PBA06.11.2026packet (full text)

WEST SENECA PLANNING BOARD 1300 Union Road, West Seneca, NY 14224 6:00 PM in the Community Center June 11, 2026 AGENDA Meeting # 2026-06 CALL TO ORDER APPROVAL OF PROOFS OF PUBLICATION APPROVAL OF MINUTES 1. Minutes of Meeting #2026-04 OLD BUSINESS NEW BUSINESS SPR 2026-002 A request of New Leaf Energy, Inc. for site plan approval for property located at 705 Orchard Park Road to permit an EV Parking Station and all associated site work. 2026-002 A request of Held Development and Properties, LLC for rezoning of property located at 1475 Orchard Park Road to allow A Custom Sewing Shop to operate in the existing building. SPR 2026-003 A request of Home Leasing, for site plan approval for a property located at 2544 Clinton Street to permit a 3-story multi-unit residential building with all associated site work. 2026-003 A request of Crafted Concepts, on behalf of the owner, for property located at 5700 Seneca Street for a special permit to permit the service of alcohol and an outdoor mini-golf course. SPR 2026-005 A request of Zen Nails for property located at 1976 Ridge Road to permit an addition to the existing building and all associated site work. SPR 2026-004 Page 1 of 849

A request of Clinton Street Industrial Park for site plan approval for property located at 3254 Clinton Street to permit a 50ft by 50ft building addition. SPR 2026-006 A request of Carmina Wood Design, on behalf of the owner, for site plan approval for property located at 1425 Orchard Park Rd to permit the development of a multi-unit town house development with all associated site work. ADJOURN Page 2 of 849

WEST SENECA COMMUNITY CENTER Planning Board PROCEEDINGS 1300 Union Road Minutes # West Seneca, NY 14224 March 12, 2026 ROLL CALL: Present: Chairperson Margaret Bebak Planning Board Member Eric Sailer Planning Board Member Jim Frick Planning Board Member Joseph Sherman Planning Board Member Tim Hayes Planning Board Member Mark Beehler Planning Board Member William Wise Absent: CALL TO ORDER APPROVAL OF PROOFS OF PUBLICATION APPROVAL OF MINUTES 1. Minutes of Meeting #2026-02 OLD BUSINESS SPR2026-001 A request from Julius Aebly for property located at 1465 Union Rd. to permit the construction of a +/- 2,500 SF bank with drive-thru. Motion by Chairperson Bebak, seconded by Planning Board Member Frick, Ayes: 7 Noes: 0 Abstain: 0 Motion Carried Anthony Pandolfe the project manager with Carmina Wood Design, stated -We revised the plan on the corridor overlay and added a bench to the site that is located next to the flagpole. -The last meeting we were asked to check on the code regarding ATMs. When we looked into it, the code that was brought up was only for freestanding machines. Our machine will be against the wall in the drive-through lane, which is not considered a freestanding machine. -Engineered plans were submitted to Clark Patterson Lee and given an initial comment letter. -a sewer profile and minor landscape revisions were done. -confirmation from the town engineer that the SWIP from the previously approved office building next door, that SWIP is still in place and will resume SWIP inspections until finished. -Clark Peterson Lee issued an approval letter with a couple recommendations for contingencies of approval -One of them is the water service. We have submitted it to the water authority, and it is under review. -questioned if National Fuel was being used or NYSEG. NYSEG would be the provider. -A ZBA meeting was attended last month for a variance requirement for the drive-through stacking. That variance was granted for 8 cars. 1 Page 3 of 849

WEST SENECA COMMUNITY CENTER Planning Board PROCEEDINGS 1300 Union Road Minutes # West Seneca, NY 14224 March 12, 2026 -A letter from Erie County DPW requesting a queuing analysis be done. -Our traffic engineer consultant will work on that and, if the board sees fit, we will make that a contingency of approval. Mr. Sherman questioned the environmental assessment comprehensive plan being identified as LOS "E" which F is the highest in volume, and would like another traffic study done. Mr. Scheiber stated this was approved when a restaurant was going in this location which would have a heavier traffic volume, but we will continue with a traffic study by the county. Mr. Sherman wants to see another study done by the Department of Public Works in regard to the traffic before he signs off on this. Mr. Pandolfe mentioned if there were more than 8 vehicles in the drive-thru, they could stack into the parking lot rather than on Union Rd. Mr. Schieber recapped the landscaping on the plans, with shrubs small enough that will not obstruct the view of the traffic lines. Mr. Sherman wanted to amend the zoning from a C to an S since this was originally approved for a restaurant, and now it is a bank. Mr. Scheiber stated it will remain as is. Mr. Hayes asked if the name of the bank could be disclosed. Mr. Scheiber announced the name of the bank was Canal Bank. Mr. Beehler states there is a location in Williamsville on Main St. Mr. Sherman questioned who the proposed tenant or owner of the building was. Mrs. Bebak stated it is on the building owner. The public question by Eric Meinder was why does it matter if it is a bank or restaurant? Mrs. Bebak answered that it was originally approved to be a restaurant with a drive-thru and now is a bank with a drive-thru. NEW BUSINESS ADJOURN Motion by Chairperson Bebak, seconded by Planning Board Member Beehler, to table conditions such as, a letter from the engineers' application from the Water Authority for approval of proposed water services, to coordinate with NYSEG during construction, for final approval of the proposed planting locations and the requirement of the Erie County Department of Public Works approval on the traffic. Ayes: 0 Noes: 0 Abstain: 0 Motion Carried 2 Page 4 of 849

17 Computer Drive West Albany, NY 12205 518.438.9900 70 Linden Oaks, Third Floor Rochester, NY 14625 Via Overnight Delivery 585.866.1100 March 26, 2026. Town of West Seneca 1250 Union Road West Seneca, NY 14224 Attention: Jeffery Schieber RE: Application for Site Plan Review Proposed EV Charging Stations 705 Orchard Park Road \ NYS Route 240 Town of West Seneca, Erie County Tax Account 143.06-1-16 Dear Mr. Schieber, On behalf of our client, New Leaf Energy, Inc., we are pleased to submit the application documents enclosed for Planning Board review. Enclosed please find the following items in support of our application: A. (22) Copies of the Letter of Intent, prepared by Bohler, dated 3/26/26. B. (22) Copies of the Site Plan Application C. (22) Copies of the Short Environmental Assessment Form, prepared by Bohler, dated 3/26/26 D. (22) Copies of the Canopy Rendering, prepared by Weston & Sampson design Studio E. (1) 11x17 Copy of the Boundary & Topographic Map, prepared be Colliers, dated 8/15/25 F. (1) 11x17 Copy of the Site Plan, prepared by Bohler, dated 3/26/26 G. (22) Full-size copies of the Boundary & Topographic Map, prepared by Colliers, dated 8/15/25 H. (22) Full-size copies of the Site Plan, prepared by Bohler, dated 3/26/26 I. Check in the amount of $600 for Planning Board Review Fee J. Email with a pdf of all submitted documents. Existing Conditions The existing 0.143-acre parcel is located between the Mobil gas station and the Wendy’s restaurant rear parking area. The site is undeveloped and consists of maintained lawn. There is an existing curb cut with an asphalt driveway apron. The site sheet flows west to east toward Orchard Park Road. Proposed Project The applicant is proposing to construct (10) EV charging parking spaces with (5) EV Charging Stations and a canopy. One EV charging station will service two parking spaces. An ADA compliant space is being provided. The project will include associated site improvements consisting of modifying the existing curb cut onto Orchard Park Road, stormwater mitigation, transformer and electrical power equipment. Zoning The project site is zoned C-1 commercial where EV charging stations are an allowed use. Given the size of the existing parcel, we anticipate area variances will be required for pavement setbacks (10’ required, 3’ proposed) and building setbacks (40’ front, 5’ side and 30’ rear required, 6.6’ front, 0’ side and 22.0’ rear proposed). We will make application to the Zoning Board of Appeals to request area variances. www.BohlerEngineering.com Page 5 of 849

Proposed EV Charging Stations Site Plan Review 705 Orchard Park Road Page 2 of 2 West Seneca, NY 14224 Stormwater The project will disturb ±0.14 acres of land and substantially decrease green space. To mitigate stormwater runoff, an underground pipe detention system is proposed to reduce post construction discharge rates to pre-existing discharge rate. The intent would be to utilize perforated pipe to allow for infiltration. Infiltration testing will be completed to confirm the design. Construction Schedule The intent would be to start construction once all municipal approvals and permits are obtained. It is estimated that the duration of construction will be ±4 weeks. We look forward to presenting this information at the May 14th Town Planning Board meeting. If you have any questions, please do not hesitate to contact our office. Sincerely, BOHLER ENGINEERING NY, PLLC Randy Bebout Cc: James Rambone, New Leaf Energy www.BohlerEngineering.com Page 6 of 849

3/24/26 PROPOSED EV CHARGING STATIONS 705 ORCHARD PARK ROAD (BETWEEN MOBIL & WENDY'S) NEW LEAF ENERGY, INC. 978-483-0037 55 TECHNOLOGY DRIVE, SUITE 102,LOWELL, MA 01851 GLR HOLDINGS, LLC 585-262-3630 180 Canal View Blvd. Suite 600, Rochester, New York 14623 BOHLER ENGINEERING NY, PLLC 585.866.1100 70 LINDEN OAKS, THIRD FLOOR, ROCHESTER, NY 14625 143.06-1-16 PROPOSED CONST. OF (10) EV CHARGING PARKING SPACES W\CANOPY,(5) CHARGING STATIONS, NEW ACCESS DRIVE AND ASSOCIATED SITE IMPROVEMENTS (STORM DRAINAGE, ELECTRICAL EQUIPMENT, ETC.) 0.143 N/A ORCHARD PARK ROAD, APPROX. 45' OF FRONTAGE C-1,COMMERCIAL NO CHANGE UNDEVELOPED EV CHARGING STATIONS COMMERCIAL N/A N/A AREA VARIANCES WILL BE REQURED FOR PAVEMENT AND STRUCTURE SETBACKS Page 7 of 849

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OP 1 | PULL-IN PARKING Page 12 of 849

OP 1 | BACK-IN PARKING Page 13 of 849

Project: 1) DESIGN CRITERIA FLAT ROOF SNOW LOAD, Pf = 30.0 PSF SNOW EXPOSURE FACTOR, Ce = 1.00 A. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE THERMAL FACTOR, Ct = 1.20 COLUMN REACTIONS @ GRIDLINE 1 FOLLOWING CODES AND CRITERIA: IMPORTANCE FACTOR, IS = 1.00 180° MOMENT MOMENT MOMENT HORIZONTAL HORIZONTAL VERTICAL REACTION ABOUT REACTION ABOUT REACTION ABOUT 1. MASSACHUSETTS BUILDING CODE USED TO ADDRESS 2) STRUCTURAL STEEL LOAD CASE REACTION, X-DIR. REACTION, Z-DIR. REACTION, Y-DIR. X-DIR Y-DIR Z-DIR SNOW LOAD FOR EXAMPLE PURPOSES. EACH DESIGN 90° 270° (KIP) (KIP) (KIP) EV CANOPIES WILL BE REFINED PER LOCATION. (KIP-FT) (KIP-FT) (KIP-FT) 1. ASTM SPECIFICATION AND GRADE. UNLESS NOTED Y 2. 10TH EDITION OF THE MASSACHUSETTS BUILDING OTHERWISE ON THE DRAWINGS, STRUCTURAL STEEL X SELF-WEIGHT ~ ~ 4.14 ~ ~ -34.6 CODE Z SHALL BE AS FOLLOWS: DEAD LOAD ~ ~ 7.20 ~ ~ -85.8 2.1. BASED OFF 2021 INTERNATIONAL BUILDING CODE 0° a) W-SHAPES: A992 Z 3. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS b) HSS, RECTANGULAR: A500, Gr. C - Fy = 50 ksi X SNOW LOAD ~ ~ 14.4 ~ ~ -172 AND OTHER STRUCTURES ROOF LIVE ~ ~ 9.60 ~ ~ -115 4. AISC360-16, AMERICAN INSTITUTE OF STEEL 3) FOUNDATION NOTES WIND 0° A -4.67 ~ -9.14 ~ ~ 164 CONSTRUCTION 1. FOUNDATION DESIGNED BASED ON THE FOLLOWING NOTES: PROPERTIES: WIND 0° B -4.67 ~ 7.31 ~ ~ -89.6 B. BUILDING CLASSIFICATION SOIL BEARING PRESSURE (NET) : 1,500 PSF · ALL REACTIONS ARE SERVICE LEVEL (UNFACTORED) WIND 90° A ~ 0.96 5.72 -11.5 -11.3 -68.1 SUBGRADE MODULUS: 100 PCI · NEGATIVE VERTICAL REACTION (Y-AXIS) INDICATES UPLIFT 1. BUILDING OCCUPANCY CLASSIFICATION: U NOTE: PROOF ROLL THE EXPOSED SUBGRADE WITH A · ALL WIND AND SEISMIC REACTIONS ARE REVERSIBLE WIND 90° B ~ 0.96 -5.30 -11.5 -11.3 63.1 · ALL WIND REACTIONS ARE PROVIDED AT VULT MEDIUM-WEIGHT ROLLER TO DETERMINE IF ANY · ALL SEISMIC REACTIONS TO BE MULTIPLIED BY APPROPRIATE ΩO WIND 180° A 4.67 ~ -9.17 ~ ~ 53.6 Weston & Sampson Engineers, Inc. C. DEAD LOADS = 15.0 PSF POCKETS OF SOFT, UNSUITABLE MATERIAL EXIST FACTORS FOR ANCHORAGE AND FOUNDATION DESIGN WIND 180° B 4.67 ~ 7.31 ~ ~ -84.6 55 Walkers Brook Drive, Suite 100 BENEATH THE EXPOSED SUBGRADE. REMOVE ANY Reading, MA 01867 D. LIVE LOADS UNSUITABLE MATERIAL ENCOUNTERED AND REPLACE FOUNDATION PLAN NOTES: 978.532.1900 800.SAMPSON WITH A PROPERLY COMPACTED GRANULAR MATERIAL ROOF = 20.0 PSF www.westonandsampson.com 1. FINAL GRADE ELEVATION: 100'-0" REDUCIBLE PER 780 CMR, 10TH EDITION A. OWNER/CONTRACTOR SHALL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER TO VERIFY THAT THE 2. F# SIGNIFIES FOUNDATION SCHEDULE MARK F# Consultants: E. WIND LOADS DESIGN CRITERIA ABOVE NOTED FOUNDATION DESIGN PRESSURES AND MODULUS ARE MET DESIGN WIND SPEED, VULT = 127 MPH B. OWNER/CONTRACTOR SHALL EMPLOY QUALIFIED NOMINAL WIND SPEED, VASD = 97 MPH INDEPENDENT SOIL-TESTING AGENCY TO VERIFY THAT Complete Structural Consulting RISK CATEGORY = II ALL EXCAVATION AND BACKFILL OPERATIONS MEET THE 9880 Westpoint Drive, Suite 100 EXPOSURE CATEGORY = C CRITERIA OF THESE NOTES AND THE SPECIFICATIONS Indianapolis, IN 46256 INTERNAL PRESSURE, GCpl = +/- 0.00 317.468.2004 VELOCITY PRESSURE, Kd = 0.85 C. ENGINEERED FILL SHALL BE CLEAN, WELL GRADED, AND FREE DRAINING IN ITS COMPACTED STATE F. SEISMIC DESIGN CRITERIA D. GRANULAR FILL MATERIAL SHALL BE A "PIT RUN GRAVEL" DESIGN CATEGORY = B AS IT OCCURS IN A NATURAL STATE WITH NO LUMPS OF IMPORTANCE FACTOR, Ie = 1.00 CLAY OR ROCKS LARGER THAN 2" IN DIAMETER. IT MUST CONFORM TO THE FOLLOWING GRADATIONS: 10 TO 40 MAPPED SPECTRAL RESPONSE ACCELERATION: PERCENT SAND, 40 TO 80 PERCENT GRAVEL, AND 0 TO 15 SS = 0.198 g PERCENT CLAY. OBTAIN FROM A BORROW PIT S1 = 0.055 g APPROVED BY THE OWNER AND THE TESTING AGENCY SITE CLASS = D SPECTRAL RESPONSE COEFFICIENTS: E. COMPACT ALL GRANULAR FILL BENEATH SLABS ON SDS = 0.211 g GRADE AND OVER FOOTINGS TO 95 PERCENT MODIFIED SD1 = 0.088 g MAXIMUM DRY DENSITY, ASTM D-1557. INCREASE THE SEISMIC FORCE RESISTING SYSTEM: COMPACTION REQUIREMENTS FOR ENGINEERED FILL STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SUPPORTING FOOTINGS TO 97 PERCENT MODIFIED N SEISMIC RESISTANCE MAXIMUM DRY DENSITY, ASTM D-1557. COMPACT ALL BACKFILL NOT SUPPORTING SLABS, PAVEMENT, OR R = 3.00 FOOTINGS TO 90 PERCENT MODIFIED MAXIMUM DRY CS = 0.071 DENSITY, ASTM D-1557. PLACEMENT AND COMPACTION OF FILL SHALL BE OVERSEEN BY THE TESTING AGENCY. W E ANALYSIS PROCEDURE USED: PLACE ALL GRANULAR FILL MATERIAL IN LAYERS NOT EQUIVALENT LATERAL FORCE EXCEEDING 6" IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED G. SNOW LOADS MINIMUM DRY DENSITY S GROUND SNOW LOAD, Pg = 30.0 PSF F. ALL BACKFILL PLACED AGAINST CONCRETE WALLS SHALL BE A WELL-GRADED, FREE-DRAINING, GRANULAR 20 0 10 20 Note: MATERIAL APPROVED BY THE TESTING AGENCY Loads from Carver, Massachusetts were chosen for demonstration 4) CONCRETE 1" = 20' purposes. Each design will be updated and refined based on the site (IN FEET) and final loading criteria 1. ALL CONCRETE SHALL BE MINIMUM 4,000 PSI WITH A MINIMUM AIR ENTRAINMENT OF 6%. 2. ALL STEEL REINFORCEMENT BARS SHALL BE ASTM A615 GRADE 60. 3. ALL STEEL REINFORCEMENT SPLICES SHALL BE LAPPED A MINIMUM OF 42", UNLESS NOTED OTHERWISE. No. Description Date Revisions Seal: DRAFT Issued For: REVIEW (NOT FOR CONSTRUCTION) Issued Date: 12/12/2024 Drawn By: RRK Reviewed By: ASK Approved By: ASK W&S Project No.: Drawing Title: GENERAL NOTES Sheet Number: S100 Page 14 of 849

Project: 1 12 1 1/2 Dt EV CANOPIES HSS PURLINS SPACED @ 5'-0" C/C 3 W16x67 HSS7x4x16 PURLINS SPACED BEAMS @ 5'-0" C/C TYP. MAY BE FLUSH BOLTED OR TOP MOUNTED Weston & Sampson Engineers, Inc. 55 Walkers Brook Drive, Suite 100 BUILT-UP WIDE FLANGE COLUMNS, Reading, MA 01867 978.532.1900 800.SAMPSON FLANGE THK: 13 16" 24'-0" www.westonandsampson.com WEB THK: 21" 12'-8" Dt:1'-6" 10'-11" Consultants: Db:2'-0" FOUNDATION PER SCHEDULE FINAL TO BE AT FROST DEPTH Complete Structural Consulting 9880 Westpoint Drive, Suite 100 Indianapolis, IN 46256 317.468.2004 Db WIDE FLANGE BEAM N 24'-0" W E 24'-3" S SECTION CUT 2 SCALE: 1/2" = 1'-0" 20 0 10 20 96'-0" 1" = 20' (IN FEET) F1 TYP. 3'-0" 3" 24'-0" (4)ø1 1/2" ANCHOR RODS, 20" EMBEDMENT 13'-0" 3" 2'-6" 2 3/4" BASE PLATE No. Description Date Revisions Seal: TYP. 1/2 DRAFT 24'-0" Issued For: 6'-6" 6'-6" REVIEW (NOT FOR CONSTRUCTION) P:\24.0812 EV Canopies (WSE)\04 DWGs & MODELS\_CSC DRAWINGS\EV Canopy_Shareable.dwg Issued Date: 12/12/2024 13'-0" Drawn By: RRK Reviewed By: ASK Approved By: ASK FOUNDATION PLAN VIEW W&S Project No.: 3 SCALE: N.T.S Drawing Title: 5'-0" 5'-0" 5'-0" 5'-0" PULL IN PARKING STRUCTURAL SCHEDULE STEEL WEIGHT REINFORCING REINFORCING TOP / FTG. MARK SIZE (L x W x T) NOTES PLAN VIEW (LBS) (TOP) (BOTTOM) ELEVATION 1 SCALE: 3/16" = 1'-0" 4,800 PER BAY FURTHER BORING REQUIRED AND Sheet Number: F1 (INCLUDES 13'-0" x 13'-0" X 2'-0" (10) #5 EA. WAY (22) #5 EA. WAY 100'-0" SOIL CONDITIONS TO BE CONFIRMED PURLINS) PER LOCATION S200 Page 15 of 849

& Engineering Design, Architecture, Surveying, CT Landscape P.C. Architecture, N W E Engineering & Design NORTH www.colliersengineering.com Copyright © 2025. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, S distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. Formerly Known as C O+ SURVEYING ENGINEERS N S U L T I N G REV DATE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NEW LEAF ENERGY LEGEND 705 ORCHARD PARK ROAD TOWN OF WEST SENECA ERIE COUNTY, N.Y. ABBREVIATIONS By: MICHAEL.ENNIS on 2025-08-21 -- 03:17pm BUFFALO (BA) 40 LaRiviere Drive, Suite 200 Buffalo, NY 14202 Phone: 716.852.3211 Engineering COLLIERS ENGINEERING & DESIGN, & Engineering Design, Architecture, Surveying, CT Landscape P.C. Architecture, & Design ARCHITECTURE, LANDSCAPE ARCHITECTURE, SURVEYING CT, P.C. SCALE: DRAWN BY: AS SHOWN MJE R:\Projects\2025\25903000\25903004\Survey\25903004 V-SURV.dwg\V-SURVEY DESIGNED BY: REVIEWED BY: MJE DATE ISSUED: PROJECT NUMBER: 08/15/25 25903004 FIELD BOOK: PAGE: SHEET NAME: BOUNDARY & 10 0 10 20 TOPOGRAPHIC MAP SCALE : 1" = 10' DRAWING NUMBER: Linear unit of measure: US Survey Foot (1 ft = 1200/3937 m) 1 of 1 UNAUTHORIZED ALTERATION OR ADDITION TO AN ARCHITECTURAL DOCUMENT BEARING A LICENSED PROFESSIONAL ARCHITECT'S SEAL IS A VIOLATION OF SECTION 8 NYCRR 69.5(b), OF THE NEW YORK STATE EDUCATION LAW. ONLY DOCUMENTS WITH THE PROFESSIONAL ARCHITECT'S SEAL ARE GENUINE TRUE AND CORRECT COPIES OF THE PROFESSIONAL ARCHITECT’S ORIGINAL WORK AND OPINION. UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEY OR ENGINEERING DOCUMENT BEARING A LICENSED LAND SURVEYOR OR PROFESSIONAL ENGINEER'S SEAL IS A VIOLATION OF SECTION 7209, SUB-DIVISION 2, OF THE NEW YORK STATE EDUCATION LAW. ONLY DOCUMENTS WITH THE LAND SURVEYOR OR PROFESSIONAL ENGINEER'S SEAL ARE GENUINE TRUE AND CORRECT COPIES OF THE LAND SURVEYOR OR PROFESSIONAL ENGINEER’S ORIGINAL WORK AND OPINION. NOTE: DO NOT SCALE DRAWINGS FOR CONSTRUCTION. Page 16 of 849

SITE INFORMATION APPLICANT: NEW LEAF ENERGY, INC. 55 TECHNOLOGY DRIVE, SUITE #102 , LOWELL, MA 01851 OWNER: W GLR HOLDINGS, LLC 180 CANAL VIEW BLVD, SUITE 600 NAD83 NAD83 E ROCHESTER, NY 14623 SITE NOTES (REV. 5/2024) S 1. ALL CONCRETE MUST BE AIR ENTRAINED AND INCLUDE THE MINIMUM COMPRESSIVE STRENGTH OF JURISDICTIONAL STANDARD PSI AT 28 DAYS (OR 4,000 PSI) UNLESS OTHERWISE NOTED ON THE PLANS, DETAILS AND/OR GEOTECHNICAL REPORT. IF THERE ARE ANY DISCREPANCIES BETWEEN THE PLANS, DETAILS AND GEOTECHNICAL REPORT THEN THE GEOTECHNICAL REPORT SHALL GOVERN. 2. THE CONTRACTOR MUST REPAIR OR REPLACE, AT THE CONTRACTOR'S SOLE COST AND EXPENSE, ALL SIDEWALKS, CURBS, PAVEMENT MARKINGS, AND PAVEMENT DAMAGED BY CONSTRUCTION ACTIVITIES WHETHER SPECIFIED ON THIS PLAN OR NOT. 3. CONTRACTOR IS CAUTIONED OF EXISTING UTILITY SERVICES TO REMAIN IN PROXIMITY TO PROPOSED BOLLARDS AND SIGNS. CONTRACTOR SHALL PROVIDE FIELD MODIFICATION LOCATIONS OF BOLLARDS AND BOLLARDS WITH SIGNAGE AS NEEDED TO AVOID CONFLICTS WITH EXISTING UTILITY SERVICES TO REMAIN. .com UTILITY NOTES ROCHESTER, NY 14625 www.BohlerEngineering (REV. 7/2024) (585) 866-1100 70 LINDEN OAKS 1. ALL WORK ASSOCIATED WITH UTILITY POLES, OVERHEAD WIRES AND ANY/ALL APPURTENANCES SHALL BE THIRD FLOOR COORDINATED BY THE GC WITH THE LOCAL UTILITY COMPANIES PRIOR TO THE ORDERING OF ANY MATERIALS. THIS MAY INCLUDE BUT IS NOT LIMITED TO THE REMOVAL, INSTALLATION, RELOCATION OR PROTECTION OF ANY BRACING, GUY WIRES, OVERHEAD WIRES, ETC. AS MAY BE REQUIRED TO ACCOMMODATE THE PROJECT. 2. TRANSFORMERS AND SWITCH GEARS: GC SHALL PROVIDE ALL APPURTENANCES IN ACCORDANCE WITH UTILITY COMPANY SPECIFICATIONS AND CARRY SAME IN BASE BID. APPURTENANCES SHALL INCLUDE, BUT NOT BE LIMITED TO, THE CONCRETE PAD, SECONDARY SPILL CONTAINMENT AREAS (IF REQUIRED), BOLLARD / VEHICULAR Phone: PROTECTION, AND OTHER ITEMS AS MAY BE REQUIRED BY THE UTILITY PROVIDER FOR INSTALLATION OF THE TRANSFORMER AND SWITCH GEAR (IF REQUIRED). GC SHALL COORDINATE ALL ASPECTS OF INSTALLATION WITH UTILITY PROVIDER PRIOR TO ORDERING OF MATERIALS AND NOTIFY DESIGN ENGINEER OF ANY CONFLICTS IN WRITING. ORCHARD PARK ROAD 138.00' N 80°00'37" N 3.5' 4' 4' 22.2' GREEN AREA PROP EOP GREEN AREA PROP EOP S 09°36'27" E 20' 45.00' PROP PANEL BOARD, PROP ASPHALT PAVEMENT (TYP) 45.00' PROP UTILITY POLE METER, & SWITCHBOARD PROP CANTILEVERED EV ON 7'X17.25' CONCRETE PAD CHARGING CANOPY PROPOSED EV CHARGING STATIONS PROP 4" PAVEMENT STRIPE PROP 6" PROP STRIPED PAINTED WHITE (TYP) BOLLARD (TYP) LOADING AREA 11' 3'R PROP GRAVEL AREA WEST SENECA, NY 14224 705 ORCHARD PARK RD 8' 6.6' 8' 10' 10' 18' 18' PROP 6" GREEN AREA BOLLARD (TYP) 8' 3' 3' 3.7' 138.00' PROP TRANSFORMER S 80°00'37" W 12.00' ON CONCRETE PAD PROP CANOPY COLUMN (TYP) PROP DUAL PORT EV CHARGER PROP EV CHARGING SIGN PROP EV CHARGING SIGN (TYP) ON CONRETE PAD (TYP OF 5) & LAST USE SIGN (TYP) THIS PLAN TO BE UTILIZED ALWAYS CALL 811 FOR SITE LAYOUT PURPOSES It's fast. It's free. It's the law. ONLY GENERAL NOTE: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN 10 5 2.5 0 1"= 10' 10 C-2.1 WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN SITE PLAN FULL CONFORMANCE WITH LOCAL REGULATIONS AND CODES. Page 17 of 849

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April 20, 2026 Jeffery Schieber Code Enforcement Officer 1250 Union Road – Room 210 West Seneca, New York 14224 RE: 2544 Clinton Street – Home Leasing Development Site Plan Review Application Package Mr. Schieber: On behalf of Home Leasing Development, I am pleased to submit a Site Plan Review Application Package for the proposed affordable multi-family housing project “West Seneca Apartments”, located on one parcel at 2544 Clinton Street. Home Leasing is seeking Site Plan Approval to develop the project on an approximately 12.7-acre site. (TA#124.00-2-5). The project proposes the construction of 75-units spanning across two buildings – the existing mansion on site (15-units) and a new 3-story multifamily apartment building (60-units) with associated parking, site and drainage improvements. The original project was approved by the Town Board for Rezoning, Special Use Permit and SEQR Negative Declaration on 1/27/2025. The revised layout for the project was approved by the Town Board for an Amendment to the existing Special Use Permit on 2/9/2026. This package includes a fully engineered site package for Planning Board Review. Per Town of West Seneca Code – Site Plan Review Criteria - “Planning Board Actions; project review criteria” (Code Section 102-12 (A & B)), we offer the following responses: (1) Conformance with this chapter and other adopted Town plans, an approved development plan that includes the subject site, if one exists, and all other applicable laws; To the best of our knowledge, the project is in compliance with all regulations of the R-50 zoning district and supplemental multifamily housing requirements. Based on the 2016 Comprehensive Plan – Neighborhoods – Section A, B and C – the plan supports continuing to build affordable housing with West Seneca. (2) Compatibility of the proposed development with the natural features of the land and the environmental attributes of the site; The project is designed to preserve and avoid disturbance in the environmentally sensitive areas located on the site. There will be no disturbance within the archeological buffer area and 100-year floodplain. All development is located in FEMA Zone X and areas of minimal flood hazard. Development is located away from Cayuga creek to maintaining an existing natural buffer. The site layout is designed to maintain existing trees/vegetation along Clinton Street and along the perimeter of the parcel. Page 31 of 849

(3) The project's compliance with grading and drainage requirements of the Town; The project is designed to comply with the town standards. Stormwater is designed to meet NYS Stormwater Design Manual standards, grading and disturbance will be limited to areas as required for installation of stormwater practices and to achieve positive drainage away from buildings/across hardscape areas. (4) The project's compliance with the Town's Flood Damage Prevention Law; The project is located partially within FEMA Zone X, with the majority of the development sitting outside of all mapped zones. Per Town Code Section 77-12 – A floodplain development permit is not required for development within Zone X. (5) The general layout and design of buildings, lighting, signage, open space and development features consistent with reasonable planning principles; The proposed singular new 3-story building (60-units) along with utilizing the existing mansion for an additional 15-units was chosen to lessen the overall footprint on the property. The existing landscaping and stone wall are being preserved to the greatest extent possible, providing screening of the new building and parking lot from Clinton Street. Roads and parking lots have been designed to meet town standards and allow for proper emergency access. (6) The location and design of vehicular entrances/exits, including emergency access and fire lanes, in relation to the street system, traffic circulation and control within the site, and coordination of access points and circulation with adjoining properties; The existing entrance to the property is being utilized with minor widening to allow for adequate space for emergency vehicles. The parking lot and roadways are designed to meet NYS Fire Code including: fire lanes for aerial apparatus access along two sides of building, fire turnarounds, a looped parking lot, and two new private fire hydrants. (7) The provision and protection of pedestrian movement on the site and coordination of pedestrian movement on adjoining properties and the street system; Sidewalks are provided throughout the proposed development. All sidewalks (as shown on the plans) are ADA compliant. Sidewalk access is provided out to Clinton Street and a new segment of sidewalk within the ROW and extends to the west to the limits of the existing guardrail, in accordance with previous coordination with NYSDOT. (8) The location, design, layout and adequacy of parking, loading and stacking areas, including the provision of opportunities for handicapped parking; The parking lot provides the code required 170 spaces – including 20 visitor spaces. The submitted plans proposes 20-banked parking spaces to be constructed in the future if demand requires it. ADA and EV spaces are provided at both buildings, adjacent to the accessible entrances for the respective buildings. (9) Provision of landscaping, screening and buffers to complement development and protect adjacent uses and public rights-of-way from unsightliness, noise, glare and other nuisances. Such elements shall also be used to promote the availability of green space in nonresidential development and recreation space in residential development to avoid a continuous paved or built environment; 2 Page 32 of 849

The project layout was designed to preserve open space. Existing natural buffers will be maintained along the north, east and west boundaries of the site. Trees along the south (Clinton Street) will be maintained – other than removal required for the widening of the driveway. A patio area and playground are provided, along with landscaped islands throughout the parking lot. Trees will be added along the entrance drive to provide additional screening of the new development from Clinton Street. (10) Adequate provision of drainage and stormwater management facilities; A Stormwater Pollution Prevention Plan (SWPPP) was prepared for the site and is included in this submission package. The site is designed per the NYS Stormwater Design Manual standards and NYSDEC Standards and Specifications for Erosion and Sediment Control. Several stormwater practices are proposed for the site including bioretention areas, underground stormwater chambers and use of a hydrodynamic separator (water quality unit). (11) Adequacy of sewer and water facilities, fire protection and conformance with Town regulations for the provision and construction of those services; A full sewer report (including flow testing) has been completed. Findings of the monitoring was reviewed and approved by Erie County Sewer, concluding that the sewer has sufficient capacity to support the proposed project. Existing flow tests for the watermain on Clinton Street have been reviewed and it was determined that the existing watermain has sufficient pressure to support the proposed project. Both buildings will be designed to meet NYS Fire Code (for rehabilitation of the existing building and new construction). (12) Where appropriate and applicable, the concurrence of Town agencies, New York State Department of Transportation, New York State Department of Environmental Conservation and other county or state agencies, as appropriate; and Correspondence with reviewing agencies will be/has been provided to the town as a part of the site plan review. To date NYSDOT and SHPO correspondence was provided as part of SEQR review and issuance of the Special Use Permit. (13) Meeting the requirements for a site plan, as identified in this chapter. This application package as submitted meets the requirements of the Town Code, to the best of our knowledge. Included for your consideration in the Site Plan Review are the following items: • Site Plan Application • Civil Plan Set • Architectural Elevations & Rendering • Preliminary ALTA • Engineering Report • SWPPP • Check – Review Fee (mailed separately) 3 Page 33 of 849

We look forward to presenting this project to the Planning Board on May 14th, 2026. If you have any questions or need any additional information, please feel free to contact me at 585-770-2525 or [email protected]. Respectfully submitted, LaBella Associates Shelby Vakiener, Civil Engineer 4 Page 34 of 849

4/20/2026 West Seneca Apartments 2544 Clinton Street - Nearest cross street - Lakeside Court ( +/- 750 LF to the East) Home Leasing - (contact - Angela Eicholtz) (248) 978-4420 45 East Avenue, 2nd Floor, Rochester, NY 14604 Clinton Street Realty Holdings Labella Associates DPC - (contact - Shelby Vakiener) (585) 454-6110 300 Pearl Street, Suite 130, Buffalo, NY 14202 124.00-2-5 Construction of a new multifamily housing project with 75 total units. Includes a new +/- 75,900 SF building with 60 units and the re-purposing of the existing mansion on site with 15 units. Also includes, driveway, parking, stormwater management facilities 12.7 (to creek CL) N/A Clinton Street: +/- 205 LF of frontage R-50 R-50 Commercial Residential - Mutlifamily Zoning: R75(S), R-100 A, R-100A(S), C-2, C-2(S) Uses include: 1 Family Residential, 2 Family Residential, Residential vacant land, Residential w/ community use, warehouse, converted residential X X Special Use Permit - Issued by Town Board on 2/9/2026 Page 35 of 849

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ISSUED FOR SITE PLAN APPROVAL WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 APRIL 2026 PROJECT LOCATION PROJECT NO: 2241067 HOME LEASING LOCATION MAP N.T.S. 2544 CLINTON ST, WEST SENECA, NY 14224 HOME LEASING 75 S CLINTON AVE SUITE 700, WEST SENECA APARTMENTS ROCHESTER, NEW YORK 14604 PROJECT NO: 2241067 APRIL 2026 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com Page 43 of 849

NOT FOR CONSTRUCTION GENERAL NOTES UTILITY NOTES LEGEND 1. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE TO LOCATE UTILITIES OUTSIDE THE 1. CONTRACTOR SHALL COORDINATE INSTALLATION OF WATER MAIN / WATER SERVICE RIGHT-OF-WAY INCLUDING PRIVATE ROADS. WITH ERIE COUNTY WATER AUTHORITY AND THE ERIE COUNTY HEALTH DEPARTMENT EXISTING PROPOSED DESCRIPTION EXISTING PROPOSED DESCRIPTION (ECDOH). NO WORK SHALL BEGIN ON THE WATER MAIN / WATER SERVICE WITHOUT 2. SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ECWA AND ECDOH SIGNATURES ON THE UTILITY PLAN. ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED FLOODZONE END SECTION 300 Pearl Street, Suite 130 THROUGHOUT THE CONSTRUCTION PERIOD. 2. CONTRACTOR SHALL COORDINATE INSTALLATION OF SANITARY MAIN / SANITARY SERVICE WITH ERIE COUNTY PURE WATERS (ECPW). NO WORK SHALL BEGIN ON THE ARCHAEOLOGICAL BUFFER CATCH BASIN Buffalo, NY 14202 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS, TOOLS AND 716-551-6281 SANITARY MAIN / SANITARY SERVICE WITHOUT ECPW SIGNATURE ON THE UTILITY PLAN. EQUIPMENT, INCLUDING SPECIAL CUTTING DEVICES, NECESSARY TO PERFORM THE TREE REMOVAL Y DRAIN BASIN WORK CONTAINED IN THIS CONTRACT. X X X X UTILITY REMOVAL C INLET MANHOLE labellapc.com 4. THE SIZES AND MATERIAL OF CONSTRUCTION OF WATER MAINS, SANITARY SEWERS AND STORM SEWERS TO REMAIN ARE REPUTED. THE CONTRACTOR SHALL VERIFY SIZES OF SAWCUT D D STORM MANHOLE ALL UTILITIES WHERE CONNECTIONS TO SAID EXISTING UTILITIES ARE REQUIRED. EXCAVATION TO VERIFY THESE UTILITIES SHALL BE MADE AT NO ADDITIONAL COST TO GRADING NOTES TREE PROTECTION S SANITARY MANHOLE THE OWNER. 1. THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA, AND ANY OTHER AGENCY HAVING JURISDICTION WITH REGARD TO SAFETY PRECAUTIONS WITH CHAIN LINK FENCE S INLET DRYWELL 5. THE CONTRACTOR SHALL PROTECT ALL EXISTING SITE AMENITIES NOT DESIGNATED FOR REMOVAL. TRENCHING OPERATIONS. THE REQUIREMENTS SET FORTH HEREIN ARE INTENDED TO BOARD-ON-BOARD FENCE C0 CLEAN OUT SUPPLEMENT REQUIREMENTS ESTABLISHED BY THESE AGENCIES. IN THE CASE OF A 6. UNLESS OTHERWISE INDICATED ON THE PLANS OR DIRECTED BY THE CONFLICT BETWEEN REQUIREMENTS OF OTHER JURISDICTIONAL AGENCIES AND THESE GUARD RAIL DS DOWN SPOUT ARCHITECT/ENGINEER, THE CONTRACTOR IS RESPONSIBLE FOR PRESERVING AND DOCUMENTS, THE MORE STRINGENT REQUIREMENT ON THE CONTRACTOR SHALL APPLY. PROTECTING FROM DAMAGE ALL TREES, SHRUBS AND PLANTS IN THE VICINITY OF THE 2. SHEETING, IF REQUIRED DURING CONSTRUCTION, IS CONSIDERED TO BE PART OF THIS TREE/VEGETATION LIMIT HYDRANT PROPOSED WORK. CONTRACT AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER. 7. THE CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED BLDG BUILDING/STRUCTURE VALVE TO REMAIN FOR THE DURATION OF THE CONTRACT. 3. ALL TRENCHES THROUGH PAVEMENT SHALL BE SAW CUT PRIOR TO EXCAVATION AND AGAIN PRIOR TO PAVEMENT RESTORATION. PROPERTY LINE FLOW ARROW 8. ANY SITE AMENITY, UTILITY, STREET APPURTENANCE, OR OTHER ITEM WHICH BECOMES EXP: EXP: DAMAGED AS A RESULT OF THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR 4. CONTRACTOR SHALL ADJUST THE RIMS OF ALL MANHOLES, CATCH BASINS, VALVE EASEMENTS TELEPHONE LINE REPLACED IN-KIND BY THE CONTRACTOR AS DETERMINED BY THE PROJECT MANAGER BOXES AND OTHER UTILITY SITE STRUCTURES TO MEET FINISHED GRADE IN AREAS OR ARCHITECT/ENGINEER AND AT NO ADDITIONAL COST TO THE OWNER. REQUIRING REPAVING OR REGRADING AS PART OF THE WORK, INCLUDING THOSE THAT RIGHT-OF-WAY OVERHEAD ELECTRIC CERTIFICATE OF AUTHORIZATION NUMBER: MAY NOT BE SHOWN ON THE PLANS. PROFESSIONAL ENGINEERING: 0021272 RETAINING WALL UE UE UNDERGROUND ELECTRIC LAND SURVEYING: 0021271 5. VOIDS LEFT BY UTILITY OR STRUCTURE REMOVAL OR GRUBBING OPERATIONS SHALL BE GEOLOGICAL: 0021659 BACKFILLED AND PROPERLY COMPACTED WITH STRUCTURAL FILL (NYSDOT ITEM 304.12) BOLLARD GAS LINE SURVEY NOTES IN AREAS UNDER AND WITHIN 5 FEET HORIZONTALLY OF ALL STRUCTURES, BUILDINGS AND PAVEMENTS. IN GRASSED AREAS, VOIDS LEFT SHALL BE FILLED AND PROPERLY FLAG FLAG POLE POLE SA SANITARY LINE COMPACTED WITH SUITABLE ON-SITE OR IMPORTED EARTHEN BACKFILL. ALL It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO DISTURBED AREAS SHALL BE RESTORED. SIGN ST STORM LINE Sec. 7307, for any person, unless acting under the direction of a licensed ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO architect, professional engineer, or land surveyor, to alter an item in any VERIFY EXISTING CONDITIONS. 6. THE CONTRACTOR SHALL DEWATER ALL EXCAVATIONS TO PREVENT THE INTRODUCTION DECIDUOUS TREE UD UD UD STORM UNDERDRAIN PIPE way. If an item bearing the seal of an architect, engineer, or land surveyor OF GROUNDWATER INTO THE TRENCHES/EXCAVATIONS. PROVIDE ALL EQUIPMENT is altered; the altering architect, engineer, or land surveyor shall affix to 2. THE CONTRACTOR SHALL LOCATE, MARK, SAFEGUARD AND PRESERVE ALL SURVEY NECESSARY TO MAINTAIN THE GROUNDWATER LEVEL AS NECESSARY. CONIFEROUS TREE the item their seal and notation "altered by" followed by their signature and MARKERS AND RIGHT-OF-WAY MARKERS IN THE AREA OF CONSTRUCTION. FS WATER FIRE SERVICE LINE 7. THE CONTRACTOR SHALL PLACE AT MINIMUM 6 INCHES OF CLEANED SCREENED date of such alteration, and a specific description of the alteration. 3. ANY IRON PINS, MONUMENTS OR OTHER ITEMS DEFINING PROPERTY LINES WHICH ARE TREE STUMP W WATER LINE TOPSOIL IN ALL DISTURBED AREAS PRIOR TO SEEDING. DISTURBED BY CONSTRUCTION OPERATIONS SHALL BE PROPERLY TIED AND ACCURATELY RESET BY A NYS LICENSED SURVEYOR UPON COMPLETION OF THE WORK. OUTLET PROTECTION 510 MAJOR CONTOUR © 2024 2026 LaBella Associates 4. HORIZONTAL DATUM BASED OFF NAD83. BIORETENTION 509 MINOR CONTOUR 5. VERTICAL BASED OFF OF NAVD88. EROSION AND SEDIMENT CONTROL NOTES BOLLARD LIGHT POLE ℄ OF DRAINAGE SWALE LIGHT POLE 1. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH NEW YORK EROSION FENCE DEMOLITION NOTES STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL, AND LOCAL GOVERNING SOIL AND WATER CONSERVATION AGENCY RECOMMENDATIONS AND SINGLE LIGHT POLE DOUBLE FLOW/SLOPE DIRECTION HOME LEASING STANDARDS. CONTRACTOR SHALL SUBMIT PROPOSED EROSION CONTROL PLAN 75 S CLINTON AVE SUITE 700, 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO UTILITY POLE INCLUDING SEQUENCING OF WORK TO THE ENGINEER FOR REVIEW PRIOR TO START OF SILT SOCK INLET PROTECTION ROCHESTER, NEW YORK 14604 ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO WORK. VERIFY EXISTING CONDITIONS AND DIMENSIONS. HH HANDHOLE SILT FENCE INLET PROTECTION 2. UTILIZE CONSTRUCTION METHODS/TECHNIQUES, WHICH WILL LIMIT THE EXPOSED 2. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY DIG SAFE EARTHEN AREAS AND MINIMIZE THE EFFECT OF EARTH DISTURBANCE ACTIVITIES ON SOIL E MANHOLE CHECK DAM NEW YORK AT 811 TO REQUEST UTILITY STAKEOUT OF ALL PUBLIC UTILITIES. EROSION. THE AREA OF DISTURBANCE SHALL BE LIMITED TO A MAXIMUM OF 5 ACRES 3. WORK ASSOCIATED WITH THIS CONTRACT WILL OCCUR AT AN ACTIVE AND FUNCTIONAL UNLESS OTHERWISE APPROVED BY THE ENGINEER. FACILITY. CONTRACTOR SHALL COORDINATE WITH THE OWNER TO MINIMIZE DISRUPTION 3. ALL SEDIMENTATION BARRIERS AND OTHER TEMPORARY OR PERMANENT MEASURES STABILIZED CONSTRUCTION ENTRANCE TO THE OPERATIONS OF THE FACILITY. CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO SHALL BE IN PLACE PRIOR TO THE START OF CONSTRUCTION. PLANS SHOW THE PROVIDE A SAFE WORK SITE AND TO PROTECT THE PUBLIC, VISITORS AND EMPLOYEES SUGGESTED MINIMUM MEASURES REQUIRED. FROM HARM AS A RESULT OF HIS CONSTRUCTION ACTIVITIES. 4. REMOVAL OF ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES 4. THE HORIZONTAL AND VERTICAL LOCATION OF ALL EXISTING ABOVE GROUND AND SHALL BE COMPLETED AT THE APPROVAL OF THE OWNER AND ENGINEER. THE COST OF BELOW GROUND UTILITIES, STRUCTURES, AND APPURTENANCES SHOWN ON THE PLANS REMOVING THESE MEASURES SHALL ALSO BE INCLUDED IN THE BID PRICE. ARE APPROXIMATE AND ARE NOT GUARANTEED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT HORIZONTAL AND VERTICAL LOCATION OF 5. FOR THE DURATION OF THE PROJECT, THE CONTRACTOR SHALL PROTECT ALL ON-SITE, ALL UTILITIES, STRUCTURES, AND APPURTENANCES IN THE PATH OF AND ADJACENT TO ADJACENT AND/OR DOWNSTREAM STORM/SANITARY SEWERS, AND/OR OTHER WATER THE PROPOSED WORK. COURSES FROM CONTAMINATION BY WATER BORNE SILTS, SEDIMENTS, FUELS, SOLVENTS, LUBRICANTS OR OTHER POLLUTANTS ORIGINATING FROM ANY WORK DONE 5. SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ON, OR IN SUPPORT OF THIS PROJECT. ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD. 6. DURING CONSTRUCTION NO WET OR FRESH CONCRETE OR LEACHATE SHALL BE ALLOWED TO ESCAPE INTO STORM/SANITARY SEWERS, DITCHES OR OTHER WATERS OF 6. CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED TO REMAIN FOR THE DURATION OF THE CONTRACT. NEW YORK STATE, NOR SHALL WASHINGS FROM CONCRETE TRUCKS, MIXERS OR OTHER DEVICES BE ALLOWED TO ENTER ANY STORM/SANITARY SEWERS, DITCHES, RIVERS, OR DRAWING INDEX 7. THE CONTRACTOR SHALL NOTIFY THE LOCAL GOVERNMENT, LOCAL FIRE DEPARTMENT WATER COURSES. AND THE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION (NYSDEC) 7. ALL EXCAVATED OR IMPORTED EARTHEN STOCKPILES SHALL BE SUITABLY STABILIZED C001 GENERAL NOTES, LEGEND, AND DRAWING INDEX AS NECESSARY AND SHALL OBTAIN ANY REQUIRED PERMITS PRIOR TO BEGINNING WORK. COPIES OF ANY REQUIRED PERMITS SHALL BE PROVIDED TO THE OWNER PRIOR AND PROTECTED BY SILT FENCE SO THAT IT CANNOT REASONABLY ENTER ANY WATER WEST SENECA APARTMENTS BODY, OR STORM OR SANITARY SEWER. TO BEGINNING THE WORK. C003 TOTAL LAND HOLDINGS 2544 CLINTON ST, 8. ALL METHODS AND EQUIPMENT PROPOSED BY THE CONTRACTOR TO ACCOMPLISH THE WEST SENECA, NY 14224 8. CONTRACTOR SHALL REMOVE FROM SITE, MATERIALS NOT INDICATED TO BE SALVAGED WORK FOR EROSION AND POLLUTION CONTROL SHALL BE SUBJECT TO APPROVAL OF INCLUDING ALL DEBRIS. ALL REMOVED MATERIALS SHALL BECOME THE PROPERTY OF THE ENGINEER. C101 EXISTING CONDITIONS AND DEMOLITION PLAN CONTRACTOR WHO SHALL LEGALLY DISPOSE OF SAME. 9. THE CONTRACTOR SHALL BE REQUIRED TO TREAT TRAVELED AREAS TO CONTROL DUST. 9. ALL TREES, SHRUBS AND PLANTS DESIGNATED TO REMAIN AND DISTURBED BY CONSTRUCTION OPERATIONS, SHALL BE REPLACED IN-KIND AS DIRECTED BY THE WATER SHALL BE APPLIED TO SUCH TRAVELED AREAS AS THE ARCHITECT/ENGINEER OR C102 EXISTING CONDITIONS AND DEMOLITION PLAN OWNER'S DESIGNATED REPRESENTATIVE MAY DESIGNATE. THE NUMBER OF ARCHITECT/ENGINEER AND/OR OWNER'S DESIGNATED REPRESENTATIVE AT NO APPLICATIONS AND THE AMOUNT OF WATER SHALL BE BASED UPON FIELD AND ADDITIONAL COST TO THE OWNER. WEATHER CONDITIONS. C200 OVERALL SITE PLAN 10. THE CONTRACTOR SHALL MAINTAIN SAFE VEHICULAR AND PEDESTRIAN ACCESS TO THE 10. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT WHICH WILL NOT BE EXISTING BUILDINGS FOR THE DURATION OF THE CONTRACT. SUBJECT TO FURTHER EARTHWORK OR CONSTRUCTION ACTIVITIES SHALL BE 11. WHEN EXISTING CONSTRUCTION WHICH IS TO REMAIN IS DAMAGED DURING THE PERMANENTLY SEEDED TO ESTABLISH GRASS, AND MULCHED WITH HAY OR STRAW C201 SITE PLAN COURSE OF CONSTRUCTION AS A RESULT OF CONTRACTORS WORK, IT SHALL BE WITHIN ONE WEEK OF FINAL DISTURBANCE. MULCH SHALL BE MAINTAINED UNTIL A REPAIRED AND/OR REPLACED WITH SIMILAR OR LIKE MATERIALS AS MUCH AS POSSIBLE, SUITABLE VEGETATIVE COVER IS ESTABLISHED. NO: DATE: DESCRIPTION: AT NO COST TO THE OWNER. ALL REPAIRS AND/OR REPLACEMENTS WILL BE SUBJECT TO C202 SITE PLAN 11. CONTRACTOR STAGING AREAS AND CONSTRUCTION ENTRANCE LOCATIONS SHALL BE Revisions OWNERS APPROVAL. COORDINATED WITH THE OWNER PRIOR TO START OF CONSTRUCTION. STABILIZED \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C001 GENERAL NOTES.dwg 12. COORDINATE LOCATION OF TEMPORARY CONSTRUCTION FENCE AND TEMPORARY STONE CONSTRUCTION ENTRANCE(S), AS SHOWN ON THE PLANS SHALL BE PROVIDED. ALL C203 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN STAGING AREA WITH OWNER DISTURBED AREAS SHALL BE RESTORED. PROJECT NUMBER: 2241067 12. ALL CATCH BASINS/DRAINAGE INLETS SHALL HAVE STONED INLET PROTECTION AROUND C301 UTILITY PLAN SITE NOTES THEM AND GEOTEXTILE FABRIC OVER THE GRATE TO PREVENT SEDIMENTATION FROM ENTERING THE STORM SYSTEM. DRAWN BY: EMM / SCB 1. WELL COMPACTED SUBGRADE SHALL BE UTILIZED UNDERNEATH CONSTRUCTION OF 13. TILL ALL COMPACTED SOILS LOCATED IN LAWN AREAS TO RESTORE THE ORIGINAL C302 UTILITY PLAN REVIEWED BY: PAVEMENT AND CONCRETE BASES. PROPERTIES OF THE SOIL PRIOR TO SEEDING. SRV / DPB 2. ALL STAKEOUT FOR THE PROPOSED SITE IMPROVEMENTS SHALL BE COMPLETED BY A C401 GRADING, EROSION, AND SEDIMENT CONTROL PLAN ISSUED FOR: NEW YORK STATE LICENSED LAND SURVEYOR. SITE PLAN APPROVAL 3. IF ANY DISCREPANCIES ARE NOTED BETWEEN THESE CONSTRUCTION DOCUMENTS AND INFORMATION PROVIDED OR AN ERROR IS SUSPECT, IT SHALL BE IMMEDIATELY C402 GRADING, EROSION, AND SEDIMENT CONTROL PLAN DATE: REPORTED TO THE CONSTRUCTION MANAGER AND LABELLA ASSOCIATES PROJECT 4/20/2026 MANAGER IN WRITING. C501 CONSTRUCTION DETAILS DRAWING NAME: 4. ANY PROOF-ROLLING OF EXPOSED SUBBASE BY A MINIMUM 10 TON SMOOTH DRUM ROLLER SHALL BE DONE UNDER THE GUIDANCE OF, AND OBSERVED BY, QUALIFIED ENGINEERING PERSONNEL PRIOR TO PLACEMENT OF SUBBASE MATERIAL. THE ROLLER C502 CONSTRUCTION DETAILS SHOULD BE OPERATED IN THE STATIC MODE AND COMPLETE AT LEAST TWO (2) PASSES OVER THE EXPOSED SUBGRADES. 5. EXISTING WETLANDS DELINEATED BY XXXX ON XX/XX/XXXX. C503 CONSTRUCTION DETAILS GENERAL NOTES, LEGEND, 6. PARCEL LINES AS SHOWN BY XXXX COUNTY GIS DATABASE, FOR THE TOWN OF XXXX. C504 CONSTRUCTION DETAILS AND DRAWING INDEX C505 CONSTRUCTION DETAILS C506 CONSTRUCTION DETAILS DRAWING NUMBER: C507 CONSTRUCTION DETAILS 4/20/2026 1:17:05 PM C508 CONSTRUCTION DETAILS L501 LANDSCAPE DETAILS C001 Page 44 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any C0 D way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SEE SHEETS: © 2024 2026 LaBella Associates C101 C201 HOME LEASING C301 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 C401 PROPOSED 3-STORY C0 BUILDING C0 ± 25,000 SF FOOTPRINT C0 C0 C0 S C0 D D C0 D D SEE SHEETS: C0 DS C102 WEST SENECA APARTMENTS C202 2544 CLINTON ST, WEST SENECA, NY 14224 DS C302 C0 C402 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C003 OVERALL SITE PLAN.dwg D 15.7' NO: DATE: DESCRIPTION: Revisions C0 PROJECT NUMBER: 2241067 D DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: TOTAL LAND HOLDINGS N 1 TOTAL LAND HOLDINGS 0' 60' 120' 180' C003 SCALE: 1" = 60' DRAWING NUMBER: 4/20/2026 1:17:07 PM C003 Page 45 of 849

