398 DR-35 0% LF PROVIDE AND INSTALL LAWN SEED MIX FOR ALL DISTURBED AREA UNLESS OTHERWISE NOTED (TYP.) CAUTION CAUTION CAUTION CAUTION SHEET 5.01 SHEET 5.02 CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap CAUTION CAUTION WV CAUTION CAUTION DN DN Desc. SHEET 5.03 SHEET 5.04 CAUTION CAUTION CAUTION CAUTION REVISIONS CAUTION CAUTION Date CAUTION CAUTION KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.02 24X36 30SC. Reviewed D.J.C. NW Scale 1"=30' INV RIM 608.1 Project No. 2401824 Date 07/17/2026 SAN 615.15 7 MH CAD File: 12 C2401824-50 Title LANDSCAPING PLAN Sheet No. C5.02 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1132 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway WV Meriden, CT 06450 (203) 630-1406 PROVIDE AND INSTALL LAWN SEED MIX FOR ALL DISTURBED AREA UNLESS OTHERWISE NOTED (TYP.) 7/17/2026 CAUTION WV CAUTION COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE 216 PARKING SPACES CAUTION CAUTION RID SHEET 5.01 SHEET 5.02 GE ROA CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION D Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION DN DN Desc. SHEET 5.03 SHEET 5.04 REVISIONS Date KEY MAP No. Designed J.C.W. PROVIDE AND INSTALL LAWN SEED MIX FOR ALL DISTURBED AREA UNLESS OTHERWISE NOTED (TYP.) Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.03 24X36 30SC. Reviewed Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-50 Title LANDSCAPING PLAN Sheet No. C5.03 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1133 of 1174

Land Surveying Environmental Architecture Engineering NW INV RIM 608.1 SAN 615.15 7 MH 12 355 Research Parkway WV WV Meriden, CT 06450 (203) 630-1406 596 PARKING SPACES 7/17/2026 COSTCO WHOLESALE ±18K S.F. MDO WV WEST SENECA, NEW YORK SLADE AVENUE FFE = ±620.60 158K PROTO 812 PARKING SPACES SHEET 5.01 SHEET 5.02 DN DN CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION DN DN Desc. SHEET 5.03 SHEET 5.04 REVISIONS WV Date KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.04 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-50 Title LANDSCAPING PLAN Sheet No. C5.04 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1134 of 1174

Land Surveying LANDSCAPE NOTES Environmental Architecture Engineering ° 355 Research Parkway Meriden, CT 06450 (203) 630-1406 SHRUB PLANTING N.T.S 7/17/2026 3X ROOT BALL TOP DIAMETER 60° (TYP) D D D D D D COSTCO WHOLESALE D WEST SENECA, NEW YORK SLADE AVENUE SPACING AS SPECIFIED DECIDUOUS TREE PLANTING ” N.T.S GROUNDCOVER PLANTING ° N.T.S Xref (s): ; XY240182401 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XC2401824-10 ; KM2401824-KeyMap PLANTING SOIL TO MINIMUM DEPTH OF ROOTBALL 3X ROOT BALL TOP DIAMETER Desc. REVISIONS DateNo. Designed J.C.W. Drawn C.B.F. EVERGREEN TREE PLANTING 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-50.DWG.C5.100 24X36 NTS. Reviewed D.J.C. Scale NTS N.T.S Project No. 2401824 Date 01/29/2025 ALUMINUM EDGING DETAIL CAD File: C2401824-50 N.T.S Title LANDSCAPING NOTES SEED MIX NOTES AND DETAILS Sheet No. ISSUED FOR PERMITTING C5.100 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1135 of 1174

Land Surveying Environmental STOP Architecture Engineering SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI 610 605 STOP 605 STOP SHEET C5.51 RESTAURANT 2,380 SF SHEET C5.52 605 355 Research Parkway 605 FUTURE DRIVE-THRU RETAIL Meriden, CT 06450 2,925 G.S.F. (203) 630-1406 610 615 FUTURE STOP 615 615 615 615 615 615 615 615 615 615 615 615 615 SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY 7/17/2026 RESTAURANT 2,380 SF FUTURE DRIVE-THRU CAUTION CAUTION CAUTION CAUTION U E E N AV COSTCO WHOLESALE E WEST SENECA, NEW YORK AD WV SYMBOL MANUFACTURER/MODEL QTY M L SLADE AVENUE C S CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION WV WV 596 PARKING SPACES ZONE HEAD TYPE GPM CAUTION WV RID CAUTION ±18K S.F. MDO WV GE C Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap M POC 216 PARKING SPACES FFE = ±620.60 ROA CAUTION 158K PROTO 812 PARKING SPACES CAUTION D SHEET C5.53 SHEET C5.54 DN Desc. DN REVISIONS DateNo. WV Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.50 24X36 60SC. Reviewed D.J.C. Scale 1"=60' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title OVERALL IRRIGATION PLAN Sheet No. C5.50 GRAPHIC SCALE ISSUED FOR PERMITTING 60 30 0 60 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1136 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway Meriden, CT 06450 (203) 630-1406 7/17/2026 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE CAUTION SHEET 5.51 SHEET 5.52 CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION U E N CAUTION CAUTION CAUTION V E A DN DN DE Desc. SHEET 5.53 SHEET 5.54 L A CAUTION S CAUTION CAUTION REVISIONS Date KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.51 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title IRRIGATION PLAN Sheet No. C5.51 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1137 of 1174

