PBA09.10.2026packet (full text)

WEST SENECA PLANNING BOARD 1300 Union Road, West Seneca, NY 14224 6:00 PM in the Community Center September 10, 2026 AGENDA Meeting # 2026-09 CALL TO ORDER APPROVAL OF PROOFS OF PUBLICATION APPROVAL OF MINUTES 1. Minutes of Meeting #2026-08 OLD BUSINESS NEW BUSINESS SPR 2026-008 A request from Rusty Nickel located at 4350 Seneca St for an expansion on the right side of the building. ADJOURN Page 1 of 84

West Seneca Community Center Planning Board Proceedings 1300 Union Road Minutes #2026-08 West Seneca, NY 14224 August 13, 2026 Call To Order A motion was made by Margaret Bebak to open the public meeting at 6:00 PM, which was seconded by William Wise and approved. The meeting began with the Pledge of Allegiance. Roll Call Present: • Joe Sherman, Board Member • Margaret Bebak, Chairperson • James Frick, Board Member • Eric Sailer, Board Member • Tim Hayes, Board Member • William Wise, Board Member Absent: Excused absence for Mark Beeler noted by the Chair Approval of Proofs of Publication A motion was made by Chairperson Bebak to approve the proofs of publication. The motion was seconded Eric Sailor. • Ayes: All • Noes: 0 • Abstain: 0 • Motion carried Approval of Minutes A motion was made by Chairperson Bebak to approve the minutes from meeting #2026-07. The motion was seconded by Joseph Sherman. • Ayes: All • Noes: 0 • Abstain: 0 • Motion carried Old Businesses Page 2 of 84

SPR 2026-003 Request of Home Leasing for site plan approval for property located at 2544 Clinton Street to permit a three-story multi-unit residential building with associated site work. • Business Speakers: o Angela Eichholz (applicant representative) o Dave Johnson (Lovella) o Applicant Statements: o Submitted wetland delineation report; no wetlands found on site. o Believe remaining town engineer items are minor; seeking conditional site plan approval. o Architectural colors/elevations still under review; not finalized. o Operations/maintenance plans for rooftop heat pumps are standard across managed properties and require investor/state funder approval; access will be provided, specifics to be finalized. o Claims outreach to school superintendent (Ms. Kruger) occurred; has emails and policy information from school transportation regarding walking/busing; district has capacity for projected students. • Board Questions and Answers: o Margaret Bebak inquired about prior elevation/material coordination concerns. ▪ Applicant Response: Color coordination still in progress. o William Wise inquired about physical access, snow drifting, and snow clearing procedures. ▪ Applicant Response: Access will be included in the O&M plan; specifics are being refined, with 24-hour maintenance on call. o Joe Sherman raised several concerns: ▪ Blizzard contingency: Asked about capacity and logistics for relocating residents to the White Mansion community room, including food and duration plans. ▪ Applicant Response: Believes it was addressed previously; specifics were not on hand. ▪ Broader life safety: Voiced concern about the reliability of heat during prolonged storms and the need for timely rooftop maintenance. ▪ Fire protection/water supply: Observed only one hydrant across Clinton Street; concerned about 720 ft hose lays and PSI requirements. ▪ School coordination: Questioned contact with West Seneca CSD transportation (reported call with Associate Supervisor Josh Torres stating no contact received) and the superintendent regarding student impact. ▪ Applicant Response: Asserted superintendent contact occurred and documentation exists; characterized some comments as outside Planning Board purview. ▪ Fire apparatus access: Concerned about access to rear building areas, ladder reach/rescue times for second/third floors (especially for elderly/disabled residents), and response/setup times. o Dave Johnson Response: Noted that fire apparatus access, hydrant spacing, ladder reach, and life safety components are typically reviewed by the fire Page 3 of 84

department and during building permit review, characterizing them as building code issues rather than site plan items. Indicated fire department comments should address these concerns. o Additional Board Exchange: Joseph Sherman expressed dissatisfaction with repeated “we’ll get back” responses. Discussion acknowledged the boundary between building vs. site plan review. • Public Comments: o George Heidi (former volunteer firefighter): ▪ Questioned rooftop heat pump access and timely snow clearing due to heavy drifting. ▪ Asked about elevators for handicapped residents and ensuring accessibility, feeling these should have been addressed earlier. • Motion: A motion was made to approve the site plan as outlined in submitted drawings. An amendment was added by the Chair. o Recommendation: Approve site plan subject to the completion of the items enumerated in the letter from the Engineering Department. o Motion by: Margaret Bebak o Seconded by: James Frick o Ayes: Majority (voice vote "Aye") o Noes: Joseph Sherman & William Wise o Abstain: None stated o Motion carried New Businesses SPR 2026-007 Request of Benchmark Streamline LLC for site plan approval for property located at 325 Orchard Park Road for a multi-building mixed-use development (Costco anchor) and associated site work. • Business Speakers: o Ralph Lorigo (attorney, on behalf of Benchmark Streamline LLC) o Martin Dellebovi (Benchmark Group) o Chris Wood (Carmina Wood Design) – civil engineering lead o Mark Marchisano (Costco Director of Development) o Kimberly Masiuk (Project Manager, BL Companies (on behalf of Costco) o Kevin Kilguss, (Project Manager, BL Companies (on behalf of Costco) o Applicant Statements: o Project Overview: Seeking approval for a 56-acre development, including the Costco site and main infrastructure (interior roads, stormwater, utilities). The Costco building will be ~158,000 sq ft (~187,000 sq ft total with MDO) with gas pumps on an 18-acre parcel. The project is framed as a major tax base expansion. o Tenant Strategy: A mix of services, restaurants, and retail is planned to ensure a complementary tenant mix and high occupancy. Retailer interest reportedly exceeds available space. Page 4 of 84

o Parcel/Site Details: The Tops store remains; Tops Express, Community Bank, and Lorigo Law Offices are not part of the development. The rear of the Costco site abuts a railroad. o Traffic Improvements: The developer will fund significant off-site improvements, including replacing two traffic lights, adding a third on Slade Avenue, widening Slade Avenue with a center turn lane and sidewalks, and reconfiguring the Ridge Road/Slade Avenue/US-219 off-ramp. A right-in only driveway from Slade Avenue will serve Costco. o Stormwater & Sewer: A sewer capacity analysis was approved by the Town. Stormwater will discharge via a 6 ft x 6 ft NYSDOT-owned pipe that crosses Orchard Park Road through the Wegmans lot to a creek. This pipe was televised for inspection. All private sewer mains on the property will be replaced to eliminate I&I, and an I&I fee will be paid to the Town. o Geotechnical: A large on-site soil pile will be used to surcharge (compress) the soil under the Costco and fuel facility pads for structural stability. This process is expected to take 4-12 months. The soil will be redistributed on-site afterward. o Costco Specifics: The building includes a main retail area and a Market Delivery Option (MDO) area for local delivery. It will have a Tire Center (sales/installation only). The fuel facility will have 16 pumps (32 stations) with long hoses, ~145 feet of queuing space, an attendant, and digital signage. Truck circulation is designed to keep delivery vehicles away from the main customer entrance. Seven new fire hydrants and a fire protection loop are proposed. o Utilities & Landscaping: The site will have separate utility services. Landscaping will exceed town standards with native species and full-site irrigation. Lighting will be modern, dark-sky compliant LED. o Timeline: The team is targeting a Q2 2027 start for site work, with pad delivery to Costco by end of 2027/early 2028. Once Costco begins, development is expected to accelerate. Offsite traffic is part of the initial phase. • Board Questions and Answers: o Joseph Sherman asked if equipment could accelerate soil compression. ▪ Response: Surcharging was deemed most effective; will take 4-12 months. o James Frick asked about the discharge pipe ownership. ▪ Response: It's owned by NYSDOT and crosses the Wegmans lot to the creek. If over 5 ft, the state must inspect it every six years. o Tim Hayes asked about the timeline. ▪ Response: Surcharging can occur in winter (~4 months); target site work start Q2 2027. o Margaret Bebak asked for specifics on Slade Avenue improvements. ▪ Response: Widening, center turn lane, sidewalks, and new/upgraded signals, all paid by the developer. The traffic consultant performed analysis, and the design was iterated per County/DOT reviews, who are comfortable with it. Page 5 of 84

o Eric Sailor questioned about an entrance driveway leading directly into parking. o Response: Widening, center turn lane, sidewalks, and new/upgraded signals, all paid by the developer. o Tim Hayes asked about the "surcharge" concept. ▪ Response: It refers to placing a weight of soil to consolidate subsurface soils, not related to stormwater or environmental issues. o Margaret Bebak asked about the status of the traffic study with NYSDOT. ▪ Response: The County is satisfied; awaiting DOT feedback on the latest version. A DOT work permit is required before off-site work can begin. • Public Comments: o Unnamed Resident: Concerned about existing traffic congestion and requested clarity on the traffic study's effectiveness. ▪ Response (Board/Engineer): The study is extensive and coordinated with Erie County/NYSDOT. The proposed improvements at every surrounding intersection are expected to address current issues. o Jeff Quain: 1) Recommended alignment with the town's comprehensive plan. 2) Asked for certainty on Costco as the tenant, citing a news article. 3) Requested communications with the West Seneca School District be made public to understand impacts, especially regarding planned work near an elementary school. o Evelyn Hicks (Seneca Creek Road): 1) Asked for clarification on "surcharge." 2) Requested the Board delay voting to allow residents more time for review. 3) Asked about the integrity of the 40-50+ year old discharge pipe. 4) Asked about potential soil contamination from the former mall. o Peter Spilsbury (Fire Commissioner, West Seneca Fire District No. 5): Expressed strong support, citing benefits to the district's budget. o Joseph O’Donnell: Asked about traffic mitigation coverage, agency responses, legal prerequisites, and project phasing. o Mary Sherman (Caldwell Drive): Asked about improvements near the Route 400/Seneca Street exit. • Motions: o Motion to close the public hearing. ▪ Motion by: Chairperson Margaret Bebak ▪ Seconded by: Joseph Sherman ▪ Ayes: All ▪ Noes: None ▪ Abstain: None ▪ Motion carried o Motion to approve the site plan for both the overall site and Costco. ▪ Recommendation: Approval subject to: 1) Completion of requirements in the letter from the Town Engineering Department; and 2) NYSDOT approval and issuance of the DOT work permit prior to off-site work. ▪ Motion by: Chairperson Margaret Bebak ▪ Seconded by: Joseph Sherman ▪ Ayes: All ▪ Noes: None Page 6 of 84

▪ Abstain: None ▪ Motion carried Adjourn • Motion by: Margaret Bebak • Seconded by: James Frick • Time: 7:17 pm Page 7 of 84

SHEET INDEX DWG. SHEET NAME NO. ARCHITECTURE & ENGINEERING G-100 COVER C-001 EXISTING CONDITIONS - SCALE 1:30 255 ROUNDS AVE, BUFFALO NY 14225 C-001A EXISTING CONDITIONS - SCALE 1:20 DEMO PLAN AND EROSION AND C-002 SEDIMENT CONTROL PLAN PROJECT INFORMATION C-101 SITE PLAN C-102 GRADING PLAN Project Name 4350 SENECA STREET C-103 DRAINAGE PLAN BUILDING ADDITION C-104 UTILITY PLAN C-105 PHOTOMETRIC PLAN Project Address L-101 LANDSCAPE PLAN 4350 SENECA ST. WEST SENECA, NY 14224 A-101 1ST FLOOR PLAN PROJECT LOCATION WEST SENECA, NY A-102 2ND FLOOR PLAN Client Name A-201 ELEVATIONS PLAN HAVENS HOLDING GROUP Waves Project Number 24001.00 LOCATION MAP NTS 4350 SENECA STREET BUILDING ADDITION PROJECT ISSUE & REVISION SCHEDULE 07/27/26 PERMIT DRAWING Date Description 1 LOCATION MAP - 4350 SENECA ST # PROFESSIONAL STAMPS NTS APPLICANT: HAVENS HOLDING INC. PH/FAX: 585-305-5199 ADDRESS: 255 ROUNDS AVE, BUFFALO NY 14215 OWNER: HAVENS HOLDING INC. PH/FAX: 585-305-5199 ADDRESS: 255 ROUNDS AVE, BUFFALO NY 14215 ENGINEER/ARCHITECT: WAVES ARCH & ENGINEERING PH/FAX: 585-305-5199 ADDRESS: 255 ROUNDS AVE, BUFFALO NY 14215 SITE DATA - RUSTY NICKEL BREWING CO. SITE AREA = 35283.6 SF / 0.81 ACRES CURRENT ZONING: C2-7.E DESCRIPTION: COMMERCIAL ZONING AND SPECIAL USE (BREWERY) JULY 2026 ADDRESS: 4350 SENECA STREET, WEST SEENCA, NY 14224 SBL: 135.17-3-8.2 MINIMUM LOT SIZE: 9850 SF 4350 SENECA STREET ACTUAL LOT SIZE: 35283.6 SF AREA OF DISTURBANCE: 3383.29 SF <= OR >= 0.078 ACRES TOWN OF WEST SENECA, NY 14224 ARCES. SWPPP (NO) REQUIRED PROVIDED LOCATION MAP - 4350 SENECA ST 1. LOT COVERAGE IN % ACTUAL = 7.047% SETBACK REQUIREMENTS: NTS 2. 3. FRONT YARD SIDE YARD MIN. = 40 FT MIN. = 5 FT ACTUAL = 315 FT ACTUAL = 5 FT 4. TOTAL SIDE YARD MIN. = 10 FT ACTUAL = 32 FT 5. REAR YARD MIN. = 38 FT ACTUAL = 38 FT 6. BUILDING SEPARATION N/A 7. BUILDING HEIGHT MAX = 40 FT ACTUAL = 38 FT 8. FINISHED GROUND FLOOR MIN. 0', MAX. 4' ACTUAL = 0'-0" SHEET INFORMATION 9. GROUND STORY HEIGHT MIN.= 13' ACTUAL = 12'-0" Issued Scale for 22x34 Sheets BUILDING GROUND FLOOR TRANSPARENCY: 07/28/2026 N.T.S. 10. FRONT FACADE MIN. 30% ACTUAL = 36% Project Status 11. PEDESTRIAN ACCESS LOCATION MAIN ENTRANCE LOCATION PERMIT - SITE PLAN 12. WALL SURFACE MATERIAL BOARD AND BATTEN WOOD EXISTING = 3,000 SF ACTUAL = 4,808 SF Drawing Title 13. EXISTING / PROPOSED BUILDING SF 14. PARKING - EATING / DRINKING ESTABLISHMENT TWO (2) SPACES PER FIVE ACTUAL = 45 SPACES COVER NOTES: (5) SEATS. 223 PEOPLE Drawn By Checked By 1. IT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING MAX OCCUPANCY = 45 KSR JLH UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER AN ITEM ON THESE PLANS SPACES. IN ANY WAY. IF ALTERCATIONS TO THESE PLANS ARE REQUIRED, THE ALTERCATIONS SHALL BE MADE Drawing Number IN ACCORDANCE WITH ARTICLE 145 -- SUBSECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. 2. PROJECT PARCEL (4350 WEST SENECA ST, WEST SENECA NY, 14224) HAS NO WETLANDS, FLOODWAYS, AND FLOOD PLAINS. 15. EXISTING UTILITIES AND SIZES ACTUAL = SEE DWG C-104 G-100 Page 8 of 84