DEMOLITION KEY NOTES NOT FOR CONSTRUCTION 1 REMOVE AND DISPOSE OF ASPHALT PAVEMENT SECTION, FULL DEPTH REMOVE AND DISPOSE OF BUILDING, STRUCTURES, AND FOUNDATIONS 2 (REFER TO ARCHITECTURAL DRAWINGS AND SOIL MANAGEMENT PLAN (SMP) FOR WORK WITHIN ARCHAEOLOGICAL BUFFER AREA) 3 REMOVE AND DISPOSE OF CONCRETE SIDEWALK SECTION, FULL DEPTH 300 Pearl Street, Suite 130 Buffalo, NY 14202 4 FULL DEPTH SAWCUT 716-551-6281 5 REMOVE AND DISPOSE OF TREE AND STUMP labellapc.com 6 REMOVE AND DISPOSE OF STUMP 15 REMOVE EXISTING UNDERGROUND UTILITY. EXACT EXTENTS OF UTILITY 7 X X REMOVAL TO BE DETERMINED IN FIELD. 8 REMOVE EXISTING UTILITY STRUCTURE 9 REMOVE AND DISPOSE OF MOUNTED BUILDING LIGHTS(TYP.) 2 10 REMOVE AND DISPOSE OF MAILBOX REMOVE AND PROTECT PORTION OF EXISTING STONE WALL FOR 11 REINSTALLATION 12 REMOVE AND DISPOSE OF GATE EXP: EXP: 13 PROTECT EXISTING TREE CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 14 PROTECT EXISTING UTILITY LAND SURVEYING: 0021271 PROTECT EXISTING FENCE. FENCE TO BE EVALUATED BY OWNER. SECTIONS GEOLOGICAL: 0021659 15 TO BE REPLACED AS DETERMINED BY OWNER. 16 REMOVE AND DISPOSE OF EXISTING FLAG POLE AND FOUNDATION It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed 17 REMOVE AND DISPOSE OF EXISTING SIGN architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to 18 REMOVE AND DISPOSE OF EXISTING HVAC UNITS the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 19 PROTECT EXISTING STONE WALL © 2024 2026 LaBella Associates DEMOLITION PLAN NOTE: 1. ALL STUMPS AND BRUSH MAY NOT BE BURIED IN THE TOWN AND TOPSOIL MAY NOT BE REMOVED FROM THE WORK SITE WITHOUT A PERMIT. 6 2 HOME LEASING 15 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 X 1 X X X X X 7 X X X X X X X X 7 X X 5 X X X X X WEST SENECA APARTMENTS X X X 2544 CLINTON ST, X X 8 WEST SENECA, NY 14224 X X 2 X 5 3 15 1 NO: DATE: DESCRIPTION: Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C100 DEMO PLAN.dwg PROJECT NUMBER: 2241067 15 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 1 DRAWING NAME: EXISTING CONDITIONS AND DEMOLITION PLAN MATCH TO SHEET: C102 6 17 DRAWING NUMBER: 4/20/2026 1:17:39 PM N 1 EXISTING CONDITIONS AND DEMOLITION PLAN 0' 20' 40' 60' C101 SCALE: 1" = 20' C101 Page 46 of 849

NOT FOR CONSTRUCTION MATCH TO SHEET: C101 6 300 Pearl Street, Suite 130 17 Buffalo, NY 14202 716-551-6281 labellapc.com 6 DS 3 15 5 1 3 3 18 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 9 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any 9 way. If an item bearing the seal of an architect, engineer, or land surveyor 3 7 is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. X 10 3 X © 2024 2026 LaBella Associates X X X X X HOME LEASING T X 1 75 S CLINTON AVE SUITE 700, X X ROCHESTER, NEW YORK 14604 X X X X X X 7 X X X X X T X X X X X X X X 8 T 9 FLAG POLE 15 15 WEST SENECA APARTMENTS T 2544 CLINTON ST, WEST SENECA, NY 14224 DEMOLITION KEY NOTES T 1 REMOVE AND DISPOSE OF ASPHALT PAVEMENT SECTION, FULL DEPTH REMOVE AND DISPOSE OF BUILDING, STRUCTURES, AND FOUNDATIONS 2 (REFER TO ARCHITECTURAL DRAWINGS AND SOIL MANAGEMENT PLAN (SMP) FOR WORK WITHIN ARCHAEOLOGICAL BUFFER AREA) 3 REMOVE AND DISPOSE OF CONCRETE SIDEWALK SECTION, FULL DEPTH 4 FULL DEPTH SAWCUT 11 12 T 11 NO: DATE: DESCRIPTION: Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C100 DEMO PLAN.dwg 5 REMOVE AND DISPOSE OF TREE AND STUMP 11 19 14 19 11 6 REMOVE AND DISPOSE OF STUMP PROJECT NUMBER: REMOVE EXISTING UNDERGROUND UTILITY. EXACT EXTENTS OF UTILITY 2241067 14 ±18' 7 X X REMOVAL TO BE DETERMINED IN FIELD. ±21' 19 DRAWN BY: 8 REMOVE EXISTING UTILITY STRUCTURE EMM / SCB 19 REVIEWED BY: SRV / DPB 9 REMOVE AND DISPOSE OF MOUNTED BUILDING LIGHTS(TYP.) ±85' 4 ISSUED FOR: 10 REMOVE AND DISPOSE OF MAILBOX SITE PLAN APPROVAL REMOVE AND PROTECT PORTION OF EXISTING STONE WALL FOR DATE: 11 REINSTALLATION 4/20/2026 12 REMOVE AND DISPOSE OF GATE DRAWING NAME: 13 PROTECT EXISTING TREE 14 PROTECT EXISTING UTILITY 15 PROTECT EXISTING FENCE. FENCE TO BE EVALUATED BY OWNER. SECTIONS TO BE REPLACED AS DETERMINED BY OWNER. EXISTING CONDITIONS AND 16 REMOVE AND DISPOSE OF EXISTING FLAG POLE AND FOUNDATION DEMOLITION PLAN 17 REMOVE AND DISPOSE OF EXISTING SIGN 18 REMOVE AND DISPOSE OF EXISTING HVAC UNITS DRAWING NUMBER: 19 PROTECT EXISTING STONE WALL DEMOLITION PLAN NOTE: 4/20/2026 1:17:13 PM 1. ALL STUMPS AND BRUSH MAY NOT BE BURIED IN THE TOWN AND TOPSOIL MAY NOT N BE REMOVED FROM THE WORK SITE WITHOUT A PERMIT. 1 EXISTING CONDITIONS AND DEMOLITION PLAN 0' 20' 40' 60' C102 SCALE: 1" = 20' C102 Page 47 of 849

NOT FOR CONSTRUCTION C201 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 C0 D labellapc.com ±103' EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed PROPOSED architect, professional engineer, or land surveyor, to alter an item in any 3-STORY C0 way. If an item bearing the seal of an architect, engineer, or land surveyor BUILDING is altered; the altering architect, engineer, or land surveyor shall affix to C0 the item their seal and notation "altered by" followed by their signature and ± 25,000 SF FOOTPRINT date of such alteration, and a specific description of the alteration. ±103' C0 © 2024 2026 LaBella Associates C0 C0 S C0 HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 D D C0 D D C202 C0 DS ±445' DS 25-FT SIDE SETBACK WEST SENECA APARTMENTS C0 2544 CLINTON ST, WEST SENECA, NY 14224 PROJECT DATA PARCEL INFORMATION APPLICANT HOME LEASING PARCEL ADDRESS 2544 CLINTON STREET SLB # 124.00-2-5 D PARCEL AREA (TOTAL) 12.7 ACRES 15.7' TOTAL PROJECT AREA ±7.0 ACRES EXISTING IMPERVIOUS NO: DATE: DESCRIPTION: 1.06 ACRES WITHIN PROJECT AREA Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg C0 PROPOSED IMPERVIOUS 2.98 ACRES WITHIN PROJECT AREA PROJECT NUMBER: TOTAL DISTURBANCE AREA ±5.7 ACRES 2241067 ZONING INFORMATION DRAWN BY: REQUIRED PROPOSED EMM / SCB D CLASSIFICATION R-50 R-50 REVIEWED BY: SRV / DPB FRONT SETBACK 30 FT ±445 FT ISSUED FOR: 30-FT FRONT SETBACK SIDE SETBACK 25-FT* ±103 FT SITE PLAN APPROVAL REAR SETBACK 40-FT** ±255 FT DATE: OPEN SPACE - 8.5 ACRES 4/20/2026 MAX BUILDING HEIGHT 40 FT ±37 FT DRAWING NAME: TOTAL APARTMENT UNITS 75 PARKING INFORMATION REQUIRED PROPOSED 170 (INCLUDING 20 PARKING SPACES 170 BANKED SPACES) *OR A DISTANCE EQUAL TO THE HEIGHT OF PRINCIPAL BUILDING, WHICHEVER IS OVERALL SITE PLAN GREATER. **FOR MULTIFAMILY DWELLINGS, EACH SIDE YARD SHALL BE 25 FEET OR A DISTANCE EQUAL TO ONE-HALF (1/2) THE HEIGHT OF SUCH BUILDING, WHICHEVER IS GREATER. THE TOTAL OF THE TWO SIDE YARDS SHALL BE TWICE THAT REQUIRED FOR ONE SIDE YARD. THE TOWN BOARD SHALL HAVE THE POWER TO REDUCE SAID SIDE YARD REQUIREMENTS UPON SHOWING OF SPECIAL CIRCUMSTANCES OR HARDSHIP. ***MULTIFAMILY DEVELOPMENTS REQUIRE VISITOR PARKING. BASED ON UNIT DRAWING NUMBER: COUNT (74), 20 VISITOR SPACES ARE REQUIRED FOR THIS COMMUNITY. 4/20/2026 1:17:19 PM N 1 OVERALL SITE PLAN 0' 40' 80' 120' C200 SCALE: 1" = 40' C200 Page 48 of 849

NOT FOR CONSTRUCTION SITE KEY NOTES SIGN SUMMARY 1 NEW STANDARD DUTY ASPHALT PAVEMENT NUMBER NAME IMAGE SIZE MUTCD NUMBER QUANTITY COLORS NEW YORK STATE 2 NEW CONCRETE SIDEWALK BLACK LETTERING ON 1b 'HANDICAP' 12" x 18" SYMBOL 6 WHITE BACKGROUND S:\MFriedle\blueicon.jpg 3 NEW CONCRETE DUMPSTER PAD, SEE DETAIL STANDARD 30' 300 Pearl Street, Suite 130 20' NO PARKING NO PARKING RED LETTERING ON Buffalo, NY 14202 4 NEW CONCRETE PAD FOR TRASH COLLECTION 2b ANY 12" x 18" R7-1 3 716-551-6281 SIGN TIME WHITE BACKGROUND 5 NEW CONCRETE GENERATOR/TRANSFORMER PAD, SEE DETAIL labellapc.com RED SIGN WITH WHITE 29 R2 6 NEW PATIO AREA 3 STOP SIGN 30" x 30" R1-1 4 8' LETTERING C0 D 7 NEW CONCRETE CURB ELECTRIC BLACK LETTERING ON 66' 8 NEW FLUSH CONCRETE CURB 4 EV PARKING VEHICLE 12" x 18" 8 PARKING ONLY WHILE CHARGING WHITE BACKGROUND 9 NEW CURB TRANSITION 31 24' 10a NEW TYPE A CONCRETE ACCESS RAMP 10b NEW TYPE B CONCRETE ACCESS RAMP 4 8' 5' EXP: EXP: R2 10c NEW TYPE C CONCRETE ACCESS RAMP 14' 26' 10d NEW TYPE D CONCRETE ACCESS RAMP 30 CERTIFICATE OF AUTHORIZATION NUMBER: 2 25 28 PROFESSIONAL ENGINEERING: 0021272 11 NEW DETECTABLE WARNING SYSTEM 9 LAND SURVEYING: 0021271 7 GEOLOGICAL: 0021659 12 NEW PLAYGROUND AREA, WITH POURED IN PLACE PLAY SURFACING 20 13 NEW 4-FT CHAIN LINK FENCE (CLF) 9 25 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed 12 architect, professional engineer, or land surveyor, to alter an item in any 14 NEW YELLOW PAVEMENT MARKINGS (TYP.) 13 way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to 15 NEW CROSSWALK the item their seal and notation "altered by" followed by their signature and 14 date of such alteration, and a specific description of the alteration. 16 NEW ADA PARKING SYMBOL (TYP.) © 2024 2026 LaBella Associates 17 NEW ADA PARKING STRIPING (TYP.) 20 18 NEW DUAL EV CHARGING UNIT (TYP.) 2 5 19 NEW EV PARKING SYMBOL AND SIGNAGE (TYP.) 20 NEW 4-FT CLF SWING GATE HOME LEASING 28 75 S CLINTON AVE SUITE 700, 21 BANKED PARKING - FUTURE PAVED PARKING (TO BE CONSTRUCTED ROCHESTER, NEW YORK 14604 IF DEMAND INCREASES) 7 18' 22 RECONSTRUCT STONE WALL WITH SALVAGED MATERIALS 7 28.5' 23 NEW DETECTABLE WARNING SYSTEM 1 24 NEW STOP BAR 18' TYP. 30' 18' TYP. 25 NEW LIGHT POLE (TYP.) SEE UTILITY PLAN 26 NEW 6-FT BOARD-ON-BOARD FENCING 19 4 27 NEW 3-FT BOARD-ON-BOARD MANDOOR 28 LANDSCAPED AREA PROPOSED 4 29 STORMWATER MANAGEMENT PRACTICE - REFER TO 300 SERIES SHEETS FOR UTILITY DESIGN 3-STORY C0 9' TYP. 4 30 NEW SHED BUILDING 4 C0 31 NEW SNOW STORAGE AREA ± 25,000 SF FOOTPRINT 6' 7 4 WEST SENECA APARTMENTS 28 28 4 2544 CLINTON ST, 1b 2b 1b 1b 2b 1b 9 WEST SENECA, NY 14224 18 25 C0 10c 10c 10c 28 31 6' C0 2 9 9 28 18' TYP. 7 9' TYP. 7 28 10a C0 11 S R2 C0 7 8' 7 9 16 17 16 17 NO: DATE: DESCRIPTION: 15 Revisions 30' 14 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg 24 R4 0' PROJECT NUMBER: 7 9 3 7 2241067 R1 5 ' R1 5' 7 7 29 DRAWN BY: EMM / SCB 18' TYP. 28 REVIEWED BY: 28 D 28 D 28 SRV / DPB 30' 30' 10b ISSUED FOR: 5' 21 SITE PLAN APPROVAL 18' TYP. 25 25 25 25 DATE: 4/20/2026 5' 7 R1 R1 DRAWING NAME: 5' C0 D D 9 1 15 30' 14 24 3 17 16 21' 9 10b 3 SITE PLAN 9 MATCH TO SHEET: C202 8' R2 18' TYP. 29' 8 9 7 7 7 26 9 28 28 19 10c 10c 2 27 10c 6' 28 DRAWING NUMBER: C0 5' 4/20/2026 1:17:52 PM N 1 SITE PLAN 0' 20' 40' 60' C201 SCALE: 1" = 20' C201 Page 49 of 849

NOT FOR CONSTRUCTION 3 17 16 9 10b 3 9 21' MATCH TO SHEET: C201 8' R2 18' TYP. 29' 8 9 7 7 7 26 9 28 28 300 Pearl Street, Suite 130 19 10c 10c 2 27 10c Buffalo, NY 14202 6' 28 716-551-6281 C0 5' 18 9 labellapc.com 4 4 1b 2b 1b 25 DS 5' 21 EXP: EXP: 2 CERTIFICATE OF AUTHORIZATION NUMBER: DS 2 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 5' 25 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 SITE KEY NOTES Sec. 7307, for any person, unless acting under the direction of a licensed C0 architect, professional engineer, or land surveyor, to alter an item in any 1 NEW STANDARD DUTY ASPHALT PAVEMENT R8 way. If an item bearing the seal of an architect, engineer, or land surveyor 5' 5' is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and 2 NEW CONCRETE SIDEWALK date of such alteration, and a specific description of the alteration. 29 3 NEW CONCRETE DUMPSTER PAD, SEE DETAIL 25 © 2024 2026 LaBella Associates 4 NEW CONCRETE PAD FOR TRASH COLLECTION 25 2 5 NEW CONCRETE GENERATOR/TRANSFORMER PAD, SEE DETAIL 6' 6 NEW PATIO AREA 7 HOME LEASING 18' TYP. 9' TYP. 10d 7 NEW CONCRETE CURB 10' 75 S CLINTON AVE SUITE 700, 5 9 ROCHESTER, NEW YORK 14604 8 NEW FLUSH CONCRETE CURB 10' 2 14 9 9 NEW CURB TRANSITION 9' 14 11 14 24' D 10a NEW TYPE A CONCRETE ACCESS RAMP 24 31 3 15 10b NEW TYPE B CONCRETE ACCESS RAMP 10c NEW TYPE C CONCRETE ACCESS RAMP 11 1 25 29 10d NEW TYPE D CONCRETE ACCESS RAMP R8 5' 10d C0 11 NEW DETECTABLE WARNING SYSTEM 12 NEW PLAYGROUND AREA, WITH POURED IN PLACE PLAY SURFACING 9 13 NEW 4-FT CHAIN LINK FENCE (CLF) 25 14 NEW YELLOW PAVEMENT MARKINGS (TYP.) 15 NEW CROSSWALK 7 WEST SENECA APARTMENTS 16 NEW ADA PARKING SYMBOL (TYP.) 2544 CLINTON ST, NEW ADA PARKING STRIPING (TYP.) 14 WEST SENECA, NY 14224 17 D 5' 30' 18 NEW DUAL EV CHARGING UNIT (TYP.) 19 NEW EV PARKING SYMBOL AND SIGNAGE (TYP.) 2 20 NEW 4-FT CLF SWING GATE 25 BANKED PARKING - FUTURE PAVED PARKING (TO BE CONSTRUCTED 21 IF DEMAND INCREASES) 9 22 RECONSTRUCT STONE WALL WITH SALVAGED MATERIALS 22 22 NO: DATE: DESCRIPTION: 23 NEW DETECTABLE WARNING SYSTEM Revisions \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C200 SITE PLAN.dwg 7 22 24 NEW STOP BAR 22 3 PROJECT NUMBER: 2241067 25 NEW LIGHT POLE (TYP.) SEE UTILITY PLAN 8' 9 R28 R2 ' DRAWN BY: 26 NEW 6-FT BOARD-ON-BOARD FENCING 24 EMM / SCB REVIEWED BY: 27 NEW 3-FT BOARD-ON-BOARD MANDOOR 7 SRV / DPB ISSUED FOR: SITE PLAN APPROVAL 2' 5' 28 LANDSCAPED AREA 10b STORMWATER MANAGEMENT PRACTICE - REFER TO 300 SERIES DATE: 29 SHEETS FOR UTILITY DESIGN 4/20/2026 30 NEW SHED 9 DRAWING NAME: 31 NEW SNOW STORAGE AREA SIGN SUMMARY NUMBER NAME IMAGE SIZE COLORS MUTCD NUMBER QUANTITY NEW YORK STATE SITE PLAN BLACK LETTERING ON 1b 'HANDICAP' 12" x 18" SYMBOL 6 WHITE BACKGROUND S:\MFriedle\blueicon.jpg STANDARD NO NO PARKING PARKING RED LETTERING ON 2b ANY 12" x 18" R7-1 3 SIGN TIME WHITE BACKGROUND DRAWING NUMBER: RED SIGN WITH WHITE 3 STOP SIGN 30" x 30" R1-1 4 LETTERING 4/20/2026 1:18:01 PM N 1 SITE PLAN 0' 20' 40' 60' C202 ELECTRIC BLACK LETTERING ON 4 EV PARKING VEHICLE 12" x 18" 8 C202 PARKING ONLY WHILE CHARGING WHITE BACKGROUND SCALE: 1" = 20' Page 50 of 849

NOT FOR CONSTRUCTION WEST SENECA FIRE DEPARTMENT LADDER TRUCK EQUIVALENT VEHICLE PATH 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com 14' PROPOSED HYDRANT EXP: EXP: HYDRANT COVERAGE (600-LF MAX) HYDRANT COVERAGE CERTIFICATE OF AUTHORIZATION NUMBER: (600-LF MAX) PROFESSIONAL ENGINEERING: 0021272 28' LAND SURVEYING: 0021271 397' GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed PROPOSED architect, professional engineer, or land surveyor, to alter an item in any 3-STORY way. If an item bearing the seal of an architect, engineer, or land surveyor HYDRANT COVERAGE BUILDING is altered; the altering architect, engineer, or land surveyor shall affix to (600-LF MAX) the item their seal and notation "altered by" followed by their signature and ± 25,000 SF FOOTPRINT date of such alteration, and a specific description of the alteration. ACCESSIBLE ROUTE (TYP.) © 2024 2026 LaBella Associates 28' 28' 396' S RIM=600.15 533' HOME LEASING 75 S CLINTON AVE SUITE 700, ACCESSIBLE WEST SENECA FIRE DEPARTMENT LADDER ROUTE (TYP.) ROCHESTER, NEW YORK 14604 TRUCK EQUIVALENT VEHICLE PATH WEST SENECA FIRE DEPARTMENT LADDER TRUCK EQUIVALENT VEHICLE PATH HYDRANT COVERAGE (600-LF MAX) PROPOSED HYDRANT ACCESSIBLE ROUTE (TYP.) DS HYDRANT COVERAGE ACCESSIBLE (600-LF MAX) ROUTE (TYP.) 276' 276' DS WEST SENECA APARTMENTS 2544 CLINTON ST, HYDRANT COVERAGE (600-LF MAX) WEST SENECA, NY 14224 15.7' \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C203 CODE COMPLIANCE.dwg NO: DATE: DESCRIPTION: WEST SENECA FIRE DEPARTMENT LADDER Revisions TRUCK EQUIVALENT VEHICLE PATH PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: E-ONE HP95 Mid Mount 47.75 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN 7.917 18.417 4.833 20.833 E-ONE HP95 Mid Mount Overall Length 47.750ft Overall Width 8.333ft Overall Body Height 11.000ft Min Body Ground Clearance 1.393ft Track Width 8.333ft DRAWING NUMBER: Lock-to-lock time 6.00s Max Wheel Angle 45.00° 4/20/2026 1:17:33 PM N 1 FIRE TRUCK AND SITE EMERGENCY ACCESS PLAN 0' 40' 80' 120' C203 SCALE: 1" = 40' C203 Page 51 of 849

NOT FOR CONSTRUCTION 75 LF 12" SICPP ST @ 1.00% MIN. 599 600 601 MATCH TO INSET ST 300 Pearl Street, Suite 130 Buffalo, NY 14202 END SECTION INV=583.66 716-551-6281 12 LF 12" SICPP @ 1.00% 599 ST 600 labellapc.com 600 599 60 1 C0 598 ST UD UD UD UD UD UD UD UD UD UD UD UD D 598 600.14 599 600 NEW BIORETENTION 600 AREA #1 (± 350 SF) ST-4.0 599 600 ST 75 LF 12" SICPP 4' DIA. MH ST-4.1 597 597 598 599 ST 598 RIM=600.25 599 @ 1.00% MIN. 599 600 24"x24" CB N INV=594.36 600 600 RIM=599.00 W INV=594.46 601 N INV=594.58 S INV=595.25 6" SICPP @ ST 1.00% MIN. ST EXP: EXP: ST N CERTIFICATE OF AUTHORIZATION NUMBER: 2 INSET 60 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 C301 SCALE: 1"=20' GEOLOGICAL: 0021659 ST NEW PRIVATE FIRE HYDRANT It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 FS ST-3.4 Sec. 7307, for any person, unless acting under the direction of a licensed ST 24"x24" CB architect, professional engineer, or land surveyor, to alter an item in any ST RIM=599.65 way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to S INV=597.58 the item their seal and notation "altered by" followed by their signature and FS date of such alteration, and a specific description of the alteration. ST ST © 2024 2026 LaBella Associates FS 600 ST ST NEW 6" FIRE SERVICE 600 600 (AFTER BACKFLOW PREVENTOR) HOME LEASING 598 FS 598 599 599 ST 75 S CLINTON AVE SUITE 700, 600 ST ROCHESTER, NEW YORK 14604 150 LF 12" SICPP @ 1.00% FS ST 600 ST 595 596 FS 597 ST 598 ST FS NEW BACKFLOW PREVENTOR (IN FS ST MECHANICAL ROOM) FOR COMBINED ST SERVICE. DOMESTIC SERVICE WILL BE PROPOSED METERED AFTER THE BACKFLOW. 600 600 W 3-STORY C0 ST BUILDING C0 W ± 25,000 SF FOOTPRINT ST-3.3 ST 24"x24" CB RIM=599.75 FFE=600.75' 6" SICPP @ N INV=596.08 WEST SENECA APARTMENTS 599 ST 599 1.00% MIN. SW INV=596.08 2544 CLINTON ST, W WEST SENECA, NY 14224 595 596 597 598 NEW 6" PVC SDR-21 C0 ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SA SANITARY LATERAL 600 599 600 W SA C0 ST CONNECT INTO 600 600 EXISTING SAN CO 600 ST SANITARY MAIN SA SA SA TYP. SA C0 SA W 60 SA 0 S SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA SA C0 SA SA ST 4' DIA. SAN MH SA SA SA SA SA SA SA SAN CO 600 RIM=600.15 NEW 6" PVC SDR-21 102 LF 12" TYP. SAN CO E INV=589.50 SICPP @ 1.00% SA SANITARY LATERAL ST TYP. NO: DATE: DESCRIPTION: W INV=589.40 70 LF 6" SICPP W \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg @ 1.00% MIN. Revisions ST SA ST-3.0 PROJECT NUMBER: ST ST-2.0 4' DIA. MH 2241067 SA W 4' DIA. MH RIM=599.33 RIM=599.29 N INV=593.25 599 599 ST W INV=592.12 S INV=592.25 DRAWN BY: 600 E INV=591.25 EMM / SCB SA W INV=591.25 ST 30 LF 12" SICPP REVIEWED BY: SRV / DPB W D D 50 5LF 99 12" SICPP @ 5.00% SA @ 5.00% 599 ISSUED FOR: ST ST-2.2 SITE PLAN APPROVAL 59 24"x24" CB 9 SA ST-1.1 ST ST RIM=598.62 W 4' DIA. MH DATE: E INV=596.12 599 ST 85 LF 12" SICPP 4/20/2026 RIM=599.08 E INV=591.25 @ 2.00% SA SAN CO ST ST ST ST ST ST ST ST TYP. W INV=591.25 35 LF 12" SICPP DRAWING NAME: C0 D D ST ST ST ST ST ST ST @ 3.00% W ST-3.2 SA 120 LF 8" SICPP ST-2.1 ST-3.1 END SECTION ST-1.0 24"x24" CB @ 1.00% 24"x24" CB 24"x24" CB NEW 6" COMBINED ADS STORMTECH CHAMBER RIM=598.50 INV=589.75 RIM=598.87 CONTECH CASCADE CS4 WQU RIM=598.89 599 SYSTEM SC-3500 WATER SERVICE NE INV=595.00 SA W INV=593.62 RIM=599.00 N INV=593.30 NE INV=593.62 E INV=591.15 (100 CHAMBERS) W INV=593.30 599 W INV=595.00 W NEW 4" PVC SDR-21 W INV=591.15 NEW PRIVATE INV=591.25 UTILITY PLAN SA SANITARY LATERAL FIRE HYDRANT MATCH TO SHEET: C302 SA W FS 600 DRAWING NUMBER: SA W C0 600 UTILITY PLAN NOTES: 4/20/2026 1:18:02 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C301 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C301 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 52 of 849

599 CONTECH CASCADE CS4 WQU RIM=598.89 WATER SERVICE SYSTEM SC-3500 NE INV=595.00 SA W INV=593.62 RIM=599.00 N INV=593.30 24 NOT FOR CONSTRUCTION NE INV=593.62 E INV=591.15 (100 CHAMBERS) W INV=593.30 599 W INV=595.00 W NEW 4" PVC SDR-21 W INV=591.15 INV=591.25 NEW PRIVATE SA SANITARY LATERAL FIRE HYDRANT MATCH TO SHEET: C301 SA W 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 716-551-6281 SA W C0 SAN CO NEW 6" FIRE SERVICE 600 labellapc.com FS TYP. (AFTER BACKFLOW PREVENTOR) 598 599 598 W 599 DS 599 W W EXP: EXP: W CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 NEW BACKFLOW PREVENTOR LAND SURVEYING: 0021271 (IN MECHANICAL ROOM) FOR GEOLOGICAL: 0021659 W 598 COMBINED SERVICE. 597 DOMESTIC SERVICE WILL BE 597 598 599 METERED AFTER THE It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BACKFLOW. NEW BIORETENTION Sec. 7307, for any person, unless acting under the direction of a licensed 600 AREA #2 (± 370 SF) architect, professional engineer, or land surveyor, to alter an item in any W C0 ST-5.2 UD way. If an item bearing the seal of an architect, engineer, or land surveyor 24"x24" CB is altered; the altering architect, engineer, or land surveyor shall affix to 599 UD RIM=597.00 the item their seal and notation "altered by" followed by their signature and 598 UD W INV=592.58 UD date of such alteration, and a specific description of the alteration. 597 UD W 596 UD UD 132 LF 12" UD UD © 2024 2026 LaBella Associates UD UD UD 60 SICPP @ 0.50% UD 596 W 0 ST NEW 6" COMBINED 597 W ST 598 WATER SERVICE STW W W W W W W W W W W W W W HOME LEASING T ST 600 W 75 S CLINTON AVE SUITE 700, ST-5.0 ST ROCHESTER, NEW YORK 14604 4' DIA. MH ST RIM=599.08 S INV=591.30 598 59 ST 9 W E INV=591.92 W INV=591.20 ST 59 597 T D ST 9 ST ST 596 ST 28 LF 12" SICPP 6 ST 59 7 ST W ST @ 1.00% 59 8 ST ST ST-5.1 59 ST ST 9 598 ST ST 220 LF 12" 598 24"x24" CB 59 ST SICPP @ 0.50% 597 RIM=596.00 596 N INV=591.58 W END SECTION 595 UD UD UD UD UD UD INV=589.00 C0 UD UD UD UD UD UD T UD UD UD UD UD 595 W NEW BIORETENTION NEW 6" COMBINED AREA #3 (± 700 SF) WATER SERVICE 9 59 W ST-6.0 596 4' DIA. MH 597 WEST SENECA APARTMENTS T RIM=597.50 598 E INV=590.10 2544 CLINTON ST, 598 599 597 W 596 595 595 W INV=590.00 596 597 WEST SENECA, NY 14224 598 599 ST ST ST ST ST D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST 175 LF 12" 175 LF 12" W END SECTION ST-6.1 T SICPP @ 1.00% SICPP @ 1.00% INV=5#.## 36"x36" CB RIM=594.35 598 W INV=591.85 W T NO: DATE: DESCRIPTION: CONNECT TO EXISTING 6" W \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C300 UTILITY PLAN.dwg WATERMAIN WITH TS&V Revisions PROJECT NUMBER: 2241067 W DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: UTILITY PLAN DRAWING NUMBER: UTILITY PLAN NOTES: 4/20/2026 1:17:32 PM 1. A MINIMUM OF 10 FEET OF HORIZONTAL AND 18" OF VERTICAL SEPARATION N MUST BE MAINTAINED BETWEEN ALL SANITARY AND WATER SERVICES 1 UTILITY PLAN 0' 20' 40' 60' 2. THE ERIE COUNTY WATER AUTHORITY IS TO BE NOTIFIED A MINIMUM OF C302 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE C302 SCALE: 1" = 20' 3. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH ANY PAVEMENT AREA Page 53 of 849

NOT FOR CONSTRUCTION 599 600 601 601.17 601.62 300 Pearl Street, Suite 130 Buffalo, NY 14202 594.92 716-551-6281 601.26 599 600 600.87 labellapc.com 600 599 60 1 C0 598 UD UD UD UD UD UD UD UD UD UD UD UD D 598 599 600 600 600.54 600.90 INSTALL AND MAINTAIN 599 600 TEMPORARY SILT SOCK 597 597 598 599 600.10 598 599 600.18 600 600 600.54 600.54 600.72 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: 60 0 PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 600.39 TC 600.84 TC 599.89 BC 600.34 BC It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates 600 600 600 HOME LEASING 598 598 599 599 75 S CLINTON AVE SUITE 700, 600 ROCHESTER, NEW YORK 14604 600 595 600.78 TC 596 600.28 BC 601.23 TC 597 600.73 BC 598 PROPOSED 600 600 3-STORY C0 BUILDING C0 ± 25,000 SF FOOTPRINT FFE=600.75' WEST SENECA APARTMENTS 599 599 600.92 TC 600.42 BC 2544 CLINTON ST, 600.91 TC WEST SENECA, NY 14224 595 600.41 BC 596 597 598 600.14 C0 600 599 600 C0 600.38 TC 600.67 TC 600.68 TC 600.79 TC 600.11 600 600.50 TC 599.09 HP 600 599.88 BC 600.17 BC 600.18 BC 600.29 BC 600.00 BC 600 600.63 TC 600.63 TC C0 600.27 600.13 BC 600.13 BC 60 600.63 TC 0 S C0 600.13 BC 600 RIM=600.15 600.04 599.87 NO: DATE: DESCRIPTION: \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C400 GRADING PLAN.dwg Revisions 599.92 TC 600.13 TC 599.91 TC 599.59 TC PROJECT NUMBER: 599.42 BC 599.63 BC 599.41 BC 599.09 BC 2241067 599 599 599.49 TC DRAWN BY: 600 598.99 BC EMM / SCB REVIEWED BY: 599 D D SRV / DPB 599 ISSUED FOR: SITE PLAN APPROVAL 59 9 DATE: 599 598.89 4/20/2026 DRAWING NAME: 599.34 TC C0 D D 599.72 TC 599.32 TC 599.05 TC 598.84 BC 599.22 BC 598.82 BC 598.55 BC 599.16 599.48 TC 599 598.98 BC 599.48 599.62 599 GRADING, EROSION, AND SEDIMENT CONTROL PLAN MATCH TO SHEET: C402 599.84 599.80 600.27 TC 600.37 TC 600.45 TC 600.44 TC 600.11 TC 600.02 TC 599.80 TC 599.98 TC 599.61 BC 599.52 BC 599.30 BC 599.48 BC 599.77 BC 599.87 BC 599.95 BC 599.94 BC 600 600.17 DRAWING NUMBER: 599.19 599.46 C0 600 599.87 4/20/2026 1:17:56 PM N 1 GRADING, EROSION, AND SEDIMENT CONTROL PLAN 0' 20' 40' 60' C401 SCALE: 1" = 20' C401 Page 54 of 849