Land Surveying Environmental Architecture Engineering 610 605 STOP 605 355 Research Parkway Meriden, CT 06450 (203) 630-1406 STOP RESTAURANT 2,380 SF 605 605 FUTURE DRIVE-THRU RETAIL 2,925 G.S.F. 610 615 FUTURE 7/17/2026 STOP 615 615 615 615 615 615 615 615 615 615 615 615 COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE RESTAURANT 2,380 SF FUTURE DRIVE-THRU CAUTION CAUTION CAUTION CAUTION SHEET 5.51 SHEET 5.52 CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION WV CAUTION CAUTION DN DN Desc. SHEET 5.53 SHEET 5.54 CAUTION CAUTION CAUTION CAUTION REVISIONS CAUTION CAUTION Date CAUTION CAUTION KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.52 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title IRRIGATION PLAN Sheet No. C5.52 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1138 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway WV Meriden, CT 06450 (203) 630-1406 7/17/2026 CAUTION WV CAUTION COSTCO WHOLESALE WEST SENECA, NEW YORK SLADE AVENUE 216 PARKING SPACES CAUTION CAUTION RID SHEET 5.51 SHEET 5.52 GE ROA CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION D CAUTION CAUTION CAUTION CAUTION DN DN Desc. SHEET 5.53 SHEET 5.54 REVISIONS Date KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.53 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title IRRIGATION PLAN Sheet No. C5.53 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1139 of 1174

Land Surveying Environmental Architecture Engineering 355 Research Parkway WV WV Meriden, CT 06450 (203) 630-1406 596 PARKING SPACES 7/17/2026 COSTCO WHOLESALE ±18K S.F. MDO WV WEST SENECA, NEW YORK SLADE AVENUE C M POC FFE = ±620.60 158K PROTO 812 PARKING SPACES SHEET 5.51 SHEET 5.52 DN DN CAUTION CAUTION CAUTION CAUTION Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION CAUTION DN DN Desc. SHEET 5.53 SHEET 5.54 REVISIONS WV Date KEY MAP No. Designed J.C.W. Drawn C.B.F. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.54 24X36 30SC. Reviewed D.J.C. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title IRRIGATION PLAN Sheet No. C5.54 GRAPHIC SCALE ISSUED FOR PERMITTING 30 15 0 30 NOT RELEASED FOR CONSTRUCTION SCALE IN FEET C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1140 of 1174

Land Surveying Environmental IRRIGATION PLAN NOTES (COSTCO STANDARDS) Architecture Engineering – 355 Research Parkway Meriden, CT 06450 (203) 630-1406 B. 7/17/2026 ’ COSTCO WHOLESALE WEST SENECA, NEW YORK ’ SLADE AVENUE IRRIGATION PLAN NOTES (GENERAL) Xref (s): ; XY240182401 ; XC2401824-10 ; XB2401824-00 ; XC2401824-20 ; XC2401824-21 ; XC2401824-30 ; XL2401824-10 ; XO2401824-01 ; XL2401824-20 ; KM2401824-KeyMap Desc. REVISIONS DateNo. Designed J.C.W. Drawn C.B.F. Reviewed D.J.C. 7/17/2026, JLYNN, G:\JOBS24\18\2401824\DWG\C2401824-55.DWG.C5.55 24X36 NTS. Scale 1"=30' Project No. 2401824 Date 07/17/2026 CAD File: C2401824-55 Title IRRIGATION NOTES Sheet No. ISSUED FOR PERMITTING C5.55 NOT RELEASED FOR CONSTRUCTION C 2026 BL COMPANIES, INC. THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF BL COMPANIES. Page 1141 of 1174