EXISTING CONDITIONS NOTES: 1. EXISTING TOPOGRAPHIC INFORMATION SHOWN IS BASED ON THE SURVEY PROVIDED BY THE OWNER UNLESS 4350 SENECA ST. OTHERWISE NOTED. OH W 2. EXISTING UTILITY INFORMATION SHOWN IS BASED ON AVAILABLE SURVEY DATA AND RECORD INFORMATION. ARCHITECTURE & ENGINEERING OH W UTILITY LOCATIONS, SIZES, AND ELEVATIONS SHALL BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. 255 ROUNDS AVE, BUFFALO NY 14225 OH W 3. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES BETWEEN EXISTING OH W FIELD CONDITIONS AND THE INFORMATION SHOWN ON THESE PLANS BEFORE PROCEEDING WITH WORK. PROJECT INFORMATION ZO 4. UNDERGROUND UTILITIES NOT SHOWN ON THESE PLANS R-7 NE OH Project Name W MAY EXIST. THE CONTRACTOR SHALL CONTACT THE 5 OH W APPROPRIATE UTILITY NOTIFICATION SERVICE PRIOR TO 4350 SENECA STREET ANY EXCAVATION. 5. EXISTING CONTOURS AND SPOT ELEVATIONS REPRESENT BUILDING ADDITION CONDITIONS AT THE TIME OF SURVEY. NO GUARANTEE IS Project Address OH W MADE REGARDING CHANGES OCCURRING AFTER THE OH SURVEY DATE. 4350 SENECA ST. WEST SENECA, NY 14224 W 6. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES AND SITE IMPROVEMENTS TO REMAIN THROUGHOUT OH W CONSTRUCTION. Client Name OH W 7. VERIFY THE LOCATION AND ELEVATION OF ALL EXISTING HAVENS HOLDING GROUP UTILITY STRUCTURES, INCLUDING SANITARY SEWER, STORM SEWER, WATER, GAS, ELECTRIC, TELECOMMUNICATIONS, OH W AND DRAINAGE FACILITIES, PRIOR TO BEGINNING Waves Project Number CONSTRUCTION. 24001.00 OH W 8. ANY DAMAGE TO EXISTING FACILITIES CAUSED BY ST CONSTRUCTION OPERATIONS SHALL BE REPAIRED OR OH REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST W TO THE OWNER. OHW ST K OH W AC ETB 1 DS ST OH OHW W ST AR C-100A PROJECT ISSUE & REVISION SCHEDULE RY OH EA W 'R W 25 OH OH W ZONE R-65A ZONE R-65A 5' SIDE YARD SETBACK 07/27/26 PERMIT DRAWING ZONE R-65 2018 ZONING MAP 2 SCALE: NTS Description ZONE C2.7E Date 1 # EXISTING PROP. PROFESSIONAL STAMPS BOUNDARY ZONE R-65A ST ST ST ST ST ST ST ZONE C2 ST ZONE C1-S ST ZONE C2 ST ST ST ST NOT FOR CONSTRUCTION ST ST ST SHEET INFORMATION Issued Scale for 22x34 Sheets 07/28/2026 1" = 30' ST Project Status OHW LEGEND: PERMIT - SITE PLAN Drawing Title ST EXISTING MAJOR CONTOURS EXISITNG CONDITIONS - OVERALL OHW EXISTING MINOR CONTOURS Drawn By Checked By EXISTING PROPERTY BOUNDARY ANW JLH 30 0 30 60 EXISTING SITE CONDITIONS MERGED PARCELS Drawing Number 1 C-001 OHW SCALE: 1" = 30' SCALE IN FEET Page 9 of 84

PLAN NOTES: 1. REF. SHEET C-001 FOR EXISTING CONDITIONS NOTES AND THE OVERALL EXISTING CONDITIONS PLAN. ARCHITECTURE & ENGINEERING OH W 255 ROUNDS AVE, BUFFALO NY 14225 OH W OH W PROJECT INFORMATION OH W Project Name 4350 SENECA STREET OH W BUILDING ADDITION OH W Project Address 4350 SENECA ST. OH W ZO WEST SENECA, NY 14224 R-7 NE OH W 5 Client Name HAVENS HOLDING GROUP OH W OH W Waves Project Number 24001.00 OH W OH W OH W OH W OH W PROJECT ISSUE & REVISION SCHEDULE OH W OH W OH ST W ST OH W W OH ST OH W ST 07/27/26 PERMIT DRAWING W OH OH W CK BA ST ST OH W SET Description OHW RD ST OH YA W ST AR ' RE OH W W 25 OH OH W OHW ZONE R-65A Date 1 ZONE # R-65A 5' SIDE YARD PROFESSIONAL STAMPS SETBACK ZONE R-65 ZONE C2.7E NOT FOR CONSTRUCTION EXISTING PROP. BOUNDARY ZONE R-65A ST ST ST ST SHEET INFORMATION ST Issued Scale for 22x34 Sheets LEGEND: ST 07/28/2026 1" = 20' EXISTING MAJOR CONTOURS Project Status ST PERMIT - SITE PLAN ST EXISTING MINOR CONTOURS PROPERTY LINE Drawing Title EXISITNG CONDITIONS SECTION EXISTING PROPERTY BOUNDARY Drawn By Checked By ST MERGED PARCELS ANW JLH 20 0 20 40 Drawing Number SCALE IN FEET C-001A Page 10 of 84

DEMOLITION NOTES: EROSION CONTROL PLAN: 1. CONTRACTOR SHALL VERIFY ALL EXISTING FIELD NOTE: THE FOLLOWING EROSION CONTROL PROCEDURES CONDITIONS PRIOR TO COMMENCING DEMOLITION SHALL BE ADHERED TO BY THE CONTRACTOR. THIS PROJECT OH W ACTIVITIES. NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISTURBS LESS THAN ONE (1) ACRE AND IS NOT SUBJECT TO DISCREPANCIES BETWEEN FIELD CONDITIONS AND THE NYSDEC SPDES GENERAL PERMIT COVERAGE OR SWPPP OH W 2. PLANS. DEMOLITION SHALL BE LIMITED TO ONLY THOSE ITEMS REQUIREMENTS. ARCHITECTURE & ENGINEERING SPECIFICALLY IDENTIFIED ON THE PLANS. EXISTING 1. ALL STUMPS AND BRUSH MAY NOT BE BURIED IN THE TOWN OH W IMPROVEMENTS NOT DESIGNATED FOR REMOVAL SHALL AND TOPSOIL MAY NOT BE REMOVED FROM THE WORK 255 ROUNDS AVE, BUFFALO NY 14225 REMAIN AND BE PROTECTED THROUGHOUT WITHOUT A PERMIT. OH W CONSTRUCTION. 2. INSTALL SILT SOCK ALONG THE LIMITS OF DISTURBANCE AS OH W 3. CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY NOTIFICATION SERVICE AT LEAST 72 HOURS PRIOR TO SHOWN ON THIS PLAN. REPLACE OR REPAIR WHEREVER CLOGGED, DAMAGED, OR INOPERABLE. PROJECT INFORMATION EXCAVATION OR DEMOLITION. FIELD VERIFY THE 3. THE CONTRACTOR SHALL MAINTAIN ALL TEMPORARY OH W LOCATION OF ALL UNDERGROUND UTILITIES BEFORE SEDIMENT CONTROLS UNTIL DISTURBED AREAS ARE FULLY Project Name BEGINNING WORK. STABILIZED. 4350 SENECA STREET OH W 4. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES AND 4. DIRT OR DEBRIS TRACKED ONTO PUBLIC ROADS SHALL BE BUILDING ADDITION FACILITIES TO REMAIN. ANY DAMAGE RESULTING FROM REMOVED AND ROAD SURFACES CLEANED DAILY. OH W CONSTRUCTION OPERATIONS SHALL BE REPAIRED OR 5. THE CONTRACTOR SHALL CONTROL DUST THROUGHOUT Project Address REPLACED BY THE CONTRACTOR AT NO ADDITIONAL CONSTRUCTION. USE OF PETROLEUM-BASED PRODUCTS 4350 SENECA ST. OH W COST TO THE OWNER. FOR DUST SUPPRESSION IS PROHIBITED. WEST SENECA, NY 14224 5. REMOVE AND LEGALLY DISPOSE OF ALL DEMOLISHED 6. ALL DISTURBED AREAS SHALL BE STABILIZED (SEEDED, OH MATERIALS OFF-SITE UNLESS OTHERWISE DIRECTED BY THE MULCHED, OR OTHERWISE PROTECTED) WITHIN 14 DAYS OF Client Name OWNER. CEASED DISTURBANCE. HAVENS HOLDING GROUP W 6. SAWCUT EXISTING PAVEMENT, CONCRETE SLABS, 7. THE CONTRACTOR IS RESPONSIBLE FOR MAINTENANCE OF OH W SIDEWALKS, AND CURBS AT THE LIMITS OF DEMOLITION TO DOWNSTREAM STORM SEWERS, DITCHES, AND CULVERTS. PROVIDE NEAT, STRAIGHT EDGES FOR PROPOSED SILT BUILDUP RESULTING FROM THIS PROJECT SHALL BE OH CONSTRUCTION. REMOVED AT NO ADDITIONAL EXPENSE TO THE OWNER OR Waves Project Number 24001.00 W 7. BACKFILL EXCAVATIONS RESULTING FROM DEMOLITION MUNICIPALITY. OH W WITH APPROVED STRUCTURAL FILL AND COMPACT IN 8. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE ACCORDANCE WITH THE PROJECT SPECIFICATIONS. MAINTAINED UNTIL DISTURBED AREAS ARE STABILIZED, AS OH EXISTING GRADING DISTURBED DURING DEMOLITION DIRECTED BY THE ENGINEER. W SHALL BE RESTORED OR REGRADED AS SHOWN ON THE 9. STOCKPILE AND CONCRETE WASHOUT LOCATIONS SHALL PROPOSED GRADING PLAN, C-102. BE ESTABLISHED AS SHOWN ON THIS PLAN, INCLUDING SILT OH W 8. CONTRACTOR SHALL MAINTAIN SAFE ACCESS TO SOCK AROUND STOCKPILE BASES. STOCKPILES SHALL BE OCCUPIED PORTIONS OF THE SITE THROUGHOUT TEMPORARILY STABILIZED AS SOON AS PRACTICABLE. OH W DEMOLITION OPERATIONS UNLESS OTHERWISE APPROVED 10. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR BY THE OWNER. REUSE AS DIRECTED BY THE OWNER. TOPSOIL MAY NOT BE OH W 9. STOCKPILE MATERIALS DESIGNATED BY THE OWNER FOR REMOVED FROM SITE WITHOUT A PERMIT. PROJECT ISSUE & REVISION SCHEDULE SALVAGE IN A LOCATION APPROVED BY THE OWNER. 11. INLET PROTECTION SHALL BE INSTALLED AT ALL STORM OH ST ALL REMAINING DEMOLISHED MATERIALS SHALL BECOME DRAINAGE STRUCTURES PRIOR TO THE STRUCTURE W THE RESPONSIBILITY OF THE CONTRACTOR. BECOMING OPERATIONAL, REGARDLESS OF WHETHER 10. PROTECT ALL TREES, LANDSCAPING, STRUCTURES, AND SHOWN ON THIS PLAN. THE CONTRACTOR SHALL FIELD ST OH W SITE FEATURES DESIGNATED TO REMAIN FROM DAMAGE VERIFY THE LOCATION OF ALL STORM STRUCTURES WITHIN W OH DURING DEMOLITION OPERATIONS. THE LIMITS OF DISTURBANCE PRIOR TO COMMENCING ST 11. EXISTING UTILITIES ENCOUNTERED THAT ARE TO REMAIN IN WORK AND NOTIFY THE ENGINEER OF ANY OH W SERVICE SHALL BE ADEQUATELY SUPPORTED AND DISCREPANCIES. ST PROTECTED THROUGHOUT CONSTRUCTION. 12. ANY UTILITIES DISCOVERED DURING DEMOLITION THAT SEQUENCE OF MAJOR ACTIVITIES: OHW OH W CONFLICT WITH PROPOSED IMPROVEMENTS AND ARE NOT SHOWN ON THE PLANS SHALL BE BROUGHT TO THE NOTE: A STABILIZED CONSTRUCTION ENTRANCE IS NOT CK ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING. REQUIRED, AS THE EXISTING PARKING LOT WILL SERVE THIS BA ST ST OH W 13. CONTRACTOR SHALL COORDINATE DEMOLITION FUNCTION. 07/27/26 PERMIT DRAWING SET ACTIVITIES WITH THE OWNER TO MINIMIZE DISRUPTION TO W OH RD ST OH ONGOING SITE OPERATIONS. YA W 1. INSTALL EROSION CONTROL MEASURES. ST RELOCATION OF EXISTING ELEC. POLE AR 2. ESTABLISH STOCKPILE AND CONCRETE WASHOUT ' RE Description OH W LOCATIONS AS SHOWN ON THIS PLAN. OHW 25 3. COMMENCE SITE EXCAVATION. 4. COMMENCE CONSTRUCTION. OH W 5. ESTABLISHMENT (FINAL GRADING, SEEDING, PLANTING, SSK SSK AND STABILIZATION). SSK LOD W OH RESTORATION NOTES: LOD LO D LIMIT OF DISTURBANCE 1. ADJACENT AREAS DISTURBED OR DAMAGED DURING RELOCATION/ DEMOLITION OF EXISTING ELEC. POLE AREA = 3383.29 ft² CONSTRUCTION SHALL BE RESTORED IN KIND TO THE SSK EXISTING SHED, TBD BY OWNER TO BE RELOCATED SATISFACTION OF THE OWNER. PROTECT IN PLACE EXISTING 2. WHEN RESTORING LAWN AREAS ADJACENT TO NEW SSK STOCKPILE AREA PAVILION STRUCTURE CONSTRUCTION, ON-SITE MATERIAL MAY BE USED TO BACKFILL WITHIN SIX INCHES OF FINISHED SURFACE, Date THOROUGHLY COMPACTED AND FREE OF GRASS CLUMPS, LOD REMOVE EX. CONC. RETAINING WALL IN TREE ROOTS, ASPHALT PIECES, OTHER EXTRANEOUS LOD FULL. REF. C-102 FOR NEW RETAINING MATERIAL, AND STONES LARGER THAN 1 INCH. WALL LOCATION AND ELEVATIONS 3. ALL DISTURBED UNSURFACED AREAS SHALL RECEIVE FOUR 5' SIDE YARD INCHES OF TOPSOIL, SEED, AND MULCH, AND SHALL BE LOD 1 SETBACK WATERED UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. DISTURBED ASPHALT, CONCRETE, OR PAVING # STONE AREAS SHALL BE REPLACED IN KIND: SAW CUT FULL DEPTH ALONG STRAIGHT, TRUE LINES; PAVING STONES PROFESSIONAL STAMPS REPLACED IN WHOLE UNITS MATCHING EXISTING SIZE, LO D SHAPE, AND COLOR; ASPHALT COMPACTED TO A CHILLER ON CONC. PAD TO SMOOTH FINISH FLUSH WITH ADJACENT SURFACES TO BE RELOCATED, REF. C-101 REMAIN. FOR NEW LOCATION LOD SILT SOCK, TYP. INSPECTION AND MAINTENANCE PROCEDURES: NOTE: THE CONTRACTOR SHALL ASSIGN AN INDIVIDUAL RESPONSIBLE FOR INSPECTION AND MAINTENANCE OF LOD LOD TEMPORARY EROSION AND SEDIMENTATION CONTROL SSK MEASURES, INCLUDING BUT NOT LIMITED TO: LOD SILT SOCK, TYP. SS K LO D 1. INSPECT ALL EROSION CONTROL MEASURES AT LEAST ONCE EVERY SEVEN CALENDAR DAYS, AND FOLLOWING SNOWMELT/FREEZE-THAW EVENTS. 2. MAINTAIN ALL MEASURES IN GOOD WORKING ORDER AS DEEMED NECESSARY BY THE TOWN AND ENGINEER; LOD COMPLETE REPAIRS WITHIN 24 HOURS OF BEING REPORTED. SILT SOCK, TYP. CONC. WASH OUT 3. CHECK AND REPAIR SILT SOCK AND EROSION CONTROL DEVICES AS NECESSARY. 4. INSPECT TEMPORARY AND PERMANENT LOD SEEDING/PLANTING FOR BARE SPOTS, WASHOUTS, AND HEALTHY GROWTH; REPAIR AS NECESSARY. 5. MONITOR NEIGHBORING ROADWAYS AND SWEEP TRACKED MUD, DIRT, OR ROCK AS NECESSARY. 6. VERIFY THAT INLET PROTECTION IS IN PLACE AT ALL STORM STRUCTURES ENCOUNTERED IN THE FIELD, INCLUDING ANY NOT SHOWN ON THIS PLAN, AND REPORT ANY UNPROTECTED OR PREVIOUSLY UNIDENTIFIED STRUCTURES TO THE ENGINEER IMMEDIATELY. PLAN NOTES: 1. SHOULD CONSTRUCTION TAKE PLACE PRIOR TO ISSUANCE OF 100% IFC DRAWINGS, WAVES ASSUMES NO INLET PROTECTION RESPONSIBILITY, LIABILITY, QUANTITY OR RELATED. 2. SURVEY PROVIDED BY LABELLA. WAVES ASSUMES NO NOT FOR CONSTRUCTION RESPONSIBILITY FOR ACCURACY AND CONTENT. ST 3. UPDATED PLAN TO BE MAINTAINED BY FIELD CONSTRUCTION TEAM, AND SHARED WITH WAVES AE ON A WEEKLY BASIS. ST ST LEGEND: ST ST EXISTING MAJOR CONTOURS ST EXISTING MINOR CONTOURS PROPERTY SETBACK MIN. SHEET INFORMATION Issued Scale for 22x34 Sheets ST ST PROPERTY LINE 07/28/2026 1" = 20' LOD LIMIT OF DISTURBANCE Project Status SSK SSK SILT SOCK PERMIT - SITE PLAN ST INLET PROTECTION Drawing Title DEMO AND ESC PLAN DEMOLITION LINE Drawn By Checked By ST DEMOLITION ANW JLH 20 0 20 40 DEMOLITION OF EXISTING TREES Drawing Number C-002 ST SCALE IN FEET Page 11 of 84