599.48 TC 599 598.98 BC 24 NOT FOR CONSTRUCTION 599 599.48 599.62 MATCH TO SHEET: C401 599.80 599.84 600.27 TC 600.37 TC 600.45 TC 600.44 TC 600.11 TC 600.02 TC 599.80 TC 599.98 TC 599.61 BC 599.52 BC 599.30 BC 599.77 BC 599.87 BC 599.95 BC 599.94 BC 599.48 BC 300 Pearl Street, Suite 130 FS 600 Buffalo, NY 14202 600.17 716-551-6281 599.19 599.46 C0 600.50 600.50 600.37 600 599.87 labellapc.com 600.20 FS 598.74 598 599 598 600.45 599 DS 599 599.24 598.95 600.45 598.50 EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: DS PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 598 600.54 597 597 600.22 598 599 600.36 600.61 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 600.43 Sec. 7307, for any person, unless acting under the direction of a licensed 600 598.09 C0 598.54 architect, professional engineer, or land surveyor, to alter an item in any INSTALL AND MAINTAIN way. If an item bearing the seal of an architect, engineer, or land surveyor TEMPORARY SILT SOCK is altered; the altering architect, engineer, or land surveyor shall affix to 599 the item their seal and notation "altered by" followed by their signature and 598 date of such alteration, and a specific description of the alteration. 597 596 600.50 © 2024 2026 LaBella Associates 60 600.29 600.30 596 0 600.11 600.04 600.02 599.53 597 598 600.17 TC 599.67 BC 600 600.18 598.01 HOME LEASING 599.50 TC 75 S CLINTON AVE SUITE 700, 599.00 BC 599.94 TC 599.88 ROCHESTER, NEW YORK 14604 599.44 BC INSTALL AND MAINTAIN 598 59 TEMPORARY CONCRETE 600.04 TC 598.46 9 600.03 WASHOUT 599.54 BC 599.54 D 59 9 597 599.84 599.04 596 599.99 6 598.32 59 7 599.17 59 8 59 9 598 598 59 597 596 595 C0 599.46 TC 598.96 BC 599.46 595 599.34 TC 598.84 BC INSTALL AND MAINTAIN TEMPORARY SILT SOCK 9 59 596 597 598 WEST SENECA APARTMENTS 2544 CLINTON ST, 598 599 597 596 595 595 596 597 WEST SENECA, NY 14224 598 599 599.70 TC D 599.20 BC INSTALL AND MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE 599.65 598 600.11 TC NO: DATE: DESCRIPTION: \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C400 GRADING PLAN.dwg 599.61 BC Revisions PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: GRADING, EROSION, AND SEDIMENT CONTROL PLAN DRAWING NUMBER: 4/20/2026 1:17:35 PM N 1 GRADING, EROSION, AND SEDIMENT CONTROL PLAN 0' 20' 40' 60' C402 SCALE: 1" = 20' C402 Page 55 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any STORM SEWER GRATE way. If an item bearing the seal of an architect, engineer, or land surveyor 12 is altered; the altering architect, engineer, or land surveyor shall affix to " OV MIN the item their seal and notation "altered by" followed by their signature and ER IM 2" X 2" WOODEN SPIKES LA UM date of such alteration, and a specific description of the alteration. P PLACED 10' O.C. BLOWN/PLACED FILTER MEDIA COMPOST FILTER SOCK © 2024 2026 LaBella Associates DISTURBED AREA UNDISTURBED AREA MIN. 12" 2 1 SLOPE OR LESS EXISTING CONTOURS SECTION VIEW HOME LEASING 75 S CLINTON AVE SUITE 700, FILTER SOCK FILLED ROCHESTER, NEW YORK 14604 8' WITH CRUSHED STONE DISTURBED AREA FLO W FLO W SECURE FILTER SOCK AS RECOMMENDED MIN. SLOPE MIN. SLOPE STORM SEWER GRATE BY MANUFACTURER SILT FENCE FLOW FLOW NOTES: 2" X 2" WOODEN STAKES 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY AND STABLE. PLACED 10' O.C. 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 1V:2H. UNDISTURBED AREA 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE SHALL BE SURROUNDED WITH COMPOST FILTER SOCK SILT FENCING, THEN STABILIZED WITH VEGETATION OR COVERED. PLAN VIEW 4. SEE SPECIFICATIONS AND DETAIL FOR INSTALLATION OF SILT FENCE. 6 INLET PROTECTION IN PAVEMENT 5 COMPOST FILTER SOCK 4 TEMPORARY SOIL STOCKPILE C501 N.T.S. C501 NYS DEC DETAIL: COMPOST FILTER SOCK C501 N.T.S. WOVEN WIRE FENCE (MIN. 14 GAUGE W/ MAX. 6" MESH SPACING WITH FILTER CLOTH 36" MIN. FENCE POSTS, DRIVEN MIN. WEST SENECA APARTMENTS 10' MAX. C. TO C. 16" INTO GROUND 2544 CLINTON ST, 50' MIN. MOUNTABLE WEST SENECA, NY 14224 BERM (OPTIONAL) MIN. 6" EXISTING PAVEMENT FILTER = 18" 3' 5:1 HEIGHT OF MIN. 10' TYP. 2" STAKE (TYP.) EXISTING GROUND FILTER CLOTH 4" MIN. PROFILE VIEW 6" 1/8" DIA. STEEL WIRE W FLO \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 50' MIN. STAPLE DETAIL W FLO B B NO: DATE: DESCRIPTION: 10' MIN. 10' TYP. PERSPECTIVE VIEW 1 41" SQUARE HARDWOOD Revisions EXISTING GROUND # STAPLES (2 PER BALE) BINDING WIRE 36" MIN. FENCE POST C### PROJECT NUMBER: 12' MIN. 12' MIN. EXISTING STRAW BALE (TYP.) 2241067 WOVEN WIRE FENCE (MIN. 14 GAUGE W/ 3' TYP. PAVEMENT MAX. 6" MESH SPACING WITH FILTER CLOTH IMPERMEABLE SHEETING DRAWN BY: 20" MIN. EMM / SCB REVIEWED BY: SYMBOL IMPERMEABLE SHEETING STRAW BALE (TYP.) WOOD OR METAL STAKES (2 PER BALE) UNDISTURBED SRV / DPB FLOW GROUND PLAN SECTION B-B ISSUED FOR: PLAN VIEW NOTE: SITE PLAN APPROVAL EMBED FILTER CLOTH A MIN. OF 6" IN GROUND 1. CAN BE TWO STACKED BALES OR PARTIALLY EXCAVATED TO REACH 3 FT DEPTH DATE: CONSTRUCTION SPECIFICATIONS: 4" MIN. 4/20/2026 16" MIN. 1. STONE SIZE - USE 1-4 INCH STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. CONSTRUCTION SPECIFICATIONS SYMBOL DRAWING NAME: 2. LENGTH - NOT LESS THAN 50 FEET. COMPACTED SOIL 1. LOCATE WASHOUT STRUCTURE A MINIMUM OF 100 FEET AWAY FROM OPEN CHANNELS, STORM DRAIN INLETS, SENSITIVE AREAS, WETLANDS, 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. BUFFERS AND WATER COURSES AND AWAY FROM CONSTRUCTION TRAFFIC. 4. WIDTH - TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. 2. SIZE WASHOUT STRUCTURE FOR VOLUME NECESSARY TO CONTAIN WASH WATER AND SOLIDS AND MAINTAIN AT LEAST 4 INCHES OF FREEBOARD. 5. GEOTEXTILE - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ACCESS SHALL BE PIPED TYPICAL DIMENSIONS ARE 10 FEET X 10 FEET X 3 FEET DEEP. NOTES: SECTION VIEW 3. PREPARE SOIL BASE FREE OF ROCKS OR OTHER DEBRIS THAT MAY CAUSE TEARS OR HOLES IN THE LINER. FOR LINER, USE 10 MIL OR THICKER UV BENEATH THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. RESISTANT, IMPERMEABLE SHEETING, FREE OF HOLES AND TEARS OR OTHER DEFECTS THAT COMPROMISE IMPERMEABILITY OF THE MATERIAL. 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT OF WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED 4. 5. PROVIDE A SIGN FOR THE WASHOUT IN CLOSE PROXIMITY TO THE FACILITY. KEEP CONCRETE WASHOUT STRUCTURE WATER TIGHT. REPLACE IMPERMEABLE LINER IF DAMAGED (E.G., RIPPED OR PUNCTURED). EMPTY OR 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" OR "U" TYPE OR HARDWOOD. CONSTRUCTION DETAILS ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED IMMEDIATELY. REPLACE WASHOUT STRUCTURE THAT IS 75 PERCENT FULL, AND DISPOSE OF ACCUMULATED MATERIAL PROPERLY. DO NOT REUSE PLASTIC LINER. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION. 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN WET-VACUUM STORED LIQUIDS THAT HAVE NOT EVAPORATED AND DISPOSE OF IN AN APPROVED MANNER. PRIOR TO FORECASTED RAINSTORMS, FENCE SHALL BE WOVEN WIRE, 6" MAXIMUM MESH OPENING. APPROVED SEDIMENT TRAPPING DEVICE. REMOVE LIQUIDS OR COVER STRUCTURE TO PREVENT OVERFLOWS. REMOVE HARDENED SOLIDS, WHOLE OR BROKEN UP, FOR DISPOSAL OR 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN EVENT. RECYCLING. MAINTAIN RUNOFF DIVERSION AROUND EXCAVATED WASHOUT STRUCTURE UNTIL STRUCTURE IS REMOVED. FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABLINKA 140N, OR APPROVED EQUAL. 4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUAL. 5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. 3 STABILIZED CONSTRUCTION ENTRANCE 2 CONCRETE WASHOUT AREA WITH STRAW BALES 1 SILT FENCE DRAWING NUMBER: C501 N.YS DEC DETAIL: STABILIZED CONSTRUCTION ACCESS C501 N.T.S. C501 NYS DEC DETAIL: SILT FENCE 4/20/2026 1:17:16 PM C501 Page 56 of 849

NOT FOR CONSTRUCTION SPACES SHOULD BE EQUAL TO LINE WIDTH NY R7-8 MUTCD R7-1 NY R7-8 300 Pearl Street, Suite 130 12" 1 MATCH ENDS OF TRANSITION 2" PREMOULDED Buffalo, NY 14202 CURB TO ADJACENT CURBS (OR 8" BITUMINOUS CURB UNLESS OTHERWISE POST MOUNT SIGN OR 716-551-6281 NOTED ON PLANS FLUSH WITH GRADE - SEE PLANS) JOINT FILLER EXPANSION CAP 12 2" SIGN MOUNTED ON " 8" BOLLARD. SEE SITE TOP OF CURB labellapc.com 7'-0" TYP. 45° PLAN (TYP.) FLUSH CURB 4" WIDE SEE PLANS 6" PARKING 1'-4" SPACE PAVEMENT 12" MARKING 1'-0" 1" 4'-0" 3'-0" MIN. NOTES: #4 1'-6" LONG THIS PART OF DOWEL TO 6'-0" MAX. 4'-0" BE PAINTED AND OILED 1. ALL STRIPING SHALL BE WHITE ELEVATION AT EXPANSION JOINT TERMINAL/TRANSITION CURB 11 CROSSWALK 8' TYP. 8' TYP. C502 N.T.S. PAVEMENT SYMBOL PER ADA WHITE ON BLUE BACKGROUND EXP: EXP: NOTE: ALL PARKING STRIPING TO BE YELLOW 3 TOP OF CURB 8" CAP SCREW #4 1'-6" LONG 3 8" FLAT WASHER A 12 ADA PARKING SPACE STRIPING (ZINC PLATED) CERTIFICATE OF AUTHORIZATION NUMBER: SIGN FACE C502 NEW SIGN PANEL (16 PROFESSIONAL ENGINEERING: 0021272 EXPANSION JOINT MATERIAL N.T.S. 2" x 2" SQ. ROUNDED GA. GALV. STEEL) LAND SURVEYING: 0021271 AT CONCRETE SIDEWALKS D GEOLOGICAL: 0021659 D/2 R=1" 3 8" HEX NUT CONCRETE SIDEWALK 8" (ZINC PLATED) 2" A A 1 OR TOPSOIL SECTION A-A A CONSTRUCTION JOINT TOP OF PAVEMENT It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed TYP. SEE PAVEMENT SECTION 6" architect, professional engineer, or land surveyor, to alter an item in any ELEVATION AT 2" x 2" SQUARE UNISTRUT POST way. If an item bearing the seal of an architect, engineer, or land surveyor (GALV. STEEL) VARIABLE 1'-6" CONSTRUCTION JOINT is altered; the altering architect, engineer, or land surveyor shall affix to LENGTH (PERFORATED) the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SELECT DOMED CONCRETE FILL NEW SIGN PANEL (16 DOMED CONCRETE FILL 6" BACKFILL GA. GALV. STEEL) 7'-0" (MAX.) 5'-0" (MIN.) MATERIAL CONTINUOUS BED © 2024 2026 LaBella Associates 6" O.D. STEEL PIPE WITH PLASTIC SUBBASE COURSE 6" O.D. STEEL PIPE WITH PLASTIC 1'-9" (MIN.) SLEEVE (YELLOW) A A SLEEVE (YELLOW) MIN. 6" DOWEL 3'-6" D 3'-6" DOMED IN GRASS AREA 2 14" x 2 1 4" SQUARE UNISTRUT D/2 6" 6" FLUSH IN CONCRETE OR PAVED AREA 2" x 2" SQUARE UNISTRUT POST POST BASE (GALVANIZED STEEL) 2" 3" VERTICAL (GALV. STEEL) VARIABLE LENGTH (PERFORATED) 3 8" CAP SCREW DOMED IN GRASS AREA HOME LEASING 3 8" FLAT WASHER 75 S CLINTON AVE SUITE 700, SECTION A-A 7'-0" (MAXIMUM) 5'-0" (MINIMUM) (ZINC PLATED) ROCHESTER, NEW YORK 14604 SEE ASPHALT TYPICAL SIGN FACE PAVEMENT TYPICAL DETAILS GRASS PAVED AREA 2" x 2" SQ. NOTES: AREA 4000 PSI CONCRETE 2 14" x 2 14" SQUARE UNISTRUT 3'-6" 3 8" HEX NUT (ZINC PLATED) 3'-6" 1. SLOPE TOP OF CURB 1/4" PER FOOT TOWARD PAVEMENT. POST BASE (GALVANIZED STEEL) 2. CONTRACTION JOINTS SHALL BE FORMED OR SAWCUT EVERY 10 FEET TO DEPTHS SLIGHTLY BELOW THE PAVEMENT SURFACE. UNDISTURBED EARTH SECTION A-A 4" TO 6" 3. EXPANSION JOINTS 1/2" IN WIDTH SHALL BE FORMED WITH A PREMOULDED BITUMINOUS JOINT FILLER EVERY 40 FEET. OR 18" SONOTUBE 5,000 PSI CONCRETE 3" x 3 8" BOLT (ZINC PLATED) 4. EXPANSIONS JOINTS AND FORMED CONTRACTION JOINTS ARE TO BE EDGED WITH CONCRETE FINISHING TOOLS. SUBBASE COURSE AND 3 8" 0 NUT (ZINC PLATED) UNDISTURBED EARTH 5. CONCRETE SEALING AGENT SHALL BE APPLIED THE SAME DAY THAT CURBS ARE CONSTRUCTED. NOTES: 6" OR 18" SONOTUBE 4'-0" 6" 6. CONCRETE CURBING WITHIN R.O.W. SHALL CONFORM WITH NYSS M609-2R1. 7. CURB THICKNESS T IS TO BE 5" OR AS INDICATED ON THE DRAWINGS. 1. MAINTAIN TWO FEET OF CLEARANCE FROM SUBBASE COURSE 8" MIN. 8" MIN. 8. PROVIDE 0" CURB REVEAL FOR HEADER CURB CURB AT SIDEWALK RAMPS AND 1" CURB REVEAL FOR HEADER CURB AT DRIVEWAYS. FACE OF CURB TO ANY PART OF SIGN, AS 9. ALL CURB, EXCEPT HEADER CURB USED FOR SIDEWALK ACCESS RAMPS, IS TO HAVE THE 1" RADIUS. NOTE: APPLICABLE. 10. GRADED STONE BACKING IS TO BE PLACED WHEN SIDEWALK DOES NOT ABUT CURB. 2. SEE PLANS FOR SIGN AND POST LOCATIONS. NOTES: 1. FINAL LOCATION OF BOLLARDS SHALL BE APPROVED 11. USE 5000 PSI CONCRETE FOR CONVENTIONALLY FORMED CURB. AND 5000 PSI CONCRETE FOR MACHINE FORMED CURB. BY THE OWNER OR ARCHITECT/ENGINEER. 1. FINAL LOCATION OF BOLLARDS SHALL BE APPROVED BY THE OWNER OR ARCHITECT/ENGINEER. 10 CONCRETE CURB 9 BOLLARD 8 POST MOUNT SIGN 7 BOLLARD MOUNTED SIGN C502 N.T.S. C502 N.T.S. C502 N.T.S. C502 N.T.S. INITIAL FULL DEPTH SAW CUT FINAL SAW CUT. MATCH EXISTING SEE NOTE 2 PAVEMENT. CAP SEAM WITH BITUMINOUS SEALER. (SEE NOTE 2) TOP COURSE BINDER COURSE WEST SENECA APARTMENTS SEE NOTE 2 18" SUBBASE COURSE 2544 CLINTON ST, WEST SENECA, NY 14224 EXISTING ASPHALT PAVEMENT NOTES: PAVEMENT 1. HMA ITEMS ARE BASED ON PG 64-22 BINDER, ESALs LESS THAN 30,000,000. TACK COAT IS REQUIRED BETWEEN ALL LIFTS OF ASPHALT. USE OF POLYPHOSPHORIC ACID (PPA) TO MODIFY THE BINDER 6"x6" WELDED WIRE EXISTING PROPERTIES IS PROHIBITED. THIS PROHIBITION ALSO APPLIES TO THE USE OF PPA AS A CROSS-LINKING AGENT FOR POLYMER MODIFICATION. TOP AND BOTTOM SUBBASE 8" THICK 2. BUTT JOINTS, CREATED BY A FULL-DEPTH SAWCUT, SHALL BE USED BETWEEN NEW AND EXISTING PAVEMENTS. THE ASPHALT TOP COURSE SHALL BE LAID SUCH THAT IT UNIFORMLY OVERLAPS THE 4,500 PSI CONCRETE ADJACENT COLD MAT BY 2"-3". THE THICKNESS OF THE OVERLAP MATERIAL SHALL BE 1/4 THE COMPACTED THICKNESS OF THE COURSE, SO AS TO RESULT IN A SMOOTH AND WELL-COMPACTED JOINT AFTER ROLLING. BROADCASTING OF THE OVERLAP MATERIAL ONTO THE LANE IS NOT ALLOWED. IF THE OVERLAP IS EXCESSIVE, THE EXCESS MATERIAL SHALL BE TRIMMED OFF SO THAT THE MATERIAL x x x x x x x ALONG THE JOINT IS UNIFORM. THE COARSE PARTICLES OF AGGREGATE IN THE OVERLAP MATERIAL SHALL BE REMOVED AND WASTED IF DEEMED NECESSARY BY THE INSPECTOR. \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg x x x x x x GEOTEXTILE STABILIZATION 3. DESIGN PGB CONTENT SELECTION: THE PRODUCER SELECTS THE DESIGN PGB CONTENT THAT RESULTS IN A COMPACTED DENSITY OF 96.5% Gmm AT THE DESIGN NUMBER OF GYRATIONS (Ndesign). 12" COMPACTED FABRIC (SEE ASPHALT 1 21" 9.5 F2 TOP COURSE HMA UNDER NO CIRCUMSTANCES SHALL THE PERFORMANCE GRADED BINDER CONTENT IN THE HMA MIXTURE BE LESS THAN 5.8% FOR A 9.5 DESIGN, 5.2% FOR A 12.5 DESIGN, 4.5% FOR A 19.0 DESIGN, 4.2% SUBBASE MATERIAL NO: DATE: DESCRIPTION: PAVEMENT DETAILS) 80 SERIES COMPACTION FOR A 25.0 DESIGN, OR 3.7% FOR A 37.5 DESIGN. ALL VOLUMETRIC AND MECHANICAL PROPERTIES ARE CHECKED AT THIS PGB CONTENT TO ENSURE THAT ALL REQUIREMENTS ARE MET. NOTES: Revisions NYSDOT ITEM NO. 402.098202 WELL COMPACTED SUBGRADE 2-1/2" 19.0 F9 BINDER COURSE HMA 4. PERFORM ALL WARRANTY WORK IN ACCORDANCE WITH MATERIALS PROCEDURE (MP) 402-01, WARRANTY REQUIREMENTS FOR HOT MIX ASPHALT (HMA) TOP COURSE. 1. VERTICALLY SAW CUT ALL ASPHALT FULL DEPTH. 80 SERIES COMPACTION 2. BLOW CLEAN AND APPLY TACK COAT 0.050 GAL/SY AT ALL ASPHALT TO ASPHALT SURFACES. PROJECT NUMBER: COMPACTED NYSDOT ITEM NO. 402.198902 5. AS PER STANDARD SPECIFICATION SECTION 401-4.01 CERTIFIED PRODUCTION, PRODUCTION LESS THAN 500 TONS, AND HIGHWAY PERMIT PRODUCTION, PRODUCTION MEETING THE SPECIFICATION 3. REFER TO STANDARD DUTY PAVEMENT SECTION DETAIL FOR COURSE THICKNESS. 2241067 SUBGRADE REQUIREMENTS WILL BE ASSIGNED A QAF OF 1.00. PRODUCTION FAILING TO MEET THE SPECIFICATION REQUIREMENTS WILL BE SUBJECT TO EVALUATION ACCORDING TO SECTION 401-4.03, EVALUATION 6" 37.5 F9 BASE COURSE HMA OF SUBLOTS REPRESENTED BY 0.85 QAF. 6 CONCRETE PAD 5 STANDARD DUTY PAVEMENT JOINT DRAWN BY: 80 SERIES COMPACTION EMM / SCB NYSDOT ITEM NO. 402.378902 1 1/2" ASPHALT CONCRETE TOP COURSE C502 N.T.S. C502 N.T.S. REVIEWED BY: 2 1/2" ASPHALT CONCRETE BINDER COURSE SRV / DPB 12" SUBBASE COURSE, TYPE 2 12" STONE SUBBASE COURSE (INSTALLED IN TWO 6" LIFTS) BEVEL EDGE ISSUED FOR: NYSDOT ITEM NO. 304.12 ASPHALT EMULSION TACK 6" SITE PLAN APPROVAL COAT NYSDOT ITEM 407.01 - TACK COAT FINISH GRADE DATE: 4/20/2026 MATCH ORIGINAL RESTORE LAWN DISTURBED BY CONSTRUCTION MATCH ENDS OF TRANSITION CURB SHOULDER SLOPE AND PROVIDE NEW 6" MINIMUM DEPTH CURB TO ADJACENT CURBS (OR DRAWING NAME: MECHANICALLY SCREENED TOPSOIL CURB CURB TERMINAL FLUSH WITH GRADE - SEE PLANS) EXTEND BASE COURSE AT FREE EDGE FLUSH CURB 6" 1'-6" 6" COMPACTED SUBGRADE 1'-6" FINISHED GRADE FINISHED GRADE GEOTEXTILE STABILIZATION FABRIC, TENSAR T-130 OR APPROVED EQUAL CONSTRUCTION DETAILS 1'-0" NOTES: RESTORE LAWN DISTURBED BY 6'-0" UNLESS 6'-0" CONSTRUCTION AND PROVIDE NEW COMPACTED 1. PROVIDE ADDITIONAL SUBBASE MATERIAL WHERE FILL IS REQUIRED TO OBTAIN PROPER 6" MINIMUM DEPTH MECHANICALLY OTHERWISE NOTED SUBGRADE SUBGRADE ELEVATION, OR TO REPLACE UNSUITABLE SUBGRADE MATERIAL. SCREENED TOPSOIL 4 PAVEMENT SECTION WITHIN R.O.W. 3 ASPHALT PAVEMENT SECTION 2 CURB TERMINAL 1 CURB TRANSITION DRAWING NUMBER: C502 N.T.S. C502 N.T.S. C502 N.T.S. C502 N.T.S. 4/20/2026 1:17:48 PM C502 Page 57 of 849

NOT FOR CONSTRUCTION SIDEWALK SIDEWALK GR B AS S 4'-0 GR SE " MIN AD E BR EP LA 300 Pearl Street, Suite 130 A EA N KB AC Buffalo, NY 14202 KO A FC A 716-551-6281 UR B >5 7.5% MAX SLOPE 4'-0" MIN. ' 3'-0" SEE PLAN 3'-0" labellapc.com SEE CONCRETE SIDEWALK DETAIL SEE CONCRETE SIDEWALK DETAIL B DETECTABLE 0" TOP OF PAVEMENT WARNING SYSTEM 2'- GR AS S SECTION A-A MEET FLUSH WITH A TOP OF PAVEMENT 25% MAX SLOPE MEET FLUSH WITH MEET FLUSH WITH TOP OF PAVEMENT 3'-0 TOP OF PAVEMENT " DETECTABLE WARNING SYSTEM A 0" CURB REVEAL VARIES DETECTABLE WARNING SYSTEM ACCESS RAMP AT CORNER - ISOMETRIC OPTION 1 ACCESS RAMP - ISOMETRIC OPTION 3 A PAVEMENT 7.5% CURB TOP OF CURB 7.5% MAX SLOPE SIDEWALK TYPE "B" RAMP ISOMETRIC SIDEWALK SECTION B-B EXP: EXP: GR NOTES: AD TOP OF PAVEMENT E BR TRANSITION FLUSH WITH PAVEMENT CERTIFICATE OF AUTHORIZATION NUMBER: A EA 1. 7.5% IS MAXIMUM SLOPE OF ACCESS RAMP. KB PROFESSIONAL ENGINEERING: 0021272 AC 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, FIRM AND SLIP-RESISTANT. TEXTURE SURFACE WITH KO A LAND SURVEYING: 0021271 FC UR SECTION A-A COARSE BROOM RUNNING TRANSVERSE TO SLOPE OF ACCESS RAMP. GEOLOGICAL: 0021659 B< 3. ENTIRE AREA OF ACCESS RAMP AND LANDING PAD IS TO BE 7 INCH THICK CONCRETE. 5' SEE CONCRETE SIDEWALK DETAIL It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 SEE CONCRETE SIDEWALK DETAIL 7 SIDEWALK RAMP TYPE B Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any C503 N.T.S. way. If an item bearing the seal of an architect, engineer, or land surveyor MEET FLUSH WITH is altered; the altering architect, engineer, or land surveyor shall affix to A TOP OF PAVEMENT MEET FLUSH WITH the item their seal and notation "altered by" followed by their signature and TOP OF PAVEMENT date of such alteration, and a specific description of the alteration. DETECTABLE WARNING SYSTEM A B DETECTABLE WARNING SYSTEM ACCESS RAMP AT CORNER - ISOMETRIC OPTION 2 ACCESS RAMP - ISOMETRIC OPTION 4 © 2024 2026 LaBella Associates 8 SIDEWALK RAMP TYPE D 3'-0" MINIM A UM TOP OF PAVEMENT TOP OF CURB C503 N.T.S. WIDTH VARIES, SEE PLANS SIDEW 12 12 ALK 1 1 B 8" DETECTABLE WARNING 6'-0" 3'-0" MIN. SEE PLAN 6'-0" HOME LEASING 4,500 PSI CONCRETE TOOLED NOTCH 38" x 83" VERTICAL CURB 75 S CLINTON AVE SUITE 700, SYSTEM PER DETAIL 2'-0" " MEET FLUSH WITH SECTION A-A ROCHESTER, NEW YORK 14604 R1 SLOPE AS SHOWN ON PLANS 6" UNLESS OTHERWISE SHOWN ON PLANS TOP OF PAVEMENT A TOP OF SIDEWALK RAMP TYPE A ISOMETRIC 5" SLOPE PAVEMENT GRASS VARIES TOP OF CURB SIDEWALK 12 12 6" SEE PAVEMENT 1 1 3'-0 "M 10" SECTIONS 12 IN. (SE 6'-0" HEADER EP 1 LA N) SUBBASE MATERIAL TRANSITION CURB TRANISITON A TOP OF PAVEMENT 6" 0" 2'- 1 12 2" 2" 8" VIEW A-A MEET FLUSH WITH NOTES: 1:50 TOP OF PAVEMENT 8" 0" CURB REVEAL DETECTABLE WARNING SYSTEM 12 1. 1:12 IS MAXIMUM SLOPE OF ACCESS RAMP AND MAX 1 SIDEWALK SIDE FLARE IN PAVED AREA. 6 CONCRETE SIDEWALK AND INTEGRAL VERTICAL CURB SECTION 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, A FIRM AND SLIP-RESISTANT. TEXTURE SURFACE C503 N.T.S. ACCESS LANDING PAD WITH COARSE BROOM RUNNING TRANSVERSE RAMP 3'-0" MINIMUM TO SLOPE OF ACCESS RAMP. 3. ENTIRE AREA OF ACCESS RAMP AND LANDING ACCESS RAMP - TYPE C ISOMETRIC PAD IS TO BE 7 INCH THICK CONCRETE. NOTES: SECTION B-B 1. 1:12 IS MAXIMUM SLOPE OF ACCESS RAMP. WEST SENECA APARTMENTS 5 SIDEWALK RAMP TYPE A 2. SURFACE OF ACCESS RAMP IS TO BE STABLE, FIRM AND SLIP-RESISTANT. TEXTURE SURFACE WITH COARSE BROOM RUNNING TRANSVERSE TO SLOPE OF ACCESS RAMP. 2544 CLINTON ST, 4" WIDE 3. ENTIRE AREA OF ACCESS RAMP AND LANDING PAD IS TO BE 7 INCH THICK CONCRETE. WEST SENECA, NY 14224 C503 N.T.S. PARKING SPACE 50%-60% OF 4 SIDEWALK RAMP TYPE C PAVEMENT MARKING BASE DIAMETER C503 N.T.S. 4'-0" 2'-0" 4'-0" 0.20" \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 5) TE E NO 0.90"-1.41" S (SE NO: DATE: DESCRIPTION: 1 1 SAW-CUT, OR WET CUT CONCRETE ELECTRIC CHARGING STATION RIE 2" WIDE PREMOULDED BITUMINOUS 2" WIDE PREMOULDED BITUMINOUS PAVEMENT SYMBOL VA JOINT FILLER WITH 5 8" DEEP X 12" WIDE JOINT FILLER WITH 5 8" DEEP X 12" WIDE WITH TROWEL OR JOINT TOOL, Revisions 1 SELF LEVELING CAULKING SEALANT SELF LEVELING CAULKING SEALANT 3 SLAB THICKNESS, FULL WIDTH. DOME SECTION FINISHED GRADE FINISHED GRADE FINISHED GRADE PROJECT NUMBER: NO ISOMETRIC 2241067 ELECTRIC PARKING 1.625"- 2.41" C TO C FILL JOINTS WITH UNILOCK POLYMERIC DRAWN BY: EMM / SCB VEHICLE PARKING ANY JOINT SAND OR APPROVED EQUIVALENT 1" THICK COMPACTED SETTING BED OF WASHED COARSE AGGREGATE REVIEWED BY: SRV / DPB TIME TYPICAL WARNING UNIT 1.625"-2.41" ONLY WHILE THIS PART OF DOWEL TO EXPANSION JOINT CONTROL JOINT C TO C CHARGING SIDEWALK ACCESS RAMP BE PAINTED AND OILED ISSUED FOR: 1" TO 4" 12" X 18" #4 - 16" LONG SMOOTH DOWEL AT 18" ON-CENTER SITE PLAN APPROVAL 12" X 18" 2" DIAMETER WEEP HOLE AT LOW POINT ELECTRIC VEHICLE EDGE OF RAMP CONCRETE DRILL AND EPOXY GROUT INTO EXISTING CONCRETE ACCESSIBLE SYMBOL CHARGING STATION NO PARKING FILL WITH SETTING BED MATERIAL SIDEWALK (CENTERED) AND EXISTING BUILDING DATE: COLOR WHITE ON BLUE BACKGROUND MUTCD R7-1 FOUNDATION AT DOORWAYS. COAT DOWEL IN NEW 4/20/2026 SIDEWALK NOTES: 0.625" FEDERAL DESIGNATION 7" SURFACE WITH BOND BREAKER CURB FLUSH WITH PAVEMENT DRAWING NAME: 1"-4" 1. CONCRETE SHALL BE 4,500 PSI AIR ENTRAINED MIX AT 28 DAYS 2. COMPACTED SUBBASE MATERIAL SHALL COMPLY WITH NYSDOT ITEM 304.14, RESERVED 1" 0.625" RESHAPE CURB BACKING AT WEEP HOLE LOCATION CONTRACTOR TO RESTORE LAWN DISTURBED BY CONSTRUCTION AND PROVIDE NEW 6" MECHANICALLY TYPE 4 PARKING 12" X 18" BACK EDGE OF CURB SCREENED TOPSOIL AND ESTABLISH TURF. 3. CONCRETE SURFACE SHALL RECEIVE A BROOM FINISH AND TWO COATS OF A MEMBRANE FORMING SEALER AT RATES SPECIFIED BY THE PRODUCT 6" SUBBASE COURSE 5" 4,500 PSI CONCRETE RESERVED MANUFACTURE. NY R7-8 FEDERAL DESIGNATION DOME SPACING SECTION 3" 6" COMPACTED SUBBASE MATERIAL 4. EXPANSION JOINTS SHALL BE PROVIDED AT ALL FITTED STRUCTURES AND AT EVERY 25' ON CENTER. CONSTRUCTION DETAILS NOTES: 5. CONTROL JOINTS SHALL BE EVERY 5' OR AS SHOWN ON THE PLANS AND IN 12" X 6" ACCORDANCE WITH ACI 330-R92. THESE JOINTS SHALL BE COMPLETED 1. QUANTITY OF TRUNCATED DOMES SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY AND TO DEPICT REQUIRED SQUARE GRID PATTERN. VAN VAN ACCESSIBLE 2. TRUNCATED DOMES ARE TO BE ALIGNED ON THE SQUARE GRID PATTERN IN THE PREDOMINANT DIRECTION OF TRAVEL. WITHIN 24 HOURS OF CONCRETE PLACEMENT. SCORED JOINTS SHALL BE ELECTRIC CHARGING SYMBOL ACCESSIBLE MUTCD R7-8a 3. ENTIRE DETECTABLE WARNING SYSTEM FIELD, INCLUDING TRUNCATED DOMES, IS TO BE DARK GRAY IN COLOR, N7 PER MUNSELL BOOK NOTATION, OR APPROVED EQUIVALENT. 1 1 4-INCH WIDTH MINIMUM AND 3 OF THE THICKNESS OF THE CONCRETE 4'x4', COLOR WHITE ON GREEN FEDERAL DESIGNATION 6. SIDEWALK ADJACENT TO THE CURB SHALL HAVE A 2.00% CROSS-SLOPE TO 4. OUTER EDGE OF THE DETECTABLE WARNING SYSTEM FIELD IS TO BE LOCATED SO THAT THE EDGE OF THE WARNING FIELD NEAREST TO THE STREET IS 1 TO 4 INCHES BEHIND THE BACK BACKGROUND THE CURB. OTHER AREA AS INDICATED ON THE GRADING PLAN. EDGE OF THE CURB SECTION. 7. ALL JOINTS AND EXPOSED EDGES SHALL BE ROUNDED WITH JOINT TOOL. DRAWING NUMBER: 5. DETECTABLE WARNING SYSTEM IS TO EXTEND ACROSS THE FULL WIDTH OF A SIDEWALK ACCESS RAMP, BUT NOT UP THE SIDE FLARES. COMPACTED SUBGRADE PAVEMENT MARKINGS AND SIGNAGE BRICK DETECTABLE WARNING SYSTEM AT CURB CONCRETE SIDEWALK 4/20/2026 1:17:24 PM 3 2 1 C503 N.T.S. C503 N.T.S. C503 N.T.S. C503 Page 58 of 849

NOT FOR CONSTRUCTION COVER PIPE CONNECTION TO END INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE OPTIONAL INSPECTION PORT CAP WITH ADS GEOSYNTHETICS 601T PART #: MCFLAMP NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP 6" MAX PONDING 4.0H MAX. PONDING/ HEIGHT 1V RIM OF CB OVERFLOW ELEV. STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM 300 Pearl Street, Suite 130 STRUCTURES WITH OPEN GRATES 6" MIN. ORGANIC Buffalo, NY 14202 FILTER MEDIA 716-551-6281 NOTES: ELEVATED BYPASS MANIFOLD 1. CONTRACTOR SHALL INSTALL FILTER MEDIA AFTER SITE HAS BEEN STABILIZED TO labellapc.com MINIMIZE POTENTIAL OF SEDIMENT CONTAMINATION OF MEDIA. 2. FILTER MEDIA SHALL BE LOAM/SAND MIX, NYSDOT BIO SOIL MIX ITEM #208.01030022, CONTAINING A MINIMUM OF 85% TO 88% COARSE/MEDIUM SAND BY VOLUME, 8% TO 12% 24" MIN. SOIL FINES, AND 3% TO 5% ORGANIC MATTER. FILTER MEDIA 3. ORGANIC FILTER MEDIA SHALL MEET SAME CRITERIA AS ABOVE WITH THE EXCEPTION OF CONTAINING 10% TO 12% ORGANIC MATTER. 4. SOIL SHOULD FALL WITHIN USCS TYPES SM OR ML WITH PERMEABILITY OF AT LEAST 1.0 FEET PER DAY. SOIL SHOULD BE FREE FROM STONES, STUMPS, ROOTS OR OTHER WOODY SUMP DEPTH TBD BY CATCH BASIN MATERIAL OVER 1" IN DIAMETER. SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) 5. PLACEMENT OF THE PLANTING SOIL SHOULD BE IN LIFTS OF 12" TO 18", LOOSELY 24" (600 mm) HDPE ACCESS PIPE REQUIRED ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN 6"-12" DRAINAGE COMPACTED TO AT MOST 80% PROCTOR TEST. PH RANGE: 5.2 - 7.00. USE FACTORY PARTIAL CUT END CAP PART #: FOUNDATION STONE AND CHAMBERS GRAVEL JACKET 6. FILTER FABRIC TO BE NON-WOVEN CLASS 'C', MIRAFI 180-N OR APPROVED EQUIVALENT MC3500IEPP24BC OR MC3500IEPP24BW 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 7. DRAINAGE GRAVEL TO MEET AASHTO M-43. NO.67, SIZE 0.25" TO 0.75" 8. CONTRACTOR TO PROVIDE PLANTING SOIL SUBMITTAL SPECIFICATION FOR REVIEW AND FILTER FABRIC APPROVAL PRIOR TO CONSTRUCTION. 9. WETLAND SEED MIX SHALL BE USED AS INDICATED IN SPECIFICATIONS. 7 MC-3500 ISOLATOR ROW PLUS DETAIL EXP: EXP: 4" PERFORATED PVC @ 0.2% SUBGRADE OR 10. CONTRACTOR SHALL PROVIDE AT LEAST TWO PERMEABILITY TESTS FOR EACH FACILITY C504 N.T.S. EXISTING SOIL DRAINAGE GRAVEL LOCATED AT OPPOSITE SIDES OF FACILITY. 8 BIORETENTION INSERTA TEE DETAIL UNDERDRAIN DETAIL CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 NTS NTS C504 N.T.S. DO NOT INSTALL STORMTECH STORMTECH LAND SURVEYING: 0021271 INSERTA-TEE AT CHAMBERS STORMTECH CHAMBER GEOLOGICAL: 0021659 CHAMBER JOINTS END CAP PROVIDE CAST IRON FRAME PROVIDE CAST IRON CLEANOUT THREADED PLUG IP THD OR BRASS A OUTLET MANIFOLD AND COVER, SET FLUSH SCREW PLUG (HS 67). PVC PLUGS NOT ALLOWED. PROVIDE 1"-3" It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 WITH FINISH GRADE 10" CLEARANCE BETWEEN PLUG & UNDERSIDE OF COVER CONVEYANCE PIPE Sec. 7307, for any person, unless acting under the direction of a licensed MATERIAL MAY VARY architect, professional engineer, or land surveyor, to alter an item in any GRADE (PVC, HDPE, ETC.) FOUNDATION STONE way. If an item bearing the seal of an architect, engineer, or land surveyor FINISH GRADE FOR UNPAVED AREAS BENEATH CHAMBERS is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and 7 1/2" WITHOUT FRAME AND COVER 1" date of such alteration, and a specific description of the alteration. A ADS GEOSYNTHETICS 601T 17" INSERTA TEE SECTION A-A CONNECTION INSERTA TEE TO BE NON-WOVEN GEOTEXTILE DUAL WALL © 2024 2026 LaBella Associates COMPACTED FILL TAMPED IN 6" INSTALLED, CENTERED PERFORATED (X) LAYERS OVER CORRUGATION HDPE STORMTECH UNDERDRAIN STORM SECTION A-A SIDE VIEW END CAP DWV PVC FEMALE ADAPTER, IP PLACE ADSPLUS WOVEN GEOTEXTILE THREAD x SOCKET (CENTERED ON INSERTA-TEE INLET) OVER C.O. BEDDING STONE FOR SCOUR PROTECTION AT 6" RISER: SDR-35 PVC (ASTM D-2241) WITH SOLVENT WELDED JOINTS LETTERING ON COVER SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) B B HOME LEASING FOUNDATION STONE PROVIDE SDR-35 GASKETED NOTES: SC-310 6" (150 mm) 4" (100 mm) A BENEATH CHAMBERS 75 S CLINTON AVE SUITE 700, FITTINGS AS NECESSARY; 1/8TH SC-800 10" (250 mm) 4" (100 mm) ROCHESTER, NEW YORK 14604 6" x 6" x 6" SDR-35 TRUE 45 DEGREE BEND, OR TWO 1/16TH BENDS 1. FRAME AND COVER TO BE USED DC-780 10" (250 mm) 4" (100 mm) NOTES: ONLY IN PAVED AREAS. ADS GEOSYNTHETICS 601T WYE WITH BENDS AS NECESSARY COMPACTED CRUSHED STONE FILL · PART NUMBERS WILL VARY BASED ON INLET PIPE MC-3500 12" (300 mm) 6" (150 mm) A NON-WOVEN GEOTEXTILE MATERIALS. CONTACT STORMTECH FOR MORE 6" MIN. 6" MIN. DEPTH = 1/2 OD + 12" MIN. 2. CRUSHED STONE: NO. 1 WASHED MC-4500 12" (300 mm) 8" (200 mm) INFORMATION. STONE OR A MIX OF NO. 1 AND · CONTACT ADS ENGINEERING SERVICES IF INSERTA TEE MC-7200 12" (300 mm) 8" (200 mm) NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS SECTION B-B NO. 2 WASHED STONE INLET MUST BE RAISED AS NOT ALL INVERTS ARE INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS POSSIBLE. 6" (150 mm) TYP FOR SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS RECOMMENDED METHODS FOR JOINING OF GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON SOLVENT WELD PIPE: SELECT SELECT GRANULAR FILL GRANULAR FILL 1. CLEAN DRY HUBS & SPIGOTS 5 MC-3500 INSERTA-TEE INLET 4 MC-3500 UNDERDRAIN 2. APPLY PRIMER TO PARTS BEING C504 N.T.S. C504 N.T.S. CONNECTED 3. APPLY PVC SOLVENT WELD CEMENT FLOW DIRECTLY OVER PRIMER ** PVC TYPE IS COMPATIBLE FOR SOLVENT WELDING TO SDR-35 OR ANY OTHER PVC TYPE I ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PIPE MADE TO STEEL PIPE OUTSIDE DIMENSIONS MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE 6" SDR-35 PVC (ASTM D2241) UNDISTURBED EARTH CRUSHED STONE BEDDING 6" SDR-35 PVC (ASTM D2241) PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S SERVICE LATERAL WITH PUSH ON D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND SERVICE LATERAL WITH PUSH ON DEPTH=1/2 OD +6" PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. NEOPRENE RUBBER GASKETS NEOPRENE RUBBER GASKETS PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER 6 CLEANOUT FOR NEW STORM LATERAL INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% AASHTO M145¹ A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 18" (450 mm) OF MATERIAL OVER FINES OR PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS C504 N.T.S. C TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF OR IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY WEST SENECA APARTMENTS SUBBASE MAY BE A PART OF THE 'C' LAYER. AASHTO M43¹ THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 FOR PROCESSED AGGREGATE MATERIALS. 2544 CLINTON ST, FRAME & GRATE: EJ CASTINGS WEST SENECA, NY 14224 NO. 4 BARS, 4 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS RETICULINE GRATE, H-20 LOAD RATED, CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ GRASS CONCRETE B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER NO COMPACTION REQUIRED BICYCLE PROOF, ADA-COMPATIBLE SIDES (TYP.) 3, 357, 4, 467, 5, 56, 57 ABOVE. ASPHALT 4,000 PSI CONCRETE POURED IN PLACE FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE AASHTO M43¹ CL SUCH THAT RIM WILL MEET FINISH GRADE. A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3, 357, 4, 467, 5, 56, 57 PLEASE NOTE: TOPSOIL 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". REFER TO ASPHALT 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. SOILTIGHT ADAPTER PAVEMENT DETAILS 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR 4" MIN COMPACTION REQUIREMENTS. SELECT EARTH \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL NO: DATE: DESCRIPTION: AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS TYPE 1 OR 2 SUBBASE PAVEMENT LAYER (DESIGNED Revisions BY SITE DESIGN ENGINEER) 2" DEEP x 2" WIDE XX" STANDARD H-20 GRATE CONSTRUCTION JOINT MINIMUM COVER ELEVATION: XX EXPOXY GROUT 100% 6" PLAN SOLIDS (TYP.) 30" SQUARE TYP. ALL WALLS D *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 8' PROJECT NUMBER: PERIMETER STONE C INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 18" (450 mm) (2.4 m) 2241067 CONNECT UNDERDRAIN WHERE SHOWN (SEE NOTE 4) MIN* MAX OR PROVIDE (2) 10 FOOT STUBS OF 12" (300 mm) MIN TOP CHAMBER ELEVATION: XX DRAWN BY: PERFORATED PVC, OPPOSITE SIDES. B 100 YEAR PEAK ELEVATION: XX EMM / SCB PRECAST SECTION ASTM C-478 EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) REVIEWED BY: MEETING HS-20 LOADING 45" 10 YEAR PEAK ELEVATION: XX SRV / DPB (1143 mm) XX" DRAIN BASIN ISSUED FOR: SEE PLAN VARIES BASE CHAMBER ELEVATION: XX SITE PLAN APPROVAL A 1 YEAR PEAK ELEVATION: 1069.54 BASE STONE ELEVATION: XX 6" MIN. 9" (230 mm) MIN DATE: (SEE NOTE 3) 4/20/2026 2.5' SEPARATION 6" (150 mm) MIN SEE PLAN FOR DIAMETER MC-3500 6" 77" (1956 mm) 12" (300 mm) MIN END CAP SUBGRADE SOILS (150 mm) MIN DRAWING NAME: (SEE NOTE 3) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. GROUNDWATER ELEVATION: XX 6" MIN. STONE BEDDING ALL CONCRETE NOTES: PLEASE SEE THE LAYOUT SHEET(S) FOR TO LIMITS OF EXCAVATION. PROJECT SPECIFIC REQUIREMENTS. TO BE 4,000 PSI 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" SAME MATERIAL USED CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 6" MIN. FOR SEWERS. SOILTIGHT ADAPTER 2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". NOTES: 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. CONSTRUCTION DETAILS 6" STONE BASE 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 1. THE ENTIRE EXTERIOR & INTERIOR SURFACES OF THE CATCH BASIN SHALL BE PAINTED WITH TWO COATS OF 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: BITUMASTIC COATING. · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. 2. CATCH BASIN SHALL NOT BE CONNECTED TO ANY SANITARY SEWER. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3” (75 mm). 3. PROVIDE FRAMES AND GRATES CONFORMING TO NYSDOT STANDARD SHEETS M655-10R3, M655-6. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. SECTION 4. FRAMES TO HAVE APPROPRIATE STRAP ANCHORS. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. DRAWING NUMBER: 3 DRAIN BASIN 2 CATCH BASIN 1 MC-3500 CROSS SECTION 4/20/2026 1:17:45 PM C504 N.T.S. C504 N.T.S. C504 N.T.S. C504 Page 59 of 849