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STORMWATER MANAGEMENT REPORT For the proposed: Proposed Development Slade Avenue West Seneca, New York Prepared for: Costco Wholesale Issued: July 17, 2026 PREPARED BY BL Companies 355 Research Parkway Meriden, CT 06450 07/17/2016 Page 1143 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY TABLE OF CONTENTS EXECUTIVE SUMMARY .............................................................................................................................. 1 1.0 SITE INFORMATION ...................................................................................................................... 2 1.1 Site Conditions ................................................................................................................................ 2 1.2 NATURAL RESOURCES ..................................................................................................................... 3 1.3 RECEIVING SURFACE WATERS ........................................................................................................ 3 1.4 FEMA FLOODPLAIN ......................................................................................................................... 4 2.0 STORMWATER MANAGEMENT STANDARDS AND PERFORMANCE CRITERIA ........................... 5 2.0 UTILITY CONNECTIONS ................................................................................................................ 6 3.0 SITE CONSTRUCTION AND EROSION CONTROLS ...................................................................... 7 4.0 CONCLUSIONS & RECOMMENDATION ...................................................................................... 8 -ii- 2401824 Page 1144 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY APPENDICES Appendix A – Figures and Supporting Documentation Figure 1 – Location Map Figure 2 – FEMA Map Figure 3 – NRCS Soil Map NOAA Atlas 14 Storm Data (Depth) NOAA Atlas 14 Storm Data (Intensity) Appendix B – Conveyance Modeling Results -iii- 2401824 Page 1145 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY EXECUTIVE SUMMARY The proposed Costco Project includes the redevelopment of an existing parcel located northeast of the intersection of Slade Avenue and Ridge Road in the City of West Seneca, Erie County, New York. The Project consists of the construction of an approximately 187,050-square- foot retail warehouse building and a 16-pump fuel facility providing 32 fueling positions. The proposed development will also include associated parking facilities, utility infrastructure, stormwater management facilities, and landscaping improvements. The Project is located within the West Seneca Exchange master-planned development and will utilize the stormwater quantity and quality controls proposed as part of the overall master development. The Project parcel encompasses approximately 787,828 square feet (18.10 acres) of the 55.57-acre master development area. The total limit of disturbance required to complete the Project is approximately 19.14 acres, including off-site roadway improvements. The Costco site improvements have been designed in coordination with Carmina Wood Design, the Engineer of Record for the master development. Stormwater runoff from the Costco parcel will be conveyed to and managed within a shared development stormwater basin. A comprehensive stormwater analysis for the overall development is included in the Carmina Wood Design Engineer's Report. BL Companies and Carmina Wood Design have coordinated the stormwater conveyance design for the Costco Project to ensure compliance with all applicable regulatory requirements and design standards. Utility services for the Project will be provided through a combination of public and private utility infrastructure. Water demand and sanitary sewer analyses are included in the Carmina Wood Design Engineer's Report. BL Companies and Carmina Wood Design have worked collaboratively to coordinate utility demands and verify that sufficient capacity is available to serve the proposed development. This report, in conjunction with the BL Companies design plans and supporting documentation prepared by Carmina Wood Design, provides a detailed engineering summary of the proposed site's functionality and demonstrates compliance with all applicable local and state regulations, standards, and design requirements. [Type here] -1- 2401824 Page 1146 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 1.0 SITE INFORMATION 1.1 SITE CONDITIONS The Project parcel is located northeast of the intersection of Slade Avenue and Ridge Road in the City of West Seneca, Erie County, New York. The existing site is predominantly comprised of a vacant building pad and associated parking areas remaining from a previous development. Under existing conditions, the majority of the site consists of gently sloping terrain that conveys stormwater runoff to an existing closed drainage system connected to the stormwater infrastructure serving developments located northeast of the Project site. Existing stormwater swales within the former building pad area provide additional conveyance to the closed drainage system. Steeper grades are present along the site's frontage on Slade Avenue and Ridge Road, accommodating approximately 30 feet of elevation change between the roadway surfaces and the developable portions of the site. Within the proposed development limits, topographic variation is generally moderate, with elevations ranging from approximately 624 feet in the southwest portion of the site to 615 feet in the northwest portion. Off-site runoff enters the Project site from multiple sources, including flow originating at the top of curb along Ridge Road and Slade Avenue, as well as runoff conveyed from the existing railroad corridor located east of the site. The proposed development will include construction of the retail warehouse building, fuel facility, paved parking areas, landscaped areas, pedestrian sidewalks, site utilities, and a stormwater management system. Development of the site will require demolition and removal of existing utility infrastructure, pavement, landscaping, hardscape features, and other site improvements, as well as clearing and grubbing of existing vegetated areas within the limits of disturbance. 1.1.1 SITE SOILS The soils in the area of the Property are classified by United States Department of Agriculture Natural Resources Conservation Service and consist primarily of type “B”, “C” and “D” rated soils, with “D” rated soils in areas of urban land and wetlands. Please refer to Appendix A, Figure 3: NRCS Soil Survey Map with Hydrologic Soil Group Data, for soils and their classifications in the project area. [Type here] -2- 2401824 Page 1147 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY Soils located within the project area from the soil report are as follows: Map Unit Hydrologic Soil Map Unit Name Symbol Group Rating RgA Rhinebeck Silt Loam, 0 to 3 Percent Slopes C/D NfA Niagara Silt Loam, 0 to 3 Precent Slopes C/D Ud Urban Land Unavailable 1.1.2 EXISTING GEOTECHNICAL FINDINGS A pre-development site characterization and assessment of soil and geology of the site was conducted by Whitestone Associates Engineering & Geology on August 8, 2025. The geotechnical report indicates that the site generally consists of topsoil or asphaltic concrete overlaying existing fill between 2 feet and 13 feet deep, which is underlain by a lacustrine deposit (generally silt and clay), itself underlain by glacial till, then bedrock. The full Geotechnical Report can be provided upon request. 1.2 NATURAL RESOURCES ENVIRONMENTAL CONCERNS Based on the preliminary environmental review performed by Terracon, the Project Site and adjacent areas are identified as having a high likelihood of potential environmental concerns. These findings are consistent with historical use of the site and adjacent property. ENDANGERED AND THREATENED SPECIES Based on information accessed from The New York State Department of Environmental Conservation’s (NY DEC) Natural Heritage Program database, the Project Site does not fall within the mapped habitat zone for any endangered species. 