OH W OH W SITE PLAN NOTES: OH W 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF OH W THE TOWN OF WEST SENECA AND ALL APPLICABLE NYS CODES AND REGULATIONS. OH W 2. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING SITE ARCHITECTURE & ENGINEERING CONDITIONS, DIMENSIONS, AND UTILITY LOCATIONS PRIOR OH W TO COMMENCING CONSTRUCTION AND NOTIFY THE 255 ROUNDS AVE, BUFFALO NY 14225 ENGINEER OF ANY DISCREPANCIES. OH 3. BOUNDARY AND TOPOGRAPHIC INFORMATION SHOWN IS W BASED ON A SURVEY PROVIDED TO WAVES ARCHITECTURE OH & ENGINEERING; CONTRACTOR SHALL NOT SCALE PROJECT INFORMATION W DRAWINGS AND SHALL USE DIMENSIONS AS NOTED. 4. PROPOSED ADDITION AND SITE IMPROVEMENTS SHALL BE Project Name OH W CONSTRUCTED IN ACCORDANCE WITH DIMENSIONS, SETBACKS, AND LOCATIONS SHOWN ON THIS PLAN. 4350 SENECA STREET OH W 5. CONTRACTOR SHALL PROTECT ALL EXISTING TREES, BUILDING ADDITION LANDSCAPING, STRUCTURES, AND SITE FEATURES NOT DESIGNATED FOR REMOVAL OR RELOCATION. Project Address OH W 6. RETAINING WALL DESIGN, TOP OF WALL ELEVATIONS, AND 4350 SENECA ST. OH ST GRADING SHALL BE PER THE GRADING PLAN (SHEET WEST SENECA, NY 14224 W C-102). 7. ANY DISCREPANCY BETWEEN FIELD CONDITIONS AND Client Name OH W ST PLAN INFORMATION SHALL BE REPORTED TO THE ENGINEER HAVENS HOLDING GROUP PRIOR TO PROCEEDING WITH WORK. ST 8. ALL DISTURBED AREAS OUTSIDE THE LIMITS OF W Waves Project Number OH OH W CONSTRUCTION SHALL BE RESTORED TO MATCH EXISTING CONDITIONS. ST 9. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL 24001.00 OH W NECESSARY PERMITS AND APPROVALS PRIOR TO ST COMMENCING SITE WORK. OHW OH W ST OH W ST W OH OH ST W PROJECT ISSUE & REVISION SCHEDULE ST OHW OH W ST OH W ST W OH ST OH W K AC ST ST B OH W SET OHW RD ST YA OH W ST AR 07/27/26 PERMIT DRAWING ' RE W OH OH 25 W ST ' 38 Description OHW NEW RETAINING WALL REF. C-102 W OH FOR TOW ELEVATIONS AND GRADING PLAN OHW Date 42'-0" 1 5.00' # PROFESSIONAL STAMPS NEW LOCATION FOR COOLER & CHILLER (11'X24') 6" CONCRETE SLAB W/ 6" CURB & FRAMED LEAN-TO 24.00' ROOF & STICK FRAMED WALLS 11'-0" TWO STORY BLDG. 5' SIDE YARD ADDITION (FFE:648.5) SETBACK 2ND STORY (FFE: 662.3) 68'-6" COMPACTED STONE, TYP. 5'-7" 42'-0" 5.14' NOT FOR CONSTRUCTION NEW LANDSCAPE BED NEW LOADING W/ 6" WIDE CURB DOCK LANDING NEW 6" CONC. APRON SHEET INFORMATION LEGEND: Issued Scale for 22x34 Sheets 07/28/2026 1" = 10 PROPERTY SETBACK MIN. Project Status PROPOSED RETAINING WALL PERMIT - SITE PLAN CONCRETE PAD Drawing Title COMPACTED STONE SITE PLAN Drawn By Checked By PROPOSED ADDITION ANW JLH 10 0 10 20 LANDSCAPE BED Drawing Number SCALE IN FEET COORDINATE C-101 Page 12 of 84

OH W OH W GENERAL NOTES: OH W 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING ELEVATIONS AND CONDITIONS PRIOR TO COMMENCING OH W WORK AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES. OH W 2. ALL GRADING SHALL CONFORM TO THE ELEVATIONS, ARCHITECTURE & ENGINEERING SLOPES, AND DETAILS SHOWN ON THIS PLAN. OH W 3. EXISTING MAJOR AND MINOR CONTOURS ARE SHOWN 255 ROUNDS AVE, BUFFALO NY 14225 FOR REFERENCE ONLY; PROPOSED CONTOURS INDICATE OH ST FINAL GRADING CONDITION. W 4. CONTRACTOR SHALL PROTECT EXISTING UTILITIES, ST LANDSCAPING, AND SITE FEATURES NOT DESIGNATED FOR PROJECT INFORMATION OH W REMOVAL OR DISTURBANCE. 5. RETAINING WALL(S) SHOWN SHALL BE CONSTRUCTED PER Project Name STRUCTURAL ENGINEER'S DESIGN AND DETAILS; THIS SHEET ST 4350 SENECA STREET W OH OH W IS FOR LOCATION AND GRADING REFERENCE ONLY. ST 6. ALL DISTURBED AREAS SHALL BE RESTORED TO MATCH BUILDING ADDITION EXISTING OR PROPOSED FINISH GRADE AND STABILIZED TO OH W PREVENT EROSION. Project Address ST 7. SITE GRADING SHALL PROVIDE POSITIVE DRAINAGE AWAY 4350 SENECA ST. OHW OH W FROM ALL BUILDING FOUNDATIONS. WEST SENECA, NY 14224 ST 8. CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE LOCAL, COUNTY, AND NYS CODES AND Client Name OH W ST PERMITS RELATED TO GRADING, DRAINAGE, AND HAVENS HOLDING GROUP W RETAINING WALL CONSTRUCTION. OH 9. ANY DISCREPANCY BETWEEN FIELD CONDITIONS AND OH W ST PLAN INFORMATION SHALL BE REPORTED TO THE ENGINEER Waves Project Number PRIOR TO PROCEEDING WITH WORK. 24001.00 ST OHW OH W ST OH W ST W OH ST OH W CK ST A ST ETB OH W PROJECT ISSUE & REVISION SCHEDULE OHW S RD ST YA OH W ST AR ' RE W OH OH 25 W ST ' 38 OHW 07/27/26 PERMIT DRAWING W OH TOW: 662.00 TOW: 669.00 661 662 FINISHED GRADE OHW Description BETWEEN RETAINING TOW: 662.00 WALLS ELEV. 662 FFE: 648.5 FFE: 648.5 TOW: 669.00 5.00' TOW: 662.00 Date TOW: 666.00 MATCH TO EXISTING 1 # TOW: 663.00 CONC. PAD 5' SIDE YARD PROFESSIONAL STAMPS ELEV. = 648.5 SETBACK TOW: 655.00 65 5 650 MATCH EXISTING FFE: 648.5 FFE: 648.5 5.14' PROPOSED LANDSCAPE BED SLOPE TO GRADE 6" WIDE CURB, MATCH NEW 6" CONC. APRON EXISTING PAVEMENT MATCH EXISTING NOT FOR CONSTRUCTION LEGEND: EXISTING MAJOR CONTOURS SHEET INFORMATION EXISTING MINOR CONTOURS Issued Scale for 22x34 Sheets 07/28/2026 1" = 10' 100 PROPOSED MAJOR CONTOURS Project Status 100 PROPOSED MINOR CONTOURS PERMIT - SITE PLAN PROPOSED RETAINING WALL Drawing Title CONCRETE PAD GRADING PLAN Drawn By Checked By PROPOSED ADDITION ANW JLH 10 0 10 20 LANDSCAPE BED Drawing Number SCALE IN FEET COMPACTED STONE C-102 Page 13 of 84

OH W RETAINING WALL OR DRAINAGE PLAN NOTES: OH W BUILDING FOOTING VARIES 1. NO NYSDEC OR FEDERAL WETLANDS OR 100-YEAR OH W FLOODPLAIN BOUNDARIES ARE LOCATED ON OR WITHIN THE VICINITY OF THIS SITE. OH W 2. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, OH W SELECT STRUCTURAL FILL, TYP. GEOTEXTILE DRAINAGE WATER, STORM, SANITARY) THAT CROSS THROUGH ANY ARCHITECTURE & ENGINEERING FABRIC, WRAPPING TRENCH, PAVEMENT AREA. LIMITS OF SELECT BACKFILL ARE SHOWN W/ 1FT OVERLAP AT TOP HEREON. 255 ROUNDS AVE, BUFFALO NY 14225 VARIES - MIN. 1FT OH W NYSDOT No. 2 WASHED BANK RUN GRAVEL 3. A MINIMUM OF 6 INCHES OF COVER IS REQUIRED FOR ALL STORM SEWER PIPES LOCATED IN GRASS AREAS. A MINIMUM PROJECT INFORMATION OH W 4" PERF. UNDERDRAIN- CONNECT TO CATCH BASIN OF 12 INCHES OF COVER IS REQUIRED FOR ALL STORM OH W (SEE PLAN FOR SIZE) SEWER PIPES LOCATED IN PAVEMENT AREAS. STORM SEWER PIPE LOCATED WITHIN THE SUB-BASE OF THE PAVEMENT IS Project Name OH ST NOT PERMITTED. 4350 SENECA STREET 4" W 4. NO STORMWATER SHALL DRAIN ONTO ADJOINING BUILDING ADDITION ST PROPERTIES. OH W Project Address OHW ST 5. STORMWATER SYSTEMS HAVE BEEN DESIGNED FOR THE 4350 SENECA ST. OH W 25-YEAR STORM EVENT. WEST SENECA, NY 14224 OVERFLOW WEIR ST 6. PROVIDE STONE RIP RAP AT ALL PIPE OUTLETS FROM THE Client Name W INV.=645.0 OH 100-YR STORM ELEV. OH W UNDISTURBED COMPACTED DETENTION POND/INFILTRATION PRACTICES. HAVENS HOLDING GROUP CK SUBGRADE, TYP. 7. PROVIDE EMERGENCY OVERFLOW FOR THE DETENTION BA ST ST OH Waves Project Number W POND/INFILTRATION PRACTICES AT THE 100-YEAR STORM SET EXISTING INFILTRATION BED ELEVATION. OHW 24001.00 D NOTES: AR ST OH W A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS 8. INVERT ELEVATIONS ARE SHOWN FOR ALL CULVERTS UNDER Y ST RECOMMENDATIONS. AR DRIVEWAYS. ALL CULVERTS UNDER DRIVEWAYS SHALL HAVE ' RE OH B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. GALVANIZED END SECTIONS. ' W 38 W 25 OH C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. INVERT = 649.0 INVERT = 663.0 OH W D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL UD UD RUN UNDERDRAIN ALONG BE USED IN ALL UNSHEETED TRENCH AREAS. BACK OF FOOTING OHW OH UD W UD UD UD PROJECT ISSUE & REVISION SCHEDULE UD UNDERDRAIN DETAIL UD UD UD 5.00' UD UD TWO STORY BLDG. ADDITION 5' SIDE YARD UD (FFE:648.5) SETBACK EXISTING INFILTRATION BED 2ND STORY 07/27/26 PERMIT DRAWING (FFE: 662.3) UD Description 5.14' Date G 5-2 RA % 1. DE , TY VA P. RI ES 1 , # PROFESSIONAL STAMPS ST ST ST ST ST ST ST ST ST ST ST ST ST SHEET INFORMATION ST ST Issued Scale for 22x34 Sheets 07/28/2026 1" = 20' Project Status PERMIT - SITE PLAN LEGEND: Drawing Title PROPOSED FLOW PATH DRAINAGE PLAN UD PROPOSED UNDERDRAIN Drawn By Checked By ERS JLH PROPOSED ADDITION 20 0 20 40 Drawing Number SCALE IN FEET INFILTRATION BED C-103 Page 14 of 84