NOT FOR CONSTRUCTION STANDARD C.I. MANHOLE FRAME & COVER. SEE SPECIFICATIONS FOR COVER TYPE OPENING SHALL BE CORED & FILLED WITH EPOXY MORTER SIKADUR 33 BY SIKE OR FLEXOLITH GEL 15" MAX. GRADE RINGS AS NECESSARY BY DURAL TO MAKE WATERTIGHT CONNECTION. PRECAST OPENINGS ARE ALSO ALLOWED. 24" I.D. PRECAST REINFORCED CONCRETE PROVIDE FLEXIBLE WATERTIGHT CONNECTION. WITH ECCENTRIC OPENING WILL BE GASKET SHALL MEET ASTM C-923 REQUIRED FOR MANHOLE WITH A 300 Pearl Street, Suite 130 12" MAX. DEPTH GREATER THAN 6'-0" FINISHED GRADE REMOVABLE CAST IRON COVER LABEL "WATER" (PAINT BLUE) Buffalo, NY 14202 TAPERED TOP 716-551-6281 ASTM C-748 labellapc.com SEE NOTE 2 PRECAST REINFORCED CONC. MANHOLE SECTION 2' 2-PIECE ADJUSTABLE THROUGH 8' LENGTHS AS CAST IRON VALVE BOX MINIMUM COVER STEPS 12" O.C. REQUIRED WITH A 4" HIGH MAX. (SEE NOTE 5) CAST IN PLACE . TOP SECTION (ASTM C-478) " I.D STONE FULL WIDTH OF 24 COAT INTERIOR AND EXTERIOR TRENCH AROUND WITH 2 COATS SIKAGARD 62, VALVE BOX DURALKOTE 312 OR GATE VALVE APPROVED EQUIVALENT. RUBBER GASKETS 12" MIN. WATER MAIN (ASTM C-443) RETAINER GLAND (SEE NOTE 6) 15" MAX. EXP: EXP: . I.D PIPE BEDDING CERTIFICATE OF AUTHORIZATION NUMBER: 3" MIN. PLAN PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 8" MIN. COMPACTED SELECT MINIMUM MANHOLE DIAMETERS UNDISTURBED EARTH SOLID CONCRETE BLOCK (MIN. GEOLOGICAL: 0021659 GRANULAR FILL PIPE DIAMETERS 4" x 8" x 16") 1 REQUIRED AT # OF NOTES: DIP WATER MAIN CONNECTIONS 8" 10" 12" 15" 16" 18" 21" 24" 30" 36" 42" & UP It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 5,000 PSI CONCRETE 6" CRUSHER RUN SUBBASE COURSE, 1. VALVE BOXES SHALL BE CENTERED ON VALVE AND SET ON COMPACTED BACKFILL. UNDISTURBED Sec. 7307, for any person, unless acting under the direction of a licensed NYSDOT ITEM 304 TYPE 2 SOIL OR ROCK ONE 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' 2. VALVE SHALL NOT SUPPORT VALVE BOX. architect, professional engineer, or land surveyor, to alter an item in any NOTE: 3. BODY AND BONNET BOLTS SHALL BE STAINLESS STEEL. way. If an item bearing the seal of an architect, engineer, or land surveyor ELEVATION TWO 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' REQUIRES 4. VALVES SHALL BE OPEN RIGHT. is altered; the altering architect, engineer, or land surveyor shall affix to SPECIAL 1. PRECAST REINFORCED CONCRETE BASE REQUIRED FOR MANHOLE WITH DEPTH GREATER THAN 4' 4' 4' 4' 4' 4' 5' 5' 5' 5' MANHOLE 5. MINIMUM COVER SHALL BE AS SHOWN ON WATER MAIN TRENCH DETAIL. the item their seal and notation "altered by" followed by their signature and THREE 6'-0". 6. RETAINER GLANDS NOT REQUIRED AT HYDRANT GUARD VALVES. GUARD VALVES SHALL BE date of such alteration, and a specific description of the alteration. 2. REFER TO TABLE FOUR 4' 4' 4' 5' 5' 5' 5' 5' 5' 5' RESTRAINED WITH ANCHOR PIPE. 3. MANHOLES ARE TO BE FLANGED AND WATER TIGHT IN HIGH WATER TABLE AREAS 7. REFER TO PLANS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. © 2024 2026 LaBella Associates 8 CONCENTRIC STORM MANHOLE 7 MJ GATE VALVE C505 N.T.S. C505 N.T.S. MINIMUM MANHOLE DIAMETERS # OF CONNECTIONS PIPE DIAMETERS HOME LEASING 8" 10" 12" 15" 16" 18" 21" 24" 30" 36" 42" & UP 75 S CLINTON AVE SUITE 700, 2" MIN. ONE 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' ROCHESTER, NEW YORK 14604 TWO 4' 4' 4' 4' 4' 4' 4' 4' 5' 5' REQUIRES SPECIAL THREE 4' 4' 4' 4' 4' 4' 5' 5' 5' 5' MANHOLE LETTERING FOUR 4' 4' 4' 5' 5' 5' 5' 5' 5' 5' ON COVER STANDARD CI MH FRAME & COVER W/ MORTAR LEVELING COURSE, IN WATERTIGHT CI MH FRAME & COVER, SET IN MORTAR 6 WATER QUALITY UNIT PAVED AREAS WITH GROUND WATER LEVEL GREATER THAN 30" BELOW LEVELING COURSE, IN UNPAVED AREAS WITH GROUND 8" MIN THICK REINF. TOP C505 N.T.S. FINISHED GRADE FINISHED GRADE. WATER LEVEL LESS THAN 30" BELOW FINISHED GRADE SLAB WITH 24" DIA. (SANITARY ONLY) OPENING, SEE NOTE 7 CONCRETE ADJUSTING RINGS WITH MIN. COVER FINISHED GRADE SEE NOTE 3 BITUMASTIC COATING ON INTERIOR SURFACE FINISHED GRADE PROPOSED OR MAX. PRECAST REINF. CONC. MH, ASTM C478, 2' 18" EXISTING WATER 6' MIN. IN PAVEMENT THRU 8' HEIGHT AS NECESSARY. 4' MAX PROPOSED OR MAIN 5' MIN. IN LAWN HEIGHT FOR TOP SECTION. ECCENTRIC CONE PROVIDE WATERTIGHT CONNECTION. TRACER WIRE FOR EXISTING UTILITY 4" MAX. TOP SECTION NOT SHOWN, SEE NOTE 7 PRECAST USE PRECAST RUBBER GASKET. WATER SERVICE PIPE MAX RUBBER GASKETS AT JOINTS, (ASTM C443) OPENING 12" BACKFILL WITH SELECT FILL 45° BEND WITH BUTYL RESIN STRIP SEALANT, ASTM WYE BRANCH FOR DROPS OVER IN ROADWAY, SIDEWALK, AND C990, ON INSIDE & OUTSIDE LEDGE BRICK OR PVC 4', TEE DROPS FOR UP TO 4' DRIVEWAY AREAS. USE NATIVE SEPARATION CAP TO 1/2 ID D= SOIL IN GRASS AREAS. COMPACT DISTANCE 6" STEPS 12" O.C. COATING (SEE NOTE 8) PROVIDE VERTICAL VERTICAL SEE TABLE CL IN A MAXIMUM OF 6" LIFTS. RESTRAINT IN CL ZONE PIPE CAST IN PLACE 30° BEND WHEN ACCORDANCE WITH THE WYE IS USED IN ROCK, BACKFILL PIPE VERTICAL THRUST WEST SENECA APARTMENTS CENTERLINE OF MH ZONE WITH SAND BLOCK DETAILS (TYP.) 6" SEE NOTE 2 VERT. DROP SAME SIZE 2544 CLINTON ST, COMPACTED 1/2 ID WATER SERVICE AS THE SEWER ENTERING WEST SENECA, NY 14224 SELECT THE MH, 8" MIN. NOTES: GRANULAR FILL CL "DIM. A" 90° ELBOW CL PROVIDE FLEXIBLE WATERTIGHT CONNECTION. 1. SEPARATION DISTANCE DIMENSION D, (OUTSIDE EDGE TO OUTSIDE EDGE) SHALL BE PROVIDED AS FOLLOWS: GAS AND WATER LINES D = 12" MIN. SANITARY FORCEMAINS, STORM SEWERS, AND SANITARY SEWERS D = 18" MIN. MIN. GASKET SHALL MEET ASTM C-923 6" MIN. IN ROCK 6" TRENCH LIMITS 2. ONE STANDARD FULL LENGTH OF WATER MAIN SHALL BE CENTERED UNDER THE SEWER SO THAT BOTH JOINTS WILL BE AS FAR FROM THE SEWER MAX. 6" MIN. FORMED 12" MIN. IN SOIL 15" NORMAL PIPE DIA + 24" AS POSSIBLE. CONCRETE ENCASEMENT 3. MIN, COVER DEPTH - SEE WATER MAIN TRENCH DETAIL. S ID L OF DROP, 3,000 PSI PIPE BEDDING 5 WATER SERVICE TRENCH 4 TYPICAL WATER MAIN VERTICAL TRANSITION \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg 12" MIN. C505 N.T.S. C505 N.T.S. AT EXISTING PAVEMENT: INITIAL SAWCUT TYPICAL UNDISTURBED 3" MIN. NO: DATE: DESCRIPTION: MIN. 12" MIN. CRUSHED STONE: EXTEND MIN. 12" EACH SIDE OF TRENCH. 8" UNDISTURBED GROUND SUBBASE BEYOND EXTERIOR EDGES OF STRUCTURE EXISTING OR (SEE PAVEMENT JOINT DETAIL Revisions GROUND 5.5' BURY HYDRANT TO BE COURSE 4,000 PSI CONC. BENCH. SLOPE PROPOSED SURFACE FOR PAVEMENT RESTORATION) PROVIDE DROP WHERE DIM. "A" IS EQUAL TO OR GREATER THAN 2' INSTALLED W/ 4-1/2" NOZZLE TOP OF BENCH @ 1/2"/FT. MIN. FACING THE ROADWAY SECTION A-A TO DRAIN FOR SANITARY SEWERS, OR EQUAL TO OR GREATER THAN 5' FOR STORM SEWERS, UNLESS NOTED OTHERWISE ON PLANS. PROJECT NUMBER: SECTION A-A GRADE 2241067 (FOR OUTSIDE DROP CONNECTION & WATERTIGHT MH FRAME & COVER) DRAWN BY: FOR SURFACE RESTORATION REFER TO ADDITIONAL DETAILS EMM / SCB NOTES: VALVE BOX REVIEWED BY: 12" MIN SRV / DPB 1. IF AN INVERT IS NOT GIVEN, THE CROWN OF THE INFLUENT SEWER(S) SHOULD BE AT THE TRENCH BACKFILL MATERIAL RADIUS NOT SAME LEVEL OR ABOVE THE CROWN OF THE OUTLET SEWER. EXTENSION ISSUED FOR: LESS -ROADWAY SIDEWALK AND ALL DRIVEWAY SITE PLAN APPROVAL THAN 1/2 MH ID 2. PIPE CONNECTIONS 6" DIAMETER AND SMALLER MAY BE FIELD CORED. CORED OPENINGS IN SAFE OPERATION MANHOLE RISER SECTIONS SHALL BE NOT LESS THAN 6" FROM A RISER JOINT. SHEET PILING AREAS: SELECT GRANULAR FILL. WARNING DATE: A A (AS REQUIRED) TAPE 3. ALL RISER JOINTS SHALL BE RUBBER RING GASKETS CONFORMING TO ASTM C443 WITH -NON PAVED AREAS: 4/20/2026 FLEXIBLE JOINT SEALER ON OUTSIDE OF JOINTS. BASE SHALL BE COMMON EARTH BACKFILL #1 WASHED STONE FOR DRAWING NAME: 4. PRECAST BASES, RISER SECTIONS & TOP SLABS SHALL CONFORM WITH ASTM C478, W/ WIDTH OF HYDRANT TRENCH FLOW A HS-20 LOADING AND 30% IMPACT LOADING DESIGN. NEW FLEXIBLE CONNECTOR NOTE: PIPE ZONE COUPLING PVC x APPLICABLE PIPE BEDDING MATERIAL: SHAPED 5. CONCRETE FOR STRUCTURE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF SOLID CONCRETE BLOCK EXISTING MATERIAL AS 4,000 PSI. (MIN.: 8"x8"x16") PIPE O.D. INVERT NYSDOT 703-0201 50-50 BEDDING AND BACKFILL MATERIAL NECESSARY WITH STAINLESS WATER MAIN MIXTURE OF PRIMARY INSTALLED & COMPACTED IN MAX. 6. INVERT AND BENCH MAY BE CONSTRUCTED WITH BRICK OR POURED CONCRETE. PVC 2'-0" STEEL SHEAR BAND MAXIMUM 6" LIFTS. AND/OR ABS PIPE SHALL NOT BE USED WITHIN THE MANHOLE. SIZE 1 & 2 CONSTRUCTION DETAILS B 7. ECCENTRIC CONE TYPE TOP SECTIONS FOR MANHOLES SHALL BE USED WHERE THE INSIDE IN ROCK, BACKFILL PIPE PIPE DIA. DIM. A DIM. B SOLID CONCRETE BLOCK 6"x18" (MIN.) ANCHOR PIPE HEIGHT DIMENSION FROM THE BENCH WALL TO THE BOTTOM OF THE ECCENTRIC SECTION MJ ANCHOR TEE, 6" OUTLET ZONE WITH SAND A A EXCEEDS 8', OTHERWISE PROVIDE FLAT SLAB TOP SECTIONS. (MIN.: 4"x4"x8") UP TO 18" 1'-0" (MIN.) 6" EXISTING RCP, CIP 6" MJ GATE VALVE 6" MIN. PIPE 6" MIN. OR VTP TO REMAIN 8. INSIDE AND OUTSIDE OF MANHOLE TO BE EPOXY COATED TO ONE FOOT ABOVE THE HIGHEST NOTES: IN ROCK O.D. IN ROCK 19" TO 36" 1'-6" (MIN.) 9" PIPE CROWN. AREAS OUTSIDE OF ONE FOOT ABOVE HIGHEST PIPE CROWN TO RECEIVE TWO COATS OF BITUMASTIC COATING ON BOTH THE INSIDE AND OUTSIDE OF MANHOLE. 1. HYDRANT TO BE MUELLER SUPER CENTURION 250 - MODEL A-423 OR APPROVED EQUAL. OVER 36" 2'-0" (MIN.) 12" 2. HYDRANT TO BE PAINTED RED. 3. HYDRANT MAIN VALVE SEAT SHALL BE 4 1/2" IN DIAMETER. DRAWING NUMBER: 4. HYDRANT VALVE TO TURN LEFT. SANITARY MANHOLE HYDRANT ASSEMBLY STORM/SANITARY SEWER TRENCH AND PIPE BEDDING 4/20/2026 1:17:28 PM 3 2 1 C505 N.T.S. C505 N.T.S. C505 N.T.S. C505 Page 60 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 VALVE BOX COVER SHALL 716-551-6281 BE LABELED "WATER" FINISHED GRADE labellapc.com ROW CURB STOP TRACER WIRE RAN UP OUTSIDE OF BOX, AS REQUIRED THREE PIECE CAST IRON VALVE BOX APPROVED BACKFILL EXP: EXP: MATERIAL TAP VALVE (FLxMJ) FUTURE CURB BOX CERTIFICATE OF AUTHORIZATION NUMBER: 5'-0" MIN. TAPPING SLEEVE PROFESSIONAL ENGINEERING: 0021272 APPROVED BEDDING LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 MATERIAL FUTURE CONNECTION TO SOLID CONCRETE EXISTING SERVICE WITH BLOCKS (TYP.) CURB STOP SUPPORTED It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 BY A SOLID CONCRETE Sec. 7307, for any person, unless acting under the direction of a licensed BLOCK (4"x8"x8") architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 3 4", 1", OR 2" TYPE 'K' COPPER TUBING © 2024 2026 LaBella Associates CORPORATION STOP UNDISTURBED EARTH WATERMAIN NEW WATERMAIN SOLID CONCRETE BLOCK (4"x8"x16") WITH SOLID CONCRETE BLOCK HARDWOOD SHIMS (4"x8"x16") WITH HARDWOOD SHIMS HOME LEASING NOTES: 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 1. VALVE SHALL NOT SUPPORT VALVE BOX. NOTES: 2. TAP VALVE SHALL BE INSTALLED LEVEL AND VERTICALLY PLUMB. 1. AFTER COMPLETION OF TESTING, THE SAMPLE POINT SHALL BE UTILIZED FOR A SERVICE CONNECTION. IF UNABLE TO UTILIZE FOR A SERVICE REPLACE THE CORPORATION STOP IN PIPE WITH A THREADED BRASS PLUG. 3. VALVE BOX SHALL BE PLUMB TO GRADE, WITH OPERATING NUT CENTERED IN BOX. 5 TEMPORARY BLOW-OFF / SAMPLE POINT 4 TAPPING SLEEVE AND VALVE C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL B B B TRENCH UNDER OR WITHIN 5'-0" OF ASPHALT OR CONCRETE PAVEMENT, TRENCH UNDER OTHER AREA DRIVEWAY, SIDEWALK OR PARKING LOT TRENCH UNDER OR WITHIN 5'-0" OF ASPHALT OR CONCRETE PAVEMENT, PAYMENT LIMIT A A A TRENCH UNDER OTHER AREA DRIVEWAY, SIDEWALK OR PARKING LOT FOR ASPHALT AND CONCRETE 1'-0" RESTORATION TYP. WEST SENECA APARTMENTS A A A PAYMENT LIMIT FOR EXISTING GRADE ROCK EXCAVATION INITIAL SAW CUT 2544 CLINTON ST, AND SELECT FILL 1'-0" PLAN PLAN PLAN WEST SENECA, NY 14224 FINAL SAW CUT SOLID CONCRETE SOLID CONCRETE SOLID CONCRETE EXISTING GRADE EXISTING PAVEMENT BLOCK (TYP.) BLOCK (TYP.) BLOCK (TYP.) C C C 4'-0" MIN. COVER (PIPE ≥16") 5'-0" MIN. COVER (PIPE <16") C C C 1'-6" CLEARANCE BETWEEN EXISTING SUITABLE EXCAVATED UTILITY AND TOP OF WATERMAIN / CASING BACKFILL (PROPERLY \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg (INCREASE TO 3'-0" WHEN CROSSING STORM SELECT BACKFILL COMPACTED) DETECTABLE TAPE IN TRENCH 1'-6" PROFILE PROFILE PROFILE SEWERS >36") (COMPACTED IN 6" LIFTS) BELOW GRADE (CONNECTED TO 1'-0" (PIPE <16") VALVE BOXES) NO: DATE: DESCRIPTION: DEAD END HORIZONTAL BEND TEE PIPE BEDDING 2'-0" (PIPE ≥16") Revisions TYP. SELECT BACKFILL (COMPACTED IN 6" LIFTS) 6" PROJECT NUMBER: 2241067 H 6" TRACER WIRE (NON-METALLIC PIPE), TAPED AT 5'-0" INCREMENTS TO THE CROWN OF DRAWN BY: EMM / SCB 6" PIPE (CONNECTED TO VALVE BOXES) WATERMAIN REVIEWED BY: PLAN SRV / DPB EPOXY COATED #5 PIPE BEDDING 6" ISSUED FOR: REBAR (TYP.) UNDISTURBED EARTH OR ROCK TRENCH BOTTOM SITE PLAN APPROVAL WATERMAIN DATE: 4/20/2026 D UNDISTURBED EARTH OR 12" ROCK TRENCH BOTTOM DRAWING NAME: W NOTES: 2" RIGID INSULATION BOARD, PLACED ON TOP AND EACH SIDE PROFILE 1. ALL EXISTING UTILITIES MUST BE SUPPORTED WITH APPROPRIATE CHAINS / STRAPS DURING CONSTRUCTION OF THE NEW WATERMAIN. CONTRACTOR IS REQUIRED TO COORDINATE WITH THE OWNER FOR THEIR PREFERRED SUPPORT REQUIREMENTS. 2' VERTICAL BEND 2. WHEN CROSSING A SEWER LINE WITH NEW WATERMAIN (AND WITHOUT A CASING PIPE), ONE FULL LENGTH (18'-0" MIN.) SHALL BE USED AT CONSTRUCTION DETAILS W THE POINT OF CROSSING. THE WATERMAIN SHALL BE PLACED SO THAT BOTH JOINT ENDS ARE AS FAR AS POSSIBLE FROM THE EXISTING NOTE: SEWER. FROST PROTECTION TRENCH (COVER <4'-0") FULL CONCRETE THRUST BLOCKS AS SHOWN ARE REQUIRED WHEN THRUST 3. IF CASING PIPE IS USED, IT SHALL EXTEND 5'-0" BEYOND THE EXISTING PIPE OUTER EDGE IN EACH DIRECTION, AND NO WATERMAIN JOINTS ECWA APPROVAL REQUIRED RESTRAINT IS NOT PROVIDED BY OTHER MEANS SUCH AS MJ RESTRAINTS *LENGTHS SHOWN ARE MINIMUM REQUIREMENTS OR FITTINGS SHALL BE LOCATED WITHIN 4'-0" FROM THE CASING PIPE EDGE. DRAWING NUMBER: 3 THRUST BLOCKS 2 PIPE CROSSING DETAIL 1 TYPICAL TRENCH DETAIL 4/20/2026 1:17:25 PM C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL C506 ECWA STANDARD DETAIL C506 Page 61 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 4 STANDARD FRAME AND COVER DETAIL 3 CLEANOUT IN PAVEMENT/SIDEWALK DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 \\cash.lab\P\GLOBAL\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg NO: DATE: DESCRIPTION: Revisions PROJECT NUMBER: 2241067 DRAWN BY: EMM / SCB REVIEWED BY: SRV / DPB ISSUED FOR: SITE PLAN APPROVAL DATE: 4/20/2026 DRAWING NAME: CONSTRUCTION DETAILS DRAWING NUMBER: 4/20/2026 1:17:17 PM 2 CLEANOUT DETAIL FOR SERVICE CONNECTION 1 TYPICAL COMMERCIAL SERVICE WITHOUT BASEMENT DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 ERIE COUNTY SEWER STANDARD DETAIL C507 Page 62 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 GEOLOGICAL: 0021659 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. © 2024 2026 LaBella Associates HOME LEASING 75 S CLINTON AVE SUITE 700, ROCHESTER, NEW YORK 14604 WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 FURNISH AND INSTALL IN LINE FUSES. BUSSMAN "TRON" WEATHERPROOF FUSES NO: DATE: DESCRIPTION: \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg GASKETED HAND HOLE HOLDERS #HEB-AD WITH "LP-CC" TIME DELAY Revisions FUSES FOR EACH LUMINAIRE VARIES - CONCRETE BASE TO BE INSTALLED FLUSH WITH PROJECT NUMBER: 3 PARKING LOT STEEL POLE (MC-01 POLE) FINISHED GRADE OR UP TO 36" EXPOSED. REFER TO SITE LIGHTING SUMMARY ON UTILITY PLAN(S) 2241067 C508 N.T.S. 36" DRAWN BY: MAX EMM / SCB FINISHED GRADE REVIEWED BY: SRV / DPB GALVANIZED STEEL 'J' BOLTS (TYP. OF 4) ISSUED FOR: 3" MIN SITE PLAN APPROVAL COVER 1" PVC SCHEDULE 80 CONDUIT DATE: 24" MIN (TYP. OF 2) 4/20/2026 66" MIN DRAWING NAME: #6 CU GROUND WIRE 3/4" PVC SCHEDULE 80 CONDUIT FOR GROUND ROD. CONNECTION AS REQUIRED. EXOTHERMIC WELD 6#6 VERTICAL RODS AND #3 TIES @ 12" O.C. 1/2"Øx8' CU DRIVEN 24"Ø CONSTRUCTION DETAILS GROUND ROD. PVC CONDUIT FITTING DRAWING NUMBER: 2 TYPICAL SITE LIGHTING POLE BASE DETAIL 1 LIGHTING FIXTURES / PHOTO METRICS 4/20/2026 1:17:42 PM C508 N.T.S. C508 N.T.S. C508 Page 63 of 849

NOT FOR CONSTRUCTION 300 Pearl Street, Suite 130 Buffalo, NY 14202 716-551-6281 labellapc.com EXP: EXP: WOVEN TREE STAKING MATERIAL (DEEPROOT ARBORTIE OR APPROVED EQUAL, TWO TIES PER TREE, SPREAD 180° APART). LOCATE 6" FROM TOP OF STAKE UP TO LOWEST BRANCHES. CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: 0021272 LAND SURVEYING: 0021271 TWO 3" DIAMETER X 8' CEDAR STAKE ABOVE GROUND TO LOWEST BRANCHES GEOLOGICAL: 0021659 GROUND LINE TO BE SAME AS AT THE 1 NURSERY 2 ROOT BALL DIAMETER GROUND LINE TO BE THE SAME AS AT THE NURSERY. It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 REMOVE ALL TWINE & STRAPS. CUT AND REMOVE TOP 1/3 OF Sec. 7307, for any person, unless acting under the direction of a licensed BURLAP. WIRE CAGE AND ALL SYNTHETIC MATERIALS SHALL PRUNE ONLY DEAD, BROKEN OR architect, professional engineer, or land surveyor, to alter an item in any BE TOTALLY REMOVED. DAMAGED BRANCHES way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and SET TOP OF ROOT BALL FLUSH TO GRADE 3" SHREDDED HARDWOOD MULCH - EXTEND date of such alteration, and a specific description of the alteration. OVER SAUCER BERM 3" DEPTH SHREDDED HARDWOOD MULCH; KEEP 6" FROM TRUNK OF TREE TO MAINTAIN A VISIBLE ROOT CONSTRUCT EARTH SAUCER WITH 4" HIGH FLARE. BERM © 2024 2026 LaBella Associates CONSTRUCT EARTH SAUCER WITH 4" HIGH BERM-FLOOD WITH WATER TWICE IN FIRST 24 HRS. REMOVE ALL TWINE & STRAPS. CUT AND REMOVE BURLAP ~ AND WIRE BASKET FROM TOP 1/3 OF ROOTBALL. REMOVE ALL SYNTHETIC MATERIALS AND TAGS. BREAK UP OR LOOSEN 6" MIN BACKFILL WITH PLANTING SOIL MIXTURE IN 9" HOME LEASING SUBSOIL LAYERS. WATER EACH LAYER UNTIL SETTLED. DO 75 S CLINTON AVE SUITE 700, BACKFILL WITH PLANTING SOIL MIXTURE 2X ROOT BALL DIAMETER IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. DO NOTE: NOT TAMP. ROCHESTER, NEW YORK 14604 NOT TAMP. 1. PROVIDE A CONTINUOUS MULCHED PLANTING BED FOR NOTE: ALL SHRUB PLANTINGS. 1. REMOVE STAKES AND GUYS AT THE END OF BREAK UP OR LOOSEN SUBSOIL WITH A PICK 2. DO NOT OVERSEED SHRUBS IN PLANTING BEDS OR THE FIRST GROWING SEASON AFTER PLANTING PITS IN MAINTAINED LAWN AREAS 2. PROVIDE A 6' DIA. MULCHED PLANTING BED AROUND EACH TREE. 3. DO NOT OVERSEED TREE PLANTING PITS IN MAINTAINED LAWN AREAS. DECIDUOUS TREE PLANTING 3 SHRUB PLANTING 4 L501 N.T.S. L501 N.T.S. 2" DEPTH MULCH WEST SENECA APARTMENTS 2544 CLINTON ST, WOVEN TREE STAKING MATERIAL (DEEPROOT WEST SENECA, NY 14224 SUBSOIL TO BE 18" DEEP BED OF PLANTING ARBORTIE OR APPROVED EQUAL) BROKEN WITH SOIL MIXTURE A PICK AXE 3" DIAMETER X 8' CEDAR OR PRESSURE TREATED STAKE, TWO NOTE: GROUND COVERS SHALL BE POT OR CONTAINER GROWN. OPPOSITE. SET TOP OF ROOT BALL FLUSH TO GROUNDCOVER SECTION GRADE GROUND LINE TO BE THE SAME AS AT THE NURSERY. REMOVE ALL PLANTS SHALL BE SET AT THE TWINE & STRAPS. CUT AND REMOVE 2" DEPTH MULCH; SAME GROUND LINE AS IN THE TOP 1/3 OF BURLAP. WIRE CAGE AND ALL SYNTHETIC DO NOT MOUND CONTAINER MATERIALS SHALL BE TOTALLY REMOVED. MULCH OVER ROOT NO: DATE: DESCRIPTION: \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\06_Drawings\Civil\C500 CONSTRUCTION DETAILS.dwg COLLAR PLANTING SOIL FIRM SOIL AROUND Revisions 3" MIN. SHREDDED HARDWOOD MULCH - ROOT BALL WITH HANDS KEEP 6" FROM TRUNK OF TREE, TO MAINTAIN VISIBLE MIXTURE ROOT FLARE PROJECT NUMBER: SUBSOIL 2241067 DRAWN BY: CONSTRUCT EARTH SAUCER WITH 4" HIGH EMM / SCB BERM-FLOOD WITH WATER TWICE IN FIRST 24 PERENNIAL SECTION HRS. REVIEWED BY: SRV / DPB BACKFILL WITH PLANTING SOIL MIXTURE IN 9" LAYERS. WATER EACH LAYER UNTIL SETTLED. DO NOT TAMP. NOTES: ISSUED FOR: 1. PROVIDE 18" DEPTH PLANTING SOIL MIX , ADD SITE PLAN APPROVAL BREAK SUBSOIL WITH A PICK FERTILIZER WHEN MIXING. DO NOT COMPACT AFTER PLANTING. 2X ROOT BALL DIA. 2. WATER THOROUGHLY AFTER PLANTING. DATE: 4/20/2026 3. PROVIDE WELL DRAINING SUBSOIL WHEN SOIL IS HEAVY NOTE: OR COMPACTED. DRAWING NAME: 1. REMOVE STAKES AND GUYS AT THE END OF 4. PLANTS SHALL BE REMOVED FROM ALL CONTAINERS WHEN THE FIRST GROWING SEASON AFTER PLANTING PLANTED, UNLESS OTHERWISE STATED IN THE PLANT SCHEDULE. 2. PROVIDE A 6' DIA. MULCHED PLANTING BED AROUND EACH TREE. 3. DO NOT OVERSEED TREE PLANTING PITS IN MAINTAINED LAWN AREAS. EVERGREEN TREE PLANTING PERENNIAL - GROUNDCOVER PLANTING 2 1 LANDSCAPE DETAILS L501 N.T.S. L501 N.T.S. DRAWING NUMBER: 4/20/2026 1:17:53 PM L501 Page 64 of 849

FIBER CEMENT PANEL - BRICK - HARDIE "COBBLESTONE" WATSONTOWN "ELK" FIBER CEMENT BOARD AND BATTEN - HARDIE "IRON GRAY" ALTERNATE MATERIAL: ALTERNATE MATERIAL: FIBER CEMENT SIDING FIBER CEMENT SIDING - HARDIE "BOOTHBAY BLUE" - HARDIE "MONTEREY TAUPE" VINYL SIDING - VYTEC VINYL SIDING - VTEC PRESTIGE "LAKESHORE BLUE" PRESTIGE "SPRING MEADOW" 3D View and Material Palette Home Leasing - West Seneca Page 65 of 849

T.O. PARAPET E9 E3 +37' - 0" ELEVATION KEY NOTES E8 T.O. ROOF NO. DESCRIPTION +32' - 0" E1 MASONRY VENEER. COLOR AND PATTERN TBD. E2 FIBER CEMENT PANEL SYSTEM. COLOR TBD E11 E3 FIBER CEMENT BOARD AND BATTEN SYSTEM. COLOR TBD LEVEL 3 VINYL LAP SIDING, 7" EXPOSURE. COLOR TBD. (ALTERNATE MATERIAL: FIBER CEMENT E2 E4 +22' - 0" SIDING) E5 ALUMINUM STOREFRONT SYSTEM. COLOR AND FINISH TBD. E6 EXTERIOR WALL SCONCE. FIXTURE TBD. LEVEL 2 E7 FRAMED CANOPY W/ GFRC CORNICE +12' - 0" E7 E8 ROOF PARAPET W/ GFRC CORNICE E4 E9 6" TRIM BOARD E10 12" TRIM BOARD AND ALUMINUM PARAPET COPING LEVEL 1 E11 VINYL DOUBLE HUNG WINDOW. COLOR AND TRIM TBD +0' - 0" E5 E1 EXTERIOR ELEVATION - WEST 4 1/16" = 1'-0" T.O. PARAPET E9 E3 E8 E2 E10 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" LEVEL 2 +12' - 0" E4 LEVEL 1 +0' - 0" E4 E1 E4 3 EXTERIOR 1/16" = 1'-0" ELEVATION - NORTH T.O. PARAPET E2 E9 E3 E8 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" E2 LEVEL 2 +12' - 0" E4 LEVEL 1 +0' - 0" E1 E4 E4 E1 EXTERIOR ELEVATION - EAST 2 1/16" = 1'-0" T.O. PARAPET E3 E2 E8 E9 E1 +37' - 0" T.O. ROOF +32' - 0" E11 LEVEL 3 +22' - 0" LEVEL 2 E4 +12' - 0" LEVEL 1 +0' - 0" E4 E4 E7 E5 E6 E1 1 EXTERIOR 1/16" = 1'-0" ELEVATION - SOUTH Exterior Elevations Home Leasing - West Seneca Page 66 of 849

A-3 3 3 BR UNIT 3 BR W D UNIT DEAD END 15' - 1" W D STAIR 2 190 SF UP 3-STORY BLDG - UNIT COUNTS EXISTING MANSION - UNIT COUNTS 1 BR = 15 UNITS 1 BR = 9 UNITS 2 BR = 25 UNITS 2 BR = 4 UNIT 3 BR = 20 UNITS 3 BR = 2 UNITS W D MAINT. SHOP EQUIP STOR. 397 SF 332 SF 60 UNITS TOTAL 15 UNITS TOTAL SITE TOTAL: 75 3 BR 1 BR: 24 UNITS 2 BR: 29 UNITS UNIT 3 BR: 22 UNITS COMPACTOR RECYCLING 237 SF 102 SF COMMUNITY ROOM MECH 848 SF 32 SF 2 A-3 TLT 56 SF FITNESS 536 SF TLT 56 SF ELEV 122 SF 3 BR ELEC / WATER UNIT D W 2 BR 1 BR 2 BR W D D W 2 BR 1 BR 2 BR W D DATA 93 SF 722 SF UNIT UNIT UNIT UNIT UNIT UNIT A-3 4 JAN. MECH D W 116 SF 116 SF 19' - 8 3/4" STOR. DEAD END 49 SF TLT MAIL D W UP 68 SF 143 SF OFFICE RECEPTION 167 SF 396 SF 3 BR STAIR 1 LOBBY 356 SF UNIT 189 SF D W W D D W W D 1 BR 2 BR 2 BR 3 BR 2 BR DATA MECH CONFERENCE UNIT UNIT UNIT UNIT UNIT PKGS 203 SF FILES WORK RM 111 SF MECH/ 137 SF VEST. STOR. 68 SF 38 SF N 1 A-3 First Floor Plan Home Leasing - West Seneca Page 67 of 849

A-3 3 3 BR UNIT 3 BR W D UNIT W D STAIR 2 DN 190 SF UP W D 2 BR 3 BR UNIT UNIT TRASH CHUTE / RECYCLING 120 SF 2 BR UNIT 2 A-3 D W 1 BR UNIT 3 BR DATA 1 BR UNIT D W 2 BR 1 BR 2 BR W D D W 2 BR 1 BR 2 BR W D 93 SF UNIT UNIT UNIT UNIT UNIT UNIT UNIT A-3 4 D W JAN. MECH 116 SF 116 SF STAIR 1 D W D W 189 SF UP 3 BR DN 3 BR UNIT D W W D D W W D UNIT 1 BR 2 BR 2 BR 3 BR 2 BR 1 BR UNIT UNIT UNIT UNIT UNIT UNIT N 1 A-3 Second and Third Floor Plans Home Leasing - West Seneca Page 68 of 849

3 BR UNIT 1 BR 2 BR UNIT UNIT LAUNDRY 216 SF 1 BR MAINTENANCE OFFICE UNIT 235 SF 1 BR 1 BR UNIT UNIT 3 BR UNIT 1 BR UNIT SECOND FLOOR PLAN 2 1/16" = 1'-0" 2 BR UNIT DN UP UP 1 BR 1 BR UNIT UNIT LAUNDRY 184 SF 2 BR FITNESS 2 BR UNIT 1 BR UP 309 SF UNIT UNIT DN 3 BR DN LOBBY/MAIL OFFICE UNIT 257 SF 142 SF CONCEPTUAL RENDERING CONF. RM OFFICE 206 SF 311 SF ENTRY 169 SF N FIRST FLOOR PLAN 1 1/16" = 1'-0" Existing Building Plans and Rendering Home Leasing - West Seneca Page 69 of 849

LINE LEGEND SYMBOL LEGEND I-90 CAYUGA CREEK ROAD SECTION/PARCEL BOUNDARY D DRAINAGE MANHOLE E ELECTRIC MANHOLE MIN. BUILDING SETBACK EM CENTER LINE INLET DRAINAGE MANHOLE ELECTRIC METER EK A CRE EXIST. EASEMENT LINE CATCH BASIN T TELEPHONE MANHOLE CAYUG EXIST. RIGHT-OF-WAY LINE EXIST. EDGE OF PAVEMENT END SECTION TP TELEPHONE PEDESTAL WV H END OF PIPE PROJECT D Y EXISTING WATER MAIN, VALVE, & HYDRANT. 1720'± W PEDESTRIAN POLE EXISTING SANITARY SEWER, & MANHOLE. S MANHOLE TRAF. LOCATION HARLEM ROAD MH EXISTING DRAINAGE SEWER, FIELD INLET, SIG. TRAFFIC CONTROL CABINET D CAB. INLET MANHOLE, MANHOLE, & END SECTION. S SANITARY MANHOLE FRENCH ROAD 8 LAMP POST 57 57 OH OH EXISTING OVERHEAD UTILITIES 8 C.O. CLEAN OUT LIGHT POLE T T EXISTING TELEPHONE GV GAS VALVE UTILITY POLE WITH LIGHT UG UG EXISTING UNDERGROUND UTILITIES GS UNION ROAD 579 583 C G G EXISTING GAS GAS SERVICE FLAG LI 580 5 81 FLAG POLE N GM POLE TO E E EXISTING ELECTRIC 582 583 GAS METER N 584 MAILBOX ST 585 EXISTING GUARD RAIL SV R MB BU 586 M 583 EE 58 SPRINKLER VALVE IN 585 0 T BOLLARD FF 582 587 TREE,HEDGE,EDGE OF WOODS ER AL SH AL 581 SPRINKLER HEAD O 8 POST SP 580 57 EXISTING SWALE CR RI WV NG EE 5 88 X , , BARBED WIRE,STOCKADE,CHAIN LINKED FENCE WATER VALVE SIGN S K RO 58 WS 5 410 EXISTING CONTOUR AD ' WATER SERVICE 589 " E 71.00 590 x 420.4 EXISTING SPOT ELEVATION @ X SIGN 9 2159'1 1 HYDRANT SIGN N76° TO 592 CONCRETE PAD/ CONCRETE SIDEWALK P WM OF WATER METER 580 TURNING ARROW INDIAN CHURCH ROAD BA 7 NK 58 WELL HANDICAP CA 9 ' BORE .3 STOP BAR 5 STOP YU 58 9 16 C CABLE TV PEDESTAL TREE DECIDUOUS S3 LOCATION SKETCH GA "E 2° SIGNAL POLE TREE CONIFEROUS 41 14 NOT TO SCALE 5' CR 5 BUSH ' UTILITY POLE 12 ° EE 45 "E GUY WIRE AC AIR CONDITIONING UNIT N K N SAN 20 PULL BOX SANITARY UTILITY LATH 6 6.2 58 593 ELECTRIC PULL BOX G GAS UTILITY LATH 2' 5 ELEC. 58 RIM=593.19 (NO ACCESS) S TELEPHONE PULL BOX W WATER UTILITY LATH UTILITY INFORMATION TELE. T TELEPHONE UTILITY LATH 58 5 TR TRAFFIC PULL BOX UTILITY INFORMATION PER UFPO DESIGN TICKET # 10313-000-071-00 594 E ELECTRIC UTILITY LATH GRID 57 DATED OCTOBER 31, 2023 9 T TRANSFORMER C CABLE UTILITY LATH 595 1. BUCKEYE PIPELINE COMPANY 610-904-4475 586 N00° 32' 17"E 174.62' 2 59 2. CHARTER COM NORTHEAST WESTERN NY 317-575-7800 x2 RIM=594.92 (NO ACCESS) 593 3. ERIE COUNTY DIVISION OF SEWER MANAGEMENT 716-858-8760 587 57 8 S S4 4. ERIE COUNTY WATER AUTHORITY 716-685-8207 3° 42 BO 5. NATIONAL FUEL GAS | BUFFALO - NFG101 716-857-7431 6 '1 59 TT OM 594 7" OF 6. NYS THRUWAY AUTHORITY | BUFFALO 716-635-6224 BA E GATE NK 17 7. NYSEG LANCASTER ELECTRIC 585-484-5115 8. 00 8. TOWN OF CHEEKTOWAGA 716-686-3450 ' 7 59 579 BO 9. TOWN OF WEST SENECA HIGHWAY 716-674-5600 x261 T TO M OF 57 BA 10. VERIZON | BUFFALO 315-937-2515 8 N 8 59 K 587 CE S5 58 0 NT ER 9° LIN 95 2 9' 58 5 E OF '± CR 5 13 E "E EK 74 59 ' 0 580 585 59 .72 599 58 11 59 139 0 6 5 59 7.8 4 TO 596 59 7 PO FB 5' AN 599 58 40 K .8' .7' 6 8 E 59 20 38" FE NC 599 ONE STORY 6.9 E ' 1" PIN 600 FRAME GARAGE 31' APPROXIMATE LOCATION 0.4' ABOVE FF=599.29' EASEMENT TO ERIE COUNTY GRADE ° SEWER DISTRICT #4 N22 PER REF. 4 TWO STORY 0 FRAME BARN 60 FF=600.25' 59 7" .8' .4' 30 13" 6 58 20" 600 N CE ONE STORY FE FRAME BUILDING 7 IC 58 E FF=600.15' T 599 NC AS 6" PVC FE PL S D ' D RIM=602.51 .98 OO AN 48" 32" 599 (NO ACCESS) W C PV OD 2 4' CONCRETE 4" 18 WO 596.80 580 585 E 0 5' 0" 59 STONE / 5 6.9 N/F CONCRETE 59 CLINTON STREET REALTY GRILL '1 14" HOLDINGS 27 5 TG=598.70 T.A.# 124.00-2-5 59 2544 CLINTON STREET 8 6° 57 9 LIBER 11299 PAGE 9093 59 N3 ASPHALT AREA = 9.402 ACRES TO TIE LINE AREA = 12.733 ACRES TO 8 59 C.O. 36" 8" CENTERLINE OF CREEK 0 36" 60 ASPHALT 4" C.O. 18" 6 59 30" 600 8" 8' 32" T1 1 EK 0 7. T2 24" 60 LO 11 LO BA NK R E DEAD 8 59 O F C " E 59 7 10" GA M CONCRETE PAD O TT 37 W/ HVAC UNITS 15" STUMP BO ' Y U 0 32" 7' HIGH °5 CA 10" 9 TWO STORY 45 NK 59 10" STUMP EK K 24" BLOCK/FRAME 7' HIGH B AN N O F BA BUILDING 600 E RE OF P 36" 10" DOWNSPOUT LIN WOODS M TO 32" TO DOWNSPOUT FC T 4" BO N60° 14' 10"W 1' TIE .4 EO 97 T GM FF=600.70' 69'± FF=602.53' TO 8" 16" 2"E LIN T 30" 34" ' 5 15" 599 16 0' ER 6 5 ° 3.4 59 59 58 597 N/F NT K N T EE 8" 73 CLINTON STREET REALTY 4 T 16" 59 593 30" CR 8 15" HOLDINGS CE 59 580 36" OF T.A.# 124.00-2-8 59 MB 13" 21 NE 6.7 2602 CLINTON STREET 2 ' 1.3 O T ' LI 5 LIBER 11299 PAGE 9093 58 ER CONCRETE W/ 19 FLAG 13" 598 '±T 15" NT 0 POLE OVERHANG 577 59 48" 15" CE 7 5 ORIGINAL 80 59 T ASPHALT N18° 32' 09"E 48" NORTHERLY RIGHT 21 7 8" E 4.1 57 OF WAY LINE OF T ET ' VT WV 49.86' CLINTON STREET NC R P OH CO 598 CONCRETE WALL TRUCK ROUTE W/ H 75 WV 597 35 MPH 36" MILE MARKER x. 'W W 354/5301/2009 1.4 ' 5.8 S69 59 APPROXIMATE LOCATION 19 T 1 4.0 APPROPRIATION OF LANDS ° 30 3' STONE WALL 10' WIDE EASEMENT TO 4.3 599 T 59 3 FOR HIGHWAY PURPOSES W ' 45 BOX BEAM NEW YORK STATE 595 LIBER 9006 PAGE 213 "E GUIDE RAIL ELECTRIC & GAS 600 CORPORATION TG=595.23 W 599 598 NYSEG 596 PER REF. 4 "E 494 T 9 60 59 W 303 2 LO 597 50 NO # LO T 1 60 1 T3 4 .36' 598 ' 45 28" 24" W W 9° 599 24" N2 600 G 24" W GATE W GATE OH FE NC 6.2 E ONE STORY 6' CHAIN ' WV 3' STONE WALL 1-1/4" FRAME GARAGE 12" LINK FENCE PIPE 2.6 FF=601.19' OH W CL W N6 20" ' S60° 14' 10"E 0° OH IN TO 14 19" 0 88.00' .7' '1 60 2.5 .3' ' 15 494/38 NS 0"W 20 G 15" TR G 20" 22 .5' WOOD W E 601 W 0' OH GAZEBO (W ET ( 60 18" D Y H 1.0 0 #2561 22" AP G IDT N.Y PR O 3.0 ' 13 X HV .S. ' IM 0 AT TWO STORY OH R 1.0 EL AR W I O OC G FRAME HOUSE 16 .5' 25" APP G ES) UT AT W IO 25 FF=605.33' CONCRETE 13 ' ROX N1 E 9.7 IMA 2" 7.6 1 STEPS 600 T E LO CAT OH W 354 AT ER 2' 60 4.0 ' ) N/F .6' ION ' OH 6.6 MA 0"W 4" G 46 AS G IN 3.0 2.0 CLINTON STREET MAI AP 602 G ' ' N P GM 48" REALTY HOLDINGS W ROX W WA T.A.# 124.00-2-7 .4' OH 13" '5 IM L AT 1.0 L 22 30 EL ' .5' 2574 CLINTON STREET 45 G OC 28" STUMP LIBER 11299 PAGE 9093 AT IO N6 2' HIGH AREA = 0.265 ACRES .1' 9° 1.8 L L NYSEG "W 603 16 WA ' AT G S2 40 W ER M SURVEY NOTES 602 W AIN 34" G OH COVERED 12" 01 STOOP 6 1. TOPOGRAPHY SHOWN FROM A FIELD SURVEY BY COSTICH ENGINEERING ON 12/8/2023 HORIZONTAL AND VERTICAL DATA OBTAINED THROUGH G 604 MB G6 0 3 N60° 14' 10"W NYSDOT CORS NETWORK REFERENCED TO THE FOLLOWING MONUMENT W W G AP PR 88.00' OX G IM HAMBURG CORS STATION AT EL -LATITUDE: 42-43-02.66326 (N) NAD 83 (CORS) OC AT -LONGITUDE: 078-50-47.27326 (W) G IO W W N2 "G AS -ELLIP HEIGHT: 212.494 METERS NAVD 88 (CORS) MA IN G W W W W SITE DATA CERTIFICATION REFERENCES 1. EXISTING ZONING: M-1 (MANUFACTURING DISTRICT) WE, COSTICH ENGINEERING, D.P.C., HEREBY CERTIFY T0: 1. DEEDS AS SHOWN ON FILE AT THE ERIE COUNTY CLERK'S OFFICE. 2. BULK REQUIREMENTS: 2. MAP OF THE EBENEZER LANDS FILED IN THE ERIE COUNTY CLERK'S REQUIRED OFFICE UNDER COVER NO. 58. MIN. LOT AREA (SF) 20.,000 3. NEW YORK STATE DEPARTMENT OF TRANSPORTATION ACQUISITION MAP, MAX LOT COVERAGE N/A CLINTON STREET, PART I, S.H. NO. 371, ERIE COUNTY, MAP NO. 44, PARCEL NO. 37., FILED AT LIBER 9006 OF DEEDS, PAGE 213. MIN. LOT WIDTH (FT) 100 4. MAP ENTITLED "BOUNDARY SURVEY OF 2544 CLINTON STREET", FLOOD NOTE: MAX. BUILDING HEIGHT (FT) 40 THIS MAP WAS PREPARED FROM NOTES OF AN INSTRUMENT SURVEY COMPLETED ON PREPARED BY NUSSBAUMER & CLARKE, INC., HAVING JOB NO 15J2-0079, By graphic plotting only, this property is in Zone X & Zone AE of the Flood DRAWING NO. SB-2535, DATED 2/4/2015. DECEMBER 8, 2023 AND FROM THE REFERENCE(S) LISTED HEREON. NO SEARCH OF MIN. FRONT YARD SETBACK (FT) 50 RECORDS, OTHER THAN THOSE REFERENCED, WAS MADE FOR EASEMENTS OR Insurance Rate Map No. 36029C0331H Community Panel No. 360262, Town of West Seneca, which bears an effective date of 6/7/2019 and Zone X & Zone AE 5. MAP ENTITLED "BOUNDARY SURVEY OF 2602 CLINTON STREET", ENCUMBRANCES AFFECTING THIS PARCEL. MIN. SIDE YARD SETBACK (FT) 50 of the Flood Insurance Rate Map No. 36029C0332H Community Panel No. PREPARED BY NUSSBAUMER & CLARKE, INC., HAVING JOB NO 15J2-0080, 360262, Town of West Seneca, which bears an effective date of 6/7/2019, No DRAWING NO. SB-2534, DATED 2/4/2015. field surveying was performed to determine this zone and an elevation certificate may be needed to verify this determination or apply for a variance from the Federal MIN. REAR YARD SETBACK (FT) 10 By: PRELIMINARY Date: Emergency Management Agency. Daniel T. Hickok, N.Y.S. L.S., No. 050449 PROJECT MANAGER TITLE OF PROJECT EXISTING UTILITIES (LOCATION, SIZES AND INVERTS) SHOWN ON THE PLANS ARE APPROXIMATE AND ARE NOT CERTIFIED AS TO THE COPYRIGHT © 2023 OF NEW D.T.H. Civil 2544 & 2574 CLINTON STREET PROPERTIES COSTICH ENGINEERING, D.P.C. Y TE WEST SENECA ACCURACY OF THEIR LOCATION OR COMPLETENESS. THE DRAWN BY GRAPHIC SCALE L T. H I Engineering O OK CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT IE K.E.L. A TITLE OF DRAWING RK C ST N K LOCATIONS AND DEPTHS OF ALL UTILITIES AND STRUCTURES IN THE IT IS A VIOLATION OF LAW FOR ANY Land EXISTING FEATURES DA 50 0 25 50 100 200 BOUNDARY PERSON, UNLESS ACTING UNDER THE PATH OF, OR CLOSELY PARALLEL TO, OR UNDER, THE PROPOSED DIRECTION OF A LICENSED PROFESSIONAL G.M.S. Surveying CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ENGINEER, LAND SURVEYOR, ARCHITECT OR LANDSCAPE ARCHITECT, TO ALTER ANY TOPO/BASE LOCATION OF PROJECT TAX PARCEL NO.'S 124.00-2-5 & 124.00-2-7 DELAYS OR DAMAGES OCCURRING AS A RESULT OF INCORRECTLY Landscape ITEM ON THIS DOCUMENT IN ANY WAY . M.G. PART OF LOTS 1,2, & 34 OF THE EBENEZER LANDS, LOCATED UTILITIES. IT IS THE CONTRACTORS RESPONSIBILITY TO R ANY LICENSEE WHO ALTERS THIS Architecture LOT 123, TOWNSHIP 10, RANGE 7, BUFFALO CREEK RESERVATION, LI C NOTIFY THE VARIOUS UTILITY OWNERS IN AMPLE TIME FOR THEM TO ( IN FEET ) L. YO DOCUMENT IS REQUIRED BY LAW TO AFFIX S. DATE TOWN OF WEST SENECA, COUNTY OF ERIE, STATE OF NEW YORK 9 4 1 inch = 50 ft. NO. 0 5 0 4 EN LOCATE AND MARK THEIR FACILITIES. THE CONTRACTOR SHALL ALSO HIS/HER SEAL AND THE NOTATION 12/18/2023 E "ALTERED BY", FOLLOWED BY HIS/HER S V Costich CLIENT LABELLA ASSOCIATES DWG. # 9263 NOTIFY UNDERGROUND UTILITY LOCATION SERVICE AT LEAST 48 ED R 217 Lake Avenue SU HOURS IN ADVANCE OF COMMENCING ANY WORK. NO. DATE REVISION BY CHKD. APVLS. SIGNATURE AND SPECIFIC DESCRIPTION OF THE ALTERATION, TO THE DOCUMENT. L AND SCALE 1"=50' Engineering Rochester, NY 14608 (585) 458-3020 300 STATE STREET - SUITE 201 ROCHESTER, NEW YORK 14614 VA100 SHEET 1 OF 1 Page 70 of 849