1.3 RECEIVING SURFACE WATERS The Project Site falls within the Cazenovia Creek-Buffalo River watershed which is not listed as impaired within the New York State’s 2020/2022 Section 303(d) list. There are no established Total Maximum Daily Loads (TMDLs) for this receiving water. [Type here] -3- 2401824 Page 1148 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 1.4 FEMA FLOODPLAIN The site is not located in a FEMA floodplain. Per the FEMA Flood Insurance Rate Map Numbers 36029C0333H for Erie County, New York, map effective date: June, 7, 2019 the site resides inside Zone X (areas determined to be outside the 0.2% annual chance floodplain). Flood Insurance Rate Maps are included in Appendix A for reference. [Type here] -4- 2401824 Page 1149 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 2.0 STORMWATER MANAGEMENT STANDARDS AND PERFORMANCE CRITERIA The proposed stormwater management system has been designed in general conformance with the current Town of West Seneca regulations and the New York State Stormwater Management Design Manual. The overall stormwater management system for the development has been analyzed by Carmina Wood Design, and the results are documented in the Engineer's Report. BL Companies provided drainage patterns, drainage area delineations, and impervious coverage data to support the stormwater modeling. The proposed site has been designed to maintain existing drainage patterns and avoid adverse impacts to adjacent properties. The New York State Department of Environmental Conservation (NYSDEC) Stormwater Management Design Manual identifies five primary stormwater management criteria that must be addressed during project design: Water Quality, Runoff Reduction Volume, Channel Protection, Overbank Flood Protection, and Extreme Flood Protection. Because the proposed stormwater system serves as a component of the larger master-planned stormwater management system, compliance with these design criteria is addressed within the Master Plan Stormwater Management Report. The proposed storm drainage system has been sized to convey the 25-year design storm to the respective discharge points without ponding or hydraulic surcharge above catch basin or manhole grate elevations. Rainfall intensities were developed using the applicable NOAA precipitation data. A minimum pipe diameter of 12 inches is proposed throughout the Costco project area. Runoff coefficients for each drainage area were calculated as weighted averages based on the proportion of impervious and pervious surfaces contributing runoff. Impervious surfaces, including asphalt pavement, concrete pavement, and building roof areas, were assigned a Rational Method runoff coefficient (C-value) of 0.90. Pervious surfaces, including landscaped and lawn areas, were assigned a runoff coefficient of 0.30. Tailwater elevations at stormwater management facilities and flared end sections were established based on the computed 25-year design storm water surface elevation within the receiving basin to which each outlet discharges. The proposed storm drainage system was modeled using StormCAD Version 8i (Bentley Systems, formerly Haestad Methods) utilizing the Rational Method. Supporting hydraulic calculations are provided in Appendix B. [Type here] -5- 2401824 Page 1150 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 2.0 UTILITY CONNECTIONS The proposed Costco development will be served by a combination of public and private utility infrastructure. Utility capacity, service connections, and overall coordination have been completed in conjunction with the respective utility providers and Carmina Wood Design. Sanitary sewer service will be provided through the existing on-site private sewer system. New 8- inch sanitary sewer laterals will be installed to serve the proposed Costco building. The private sewer collection system has been sized to accommodate the projected peak sanitary flows generated by the development. The shared private sewer system ultimately discharges to the municipal public sanitary sewer system. Domestic water and fire protection service will be provided from an existing water service stub located along the southern portion of the site adjacent to Ridge Road. Hydraulic modeling has been completed to verify that the proposed system can satisfy both domestic water demands and required fire flow criteria. The proposed water distribution system will consist of 10-inch, 12- inch, and 3-inch ductile iron water mains. All water system components and appurtenances will be designed and constructed in accordance with applicable municipal standards and specifications. Electrical, natural gas, and telecommunications services have been coordinated with the respective utility providers. Final service routing, connection points, and utility layouts will be finalized as the project progresses through final design and utility permitting. [Type here] -6- 2401824 Page 1151 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 3.0 SITE CONSTRUCTION AND EROSION CONTROLS The proposed erosion and sediment control plan will be implemented in two phases throughout construction. Phase 1 consists of installing the initial perimeter erosion and sediment control measures prior to the commencement of any earth-disturbing activities. These measures include filter socks at existing storm drainage inlets, stabilized rock construction entrances, and silt fence installed around the limits of disturbance to prevent sediment from leaving the project site. During Phase 2, the perimeter erosion and sediment control measures and stabilized construction entrances will remain in place throughout construction. All newly constructed storm drainage inlets will be protected with approved inlet protection devices until the contributing drainage areas have been permanently stabilized. Areas that have reached final grade shall be promptly stabilized with a minimum of six (6) inches of topsoil, followed by seeding and mulch. Slopes steeper than 3H:1V shall be stabilized with wildlife-friendly erosion control matting composed of all-natural materials with no photodegradable synthetic components prior to the application of seed and mulch. Topsoil stripped during construction shall be stockpiled on-site for reuse. All topsoil stockpiles shall be temporarily stabilized with seed and surrounded by filter socks or other approved sediment control measures to minimize erosion and prevent off-site sediment transport. Any dewatering associated with trench excavation, stormwater management facilities, or other construction activities shall be conducted in a manner that prevents sediment discharge and avoids the creation of accelerated erosion. Throughout construction, all erosion and sediment control best management practices (BMPs) shall be inspected at least once per week and after each significant rainfall event. Any damaged or ineffective BMPs shall be repaired, replaced, or supplemented within 24 hours of the inspection or rainfall event to maintain their effectiveness. Refer to the project plans for the complete construction sequence and erosion and sediment control requirements. [Type here] -7- 2401824 Page 1152 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY 4.0 CONCLUSIONS & RECOMMENDATION With the implementation of the proposed stormwater management system for this project, in conjunction with the master-planned stormwater management system constructed as part of the overall development, the proposed project will not result in adverse impacts to on-site conditions, downstream properties, or off-site storm drainage systems. The combined stormwater management system has been designed to mitigate post-development peak runoff rates in accordance with the project design criteria. The on-site storm drainage collection system has been sized to convey the 25-year design storm without ponding or hydraulic surcharge above catch basin or manhole grate elevations. This report has been prepared to supplement the accompanying project plans and to provide the technical basis for the stormwater management design presented herein. Based on the analyses performed and the proposed design, it is our opinion that the stormwater management system has been designed in general conformance with the applicable requirements of the Town of West Seneca and the New York State Stormwater Management Design Manual. [Type here] -8- 2401824 Page 1153 of 1174