OH W UTILITY PLAN NOTES: OH W 1. EXISTING CONDITIONS SHOWN FOR CLARITY OH W 2. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL OH SANITARY SEWER AND WATER SERVICES. ARCHITECTURE & ENGINEERING W OH W 3. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO STARTING THE 255 ROUNDS AVE, BUFFALO NY 14225 OH W CONNECTION TO THE NEW WATER SERVICE. 4. CONNECTION TO THE EXISTING WATERLINE SHALL BE MADE OH W VIA A TAPPING SLEEVE AND VALVE. PROJECT INFORMATION OH W 5. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, Project Name OH WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA. LIMITS OF SELECT BACKFILL ARE SHOWN 4350 SENECA STREET W ST HEREON. BUILDING ADDITION OH W 6. ALL WATER, SANITARY, GAS, AND ELECTRIC SERVICES SHALL Project Address 4350 SENECA ST. OHW ST BE INSTALLED IN ACCORDANCE WITH THE APPLICABLE UTILITY PROVIDER'S STANDARDS AND SPECIFICATIONS. WEST SENECA, NY 14224 CK OH W Client Name A ETB HAVENS HOLDING GROUP DS ST OH OHW W ST R YA RELOCATION OF EXISTING ELEC. POLE Waves Project Number AR ' OH 38 W 24001.00 ' RE W 25 OH OH W GRASS AREA - LAWN RESTORATION TRENCH EXCAVATION AND DRIVEWAY OR PAVEMENT OR FIELD RESTORATION 5.00' BACKFILL LIMIT I.D. + 2'-0" SECTION SEE DETAIL TWO STORY BLDG. ADDITION 5' SIDE YARD SAWCUT PROJECT ISSUE & REVISION SCHEDULE PROP. 4" PVC (FFE:648.5) SETBACK 4" TOPSOIL (MIN.) PAVEMENT SANITARY LATERAL, 2ND STORY TIE TO 4" EX. LATERAL (FFE: 662.3) 1'-0" MIN. INV. EL.: 645.50 LIMITS OF SELECT COMPACTED BACKFILL CAN BE SUITABLE SEWER WARNING TAPE BACKFILL NATIVE MATERIAL, WITH NO AGGREGATE LARGER THAN 4" SIZE 5.14' SUBBASE STONE SA (NYSDOT 304.12 TYPE II) 6" W ALL TRENCH EXCAVATION 5' FROM THE I.D. 07/27/26 PERMIT DRAWING EDGE OF THE PAVED SHOULDER SEWER (MEASURED FROM THE CENTERLINE OF THE W 4" EX. PVC SANITARY LINE HAUNCH AREA: (1/2 O.D. OF PIPE) WILL HAVE THE EXCAVATED MATERIAL PIPE) STONE TO BE THOROUGHLY REMOVED AND COMPLETELY BACKFILLED 6" COMPACTED OUT TO TRENCH Description 1" EX. COPPER WATER SERVICE AND COMPACTED WITH SUBBASE STONE WALLS (NYSDOT 304.12, TYPE II). W UNDISTURBED EARTH SELECT GRANULAR FILL OR ROCK (NYSDOT 203.07) 2" EX. GAS SERVICE POSSIBLE NEW 2" PLASTIC W WATER SERVICE (DIRECTIONALLY BORED), PENDING FUNDING NOTES: ST 1. CONTRACTOR TO PROVIDE SAFE EXCAVATION; SLOPE TRENCH WALLS, USE TRENCH BOX, OR SHEETING & BRACING Date PER OSHA SPECIFICATIONS. TRENCH BOX OR SHEETING AND BRACING TO BE LIFTED ABOVE THE SPRING LINE OF PIPE ST BEFORE BACKFILLING ABOVE SPRING LINE W 2. PAVEMENT BACKFILL AND RESTORATION REQUIREMENTS SHALL APPLY TO WORK PERFORMED UNDER PROPOSED ST ROADWAYS. 1 # ST 3. BACKFILL OF SUITABLE MATERIAL SHALL BE COMPACTED IN 6" LIFTS. ST PROFESSIONAL STAMPS W 4. ALL DISTURBED AREAS SHALL BE MULCHED OR HAVE TURF ESTABLISHMENT WITHIN 10 DAYS IF IN A GRASS AREA. SANITARY GRAVITY SEWER AND LATERAL TRENCH DETAIL ST W ST W ST ST W ST ST ST W ST W ST ST W NOT FOR CONSTRUCTION ST W ST OHW W ST WATER METER OHW W SHEET INFORMATION LEGEND: Issued Scale for 22x34 Sheets OHW EXISTING WATER LINE 07/28/2026 1" = 30' EXISTING SANITARY LINE Project Status W EXISTING GAS SERVICE PERMIT - SITE PLAN OHW OHW EXISTING OVERHEAD ELECTRIC Drawing Title UTILITY PLAN PROPOSED SANITARY LINE SA Drawn By Checked By W PROPOSED WATER LINE ERS JLH 30 0 30 60 PROPOSED ADDITION Drawing Number SCALE IN FEET C-104 Page 15 of 84

WAVES Fixture Schedule Type Mark Manufacturer Model Description Count Lumens Wattage Voltage Fixture Color ARCHITECTURE & ENGINEERING A RAB Lighting CD43-4WW LED Cylinder 6 1600 lm 16 W 120 V Black Lighting 4350 Seneca Street B Barn Light BLE-W-WHU16-10 Union LED 7 2000 lm 27 W 120 V Black West Seneca, NY 14224 Electric 0-NA-NA-LED16-3 Wall Sconce 000K-DL-NA Grand total: 13 PROJECT INFORMATION Project Number 25023.00 Client Name RUSTY NICKEL BREWING Project Name RUSTY NICKEL BREWERY TYPE A B A Project Address A Enter address here 4350 SENECA ST. WEST SENECA, NY B 14224 PROJECT ISSUE & REVISION SCHEDULE No. Description Date B A PROFESSIONAL STAMPS A A A B B B B TYPE B L1 Exterior Lighting Plan Second Floor Architectural Ceiling Plan 1 2 1/8" = 1'-0" 1/8" = 1'-0" Not For Construction SHEET INFORMATION Issued Scale 03/31/22 1/8" = 1'-0" Project Status CONCEPT DESIGN Drawn By Checked By AV BK Drawing Title Photometric Plan Drawing Number C105 Page 16 of 84

OHW ABRV. OHW BB LANDSCAPE NOTES: LS OHW 1. CONTACT UDIG NY (811 OR (800) 962-7962) TO LOCATE AM EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. OHW MD 2. CONTRACTOR SHALL SUPPLY ALL MATERIALS FOR THE OHW COMPLETION OF ALL WORK ITEMS ASSOCIATED WITH THIS OHW ST 3. INSTALLATION PER PLANS AND SPECIFICATIONS. PRIOR TO THE START OF ANY SITE CONSTRUCTION, THE ARCHITECTURE & ENGINEERING OHW ST CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH A FIELD CHECK AND NOTIFY OWNER REPRESENTATIVE OF ANY 255 ROUNDS AVE, BUFFALO NY 14225 DISCREPANCIES. OHW 4. CONTRACTOR SHALL COORDINATE WITH THE LANDSCAPE ST ARCHITECT THE FIELD ADJUSTMENTS OF PLANT LOCATIONS PROJECT INFORMATION THAT ARE IN CONFLICT WITH UNDERGROUND ST OHW OBSTRUCTIONS OR UTILITIES. Project Name OHW 5. PLANT SUBSTITUTIONS ARE NOT PERMITTED UNLESS APPROVED IN ADVANCE BY THE LANDSCAPE ARCHITECT. 4350 SENECA STREET OHW 6. PROVIDE QUANTITY SIZE, GENUS, SPECIES AND VARIETY OF BUILDING ADDITION PLANTS INDICATED COMPLYING WITH APPLICABLE REQUIREMENTS OF ANSI Z60.1, LATEST EDITION. Project Address OHW 7. COMPLETELY REMOVE ALL GRASS, WEEDS AND 4350 SENECA ST. VEGETATION FROM AREAS TO RECEIVE SOD/SEED AND WEST SENECA, NY 14224 FROM PLANT BEDS BEFORE PLACING ADDITIONAL SOIL, OHW COMPOST, SOD/SEED OR PLANTS. PROPERLY DISPOSE OF Client Name GRASS, WEEDS, VEGETATION OR OTHER DEBRIS OFF SITE. HAVENS HOLDING GROUP OHW 8. CONTRACTOR SHALL PREPARE SUBGRADE AND INSTALL OHW TOPSOIL TO LEVEL SUBGRADE AS NECESSARY, IN AREAS DESIGNATED AS SOD/SEED ON THE PLANS. FINISHED LEVEL OF SODDED/SEEDED AREAS SHALL BE FLUSH WITH Waves Project Number ADJACENT CURB, SIDEWALK OR PLANT BED. THE 24001.00 CONTRACTOR SHALL IMPORT TOPSOIL AS NECESSARY. 4" X 8" SOIL RING AROUND PERIMETER OF 4" SHREDDED HARDWOOD 9. LANDSCAPE CONTRACTOR SHALL PREPARE PLANT BEDS ROOT BALL, CENTER ON BARK MULCH, KEEP CLEAR WITH PLANTING SOIL, INCLUDING 2" OF COMPOST, AND DOWNHILL SIDE OF OF STEMS, NO MORE THAN ROTOTILL AS DIRECTED IN PROJECT SPECIFICATIONS. THE ROOT BALL FOR 240° 1" OF MULCH ON TOP OF LANDSCAPE CONTRACTOR SHALL IMPORT TOPSOIL AND OHW ROOT BALL COMPOST AS NECESSARY. 10. AMEND SOIL FOR BACKFILL WITH PLANTING SOIL FOR OPTIMUM PLANT GROWTH. REMOVE ALL ROCKS AND FINISHED GRADE PLANTING SOIL MIX TO DEBRIS THAT ARE NOT CONDUCIVE TO PLANT GROWTH INCLUDE 34 TOPSOIL AND 41 ORGANIC MATTER BEFORE BACKFILLING PLANTING HOLE. PROJECT ISSUE & REVISION SCHEDULE CORRECTED BALLED 11. SUPPLY AND APPLY FERTILIZER TABLETS (20-10-5) TO ALL ERNST EROSION AND BURLAPPED OR SHRUBS AND TREES PER MANUFACTURER'S SPECIFICATIONS. CONTROL SEED MIX CONTAINERIZED ROOT SEE DETAILS. EXISTING SOIL 12. SUPPLY AND INSTALL SHREDDED HARDWOOD MULCH BB 5 LS 11 (WITH NO ADDED COLOR) IN ALL PLANT BEDS. THE DEPTH OHW PLACE ROOT BALL OF MULCH SHALL BE 2 INCHES UNDER PERENNIALS AND 3" ON EXISTING OR ORIGINAL SLOPE SHALL PASS THROUGH IN PLANT BED AREAS CONTAINING IVY, SHRUBS AND TREES. AM 15 RECOMPACTED SOIL THE POINT WHERE THE DO NOT ALLOW MULCH TO CONTACT STEMS OF PLANTS, TRUNK MEETS SOIL SHRUBS OR TREES. LS 4 13. THE CONTRACTOR SHALL WARRANT ALL PLANTS FOR A ST PERIOD OF EIGHTEEN MONTHS FROM THE DATE OF COMPLETED INSTALLATION. LANDSCAPE CONTRACTOR NOTES: SHALL INSPECT SITE AT THE END OF WARRANTY PERIOD ST AND MAKE ANY NECESSARY PLANT REPLACEMENTS, 07/27/26 PERMIT DRAWING BB 12 1. DO NOT HEAVILY PRUNE SHRUBS AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND REMOVE ANY STAKES AND BELTING FROM TREES, ADJUST BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED, HOWEVER, DO NOT OHW REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. PLANTS THAT ARE NOT STRAIGHT, ETC. 14. CONTRACTOR SHALL REPAIR ANY AREAS WITHIN OR 2. PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE SHRUB. DO NOT OVER OUTSIDE OF THE PROPERTY LINES THAT ARE DAMAGED BY MD 14 Description COMPACT. WHEN PLANTING HOLE HAS BEEN BACKFILLED POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL. CONSTRUCTION ACTIVITIES. DISTURBED LAWN AREAS MD 24 MD 26 3. ROOT BALLS OF BOTH CONTAINERIZED AND BALLED AND BURLAPPED PLANTS SHALL BE CORRECTED PRIOR TO PLANTING SHOULD RECEIVE TOPSOIL, PLACED TO FINISH GRADE, ST PER THE ROOT BALL CORRECTION DETAILS. GRASS SEED AND STRAW MULCH. AM 17 15. PLAN NOTES ARE NOT INTENDED TO BE A SUBSTITUTE FOR SITE SPECIFICATIONS OR FOR APPROVAL OF INSTALLATION PRACTICES OF THE CONTRACTOR. SHRUB ON SLOPE Date N.T.S. 1 # PROFESSIONAL STAMPS NOT FOR CONSTRUCTION LEGEND: EXISTING MAJOR CONTOURS EXISTING MINOR CONTOURS SHEET INFORMATION 100 PROPOSED MAJOR CONTOURS Issued Scale for 22x34 Sheets 07/28/2026 1" = 10' 100 PROPOSED MINOR CONTOURS Project Status PROPOSED RETAINING WALL PERMIT - SITE PLAN CONCRETE PAD Drawing Title PROPOSED ADDITION LANDSCAPE PLAN 10 0 10 20 Drawn By Checked By LANDSCAPE BED ANW JLH SCALE IN FEET COMPACTED STONE Drawing Number ERNST EROSION CONTROL L-101 Page 17 of 84

52' - 0" 42' - 0" 10' - 0" ARCHITECTURE & ENGINEERING 255 ROUNDS AVE, 2' - 5" BUFFALO NY, 14215 4' - 5" 20BBL PROJECT INFORMATION Project Number 12' - 10" 24001.00 3' - 0" 10BBL Client Name 20BBL HAVENS HOLDING 13' - 11" 8' - 6" 15' - 0" 17' - 4" GROUP Project Name 4350 SENECA COMPRESSOR 7BBL STREET BUILDING ADDITION Project Address 10BBL GAS 4350 SENECA ST. 15' - 5" WEST SENECA, NY 14224 6BBL PROJECT ISSUE & REVISION SCHEDULE WALK IN COOLER No. Description Date 14' - 0" 7' - 0" 10BBL 6BBL KEG WASHER 3.5BBL 7' - 6" BREW HOUSE PROFESSIONAL STAMPS 125 CONRETE PAD FOR CHILLER 10' - 0" 1739 SF 68' - 6" 60' - 8" 15' - 2" 26' - 3" CANNING LINE 4 ____ A201 EXISTING BREWERY 123 39' - 7" 2334 SF EXISTING WALK IN COOLER MILL BOX 124 31' - 7" 434 SF GRAIN STORAGE 14' - 7" 31' - 8" CAN STORAGE Not For Construction 77' - 0" Room Name SHEET INFORMATION Issued Scale CLOSET 07-28-2026 1/4" = 1'-0" 5' - 7" GROSS SQUARE FOOTAGE: 7,723SF 5' - 7" Project Status FIRST FLOOR SQARE FOOTAGE: 5,223SF EXISTING: 2,915SF PERMIT SITE PLAN REVIEW PROPOSED: 2,308SF Drawn By Checked By SECOND FLOOR SQUARE FOOTAGE: 2,500SF CLP BJK Drawing Title N Architectural First Floor Plan 21' - 0" 13' - 11" 7' - 1" Drawing Number 42' - 0" 2 First Floor Architectural Plan 1/4" = 1'-0" A101 Page 18 of 84