Prepared For: Home Leasing, LLC 75 South Clinton Avenue, Suite 700 Rochester, NY 14604 Submitted by: LaBella Associates 300 State Street, Suite 201 Rochester, NY 14614 (716) 551-6281 ENGINEERING REPORT FOR WEST SENECA Date: October 2024 Last Revised: April 2026 LBA Project No. 2241067 Page 71 of 849

West Seneca Sewer Report | Page 1 Table of Contents Section 1 – Introduction .................................................................................................................... 2 Section 2 – General.............................................................................................................................. 2 Section 3 – Proposed Sanitary Facilities .............................................................................. 2 Section 4 – Propsoed Stormwater Facilities ..................................................................... 6 Section 5 – Proposed Water Facilities ................................................................................... 9 Appendices Attachment A – Site Location Map Page 72 of 849

West Seneca Sewer Report | Page 2 Section 1 – Introduction Home Leasing is proposing the development of a new affordable housing complex on a +/- 12.7-acre parcel in West Seneca, NY. Home Leasing is also seeking Site Plan Approval from West Seneca and HCR 9% funding from New York State. The proposed development includes 75 units split between a repurposing of the existing mansion on site to and a new 3- story apartment building in the rear of the property. The project includes a private road accessing the apartments, parking, sidewalks, playground, landscaping and stormwater management facilities. 1.1 Site Location The 12.7-acre site is nestled between Clinton Street (State Route 354) to the south and Cayuga Creek to the North and West. Within a quarter mile of the development there are multiple commercial uses and Interstate 90. The neighborhood is predominately comprised of agricultural land, single- and two-family homes and industrial/manufacturing facilities. See appendix A for location site map. Section 2 – General 2.1 Existing Site Conditions The existing site includes the above-mentioned mansion, two barns, a stone wall along Clinton Street and parking areas. The barns and parking areas will be demolished, while the existing stone wall will remain, with the entrance being widened to allow for emergency vehicle access to the site. The site topography is relatively flat with elevations generally ranging from 600 to 580. Storm water runoff from site drains either via sheet flow directly to Cayuga Street, or to drainage inlets that drain to Cayuga Creek. The existing drainage system on site is minimal and consists of a small swale and dry detention basis which collects and re-directs off-site drainage from the east. Drainage is then conveyed to Cayuga Creek via storm pipes and open drainage swales. 2.2 Proposed Site Conditions The proposed development includes 75 units split between a repurposing of the existing mansion on site to now include apartments and one apartment building in the rear of the property. Project Data: Facility Type: Affordable Housing No. of Buildings: 2 (Including one existing) Section 3 – Proposed Sanitary Facilities 3.1 Building Utility Services – Sanitary The following summarizes the sanitary sewer service sizes for each building. Page 73 of 849

West Seneca Sewer Report | Page 3 Table 1: Sanitary Lateral Sizes Sanitary Lateral Building # Description Size 1 Existing Mansion 6” 2 Proposed Building 6” 3.2 Sanitary Sewer The project requires a Down Stream Sewer Capacity analysis (DSCA) to conform with NYSDEC regulations considering proposed sanitary flows are intended to convey a flow greater than 2,500 gallons per day. In accordance with Erie County policy a downstream, dry weather sanitary capacity analysis is included. The monitoring report is included in the appendices. Based on the flow depth measurements recorded the following conclusions are reached: • At no time did the flow depth exceed pipe diameter at any of the downstream monitoring points during the wet weather events monitored. • One time during the monitoring period the depth of flow exceeded the diameter of the pipe. 3.3 DSCA Summary Erie County provided three (3) nodes, described below: • Flow Monitoring Period: August 13, 2024, to September 18, 2024 • Dry Week Days Monitored: Aug 13-15, Aug 20-23, Aug 26-30, Sept 2-5, Sept 10-13, and Sept 16-18. • Dry Weekend Days Monitored: Aug 24-25, Sept 8, and Sept 14-15. Nodes (manholes): • Node 1 MH BAA8A – 48” RCP (Matthews Cemetery NW Corner) • Node 2 MH BAA9A – 60” RCP (Casimer Street) • Node 3 MH BAAA8 – 66” RCP (8 Cable Street) Design Parameters: Hydraulic Loading rates per NYS Design Standards for Intermediate Wastewater Treatment Systems, March 5, 2014. Calculations included below: Apartments – Bedroom Units = 110 gpd/unit Office Space= 15 gpd / employee Average Daily Design Flow: One Bdrm Units:(24 units) x (1 bdrm/unit)x 110gpd/bdrm=2,640 gpd Two Bdrm Units:(29 units) x (2 bdrm/unit)x110gpd/bdrm=6,380 gpd Page 74 of 849

West Seneca Sewer Report | Page 4 Three Bdrm Units:(22 units) x (3 bdrm/unit)x110gpd/bdrm=7,260 gpd Office Space: 4 Employees x 15 gpd = 60 gpd Total = 16,340 gpd Peak Hourly Flow (Sanitary): 16,340 gpd x Peak Factor Total Population=[(24x1)+(29x2)+(22x3)]x2 people per bedroom= =148x2= 296People (assume 2 people per bedroom)+4 office employees=300. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = (18+0.548)/(4+0.548)=4.08 Peak Sanitary Demand =16,340x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Sanitary Demand Calculations: Node 1 – Average 16,340 gpd (0.016 MGD) Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.016 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Node 2 – Average 16,340 gpd (0.016 MGD) Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.016 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Node 3 – Average 16,340 gpd (0.016 MGD) Page 75 of 849

West Seneca Sewer Report | Page 5 Entire Site: 110-gal/d/unit x 1bdrmx24 units=2,640 gpd + 110-gal/d/unit x 2bdrmx29 units=6,380 gpd +110-gal/d/unitx3bdrmx22 units=7,260 gpd 4 employees x 15 gpd=60 gpd Site total= 16,340 gpd Ave. Total = 16,340 gpd (0.017 MGD) Assume 2 people per bedroom. 2 x 148 bedrooms = 296 people + 4 office employees = 300 people. P = 0.300 (in thousands) Peaking Factor = (18 + √P) / (4+√P) = 4.08 Peak Sanitary Demand = 16,340 x 4.08 = 66,667 gpd 0.06667 MGD (0.10 CFS) Table 2: Dry Weather Peak Weekday Proposed Total Existing Peak Theoretical Ave. Daily Peak Available Capacity Node Sewer Peak Flow Sanitary Capacity Flow (mgd) Flow (Y/N) (mgd) Flow (mgd) (mgd) (mgd) 1-MH 48” RCP @ 0.41% BAA8A (Matthews 0.016 7.953* 0.067 8.020 59.6 Y Cemetery NW Corner) 2-MH 60” RCP @ 0.042% 0.016 11.619** 0.067 11.686 34.6 Y BAA9A (Casimer Street) 3-MH 66” RCP @ 0.026% BAAA8 0.016 10.614*** 0.067 10.614 35.1 Y (8 Cable Street) Notes: *Peak Dry Week Day for Nodes 1 on Aug 27,2024 **Peak Dry Week Day for Node 2 on Aug 21,2024 ***Peak Dry Week Day for Node 3 on Aug 21,2024 Table 3: Dry Weather Peak Weekend Day Proposed Total Ave. Daily Existing Peak Theoretical Peak Available Capacity Node Sewer Flow Peak Flow Sanitary Capacity Flow (Y/N) (mgd) (mgd) Flow (mgd) (mgd) (mgd) 1-MH 48” RCP @ 0.41% BAA8A (Matthews 0.016 6.070* 0.067 6.137 59.6 Y Cemetery NW Corner) Page 76 of 849

West Seneca Sewer Report | Page 6 2-MH 60” RCP @ 0.042% BAA9A 0.016 11.972** 0.067 12.039 34.6 Y (Casimer Street) 3-MH 66” RCP @ 0.026% BAAA8 0.016 11.615*** 0.067 11.682 35.1 Y (8 Cable Street) Notes: *Peak Dry Weekend Day for Nodes 1 on Aug 25,2024 **Peak Dry Weekend Day for Node 2 on Sept 14,2024 ***Peak Dry Weekend Day for Node 3 on Sept 14,2024 3.5 DSCA CONCLUSION Based on the analysis and flow monitoring results the flow depth peak increases are described below. The combined sewer has sufficient capacity to handle projected peak flows. • Node 1 projected peak 0.067 MGD flow (0.10 CFS) result in approximately a 1.6 inch water level increase within the 48” RCP sewer. • Node 2 projected peak 0.067 MGD flow (0.10 CFS) result in approximately 2.6 inch water level increase within the 60” RCP sewer. • Node 3 projected peak 0.067 MGD flow (0.10 CFS) result in approximately 2.9 inch water level increase within the 66” RCP sewer. Full sewer calculations including – TECsmith Flow Monitoring Data, TECsmith Time Tables, Eire County Flow Monitoring and Erie County Time Tables are included in the Full Sewer Report which was previously provided to the town as a part of the Special Use Permit review process. Section 4 – Proposed Stormwater Facilities 4.1 Proposed Stormwater Loading A Stormwater Pollution Prevention Plan (SWPPP) has been developed as part of this project and is included under a separate cover. The proposed on-site storm system will outlet to Cayuga Creek. The stormwater design meets the Town of West Seneca Town Code (2025- 09-08) - Chapter 102A Stormwater Management and Erosion and Sediment Control and the NYSDEC 2024 Stormwater Design Manual Regulations. However, pertinent information pertaining to existing and proposed stormwater loading has been included for analysis in the table below. 4.2 Required WQv Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are Page 77 of 849

West Seneca Sewer Report | Page 7 transported from land, particularly the impervious surfaces, during the initial stages of storm events. The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = [(P )(R V )(A )] 12 Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. This redevelopment project is proposing a combination of WQv treatment by standard practice(s) and alternative practice(s) as shown in the following tables: Table 4: Required WQv Summary P (inches) A (Ac) I (Ac) Rv WQv Required (cf) 1.00 5.68 2.98 0.29 8,672 4.3 RRv Requirements Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. Section 9.2.1.B of the 2024 NYSDEC Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project. The need to provide RRv shall be considered separately for each design point. For design points with a net increase in impervious area, RRv is required for the increase in impervious area only.” As such, bioretentions and a water quality unit have been applied to the project to meet the WQv objective for the redevelopment activity of the project. The increase in impervious cover will be treated as new development and both the WQv criteria and RRv criteria are met. The table below indicates the required RRv for the site. Page 78 of 849

West Seneca Sewer Report | Page 8 Table 5: Required RRv Total Minimum Soil Soil Soil Soil Increase in Weighted RRv Group A Group B Group C Group D Rv Impervious S Factor Required (%) (%) (%) (%) Area (Ac) (cf) 1.92 0 0 0 100 0.95 0.20 1,324 4.4 Provided WQv and RRv The following table summarizes both the water quality volume and reduced runoff volume provided by each practice: Stormwater Practice WQv Treated (cf) RRv Provided (cf) Bioretention (3 total areas) 3,338 1,337 Water Quality Unit 6,627 0 Total 9,965 1,337 Based on the above table, the WQv and RRv requirements are being met. 4.5 Discharge Rates A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in the following table below: Table 6: Summary of Pre-Development and Post-Development Peak Discharge Rates 10-year 24-hour storm event 100-year 24-hour storm event Analysis Point (AP) Pre Post Pre Post 1 16.3 13.9 36.8 31.7 Based on the table above, the proposed stormwater flows have been reduced for all storm events to below pre-development conditions. A full stormwater pollution prevention plan per NYS Stormwater Design Manual, NYSDEC SPDES General Permit for Stormwater Discharge from Construction Activity and NYSDEC Page 79 of 849

West Seneca Sewer Report | Page 9 Standards and Specifications for Erosion and Sediment Control has been prepared for this project. The SWPPP is included in the Site Plan Application Package. Section 5 – Proposed Water Facilities 5.1 Proposed Water Connections The project is proposing a new water connection to the Eire County Water Authority (EWCA) 12” water main on the north side of Clinton Street. 5.2 Existing Flow Test Data Existing hydrant flow test data was provided for hydrant J11F55 and completed on 7/15/2019. The existing water line is a 6” cast iron pipe on the south side of Clinton Street. The residual pressure was 54 psi at 872 gpm. 5.3 Proposed Water Demand The anticipated average daily water demand from the proposed development was calculated using Table B-3 of the NYSDEC Design Standards for Intermediate Sized Wastewater Treatment Systems, dated March 5, 2014. For apartments constructed after 1994, the average daily water demand per bedroom is 110-gallons per day. The proposed project includes updating all water fixtures to modern energy efficient fixtures. Based on this, the anticipated average daily water demand for the proposed development is as follows: Table 7: Anticipated Water Demand Average Daily Demand No. of Bedrooms No. of Units Water Demand Per Unit (GPD) (GPD) 1 Bedroom 24 110 2,640 2 Bedroom 29 220 6,380 3 Bedroom 22 330 7,260 Total Average Daily Demand 16,340 Maximum Day (2x Average Daily) 32,680 Peak Hourly (4x Average Daily) 35,360 5.4 Proposed Fire Protection and Backflow The project is proposing one combined service from Clinton Street, which will split into combined services feeding the existing mansion and new building respectively. New backflow prevention devices are proposed for each of the buildings, splitting into separate domestic and fire services after the backflows. The domestic services will be metered within each building. The private hydrants on site will be fed after the backflow within each building. Refer to the MEP and FP plans for detailed design. Page 80 of 849

Stormwater Pollution Prevention Plan Prepared for: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Submitted by: LaBella Associates 300 Pearl Street, Suite 130 Buffalo, NY 14202 (716) 551-6281 West Seneca Apartments Town of West Seneca, Erie County, New York Date: April 2026 Last revised: April 2026 Project No. 2241067 Page 81 of 849

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PREPARER OF THE SWPPP “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Name and Title1: Kristopher Winkler, PE Date: Issued: April 2026 1 This is a signature of a New York State licensed Professional Engineer employed by LaBella Associates that is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Refer to Appendix B for the SWPPP Preparer Certification Form, and Appendix I for the LaBella Certifying Professionals Letter. Page 83 of 849

TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................................................... 1 1.1 Project Description ................................................................................................................... 1 1.2 Stormwater Pollution Controls................................................................................................. 2 2.0 SITE CHARACTERISTICS .................................................................................................................. 3 2.1 State Environmental Quality Review ....................................................................................... 3 2.2 Land Use and Topography ....................................................................................................... 3 2.3 Soils and Groundwater............................................................................................................. 3 2.4 Watershed Designation ........................................................................................................... 4 2.5 Receiving Water Bodies ........................................................................................................... 4 2.6 Aquifer Designation .................................................................................................................. 4 2.7 Wetlands ................................................................................................................................... 4 2.8 Flood Plains .............................................................................................................................. 4 2.9 Listed, Endangered, or Threatened Species .......................................................................... 5 2.10 Historic Places ........................................................................................................................ 5 2.11 Rainfall Data........................................................................................................................... 5 2.12 Pre-development Watershed Conditions .............................................................................. 5 2.13 Post-development Watershed Conditions ............................................................................ 6 2.14 Description of Design Points ................................................................................................. 6 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 6 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 7 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv......................................................................................................................................... 8 3.4 STEP 4 – Calculate the Minimum RRv Required.................................................................... 9 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume .................... 9 3.6 STEP 6 - Apply Volume and Peak Rate Control .................................................................... 11 3.7 Climate Change Consideration .............................................................................................. 13 4.0 CONSTRUCTION SEQUENCE ......................................................................................................... 14 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ........................................................................... 14 5.1 Temporary Erosion and Sediment Control Measures .......................................................... 15 5.2 Permanent Erosion and Sediment Control Measures ......................................................... 17 5.3 Implementation Schedule for Erosion and Sediment Control Measures ........................... 17 Page 84 of 849

5.4 Other Pollutant Controls......................................................................................................... 18 5.5 Construction Housekeeping Practices .................................................................................. 21 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING ....................................................................... 22 6.1 Inspection and Maintenance Requirements ........................................................................ 22 6.2 Reporting Requirements ........................................................................................................ 24 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES ........................................................................... 26 7.1 Owner’s/Operator's Responsibilities..................................................................................... 26 7.2 Owner’s/Operator’s Engineer’s Responsibilities.................................................................. 29 7.3 Contractor's Responsibilities ................................................................................................. 30 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 31 7.5 SWPPP Participants ............................................................................................................... 33 LIST OF TABLES Table 1: USDA Soil Data .............................................................................................................................. 3 Table 2: Project Site HSG Data ................................................................................................................... 3 Table 3: Rainfall Data .................................................................................................................................. 5 Table 4: Required WQv Treatment by Alternative Practice ....................................................................... 8 Table 5: WQv Required Summary ............................................................................................................... 8 Table 6: Summary of Standard SMPs with RRv Capacity being Applied .................................................. 9 Table 7: RRv Summary ................................................................................................................................ 9 Table 8: Summary of WQv Provided ......................................................................................................... 10 Table 9: Summary of Hydrodynamic Unit(s) ............................................................................................. 11 Table 10: Design Events ............................................................................................................................ 13 Table 11: CPv Summary ............................................................................................................................ 13 Table 12: Summary of Pre- and Post-Development Peak Discharge Rates ........................................... 13 Table 13: Implementation Schedule for Erosion and Sediment Control Measures .............................. 18 Table 14: Common Construction Pollutants ............................................................................................ 20 Page 85 of 849

APPENDICES Appendix A: Figures • A-1: Site Location Map • A-2: Soils Map • A-3: Historic Places Screening Map • A-4: Environmental Resource Map • A-5: FEMA Firm Map • A-6: Pre-Development Watershed Delineation Map (Pocket) • A-7: Post-Development Watershed Delineation Map (Pocket) Appendix B: Forms • Notice of Intent (NOI) • MS4 SWPPP Acceptance Form • SWPPP Preparer Certification Form • Owner/Operator Certification Form • Contractor and Subcontractor Certification Forms • Notice of Termination (NOT) Appendix C: Project Evaluation and Design Calculations Appendix D: Pre-Development Stormwater Modeling Appendix E: Post-Development Stormwater Modeling Appendix F: SWPPP Inspection Report (Sample Form) Appendix G: Post-Construction Inspections and Maintenance Appendix H: NYSDEC “Deep-Ripping and Decompaction,” April 2008 Appendix I: LaBella Certifying Professionals Letter Appendix J: NYSDEC SPDES General Permit GP-0-25-001 Page 86 of 849

1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for major activities associated with construction of a 75-unit affordable housing complex and related site work in the Town of West Seneca. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities enacted by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be executed, and permit coverage must be obtained prior to the commencement of construction activity. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity,” Permit No. GP-0-25-001, effective January 29, 2025 through January 28, 2030. The SWPPP and accompanying plans identify and detail stormwater management, pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans entitled “West Seneca Apartments” have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP. Therefore, this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the intended development with the purpose of: 1. Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of stormwater runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. The analysis and design completed and documented in this report is intended to be part of the application made for a multi-family residential redevelopment project with an increase in impervious area completed on behalf of the Owner/Operator. 1.1 Project Description Home Leasing is proposing redevelopment project with an increase in impervious area, to include: 75- unit affordable housing building, associated parking, sidewalks, and landscaping. The total project area of disturbance proposed is 5.7 acres. The project will disturb one (1) or more acres and as such, preparation of this SWPPP is required under GP-0-25-001. A Site Location Map has been provided in Appendix A, as Figure A-1. This type of project is included in Table 2 of Appendix B of GP-0-25-001; and the project site is not located in one of the watersheds listed in Appendix C of GP-0-25-001. Therefore, this SWPPP includes post-construction stormwater management practices, as well as erosion and sediment controls. project is located within the Town Of West Seneca regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). Therefore, an MS4 SWPPP Acceptance Form is required to accompany NOIs submitted to the NYSDEC. Stormwater Pollution Prevention Plan Page 1 2241067 Page 87 of 849

Runoff from the project site will discharge to the Cayuga Creek, which is not included in the list of Section 303(d) water bodies included in Appendix D of GP-0-25-001. Project construction activities will consist primarily of site grading, paving, building construction, and the installation of storm drainage, water supply, sanitary sewer, and public utility infrastructure necessary to support the proposed redevelopment project with an increase in impervious area. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The stormwater pollution controls outlined herein have been designed and evaluated in accordance with the following standards and guidelines: • New York State Stormwater Management Design Manual, dated July 31, 2024 (Design Manual). • New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 (SSESC). • Town of West Seneca Town Code (2025-09-08) - Chapter 102A Stormwater Management and Erosion and Sediment Control Stormwater quality will be enhanced through the implementation of temporary and permanent erosion and sediment control measures, the proposed stormwater management practice(s), and other construction-phase pollution controls outlined herein. The proposed stormwater management approach consisting of pipes, open drainage ways, and on- site stormwater management practices will adequately collect, treat, and convey the stormwater runoff. Bioretentions and a water quality unit will be used to manage and treat stormwater runoff generated by the proposed redevelopment project with an increase in impervious area. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, and 100-year 24- hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased. The pollutant loading analysis indicates stormwater quality will be enhanced through the implementation of the proposed stormwater management practices outlined herein. The post-construction stormwater management practice(s) will be privately owned by Home Leasing. Deed restrictions will be in place, which require operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. Stormwater Pollution Prevention Plan Page 2 2241067 Page 88 of 849

2.0 SITE CHARACTERISTICS 2.1 State Environmental Quality Review The construction activity is subject to State Environmental Quality Review (SEQR). The project is considered a Unlisted action. As such, SEQR coordination has been completed. Negative Declaration issued on 1/27/2025, amended on 2/9/2026. A copy of the SEQR documentation, in accordance with Part I.A.5. of GP-0-25-001, is provided in Appendix A, as Figure A-5 upon receipt. 2.2 Land Use and Topography The project site is located within the R-50 zoning district. Multiple-family dwellings is a permitted use subject to a special use permit within this district. Special Use Permit was obtained on 2/9/2026. The overall site is slightly sloping, with slopes ranging from 1 to 10 percent. Site elevations range from approximately 580 feet above mean sea level (MSL) to 600 feet MSL. The site generally slopes to the north and the west towards Cayuga Creek. 2.3 Soils and Groundwater The US Department of Agriculture (USDA) Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/) was used to obtain surficial soil conditions for the study area, as follows: Table 1: USDA Soil Data Depth to Depth to Hydrologic Erosion Map Symbol & Description Water Table Bedrock Soil Group Factor K (feet) (feet) Fu - Fluvaquents and Udifluvents, frequently A/D 0.17 0.50 >6.0 flooded GaA - Galen very fine sandy loam, 0 to 3 A/D 0.37 1.75 >6.0 percent slopes GaB - Galen very fine sandy loam, 3 to 8 A/D 0.37 1.75 >6.0 percent slopes Te – Teel silt loam B/D 0.37 1.75 >6.0 Upon review of the soil data presented in Table 1, the project site does not contain soils with a soil slope phase of D with a map unit name that inclusive of slopes greater than 25%, and does not contain soils with a soil slope phase of E or F. The project site is composed of HSG A soils, HSG B soils, and HSG D soils, as shown in the table below. For the purposes of this report, HSG X/D soils were modeled as HSG D soils to reflect the undrained condition. Table 2: Project Site HSG Data HSG A HSG B HSG C HSG D 0% 0% 0% 100% Stormwater Pollution Prevention Plan Page 3 2241067 Page 89 of 849

The Soil Conservation Service defines the hydrologic soil groups as follows: • Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. • Type B Soils: Soils having a moderate infiltration rate when thoroughly wet and consisting mainly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately course textures. These soils have a moderate rate of water transmission. • Type D Soils: Soils having a very low infiltration rate and high runoff potential when thoroughly wet. These soils consist chiefly of clays that have high shrink-swell potential, soils that have a permanent high water table, soils that have a clay pan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very low rate of water transmission. The soils map for the study area is presented in Appendix A, as Figure A-2. 2.4 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001. 2.5 Receiving Water Bodies The nearest natural classified water course into which runoff from the project site will discharge is Cayuga Creek. Cayuga Creek is classified by NYSDEC as a Class C water course, and is not included in the Section 303(d) list of impaired waters found in Appendix D of GP-0-25-001. 2.6 Aquifer Designation The project site is not located over a US EPA designated Sole Source aquifer; nor is it located over a Primary or Principal aquifer listed in the NYSDEC Technical and Operational Guidance Series (TOGS) 2.1.3 (1980). 2.7 Wetlands A search on the NYSDEC Environmental Resource Mapper on April 16, 2026, and a review of GIS data, determined that there are no known regulated wetlands located on or in the vicinity of the project site. A wetland delineation is scheduled for Spring 2026 to field verify if there are any wetland on site. 2.8 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM), Town of West Seneca, New York, Community, the project site lies within Flood Zone X, areas determined to be outside 500-year floodplain The FEMA Flood Map has been provided in Appendix A, as Figure A-5. Stormwater Pollution Prevention Plan Page 4 2241067 Page 90 of 849

2.9 Listed, Endangered, or Threatened Species A search was performed on the NYSDEC Environmental Resource Mapper on April 16, 2026, and determined that the project site may contain threatened or endangered species, or critical habitat. An Environmental Resource Map has been provided in Appendix A, as Figure A-4. 2.10 Historic Places A search on the New York State Cultural Resource Information System (CRIS) database, performed on April 16, 2026, revealed the construction activity is located within an archeologically sensitive area A printout of the historic places screening map is presented in Appendix A, as Figure A-3. As such, NYSOPRHP coordination has been completed and a Phase 1 Archeological Survey was conducted on June 22, 2023 by archeologist. A copy of the NYSOPRHP documentation, in accordance with Part I.A.4. of GP-0-25-001, is provided in Appendix A, as Figure A-3A upon receipt. 2.11 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Cornell University online Extreme Precipitation in New York & New England website (http://precip.eas.cornell.edu/). A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics. Rainfall data specific to the portion of Erie County under consideration, for various 24-hour storm events, is presented in the following Table: Table 3: Rainfall Data Storm Event 24-Hour Rainfall Return Period (inches) 1-year 1.82 10-year 3.14 100-year 5.22 2.12 Pre-development Watershed Conditions The pre-development project site is covered predominantly by buildings, pavement, grass, and woods. Analysis of pre-development conditions considered existing drainage patterns, soil types, ground cover, and topography. The Pre-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-5. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix D. A summary of the pre-development watershed runoff rates at each Design Point is presented in Table 10. Subcatchment one is a 3.38± acre watershed consisting of grass and pavement. Runoff flows south overland via sheet and shallow concentrated flow toward a swale and catch basin at the southeast corner of the site. This subcatchment is tributary to Design Point (AP) 1. Subcatchment two is a 7.74± acre watershed consisting of grass, pavement, and multiple buildings. Runoff flows west overland via sheet and shallow concentrated flow toward Cayuga Creek west of the site. This subcatchment is tributary to Design Point (AP) 1. Stormwater Pollution Prevention Plan Page 5 2241067 Page 91 of 849

2.13 Post-development Watershed Conditions The post-development project site is covered predominantly by buildings, pavement, sidewalks, grass, and woods. The analysis of post-development conditions considered existing drainage patterns, soil types, ground cover to remain, planned site development, site grading, and stormwater management facilities proposed as part of site improvements. The Post-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-6. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix D. A summary of the post-development watershed runoff rates at each Design Point is presented in Table 11. There are numerous locations and methods for providing controls of off-site discharge of stormwater from the project site. Each has been designed to provide the above quantity controls by attenuating stormwater runoff and releasing runoff to off-site locations at a rate equal to or less than that which existed prior to development of the site. Each device is detailed on the accompanying plans. A Post- Development Watershed Delineation Map, with the tributary areas to each stormwater management practice proposed, has been provided in Appendix A, as Figure A-6. 2.14 Description of Design Points The study area consists of the 11.2 acre project site and 5.7 acre area of disturbance. The overall watershed was broken down into smaller watersheds, or subcatchments, to allow for analysis of runoff conditions at several locations throughout the study area. Each of these locations was defined as a Design Point (DP) in order to compare the effects resulting from stormwater management facilities proposed as part of the project. Descriptions of each of the selected Design Points are provided below. • Design Point 1: Off-site discharge to Cayuga Creek 3.0 STORMWATER MANAGEMENT PLANNING Chapter 3 of the Design Manual outlines a six-step planning process for site planning and selection of stormwater management practices that must be implemented for both new development and redevelopment projects. This process is intended to develop a design that maintains pre-construction hydrologic conditions through the application of environmentally sound development principles, as well as treatment and control of runoff discharges from the site. The following sections outline the step-by-step process and how it has been applied to this project. The goals of this Stormwater Management Plan are to analyze the peak rate of runoff under pre- and post-development conditions, to maintain the pre-development rate of runoff in order to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. The Design Manual provides both water quality and water quantity objectives to be met by projects requiring a “Full SWPPP”. These objectives will be met by applying stormwater control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. Stormwater Pollution Prevention Plan Page 6 2241067 Page 92 of 849

3.1 STEP 1 – Site Planning During the Site Planning process, the project site is evaluated for implementation of the green infrastructure planning measures identified in Table 3.1 of the Design Manual, in order to preserve natural resources and reduce impervious cover. Appendix C provides a description of each green infrastructure planning measure, along with a project specific evaluation. 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 3.2.1 NYSDEC Requirements for Water Quality Volume The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = (P)(R V )(A) 12 Where: P = 90% Rainfall Event Number Rv = 0.05 + 0.009 (I) I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. 3.2.2 Methodology for Redevelopment Projects Chapter 9 of the Design Manual outlines alternative WQv treatment objectives for redevelopment projects. According to Section 9.2.1.B.IV, redevelopment activities can achieve the water quality treatment objective through a combination of impervious cover reduction, standard SMPs, and alternative SMPs that provide a weighted average of at least two of the above methods, calculated as shown below. In this case, 100% of any new increase in impervious area to a given design point must be treated by approved alternate SMPs, standard SMPs, or RR techniques. %ALT = [25-(% ICRED+ %SMP+ %RR)] x 3 Where: %ALT = Percent of redevelopment impervious area treated by alternative SMP(s) %ICRED = Percent reduction in existing disturbed impervious area %SMP = Percent of redevelopment impervious area treated by standard SMP(s) %RR = Percent of redevelopment impervious area treated by runoff reduction techniques(s) Stormwater Pollution Prevention Plan Page 7 2241067 Page 93 of 849

This redevelopment project is proposing a combination of WQv treatment by standard practice(s) and alternative practice(s) as shown in the following tables: Table 4: Required WQv Treatment by Alternative Practice WQv Treatment by Impervious Cover WQv Treatment by Runoff Reduction Alternative Practice Reduction (IC) Standard Practice % Area (ac) % Area (ac) % Area (ac) % Area (ac) 38 2.13 0 0 34 1.96 0 0 Table 5: WQv Required Summary P (inches) A (ac) I (ac) Rv WQv Required 1.00 5.68 2.98 0.29 8,672 cf 0.20 AF The Water Quality Volume equation has been applied to the drainage area tributary to each of the stormwater quality practices proposed for this project. The practices have been sized to accommodate the Water Quality Volume, as per the performance criteria presented in Chapter 6 and/or Chapter 9 of the Design Manual. Water quality volume calculations for each of the proposed practices are presented in Appendix C. 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. 3.3.1 NYSDEC Requirements for Redevelopment Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project. The need to provide RRv shall be considered separately for each design point. For design points with a net increase in impervious area, RRv is required for the increase in impervious area only.” As such, bioretentions and a water quality unit have been applied to the project to meet the WQv objective for the redevelopment activity of the project. The increase in impervious cover will be treated as new development and both the WQv criteria and RRv criteria are met. 3.3.2 Application of Standard Stormwater Management Practices (SMPs) with RRv Capacity The following Table demonstrates a summary of the standard SMP(s) with RRv capacity that have been incorporated into the stormwater management plan for this project. The standard SMP(s) with RRv capacity have been designed in accordance with Chapter 6 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. Stormwater Pollution Prevention Plan Page 8 2241067 Page 94 of 849

Table 6: Summary of Standard SMPs with RRv Capacity being Applied WQv Pretreatment Standard Pretreatment WQv Reduced WQv Total WQv Design Volume RRv SMP with Volume Required /RRv Treated1 Provided2 Variant Required Capacity RRv Capacity Provided (CF) (CF) Provided (CF) (CF) (% of WQv) (CF) Filtration F-5 25 835 40% 8,672 1,337 2,001 3,338 Bioretention Footnotes: 1WQv Treated = WQV Required - RRv Provided 2Total WQv Provided = WQV Treated + RRv Provided 3.3.3 RRv Performance Summary A summary of the RRv provided is presented in the following table: Table 7: RRv Summary RRv Provided % RRv Provided/ WQv Required (CF) WQv Reduced (CF) WQv Reduced 8,672 1,337 >100% As indicated in the above table, the RRv provided is greater than the RRv required for the project site. As such, the RRv criteria has been met and the designer can proceed to Step 6. 3.4 STEP 4 – Calculate the Minimum RRv Required As indicated above, Section 9.2.1.B of the Design Manual indicates, “Although encouraged, meeting the RRv criteria is not required for the redevelopment activity portion of a project.” 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume If the entire Water Quality Volume is not treated through implementation of RR techniques and standard SMPs with RRv capacity, then the design must achieve the remaining WQv through the standard SMPs listed in Table 3.3 of the Design Manual or the Alternative Practices outlined in Section 9.4 of the Design Manual. Stormwater Pollution Prevention Plan Page 9 2241067 Page 95 of 849

Table 8: Summary of WQv Provided Step 5 Step 3 Reduced WQv to be Step 2 WQv Reduction by Treated by Standard WQv Required (CF) Standard SMPs w/ RRv SMPs or Alternative Capacity (CF)1 Practices (CF)2 8,672 3,338 6,627 Footnotes: 1Step 3: WQv Reduction = RRv Provided + WQv Treated by Standard SMP with RRv Capacity 2Step 5: Reduced WQv to be Treated = WQv Required – WQv Reduced Based upon the results listed in the above Table, the entire WQv has not been treated by application of RR techniques and standard SMPs with RRv capacity. As such, the standard SMPs or the Alternative Practices (without RRv capacity) described in the following sections, have been incorporated into the stormwater management plan for this project, to meet the WQv objective. Practice-specific calculations are presented in Appendix C. 3.5.1 Underground Stormwater Detention System Underground stormwater detention systems store and detain stormwater runoff in order to meet water quantity control requirements. Stormwater is stored in subsurface vaults and/or a system of large diameter interconnected storage pipes. Stored water is then released at rates designed to reduce peak run-off flows during post-development storms. Underground stormwater storage provides minimal stormwater quality benefits, but can be an effective component of a development’s overall stormwater management plan. 3.5.2 Hydrodynamic Separators Hydrodynamic separators accelerate the separation of floating and settling pollutants from stormwater through the use of a vortex. These pre-fabricated devices come in the form of an underground manhole or vault. The devices have no moving parts and are typically fabricated from concrete and marine grade aluminum. During operation, stormwater runoff enters the unit tangentially to promote a gentle swirling motion in a treatment chamber. As stormwater circles within the chamber, settable solids fall into a sump and are retained. Buoyant debris, oil, and grease rise to the surface and are separated from the water as it flows under a baffle wall. Finally, treated water exits the treatment chamber through a flow control orifice located behind the baffle wall. During low-flow conditions all runoff is diverted into the treatment chamber by a flow partition. At higher flow rates, a portion of the runoff spills over the flow partition and is diverted around the treatment chamber to prevent re-suspension and washout of previously trapped pollutants. Water that spills over the partition flows into a head equalization chamber above the treatment chamber outlet. As the head equalization chamber fills, the head differential driving flow through the treatment chamber collapses. The result is that flow rates in the treatment chamber remain relatively constant even as total flow rates increase substantially. This configuration further reduces the potential for re-suspension or washout. Stormwater Pollution Prevention Plan Page 10 2241067 Page 96 of 849

According to Chapter 9 of the Design Manual, hydrodynamic separators of the type proposed for this project have been approved for use as a pretreatment system in new and redevelopment projects or as a primary treatment system on redevelopment projects. According to Chapter 9 of the Design Manual, membrane filtration, of the type proposed for this project, has been approved for use as a primary treatment system on redevelopment projects. The following Table summarizes both the Water Quality Volume requirements and the treatment volumes provided. Table 9: Summary of Hydrodynamic Unit(s) SWM NYSDEC Required WQv Approved Manufactured Product Name Required Practice Design Flow Rate Treatment Flow Rate and WQv (CF) ID Variant (CFS) (MTFR) (CFS) Manufacturer Contech HYD-1 ALT 6,627 1.88 2.00 Cascade CS4 3.6 STEP 6 - Apply Volume and Peak Rate Control This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 3.6.1 NYSDEC Requirements for New Development Chapter 4 of the Design Manual requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24- hour storm event. The Manual defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each Design Point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each Design Point, the post- development 100-year 24-hour peak discharge rate does not exceed the corresponding pre- development rate. Stormwater Pollution Prevention Plan Page 11 2241067 Page 97 of 849

3.6.2 Methodology In order to demonstrate that the NYSDEC detention requirements are being met, the Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Subcatchments, reaches, and ponds are represented by hexagons, squares, and triangles, respectively, on the watershed routing diagrams provided with the computations included in Appendix D and Appendix E. The analysis of hydrologic and hydraulic conditions and proposed stormwater management facilities, servicing the study area, was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the watershed into subcatchments was dictated by watershed conditions, methods of collection, conveyance, and points of discharge. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management practices were designed and evaluated in accordance with the Design Manual and local regulatory requirements. A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post-development stormwater runoff characteristics for various 24-hour storm events identified in the following Table. Stormwater Pollution Prevention Plan Page 12 2241067 Page 98 of 849

Table 10: Design Events Facility 24-hour Storm Event Storm Sewer 10-year 1-year Stormwater Management Practice(s) 10-year 100-year Flood Conditions 100-year 3.6.3 Performance Summary A comparison of the total required and provided CPv for the 1-year 24-hour storm event is shown in the following table: Table 11: CPv Summary Design Point Required CPv Provided CPv (DP) (af) (af) 1 0.20 0.36 A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated herein. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix D and Appendix E, respectively. The following Table summarizes the results of this analysis. Table 12: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Design Point 10-year 24-hour storm event 100-year 24-hour storm event (DP) Pre Post Pre Post 1 16.3 13.9 36.8 31.7 3.7 Climate Change Consideration This report presents the consideration for future physical risks due to climate change, in accordance with Part III.A.2 of the permit. Overall site planning, control measures and practices, conveyance systems and detention systems were evaluated against the seven (7) physical risks identified by NYSDEC due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR 490, and associated guidance. Appendix C provides a description of each consideration, specific to the project. Stormwater Pollution Prevention Plan Page 13 2241067 Page 99 of 849

4.0 CONSTRUCTION SEQUENCE This project has not received written approval from the Town of West Seneca allowing the disturbance of more than five acres of land at any one time. Therefore, if the Contractor’s construction sequence requires the disturbance of more than five acres at any one time, written approval must be obtained from written approval from the Town of West Seneca prior to disturbing more than five acres at once. The “Erosion and Sediment Control Plan” and the “Erosion and Sediment Control Plan Prior to Construction” in the accompanying drawings and waiver request identifies the major construction activities that are the subject of this SWPPP. The order (or sequence) in which the major activities are expected to begin is presented on the accompanying drawings, though each activity will not necessarily be completed before the next begins. In addition, these activities could occur in a different order if necessary to maintain adequate erosion and sediment control. If this is the case, the contractor shall notify the Owner’s/Operator’s Engineer overseeing the implementation of the SWPPP. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. In accordance with Part III.B.c.iv. a phasing plan for the project and sequencing plans for all phases have been provided. The plans address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, and any other construction activity at the site that will result in soil disturbance. Refer to the plans for further information on the project phasing and sequencing. 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: • NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-25-001 (effective January 29, 2025 through January 28, 2030) • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. These documents include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary and permanent erosion and sediment control measures that shall be applied during construction generally include: Stormwater Pollution Prevention Plan Page 14 2241067 Page 100 of 849

1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges. 2. Preservation of existing vegetation to the greatest extent practical. Following the completion of construction activities in any portion of the site, permanent vegetation shall be established on all exposed soils. 3. Site preparation activities to minimize the area and duration of soil disruption. 4. Establishment of permanent traffic corridors to ensure that “routes of convenience” are avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.1.1 Stabilized Construction Access Prior to construction, stabilized construction access(es) will be installed, per accompanying plans, to reduce the tracking of sediment onto public roadways. Construction traffic must enter and exit the site at the stabilized construction access(es). The intent is to trap dust and mud that would otherwise be carried off-site by construction traffic. The access(es) shall be maintained in a condition, which will control tracking of sediment onto public rights-of-way or streets. When necessary, additional aggregate will be placed atop the filter fabric to assure the minimum thickness is maintained. All sediment and/or soil spilled, dropped, or washed onto public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on-site. Dust control must be provided by the Contractor(s) to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage, water bodies and/or courses, and will be properly protected from erosion by a surrounding silt fence barrier. 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric (or silt fence) will be established downgradient of all disturbed areas. These barriers may extend into non-impact areas to provide adequate protection of adjacent lands. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s). Maintenance of the fence will be performed as needed. Stormwater Pollution Prevention Plan Page 15 2241067 Page 101 of 849

5.1.5 Temporary Seeding For areas undergoing clearing, grading, and disturbance as part of construction activities, where work has temporarily ceased, temporary soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has temporarily ceased. 5.1.6 Manufactured Insert Inlet Protection Install insert inlet protection beneath the grate of all catch basins, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace insert as necessary to ensure proper function. 5.1.7 Filter Fabric Drop Inlet Protection Install filter fabric or silt fence with wooden stakes at the perimeter of existing or proposed catch basins located in lawn areas, to prevent sediment from entering the catch basins and storm sewer system. Remove sediment accumulation and repair or replace fabric as necessary to ensure proper function. 5.1.8 Erosion Control Blanket Erosion control blankets shall be installed in accordance with manufacturer’s requirements on all slopes exceeding 3:1. Erosion control blankets provide temporary erosion protection, rapid vegetative establishment, and long-term erosion resistance to shear stresses generated by high runoff flow velocities associated with steep slopes. 5.1.9 Stone Check Dams Stone check dams will be installed within drainage ditches to reduce the velocity of stormwater runoff, promote settling of sediment, and reduce sediment transport off-site. Sediment accumulated behind the stone check dam will be removed as needed to maintain flow through the stone check dam and prevent large flows from carrying sediment over or around the dam. Stones shall be replaced as needed to maintain the design cross section of the structures. 5.1.10 Temporary Sediment Trap Temporary sediment traps shall be constructed to intercept sediment-laden runoff, reduce the amount of sediment leaving the disturbed areas, and protect drainage ways, properties, and rights-of-way. Accumulated sediment shall be removed from the trap when it reaches no greater than 50 percent of the design capacity. Sediment shall not be placed downstream from the embankment, adjacent to a stream, or floodplain. Temporary sediment traps depicted on the accompanying plans have been designed to provide 3,600 CF of storage per acre of tributary watershed. 5.1.11 Temporary Diversion Swales Temporary diversion swales shall be used to divert off-site runoff around the construction site and divert runoff from stabilized areas around disturbed areas. 5.1.12 Dewatering Operations Dewatering will be used to intercept sediment-laden stormwater or pumped groundwater and allow it to settle out of the pumped discharge prior to being discharged from the site. Water from dewatering Stormwater Pollution Prevention Plan Page 16 2241067 Page 102 of 849

operations shall be treated to eliminate the discharge of sediment and other pollutants. Water resulting from dewatering operations shall be directed to temporary sediment traps or dewatering devices. Temporary sediment traps and dewatering bags will be provided, installed, and maintained at downgradient locations to control sediment deposits to downstream surfaces. 5.1.13 Fiber Roll Prior to the initiation of and during construction activities, fiber rolls (12” minimum diameter) will be established downgradient of all disturbed areas to reduce sheet flow on slopes. These rolls may extend into non-impact areas to provide adequate protection of adjacent lands. Spacing will conform to NYSDEC specification for straw bale dike. Clearing and grubbing will be performed only as necessary for the installation of the fiber rolls. To facilitate effectiveness, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s) and maintenance will be performed as needed. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. Permanent soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has permanently ceased. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 5.2.2 Rock Outlet Protection Rock outlet protection shall be installed at the locations as indicated and detailed on the accompanying plans. The installation of rock outlet protection will reduce the velocity and energy of water, such that the flow will not erode downstream surfaces. 5.3 Implementation Schedule for Erosion and Sediment Control Measures Proper implementation of the outlined erosion and sediment control measures is critical to minimizing soil erosion and controlling off-site sediment transport during construction, as well as controlling the quality and quantity of stormwater runoff from the developed site after construction. The following table outlines the implementation schedule for initial placement of these measures, and the duration for which they should remain in place. Stormwater Pollution Prevention Plan Page 17 2241067 Page 103 of 849

Table 13: Implementation Schedule for Erosion and Sediment Control Measures Erosion and Sediment Initial Placement Duration to Remain In-Place Control Measure Stabilized Construction Access Upon mobilizing to site Until construction is complete Dust Control As needed As needed Upon delivery of materials to the Until materials have been placed Temporary Soil Stockpile site or excavation of on-site or removed from the site materials for reuse Prior to upgradient soil Until upgradient area has achieved Silt Fencing disturbance permanent stabilization Apply to any disturbed soil that will Apply additional seed as needed Temporary Seeding remain exposed for more than 14 for temporary stabilization days Existing structures: prior to Manufactured Insert Inlet upgradient soil disturbance Until upgradient area has achieved Protection New structures: upon installation permanent stabilization of structure/grate Upon completion of slope grading Prior to final grading, or kept in Erosion Control Blanket operations place permanently Existing swales: upon completion of swale reshaping Stone Check Dams Permanent New swales: upon completion of swale excavation As needed during grading Until final grading of tributary area Temporary Sediment Trap operations is complete Until permanent drainage methods As needed to divert flow around are established (i.e. closed storm Temporary Diversion Swales work area sewer, open conveyance swales, etc.) Until excavation/backfilling is Dewatering Operations As needed during excavation complete Prior to upgradient soil Until upgradient area has achieved Fiber Roll disturbance permanent stabilization Permanent, apply additional seed Establishment of Permanent As soon as possible after as needed to achieve 80% Vegetation completion of final grading minimum uniform coverage During installation of tributary Rock Outlet Protection Permanent culverts/pipes 5.4 Other Pollutant Controls Part I.C.1 of GP-0-25-001 prohibits discharges from construction material wastewater, pollutants used in vehicle and equipment operation and maintenance, vehicle and equipment washing and toxic or hazardous substances. Stormwater Pollution Prevention Plan Page 18 2241067 Page 104 of 849