Stormwater Management Report July 2026 Proposed Development West Seneca, NY APPENDIX A FIGURES AND SUPPORTING DOCUMENTATION [Type here] 2401824 Page 1154 of 1174

A NEC O FAL CENTER RD T SE BU F SE NE WES CA ST OR CH AR SLADE AVE DP AR INT KR D ER S T AT E 90 SITE LOCATION RIDGE RD WEST SENECA LACKAWANA 4/20/2026, ACROWLEY, G:\JOBS24\18\2401824\DWG\EXH2401824-01-FIG1.DWG.FIG1 8.5X11 1000SC. Designed A.J.C. Architecture Drawn A.J.C. COSTCO Engineering Environmental Land Surveying SLADE AVENUE Reviewed Scale Project No. J.A.B. 1"=1000' 2401824 FIGURE 1 Date 05/13/2026 LOCATION MAP WEST SENECA, NEW YORK CAD File: EXH2401824-01-FIG1 Page 1155 of 1174

APPROXIMATE SITE LOCATION Page 1156 of 1174

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Hydrologic Soil Group—Erie County, New York 78° 47' 28'' W 78° 46' 52'' W 680600 680700 680800 680900 681000 681100 681200 681300 42° 50' 8'' N 42° 50' 8'' N 4744900 4744900 4744800 4744800 4744700 4744700 4744600 4744600 4744500 4744500 4744400 4744400 4744300 4744300 4744200 4744200 4744100 4744100 4744000 4744000 4743900 4743900 Soil Map may not be valid at this scale. 42° 49' 33'' N 42° 49' 33'' N 680600 680700 680800 680900 681000 681100 681200 681300 78° 47' 28'' W 78° 46' 52'' W Map Scale: 1:5,300 if printed on A portrait (8.5" x 11") sheet. Meters N 0 50 100 200 300 Feet 0 250 500 1000 1500 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 Natural Resources Web Soil Survey 4/20/2026 Conservation Service National Cooperative Soil Survey Page 1 of 4 Page 1158 of 1174