42' - 0" 10' - 1" 10' - 11" 10' - 11" 10' - 0" ARCHITECTURE & ENGINEERING 255 ROUNDS AVE, BUFFALO NY, 14215 4' - 5" PROJECT INFORMATION 11' - 3" 11' - 3" Project Number 11' - 2" 18' - 0" 11' - 8" 24001.00 Client Name HAVENS HOLDING GROUP Project Name 4350 SENECA STREET BUILDING ADDITION Project Address EXISTING PAVILLION BELOW 4350 SENECA ST. WEST SENECA, NY 14224 PROJECT ISSUE & REVISION SCHEDULE No. Description Date 31' - 4" 23' - 2" 23' - 4" PROFESSIONAL STAMPS 35' - 5" 5' - 5" OFFICEAND STORAGE SPACE 68' - 6" 68' - 6" 2500SF 4 ____ A201 16' - 3" EXISTING ROOF BELOW 22' - 10" 22' - 7" 5' - 5" Not For Construction 15' - 4" 11' - 5" 11' - 3" SHEET INFORMATION Issued Scale GROSS SQUARE FOOTAGE: 7,723SF 07-28-2026 1/4" = 1'-0" Project Status FIRST FLOOR SQARE FOOTAGE: 5,223SF EXISTING: 2,915SF PERMIT SITE PLAN REVIEW PROPOSED: 2,308SF Drawn By Checked By SECOND FLOOR SQUARE FOOTAGE: 2,500SF CLP JLH 9' - 5" 11' - 5" 11' - 8" 9' - 5" Drawing Title 42' - 0" N Architectural Second Floor Plan ____ 1 Drawing Number A201 Second Floor Architectural Plan 1 1/4" = 1'-0" A102 Page 19 of 84

ARCHITECTURE & ENGINEERING 255 ROUNDS AVE, BUFFALO NY, 14215 PROJECT INFORMATION Project Number 24001.00 DECRATIVE TRUSS Client Name 5' - 3" HAVENS HOLDING GROUP 12' - 0" Project Name 6' - 9" 4350 SENECA Roof Plan Roof Plan STREET BUILDING 4' - 3" ADDITION 26' - 0" 26' - 0" 3' - 10" Project Address EXISTING 5' - 8" BUILDING 4350 SENECA ST. WEST SENECA, NY 5' - 8" 14224 7' - 0" 8' - 11" 13' - 8" 8' - 11" 14' - 5" 8' - 11" 6' - 10" PROJECT ISSUE & REVISION SCHEDULE 3' - 0" L2 L2 No. Description Date 5' - 0" 8' - 11" 2' - 7" 8' - 11" 2' - 10" 8' - 11" 5' - 0" 13' - 6" 13' - 6" 1 SITE PLAN PERMIT 7-28-2026 L1 L1 17' - 0" 8' - 0" 6' - 9" 6' - 4" 3' - 11" 0' - 0" 0' - 0" 42' - 0" PROFESSIONAL STAMPS South Architectural Building Elevation East Architectural Building Elevation 1 4 1/8" = 1'-0" 1/8" = 1'-0" 12' - 0" 12' - 0" 6' - 9" Roof Plan Roof Plan 4' - 3" 26' - 0" 26' - 0" 3' - 10" 5' - 8" 5' - 8" 6' - 10" 8' - 11" 14' - 4" 8' - 11" 13' - 11" 8' - 11" 6' - 10" 5' - 0" 3' - 0" 42' - 0" Not For Construction L2 L2 13' - 6" 13' - 6" EXISTING BUILDING IN THE FOREGROUND 13' - 6" 13' - 6" EXISTING PAVILLION IN THE FOREGROUND L1 L1 SHEET INFORMATION 0' - 0" 9" 3' - 4" 8' - 3" 8' - 0" 3' - 0" 0' - 0" Issued Scale 07-28-2026 1/8" = 1'-0" North Architectural Building Elevation West Architectural Building Elevation Project Status 2 3 1/8" = 1'-0" 1/8" = 1'-0" PERMIT SITE PLAN REVIEW Drawn By Checked By CLP JLH Drawing Title Architectural Building Elevations Drawing Number A201 Page 20 of 84

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07-27-26 4350 SENECA STREET BUILDING ADDITION 4350 SENECA ST, 500FT TO MAIN STREET (EAST), 1500FT TO MILL ST (WEST) HAVENS HOLDING INC. 585-305-5199 255 ROUNDS AVE, BUFFALO NY 14215 HAVENS HOLDING INC. 585-305-5199 255 ROUNDS AVE, BUFFALO NY 14215 WAVES ARCH & ENGINGEERING 585-305-5199 255 ROUNDS AVE, BUFFALO NY 14215 135.17-3-8.2 NEW TWO STORY ADDITION TO EXISTING BUILDING. FIRST FLOOR (2,308SF), SECOND FLOOR (2,500SF). FOR BREWERY PRODUCTION SPACE INCREASE, STORAGE, STAFF MTG. SPACE, AND STAFF OFFICE SPACE. 0.81 ACRE NONE SENECA STREET - 125FT MAIN STREET - 181.35FT C2.7.E C2.7.E BREWERY PRODUCTION, TAP ROOM, PATIO SEATING, OFFICE BREWERY PRODUCTION, TAP ROOM, PATIO SEATING, OFFICE C2, C1, R-65A,R-65, R-75 X X POSSIBLE WATER TAPPING PERMIT IF WE UP SIZE TO 2" SERVICE (NOT REQUIRED), WOULD LIKE TO REQUEST TOWN ALLOW FOR A FILL PERMIT OF ADJACENT PARCEL TO ALLOW SITE TOPSOIL TO BE REUSED. Page 23 of 84

JH JH PROVIDED ON SEPARATE COVER SHEET JH JH PROVIDED ON SEPARATE COVER SHEET JH JH N.A. JH JH JH on cover sheet JH N.A. JH JH JH NONE JH N.A. TO REMAIN AS IS JH Page 24 of 84

JH DWG. C-001 JH JH JH JH JH JH N.A. JH JH JH JH JH JH JH N.A. Page 25 of 84

JH JH JH JH JH JH JH JH JH JH JH JH Havens Holding Group jason havens 4350 seneca st Page 26 of 84

JH JH N.A. JH N.A. JH JH JH JH JH JH JH JH JH JH N.A Page 27 of 84

JH JH NONE PROPOSED JH NONE PROPOSED JH JH JH JH JH NO NEW PIPES JH JH N.A. JH N.A. JH JH JH JH n.a. Page 28 of 84

JH JH JH JH Page 29 of 84

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WAVES AE Civil Engineering · Site Development 255 Rounds Avenue, Buffalo, New York 14215 · 585-305-5199 · [email protected] July 28, 2026 Chairperson and Members of the Planning Board Town of West Seneca Town Hall, 1250 Union Road West Seneca, New York 14224 RE: Letter of Intent — Site Plan Review 4350 Seneca Street Building Addition 4350 Seneca Street, West Seneca, New York 14224 · SBL No. 135.17-3-8.2 C-2 Commercial District · Applicant: Havens Holding Group Dear Chairperson and Members of the Board: On behalf of Havens Holding Group, this letter accompanies the site plan application for a building addition at 4350 Seneca Street and sets out the intent of the proposed work. Existing conditions. The property is an existing developed commercial parcel improved with a one-story building of approximately 3,000 square feet occupied by a New York State licensed farm brewery and tasting room, together with paved parking, circulation, and an outdoor patio and garden area. The facility hosts an average of four staff on site during peak working hours and approximately 65 guests per day. Proposed action. The applicant proposes a two-story addition constructed over and adjacent to the existing building, providing 1,902 square feet of first-floor production area and 2,500 square feet of second-floor office and interior storage area. More than 90 percent of the addition footprint lies on previously disturbed ground. Intent. The addition houses existing operations in a larger footprint; it does not expand them. Annual production remains at approximately 650 to 700 barrels. The replacement equipment installed in the new space reduces energy consumption, water usage, and production time. The added area provides clear working separation between equipment for safer operations, floor area for the larger footprint of the newer equipment, interior storage for materials presently kept elsewhere, and an area of dedicated office and meeting space for staff who at present work from the tasting room. Peak on-site staffing, occupant loads, and average daily patronage are unchanged, and no increase in trip generation is anticipated. The applicant has secured a grant from Empire State Development toward furniture, fixtures, and equipment for the brewery space, which advanced the decision to proceed with the expansion. Zoning. The property is zoned C-2 Commercial District under Chapter 120 of the Town Code. The addition continues the established use of the property. No rezoning, use variance, or area variance is requested. Dimensional conformance is demonstrated in the zoning data block on the accompanying site plan. Utilities. Existing services are retained without modification. Analyses accompanying this submission demonstrate that the existing one-inch domestic water service is adequate for the proposed occupancy-managed demand, and that the existing four-inch sanitary lateral and the receiving 15-inch Town main have adequate capacity. The recently upgraded two-inch gas service is likewise adequate; no additional gas volume is required. Sanitary loading is unchanged because occupancy and production volume are unchanged. No fire suppression service is required. Environmental review. A completed Short Environmental Assessment Form, Part 1, accompanies this submission. The addition exceeds by 402 square feet the 4,000 square foot threshold at 6 NYCRR 617.5(c)(9), below which such non- residential expansion is a Type II action requiring no environmental review; the action is therefore Unlisted by a narrow margin. We would welcome the Board's or staff's guidance as to whether the Town has adopted a supplemental Type II list under 6 NYCRR 617.5(b) under which an action of this nature would also qualify, obviating environmental review altogether. Should review be required, then on the record presented — a footprint more than 90 percent on previously disturbed ground, no change of use, no increase in occupancy, production volume, or utility demand, and reduced energy and water consumption — we respectfully request that the Board declare itself lead agency and adopt a Negative Declaration at the same meeting, which the limited scope of the action should readily permit. We respectfully request that this application be placed on the agenda for the Board's meeting of August 13, 2026. I will attend to answer questions, and would welcome the opportunity to address any staff or Board comments in advance. Respectfully submitted, Jason Havens, P.E. Principal Civil Design · Waves AE New York State Professional Engineer License No. 090335 Enclosures: Site plan set · Zoning data block · Water service sizing calculation · Sanitary sewer capacity analysis · Short EAF Part 1 with Mapper Summary Report Page 31 of 84

Short Environmental Assessment Form Part 1 - Project Information Instructions for Completing Part 1 – Project Information. The applicant or project sponsor is responsible for the completion of Part 1. Responses become part of the application for approval or funding, are subject to public review, and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item, please answer as thoroughly as possible based on current information. Complete all items in Part 1. You may also provide any additional information you believe will be needed by or useful to the lead agency; attach additional pages as necessary to supplement any item. Part 1 – Project and Sponsor Information 4350 SENECA ST. BUILDING ADDITION Name of Action or Project: 4350 SENECA ST, WEST SENECA NY 14224 Project Location (describe, and attach a location map): EXISTING ONE STORY BREWERY Brief Description of Proposed Action: A TWO STORY BUILDING ADDITION ADJACENT TO THE EXISTING BUILDING Name of Applicant or Sponsor: Telephone: 585-305-5199 HAVENS HOLDING GROUP E-Mail: [email protected] Address: 255 ROUNDS AVE City/PO: State: Zip Code: BUFFALO NY 14225 1. Does the proposed action only involve the legislative adoption of a plan, local law, ordinance, NO YES administrative rule, or regulation? If Yes, attach a narrative description of the intent of the proposed action and the environmental resources that may be affected in the municipality and proceed to Part 2. If No, continue to question 2. ✔ 2. Does the proposed action require a permit, approval or funding from any other government Agency? NO YES If Yes, list agency(s) name and permit or approval: BUILDING PERMIT AND TOWN FILL PERMIT ✔ 3. a. Total acreage of the site of the proposed action? 0.81 acres b. Total acreage to be physically disturbed? 0.08 acres c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor? 1.38 acres 4. Check all land uses that occur on, are adjoining or near the proposed action: □■ Urban Rural (non-agriculture) Industrial Commercial Residential (suburban) □ Forest Agriculture Aquatic Other(Specify): Parkland Page 1 of 3 SEAF 2026 Page 32 of 84

5. Is the proposed action, NO YES N/A a. A permitted use under the zoning regulations? ✔ b. Consistent with the adopted comprehensive plan? ✔ NO YES 6. Is the proposed action consistent with the predominant character of the existing built or natural landscape? ✔ 7. Is the site of the proposed action located in, or does it adjoin, a state listed Critical Environmental Area? NO YES If Yes, identify: ✔ NO YES 8. a. Will the proposed action result in a substantial increase in traffic above present levels? ✔ b. Are public transportation services available at or near the site of the proposed action? ✔ c. Are any pedestrian accommodations or bicycle routes available on or near the site of the proposed action? ✔ 9. Does the proposed action meet or exceed the state energy code requirements? NO YES If the proposed action will exceed requirements, describe design features and technologies: ✔ 10. Will the proposed action connect to an existing public/private water supply? NO YES If No, describe method for providing potable water: ✔ 11. Will the proposed action connect to existing wastewater utilities? NO YES If No, describe method for providing wastewater treatment: ✔ 12. a. Does the project site contain, or is it substantially contiguous to, a building, archaeological site, or district NO YES which is listed on the National or State Register of Historic Places, or that has been determined by the Commissioner of the NYS Office of Parks, Recreation and Historic Preservation to be eligible for listing on the ✔ State Register of Historic Places? KNOWN NATIVE AMERICAN TERRITORY, SITE PREVIOUSLY DISTURBED b. Is the project site, or any portion of it, located in or adjacent to an area designated as sensitive for ✔ archaeological sites on the NY State Historic Preservation Office (SHPO) archaeological site inventory? 13. a. Does any portion of the site of the proposed action, or lands adjoining the proposed action, contain NO YES wetlands or other waterbodies regulated by a federal, state or local agency? ✔ ✔ b. Would the proposed action physically alter, or encroach into, any existing wetland or waterbody? ✔ If Yes, identify the wetland or waterbody and extent of alterations in square feet or acres: REF. ATTACHED (NO WETLANDS) Page 2 of 3 SEAF 2026 Page 33 of 84