The following table identifies materials and/or chemicals commonly used and/or stored on construction sites and should be addressed in the site-specific spill prevention and response plan: Stormwater Pollution Prevention Plan Page 19 2241067 Page 105 of 849

Table 14: Common Construction Pollutants Material/Chemical Physical Description Stormwater Pollutants Location* Pesticides Various colored to Chlorinated Herbicides used for (insecticides, colorless liquid, hydrocarbons, noxious weed control fungicides, powder, pellets, or organophosphates, herbicides, grains carbamates, arsenic rodenticides) Fertilizer Liquid or solid grains Nitrogen, phosphorous Newly seeded areas Cleaning solvents Colorless, blue, or Perchloroethylene, No equipment cleaning yellow-green liquid methylene chloride, allowed in project limits trichloroethylene, petroleum distillates Asphalt Black solid Oil, petroleum distillates Streets and roofing Concrete White solid/grey liquid Limestone, sand, pH, Curb and gutter, building chromium construction Curing compounds Creamy white liquid Naphtha Curb and gutter Hydraulic oil/fluids Brown oily petroleum Mineral oil Leaks or broken hoses hydrocarbon from equipment Gasoline Colorless, pale brown Benzene, ethyl benzene, Secondary containment / or pink petroleum toluene, xylene, MTBE staging area hydrocarbon Diesel Fuel Clear, blue-green to Petroleum distillate, oil & Secondary containment / yellow liquid grease, naphthalene, staging area xylenes Kerosene Pale yellow liquid Coal oil, petroleum Secondary containment / petroleum distillates staging area hydrocarbon Antifreeze/coolant Clear green/yellow Ethylene glycol, propylene Leaks or broken hoses liquid glycol, heavy metals from equipment (copper, lead, zinc) Sanitary toilets Various colored liquid Bacteria, parasites, and Staging area viruses Construction materials Granular fill Various colored solids Sediment Stockpile / fill areas Subbase course Gray/brown solid Sediment, dust Stockpile Topsoil Brown solid Sediment Stockpile Mulch Various colored solid Sediment, debris Staging area Seed Brown/yellow solid Nutrients, debris Staging area HDPE Storm Pipe Black solid Staging area SDR-35, SDR-21 Various colored solid Staging area PVC Pipe Metals Frames and Gray solid Staging area Grates Joint Sealant Light gray viscous Polyurethane Staging area solid *(Area where material/chemical is used on-site) Stormwater Pollution Prevention Plan Page 20 2241067 Page 106 of 849

5.5 Construction Housekeeping Practices During the construction phase, the Contractor(s) will implement the following measures: 5.5.1 Sediment Sweeping/Vacuuming Any sediment that is tracked by construction vehicles or erosion onto adjacent public or private impervious surfaces must be swept or vacuumed, utilizing self-propelled and/or walk-behind equipment, and removed on a daily basis. Kick brooms and sweeper attachments are not an acceptable means of sweeping. Sweeping or vacuuming should not take place while tracked sediment is wet. If tracked sediment is compacted, the sediment must be scraped loose prior to sweeping or vacuuming. 5.5.2 Material Stockpiles Material resulting from clearing and grubbing operations that will be stockpiled on-site, must be adequately protected with downgradient erosion and sediment controls. 5.5.3 Equipment Cleaning and Maintenance The Contractor(s) will designate areas for equipment cleaning, maintenance, and repair. The Contractor(s) and subcontractor(s) will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.5.4 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.5.5 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed, for the pollutants identified in Section 5.3, for the site by the Contractor(s) that addresses the following: 1. Reducing chance of spills 2. Stopping the source of spills 3. Containing and cleaning up spills 4. Disposing of materials contaminated by spills 5. Training personnel responsible for spill prevention/response 6. Material handling procedures 7. Material storage requirements The plan shall detail the steps required in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for all materials to be stored on-site. All workers on- site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. 5.5.6 Concrete Washout Areas A temporary concrete washout area shall be provided for every project where concrete will be poured or otherwise formed on-site and shall consist of an excavated or above-ground lined construction pit Stormwater Pollution Prevention Plan Page 21 2241067 Page 107 of 849

where concrete trucks or equipment can be washed out after their loads have been discharged. Waste generated from concrete wash water that shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper signage shall be placed adjacent to the facility to designate the “Concrete Washout Area”. Locate the facility a minimum of 100-feet from drainage swales, storm drain inlets, wetlands, streams, and other surface waters. Prevent surface water from entering the washout area. The hardened residue from the concrete wash areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the washout area shall include removal of hardened material when 75% of the storage capacity is filled, and a minimum freeboard of 12 inches shall be maintained. The Contractor will be responsible for seeing that these procedures are followed. The project may require the use of multiple concrete washout areas based on the frequency of concrete pours. 5.5.7 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that prevents negative impacts of construction materials on stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING 6.1 Inspection and Maintenance Requirements 6.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Qualified Inspector/Qualified Professional shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Qualified Inspector/Qualified Professional once the erosion and sediment control measures have been installed. 6.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector/Qualified Professional, as defined in Appendix A of the General Permit GP-0-25- 001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of at least once every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the Qualified Inspector/Qualified Professional will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant Stormwater Pollution Prevention Plan Page 22 2241067 Page 108 of 849

control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction access will be constructed where vehicles enter and exit. This access will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Within one (1) business day of the completion of an inspection, the Qualified Inspector/Qualified Professional shall notify the Owner/Operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. In addition to the inspections performed by the Qualified Inspector/Qualified Professional, the Contractor shall perform routine inspections that include a visual check of all erosion and sediment control measures. All inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers, sediment traps, etc.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Stormwater Pollution Prevention Plan Page 23 2241067 Page 109 of 849

6.1.3 Temporary Suspension of Construction Activities For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the frequency of Qualified Inspector/Qualified Professional inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. 6.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, all areas disturbed as of the project shutdown date have achieved final stabilization, and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational, the inspections by the Qualified Inspector/Qualified Professional can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 9 stormwater contact person and the Town of West Seneca in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 6.1.5 Post-Construction Inspections and Maintenance Inspections and maintenance of final stabilization measures and post-construction stormwater management practices shall be performed in accordance with Appendix G, once all disturbed areas are stabilized and all stormwater management systems are in place and operable. 6.2 Reporting Requirements 6.2.1 Inspection Reports Pursuant to Part IV.C of GP-0-25-001, inspection reports shall be prepared for the duration of construction, as outlined herein, and shall be signed by the Qualified Inspector or Qualified Professional. A sample inspection form is provided in Appendix F. At a minimum, each inspection report shall record the following information: 1. Permit identification number; and 2. Date and time of inspection; and 3. Name and title of person(s) performing inspection; and 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and 5. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and 6. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and Stormwater Pollution Prevention Plan Page 24 2241067 Page 110 of 849

7. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and 8. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and 9. Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and 10. Estimates, in square feet or acres, of the following areas: a. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and b. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and c. Total area that has achieved temporary stabilization; and d. Total area that has achieved final stabilization; and 11. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and 12. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and 13. Identification and status of all corrective actions that were required by previous inspection; and 14. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 6.2.2 Site Log Book Pursuant to Part I.E.3 of GP-0-25-001, the Owner/Operator shall retain a copy of the General Permit, NOI, NOI Acknowledgment Letter, MS4 SWPPP Acceptance Form (if applicable), inspection reports, contractor and subcontractor certification forms, and all documentation necessary to demonstrate eligibility under the permit, at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the Notice of Termination has been submitted to the NYSDEC. The Site Log Book shall be maintained on-site in a secure location (i.e. job trailer, on-site construction office, or mailbox with lock) and must be accessible during normal business hours to an individual performing a compliance inspection. Stormwater Pollution Prevention Plan Page 25 2241067 Page 111 of 849

6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, at any time upon written notification. Records shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix G. 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit GP-0-25-001 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-25-001 presented in Appendix J. 7.1 Owner’s/Operator's Responsibilities 1. Ensure that control measures are selected, designed, installed, implemented and maintained to minimize the discharge of pollutants and prevent a violation of the water quality standards, meeting the non-numeric effluent limitations in Part II.B.1.(a)-(e) of the SPDES General Permit and in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. 2. Ensure that practices are selected, designed, installed, and maintained to meet the performance criteria in the Design Manual. Practices must be designed to meet the applicable sizing criteria in Part II.C.2.a., b., c. or d. of GP-0-25-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined under GP- 0-25-001, to provide the services outlined in Section 7.5 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined under GP-0-25-001, to provide the services outlined in Section 2.3 “Owner’s/Operator’s Engineers Responsibilities.” 5. Have an authorized corporate officer sign the Owner/Operator Certification Form to accompany the eNOI. A copy of the completed NOI is included in Appendix B. 6. Submit the electronic version of the NOI (eNOI) along with the MS4 SWPPP acceptance form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 7. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover, and the annual fee is $110.00. 8. Prior to the commencement of construction activity, identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion control practices included in the SWPPP and the Stormwater Pollution Prevention Plan Page 26 2241067 Page 112 of 849

contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. Each of the contractors and subcontractors must identify at least one person from their company to be the trained contractor that will be responsible for implementation of the SWPPP. Ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. 9. Schedule a pre-construction meeting which shall include the Town of West Seneca representative, Owner’s/Operator’s Engineer, Qualified Inspector, Contractor, and their sub- contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 10. Retain the services of an independent certified materials testing and inspection firm operating under the direction of a licensed Professional Engineer to perform regular tests, inspections, and certifications of the construction materials used in the construction of all post-construction stormwater management practices. 11. Retain the services of a NYS licensed land surveyor to perform an as-built topographic survey of the completed post-construction stormwater management facilities. 12. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 13. The Owner/Operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. 14. Within five (5) business days of receipt of the LOA, send an electronic copy of the LOA to the MS4 operator(s) with review authority. 15. Forward a copy of the LOA received from DEC to the Owner’s/Operator’s Engineer for project records, and to the Contractor for display at the construction site. 16. As of the date the LOA is received, the Owner/Operator must make the eNOI, SWPPP and LOA available for review and copying in accordance with the requirements in Part VII.H. of GP-0-25- 001. When applicable, as of the date an updated LOA is received, the Owner/Operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 17. The Owner/Operator must ensure compliance with all requirements of GP-0-25-001 and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until all area of disturbance have achieved final stabilization; and the Owner/Operator’s coverage under the permit is terminated in accordance with Part V.A.5.a. 18. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the Owner/Operator must maintain at the construction site, a copy of all documentation necessary to demonstrate eligibility with GP-0-25-001, a copy of GP-0-25-001, the SWPPP, the signed SWPPP Preparer Certification Form, the signed MS4 SWPPP Acceptance Form, signed Owner/Operator Certification Form, eNOI, and LOA, and LOA transmittal to the MS4 Operator in accordance with Part I.D.3.c. Stormwater Pollution Prevention Plan Page 27 2241067 Page 113 of 849

19. The Owner/Operator must maintain at the construction site, until Part I.E.2.a and b. have been met, as of the date the documents become final or are received, a copy of the responsible contractor’s or subcontractor's certification statement(s) in accordance with Part III.A.7, and inspection reports in accordance with Part IV.C.4. and 6. 20. The Owner/Operator must maintain the documents in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the Owner/Operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 21. Upon finding a significant non-compliance with the practices described in the SWPPP or violation of GP-0-25-001, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the Owner/Operator. Forward a copy of any stop work order received immediately to the Owner’s/Operator’s Engineer and to the Contractor. 22. If any human remains or archaeological remains are encountered during excavation, the Owner/Operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. 23. To be authorized to implement modifications to the information previously submitted in the eNOI, the Owner/Operator must notify NYSDEC via email at [email protected] requesting access to update the eNOI, update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D., and receive an updated LOA. 24. The eNOI, SWPPP, LOA, updated LOAs, and inspection reports required by GP-0-25-001 are public documents that the Owner/Operator must make available for review and copying by any person within five (5) business days of the Owner/Operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 25. The Owner/Operator must terminate coverage when the project reaches total project completion, has a planned shutdown with partial project completion, is changing Owner/Operator or has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 26. Have a qualified inspector perform a final site inspection prior to submitting the eNOT. 27. Have the MS4 sign the MS4 Acceptance statement on the eNOT in accordance with the requirements in Part VII.J. 28. Prior to submitting a Notice of Termination, ensure for SMP(s) that are privately owned, the Owner/Operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the Owner/Operator’s deed of record. Stormwater Pollution Prevention Plan Page 28 2241067 Page 114 of 849

29. Submit a complete Notice of Termination form electronically using the NYSDEC eNOT. Coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 30. Request and receive all SWPPP records from the Owner’s/Operator’s Engineer and archive those records, along with the LOT, for a period of at least five (5) years from the date that NYSDEC accepts a complete NOT submitted. 31. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 32. The Owner/Operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the Owner/Operator shall amend the SWPPP, including construction drawings: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the project site; b) Whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c) To address issues or deficiencies identified during an inspection by the “Qualified Inspector,” the Department, or other Regulatory Authority. d) To document the final construction conditions. 33. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department, in conformance with Part I.G.. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 7.2 Owner’s/Operator’s Engineer’s Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. Prepare the electronic Notice of Intent (eNOI) (see Appendix B) and sign the “SWPPP Preparer Certification Form.” Forward the Owner/Operator Certification Form to the Owner/Operator for signature. 3. Provide copies of the SWPPP to the Town of West Seneca once all signatures and attachments are complete. 4. Enter Contractor’s information in Section 7.5 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Qualified Inspector, Contractor, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. Stormwater Pollution Prevention Plan Page 29 2241067 Page 115 of 849

6. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 7.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix B and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating conditions at all times. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 3. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Contractor that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Subcontractor’s Certification Form contained within Appendix B, then forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5 of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book, prior to mobilization on-site. 5. Participate in a pre-construction meeting which shall include the Town of West Seneca representative, Owner/Operator, Owner’s/Operator’s Engineer, Qualified Inspector, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. If Contractor plans on utilizing adjacent properties for material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer so that the SWPPP can be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition at all times. Prepare and retain written documentation of inspections as well as of Stormwater Pollution Prevention Plan Page 30 2241067 Page 116 of 849

all repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Begin implementing corrective actions within one (1) business day of receipt of notification by the Qualified Inspector/Qualified Professional of any corrective actions. For corrective actions not requiring engineering design, the contractor must begin implementing corrective actions within one business day and complete the corrective actions within five business days. For corrective actions requiring engineering design, the engineering design process must begin within five business days and the contractor must complete the corrective action in a reasonable time frame but no later than 60 calendar days. 10. Maintain a record of the date(s) and location(s) that soil restoration is performed in accordance with the accompanying plans and NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” dated April 2008. A copy of this publication is provided in Appendix H. The record that is to be maintained shall be a copy of the overall site grading plan delineating the area(s) and date(s) that the soil was restored. 11. Upon completion of all construction at the site, the contractor responsible for overall SWPPP Compliance shall sign the certification on their Contractor Certification Form indicating that: a.) all temporary erosion and sediment control measures have been removed from the site, b.) the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” and c.) all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities 1. Participate in a pre-construction meeting with the Town of West Seneca representative, Owner/Operator, Owner/Operator’s Engineer, Contractor, and their subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 2. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 3. Provide on-site inspections to determine compliance with the SWPPP. Site inspections shall occur at an interval of at least once every seven calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix F. 4. Prepare an inspection report subsequent to each and every inspection that shall include/address the items listed in Part IV.C.4 of GP-0-25-001. Sign all inspection reports and maintain on site with the SWPPP. 5. Notify the owner/operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. Stormwater Pollution Prevention Plan Page 31 2241067 Page 117 of 849

6. Prepare a construction Site Log Book to be used as a record of all inspection reports generated throughout the duration of construction. Ensure that the construction Site Log Book is maintained and kept up-to-date throughout the duration of construction. 7. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, soil restoration, inspections, and maintenance logs. 8. Based on the as-built survey and material testing certifications performed by others, the Qualified Professional shall perform evaluations of the completed stormwater management practices to determine whether they were constructed in accordance with this SWPPP. 9. The Qualified Professional shall conduct a final site assessment and prepare a certification letter to the Owner/Operator indicating that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, review of the completed topographic survey, and evaluation of the completed stormwater management facilities, the stormwater management facilities have been constructed substantially in accordance with the contract documents and should function as designed. 10. Prepare the Notice of Termination (NOT). The Qualified Professional shall sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Practices) and forward the NOT to the Owner/Operator for signature on Certification VIII (Owner/Operator Certification). 11. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 12. Transfer the SWPPP documents, along with all NOI's, LOA, permit certificates, NOT's, LOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. Stormwater Pollution Prevention Plan Page 32 2241067 Page 118 of 849

7.5 SWPPP Participants 1. Owner’s/Operator’s Engineer 3: Kristopher Winkler, PE LaBella Associates, DPC 300 Pearl Street, Suite 130 Buffalo, NY 14202 Phone: (716) 483-3153 2. Owner/Operator 4: Home Leasing 75 South Clinton Avenue, Suite 700, Rochester, NY 14604 Phone: 585-262-6210 3. Contractor5,6: Name and Title: Company Name: Mailing Address: Phone: Fax: 3 Refer to Appendix B for the SWPPP Preparer Certification Form. 4 Refer to Appendix B for the Owner/Operator Certification Form. 5 Refer to Appendix B for Contractor and Subcontractor Certification Form. 6 Contractor’s information to be entered once the Contractor has been selected. Stormwater Pollution Prevention Plan Page 33 2241067 Page 119 of 849

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Appendix A : FIGURES A-1: Site Location Map A-2: Soils Map A-3: Historic Places Screening Map A-4: Environmental Resource Map A-5: Environmental Review Documentation A-6: FEMA Firm Map A-7: Pre-Development Watershed Delineation Map A-8: Post-Development Watershed Delineation Map Page 121 of 849

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HARLEM ROAD D R OA EK RE G AC YU CA \\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App PROJECT LOCATION cts\92100-92199\92112.00 - CONFIDENTIAL - WOH Gross Wetland Violation\DWG\9 CLIN TON STR EET A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:40 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SITE LOCATION MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-1 Page 123 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:42 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS MAP 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2a Page 125 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:43 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS LEGEND -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2b Page 127 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: SOILS TABLE -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-2c Page 129 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg Missing or invalid reference It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:45 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is SWPPP FIGURE - NOT FOR CONSTRUCTION altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and File: ..\references\A-3 Historic Places Screening Map (CRIS)\Titleblock - 8 DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: HISTORIC PLACES SCREENING MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-3 Page 131 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appendix A\A_App A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:47 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: ENVIRONMENTAL RESOURCE MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-4 Page 133 of 849

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\\cash.lab\u\Projects\Home Leasing Services\2241067 - Affordable Housing West Seneca\05_Design\Civil\LD-LA\Stormwater\Parts\Appen A_FIGURES.dwg It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:29:50 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: FEMA FIRM MAP -- 04/20/2026 2241067 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2022 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON ST, WEST SENECA, NY 14224 A-5 Page 135 of 849

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AP-1 593.19 594.95 594.92 602.49 602.51 ES-1 ES-2 DS DS 600.04 FLAG POLE MB LEGEND SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 10:59:33 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and SWPPP FIGURE - NOT FOR CONSTRUCTION N DRAWING NAME: date of such alteration, and a specific description of the alteration. DRAWN BY: DATE: PROJECT NO.: PRE-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-6 Page 143 of 849

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AP-1 593.19 600.14 PS-7 599 600 601 PS-1 594.92 599 602.51 600 599 598 60 600 598 599 599 600 600 597 09098 597 598 599 1 600 6559 60 0 600 PS-6 600 600 598 599 599 600 600 595 596 597 598 600 600 PS-5 599 600599 FFE=600.75' 55 98765 600 60909 59 600 600 60 600 0 599 599 600 599 PS-2 599 59 599 9 599 599 599 595 596 598 597 600 600 598 599 598 599 599 DS 600 PS-3 DS 559998778 600 559 559999876 00 5599678 6 600 PS-4 59 559998766 PS-8 59 9 5599789 599.84 9 598 59 8 7 5 5965 59 595 598.87 9 59678 59 59 99 55595678 559 9998765 598 LEGEND 606.31 607.17 SUBCATCHMENT BOUNDARY Tc PATH # SUBCATCHMENT # REACH POND # It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, ISSUED FOR: 4/20/2026 11:02:52 AM professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is N altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. SWPPP FIGURE - NOT FOR CONSTRUCTION DRAWING NAME: DRAWN BY: DATE: PROJECT NO.: POST-DEVELOPMENT WATERSHED DELINEATION MAP 04/20/2026 2241067 VERSION 21.1 300 State Street, Suite 201 Rochester, NY 14614 PROJECT NAME: DRAWING NUMBER: 585-454-6110 labellapc.com © 2026 LaBella Associates WEST SENECA APARTMENTS 2544 CLINTON STREET, BUFFALO, NY 14224 A-7 Page 145 of 849

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Appendix B : FORMS Notice of Intent (NOI) Draft MS4 SWPPP Acceptance Form SWPPP Preparer Certification Form Owner/Operator Certification Form Contractor and Subcontractor Certification Forms Notice of Termination (NOT) Page 147 of 849

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MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. Telephone Number: Page 1 of 2 Page 149 of 849

MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYSDEC - MS4 SWPPP Acceptance Form - January 2025) Page 2 of 2 Page 150 of 849

SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: eNOI Submission ID: Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised: January 2025 Page 151 of 849

Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner/Operator First Name MI Owner/Operator Last Name ___________________________________________________________ Signature ________________________________ Date Revised: January 2025 Page 152 of 849

Stormwater Pollution Prevention Plan Contractor Certification Statement (Responsible for overall SWPPP Compliance) West Seneca Town of West Seneca, Erie County, New York This is to certify that the following contracting firm will be responsible for installing, constructing, repairing, inspecting and/or maintaining the erosion and sediment control practices and post-construction stormwater management control practices required by the SWPPP. Contracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 1 Responsible for SWPPP Implementation (Provide name, title, and date of last training) _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Prior to commencement of construction activity, the following certification shall be issued: I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations Printed Name: Title/Position: Signature: Date: Upon completion of construction activities, the following certification shall be issued, prior to issuance of the NOT: I hereby certify that that all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. I further certify that all temporary erosion and sediment control measures have been removed from the site, and that the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction”. Printed Name: Title/Position: Signature: Date: 1 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company that meets the “qualified inspector” qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 153 of 849

Stormwater Pollution Prevention Plan Subcontractor Certification Statement (whose work involves soil disturbance) West Seneca Town of West Seneca, Erie County, New York Each Subcontractor whose work will involve soil disturbance of any kind is required to complete and sign this Certification Statement before commencing any construction activity at the site. This completed Certification Statement(s) shall be maintained at the construction site in the Site Log Book. Subcontracting Firm Information Name: Address: Telephone & Fax: Trained Contractor(s) 2 Responsible for SWPPP Implementation (Provide name, title, and date of last training) Prior to commencement of construction activities, the following certification shall be issued: I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations Printed Name: Title/Position: Signature: Date: 2 “Trained Contractor” means an employee from a contracting (construction) company that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the “trained contractor” shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company that meets the “qualified inspector” qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registe red Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil an d Water Conservation District, or other Department endorsed entity). The “Trained Contractor” will be responsible for the day to day implementation of the SWPPP. Page 154 of 849

eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date: Page 155 of 849

eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 156 of 849

eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 157 of 849

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Appendix c: Project evaluation and design calculations Page 159 of 849

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P= 1.00 inch Total Area Existing Imperv Proposed Imperv Existing Disturbed Imperv Reduction AREA (Acres) (Acres) (Acres) Imperv Area (Acres) (Acres) TO ALTERNATIVE PRACTICES 2.13 0.47 1.91 0.47 0% TO AREA REDUCTION SMPS SITE REMAINING AREA 3.55 0.59 1.07 0.35 0% TOTAL SITE 5.68 1.06 2.98 0.82 0% Water Quality Volume Calculation Exist Disturbed Imperv Imperv Area (NEW Percent TOTAL WQV Total Area WQv WQv Adjusted New Development / Redevelopment WQv Treatment % Area (REDEVELOPMENT) DEVELOPMENT) Impervious Rv REQUIRED System Generated Notes (Acres) (ft 3 ) (ft 3 ) (Acres) (Acres) % (ft 3 ) REDEVELOPMENT ALTERNATIVE 75% 0.47 0.47 - 100% 0.95 1,621 1,216 NEW DEVELOPMENT ALTERNATIVE 100% 1.66 - 1.44 87% 0.83 5,006 5,006 8,672 REDEVELOPMENT REMAINING AREA 25% 0.35 0.35 - 100% 0.95 1,207 302 NEW DEVELOPMENT REMAINING AREA 100% 3.20 - 0.48 15% 0.19 2,149 2,149 Minimum Runoff Reduction Volume Calculation Total Impervious Area Added Percent MINIMUM RRv Weighted S AREA (NEW DEVELOPMENT) Soil Group A % Soil Group B % Soil Group C % Soil Group D % Impervious Rv REQUIRED System Generated Notes Factor 3 (Acres) % (ft ) TOTAL SITE 1.92 0% 0% 0% 100% 100% 0.95 0.20 1,324 Page 161 of 849

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Step 2 - Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? Redevelopment with increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % Filtration 1 0.63 0.22 34 0.36 817 Bioretention Flow Based 2 1.70 1.48 87 0.83 5,144 Alternative Practice Filtration 3 0.65 0.22 33 0.35 829 Bioretention Filtration 4 0.68 0.48 71 0.69 1,692 Bioretention Flow Based 5 0.43 0.43 100 0.95 1,483 Alternative Practice 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 4.09 2.82 69 0.67 9964 Required WQv Page 163 of 849

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 1 0.63 0.22 34 0.36 817 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 340 sf Enter Provided Filter Area Af 340 sf Recalculated Water Quality Volume (based on WQv calc 816 cf provided filter area) Calculate Runoff Reduction RRv Provided 326 cf This is the portion of the WQv that is not reduced in WQv Treated 491 cf the practice. Page 165 of 849

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 3 0.65 0.22 33 0.35 829 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 345 sf Enter Provided Filter Area Af 348 sf Recalculated Water Quality Volume (based on WQv calc 835.2 cf provided filter area) Calculate Runoff Reduction RRv Provided 334 cf This is the portion of the WQv that is not reduced in WQv Treated 495 cf the practice. Page 167 of 849

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Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 4 0.68 0.48 71 0.69 1,692 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) 6 Enter depth to bedrock (ft) 6 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 1 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 705 sf Enter Provided Filter Area Af 705 sf Recalculated Water Quality Volume (based on WQv calc 1692 cf provided filter area) Calculate Runoff Reduction RRv Provided 677 cf This is the portion of the WQv that is not reduced in WQv Treated 1015 cf the practice. Page 169 of 849

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Water Quality Peak Flow Calclations NYSDEC Water Quality Volume (WQv) & Water Quality Peak Flow (Qp) Calculation Worksheet (REQUIRED Qp) PROJECT INFORMATION Total Drainage Area A: 2.09 ac Impervious Area I: 1.90 ac Percent Impervious 90.9 % NYSDEC 90% Rainfall P: 1.00 in. Time of Concentration Tc: 0.27 hrs Rv: 0.87 WATER QUALITY VOLUME Water Quality Volume WQv=([(P)*(Rv)*(A)]/12)*43560 WQv: 6,587 cf WATER QUALITY PEAK FLOW (NEW DEVELOPMENT) Runoff Volume Q=WQv/(A*3600) Q: 0.87 in. 2 ½ CN=1000/(10+5*P+10*Q-10(Q +1.25*Q*P) ) CN: 98.80 CN Rounded CN: 99 CN < or = 98 CN: 98 Initial Abstraction (Ia=200/CN-2) Ia: 0.04 in. RATIO R=Ia/P R: 0.04 2 C0 = A*R +B*R +C C0: 2.54 2 C1 = A*R +B*R +C C1: -0.58 2 C2 = A*R +B*R +C C2: -0.17 2 Unit Peak Discharge qu=10^(C0+C1*Log(Tc)+C2*(log(Tc)) ) qu: 663.03 cfs/mi2/in Water Quality Peak Flow Qp=qu*A*Q/640 (100%) Qp: 1.88 cfs REDVELOPMENT Impeverious Area Reduction IC 0.00 % WQv Treatment by Standard Practice SP 0.00 % Runoff Reduction RR 0.00 % Req. WQv% By Alt. Practice AP=(25-(% IC+%SP+%RR))*3: AP 75.0 % Required Water Quality Peak Flow RD QP=(Qp*AP): RD Qp: 1.41 cfs Page 1 of 1 Page 171 of 849

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Appendix d: Pre-development stormwater modeling Page 173 of 849

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ES-1 W Site AP-1 Cayuga Creek ES-2 E Site Subcat Reach Pond Link Routing Diagram for D_App D_Pre-Development Model Prepared by Labella Associates, Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 175 of 849

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D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 10-yr NY-West Seneca 24-hr S1 10-yr Default 24.00 1 3.14 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 177 of 849

D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 10.061 80 >75% Grass cover, Good, HSG D (ES-1, ES-2) 1.056 98 Paved parking, HSG D (ES-1, ES-2) 11.117 82 TOTAL AREA Page 178 of 849

D_App D_Pre-Development Model Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 11.117 HSG D ES-1, ES-2 0.000 Other 11.117 TOTAL AREA Page 179 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=0.53" Flow Length=391' Tc=14.0 min CN=82 Runoff=4.22 cfs 0.344 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=0.49" Flow Length=390' Tc=19.4 min CN=81 Runoff=1.42 cfs 0.139 af Reach AP-1: Cayuga Creek Inflow=5.48 cfs 0.483 af Outflow=5.48 cfs 0.483 af Total Runoff Area = 11.117 ac Runoff Volume = 0.483 af Average Runoff Depth = 0.52" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 180 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ES-1: W Site Runoff = 4.22 cfs @ 12.16 hrs, Volume= 0.344 af, Depth= 0.53" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 4.22 cfs NY-West Seneca 24-hr S1 1-yr 4 Rainfall=1.82" Runoff Area=337,194 sf Runoff Volume=0.344 af 3 Runoff Depth=0.53" Flow (cfs) Flow Length=391' Tc=14.0 min 2 CN=82 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 181 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ES-2: E Site Runoff = 1.42 cfs @ 12.25 hrs, Volume= 0.139 af, Depth= 0.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 1.42 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=147,058 sf Runoff Volume=0.139 af 1 Runoff Depth=0.49" Flow (cfs) Flow Length=390' Tc=19.4 min CN=81 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 182 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 0.52" for 1-yr event Inflow = 5.48 cfs @ 12.18 hrs, Volume= 0.483 af Outflow = 5.48 cfs @ 12.18 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 5.48 cfs Outflow 6 5.48 cfs Inflow Area=11.117 ac 5 4 Flow (cfs) 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 183 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 9 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=1.49" Flow Length=391' Tc=14.0 min CN=82 Runoff=12.32 cfs 0.961 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=1.42" Flow Length=390' Tc=19.4 min CN=81 Runoff=4.40 cfs 0.400 af Reach AP-1: Cayuga Creek Inflow=16.27 cfs 1.361 af Outflow=16.27 cfs 1.361 af Total Runoff Area = 11.117 ac Runoff Volume = 1.361 af Average Runoff Depth = 1.47" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 184 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment ES-1: W Site Runoff = 12.32 cfs @ 12.15 hrs, Volume= 0.961 af, Depth= 1.49" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph Runoff 13 12.32 cfs 12 NY-West Seneca 24-hr S1 10-yr 11 Rainfall=3.14" 10 Runoff Area=337,194 sf Runoff Volume=0.961 af 9 Runoff Depth=1.49" 8 Flow (cfs) Flow Length=391' 7 Tc=14.0 min 6 CN=82 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 185 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment ES-2: E Site Runoff = 4.40 cfs @ 12.23 hrs, Volume= 0.400 af, Depth= 1.42" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 4.40 cfs NY-West Seneca 24-hr S1 10-yr 4 Rainfall=3.14" Runoff Area=147,058 sf Runoff Volume=0.400 af 3 Runoff Depth=1.42" Flow (cfs) Flow Length=390' Tc=19.4 min 2 CN=81 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 186 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 1.47" for 10-yr event Inflow = 16.27 cfs @ 12.17 hrs, Volume= 1.361 af Outflow = 16.27 cfs @ 12.17 hrs, Volume= 1.361 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 18 16.27 cfs Outflow 16.27 cfs 17 16 Inflow Area=11.117 ac 15 14 13 12 11 Flow (cfs) 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 187 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 13 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment ES-1: W Site Runoff Area=337,194 sf 11.34% Impervious Runoff Depth=3.28" Flow Length=391' Tc=14.0 min CN=82 Runoff=27.59 cfs 2.114 af Subcatchment ES-2: E Site Runoff Area=147,058 sf 5.28% Impervious Runoff Depth=3.18" Flow Length=390' Tc=19.4 min CN=81 Runoff=10.17 cfs 0.895 af Reach AP-1: Cayuga Creek Inflow=36.80 cfs 3.008 af Outflow=36.80 cfs 3.008 af Total Runoff Area = 11.117 ac Runoff Volume = 3.008 af Average Runoff Depth = 3.25" 90.50% Pervious = 10.061 ac 9.50% Impervious = 1.056 ac Page 188 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment ES-1: W Site Runoff = 27.59 cfs @ 12.15 hrs, Volume= 2.114 af, Depth= 3.28" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 38,223 98 Paved parking, HSG D 298,971 80 >75% Grass cover, Good, HSG D 337,194 82 Weighted Average 298,971 88.66% Pervious Area 38,223 11.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment ES-1: W Site Hydrograph 30 Runoff 27.59 cfs 28 NY-West Seneca 24-hr S1 100-yr 26 Rainfall=5.22" 24 Runoff Area=337,194 sf 22 Runoff Volume=2.114 af 20 Runoff Depth=3.28" 18 Flow Length=391' Flow (cfs) 16 Tc=14.0 min 14 CN=82 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 189 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment ES-2: E Site Runoff = 10.17 cfs @ 12.22 hrs, Volume= 0.895 af, Depth= 3.18" Routed to Reach AP-1 : Cayuga Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 7,764 98 Paved parking, HSG D 139,294 80 >75% Grass cover, Good, HSG D 147,058 81 Weighted Average 139,294 94.72% Pervious Area 7,764 5.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0150 0.13 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 6.1 290 0.0130 0.80 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 19.4 390 Total Subcatchment ES-2: E Site Hydrograph Runoff 11 10.17 cfs 10 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 9 Runoff Area=147,058 sf 8 Runoff Volume=0.895 af 7 Runoff Depth=3.18" Flow Length=390' Flow (cfs) 6 Tc=19.4 min 5 CN=81 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 190 of 849

D_App D_Pre-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Reach AP-1: Cayuga Creek Inflow Area = 11.117 ac, 9.50% Impervious, Inflow Depth = 3.25" for 100-yr event Inflow = 36.80 cfs @ 12.16 hrs, Volume= 3.008 af Outflow = 36.80 cfs @ 12.16 hrs, Volume= 3.008 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach AP-1: Cayuga Creek Hydrograph Inflow 36.80 cfs Outflow 40 36.80 cfs 38 36 Inflow Area=11.117 ac 34 32 30 28 26 24 Flow (cfs) 22 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 191 of 849

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 17 Events for Subcatchment ES-1: W Site Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 4.22 0.344 0.53 10-yr 3.14 12.32 0.961 1.49 100-yr 5.22 27.59 2.114 3.28 Page 192 of 849

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 18 Events for Subcatchment ES-2: E Site Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.42 0.139 0.49 10-yr 3.14 4.40 0.400 1.42 100-yr 5.22 10.17 0.895 3.18 Page 193 of 849

D_App D_Pre-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/17/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 19 Events for Reach AP-1: Cayuga Creek Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 5.48 5.48 0.00 0 10-yr 16.27 16.27 0.00 0 100-yr 36.80 36.80 0.00 0 Page 194 of 849

Appendix e: Post development stormwater modeling Page 195 of 849

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PS-1 BIO-1 Filtration Bioretention PS-6 PS-2 CH-1 DP-1 PS-7 Chambers Design Point PS-5 PS-8 PS-3 BIO-2 Filtration Bioretention PS-4 BIO-3 Filtration Bioretention Subcat Reach Pond Link Routing Diagram for E_App E_Post-Development Model Prepared by Labella Associates, Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 197 of 849

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr NY-West Seneca 24-hr S1 1-yr Default 24.00 1 1.82 2 2 10-yr NY-West Seneca 24-hr S1 10-yr Default 24.00 1 3.14 2 3 100-yr NY-West Seneca 24-hr S1 100-yr Default 24.00 1 5.22 2 Page 198 of 849

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 8.107 80 >75% Grass cover, Good, HSG D (PS-1, PS-2, PS-3, PS-4, PS-7, PS-8) 2.967 98 Paved parking, HSG D (PS-1, PS-2, PS-3, PS-4, PS-5, PS-6) 11.074 85 TOTAL AREA Page 199 of 849