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:15,800. C/D Soils Warning: Soil Map may not be valid at this scale. D Soil Rating Polygons Not rated or not available Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C measurements. Interstate Highways C/D Source of Map: Natural Resources Conservation Service US Routes D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Erie County, New York Survey Area Data: Version 25, Sep 4, 2025 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: May 13, 2023—May 27, 2023 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 4/20/2026 Conservation Service National Cooperative Soil Survey Page 2 of 4 Page 1159 of 1174

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Ca Canadice silt loam D 2.2 1.7% Cc Canandaigua silt loam C/D 0.9 0.7% CsB Collamer silt loam, 3 to C/D 3.1 2.5% 8 percent slopes Hm Hamlin silt loam B 0.4 0.3% NfA Niagara silt loam, 0 to 3 C/D 39.0 30.7% percent slopes RgA Rhinebeck silt loam, 0 to C/D 17.9 14.1% 3 percent slopes RkA Rhinebeck gravelly C/D 5.1 4.0% loam, 0 to 3 percent slopes Te Teel silt loam B/D 2.9 2.3% Uc Udorthents, smoothed 4.9 3.9% Ud Urban land 50.7 39.9% Totals for Area of Interest 127.1 100.0% Natural Resources Web Soil Survey 4/20/2026 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 1160 of 1174

Hydrologic Soil Group—Erie County, New York Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 4/20/2026 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 1161 of 1174

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Stormwater Management Report July 2026 Proposed Development West Seneca, NY APPENDIX B CONVEYANCE MODELING RESULTS [Type here] 2401824 Page 1166 of 1174

Profile Report Engineering Profile - CB-200A TO O-2 (C-DAT-2401824-StormCAD-2026-07-14.stsw) CB-200A RL-12 Rim: 619.76 ft RL-16 Invert: 611.89 ft Invert: 614.26 ft Invert: 612.77 ft MH-201 CB-200B CB-203 Rim: 619.34 ft Rim: 617.49 ft Rim: 616.57 ft Invert: 611.45 ft Invert: 611.62 ft Invert: 610.63 ft CB-201 MH-200 RL-11 Rim: 616.79 ft Rim: 618.69 ft Invert: 611.54 ft Invert: 611.29 ft Invert: 610.43 ft RL-10 RL-14 Invert: 611.31 ft CB-202 CB-205 MH-202 Invert: 612.34 ft CB-204 Rim: 617.31 ft Rim: 615.95 ft Rim: 615.42 ft RL-13 Rim: 618.19 ft Invert: 611.03 ft Invert: 607.93 ft Invert: 607.07 ft 620.00 Invert: 612.21 ft Invert: 609.03 ft O-2 Rim: 611.62 ft Invert: 608.29 ft Elevation (ft) 615.00 610.00 P65: 220.1 ft @ 0.005 ft/ft Circle - 30.0 in HDPE P66 : 172.8 ft @ 0.00 P67: 156.3 ft @ 5 ft/ft 0.007 ft/ft Circle - 36.0 in HDPE Circle - 36.0 in HD PE 605.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 Station (ft) P58: 17.1 ft @ 0.005 ft/ft P53: 65.9 ft @ 0.005 ft/ft Circle - 24.0 in HDPE P62: 18.4 ft @ 0.005 ft/ft Circle - 24.0 in HDPE P64: 55.9 ft @ 0.005 ft/ft Circle - 12.0 in HDPE P57: 40.8 ft @ 0.005 ft/ft P61: 70.1 ft @ 0.005 ft/ft Circle - 30.0 in HDPE P52: 86.2 ft @ 0.019 ft/ft Circle - 18.0 in HDPE Circle - 24.0 in HDPE P63: 27.5 ft @ 0.005 ft/ft Circle - 12.0 in P56: 29.0 ft @ 0.005 ft/ft P60: 64.6 ft @ 0.005 ft/ft Circle - 30.0 in HDPE Circle - 15.0 in HDPE P55: 52.1 ft @ 0.005 ft/ft Circle - 24.0 in HDPE Circle - 15.0 in HDPE P59: 26.0 ft @ 0.005 ft/ft P54: 51.2 ft @ 0.005 ft/ft Circle - 24.0 in HDPE Circle - 12.0 in HDPE StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1167 of 1174