14. Identify the typical habitat types that occur on, or are likely to be found on the project site. Check all that apply: □ Shoreline □ Forest Agricultural/grasslands Early mid-successional Wetland □ Urban ■ Suburban 15. Does the site of the proposed action contain any species of animal, or associated habitats, listed by the State or NO YES Federal government as threatened or endangered? ✔ 16. Is the project site located in the 100-year or 500-year flood plain? NO YES ✔ NO YES 17. Will the proposed action create storm water discharge, either from point or non-point sources?If Yes, ✔ a. Will storm water discharges flow to adjacent properties? ✔ b. Will storm water discharges be directed to established conveyance systems (runoff and storm drains)? ✔ If Yes, briefly describe: 18. Does the proposed action include construction or other activities that would result in the impoundment of water NO YES or other liquids (e.g., retention pond, waste lagoon, dam)? If Yes, explain the purpose and size of the impoundment: ✔ 19. Has the site of the proposed action or an adjoining property been the location of an active or closed solid waste NO YES management facility? If Yes, describe: ✔ 20.Has the site of the proposed action or an adjoining property been the subject of remediation (ongoing or NO YES completed) for hazardous waste? If Yes, describe: REF. ATTACHED (HAZARDOUS WASTE REMEDIATION NOT ON SITE) ✔ NO YES 21. Is the project located within, or within ½ mile of, a disadvantaged community? ✔ If No, could impacts from the project affect a disadvantaged community? If Yes to either question in 21, answer the following question. a. Identify the potential pollution impacts of the project, either direct or indirect, that may occur within the disadvantaged community (e.g., wastewater discharges, air emissions, noise, odors, solid or hazardous waste generation or management): I CERTIFY THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor/name: Jason Havens, P.E. Date: 07-28-26 Signature: Title: Applicant / Owner / Engineer Page 3 of 3 SEAF 2026 Page 34 of 84

EAF Mapper Summary Report Tuesday, July 28, 2026 8:18 PM Disclaimer: The EAF Mapper is a screening tool intended to assist project sponsors and reviewing agencies in preparing an environmental assessment form (EAF). Not all questions asked in the EAF are answered by the EAF Mapper. Additional information on any EAF question can be obtained by consulting the EAF Workbooks. Although the EAF Mapper provides the most up-to-date digital data available to DEC, you may also need to contact local or other data sources to confirm data provided by the Mapper or to obtain data not provided by the Mapper. Part 1 / Question 7 [Critical Environmental No Area] Part 1 / Question 12a [National or State No Register of Historic Places or State Eligible Sites] Part 1 / Question 12b [Archeological Sites] Yes Part 1 / Question 13a [Wetlands or Other Yes - Digital mapping information on local, New York State, and federal Regulated Waterbodies] wetlands and waterbodies is known to be incomplete. Refer to the EAF Workbook. Part 1 / Question 15 [Threatened or No Endangered Animal] Part 1 / Question 16 [100 or 500 Year No Floodplain] Part 1 / Question 20 [Remediation Site] Yes Part 1 / Question 21 [Disadvantaged No Community] ****SEE ATTACHED**** Short Environmental Assessment Form - EAF Mapper Summary Report Page 35 of 184

Q20 - No remediation identified on site, via resource maps site location Q13a - No wetlands nor floor plains on site. site location Page 36 of 84

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WATER SERVICE SIZING CALCULATION & JUSTIFICATION Domestic Water Service — Submitted for Site Plan Review Project 4350 Seneca Street Building Addition Location 4350 Seneca Street, West Seneca, NY 14224 (Erie County) Prepared for Havens Holding Group Prepared by Jason Havens, P.E., Principal Civil Design — NYS Lic. No. 090335 (Exp. 12/31/2026) Date July 26, 2026 Reviewing authority Town of West Seneca · Water purveyor: Erie County Water Authority 1. Purpose & Scope This calculation demonstrates that the existing one-inch (1") domestic water service is adequate to serve the proposed building addition under its intended pattern of occupancy, and documents a recommended basis for future upsizing should occupancy, demand, or funding conditions change. Scope is limited to the domestic water service (public main to the building meter/entry); interior distribution is confirmed at the plumbing permit stage, and no fire-protection demand is included (Section 8). 2. Code Basis & References ● NYS Plumbing Code (IPC-based) — §604.3 fixture flow-pressure requirements; §604.8 PRV threshold; §606.5 booster/pressure requirements. ● IPC Appendix E — segmented-loss sizing method and pressure-balance relationship; Tables E103.3(2)/(3) — WSFU load values and WSFU-to-demand conversion (Hunter's curve). ● Hazen-Williams friction relation; 8 ft/s cold-water velocity ceiling. Where purveyor standards are more restrictive than the model code, the purveyor's standards govern. 3. Existing Service & Design Criteria Parameter Value Source / note Existing service — material & size 1" copper, Type L confirmed (existing) Service internal diameter 1.025 in Type L bore Hazen-Williams C 140 copper Service developed length 90 ft (developed) incl. fitting allowance — confirmed Min. daily available pressure 67 psi purveyor / project data Static (no-flow) pressure 72 psi purveyor / project data Highest fixture above service entry 13 ft — 2nd-floor office (non- see Section 7 note governing) Water meter loss @ design flow 2.5 psi displacement meter Backflow assembly None no assembly on this service Velocity ceiling 8 ft/s cold-water service Predominant flushing system Flush tanks governs demand curve 4. Fixture Schedule & WSFU Tally Brewery fill offset. Brewery fill demand occurs within the daytime occupancy over a discrete ~45-minute fill window during which the kitchen does not operate. The brewery fill therefore directly offsets the kitchen / break- sink demand within Group A and is not additive to the group's peak fixture-unit load. Page 40 of 84

Fixtures are organized into two occupancy groups operating in non-overlapping time windows (Section 5). Load values are public-use figures per Table E103.3(2). Group A — Daytime occupancy (incl. brewery operations) Fixture (public) WSFU ea. Qty Subtotal WSFU Water closet, flush tank 5 2 10 Lavatory 2 2 4 Kitchen / break sink (offset by brewery fill) 4 1 4 Group A total 18 WSFU Group B — Evening occupancy Fixture (public) WSFU ea. Qty Subtotal WSFU Water closet, flush tank 5 2 10 Lavatory 2 2 4 Service / mop sink 3 1 3 Group B total 17 WSFU An exterior hose bibb serves maintenance use only, operated outside occupied restroom peaks; it is non-coincident with the interior peak and not additive. There is no simultaneous irrigation demand. 5. Demand Analysis — Non-Coincident Use Fixture units are converted to a probable peak demand via Hunter's curve, Table E103.3(3), for a flush-tank system. Demand basis Total WSFU Peak demand Design — non-coincident, governing group (Group A) 18 18.8 gpm Basis of the non-coincident demand. Group A (daytime, including brewery operations) and Group B (evening) operate in separate, non-overlapping time windows. Simultaneous use of both groups is not possible: the facility does not brew during events, so an evening event cannot coincide with daytime brewery / kitchen demand. The service therefore never carries the two groups' combined load — the peak instantaneous demand is that of the single larger group, Group A at 18 WSFU → 18.8 gpm, not the arithmetic sum. Within Group A, the ~45-minute brewery fill occurs while the kitchen is offline and directly offsets the kitchen demand (Section 4), so it is not additive. This non-coincident basis is applied in addition to the simultaneity probability already embedded in Hunter's curve. 6. Service Capacity — Velocity Check Velocity governs the 1" service and is independent of available pressure: V = 0.4085 × Q ÷ d², d = 1.025 in. Demand basis Flow Velocity in 1" service Design — non-coincident 18.8 gpm 7.31 ft/s — WITHIN 8 ft/s ✓ Simultaneous A + B (precluded — reference) 24.9 gpm 9.68 ft/s — over 8 ft/s At the design (non-coincident) demand the service operates at 7.31 ft/s — 91% of its velocity ceiling, within limits. The simultaneous condition, precluded by the operating configuration, is shown for reference only. 7. Pressure Balance & Residual Pressure Per IPC Appendix E, source-to-building losses at the 18.8 gpm design demand are subtracted from available pressure to confirm adequate residual pressure remains. Component psi Running Available min. daily pressure at main 67.0 67.0 Page 41 of 84

Component psi Running − Water meter (displacement) 2.5 64.5 − Service friction (1" copper, 18.8 gpm) 8.8 55.7 Residual pressure at building entry 55.7 − Critical fixture requirement (flush-tank WC, §604.3) 20.0 35.7 Pressure available for interior distribution 35.7 psi ✓ No elevation head is carried. The site and service run are essentially flat, and the governing fixture is the at-grade flush-tank water closet (20 psi). The highest fixtures — 2nd-floor office lavatories, 13 ft above entry, requiring only 8 psi — remain non-governing even with their ~5.6 psi static lift (8 + 5.6 = 13.6 < 20 psi). Static pressure (72 psi) is below the 80 psi §604.8 threshold, so no PRV is required; 35.7 psi remains for interior piping friction after the critical fixture — ample for a building of this size, confirmed at the plumbing permit stage. 8. Fire Suppression Determination Automatic fire-sprinkler protection is not required for this building. This has been confirmed based on the occupancy classification, the building area and height remaining within the limits permitted for non-sprinklered construction, and the fire-resistance-rated separations incorporated in the design. Accordingly, no fire-protection flow is added and the service is sized for domestic demand only — a material factor in the adequacy of the 1" service. Any future introduction of a fire-suppression requirement would require re-evaluation (Section 10). 9. Conclusion The existing 1" copper domestic water service is adequate for the proposed building addition under its non- coincident daytime/evening pattern of use: ● Design demand: 18.8 gpm — velocity 7.31 ft/s, within the 8 ft/s ceiling. ● Residual at building: 55.7 psi, leaving 35.7 psi for interior distribution after the critical fixture — ample. ● No PRV required (static 72 < 80 psi); no booster; no backflow assembly; no fire-protection demand; simultaneous use of both groups is not possible. 10. Recommendation — Future Service Upsizing The 1" service is adequate for present conditions but carries little reserve (91% of its velocity ceiling at design demand). The following would render it inadequate and should trigger upsizing: ● Simultaneous (rather than alternating) use of both occupancy groups. ● Change of tenant or occupancy, added fixtures, or conversion from flush tanks to flushometer valves. ● Increased brewery production or overlapping fill demand, added irrigation, or any future fire-suppression requirement. Upsizing is recommended as a programmed future capital improvement, undertaken when funding is available and ideally coordinated with street/main work, a tenant fit-out, or re-occupancy. Service size (copper) Velocity @ 24.9 gpm* Capacity @ 8 ft/s Headroom vs. present 1" (existing) 9.7 ft/s (over) ~20 gpm Occupancy managed 1½" 4.5 ft/s ~44 gpm Simultaneous use OK 2" 2.6 ft/s ~77 gpm long-term growth + fire option * full simultaneous demand (reference). A 1½" service carries full simultaneous demand comfortably (4.5 ft/s); a 2" service adds reserve for future fixtures, irrigation, brewery growth, or a future fire service. If the service trench or building entry is disturbed under this project, an oversized sleeve/entry penetration now materially reduces the future upsizing cost. 11. Assumptions, Limitations & Certification ● Existing service (1" Type L copper), developed length, available/static pressures (67/72 psi), and meter loss (2.5 psi) are per the Engineer's project data and field information; a purveyor pressure-availability letter is recommended for the record. Page 42 of 84

● Meter loss is a displacement-meter typical at design flow; confirm against the meter headloss curve. ● Addresses the water service only; interior distribution sizing is completed at the plumbing permit stage. Fire-protection demand is excluded per Section 8. ● Prepared in support of site plan review; becomes a stamped design upon application of the Engineer of Record's seal below. Prepared by: Engineer of Record / Seal: _______________________________ _______________________________ Jason Havens, P.E., Principal Civil Design Jason Havens, P.E. · NYS Lic. No. 090335 Date: July 26, 2026 Exp. 12/31/2026 P.E. Seal / Date: Page 43 of 84

SANITARY SEWER CAPACITY ANALYSIS Prepared in Support of Site Plan Review 4350 Seneca Street Building Addition — Town of West Seneca, New York Project Name 4350 Seneca Street Building Addition Site Address 4350 Seneca Street, West Seneca, NY 14224 Tax Parcel / SBL 135.17-3-8.2 Sanitary Service Town of West Seneca sewers — 4″ PVC service connection at Seneca Street to the existing 15″ public main Reviewing Authority Town of West Seneca Planning Board Prepared For Havens Holding Group Prepared By Waves AE — Jason Havens, P.E., NYS License No. 090335 Date July 26, 2026 SUMMARY. The proposed addition adds building area only; occupant loads and facility operations are unchanged. Sanitary demand is therefore unchanged from existing conditions (≈ 730 gpd average, ≈ 2 gpm peak). The existing 4″ service connection (≈ 87 gpm capacity) and the 15″ public main both have substantial excess capacity, and the 15″ main already conveys the facility’s current flow. No sanitary capacity upgrade is required. Sanitary Sewer Capacity Analysis • 4350 Seneca Street Building Addition • Page 1 Page 44 of 84

1. Purpose and Scope This analysis evaluates the capacity of the existing 4″ sanitary sewer service connection and the receiving 15″ public sewer main relative to the sanitary demand of the facility at 4350 Seneca Street, in support of site plan review before the Town of West Seneca Planning Board. Sanitary demand is based on occupant load. Because the proposed addition does not change occupant loads or facility operations, the analysis confirms that the existing service and main remain adequate. Stormwater is addressed separately in the project plans and is outside this scope. 2. Existing Conditions The site is improved with an existing 3,000 SF building operating with 4 employees and an average of 65 guests per day. Sanitary service is provided by an existing 4″ PVC service connection at Seneca Street discharging to the Town of West Seneca 15″ public sewer main, which currently conveys the facility’s flow without issue. Existing parameter Basis Quantity Building area Gross floor area 3,000 SF Staff Employees 4 Patrons Guests per day (avg) 65 3. Proposed Conditions The project maintains the existing structure and constructs a new two-story addition over and adjacent to it: 1,902 SF of first-floor operations space (Commercial) and 2,500 SF of second-floor office and storage (Business Group B). Total building area becomes 7,402 SF. The addition provides additional space for safer operations — greater clearance between equipment, a larger footprint for newer advanced equipment, and indoor storage of materials and equipment — together with proper meeting and office space for existing staff, who currently use the taproom. It does not add occupant load: staffing and guest counts remain the same, and the facility’s operations are unchanged (and if anything reduced with newer equipment). Sanitary demand is therefore unchanged from existing conditions. Component Use / classification Area Existing structure (retained) Existing establishment 3,000 SF Addition — 1st floor Operations space (Commercial) 1,902 SF Addition — 2nd floor Office / storage (Group B) 2,500 SF Sanitary Sewer Capacity Analysis • 4350 Seneca Street Building Addition • Page 2 Page 45 of 84