E_App E_Post-Development Model Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 11.074 HSG D PS-1, PS-2, PS-3, PS-4, PS-5, PS-6, PS-7, PS-8 0.000 Other 11.074 TOTAL AREA Page 200 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=0.72" Tc=6.0 min CN=86 Runoff=0.72 cfs 0.038 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=1.40" Tc=6.0 min CN=96 Runoff=3.74 cfs 0.194 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=0.72" Tc=6.0 min CN=86 Runoff=0.74 cfs 0.039 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=1.15" Tc=6.0 min CN=93 Runoff=1.28 cfs 0.065 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=1.06 cfs 0.057 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=1.60" Tc=6.0 min CN=98 Runoff=0.37 cfs 0.020 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=391' Tc=14.0 min CN=80 Runoff=2.49 cfs 0.215 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=0.46" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=0.40 cfs 0.047 af Reach DP-1: Design Point Inflow=4.12 cfs 0.674 af Outflow=4.12 cfs 0.674 af Pond BIO-1: Filtration Bioretention Peak Elev=598.98' Storage=994 cf Inflow=0.72 cfs 0.038 af Primary=0.02 cfs 0.038 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.038 af Pond BIO-2: Filtration Bioretention Peak Elev=596.95' Storage=1,010 cf Inflow=0.74 cfs 0.039 af Primary=0.02 cfs 0.039 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.039 af Pond BIO-3: Filtration Bioretention Peak Elev=595.92' Storage=1,729 cf Inflow=1.28 cfs 0.065 af Primary=0.04 cfs 0.065 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.065 af Pond CH-1: Chambers Peak Elev=592.38' Storage=0.079 af Inflow=4.80 cfs 0.251 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=1.18 cfs 0.251 af Total Runoff Area = 11.074 ac Runoff Volume = 0.674 af Average Runoff Depth = 0.73" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 201 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment PS-1: Runoff = 0.72 cfs @ 12.04 hrs, Volume= 0.038 af, Depth= 0.72" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph 0.8 Runoff 0.75 0.72 cfs 0.7 NY-West Seneca 24-hr S1 1-yr 0.65 Rainfall=1.82" 0.6 Runoff Area=27,596 sf 0.55 Runoff Volume=0.038 af 0.5 Runoff Depth=0.72" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=86 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 202 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment PS-2: Runoff = 3.74 cfs @ 12.04 hrs, Volume= 0.194 af, Depth= 1.40" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph Runoff 4 3.74 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 3 Runoff Area=72,316 sf Runoff Volume=0.194 af Runoff Depth=1.40" Flow (cfs) Tc=6.0 min 2 CN=96 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 203 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PS-3: Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth= 0.72" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph 0.8 Runoff 0.74 cfs 0.75 NY-West Seneca 24-hr S1 1-yr 0.7 Rainfall=1.82" 0.65 0.6 Runoff Area=28,267 sf 0.55 Runoff Volume=0.039 af 0.5 Runoff Depth=0.72" Flow (cfs) 0.45 Tc=6.0 min 0.4 CN=86 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 204 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PS-4: Runoff = 1.28 cfs @ 12.04 hrs, Volume= 0.065 af, Depth= 1.15" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 1.28 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Runoff Area=29,485 sf 1 Runoff Volume=0.065 af Runoff Depth=1.15" Flow (cfs) Tc=6.0 min CN=93 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 205 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PS-5: Runoff = 1.06 cfs @ 12.04 hrs, Volume= 0.057 af, Depth= 1.60" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 1.06 cfs NY-West Seneca 24-hr S1 1-yr 1 Rainfall=1.82" Runoff Area=18,756 sf Runoff Volume=0.057 af Runoff Depth=1.60" Flow (cfs) Tc=6.0 min CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 206 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PS-6: Runoff = 0.37 cfs @ 12.04 hrs, Volume= 0.020 af, Depth= 1.60" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.4 0.37 cfs 0.38 0.36 NY-West Seneca 24-hr S1 1-yr 0.34 Rainfall=1.82" 0.32 Runoff Area=6,622 sf 0.3 0.28 Runoff Volume=0.020 af 0.26 Runoff Depth=1.60" 0.24 Flow (cfs) 0.22 Tc=6.0 min 0.2 CN=98 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 207 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PS-7: Runoff = 2.49 cfs @ 12.17 hrs, Volume= 0.215 af, Depth= 0.46" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph Runoff 2.49 cfs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" 2 Runoff Area=245,856 sf Runoff Volume=0.215 af Runoff Depth=0.46" Flow (cfs) Flow Length=391' Tc=14.0 min 1 CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 208 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PS-8: Runoff = 0.40 cfs @ 12.36 hrs, Volume= 0.047 af, Depth= 0.46" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph 0.44 Runoff 0.42 0.40 cfs 0.4 NY-West Seneca 24-hr S1 1-yr 0.38 0.36 Rainfall=1.82" 0.34 Runoff Area=53,474 sf 0.32 0.3 Runoff Volume=0.047 af 0.28 Runoff Depth=0.46" 0.26 Flow (cfs) 0.24 Flow Length=821' 0.22 Slope=0.0100 '/' 0.2 0.18 Tc=25.7 min 0.16 CN=80 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 209 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 0.73" for 1-yr event Inflow = 4.12 cfs @ 12.18 hrs, Volume= 0.674 af Outflow = 4.12 cfs @ 12.18 hrs, Volume= 0.674 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 4.12 cfs Outflow 4.12 cfs Inflow Area=11.074 ac 4 3 Flow (cfs) 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 210 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 0.72 cfs @ 12.04 hrs, Volume= 0.038 af Outflow = 0.02 cfs @ 15.87 hrs, Volume= 0.038 af, Atten= 97%, Lag= 229.9 min Primary = 0.02 cfs @ 15.87 hrs, Volume= 0.038 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 598.98' @ 15.87 hrs Surf.Area= 1,679 sf Storage= 994 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= 645.9 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 646.0 min ( 1,495.6 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 15.87 hrs HW=598.98' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 5.10 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 211 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 16 Pond BIO-1: Filtration Bioretention Hydrograph 0.72 cfs Inflow Outflow Inflow Area=0.634 ac Primary Secondary Tertiary 0.8 0.75 Peak Elev=598.98' 0.7 Storage=994 cf 0.65 0.6 0.55 0.5 Flow (cfs) 0.45 0.4 0.35 0.3 0.25 0.2 0.02 cfs 0.15 0.02 cfs 0.1 0.00 cfs 0.00 cfs 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 212 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 0.72" for 1-yr event Inflow = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af Outflow = 0.02 cfs @ 15.70 hrs, Volume= 0.039 af, Atten= 97%, Lag= 219.6 min Primary = 0.02 cfs @ 15.70 hrs, Volume= 0.039 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.95' @ 15.70 hrs Surf.Area= 1,776 sf Storage= 1,010 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= 621.3 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 621.4 min ( 1,471.1 - 849.7 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 15.70 hrs HW=596.95' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 4.75 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 213 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 18 Pond BIO-2: Filtration Bioretention Hydrograph 0.74 cfs Inflow Outflow Inflow Area=0.649 ac Primary Secondary Tertiary 0.8 Peak Elev=596.95' 0.75 0.7 Storage=1,010 cf 0.65 0.6 0.55 0.5 Flow (cfs) 0.45 0.4 0.35 0.3 0.25 0.2 0.02 cfs 0.15 0.02 cfs 0.1 0.00 cfs 0.00 cfs 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 214 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 19 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 1.15" for 1-yr event Inflow = 1.28 cfs @ 12.04 hrs, Volume= 0.065 af Outflow = 0.04 cfs @ 14.68 hrs, Volume= 0.065 af, Atten= 97%, Lag= 158.5 min Primary = 0.04 cfs @ 14.68 hrs, Volume= 0.065 af Routed to Reach DP-1 : Design Point Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 595.92' @ 14.68 hrs Surf.Area= 3,049 sf Storage= 1,729 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 587.3 min ( 1,401.4 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 14.68 hrs HW=595.92' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 0.00 cfs of 5.10 cfs potential flow) 2=Overflow Grate ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 215 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 20 Pond BIO-3: Filtration Bioretention Hydrograph 1.28 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary Peak Elev=595.92' Storage=1,729 cf 1 Flow (cfs) 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 216 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 1.44" for 1-yr event Inflow = 4.80 cfs @ 12.04 hrs, Volume= 0.251 af Outflow = 1.18 cfs @ 12.29 hrs, Volume= 0.251 af, Atten= 75%, Lag= 15.4 min Primary = 1.18 cfs @ 12.29 hrs, Volume= 0.251 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 592.38' @ 12.29 hrs Surf.Area= 0.127 ac Storage= 0.079 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 60.5 min calculated for 0.251 af (100% of inflow) Center-of-Mass det. time= 60.2 min ( 847.2 - 787.0 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.18 cfs @ 12.29 hrs HW=592.38' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.18 cfs @ 3.38 fps) Page 217 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 22 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 218 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 1-yr Rainfall=1.82" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 23 Pond CH-1: Chambers Hydrograph Inflow 4.80 cfs Primary 5 Inflow Area=2.091 ac Peak Elev=592.38' 4 Storage=0.079 af 8.0" Flow (cfs) 3 Round Culvert n=0.013 2 L=25.0' 1.18 cfs S=0.0100 '/' 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 219 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 24 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=1.78" Tc=6.0 min CN=86 Runoff=1.71 cfs 0.094 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=2.69" Tc=6.0 min CN=96 Runoff=6.39 cfs 0.372 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=1.78" Tc=6.0 min CN=86 Runoff=1.75 cfs 0.096 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=2.39" Tc=6.0 min CN=93 Runoff=2.39 cfs 0.135 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=2.91" Tc=6.0 min CN=98 Runoff=1.72 cfs 0.104 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=2.91" Tc=6.0 min CN=98 Runoff=0.61 cfs 0.037 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=391' Tc=14.0 min CN=80 Runoff=8.08 cfs 0.638 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=1.32 cfs 0.139 af Reach DP-1: Design Point Inflow=13.96 cfs 1.615 af Outflow=13.96 cfs 1.615 af Pond BIO-1: Filtration Bioretention Peak Elev=599.12' Storage=1,232 cf Inflow=1.71 cfs 0.094 af Primary=0.02 cfs 0.045 af Secondary=1.10 cfs 0.049 af Tertiary=0.00 cfs 0.000 af Outflow=1.12 cfs 0.094 af Pond BIO-2: Filtration Bioretention Peak Elev=597.12' Storage=1,319 cf Inflow=1.75 cfs 0.096 af Primary=0.02 cfs 0.048 af Secondary=1.04 cfs 0.048 af Tertiary=0.00 cfs 0.000 af Outflow=1.06 cfs 0.096 af Pond BIO-3: Filtration Bioretention Peak Elev=596.12' Storage=2,359 cf Inflow=2.39 cfs 0.135 af Primary=0.04 cfs 0.084 af Secondary=1.03 cfs 0.050 af Tertiary=0.00 cfs 0.000 af Outflow=1.07 cfs 0.135 af Pond CH-1: Chambers Peak Elev=593.15' Storage=0.161 af Inflow=8.11 cfs 0.476 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=1.66 cfs 0.476 af Total Runoff Area = 11.074 ac Runoff Volume = 1.615 af Average Runoff Depth = 1.75" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 220 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment PS-1: Runoff = 1.71 cfs @ 12.04 hrs, Volume= 0.094 af, Depth= 1.78" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 1.71 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=27,596 sf Runoff Volume=0.094 af Runoff Depth=1.78" Flow (cfs) 1 Tc=6.0 min CN=86 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 221 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment PS-2: Runoff = 6.39 cfs @ 12.04 hrs, Volume= 0.372 af, Depth= 2.69" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 7 Runoff 6.39 cfs NY-West Seneca 24-hr S1 10-yr 6 Rainfall=3.14" Runoff Area=72,316 sf 5 Runoff Volume=0.372 af Runoff Depth=2.69" Flow (cfs) 4 Tc=6.0 min CN=96 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 222 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment PS-3: Runoff = 1.75 cfs @ 12.04 hrs, Volume= 0.096 af, Depth= 1.78" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 1.75 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=28,267 sf Runoff Volume=0.096 af Runoff Depth=1.78" Flow (cfs) Tc=6.0 min 1 CN=86 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 223 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment PS-4: Runoff = 2.39 cfs @ 12.04 hrs, Volume= 0.135 af, Depth= 2.39" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 2.39 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" 2 Runoff Area=29,485 sf Runoff Volume=0.135 af Runoff Depth=2.39" Flow (cfs) Tc=6.0 min CN=93 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 224 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment PS-5: Runoff = 1.72 cfs @ 12.04 hrs, Volume= 0.104 af, Depth= 2.91" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 1.72 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=18,756 sf Runoff Volume=0.104 af Runoff Depth=2.91" Flow (cfs) 1 Tc=6.0 min CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 225 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment PS-6: Runoff = 0.61 cfs @ 12.04 hrs, Volume= 0.037 af, Depth= 2.91" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 0.65 0.61 cfs 0.6 NY-West Seneca 24-hr S1 10-yr 0.55 Rainfall=3.14" 0.5 Runoff Area=6,622 sf 0.45 Runoff Volume=0.037 af 0.4 Runoff Depth=2.91" Flow (cfs) Tc=6.0 min 0.35 CN=98 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 226 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment PS-7: Runoff = 8.08 cfs @ 12.15 hrs, Volume= 0.638 af, Depth= 1.36" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph 9 Runoff 8.08 cfs 8 NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" 7 Runoff Area=245,856 sf 6 Runoff Volume=0.638 af Runoff Depth=1.36" Flow (cfs) 5 Flow Length=391' Tc=14.0 min 4 CN=80 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 227 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment PS-8: Runoff = 1.32 cfs @ 12.32 hrs, Volume= 0.139 af, Depth= 1.36" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 1.32 cfs NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Runoff Area=53,474 sf 1 Runoff Volume=0.139 af Runoff Depth=1.36" Flow (cfs) Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 228 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 33 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 1.75" for 10-yr event Inflow = 13.96 cfs @ 12.15 hrs, Volume= 1.615 af Outflow = 13.96 cfs @ 12.15 hrs, Volume= 1.615 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 13.96 cfs Outflow 15 13.96 cfs 14 Inflow Area=11.074 ac 13 12 11 10 9 Flow (cfs) 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 229 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 1.78" for 10-yr event Inflow = 1.71 cfs @ 12.04 hrs, Volume= 0.094 af Outflow = 1.12 cfs @ 12.12 hrs, Volume= 0.094 af, Atten= 34%, Lag= 4.6 min Primary = 0.02 cfs @ 12.12 hrs, Volume= 0.045 af Routed to Reach DP-1 : Design Point Secondary = 1.10 cfs @ 12.12 hrs, Volume= 0.049 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.12' @ 12.12 hrs Surf.Area= 1,797 sf Storage= 1,232 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= 326.2 min calculated for 0.094 af (100% of inflow) Center-of-Mass det. time= 326.4 min ( 1,148.5 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.12 hrs HW=599.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.10 cfs @ 12.12 hrs HW=599.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.10 cfs of 6.00 cfs potential flow) 2=Overflow Grate (Weir Controls 1.10 cfs @ 1.14 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 230 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 35 Pond BIO-1: Filtration Bioretention Hydrograph 1.71 cfs Inflow Outflow Inflow Area=0.634 ac Primary Secondary Tertiary Peak Elev=599.12' Storage=1,232 cf 1.12 cfs 1.10 cfs Flow (cfs) 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 231 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 36 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 1.78" for 10-yr event Inflow = 1.75 cfs @ 12.04 hrs, Volume= 0.096 af Outflow = 1.06 cfs @ 12.13 hrs, Volume= 0.096 af, Atten= 39%, Lag= 5.6 min Primary = 0.02 cfs @ 12.13 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Secondary = 1.04 cfs @ 12.13 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.12' @ 12.13 hrs Surf.Area= 1,941 sf Storage= 1,319 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= 339.7 min calculated for 0.096 af (100% of inflow) Center-of-Mass det. time= 339.9 min ( 1,162.0 - 822.1 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.13 hrs HW=597.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.04 cfs @ 12.13 hrs HW=597.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.04 cfs of 5.54 cfs potential flow) 2=Overflow Grate (Weir Controls 1.04 cfs @ 1.11 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 232 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 37 Pond BIO-2: Filtration Bioretention Hydrograph 1.75 cfs Inflow Outflow Inflow Area=0.649 ac Primary Secondary Tertiary Peak Elev=597.12' Storage=1,319 cf 1.06 cfs 1.04 cfs Flow (cfs) 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 233 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 38 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 2.39" for 10-yr event Inflow = 2.39 cfs @ 12.04 hrs, Volume= 0.135 af Outflow = 1.07 cfs @ 12.18 hrs, Volume= 0.135 af, Atten= 55%, Lag= 8.6 min Primary = 0.04 cfs @ 12.18 hrs, Volume= 0.084 af Routed to Reach DP-1 : Design Point Secondary = 1.03 cfs @ 12.18 hrs, Volume= 0.050 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.12' @ 12.18 hrs Surf.Area= 3,334 sf Storage= 2,359 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 411.1 min ( 1,203.9 - 792.8 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 12.18 hrs HW=596.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=1.03 cfs @ 12.18 hrs HW=596.12' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 1.03 cfs of 6.00 cfs potential flow) 2=Overflow Grate (Weir Controls 1.03 cfs @ 1.11 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 234 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 39 Pond BIO-3: Filtration Bioretention Hydrograph 2.39 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary Peak Elev=596.12' Storage=2,359 cf 2 1.07 cfs Flow (cfs) 1.03 cfs 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 235 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 40 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 2.73" for 10-yr event Inflow = 8.11 cfs @ 12.04 hrs, Volume= 0.476 af Outflow = 1.66 cfs @ 12.48 hrs, Volume= 0.476 af, Atten= 80%, Lag= 26.9 min Primary = 1.66 cfs @ 12.48 hrs, Volume= 0.476 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 593.15' @ 12.48 hrs Surf.Area= 0.127 ac Storage= 0.161 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 60.0 min calculated for 0.476 af (100% of inflow) Center-of-Mass det. time= 59.7 min ( 829.9 - 770.2 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.66 cfs @ 12.48 hrs HW=593.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.66 cfs @ 4.75 fps) Page 236 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 41 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 237 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 10-yr Rainfall=3.14" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 42 Pond CH-1: Chambers Hydrograph Inflow 9 8.11 cfs Primary 8 Inflow Area=2.091 ac Peak Elev=593.15' 7 Storage=0.161 af 6 8.0" Flow (cfs) 5 Round Culvert 4 n=0.013 3 L=25.0' 2 1.66 cfs S=0.0100 '/' 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 238 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 43 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment PS-1: Runoff Area=27,596 sf 33.98% Impervious Runoff Depth=3.67" Tc=6.0 min CN=86 Runoff=3.44 cfs 0.194 af Subcatchment PS-2: Runoff Area=72,316 sf 88.61% Impervious Runoff Depth=4.75" Tc=6.0 min CN=96 Runoff=10.80 cfs 0.657 af Subcatchment PS-3: Runoff Area=28,267 sf 33.49% Impervious Runoff Depth=3.67" Tc=6.0 min CN=86 Runoff=3.52 cfs 0.199 af Subcatchment PS-4: Runoff Area=29,485 sf 70.98% Impervious Runoff Depth=4.41" Tc=6.0 min CN=93 Runoff=4.23 cfs 0.249 af Subcatchment PS-5: Runoff Area=18,756 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=2.85 cfs 0.179 af Subcatchment PS-6: Runoff Area=6,622 sf 100.00% Impervious Runoff Depth=4.98" Tc=6.0 min CN=98 Runoff=1.01 cfs 0.063 af Subcatchment PS-7: Runoff Area=245,856 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=391' Tc=14.0 min CN=80 Runoff=18.94 cfs 1.451 af Subcatchment PS-8: Runoff Area=53,474 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=821' Slope=0.0100 '/' Tc=25.7 min CN=80 Runoff=3.15 cfs 0.316 af Reach DP-1: Design Point Inflow=31.66 cfs 3.307 af Outflow=31.66 cfs 3.307 af Pond BIO-1: Filtration Bioretention Peak Elev=599.25' Storage=1,462 cf Inflow=3.44 cfs 0.194 af Primary=0.02 cfs 0.048 af Secondary=3.18 cfs 0.146 af Tertiary=0.00 cfs 0.000 af Outflow=3.21 cfs 0.194 af Pond BIO-2: Filtration Bioretention Peak Elev=597.25' Storage=1,582 cf Inflow=3.52 cfs 0.199 af Primary=0.02 cfs 0.052 af Secondary=3.23 cfs 0.147 af Tertiary=0.00 cfs 0.000 af Outflow=3.26 cfs 0.199 af Pond BIO-3: Filtration Bioretention Peak Elev=596.27' Storage=2,865 cf Inflow=4.23 cfs 0.249 af Primary=0.04 cfs 0.094 af Secondary=3.57 cfs 0.155 af Tertiary=0.00 cfs 0.000 af Outflow=3.61 cfs 0.249 af Pond CH-1: Chambers Peak Elev=594.85' Storage=0.322 af Inflow=13.65 cfs 0.836 af 8.0" Round Culvert n=0.013 L=25.0' S=0.0100 '/' Outflow=2.40 cfs 0.836 af Total Runoff Area = 11.074 ac Runoff Volume = 3.308 af Average Runoff Depth = 3.58" 73.21% Pervious = 8.107 ac 26.79% Impervious = 2.967 ac Page 239 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment PS-1: Runoff = 3.44 cfs @ 12.04 hrs, Volume= 0.194 af, Depth= 3.67" Routed to Pond BIO-1 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 9,376 98 Paved parking, HSG D 18,220 80 >75% Grass cover, Good, HSG D 27,596 86 Weighted Average 18,220 66.02% Pervious Area 9,376 33.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-1: Hydrograph Runoff 3.44 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 3 Runoff Area=27,596 sf Runoff Volume=0.194 af Runoff Depth=3.67" Tc=6.0 min Flow (cfs) 2 CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 240 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment PS-2: Runoff = 10.80 cfs @ 12.04 hrs, Volume= 0.657 af, Depth= 4.75" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 64,081 98 Paved parking, HSG D 8,235 80 >75% Grass cover, Good, HSG D 72,316 96 Weighted Average 8,235 11.39% Pervious Area 64,081 88.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-2: Hydrograph 12 Runoff 10.80 cfs 11 NY-West Seneca 24-hr S1 100-yr 10 Rainfall=5.22" 9 Runoff Area=72,316 sf Runoff Volume=0.657 af 8 Runoff Depth=4.75" 7 Tc=6.0 min Flow (cfs) 6 CN=96 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 241 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment PS-3: Runoff = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af, Depth= 3.67" Routed to Pond BIO-2 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 9,466 98 Paved parking, HSG D 18,801 80 >75% Grass cover, Good, HSG D 28,267 86 Weighted Average 18,801 66.51% Pervious Area 9,466 33.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-3: Hydrograph Runoff 3.52 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" 3 Runoff Area=28,267 sf Runoff Volume=0.199 af Runoff Depth=3.67" Tc=6.0 min Flow (cfs) 2 CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 242 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment PS-4: Runoff = 4.23 cfs @ 12.04 hrs, Volume= 0.249 af, Depth= 4.41" Routed to Pond BIO-3 : Filtration Bioretention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 20,928 98 Paved parking, HSG D 8,557 80 >75% Grass cover, Good, HSG D 29,485 93 Weighted Average 8,557 29.02% Pervious Area 20,928 70.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-4: Hydrograph Runoff 4.23 cfs NY-West Seneca 24-hr S1 100-yr 4 Rainfall=5.22" Runoff Area=29,485 sf Runoff Volume=0.249 af 3 Runoff Depth=4.41" Tc=6.0 min Flow (cfs) CN=93 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 243 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment PS-5: Runoff = 2.85 cfs @ 12.04 hrs, Volume= 0.179 af, Depth= 4.98" Routed to Pond CH-1 : Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 18,756 98 Paved parking, HSG D 18,756 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-5: Hydrograph Runoff 3 2.85 cfs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=18,756 sf Runoff Volume=0.179 af 2 Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 244 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment PS-6: Runoff = 1.01 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 4.98" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 6,622 98 Paved parking, HSG D 6,622 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment PS-6: Hydrograph Runoff 1.01 cfs 1 NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Runoff Area=6,622 sf Runoff Volume=0.063 af Runoff Depth=4.98" Tc=6.0 min Flow (cfs) CN=98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 245 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment PS-7: Runoff = 18.94 cfs @ 12.15 hrs, Volume= 1.451 af, Depth= 3.09" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 245,856 80 >75% Grass cover, Good, HSG D 245,856 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0450 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.20" 5.3 271 0.0148 0.85 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 0.2 20 0.1500 1.94 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 14.0 391 Total Subcatchment PS-7: Hydrograph 21 Runoff 20 18.94 cfs 19 NY-West Seneca 24-hr S1 100-yr 18 17 Rainfall=5.22" 16 Runoff Area=245,856 sf 15 Runoff Volume=1.451 af 14 13 Runoff Depth=3.09" Flow Length=391' Flow (cfs) 12 11 10 Tc=14.0 min 9 CN=80 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 246 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment PS-8: Runoff = 3.15 cfs @ 12.31 hrs, Volume= 0.316 af, Depth= 3.09" Routed to Reach DP-1 : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Area (sf) CN Description 53,474 80 >75% Grass cover, Good, HSG D 53,474 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 100 0.0100 0.11 Sheet Flow, SF Grass: Short n= 0.150 P2= 2.20" 8.8 371 0.0100 0.70 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 1.3 350 0.0100 4.54 3.56 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.7 821 Total Subcatchment PS-8: Hydrograph Runoff 3.15 cfs NY-West Seneca 24-hr S1 100-yr 3 Rainfall=5.22" Runoff Area=53,474 sf Runoff Volume=0.316 af Runoff Depth=3.09" Flow Length=821' Flow (cfs) 2 Slope=0.0100 '/' Tc=25.7 min CN=80 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 247 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 52 Summary for Reach DP-1: Design Point Inflow Area = 11.074 ac, 26.79% Impervious, Inflow Depth = 3.58" for 100-yr event Inflow = 31.66 cfs @ 12.12 hrs, Volume= 3.307 af Outflow = 31.66 cfs @ 12.12 hrs, Volume= 3.307 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP-1: Design Point Hydrograph Inflow 31.66 cfs Outflow 34 31.66 cfs 32 Inflow Area=11.074 ac 30 28 26 24 22 Flow (cfs) 20 18 16 14 12 10 8 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 248 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 53 Summary for Pond BIO-1: Filtration Bioretention Inflow Area = 0.634 ac, 33.98% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 3.44 cfs @ 12.04 hrs, Volume= 0.194 af Outflow = 3.21 cfs @ 12.06 hrs, Volume= 0.194 af, Atten= 7%, Lag= 1.5 min Primary = 0.02 cfs @ 12.06 hrs, Volume= 0.048 af Routed to Reach DP-1 : Design Point Secondary = 3.18 cfs @ 12.06 hrs, Volume= 0.146 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 599.25' @ 12.06 hrs Surf.Area= 1,896 sf Storage= 1,462 cf Flood Elev= 600.00' Surf.Area= 2,500 sf Storage= 3,120 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 168.5 min ( 967.4 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 598.00' 3,120 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 598.00 340 0 0 599.00 1,700 1,020 1,020 600.00 2,500 2,100 3,120 Device Routing Invert Outlet Devices #1 Primary 598.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 599.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 594.58' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 594.58' / 594.33' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 599.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.06 hrs HW=599.25' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=3.18 cfs @ 12.06 hrs HW=599.25' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.18 cfs of 6.09 cfs potential flow) 2=Overflow Grate (Weir Controls 3.18 cfs @ 1.62 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 249 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 54 Pond BIO-1: Filtration Bioretention Hydrograph 3.44 cfs Inflow Outflow 3.21 cfs Inflow Area=0.634 ac Primary Secondary Tertiary 3.18 cfs Peak Elev=599.25' Storage=1,462 cf 3 Flow (cfs) 2 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 250 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 55 Summary for Pond BIO-2: Filtration Bioretention Inflow Area = 0.649 ac, 33.49% Impervious, Inflow Depth = 3.67" for 100-yr event Inflow = 3.52 cfs @ 12.04 hrs, Volume= 0.199 af Outflow = 3.26 cfs @ 12.06 hrs, Volume= 0.199 af, Atten= 8%, Lag= 1.6 min Primary = 0.02 cfs @ 12.06 hrs, Volume= 0.052 af Routed to Reach DP-1 : Design Point Secondary = 3.23 cfs @ 12.06 hrs, Volume= 0.147 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 597.25' @ 12.06 hrs Surf.Area= 2,044 sf Storage= 1,582 cf Flood Elev= 598.00' Surf.Area= 2,630 sf Storage= 3,339 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 176.3 min ( 975.2 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 596.00' 3,339 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 596.00 348 0 0 597.00 1,850 1,099 1,099 598.00 2,630 2,240 3,339 Device Routing Invert Outlet Devices #1 Primary 596.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 597.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 592.58' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 592.58' / 591.92' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 597.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.02 cfs @ 12.06 hrs HW=597.25' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=3.22 cfs @ 12.06 hrs HW=597.25' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.22 cfs of 5.63 cfs potential flow) 2=Overflow Grate (Weir Controls 3.22 cfs @ 1.63 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=596.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 251 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 56 Pond BIO-2: Filtration Bioretention Hydrograph 3.52 cfs Inflow Outflow 3.26 cfs Inflow Area=0.649 ac Primary Secondary Tertiary 3.23 cfs Peak Elev=597.25' Storage=1,582 cf 3 Flow (cfs) 2 1 0.02 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 252 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 57 Summary for Pond BIO-3: Filtration Bioretention Inflow Area = 0.677 ac, 70.98% Impervious, Inflow Depth = 4.41" for 100-yr event Inflow = 4.23 cfs @ 12.04 hrs, Volume= 0.249 af Outflow = 3.61 cfs @ 12.08 hrs, Volume= 0.249 af, Atten= 15%, Lag= 2.3 min Primary = 0.04 cfs @ 12.08 hrs, Volume= 0.094 af Routed to Reach DP-1 : Design Point Secondary = 3.57 cfs @ 12.08 hrs, Volume= 0.155 af Routed to Reach DP-1 : Design Point Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 596.27' @ 12.08 hrs Surf.Area= 3,443 sf Storage= 2,865 cf Flood Elev= 597.00' Surf.Area= 3,978 sf Storage= 5,592 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 255.7 min ( 1,030.5 - 774.9 ) Volume Invert Avail.Storage Storage Description #1 595.00' 5,592 cf Above Mulch Surface (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 595.00 705 0 0 596.00 3,250 1,978 1,978 597.00 3,978 3,614 5,592 Device Routing Invert Outlet Devices #1 Primary 595.00' 0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 596.00' 24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 591.58' 12.0" Round Culvert L= 28.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.58' / 591.30' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 596.50' 10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 12.08 hrs HW=596.26' TW=0.00' (Dynamic Tailwater) 1=Exfiltration Through Media (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=3.57 cfs @ 12.08 hrs HW=596.26' TW=0.00' (Dynamic Tailwater) 3=Culvert (Passes 3.57 cfs of 6.11 cfs potential flow) 2=Overflow Grate (Weir Controls 3.57 cfs @ 1.68 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=595.00' TW=0.00' (Dynamic Tailwater) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Page 253 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 58 Pond BIO-3: Filtration Bioretention Hydrograph 4.23 cfs Inflow Outflow Inflow Area=0.677 ac Primary Secondary Tertiary 3.61 cfs Peak Elev=596.27' 4 3.57 cfs Storage=2,865 cf 3 Flow (cfs) 2 1 0.04 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 254 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 59 Summary for Pond CH-1: Chambers Inflow Area = 2.091 ac, 90.96% Impervious, Inflow Depth = 4.80" for 100-yr event Inflow = 13.65 cfs @ 12.04 hrs, Volume= 0.836 af Outflow = 2.40 cfs @ 12.57 hrs, Volume= 0.836 af, Atten= 82%, Lag= 31.8 min Primary = 2.40 cfs @ 12.57 hrs, Volume= 0.836 af Routed to Reach DP-1 : Design Point Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 594.85' @ 12.57 hrs Surf.Area= 0.127 ac Storage= 0.322 af Flood Elev= 598.32' Surf.Area= 0.127 ac Storage= 0.433 af Plug-Flow detention time= 68.0 min calculated for 0.836 af (100% of inflow) Center-of-Mass det. time= 68.1 min ( 825.0 - 757.0 ) Volume Invert Avail.Storage Storage Description #1A 591.25' 0.177 af 37.08'W x 149.10'L x 5.50'H Field A 0.698 af Overall - 0.256 af Embedded = 0.442 af x 40.0% Voids #2A 592.00' 0.256 af ADS_StormTech MC-3500 d +Cap x 100 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 100 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.433 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 591.25' 8.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 591.25' / 591.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.40 cfs @ 12.57 hrs HW=594.85' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.40 cfs @ 6.87 fps) Page 255 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 60 Pond CH-1: Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 20 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 147.10' Row Length +12.0" End Stone x 2 = 149.10' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height 100 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 11,144.2 cf Chamber Storage 30,410.2 cf Field - 11,144.2 cf Chambers = 19,266.0 cf Stone x 40.0% Voids = 7,706.4 cf Stone Storage Chamber Storage + Stone Storage = 18,850.6 cf = 0.433 af Overall Storage Efficiency = 62.0% Overall System Size = 149.10' x 37.08' x 5.50' 100 Chambers 1,126.3 cy Field 713.6 cy Stone Page 256 of 849

E_App E_Post-Development Model NY-West Seneca 24-hr S1 100-yr Rainfall=5.22" Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 61 Pond CH-1: Chambers Hydrograph Inflow 15 13.65 cfs Primary 14 Inflow Area=2.091 ac 13 12 Peak Elev=594.85' 11 Storage=0.322 af 10 9 8.0" Flow (cfs) 8 Round Culvert 7 n=0.013 6 5 L=25.0' 4 2.40 cfs S=0.0100 '/' 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) Page 257 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 62 Events for Subcatchment PS-1: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.72 0.038 0.72 10-yr 3.14 1.71 0.094 1.78 100-yr 5.22 3.44 0.194 3.67 Page 258 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 63 Events for Subcatchment PS-2: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 3.74 0.194 1.40 10-yr 3.14 6.39 0.372 2.69 100-yr 5.22 10.80 0.657 4.75 Page 259 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 64 Events for Subcatchment PS-3: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.74 0.039 0.72 10-yr 3.14 1.75 0.096 1.78 100-yr 5.22 3.52 0.199 3.67 Page 260 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 65 Events for Subcatchment PS-4: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.28 0.065 1.15 10-yr 3.14 2.39 0.135 2.39 100-yr 5.22 4.23 0.249 4.41 Page 261 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 66 Events for Subcatchment PS-5: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 1.06 0.057 1.60 10-yr 3.14 1.72 0.104 2.91 100-yr 5.22 2.85 0.179 4.98 Page 262 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 67 Events for Subcatchment PS-6: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.37 0.020 1.60 10-yr 3.14 0.61 0.037 2.91 100-yr 5.22 1.01 0.063 4.98 Page 263 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 68 Events for Subcatchment PS-7: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 2.49 0.215 0.46 10-yr 3.14 8.08 0.638 1.36 100-yr 5.22 18.94 1.451 3.09 Page 264 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 69 Events for Subcatchment PS-8: Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 1-yr 1.82 0.40 0.047 0.46 10-yr 3.14 1.32 0.139 1.36 100-yr 5.22 3.15 0.316 3.09 Page 265 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 70 Events for Reach DP-1: Design Point Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 4.12 4.12 0.00 0 10-yr 13.96 13.96 0.00 0 100-yr 31.66 31.66 0.00 0 Page 266 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 71 Events for Pond BIO-1: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.72 0.02 0.02 0.00 0.00 598.98 994 10-yr 1.71 1.12 0.02 1.10 0.00 599.12 1,232 100-yr 3.44 3.21 0.02 3.18 0.00 599.25 1,462 Page 267 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 72 Events for Pond BIO-2: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.74 0.02 0.02 0.00 0.00 596.95 1,010 10-yr 1.75 1.06 0.02 1.04 0.00 597.12 1,319 100-yr 3.52 3.26 0.02 3.23 0.00 597.25 1,582 Page 268 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 73 Events for Pond BIO-3: Filtration Bioretention Event Inflow Outflow Primary Secondary Tertiary Elevation Storage (cfs) (cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet) 1-yr 1.28 0.04 0.04 0.00 0.00 595.92 1,729 10-yr 2.39 1.07 0.04 1.03 0.00 596.12 2,359 100-yr 4.23 3.61 0.04 3.57 0.00 596.27 2,865 Page 269 of 849

E_App E_Post-Development Model Multi-Event Tables Prepared by Labella Associates Printed 4/20/2026 HydroCAD® 10.20-7a s/n 09581 © 2025 HydroCAD Software Solutions LLC Page 74 Events for Pond CH-1: Chambers Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (acre-feet) 1-yr 4.80 1.18 592.38 0.079 10-yr 8.11 1.66 593.15 0.161 100-yr 13.65 2.40 594.85 0.322 Page 270 of 849

Appendix f: Swppp inspection report (sample form) Page 271 of 849

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Prepared by: LaBella Associates Choose an item. Choose an item. Choose an item. SWPPP INSPECTION REPORT NUMBER XX CLIENT NAME PROJECT NAME PROJECT ADDRESS, TOWN OF X, X COUNTY, NY PERMIT NUMBER Performed: 2/1/2025 @ 12:00 AM Report Issued: 2/1/2025 Status: SATISFACTORY (All erosion control measures are installed and in working order) Qualified Inspector (name and title) Qualified Professional (name and title) Click or tap to enter a date. Click or tap to enter a date. Date Date Signature Signature Page 273 of 849

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NYSDEC Documentation and SWPPP Forms The project has received a Letter of Authorization (LOA) from NYSDEC Choose an item. The project has received a five acre waiver approved by NYSDEC or MS4 Choose an item. The project currently has disturbance greater than five acres Choose an item. The project directly discharges to a 303d waterbody/course Choose an item. The project is within a phosphorus enhanced watershed Choose an item. Number of inspections required per week Choose an item. Included in Site Log Book Preconstruction Assessment Choose an item. Copy of Notice of Intent (NOI) Choose an item. Letter of Authorization (LOA) Choose an item. SWPPP Preparer Certification Form Choose an item. Owner/Operator Certification Form Choose an item. MS4 SWPPP Acceptance Form Choose an item. NYCDEP SWPPP Acceptance/Approval Form Choose an item. MS4 No Jurisdiction Form Choose an item. Contractor and Subcontractor Certifications Choose an item. SPDES General Permit Choose an item. Five Acre Waiver Authorization Choose an item. Notice of Termination (NOT) Choose an item. Site Conditions Total area (acres) with active soil disturbance (not requiring temporary or final stabilization) Total area (acres) with inactive soil disturbance (requiring temporary or final stabilization) Total area (acres) that has achieved temporary stabilization Total area (acres) that has achieved final stabilization Allowable disturbed area (acres) per NOI and/or five acre waiver Provide a general description of construction activities ongoing during inspection: Weather Conditions Choose an item. Temperature at time of inspection XX degrees F Soil conditions at time of inspection Choose an item. Description of Discharge Sediment Discharge Point/Surface Waters of Condition of Runoff Corrective Action(s) Noted the State Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Choose an item. Page 275 of 849

Erosion and Sediment Control Deficiencies and Corrective Actions In the following table, provide marks in the appropriate columns to indicate the conditions of all erosion and sediment control practices at the site. Erosion & Sediment Control Functioning as Needs Repair or Not Installed Not Applicable Practice Designed Maintenance Properly Temporary Erosion & Sediment Control Practices General Site Conditions ☐ ☐ ☐ ☐ Stabilized Construction Access ☐ ☐ ☐ ☐ Silt Fence ☐ ☐ ☐ ☐ Inlet Protection Measures ☐ ☐ ☐ ☐ Soil Stockpiles ☐ ☐ ☐ ☐ Dust Control Measures ☐ ☐ ☐ ☐ Pavement Sweeping ☐ ☐ ☐ ☐ Temporary Stabilization ☐ ☐ ☐ ☐ Dewatering Operations ☐ ☐ ☐ ☐ Slope Protection Measures ☐ ☐ ☐ ☐ Temporary Parking Areas ☐ ☐ ☐ ☐ Concrete Washout ☐ ☐ ☐ ☐ Temporary Swales and Berms ☐ ☐ ☐ ☐ Stone Check Dams ☐ ☐ ☐ ☐ Sediment Traps/Basins ☐ ☐ ☐ ☐ Compost Filter Sock ☐ ☐ ☐ ☐ Temporary Stream Crossing ☐ ☐ ☐ ☐ Fiber Roll ☐ ☐ ☐ ☐ Water Bars ☐ ☐ ☐ ☐ Flow Diffusers ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Permanent Erosion & Sediment Control Practices Rock Outlet Protection ☐ ☐ ☐ ☐ Permanent Turf Reinforcement ☐ ☐ ☐ ☐ Permanent Stabilization ☐ ☐ ☐ ☐ Other: ☐ ☐ ☐ ☐ Refer to the following page for deficiencies and corrective actions Page 276 of 849

Corrective Actions For all erosion and sediment control practices identified in the above table as “needs repair or maintenance” or “not installed properly,” provide detailed corrective actions that are required. Date Date Deficiency Deficiency ESC Practice ID Deficiency and Corrective Action Deficiency First Corrected? Corrected Reported Choose an item. Click or Choose an Click or tap Choose an item. tap to Click or item. an Choose to enter Click a or tap Choose an item. enter tap to Click a or item. an Choose date. to enter Click a or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. an date. to enter a Choose an item. Click or Choose Click or tap date. enter tap toa item. date. to enter a date.a enter date. date. Page 277 of 849

Stormwater Management Practices For all stormwater management practices proposed on the project, indicate the status of each practice at the time of inspection, any deficiencies (if applicable) and corresponding corrective actions. SMP Sign Deficiency and Corrective Deficiency Corrected Practice Status Installed Action (if Applicable) Date Action Date ID Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Choose Click or tap Click or tap Choose an item. an item. to enter a to enter a date. date. Page 278 of 849

Deficiencies and Corrective Action Photo Log Deficiency Photo 1 Corrective Action Photo 1 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 2 Corrective Action Photo 2 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 3 Corrective Action Photo 3 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 279 of 849

Deficiencies and Corrective Action Photo Log (continued) Deficiency Photo 4 Corrective Action Photo 4 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 5 Corrective Action Photo 5 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Deficiency Photo 6 Corrective Action Photo 6 ESC/SMP Practice ID: ESC/SMP Practice ID: Deficiency Date: Click or tap to enter a date. Corrective Action Photo Date: Click or tap to enter a date. Page 280 of 849

Disturbance / Photo Location Map Replace this page to include an 11x17 erosion control plan sketch to scale showing: 1. Areas with active soil disturbance activity 2. Areas with inactive soil disturbance activity 3. Areas that have achieved temporary stabilization 4. Areas that have achieved final stabilization 5. Photo locations for deficiencies 6. Photo locations for corrective actions 7. Location of erosion and sediment control practices installed Use Bluebeam template with standard colors to indicate limits Page 281 of 849

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Appendix G: Post-construction inspections and maintenance Page 283 of 849

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Bioretention Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Seed and mulch areas of bare soil to establish vegetation.  Bare soil, erosion  Fill in erosion areas with soil, compact, and seed and of the ground straw to establish vegetation. (rills washing out  If a rill or small channel is forming, try to redirect water the dirt) flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Page 1 of 8 Page 285 of 849

BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  Piles of grass  Remove or cover piles of grass clippings, clippings, mulch, mulch, dirt, etc. dirt, salt, or other materials  Other:  Cover or properly dispose of materials; consult your  Open containers local solid waste authority for guidance on materials of oil, grease, that may be toxic or hazardous. paint, or other substances  Other: Page 2 of 8 Page 286 of 849

BR Inlets Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Problem (Check if Present) Follow-Up Actions  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets,  Some or all of the inlets are eroding so that and it looks like there is too much water that is concentrating at these rills, gullies, and other erosion is present, or points. The inlet design may have to be modified. there is bare dirt that is washing into the Bioretention cell. Page 3 of 8 Page 287 of 849

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell .  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2- inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding;  Minor areas of sediment, grit, trash, or other see BR-4, Vegetation. debris are accumulating on the bottom. Page 4 of 8 Page 288 of 849

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more areas. than 3-inches deep and seems to be an issue with how water enters and  Source: Stormwater Maintenance, LLC. moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half  The bottom of the Bioretention cell is not flat, of the Bioretention surface area, and there seem to be elevation and the water pools at one end, along an differences of more than a couple of inches across the surface. edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that bioretention surface is intended to be flat. Check during or immediately after a rainstorm. Page 5 of 8 Page 289 of 849

BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection.  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly. BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell , bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond  Vegetation requires regular maintenance—pulling your capabilities of time, expertise, or resources. If you are weeds, removing dead and diseased plants, replacing unsure of the health of the vegetation (e.g. salt damage, mulch around plants, adding plants to fill in areas that invasives, which plants are undesirable) or the appropriate are not well vegetated, etc. season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Page 6 of 8 Page 290 of 849

BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  The original plants are likely not suited for the actual conditions within the Bioretention cell . If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist.  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated. BR Outlets Examine outlets that release water out of the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Erosion at outlet  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell .  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools.  Outlet obstructed with mulch, sediment, debris, trash, etc. Page 7 of 8 Page 291 of 849

Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 8 of 8 Page 292 of 849

Bioretention Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for System Type Type of Site Maintenance  Same as SMP Owner  Seasonal  Above Ground  Commercial  Other  Continuous Use  Below Ground  Industrial  Other  Residential _________________________  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 1 of 4 Page 293 of 849

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have bad soil media, try scraping off top 3 inches of media and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it  Condition 2: Standing water is widespread or covers entire surface cannot be resolved easily or is associated with the original design of the practice. Requires diagnosis and resolution of problem:  Clogged underdrain?  Filter fabric between soil media and underdrain stone?  Need to install underdrain if not present?  Level 3 inspection necessary  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media? Observed Condition: Vegetation is sparse or out of control  Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasives and/or dead plants  Vegetation deviates significantly from Will require some horticultural experience to restore vegetation to intended original planting plan; Bioretention has condition by weeding, pruning, removing plants, and adding new plants. been neglected and suffered from deferred maintenance.  Owner/responsible party does not know  Condition 2: Original design planting plan is unknown or cannot be how to maintain the practice. actualized A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include  Level 3 inspection necessary invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc. Observed Condition: Bioretention does not conform to original design plan in surface area or storage  Condition 1: Level 2 Inspection reveals that practice is too small based  More than a 25% departure from the on design dimension, does not have adequate storage (e.g., ponding approved plan in surface area, storage, or depth) based on the plan, and/or does not treat the drainage area runoff drainage area; sometimes less than this as indicated on the plan threshold at the discretion of the Level 2 inspector. Small areas of deviation can be corrected by the property owner or responsible party, but it is likely that a Qualified Professional will have to revisit the design and attempt a redesign that meets original objectives or that can be resubmitted to the municipality for approval.  Level 3 inspection necessary Page 2 of 4 Page 294 of 849

Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Severe erosion of filter bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified  Erosion (rills, gullies) is more than 12 Professional is warranted. inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water  Condition 2: Erosion of Bioretention filter bed but some sort of subsurface defect. This may manifest as a sinkhole or linear This is often caused by “preferential flow paths” through and along the depression and be associated with Bioretention surface. The source of flow should be analyzed and methods problems with the underdrain stone or pipe employed to dissipate energy and disperse the flow (e.g., check dams, rock or underlying soil. splash pads).  Condition 3: Erosion on side slopes  Level 3 inspection necessary Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment  Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep  More than 2 inches of accumulated Sediment source may be from a one-time or isolated event. Remove sediment cover 25% or more of the accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace Bioretention surface area. with clean material. Check drainage area for any ongoing sources of sediment.  “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down  Condition 2: Majority of the surface is caked with “hard pan” (thin layer of through the soil media. clogging material) or accumulated sediment that is 3-inches deep or more  New sources of sediment seem to be accumulating with each significant rainfall This can be caused by an improper construction sequence (drainage area not event. fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer  Level 3 inspection necessary (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur. Page 3 of 4 Page 295 of 849

Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 4 of 4 Page 296 of 849

Appendix e: Nysdec “deep-ripping and decompaction,” April 2008 Page 297 of 849

Page 298 of 849

New York State DEPARTMENT OF ENVIRONMENTAL CONSERVATION Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor Division of Water (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) Deep-Ripping and Decompaction April 2008 New York State Department of Environmental Conservation Page 299 of 849

AlternativeȱStormwaterȱManagementȱ DeepȬRippingȱandȱDecompactionȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ Recommended Application of Practice Description Theȱobjective of Deep Ripping and The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the Decompaction is to effectively fracture soil material as a step in the cleanup and restoration/landscaping of a construction site, helps (vertically and laterallly) through the thickness mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the of the physically compressed subsoil material substantial increase in the bulk density of the soil material. (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help Deep Ripping and Decompaction are key factors which help in restoring soil pore space and reduce runoff. Together with topsoil stripping, permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land the “two-phase” practice of Deep Ripping and grading, the ongoing movement of construction equipment and the transport of building Decompaction first became established as a “best materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing management practice” through ongoing success of layers (horizons) of soil materials, compression of those materials and diminished soil on commercial farmlands affected by heavy Fig. 3. Construction site with significant porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical utility construction right-of-way projects compaction of the deep basal till subsoil drainage (rainfall infiltration), from the surface downward. (transmission pipelines and large power lines). extends 24 inches below this exposed cut- and-fill work surface. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration Soil permeability, soil drainage and cropland of a project. Soil in very moist to wet condition when compacted, will have severely reduced productivity were restored. For broader permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil construction application, the two-phase practice of Deep Ripping and Decompaction is best was stripped prior to construction access, and it remains stockpiled until the next phase – adapted to areas impacted with significant soil compaction, on contiguous open portions of large decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of construction sites and inside long, open construction corridors used as temporary access over the several series of incrementally deepening passes through the construction access corridor's duration of construction. Each mitigation area should have minimal above-and-below-ground densely compressed subsoil material. Figure 2 illustrates the approximate volumetric obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting composition of a loam surface soil when conditions are good for plant growth, with adequate implements. Conversely, the complete two-phase practice is not recommended in congested or natural pore space for fluctuating moisture conditions. obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: x Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures Fig. 1. A typical deep ripping phase of this practice, during the first in a series of Fig. 2. About 50% of the volume of undisturbed x Enhances direct groundwater recharge through greater dispersion across and through a progressively deeper “rips” through severely loam surface soil is pore space, when soil is in broader surface than afforded by some runoff-control structural measures compressed subsoil. good condition for plant growth. Brady, 2002. x Decreases runoff volume generated and provides hydrologic source control ȱ x May be planned for application in feasible open locations either alone or in 1 2 Page 300 of 849

conjunction with plans for structural practices (e.g., subsurface drain line or lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- infiltration basin) serving the same or contiguous areas induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term x Promotes successful long-term revegetation by restoring soil permeability, drainage and lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed water holding capacity for healthy (rather than restricted) root-system development of for all rehabilitated soils. trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well- drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among Feasibility/Limitations the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping (soil moisture) for implementation; the space-related freedom of equipment/implement and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and maneuverability (noted above in Recommended Application of Practice), and by the proper fostering infiltration to a level equal to that of pre-disturbance. selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay Soil subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added In the undisturbed condition, each identified soil type comprising a site is grouped into one of impact on infiltration; and structural runoff control practices rather than Deep Ripping and four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a Decompaction should be considered. range of characteristics including soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the of soil-water and a moderately high runoff potential influenced by soil texture and slope; while analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken soils in Group D have exceptionally slow into account. rates of infiltration and transmission of soil- water, and high runoff potential. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more In Figure 4, the profile displays the practical. undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of Slope infiltration through the subsoil. The slow rate The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most of infiltration begins immediately below the practical on flat, gentle and moderate slopes. In some situations, such as but not limited to topsoil horizon (30 cm), due to the limited temporary construction access corridors, inclusion areas that are moderately steep along a project’s amount of macro pores, e.g.: natural subsoil otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited fractures, worm holes and root channels. instances of moderate steepness on other projects, however, the post-construction land use and the Infiltration after the construction-induced relative alignment of the potential ripping and decompaction work in relation to the lay of the mixing and compression of such subsoil slope should be reviewed for safety and practicality. In broad construction areas predominated by material is virtually absent; but can be moderately steep or steep slopes, the practice is generally not used. restored back to this natural level with the Fig. 4. Profile (in centimeters) displaying the Local Weather/Timing/Soil Moisture two-phase practice of deep ripping and infiltration test result of the natural undisturbed Effective fracturing of compressed subsoil material from the exposed work surface, laterally and decompaction, followed by the permanent horizons of a soil in Hydrologic Soil Group C. vertically down through the affected zone is achieved only when the soil material is moderately establishment of an appropriate, deep taproot dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 3 4 Page 301 of 849

subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs is maintained. through the soil when it is overly moist only results in the “slicing and smearing” of the material or added “squeezing and compression” instead of the necessary fracturing. Ample drying time is The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty needed for a “rippable” soil condition not merely in the material close to the surface, but rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice throughout the material located down to the bottom of the physically compressed zone of the at the appropriate speed, depth and pattern(s) of movement. subsoil. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground The “poor man’s Atterberg field test” for soil cover, with deep rooting to help maintain the restored soil structure, should be developed in plasticity is a simple “hand-roll” method used advance. This may require the assistance of an agronomist or landscape horticulturist. for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep Implements ripping of subsoil; respreading of topsoil in a Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only friable state; and final decompaction (deep “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term subsoiling). Using a sample of soil material “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few obtained from the planned bottom depth of may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable ripping, e.g.: 20 - 24 inches below exposed and used for only lighter land-fitting (see Figure 6). subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter thread. (Use the same test for stored topsoil Fig. 5. Augered from a depth of 19 inches material before respreading on the site.) If the below the surface of the replaced topsoil, respective soil sample crumbles apart in this subsoil sample was hand rolled to a segments no greater than 3/8 of an inch long, by 1/8-inch diameter. The test shows the soil at the time it is rolled down to 1/8 inch diameter, it this site stretches out too far without is low enough in moisture for deep ripping (or crumbling; it indicates the material is in a topsoil replacement), and decompaction. plastic state of consistence, too wet for final Conversely, as shown in Figure 5, if the rolled decompaction (deep subsoiling) at this time. sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a “plastic” state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Fig. 6. A light duty chisel implement, not Fig. 7. One of several variations of an adequate for either the deep ripping or agricultural ripper. This unit has long, rugged Design Guidance shanks mounted on a steel V-frame for deep, decompaction (deep subsoiling) phase. aggressive fracturing through Phase 1. Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the ripping and decompacting the site, all construction activity, including construction equipment and subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and shattering” action up through the soil layers as it is pulled. 5 6 Page 302 of 849

Pulling-Power of Equipment Depth and Patterns of Movement Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil decompacting a significantly impacted site: For both types of implement, have at least 40 hp of and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need tractor pull available for each mounted shank/ leg. to be performed at maximum capable depth of each implement. With an implement’s guide wheels attached, some have a “normal” maximum operating depth of 18 inches, while others may go Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 deeper. In many situations, however, the tractor/implement operator must first remove the guide and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final wheels and other non essential elements from the implement. This adapts the ripper or the deep depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the legs, fracture the soil material 20-to-24 inches deep. deep subsoiler is applied from the beginning. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, The operating speed for pulling both types of e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a implement should not exceed 2 to 3 mph. At shovel to test the subsoil for its level of compaction, incrementally, every three inches of this slow and managed rate of operating speed, increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and maximum functional performance is sustained there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of by the tractor and the implement performing the compaction is determined. This is repeated at several representative locations of the construction soil fracturing. Referring to Figure 8, the site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then implement is the 6-leg version of the deep the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable angled-leg subsoiler. Its two outside legs are depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch “chained up” so that only four legs will be thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full engaged (at the maximum depth), requiring no operating depth. less than 160 hp, (rather than 240 hp) of pull. The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this Fig. 8. A deep, angled-leg subsoiler, ideal for unobstructed, former construction access area Phase 2 decompaction of after the topsoil layer simultaneously through 11 inches of replaced is graded on top of the ripped subsoil. topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping Fig. 10. An early pass with a 3-shank deep Fig. 11. A repeat run of the 3-shank ripper implements are attached to power graders and ripper penetrating only 8 inches into this along the same patterned pass area as Fig. 9; bulldozers. Although highly durable, they are worksite’s severely compressed subsoil. here, incrementally reaching 18 of the needed generally not recommended. Typically, the 22 inches of subsoil fracture. shanks or “teeth” of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and Fig. 9. This medium tractor is pulling a 3- Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the vertical fracturing of the soil materials shank deep ripper. The severely compacted Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a necessary to restore soil permeability and construction access corridor is narrow, and the moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the infiltration. In addition, the power graders and 120 hp tractor is more maneuverable for Phase full depth of Decompation (subsoiling), from the beginning. bulldozers, as pullers, are far less maneuverable 1 deep ripping (subsoil fracturing), here. for turns and patterns than the tractor. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 7 8 Page 303 of 849

pass of the implement’s legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches Ɣ A second series of passes makes a broad “S” shaped pattern of rips, continually between each shank or leg. The staggered return pass ensures lateral and vertical fracturing and gradually alternating the “S” curves between opposite edges inside the actuated every 12 to 15 inches across the densely compressed soil mass. compacted corridor. Large, Unobstructed Areas Ɣ The third and final series again uses the broad, alternating S pattern, but it is For larger easy areas, use the standard patterns of movement: “flip-flopped” to continually cross the previous S pattern along the corridor’s centerline. This final series of the S pattern curves back along the edge areas Ɣ The first series (pattern) of passes is applied lengthwise, parallel with the longest skipped by the second series. spread of the site; gradually progressing across the site’s width, with each successive pass. Maintenance and Cost Ɣ The second series runs obliquely, crossing the first series at an angle of Once the two-phase practice of Deep Ripping and Decompation is completed, two items are about 45 degrees. essential for maintaining a site’s soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Ɣ The third series runs at right angle (or 90 degrees), to the first series to complete Figure 15); and keeping the site free of traffic or other weight loads. the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the may be optional, depending on how thoroughly the first two series loosen the proper seeding ratio of one or more perennial species with a deep taproot system and the proper material and eliminate large chunks/blocks of material as verified by tests with a ¾- amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final inch cone penetrometer.) practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. Fig. 13. The same deep, angled-leg subsoiler Fig. 12. Moderately dry topsoil is being shown in Fig. 7 is engaged at maximum replaced on the affected site now that Phase 1 depth for Phase 2, decompaction (deep deep ripping of the compressed subsoil is soiling), of the replaced topsoil and the upper Fig. 15. The same site as Fig. 14 after deep complete. Fig. 14. The severely compacted soil of a subsoil materials. ripping of the exposed subsoil, topsoil temporary construction yard used daily by replacement, decompaction through the heavy equipment for four months; shown topsoil and upper subsoil and final surface before deep ripping, topsoil replacement, and tillage and revegetation to maintain soil Corridors decompaction. permeability and infiltration. In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. Ɣ First, apply the same initial lengthwise, parallel series of passes described above. 9 10 Page 304 of 849