Profile Report Engineering Profile - CB-213 TO CB-205 (C-DAT-2401824-StormCAD-2026-07-14.stsw) CB-213 Rim: 616.67 ft CB-211 CB-208 Invert: 611.53 ft Rim: 616.30 ft Rim: 616.33 ft CB-212 Invert: 608.93 ft Invert: 608.17 ft Rim: 616.30 ft Invert: 609.27 ft CB-210 CB-205 Rim: 616.30 ft Rim: 615.95 ft Invert: 608.59 ft Invert: 607.93 ft 620.00 Elevation (ft) 615.00 610.00 605.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 P82: 67.0 ft @ 0.005 ft/ft Station (ft) Circle - 24.0 in HDPE P80: 64.0 ft @ 0.005 ft/ft P78: 66.8 ft @ 0.005 ft/ft Circle - 18.0 in HDPE Circle - 15.0 in HDPE P79: 67.2 ft @ 0.005 ft/ft P77: 52.5 ft @ 0.005 ft/ft Circle - 18.0 in HDPE Circle - 12.0 in HDPE StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1168 of 1174

Profile Report Engineering Profile - RD-1 TO MH-101 (C-DAT-2401824-StormCAD-2026-07-14.stsw) RL-6A RL-2 Invert: 612.40 ft Invert: 613.10 ft RL-6B RL-3 Invert: 612.63 ft Invert: 612.89 ft RL-7 RL-4 Invert: 612.43 ft Invert: 612.69 ft RL-8A MH-100 RL-5 Invert: 612.25 ft Rim: 619.51 ft Invert: 612.39 ft RL-8B Invert: 609.78 ft RD-1 Invert: 614.10 ft Invert: 612.14 ft MH-101 RL-1 Rim: 618.15 ft Invert: 613.99 ft Invert: 607.94 ft 620.00 Elevation (ft) 615.00 610.00 605.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 P2: 42.4 ft @ 0.005 ft/ft P8: 35.9 ft @ 0.005 ft/ft Circle - 15.0 in HDPE Station (ft) Circle - 18.0 in HDPE P1: 57.1 ft @ 0.005 ft/ft P20: 141.8 ft @ 0.005 ft/ft Circle - 15.0 in HDPE P7: 40.6 ft @ 0.005 ft/ft Circle - 18.0 in HDPE Circle - 24.0 in HDPE P12: 22.7 ft @ 0.005 ft/ft P6: 17.5 ft @ 0.005 ft/ft P10: 72.5 ft @ 0.005 ft/ft Circle - 10.0 in HDPE Circle - 18.0 in HDPE Circle - 24.0 in HDPE P5: 54.5 ft @ 0.005 ft/ft P9: 22.6 ft @ 0.005 ft/ft Circle - 18.0 in HDPE Circle - 24.0 in HDPE P4: 59.4 ft @ 0.005 ft/ft Circle - 18.0 in HDPE P3: 40.6 ft @ 0.005 ft/ft Circle - 18.0 in HDPE StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1169 of 1174

Profile Report Engineering Profile - CB-117 TO CB-115 (C-DAT-2401824-StormCAD-2026-07-14.stsw) CB-117 Rim: 617.17 ft Invert: 609.67 ft CB-116 Rim: 617.32 ft Invert: 609.33 ft CB-115 Rim: 617.44 ft Invert: 607.50 ft 620.00 Elevation (ft) 615.00 610.00 P43: 74.0 ft @ 0.005 ft/ft 605.00 Circle - 18.0 in HDPE P42: 67.0 ft @ 0.005 ft/ft -0+50 0+00 0+50 1+00 1+50 Circle - 18.0 in HDPE Station (ft) StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1170 of 1174

Profile Report Engineering Profile - CB-113B TO CB-115 (C-DAT-2401824-StormCAD-2026-07-14.stsw) CB-113B Rim: 618.65 ft CB-114 Invert: 611.40 ft Rim: 617.56 ft CB-113A Invert: 609.65 ft Rim: 617.52 ft CB-115 Invert: 612.02 ft Rim: 617.44 ft Invert: 607.50 ft 620.00 P41: 64.0 ft @ 0.005 ft/ft Circle - 18.0 in HDPE Elevation (ft) 615.00 610.00 P40: 74.6 ft @ 0.005 ft/ft Circle - 18.0 in HDPE P39: 63.3 ft @ 0.018 ft/ft 605.00 Circle - 15.0 in HDPE -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1171 of 1174

Profile Report Engineering Profile - MH-CANOPY MH-106 (C-DAT-2401824-StormCAD-2026-07-14.stsw) MH-CANOPY Rim: 615.80 ft Invert: 610.08 ft CB-120 Rim: 615.26 ft Invert: 608.15 ft 620.00 MH-106 Rim: 615.11 ft Invert: 606.23 ft P51: 56.0 ft @ 0.020 ft/ft Elevation (ft) 615.00 Circle - 18.0 in 610.00 605.00 P50: 23.0 ft @ 0.005 ft/ft Circle - 18.0 in HDPE -0+50 0+00 0+50 1+00 Station (ft) StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/16/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1172 of 1174