4. Methodology and References Sanitary demand is estimated from occupant load using unit design-flow rates consistent with the Recommended Standards for Wastewater Facilities (Ten State Standards) and the NYS Design Standards for Intermediate Sized Wastewater Treatment Systems. Sewer hydraulic capacity is computed with Manning’s equation. 4.1 Average and peak demand ADF = Σ ( unit flow rate × occupancy ) Peak = ADF × PF A peak factor (PF) of 4.0 is applied to the small demand, consistent with the Ten State peaking curve for low tributary populations. 4.2 Sewer hydraulic capacity Qₘₐₓ = (1.49 / n) × A × R2/3 × S1/2 Capacities below use the code / standard minimum design slope for each pipe as a conservative basis, so no field slope data is required; actual capacity is greater. n = 0.013 (PVC service); n = 0.011 (lined 15″ main). 5. Sanitary Demand (Occupant Load) Representative unit rates: employees 20 gpd each; guests 10 gpd each. Occupancy per applicant; unchanged by the proposed addition. The second-floor office serves existing staff and adds no occupant load. Source Rate Qty ADF (gpd) Employees 20 gpd/emp 4 80 Guests / patrons 10 gpd/guest 65 650 Average daily demand (ADF) 730 Peak demand (PF = 4.0) 2,920 gpd ≈ 2.0 gpm Existing and proposed demand are identical (≈ 730 gpd average / ≈ 2.0 gpm peak). The addition produces no increase in sanitary demand. Conversions: 1 gpm = 1,440 gpd; 1 cfs = 448.8 gpm. Sanitary Sewer Capacity Analysis • 4350 Seneca Street Building Addition • Page 3 Page 46 of 84

6. Capacity Analysis 6.1 Existing 4″ PVC service connection Full-flow capacity of the 4″ PVC service (n = 0.013) at the minimum building-sewer slope of 1/8″ per foot (S = 0.0104 ft/ft): Diameter / area / R 4″ (0.333 ft); A = 0.087 ft²; R = 0.083 ft Full-flow capacity ≈ 0.19 cfs = 87 gpm = 126,000 gpd Velocity (full) 2.2 ft/s (≥ 2.0 ft/s minimum ✓) Peak demand of ≈ 2.0 gpm is about 2% of the 4″ service’s minimum full-flow capacity. The existing service has ample excess capacity, with more than 85 gpm to spare. At a steeper (typical) slope of 1/4″ per foot the capacity rises to ≈ 123 gpm. 6.2 Existing 15″ public sewer main At the minimum design slope for a 15″ sewer (S = 0.15%), and using a conservative lined effective diameter (n = 0.011), the 15″ main’s full-flow capacity is on the order of: Full-flow capacity (minimum slope, conservative) ≈ 1,100 gpm ≈ 1.6 MGD Velocity (full) ≥ 2.0 ft/s ✓ The 15″ main already conveys the facility’s current flow as part of a much larger tributary area. Because the project adds no sanitary demand, it places no additional load on the main. Even at the conservative minimum-slope capacity above, the facility’s peak demand is a negligible fraction (well under 1%) of the main’s capacity. 7. Conclusions ● No increase in sanitary demand. The addition adds building area only; occupant loads and operations are unchanged, so demand remains ≈ 730 gpd average / ≈ 2.0 gpm peak. ● 4″ service is adequate. Minimum full-flow capacity ≈ 87 gpm; peak demand uses ≈ 2%, leaving substantial excess capacity. ● 15″ main is adequate. Capacity on the order of 1,100+ gpm; the main already conveys the facility’s flow and receives no additional load from this project. ● No upgrade required. The existing 4″ service and 15″ public main have adequate capacity for the facility as proposed. Appendix A — Representative Unit Design Flow Rates Representative values for occupancy-based estimating, consistent with the referenced standards. Sanitary Sewer Capacity Analysis • 4350 Seneca Street Building Addition • Page 4 Page 47 of 84

Use / establishment Representative unit flow Employee (per shift) 15–20 gpd/employee Taproom / establishment guest 5–10 gpd/guest Office (Business Group B) 15–20 gpd/employee (≈ 0.10 gpd/SF) References ● Great Lakes–Upper Mississippi River Board, Recommended Standards for Wastewater Facilities (Ten State Standards). ● NYSDEC, Design Standards for Intermediate Sized Wastewater Treatment Systems (2014). ● Town of West Seneca sanitary sewer standards. ● Manning’s equation for gravity-sewer hydraulic capacity. Certification I certify that this sanitary sewer capacity analysis was prepared by me or under my direct supervision and, to the best of my knowledge, meets applicable standards. Jason Havens, P.E. — Waves AE NYS P.E. License No. 090335 Date: 07-26-26 ______________ EXP. 12-31-2026 [ P.E. SEAL ] Sanitary Sewer Capacity Analysis • 4350 Seneca Street Building Addition • Page 5 Page 48 of 84

WAVES AE Engineering Memorandum TO: Town of West Seneca Planning Board FROM: Jason Havens, P.E. — Waves AE DATE: July 28, 2026 PROJECT: 4350 Seneca Street — Site Plan Application RE: Stormwater Management Summary (Pre- vs. Post-Construction Analysis) Purpose This memorandum summarizes the stormwater management analysis prepared in support of the Town of West Seneca Site Plan Review application for the referenced project. Total soil disturbance associated with this project is less than one (1) acre. Per the Town of West Seneca Site Plan Application Checklist (Appendix A, Section IV – Drainage/Grading), sites with less than one acre of disturbance are required to detain the difference between the 10- year pre-developed storm and the 25-year post-developed storm, with supporting calculations provided. Stormwater conveyance for this project has additionally been designed for the 25-year storm event, exceeding the Town's 10-year minimum conveyance design standard. Project Description The project consists of pavilion, walkway, and paver improvements at 4350 Seneca Street. Site soils are classified as Hydrologic Soil Group D. Post-development runoff is managed through a series of on-site infiltration practices — three pea gravel infiltration beds (3.0-ft, 2.5-ft, and 5.7-ft effective depths) and one sand-over-engineered-fill infiltration bed (4.0-ft) — prior to discharge. Overflow from these practices is conveyed to one of two site discharge points: Seneca Street and an on-site detention basin. Methodology Hydrologic modeling was performed using HydroCAD 10.20-7a, applying the SCS TR-20 unit hydrograph method with weighted Curve Numbers (CN) for each subcatchment. Rainfall depths were derived from NOAA Atlas 14 point precipitation data (Type II, 24-hour distribution). Pre-construction and post-construction conditions were each modeled for the 10-year and 25-year design storms, with peak flow and volume compared at two discharge points: Link AP1 (Seneca Street) and Link AP2 (Basin). Results Summary Table 1 summarizes peak discharge and runoff volume at each site discharge point for the governing storm events, comparing the 10-year pre-developed condition (the Town's allowable release standard) against the 25-year post- developed condition. Table 1: Pre- vs. Post-Development Peak Flow & Volume Comparison 10-yr Pre-Dev 25-yr Post-Dev 10-yr Pre-Dev 25-yr Post-Dev Discharge Point Peak (cfs) Peak (cfs) Volume (cf) Volume (cf) Seneca Street (AP1) 2.20 2.12 4,600 4,750 Basin (AP2) 1.39 0.52 2,309 526 Table 2: On-Site Infiltration Practice Performance — 25-Year Storm Page 49 of 84

Primary Practice Peak Elevation (ft) Storage Provided (cf) Exfiltration Rate Outflow (cfs) Pond 1P – Infil. Bed (Pea Gravel, 3.0') 646.82 340 0.30 in/hr 0.00 Pond 4P – Infil. Bed Sand/Fill (4.0') 648.14 293 0.40 in/hr 0.52* Pond 5P – Infil. Bed (Pea Gravel, 2.5') 648.51 100 0.30 in/hr 0.02 Pond 6P – Infil. Bed (Pea Gravel, 5.7') 645.64 2,521 0.30 in/hr 0.00 *Pond 4P's primary outflow is reported as 0.52 cfs at the pond-summary level but 0.31 cfs at the outlet-device level within the HydroCAD output; this discrepancy has not yet been reconciled (see Findings). Findings Based on the current HydroCAD models, the 25-year post-developed peak discharge does not exceed the 10-year pre- developed peak at either site discharge point: 2.12 cfs vs. 2.20 cfs at Seneca Street (AP1), and 0.52 cfs vs. 1.39 cfs at the Basin (AP2). Two items remain open and are noted for completeness: a 150 cf residual difference between pre- and post-developed volume at Seneca Street, and unresolved HydroCAD storage/routing warnings on Ponds 1P, 4P, and 5P. Recommendation It is recommended that the Planning Board accept this memorandum and the accompanying HydroCAD calculations as the current basis of stormwater design for this site plan application. Respectfully submitted, [ P.E. Seal / Stamp ] ____________________________ Jason Havens, P.E. Waves AE Page 50 of 84

AP2 BASIN 1 2 Subcat 1 Subcat 2 AP1 SENECA ST Subcat Reach Pond Link Routing Diagram for Rustys_Pre-Construction - Copy Prepared by Waves AE, Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 51 of 84

Rustys_Pre-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 2 Project Notes Defined 7 rainfall events from NY-Lake Mariner IDF Defined 6 rainfall events from NY-Lake Mariner IDF Defined 7 rainfall events from NY-PPA IDF Defined 7 rainfall events from NY - Rusty's IDF Page 52 of 84

Rustys_Pre-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 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 10-yr Type II 24-hr Default 24.00 1 3.14 2 Page 53 of 84

Rustys_Pre-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 4 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 14,239 73 Brush, Good, HSG D (1, 2) 24,675 98 Paved parking, HSG D (1, 2) 3,277 98 Unconnected pavement, HSG D (2) 42,190 90 TOTAL AREA Page 54 of 84

Rustys_Pre-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 5 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 42,190 HSG D 1, 2 0 Other 42,190 TOTAL AREA Page 55 of 84

Rustys_Pre-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 6 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subc (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Num 0 0 0 14,239 0 14,239 Brush, Good 0 0 0 24,675 0 24,675 Paved parking 0 0 0 3,277 0 3,277 Unconnected pavement 0 0 0 42,190 0 42,190 TOTAL AREA Page 56 of 84

Rustys_Pre-Construction - Copy Type II 24-hr 10-yr Rainfall=3.14" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Subcat 1 Runoff Area=24,656 sf 79.93% Impervious Runoff Depth>2.24" Tc=6.0 min CN=93 Runoff=2.20 cfs 4,600 cf Subcatchment 2: Subcat 2 Runoff Area=17,535 sf 47.01% Impervious Runoff Depth>1.58" Tc=0.0 min CN=85 Runoff=1.39 cfs 2,309 cf Link AP1: SENECA ST Inflow=2.20 cfs 4,600 cf Primary=2.20 cfs 4,600 cf Link AP2: BASIN Inflow=1.39 cfs 2,309 cf Primary=1.39 cfs 2,309 cf Total Runoff Area = 42,190 sf Runoff Volume = 6,909 cf Average Runoff Depth = 1.97" 33.75% Pervious = 14,239 sf 66.25% Impervious = 27,952 sf Page 57 of 84

Rustys_Pre-Construction - Copy Type II 24-hr 10-yr Rainfall=3.14" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1: Subcat 1 Runoff = 2.20 cfs @ 11.96 hrs, Volume= 4,600 cf, Depth> 2.24" Routed to Link AP1 : SENECA ST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.14" Area (sf) CN Description 4,948 73 Brush, Good, HSG D 19,708 98 Paved parking, HSG D 24,656 93 Weighted Average 4,948 20.07% Pervious Area 19,708 79.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1: Subcat 1 Hydrograph Runoff 2.20 cfs Type II 24-hr 2 10-yr Rainfall=3.14" Runoff Area=24,656 sf Runoff Volume=4,600 cf Flow (cfs) Runoff Depth>2.24" Tc=6.0 min 1 CN=93 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 58 of 84

Rustys_Pre-Construction - Copy Type II 24-hr 10-yr Rainfall=3.14" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2: Subcat 2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 1.39 cfs @ 11.89 hrs, Volume= 2,309 cf, Depth> 1.58" Routed to Link AP2 : BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.14" Area (sf) CN Description 9,291 73 Brush, Good, HSG D 4,967 98 Paved parking, HSG D 3,277 98 Unconnected pavement, HSG D 17,535 85 Weighted Average 9,291 52.99% Pervious Area 8,243 47.01% Impervious Area 3,277 39.75% Unconnected Subcatchment 2: Subcat 2 Hydrograph Runoff 1.39 cfs Type II 24-hr 10-yr Rainfall=3.14" Runoff Area=17,535 sf 1 Runoff Volume=2,309 cf Flow (cfs) Runoff Depth>1.58" Tc=0.0 min CN=85 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 59 of 84

Rustys_Pre-Construction - Copy Type II 24-hr 10-yr Rainfall=3.14" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Link AP1: SENECA ST Inflow Area = 24,656 sf, 79.93% Impervious, Inflow Depth > 2.24" for 10-yr event Inflow = 2.20 cfs @ 11.96 hrs, Volume= 4,600 cf Primary = 2.20 cfs @ 11.96 hrs, Volume= 4,600 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link AP1: SENECA ST Hydrograph Inflow 2.20 cfs Primary 2.20 cfs Inflow Area=24,656 sf 2 Flow (cfs) 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 60 of 84

Rustys_Pre-Construction - Copy Type II 24-hr 10-yr Rainfall=3.14" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Link AP2: BASIN Inflow Area = 17,535 sf, 47.01% Impervious, Inflow Depth > 1.58" for 10-yr event Inflow = 1.39 cfs @ 11.89 hrs, Volume= 2,309 cf Primary = 1.39 cfs @ 11.89 hrs, Volume= 2,309 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link AP2: BASIN Hydrograph Inflow 1.39 cfs Primary 1.39 cfs Inflow Area=17,535 sf 1 Flow (cfs) 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 61 of 84

AP2 BASIN 6P INFIL. BED 5 5 2 Subcat 5 1P Subcat 2 INFIL. BED 4P 5P 4 INFIL. BED SAND INFIL. BED Subcat 4 3 6 1 Subcat 3 Subcat 6 Subcat 1 AP1 SENECA ST Subcat Reach Pond Link Routing Diagram for Rustys_Post-Construction - Copy Prepared by Waves AE, Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 62 of 84

Rustys_Post-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 2 Project Notes Defined 7 rainfall events from NY-Lake Mariner IDF Defined 6 rainfall events from NY-Lake Mariner IDF Defined 7 rainfall events from NY-PPA IDF Defined 7 rainfall events from NY - Rusty's IDF Page 63 of 84

Rustys_Post-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 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 25-yr Type II 24-hr Default 24.00 1 3.84 2 Page 64 of 84

Rustys_Post-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 4 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 13,144 73 Brush, Good, HSG D (1, 2, 3, 4, 5, 6) 25,787 98 Paved parking, HSG D (1, 2, 3, 4, 5, 6) 3,266 98 Unconnected pavement, HSG D (2, 6) 42,197 90 TOTAL AREA Page 65 of 84

Rustys_Post-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 5 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 42,197 HSG D 1, 2, 3, 4, 5, 6 0 Other 42,197 TOTAL AREA Page 66 of 84