Profile Report Engineering Profile - CB-100 TO O-1 (C-DAT-2401824-StormCAD-2026-07-14.stsw) CB-109 CB-106 Rim: 618.63 ft Rim: 618.85 ft Invert: 610.25 ft Invert: 611.33 ft CB-107 CB-110 Rim: 618.66 ft Rim: 618.70 ft MH-102 Invert: 610.94 ft Invert: 609.93 ft Rim: 617.66 ft CB-105 CB-108 CB-111A Invert: 607.62 ft MH-105 Rim: 619.23 ft Rim: 618.71 ft Rim: 619.02 ft CB-115 Rim: 615.70 ft Invert: 611.63 ft Invert: 610.62 ft Invert: 609.55 ft Rim: 617.44 ft Invert: 609.26 ft 625.00 MH-101 Invert: 607.50 ft CB-101 CB-102 CB-118 CB-103 CB-104 CB-112 Rim: 618.15 ft MH-104 Rim: 619.84 ft Rim: 620.03 ft Rim: 618.53 ft Rim: 615.61 ft Rim: 619.61 ft Rim: 619.85 ft Invert: 607.94 ft Rim: 617.50 ft Invert: 613.74 ft Invert: 613.33 ft Invert: 606.47 ft Invert: 612.83 ft Invert: 612.22 ft Invert: 608.42 ft Invert: 610.20 ft 620.00 MH-106 Rim: 615.11 ft Invert: 606.23 ft Elevation (ft) 615.00 O-1 Rim: 611.50 ft Invert: 608.00 ft P32: 225.2 ft @ 0.005 610.00 ft/ft P22: 99.6 ft @ 0.005 ft/ft P25: 60.8 ft @ 0.005 ft/ft Circle - 30.0 in HDPE P36B: 188.7 ft @ 0.00 Circle - 15.0 in HDPE Circle - 18.0 in HDPE 5 ft/ft Circle - 36.0 in P38: 180.6 ft @ 0.005 P21: 81.3 ft @ 0.005 ft/ft P23: 122.4 ft @ 0.005 ft/ft P24: 117.4 ft @ 0.005 ft/ft P30: 76.8 ft @ 0.005 ft/ft P33: 96.2 ft @ 0.005 ft/ft ft/ft Circle - 42.0 in HDPE Circle - 12.0 in HDPE Circle - 15.0 in HDPE Circle - 18.0 in HDPE Circle - 24.0 in HDPE Circle - 30.0 in HDPE 605.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 P29: 64.0 ft @ 0.005 ft/ft P37: 47.7 ft @ 0.005 ft/ft Circle - 24.0 in HDPE P36A: 11.1 ft @ 0.005 ft/ft Circle - 42.0 in HDPE Station (ft) P28: 74.0 ft @ 0.005 ft/ft Circle - 36.0 in P36C: 15.3 ft @ 0.005 ft/ft Circle - 24.0 in HDPE P35: 23.1 ft @ 0.005 ft/ft Circle - 36.0 in P27: 64.1 ft @ 0.005 ft/ft Circle - 36.0 in HDPE Circle - 24.0 in HDPE P34: 63.8 ft @ 0.005 ft/ft P26: 77.4 ft @ 0.005 ft/ft Circle - 36.0 in HDPE Circle - 18.0 in HDPE StormCAD C-DAT-2401824-StormCAD-2026-07-14.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.04.00.158] 7/17/2026 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- Page 1 of 1 1666 Page 1173 of 1174

07/22/26 Seneca Mall Redevelopment Former Seneca Mall, SE corner of Orchard Park Rd & Slade Ave 0 Orchard Park Road Benchmark Streamline, LLC 716-876-0160 4053 Maple Road Amherst, NY 14226 same as applicant same as applicant Carmina Wood Design 716-842-3165 80 Silo City Row, Suite 100, Buffalo, NY 14203 143.05-1-27.11, 143.05-1-27.12, 134.17-1-1, 134.17-1-2, 134.17-1-3, 134.17-1-4, 134.17-1-5, 134.17-1-6, 134.17-1-7, 143.05-1-28, 143.05-1-29, 143.05-1-30.1, 143.05-1-32.1, 143.05-1-33 Redevelopment of the site previously occupied by the Seneca Mall to include approximately 500,000 sf of new commercial buildings (shopping center, retail, restaurant, fast food with drive-thru), the existing Tops Markets will remain. The project will also include a fueling facility which is accessory to one of the anchor tenants. 56 +/- 56 +/- Orchard Park Road: 1,385 lf Slade Ave: 2,225 lf Ridge Road: 470 lf C-2(s) N/A grocery store, vacant commercial (shopping center, retail, restaurant, fast food with drive-thru, fuel facility) hotel, education, banking, grocery store, dispensary, single family residential M-1, M-1(s), C-1, C-2, C-2(s), R-60-A, R-65 ✔ ✔ Variance for total parking count, potentially other variances. Site Plan Approval, Building Permit Page 1174 of 1174