Rustys_Post-Construction - Copy Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 6 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subc (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Num 0 0 0 13,144 0 13,144 Brush, Good 0 0 0 25,787 0 25,787 Paved parking 0 0 0 3,266 0 3,266 Unconnected pavement 0 0 0 42,197 0 42,197 TOTAL AREA Page 67 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Subcat 1 Runoff Area=17,571 sf 95.83% Impervious Runoff Depth>3.24" Tc=6.0 min CN=97 Runoff=2.12 cfs 4,750 cf Subcatchment 2: Subcat 2 Runoff Area=16,257 sf 34.84% Impervious Runoff Depth>1.91" Tc=6.0 min CN=82 Runoff=1.32 cfs 2,586 cf Subcatchment 3: Subcat 3 Runoff Area=630 sf 99.39% Impervious Runoff Depth>3.32" Tc=6.0 min CN=98 Runoff=0.08 cfs 175 cf Subcatchment 4: Subcat 4 Runoff Area=1,852 sf 97.97% Impervious Runoff Depth>3.24" Tc=6.0 min CN=97 Runoff=0.22 cfs 500 cf Subcatchment 5: Subcat 5 Runoff Area=2,495 sf 28.92% Impervious Runoff Depth>1.76" Tc=0.0 min CN=80 Runoff=0.22 cfs 366 cf Subcatchment 6: Subcat 6 Runoff Area=3,392 sf 99.91% Impervious Runoff Depth>3.32" Tc=0.0 min CN=98 Runoff=0.48 cfs 940 cf Pond 1P: INFIL. BED Peak Elev=646.82' Storage=340 cf Inflow=0.22 cfs 538 cf Discarded=0.00 cfs 221 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 221 cf Pond 4P: INFIL. BED SAND Peak Elev=648.14' Storage=293 cf Inflow=0.48 cfs 940 cf Discarded=0.00 cfs 121 cf Primary=0.52 cfs 526 cf Outflow=0.52 cfs 647 cf Pond 5P: INFIL. BED Peak Elev=648.51' Storage=100 cf Inflow=0.08 cfs 175 cf Discarded=0.00 cfs 37 cf Primary=0.02 cfs 38 cf Outflow=0.02 cfs 75 cf Pond 6P: INFIL. BED 5 Peak Elev=645.64' Storage=2,521 cf Inflow=1.44 cfs 2,953 cf Discarded=0.01 cfs 431 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 431 cf Link AP1: SENECA ST Inflow=2.12 cfs 4,750 cf Primary=2.12 cfs 4,750 cf Link AP2: BASIN Inflow=0.52 cfs 526 cf Primary=0.52 cfs 526 cf Total Runoff Area = 42,197 sf Runoff Volume = 9,317 cf Average Runoff Depth = 2.65" 31.15% Pervious = 13,144 sf 68.85% Impervious = 29,053 sf Page 68 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1: Subcat 1 Runoff = 2.12 cfs @ 11.96 hrs, Volume= 4,750 cf, Depth> 3.24" Routed to Link AP1 : SENECA ST Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 733 73 Brush, Good, HSG D 16,839 98 Paved parking, HSG D 17,571 97 Weighted Average 733 4.17% Pervious Area 16,839 95.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1: Subcat 1 Hydrograph Runoff 2.12 cfs 2 Type II 24-hr 25-yr Rainfall=3.84" Runoff Area=17,571 sf Runoff Volume=4,750 cf Flow (cfs) Runoff Depth>3.24" 1 Tc=6.0 min CN=97 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 69 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2: Subcat 2 Runoff = 1.32 cfs @ 11.97 hrs, Volume= 2,586 cf, Depth> 1.91" Routed to Pond 6P : INFIL. BED 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 10,593 73 Brush, Good, HSG D 2,424 98 Paved parking, HSG D 3,239 98 Unconnected pavement, HSG D 16,257 82 Weighted Average 10,593 65.16% Pervious Area 5,663 34.84% Impervious Area 3,239 57.20% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: Subcat 2 Hydrograph Runoff 1.32 cfs Type II 24-hr 25-yr Rainfall=3.84" 1 Runoff Area=16,257 sf Runoff Volume=2,586 cf Flow (cfs) Runoff Depth>1.91" Tc=6.0 min CN=82 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 70 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 3: Subcat 3 Runoff = 0.08 cfs @ 11.96 hrs, Volume= 175 cf, Depth> 3.32" Routed to Pond 5P : INFIL. BED Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 4 73 Brush, Good, HSG D 627 98 Paved parking, HSG D 630 98 Weighted Average 4 0.61% Pervious Area 627 99.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3: Subcat 3 Hydrograph 0.085 Runoff 0.08 0.08 cfs 0.075 Type II 24-hr 0.07 0.065 25-yr Rainfall=3.84" 0.06 0.055 Runoff Area=630 sf 0.05 Runoff Volume=175 cf Flow (cfs) 0.045 0.04 Runoff Depth>3.32" 0.035 Tc=6.0 min 0.03 0.025 CN=98 0.02 0.015 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 71 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 4: Subcat 4 Runoff = 0.22 cfs @ 11.96 hrs, Volume= 500 cf, Depth> 3.24" Routed to Pond 1P : INFIL. BED Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 38 73 Brush, Good, HSG D 1,814 98 Paved parking, HSG D 1,852 97 Weighted Average 38 2.03% Pervious Area 1,814 97.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4: Subcat 4 Hydrograph Runoff 0.24 0.22 cfs 0.23 0.22 0.21 Type II 24-hr 0.2 0.19 25-yr Rainfall=3.84" 0.18 0.17 0.16 Runoff Area=1,852 sf 0.15 Runoff Volume=500 cf Flow (cfs) 0.14 0.13 0.12 Runoff Depth>3.24" 0.11 0.1 0.09 Tc=6.0 min 0.08 0.07 CN=97 0.06 0.05 0.04 0.03 0.02 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 72 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 5: Subcat 5 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.22 cfs @ 11.89 hrs, Volume= 366 cf, Depth> 1.76" Routed to Pond 6P : INFIL. BED 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 1,773 73 Brush, Good, HSG D 721 98 Paved parking, HSG D 2,495 80 Weighted Average 1,773 71.08% Pervious Area 721 28.92% Impervious Area Subcatchment 5: Subcat 5 Hydrograph 0.25 Runoff 0.24 0.22 cfs 0.23 0.22 0.21 Type II 24-hr 0.2 0.19 25-yr Rainfall=3.84" 0.18 0.17 Runoff Area=2,495 sf 0.16 0.15 Runoff Volume=366 cf Flow (cfs) 0.14 0.13 0.12 Runoff Depth>1.76" 0.11 0.1 0.09 Tc=0.0 min 0.08 0.07 CN=80 0.06 0.05 0.04 0.03 0.02 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 73 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 6: Subcat 6 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.48 cfs @ 11.89 hrs, Volume= 940 cf, Depth> 3.32" Routed to Pond 4P : INFIL. BED SAND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=3.84" Area (sf) CN Description 3 73 Brush, Good, HSG D 3,363 98 Paved parking, HSG D 27 98 Unconnected pavement, HSG D 3,392 98 Weighted Average 3 0.09% Pervious Area 3,389 99.91% Impervious Area 27 0.79% Unconnected Subcatchment 6: Subcat 6 Hydrograph Runoff 0.5 0.48 cfs 0.45 Type II 24-hr 0.4 25-yr Rainfall=3.84" 0.35 Runoff Area=3,392 sf Runoff Volume=940 cf Flow (cfs) 0.3 0.25 Runoff Depth>3.32" 0.2 Tc=0.0 min 0.15 CN=98 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 74 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1P: INFIL. BED [82] Warning: Early inflow requires earlier time span Inflow Area = 2,482 sf, 98.33% Impervious, Inflow Depth > 2.60" for 25-yr event Inflow = 0.22 cfs @ 11.96 hrs, Volume= 538 cf Outflow = 0.00 cfs @ 10.05 hrs, Volume= 221 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.05 hrs, Volume= 221 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routed to Link AP2 : BASIN Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 646.82' @ 15.78 hrs Surf.Area= 697 sf Storage= 340 cf Plug-Flow detention time= 176.2 min calculated for 220 cf (41% of inflow) Center-of-Mass det. time= 73.0 min ( 814.8 - 741.8 ) Volume Invert Avail.Storage Storage Description #1 645.60' 836 cf PEA GRAVEL (Prismatic)Listed below (Recalc) 2,091 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 645.60 697 0 0 648.60 697 2,091 2,091 Device Routing Invert Outlet Devices #1 Discarded 645.60' 0.300 in/hr Exfiltration over Surface area #2 Primary 648.30' 3.8' long Broad-Crested Rectangular Weir Head (feet) 0.01 Coef. (English) 2.60 Discarded OutFlow Max=0.00 cfs @ 10.05 hrs HW=645.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=645.60' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 75 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 15 Pond 1P: INFIL. BED Hydrograph 0.22 cfs Inflow Outflow Discarded Inflow Area=2,482 sf Primary 0.24 0.22 Peak Elev=646.82' 0.2 Storage=340 cf 0.18 0.16 Flow (cfs) 0.14 0.12 0.1 0.08 0.06 0.00 cfs 0.04 0.00 cfs 0.02 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 76 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Pond 4P: INFIL. BED SAND [82] Warning: Early inflow requires earlier time span [92] Warning: Device #1 is above defined storage [93] Warning: Storage range exceeded by 0.02' [88] Warning: Qout>Qin may require smaller dt or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=77) Inflow Area = 3,392 sf, 99.91% Impervious, Inflow Depth > 3.32" for 25-yr event Inflow = 0.48 cfs @ 11.89 hrs, Volume= 940 cf Outflow = 0.52 cfs @ 11.89 hrs, Volume= 647 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.00 cfs @ 5.35 hrs, Volume= 121 cf Primary = 0.52 cfs @ 11.89 hrs, Volume= 526 cf Routed to Link AP2 : BASIN Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 648.14' @ 11.89 hrs Surf.Area= 244 sf Storage= 293 cf Plug-Flow detention time= 109.7 min calculated for 645 cf (69% of inflow) Center-of-Mass det. time= 42.9 min ( 770.3 - 727.4 ) Volume Invert Avail.Storage Storage Description #1 644.12' 293 cf Sand/Fill (Prismatic)Listed below (Recalc) 976 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 644.12 244 0 0 646.62 244 610 610 648.12 244 366 976 Device Routing Invert Outlet Devices #1 Primary 648.12' 59.7' long Broad-Crested Rectangular Weir Head (feet) 0.01 Coef. (English) 2.60 #2 Discarded 644.12' 0.400 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 5.35 hrs HW=644.16' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.31 cfs @ 11.89 hrs HW=648.14' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.31 cfs @ 0.33 fps) Page 77 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 17 Pond 4P: INFIL. BED SAND Hydrograph Inflow Outflow 0.52 cfs Discarded 0.48 cfs Inflow Area=3,392 sf Primary 0.55 0.52 cfs Peak Elev=648.14' 0.5 0.45 Storage=293 cf 0.4 0.35 Flow (cfs) 0.3 0.25 0.2 0.15 0.1 0.00 cfs 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 78 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Pond 5P: INFIL. BED [82] Warning: Early inflow requires earlier time span [92] Warning: Device #2 is above defined storage [93] Warning: Storage range exceeded by 0.01' [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=76) Inflow Area = 630 sf, 99.39% Impervious, Inflow Depth > 3.32" for 25-yr event Inflow = 0.08 cfs @ 11.96 hrs, Volume= 175 cf Outflow = 0.02 cfs @ 12.16 hrs, Volume= 75 cf, Atten= 79%, Lag= 11.8 min Discarded = 0.00 cfs @ 6.00 hrs, Volume= 37 cf Primary = 0.02 cfs @ 12.16 hrs, Volume= 38 cf Routed to Pond 1P : INFIL. BED Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 648.51' @ 12.15 hrs Surf.Area= 100 sf Storage= 100 cf Plug-Flow detention time= 162.9 min calculated for 75 cf (43% of inflow) Center-of-Mass det. time= 61.0 min ( 792.7 - 731.7 ) Volume Invert Avail.Storage Storage Description #1 646.00' 100 cf PEA GRAVEL (Prismatic)Listed below (Recalc) 250 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 646.00 100 0 0 648.50 100 250 250 Device Routing Invert Outlet Devices #1 Discarded 646.00' 0.300 in/hr Exfiltration over Surface area #2 Primary 648.50' 5.0' long Broad-Crested Rectangular Weir Head (feet) 0.01 Coef. (English) 2.60 Discarded OutFlow Max=0.00 cfs @ 6.00 hrs HW=646.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.16 hrs HW=648.51' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.21 fps) Page 79 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 19 Pond 5P: INFIL. BED Hydrograph 0.08 cfs Inflow Outflow Discarded 0.085 Inflow Area=630 sf Primary 0.08 0.075 Peak Elev=648.51' 0.07 0.065 Storage=100 cf 0.06 0.055 0.05 Flow (cfs) 0.045 0.04 0.035 0.03 0.02 cfs 0.025 0.02 0.02 cfs 0.015 0.01 0.00 cfs 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 80 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Pond 6P: INFIL. BED 5 Inflow Area = 18,751 sf, 34.05% Impervious, Inflow Depth > 1.89" for 25-yr event Inflow = 1.44 cfs @ 11.96 hrs, Volume= 2,953 cf Outflow = 0.01 cfs @ 10.65 hrs, Volume= 431 cf, Atten= 99%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.65 hrs, Volume= 431 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routed to Link AP2 : BASIN Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 645.64' @ 20.00 hrs Surf.Area= 1,686 sf Storage= 2,521 cf Plug-Flow detention time= 220.3 min calculated for 431 cf (15% of inflow) Center-of-Mass det. time= 109.9 min ( 893.5 - 783.6 ) Volume Invert Avail.Storage Storage Description #1 641.90' 3,844 cf PEA GRAVEL (Prismatic)Listed below (Recalc) 9,610 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 641.90 1,686 0 0 647.60 1,686 9,610 9,610 Device Routing Invert Outlet Devices #1 Discarded 641.90' 0.300 in/hr Exfiltration over Surface area #2 Primary 645.90' 6.0' long Broad-Crested Rectangular Weir Head (feet) 0.01 Coef. (English) 2.60 Discarded OutFlow Max=0.01 cfs @ 10.65 hrs HW=641.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=641.90' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 81 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 21 Pond 6P: INFIL. BED 5 Hydrograph 1.44 cfs Inflow Outflow Discarded Inflow Area=18,751 sf Primary Peak Elev=645.64' Storage=2,521 cf 1 Flow (cfs) 0.01 cfs 0.01 cfs 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 82 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 22 Summary for Link AP1: SENECA ST Inflow Area = 17,571 sf, 95.83% Impervious, Inflow Depth > 3.24" for 25-yr event Inflow = 2.12 cfs @ 11.96 hrs, Volume= 4,750 cf Primary = 2.12 cfs @ 11.96 hrs, Volume= 4,750 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link AP1: SENECA ST Hydrograph Inflow 2.12 cfs Primary 2.12 cfs Inflow Area=17,571 sf 2 Flow (cfs) 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 83 of 84

Rustys_Post-Construction - Copy Type II 24-hr 25-yr Rainfall=3.84" Prepared by Waves AE Printed 7/29/2026 HydroCAD® 10.20-7a s/n 13900 © 2025 HydroCAD Software Solutions LLC Page 23 Summary for Link AP2: BASIN Inflow Area = 24,626 sf, 49.60% Impervious, Inflow Depth > 0.26" for 25-yr event Inflow = 0.52 cfs @ 11.89 hrs, Volume= 526 cf Primary = 0.52 cfs @ 11.89 hrs, Volume= 526 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link AP2: BASIN Hydrograph Inflow 0.52 cfs Primary 0.55 0.52 cfs Inflow Area=24,626 sf 0.5 0.45 0.4 0.35 Flow (cfs) 0.3 0.25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 84 of 84