The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic Resources subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of Publications:ȱ tractor and implement time that is required. In some instances, depending on open ȣȱAmericanȱȱSocietyȱofȱȱAgriculturalȱEngineers.ȱ1971.ȱȱCompactionȱofȱȱAgriculturalȱȱSoils.ȱȱASAE.ȱ maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In ȱ other situations of more severe compaction and - or less maneuverability, as little as one acre may ȣȱBrady,ȱN.C.,ȱandȱR.R.ȱWeil.ȱ2002.ȱȱTheȱȱNatureȱȱandȱȱPropertiesȱȱofȱȱSoils.ȱ13thȱed.ȱPearsonȱEducation,ȱInc.ȱ be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) ȱ Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. ȣȱBaver,ȱL.D.ȱ1948.ȱSoilȱPhysics.ȱJohnȱWileyȱ&ȱSons.ȱ ȱ Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net ȣȱCarpachi,ȱN.ȱ1987ȱ(1995ȱfifthȱprinting).ȱExcavationȱandȱGradingȱHandbook,ȱRevised.ȱȱ2ndȱed.ȱCraftsmanȱBookȱ cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase Companyȱ 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these ȣȱEllis,ȱB.ȱ(Editor).ȱ1997.ȱȱSafeȱ&ȱEasyȱLawnȱCare:ȱȱTheȱCompleteȱGuideȱtoȱOrganicȱLowȱMaintenanceȱLawn.ȱȱ figures do not include the cost of the separate practice of topsoil stripping and replacement). Due HoughtonȱMifflin.ȱ to the many variables, it must be recognized that cost will be determined by the specific conditions ȱ or constraints of the site and the availability of proper equipment. ȣȱ Harpstead,ȱ M.I.,ȱ T.J.ȱ Sauer,ȱ andȱ W.F.ȱ Bennett.ȱ 2001.ȱ ȱ Soilȱ Scienceȱ Simplified.ȱ 4thȱ ed.ȱ Iowaȱ Stateȱ Universityȱȱ Press.ȱ ȱ ȣȱ ȱ Magdoff,ȱ F.,ȱ ȱ andȱ ȱ H.ȱ vanȱ Es.ȱ ȱ 2000.ȱ ȱ Buildingȱ Soilsȱ ȱ forȱ ȱ Betterȱ Crops.ȱ 2ndȱ ed.ȱ Sustainableȱ Agriculturalȱ Networksȱ ȱ ȣȱȱMcCarthy,ȱD.F.ȱ1993.ȱEssentialsȱofȱSoilȱMechanicsȱandȱFoundations,ȱBasicȱGeotechnicsȱ4thȱed.ȱRegents/Prenticeȱ Hall.ȱ ȱ ȣȱȱȱȱȱȱPlaster,ȱE.J.ȱ1992.ȱSoilȱScienceȱ&ȱManagement.ȱ3rdȱed.ȱDelmarȱPublishers.ȱ ȱ ȣȱ ȱ ȱ Unionȱ Gasȱ Limited,ȱ Ontario,ȱ Canada.ȱ 1984.ȱ Rehabilitationȱ ofȱ Agriculturalȱ Lands,ȱ DawnȬKerwoodȱ ȱ Loopȱȱ Pipeline;ȱȱȱTechnicalȱȱȱReport.ȱȱȱEcologicalȱȱȱServicesȱȱforȱȱPlanning,ȱȱLtd.;ȱRobinson,ȱMerrittȱ&ȱDevries,ȱ Ltd.ȱandȱSmith,ȱHoffmanȱAssociates,ȱLtd.ȱ ȱ ȣȱȱȱUSȱDepartmentȱofȱAgricultureȱinȱcooperationȱwithȱCornellȱUniversityȱAgriculturalȱExperimentȱȱStation.ȱȱ Variousȱyears.ȱȱSoilȱȱSurveyȱofȱȱ(variousȱnames)ȱȱCounty,ȱȱNewȱYork.ȱUSDA.ȱ ȱ InternetȱAccess:ȱ ȣȱȱȱȱExamplesȱofȱimplements:ȱȱ ȱVȬRippers.ȱȱAccessȱbyȱȱinternetȱsearchȱofȱJohnȱDeereȱAgȱȬNewȱEquipmentȱȱȱforȱȱ915ȱȱ(largerȬframeȱmodel)ȱȱVȬ Rippe;ȱȱand,ȱȱȱforȱ913ȱȱ(smallerȬframeȱmodel)ȱVȬRipper.ȱȱDeep,ȱangledȬlegȱsubsoiler.ȱȱAccessȱȱbyȱȱinternetȱ searchȱȱof:ȱBighamȱȱBrothersȱShearȱBoltȱȱParatillȬSubsoiler.ȱ http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat LastȱvisitedȱMarchȱ08.ȱ ȱ ȣȱ Soilsȱ dataȱ ofȱ USDAȱ Naturalȱ Resourcesȱ Conservationȱ Service.ȱ NRCSȱ Webȱ Soilȱ Survey.ȱȱȱȱȱȱȱȱȱȱȱȱȱȱ http://websoilsurvey.nrcs.usda.gov/app/ȱȱȱandȱȱUSDAȬNRCSȱȱOfficialȱȱSoilȱȱSeriesȱDescriptions;ȱViewȱbyȱ Name.ȱhttp://ortho.ftw.nrcs.usda.gov/cgiȬbin/osd/osdname.cgiȱ.ȱLastȱvisitedȱJan.ȱ08.ȱ ȱ ȣȱȱSoilȱȱpenetrometerȱȱinformation.ȱȱAccessȱȱbyȱȱȱinternetȱȱsearchesȱȱof:ȱȱȱDiagnosingȱSoilȱCompactionȱȱȱusingȱȱaȱ Penetrometerȱ(soilȱcompactionȱtester),ȱPSUȱExtension;ȱȱasȱȱwellȱȱasȱDickeyȬjohnȱSoilȱCompactionȱTester.ȱ http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Lastȱ visitedȱSept.ȱ07ȱ 11 12 Page 305 of 849

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Appendix f: Labella certifying professionals letter Page 307 of 849

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February 21, 2025 RE: LaBella Certifying Professionals for NYSDEC SPDES GP-0-25-001 To Whom it May Concern: In accordance with the NYSDEC SPDES General Permit GP-0-25-001, Part VII.J.2, Kristopher Winkler, PE, a New York State Qualified Professional employed by LaBella Associates, is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), Notice of Intents (NOIs) and Notice of Terminations (NOTs). Respectfully submitted, LaBella Associates Timothy Webber Kristopher Winkler, PE Vice President, Civil Division Director Senior Civil Engineer Team Leader Page 309 of 849

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Appendix G: Nysdec spdes general permit gp-0-25-001 Page 311 of 849

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© 2023 Crafted Concepts Architecture P.C. All rights reserved. No part of this document may be reproduced or utilized in any form, without prior written authorization by Crafted Concepts Architecture P.C. GENERAL NOTES FOR EXISTING BUILDINGS GENERAL NOTES FOR EXISTING BUILDINGS: 1. SET STRUCTURAL MEMBERS LEVEL, AND PLUMB, IN CORRECT POSITION. MAKE PROVISIONS FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING. 2. CONSTRUCT LOAD BEARING FRAMING FULL LENGTH WITHOUT SPLICES, EXCEPT WHERE INDICATED IN PLANS. MASONRY: 1. CODES AND STANDARDS COMPLY WITH THE PROVISIONS OF THE LATEST EDITIONS OF: 2. TMS 402 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" 3. TMS 602 "SPECIFICATIONS FOR MASONRY STRUCTURES" 4. ALLOWABLE MORTAR TYPES: 5. TYPE S MORTAR WITH 1800 PSI MIN, COMPRESSIVE STRENGTH 6. ALLOWABLE GROUT PER ASTM C476 MINIMUM 2500 PSI 7. ALLOWABLE CMU STRENGTH PER ASTM C90 MINIMUM 3250 PSI 8. GROUT SLUMP: 9" AND 11" CONCRETE: 1. CODES AND STANDARDS COMPLY WITH THE PROVISIONS OF THE LATEST EDITIONS OF: 2. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" 3. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" 4. ACI 305 "HOT WATER CONCRETE" 5. ACI 306 "STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING" 6. ACI 308 "STANDARD PRACTICE FOR CURING CONCRETE" 7. COMPRESSIVE STRENGTH AT 28 DAYS 3000 PSI 8. SLUMP: 3" TO 5" 9. MAXIMUM AGGREGATE SIZE: 3/4" 10. NO CHLORIDE OR OTHER UNAUTHORIZED ADMIXTURES SHALL BE USED 11. AIR ENTRAINMENT OF 4% TO 6% BY VOLUME. 12. NO CONCRETE SHALL BE PLACED WHEN AMBIENT TEMPERATURE IS BELOW 40 DEGREES FAHRENHEIT OR MORE THAN 90 DEGREES FAHRENHEIT UNLESS PLACEMENT PROCEDURE IN COMPLIANCE WITH ACI 305 OR ACI 306. 13. COMPLY WITH ACI CODES AND PLACE CONCRETE IN A CONTINUOUS OPERATION WITHIN PLANNED JOINTS OR SECTIONS. DO NOT PERMIT COLD JOINTS TO OCCUR. 14. CURING: BEGIN INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM EXPOSED SURFACES. WHERE POSSIBLE, KEEP CONTINUOUSLY WET FOR 72 HOURS. CONTINUE CURING BY USE OF MOISTURE RETAINING COVER OR MEMBRANE-FORMING CURING COMPOUND. 15. NO CONCRETE SHALL BE DROPPED MORE THAN 4 FEET INSIDE A FORM. 16. CONCRETE FOOTINGS SHALL BE PLACED ON 4" COMPACTED CRUSHED GRAVEL WHICH IS PLACED UNDISTURBED NATIVE SOIL. STRUCTURAL STEEL: 1. ALL WIDE FLANGE SHAPES SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI; CHANNELS, PLATES, N AND ANGLES A MINIMUM OF 36 KSI; ROUND STRUCTURAL TUBES A MINIMUM OF 42 KSI; AND U R O RECTANGULAR TUBES A MINIMUM OF 46 KSI. R FO TI 2. ALL STRUCTURAL STEEL SHALL BE HOT DIP GALVANIZED (HDG) UNLESS NOTED OTHERWISE. C 3. WELDING SHALL BE DONE WITH A FILLER MATERIAL HAVING A MINIMUM TENSILE STRENGTH OF 70 ST T KSI O NO 4. BOLTED CONNECTIONS SHALL USE 5/8" DIA. ASTM A325 BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE, UNLESS NOTED OTHERWISE. N 5. ALL STEEL FABRICATION, FURNISHING, DELIVERY, AND ERECTION OF STRUCTURAL STEEL AND THEIR COMPONENTS SHALL BE PERFORMED IN ACCORDANCE WITH 2018 IBC WITH 2020 NYS AMENDMENTS, C AWS D1.1, AND AISC MANUAL OF STEEL CONSTRUCTION 15TH EDITION. 6. SHOP DRAWINGS OF ALL STRUCTURAL STEEL SHALL BE PERPARED AND SUBMITTED FOR REVIEW IN ACCORDANCE WITH AISC STANDARDS SHOWING ALL SHOP AND ERECTION DETAILS INCLUDING CUTS, COPES, CONNECTIONS, ETC. BUILDING PERMIT SUBMISSION 30 JUL 2025 Date Description Rev. 1 WEST SENECA, NEW YORK 14224 5700 SENECA 5700 SENECA STREET G100 5/12/2026 5:35:07 PM EXISTING SITE NOTE: SCALE INDICATED IN PDF MAY DIFFER FROM SCALE ON THIS SHEET/PRINT SURVEY & GENERAL NOTES FOR EXISTING BUILDINGS Page 363 of 849

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© 2023 Crafted Concepts Architecture P.C. All rights reserved. No part of this document may be reproduced or utilized in any form, without prior written authorization by Crafted Concepts Architecture P.C. GENERAL CONSTRUCTION NOTES 1 2 3 4 5 4 1. ALL CONSTRUCTION IS TO BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE CODES AND THE REQUIREMENTS OF ALL REGULATORY AGENCIES HAVING JURISDICTION OVER THE PROJECT. UNDER NO CONDITION DOES THE ARCHITECT HAVE RESPONSIBILITY FOR THE MEANS OR METHODS USED BY THE CONTRACTOR IN THE PERFORMANCE OF THE WORK OR FOR CONDITIONS OF SAFETY AT THE JOB SITE. 2. THE CONTRACTOR IS RESPONSIBLE FOR THE PAYMENT FOR AND THE ACQUISITION OF ALL REQUIRED PERMITS AND FEES ASSOCIATED WITH THE PROJECT. A 3. THE CONTRACTOR SHALL CONFIRM THE LOCATION OF ALL EXISTING UTILITIES AND COORDINATE THE INSTALLATION OF ALL NEW UTILITIES AND METER LOCATIONS WITH THE UTILITY COMPANY OR GOVERNMENTAL AUTHORITY HAVING JURISDICTION OVER THE PROJECT. 4. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO THOROUGHLY REVIEW AND BECOME FAMILIAR WITH ALL PERTINENT DOCUMENTS AVAILABLE REGARDING THE CONSTRUCTION OF THIS PROJECT. ANY AMBIGUITY OR DISCREPANCY DISCOVERED IN THE DOCUMENTS SHALL BE IMMEDIATELY MANDATORY CLEARANCE REPORTED TO THE ARCHITECT WHO SHALL MAKE CLARIFICATIONS AND INTERPRETATIONS IN A 2 TIMELY MANNER. THE CONTRACTOR'S FAILURE TO DISCOVER AND NOTIFY THE ARCHITECT OF SAID 101A AMBIGUITY OR DISCREPANCY PRIOR TO THE START OF CONSTRUCTION SHALL NOT RELIEVE THE INFILL DOOR EX101 OPENING IN KIND GOLF CONTRACTOR OF RESPONSIBILITY RELATING TO THE MATTER. WITH ADJACENT SIMULATOR 5. CHANGES, OR DEVIATIONS FROM THE DOCUMENTS, MADE BY THE CONTRACTOR OR THEIR WALL ENTRY SUPPLIERS, WITHOUTTHE WRITTEN CONSENT OF THE ARCHITECT, ARE UNAUTHORIZED CHANGES 103 TO THE WORK AND AS SUCH SHALL RELIEVE THE ARCHITECT OF ALL RESPONSIBILITY FOR THE 101 CONSEQUENCES ARISING THEREFROM. 6. PRIOR TO THE BEGINNING ANY NEW WORK OR INSTALLATION, IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT PREVIOUSLY INSTALLED WORK AND/OR SUBSTRATE AND VERIFY THAT ALL WORK IS SATISFACTORY AND COMPLETE TO THE REQUIRED LEVEL OF ACCEPTANCE TO ALLOW FOR THE START OF SUBSEQUENT WORK. THE COMMENCEMENT OF ANY WORK SHALL INDICATE THAT ALL PREVIOUSLY INSTALLED WORK AND/OR SUBSTRATE WAS FOUND TO BE ACCEPTABLE AND INSTALLED ACCORDING TO INDUSTRY STANDARDS. ANY WORK FOUND TO BE IN UNACCEPTABLE CONDITION SHALL BE REMOVED AND REPLACED AT NO ADDITIONAL COST TO THE OWNER. 7. THE CONTRACTOR SHALL VISIT THE PROJECT SITE PRIOR TO ESTIMATING THE COST OF THE SCOPE BACK BAR OF WORK AND PRIOR TO ORDERING OR FABRICATING MATERIALS OR BEGINNING ANY EX107 4' - 1 1/4" 4' - 6" CONSTRUCTION RELATED ACTIVITIES FOR THE PURPOSE OF BECOMING COMPLETELY FAMILIAR THE 102 SITE AND ALL EXISTING CONDITIONS WHICH MIGHT IMPACT THE COST OF, OR PERFORMANCE OF THE B SCOPE OF WORK. ADA COUNTER, 34" MAX. 8. IF AT ANY TIME HAZARDOUS WASTE IS ENCOUNTERED IT SHALL BE REMOVED AND DISPOSED OF AS HEIGHT - OVER 5% OF REQUIRED BY THE AUTHORITIES HAVING JURISDICTION OVER THE PROJECT. THE ARCHITECT AND HALL TOTAL COUNTER GENERAL CONTRACTOR IS NOT KNOWLEDGEABLE OF THE EXISTENCE OF HAZARDOUS WASTE AND 105 SHALL NOT BE HELD RESPONSIBLE FOR THE REMOVAL OF HAZARDOUS WASTE. EX106 9. THE CONTRACTOR(S) SHALL KEEP PREMISES FREE FROM ACCUMULATION OF WASTE MATERIALS EX105 AND DEBRIS. 108A 10. ALL DIMENSIONS OF NEW WALLS ARE TO FACE THE WALL UNLESS OTHERWISE NOTED ON DRAWING. 11. DO NOT SCALE THE DRAWINGS, IF QUESTIONS ARISE AS TO DIMENSIONAL REQUIREMENTS, C CONTACT THE ARCHITECT FOR CLARIFICATION. 12. FRAME DOOR OPENINGS SUCH THAT EACH ROUGH OPENING JAMB IS A MINIMUM OF 4 1/2" INCHES TO THE NEAREST INSIDE CORNER UNLESS OTHERWISE NOTED, TO ALLOW FOR FULL CASING AND TRIM. MANDATORY CLEARANCE MANDATORY CLEARANCE 13. ALL DOORS THAT DO NOT HAVE LABELS ARE EXISTING DOORS THAT SHOULD BE EXAMINED FOR 18' - 1 1/2" EX109 STORAGE POSSIBLE REUSE. 109 6' - 2 1/2" GOLF GOLF SIMULATOR SIMULATOR 101B 3 106 107 STRUCTURAL 4 1/2" 6 1/2" COLUMN AND KITCHEN / BAR 14' - 6" FOOTER, SEE A100 PREP 1/2" 3 1/2" 1/2" 1/2" 5 1/2" 1/2" A 108 UTILITY SINK DESIGNED 1/2" GWB (BOTH 1/2" GWB (BOTH D CABINET STRUCTURAL COLUMN AND BY OTHERS SIDES) USE MR NOTE: SIDES) USE MR NOTE: GWB IN WET 5/8" GWB TO BE GWB IN WET 5/8" GWB TO BE FOOTER, SEE A100 LOCATIONS USED FOR MORE LOCATIONS USED FOR MORE INTERIOR PARTITIONS UNISEX UNISEX DURABLE WALL DURABLE WALL 25' - 0" A 2x4 WOOD 2x6 WOOD FRAMING CONSTRUCTION FRAMING CONSTRUCTION 110 111 4' - 0" 2' - 0" PER OWNER OR PER OWNER OR SOUND CONTRACTOR SOUND CONTRACTOR DAMPENING PREFERENCE DAMPENING PREFERENCE INSULATION AT INSULATION 110A 111A +/- 27' - 0" BEDROOMS AND BATH UP E HALL STAIR INTERIOR WOOD STUD & DRYWALL INTERIOR DRYWALL PARTITION HALL A PARTITION WITH INSULATION B 113 112 A 120 3 5 7/8" 7 7/8" A 5/8" 1/2" 5/8" 1/2" 113A 112B 112A 5/8" 3 1/2" 5/8" 5/8" 5 1/2" 5/8" 4' - 0" MIN. ACCESSIBLE COUNTER, 34" (2) 5/8" GWB 1/2" (2) 5/8" GWB 1/2" 116A MAX. HEIGHT - OVER 5% OF SIMULATOR COUNTERS SPRINKLER USE MR GWB IN RESILIENT USE MR GWB IN RESILIENT WET CHANNELS WET CHANNELS ELEV. RISER ROOM LOCATIONS LOCATIONS 06 AUG 2025 24 APR 2026 08 JAN 2026 30 JUL 2025 115 114 EX114 2x4 WOOD 2x4 WOOD FRAMING FRAMING Date SOUND 5/8" GWB, USE SOUND 5/8" GWB, USE DAMPENING MR GWB IN WET DAMPENING MR GWB IN WET INSULATION LOCATIONS INSULATION LOCATIONS BUILDING PERMIT SUBMISSION STRUCTURAL AND CEILING STRUCTURAL UPDATE COAT ADDITION OF GOLF 119 INTERIOR DRYWALL PARTITION INTERIOR DRYWALL PARTITION 1HR C D E STRUCTURAL UL U305 1 HOUR FIRE RATING - STC 50+ UL U305 1 HOUR FIRE RATING - STC 50 1HR SIMULATORS COLUMN AND ADDITIONAL MECH. REVISIONS 4 1/2" Description +/- 24' - 6" FOOTER, SEE A100 SEATING 121 RECREATION HALL 117 1/2" 3 1/2" 1/2" 233 118 EXTERIOR PATIO 116 1/2" GWB (BOTH +/- 18' - 8" SIDES) USE MR NOTE: Rev. GWB IN WET 5/8" GWB TO BE 4 3 2 1 EXISTING WALL LOCATIONS USED FOR MORE IN MECH. ROOM 2x4 WOOD DURABLE WALL AND SLOPED FRAMING CONSTRUCTION E WALL BELOW PER OWNER OR STAIR TO EX122 SOUND CONTRACTOR REMAIN MECH. DAMPENING PREFERENCE WEST SENECA, NEW YORK 14224 INSULATION AT 122 BEDROOMS 5700 SENECA AND BATH F 5700 SENECA STREET EX118 EX116 3 INTERIOR WOOD STUD & DRYWALL E PARTITION WITH INSULATION 1HR UL U305 1 HOUR FIRE RATING - STC 48 G 2 3 A300 A101 5/12/2026 5:35:22 PM 1 GROUND FLOOR PLAN A101 1/4" = 1'-0" FIRST FLOOR PLAN Page 365 of 849

628 Main Street, East,Aurora, NY 14052 716-805-8900 Danielle Johnson, RA, Senior Architect Crafted Concepts Architecture 628 Main Street East Aurora, New York 14052 [email protected] 585-747-2600 05.12.2026 Town of West Seneca 1250 Union Road West Seneca, New York 14224 This letter is written on behalf of 5700 Seneca Street LLC as a formal acknowledgement of the request for a Special Permit for outdoor mini golf and the sale of alcohol at the property located at 5700 Seneca Street. 5700 Seneca Street was previously home to a restaurant and banquet facility. A permit has already been issued for the proposed second-floor apartment units. This submission pertains specifically to the proposed first-floor and site improvements, including indoor golf simulator recreation areas, a recreation area with pool tables, bar area, catering kitchen, and outdoor mini golf. The requested Special Permit will allow for the sale and service of alcohol as an accessory component to the recreational and entertainment use of the facility. Alcohol service will be open to the public, although it is anticipated that the primary patrons will be users of the golf simulators and outdoor mini golf amenities. The existing outdoor patio area, which is separate from the proposed mini golf area, was previously granted a variance by the Town and will continue to be utilized in the same manner as previously approved. As part of the proposed site improvements, the existing Transit Road entrance will be eliminated in accordance with New York State Department of Transportation standards. In addition, a Crafted Concepts, Inc. Page 1 5700 Seneca Street Page 366 of 849

protective fence will be installed between the outdoor mini golf area and Transit Road to enhance the safety of pedestrians and passing automobiles. Hours of operation are expected to fluctuate throughout the year due to the seasonal nature of the outdoor mini golf operations; however, hours will not extend beyond 9:00 AM to 11:00 PM. Staffing levels will also fluctuate seasonally, with no more than 10 employees anticipated onsite at any given time. Because the facility contains two unisex toilet rooms, the overall occupant load for the first floor and exterior areas combined will be limited to 150 occupants distributed throughout the indoor and outdoor spaces. It is not anticipated that occupancy levels will approach this threshold, as the primary uses of the space consist of golf simulator bays with a maximum of approximately eight occupants per bay and a 9-hole mini golf course intended for dispersed recreational use. Stormwater management for the proposed mini golf area will remain consistent with existing site conditions, as water will permeate through the mini golf turf into the existing drainage systems onsite. Existing overhead site lighting currently serves the property. Additional lower- level lighting may be added in the future should the mini golf area operate after dark, and any such lighting will be dark-sky compliant. The property has existing pedestrian and bicycle access, and the site continues to provide ample parking in accordance with Town Code requirements. The project is intended to revitalize and enhance the usability of the existing structure and site while maintaining the overall character and appearance of the property. The exterior footprint of the building will largely remain unchanged. I have included all required documentation and plans with this application. Please let me know if any additional information is needed. I am available at 585-747-2600 or [email protected] to discuss this application further or to answer any questions you may have. Sincerely, Danielle Johnson, RA Senior Architect Crafted Concepts Architecture Rachel Krajewski 5/15/26 Owner Signature Owner Name Date Crafted Concepts, Inc. Page 2 5700 Seneca Street Page 367 of 849

IMPORTANT NOTE: This rendering is shown for design intent only. The actual layout is shown on G101 in the drawing package submitted to the town on 5-12-2026. Crafted Concepts, Inc. Page 3 5700 Seneca Street Page 368 of 849

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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 which 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 Name of Action or Project: Zen Nails Project Location (describe, and attach a location map): 1976 Ridge Road - West Seneca, NY 14224 Brief Description of Proposed Action: The property is currently owned by Tiffany Truc Phan, owner of Tiffany Zen Nails Spa of Erie LLC. The work included for this project will be the partial demolition to an existing building to include a new addition. The project will provide a new salon with programs such as pedicure stations, manicure stations, a bar and other aesthetic amenities. This property is located in the C-2 Zone. Name of Applicant or Sponsor: Telephone: 716-932-7156 Michael Berger E-Mail: [email protected] Address: 5409 Main Street City/PO: State: Zip Code: Williamsiville New York 14221 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, Planning Approval, Demo Permit, ZBA Parking Reduction ✔ 3. a. Total acreage of the site of the proposed action? 0.460 acres __________ b. Total acreage to be physically disturbed? __________ 0.460 acres c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor? __________ 0.460 acres 4. Check all land uses that occur on, are adjoining or near the proposed action: 5. ✔ Urban Rural (non-agriculture) Industrial ✔ Commercial Residential (suburban) □ Forest Agriculture Aquatic Other(Specify): □ Parkland Page 1 of 3 SEAF 2019 Page 374 of 849

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: Project will meet all state energy requirements _____________________________________________________________________________________________ ✔ _____________________________________________________________________________________________ 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? ✔ 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: _____________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ Page 2 of 3 Page 375 of 849

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 flood plan? 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: _____________________________________________________________________________________________ All Stormwater runoff will be directed to stormwater drains (Re-use existing) _____________________________________________________________________________________________ 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:______________________________________________ ✔ ____________________________________________________________________________________________ _ Has the site of the proposed action or an adjoining property been the location of an active or closed solid waste 19. 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: _______________________________________________________________________________ ✔ _____________________________________________________________________________________________ I CERTIFY THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor/name: ____________________________________________________ Michael Berger Date: 3/2/2021 __________________________ _____________________ Architect Signature: _____________________________________________________Title:__________________________________ PRINT FORM Page 3 of 3 Page 376 of 849

Concept Rendering NTS 82'-101 4" 22'-01 4" Parapet Wall Black Metal Cap Top Of Parapet Top Of Parapet w/ Signage (+18'-4 1/2" +/-) (+18'-4 1/2" +/-) Black Metal Cap Black Metal Cap Top Of Roof Top Of Roof Black Metal Cap Framed (+15'-10 1/2" +/-) Soffit w/ (+15'-10 1/2" +/-) Down 4'-101 2" 4'-101 2" Large Large Large Lighting Format Up/Down Format Format Black Lighting Tile Up/Down Lighting Tile Tile Large Large 15'-101 2" 15'-101 2" Format Format Black Black 8'-10" 8'-10" Tile Tile W1 W1 W1 W2 W1 W1 W3 W3 2'-2" 2'-2" 102 Grade Level Grade Level (+0'-0" +/-) Concrete Water Table (+0'-0" +/-) Aluminum Framed Concrete Water Table Aluminum Framed Existing Grade Aluminum Framed Storefront Aluminum Existing Grade Aluminum Framed Windows Windows Windows Framed Entrance Door Windows South Elevation East Elevation 3/16" = 1'-0" 3/16" = 1'-0" Parapet Wall PROPOSED EXISTING Black Metal Cap EXISTING PROPOSED w/ Signage ADDITION BUILDING Top Of Parapet Top Of Parapet Parapet Wall Beyond BUILDING ADDITION (+18'-4 1/2" +/-) (+18'-4 1/2" +/-) Black Metal Cap Black Metal Cap Black Metal Cap Top Of Roof Top Of Roof (+15'-10 1/2" +/-) (+15'-10 1/2" +/-) 4'-101 2" 4'-101 2" Large Large Large Large Format Format Format Format Tile Up/Down Lighting Tile Up/Down Lighting Tile Up/Down Lighting Tile Large Large Large Large 15'-101 2" 15'-101 2" Format Format Format Format Black Black Black Black 8'-10" 8'-10" Tile Tile Tile Tile W3 2'-2" 2'-2" 101 EX Grade Level Grade Level Existing Building Existing Door & (+0'-0" +/-) (+0'-0" +/-) Existing Building Storefront Aluminum Existing Grade Aluminum Framed Existing Grade Existing Grade Framed Entrance Door Windows To Remain Frame To Remain To Remain West Elevation North Elevation 3/16" = 1'-0" 3/16" = 1'-0" Proposed Elevations For: Zen Nails 1976 Ridge Road "D es ild " u West Seneca, NY 14224 ig 2 B n Page 377 of 849

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Page 381 of 849 148.80' 9 0°0 '0" ' 61.75' 30.10' Existing inal ig ete Or Concr uilding 30.10' BlockNoB. 1976 61.70' ,46 Ac Site Aerial View ed Propos F 119.82' S 1,698 n Additio 8 150.0' Parking Analysis: Total Site Area: 20,074 sf / 0.460 Acres Building Areas: 10 Retail Area: 3,550 sf / 0.08 Acres Parking Calculations: (3) Parking Spaces Per Salon Chair = 22 Chairs = 66 Parking Spaces Total Parking Requirements: 66 Parking Spaces Total Parking Available: 26 Parking Spaces 8 Additional Parking Needed: 40 Parking Spaces ZBA Approved on April 22nd, 2026 Existing Photo #1 78 °32 '5 "' ' 152.81 G Existing Photo #2 Site Plan Proposed Site Plan For: Zen Nails 1976 Ridge Road West Seneca, NY 14224

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BUILDING ADDITION DESCRIPTION DRAWING REVISIONS DATE 3254 CLINTON STREET ITEM THE LAW EXCEPTING AS PROVIDED IN SECTION ALTERING THIS DOCUMENT IS IN VIOLATION OF C COPYRIGHT 2024 TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 7029, PART 2 OF THE NEW YORK STATE WM. SCHUTT & ASSOCIATES P.C. WES DLS DLS PART OF LOT 25 AND 26, TOWNSHIP 10, RANGE7 EDUCATION LAW. DESIGNED BY: CHECKED BY: WARNING: DRAWN BY: DATE: GENERAL NOTES UTILITIES NATURAL GAS: 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF NAME/TITLE: MICHAEL MURPHY CHEEKTOWAGA STANDARD CONSTRUCTION SPECIFICATIONS AND/OR COMPANY/DEPT.: NATIONAL FUEL GAS DISTRIBUTION CORP. LANCASTER, NY 14086-2143 SUBJECT TO THE LATEST REVISIONS APPROVED BY THE TOWN ENGINEER. ADDRESS: 6363 MAIN STREET WWW.WMSCHUTT.COM THE CONTRACTOR IS REQUIRED TO SUBMIT SHOP DRAWINGS TO THE TOWN OF CHEEKTOWAGA TOWN ENGINEER. WILLIAMSVILLE, NEW YORK 14221 TELEPHONE: PHONE: 716/857-7076 TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. FAX 716-683-0169 PH. 716-683-5961 2. THE LOCATION OF UTILITIES AND OTHER FEATURES, AS SHOWN ON THE PLANS, ARE FROM THE BEST INFORMATION AVAILABLE, IT IS THE ELECTRIC COMPANY: E CONTRACTOR'S RESPONSIBILITY TO FIELD INVESTIGATE AND DETERMINE NAME/TITLE: DIANE KEICHER M THE EXACT LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION IN ORDER P COMPANY/DEPT.: NATIONAL GRID IR TO AVOID CONFLICTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO E ADDRESS: 144 KENSINGTON AVENUE PROTECT, SUPPORT AND MAINTAIN ALL EXISTING UTILITIES DURING THE COURSE OF HIS OPERATIONS. DAMAGE TO EXISTING UTILITIES SHALL BE TELEPHONE: BUFFALO, NEW YORK 14214 PHONE: 716/831-7108 D R OWNER/DEVELOPER: REPAIRED AT THE CONTRACTOR'S EXPENSE. 3. ALL PROVISIONS OF THE NEW YORK STATE INDUSTRIAL CODE RULE 53 TELEPHONE: NORTH CONTACT: BILL BAUER AND THE NEW YORK STATE VOLTAGE PROXIMITY ACT MUST BE NAME/TITLE: MICHAEL GAMBUZZA FOLLOWED. THE CONTRACTOR SHALL BE RESPONSIBLE TO ADVISE ALL COMPANY: CLINTON STREET COMMERCE PARK COMPANY/DEPT.: VERIZON UTILITIES AND AGENCIES OF HIS PROPOSED OPERATIONS. ADDRESS: 2790 CLINTON STREET ADDRESS: 65 FRANKLIN STREET BUFFALO, NEW YORK 14202 WEST SENECA, NEW YORK 14224 4. ANY DAMAGE CAUSED BY THE CONTRACTOR'S OPERATIONS TO EXISTING TELEPHONE: PHONE: 716/937-2515 TELEPHONE: PHONE: 716/883-0280 PAVEMENT, SHOULDERS, DRIVES AND STORM DRAINAGE FACILITIES SHALL BE REPAIRED OR REPLACED IN KIND BY THE CONTRACTOR AT HIS EXPENSE. ALL REPAIRS OR REPLACEMENTS MADE BY THE CONTRACTOR AGENCIES SHALL BE ACCEPTABLE TO THE OWNER OR AGENCY HAVING JURISDICTION. SHEET INDEX PROJECT TOWN PLANNING BOARD: 5. THE CONTRACTOR SHALL TAKE ANY PRECAUTIONS NECESSARY TO NAME/TITLE MARGARET BEBAK Sheet Sheet Title PROTECT TREES AND SHRUBBERY FROM DAMAGE, UNLESS SPECIFICALLY COMPANY/DEPT. TOWN OF WEST SENECA PLANNING BOARD Number ORDERED FOR CLEARING. ADDRESS 1250 UNION ROAD AREA C1.0 COVER SHEET WEST SENECA, NEW YORK 14224 BUILDING ADDITON 6. THE CONTRACTOR SHALL BE AWARE THAT SOIL CONDITIONS ARE TS-1 TOPOGRAPHIC SURVEY UNKNOWN AND ASSUMED TO VARY AT DIFFERENT DEPTHS AND TELEPHONE PHONE: 716/674-7308 LOCATIONS. C2.0 SITE PLAN AND NOTES BUILDING DEPARTMENT: C3.0 DRAINAGE AND GRADING PLAN 3254 CLINTON STREET 7. ALL UTILITY OPEN CUT ROAD CROSSINGS SHALL BE NAME/TITLE: JEFFREY SCHIEBER, BUILDING INSPECTOR COVER SHEET BACKFILLED WITH NO. 2 RUN OF CRUSHER STONE AND COMPACTED TO A COMPANY/DEPT. TOWN OF WEST SENECA BUILDING DEPARTMENT C4.0 EROSION SEDIMENT CONTROL PLAN C MINIMUM OF 95% MAXIMUM DENSITY ASTM D-1557 PER TRENCH DETAILS. ADDRESS 1250 UNION ROAD L SELECT BACKFILL MATERIAL SHALL EXTEND A MINIMUM OF 5-FEET C4.1 EROSION SEDIMENT CONTROL DETAILS IN WEST SENECA, NEW YORK 14224 INTER DRIVE BEYOND EDGE OF PAVEMENT. T TELEPHONE PHONE: 716/558-3237 C5.0 HYDROCAD - PRE CONDITIONS O N 8. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE AND C5.1 HYDROCAD - POST CONDITIONS S LOCAL STATUTES REGARDING THE PREVENTION AND ABATEMENT OF SOIL TOWN ENGINEERING DEPARTMENT: T EROSION, SEDIMENTATION AND WATER POLLUTION. R NAME/TITLE JASON FOOTE, P.E., TOWN ENGINEER E E 9. THE PLANS AND SPECIFICATIONS FOR THIS PROJECT HAVE BEEN COMPANY/DEPT. TOWN OF WEST SENECA ENGINEERING DEPARTMENT T PREPARED WITH CARE AND ARE INTENDED TO SHOW AS CLEARLY AS IS ADDRESS 1250 UNION ROAD PRACTICABLE THE WORK REQUIRED TO BE DONE. THE CONTRACTOR WEST SENECA, NEW YORK 14224 MUST REALIZE, HOWEVER, THAT CONSTRUCTION DETAILS CAN NOT TELEPHONE PHONE: 716/558-3220 ALWAYS BE ACCURATELY ANTICIPATED AND THAT IN EXECUTING THE WORK, FIELD CONDITIONS MAY REQUIRE REASONABLE MODIFICATIONS IN THE DETAILS OF PLANS AND QUANTITIES OF WORK INVOLVED. ALL WORK TOWN HIGHWAY DEPARTMENT: MUST BE CARRIED OUT TO MEET ACTUAL FIELD CONDITIONS TO THE NAME/TITLE BRIAN J. ADAMS, SUPERINTENDENT OF HIGHWAY, SATISFACTION OF THE ENGINEER AND DEVELOPER IN ACCORDANCE WITH THEIR INSTRUCTIONS. COMPANY/DEPT. SANITATION AND BUILDINGS AND GROUNDS TOWN OF WEST SENECA HIGHWAY DEPARTMENT LOCATION MAP N.T.S. ADDRESS 39 SOUTH AVENUE WEST SENECA, NEW YORK 14224 TELEPHONE PHONE: 716/674-4850 PUBLIC UTILITIES (WATER): NAME/TITLE ADAM MASSARO COMPANY/DEPT. ERIE COUNTY WATER AUTHORITY ADDRESS 3030 UNION ROAD CHEEKTOWAGA, NEW YORK 14227 TELEPHONE PHONE: 716/684-1510 STATE HIGHWAY DEPARTMENT: NAME/TITLE ERIC A. MEKA, P.E. COMPANY/DEPT. NEW YORK STATE DEPARTMENT OF TRANSPORTATION (REGION 5) REGIONAL DIRECTOR ADDRESS 3754 LAKEVIEW ROAD ROAD HAMBURG, NEW YORK 14075 TELEPHONE PHONE: 716/847-3238 THIS SHEET ISSUED APRIL 16, 2026 R C1.0 Know what's below. SCALE: NONE Call before you dig. WSA PROJECT NO. 15052A Page 383 of 849

N EW PR O FE S YO S R K IO NA ST L AT E LA ND ASS MEMBER OF: OC SU IA R V T E IO YO N OF RS PROFESSIONAL LAND SURVEYORS NEW YORK STATE ASSOCIATION OF MEMBER OF: NIAGARA FRONTIER LAND SURVEYORS ASSOCIATION INC. 0 30 45 EXAMINATION OF SUCH. 60 SCALE: 1"=30' GRAPHIC SCALE IN FEET 90 ANY STATE OF FACTS THAT MAY BE REVEALED BY AN AN UP-TO-DATE ABSTRACT OF TITLE AND IS SUBJECT TO THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF NORTH 120 DESIGNED BY: DRAWING REVISIONS TOWN OF WEST SENECA, COUNTY OF ERIE ITEM DATE DESCRIPTION DRAWN BY: DJR STATE OF NEW YORK CHECKED BY: DJR PART OF LOT 25 37 CENTRAL AVE. DATE: 03/19/2026 EBENEZER LANDS LANCASTER, NY 14086-2143 TS-1 SCALE: 1"=30' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF SURVEY FILE: D/15052A-01 ONLY COPIES FROM THE ORIGINAL OF THE LAW EXCEPTING AS PROVIDED IN SECTION 3254 CLINTON STREET FAX 716-683-0169 THIS SURVEY MAP MARKED WITH AN 7029, PART 2 OF THE NEW YORK STATE ORIGINAL OF THE LAND SURVEYOR'S EDUCATION LAW. C COPYRIGHT 2024 WWW.WMSCHUTT.COM STAMP AND SIGNATURE SHALL BE PARTIAL TOPOGRAPHIC SURVEY CONSIDERED TO BE VALID TRUE COPIES WM. SCHUTT & ASSOCIATES P.C. Page 384 of 849

NOTES PIPE BOLLARDS - 12 R SITE NOTES Know what's below. Call before you dig. 0 20 30 40 SCALE: 1"=20' LEGEND DETAILS GRAPHIC SCALE IN FEET STANDARD DUTY ASPHALT SECTION -1 60 NORTH 80 DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C2.0 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 SITE PLAN AND NOTES WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 385 of 849

GENERAL NOTES: R Know what's below. Call before you dig. 0 20 GRADING/PAVING/STORM NOTES 30 40 SCALE: 1"=20' TYPICAL TRENCH GRAPHIC SCALE IN FEET DETAIL - PAVEMENT 60 TYPICAL TRENCH DETAIL - EARTH NORTH 80 DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C3.0 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 DRAINAGE AND GRADING PLAN WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 386 of 849

R Know what's below. Call before you dig. 0 20 AND GRADING NOTES 30 40 SCALE: 1"=20' EARTHWORK, COMPACTION LEGEND GRAPHIC SCALE IN FEET SEDIMENT/EROSION CONTROL DUST CONTROL - ROAD AREAS 60 NORTH 80 DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C4.0 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 EROSION SEDIMENT CONTROL PLAN WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 387 of 849

SILT SOCK NOTES COMPOST FILTER SOCK FABRIC SILT FENCE ENTRANCE CONCRETE WASHOUT ABOVE GRADE CONCRETE WASHOUT BELOW GRADE STABILIZED CONSTRUCTION CONCRETE WASHOUT SEDIMENT TRAP STORM INLET WITH NORTH DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C4.1 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 EROSION SEDIMENT CONTROL DETAILS WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 388 of 849

4,470 GRASS 4,627 25,927 GRAVEL ASPHALT 1,507 SF CONCRETE 3,493 GRASS 10,059 SF BUILDING 0 20 30 40 SCALE: 1"=20' GRAPHIC SCALE IN FEET 60 NORTH 80 DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C5.0 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 HYDROCAD - PRE CONDITIONS WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 389 of 849

4,470 GRASS 21,196 6,904 SF GRAVEL ASPHALT 1,461 SF CONCRETE 3,493 GRASS 12,559 SF BUILDING 0 20 30 40 SCALE: 1"=20' GRAPHIC SCALE IN FEET 60 NORTH 80 DESIGNED BY: DLS DRAWING REVISIONS ITEM DATE DESCRIPTION BUILDING ADDITON DRAWN BY: DLS 3254 CLINTON STREET CHECKED BY: WES DATE: THIS SHEET ISSUED TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 C5.1 SCALE: 1"=20' WARNING: PH. 716-683-5961 ALTERING THIS DOCUMENT IS IN VIOLATION OF THE LAW EXCEPTING AS PROVIDED IN SECTION FAX 716-683-0169 APRIL 16, 2026 WSA PROJECT NO. 15052A 7029, PART 2 OF THE NEW YORK STATE EDUCATION LAW. C COPYRIGHT 2024 HYDROCAD - POST CONDITIONS WWW.WMSCHUTT.COM WM. SCHUTT & ASSOCIATES P.C. Page 390 of 849

Civil Engineering Project Management Municipal Engineering Land Surveying WM SCHUTT Construction Support Services SWPPP Services ASSOCIATES STORM WATER MANAGEMENT REPORT for BUILDING ADDITION 3254 CLINTON STREET TOWN OF WEST SENECA, ERIE COUNTY, NEW YORK APRIL 2026 WSA PROJECT NO. 15052A 37 CENTRAL AVENUE LANCASTER NEW YORK 14086-2143 P 716-683-5961 F 716-683-0169 WWW.WMSCHUTT.COM Page 391 of 849

TABLE OF CONTENTS 1.0 INTRODUCTION 3 2.0 STORMWATER MANAGEMENT 3 2.1 Design Criteria 3 2.2 Existing (Pre-Development) Conditions 4 2.3 Proposed (Post-Development) Conditions 4 2.5 Storm Water Management/Detention Facilities 4 4.0 PROJECT ADMINISTRATION 5 4.1 Submittal/Review Process 5 4.2 Technical Question 5 LIST OF FIGURES Figure 1 Location Map Figure 2 Plan Sheets LIST OF APPENDICES Appendix A USDA Soil Survey Appendix B Hydrographs - Existing Conditions Appendix C Hydrographs - Proposed Conditions Page 392 of 849

1.0 INTRODUCTION The proposed project consists of the construction of a 50 ft x 50 ft addition to an existing steel building located at 3254 Clinton Street in the Town of West Seneca. The site currently contains a 10,000 sq. ft steel building, with additional improvements including associated asphalt areas to support the proposed expansion. Under existing conditions, approximately 50,000 ± square feet of the site drains toward the western portion of the property and discharges to an existing swale. The remaining drainage area flows towards the southwest toward an existing end section along the property boundary. Under proposed conditions, stormwater runoff patterns will remain generally consistent with existing conditions. Runoff generated from the proposed building addition and associated impervious surfaces will be directed westward and discharged to the existing swale. The proposed development will not adversely impact off-site drainage patterns or downstream conveyance systems. 2.0 STORM WATER MANAGEMENT 2.1 Design Criteria Storm water drainage facilities for this development have been designed in accordance with the following: a. Storm Drainage Design Manual (ENCRPB) b. Town of West Seneca Storm Water Management Design Standards Under existing conditions, stormwater runoff from the site is collected by a swale located just west of the proposed action. The proposed site disturbance encompasses approximately 4,790 +1- sf (0.11 acres), which is below the 1.0-acre threshold requiring a Stormwater Discharge Permit (SWPPP) from the New York State Department of Environmental Conservation (NYSDEC). Post-development runoff rates will not exceed pre-development rates for the 10-year and 25-year design storm events. HydroCAD modeling calculations will be utilized to analyze and compare existing and proposed conditions, demonstrating that peak discharge rates to the existing swale are not increased. A detailed evaluation of the 10-year and 25-year design storm will be performed to confirm that runoff directed to the existing swale remains consistent with existing conditions and does not adversely impact downstream conveyance systems. Pre- and post-development hydrographs were developed using TR-55 and TR-20 methodologies within HydroCAD software. The hydrograph for the existing 10-year storm event is provided in Appendix A, while the hydrograph for the proposed 25-year storm event is included in Appendix B. Page 393 of 849

Since the total disturbed area remains under 1.0 acre, NYSDEC SPDES Phase II stormwater permitting requirements do not apply. 2.2 Existing (Pre-Development) Conditions Per the USDA Soil Survey, the on-site soils consist of Galen very fine sandy loam, Hamlin silt loam, and the Wayland soils complex, all of which are classified as Hydrologic Soil Group "D". (See Appendix A) 2.3 Proposed (Post-Development) Conditions The proposed site development includes construction of the following: • 2,500 square foot building addition • 2,277 +1- square foot asphalt area 2.4 Storm Water Management/Detention Facilities Stormwater quantity control calculations were performed, and the results indicate that there is no increase in runoff rates between pre- and post-development conditions; therefore, no on-site detention is required. Stormwater from the proposed asphalt area will flow in a westerly direction consistent with existing conditions, ultimately discharging to an existing swale located west of the site. From there, runoff will continue along the site's existing drainage patterns. The table below summarizes pre- and post-development runoff conditions for the drainage area discharging to the existing swale. Stormwater Management Runoff Table — for Runoff Entering Existing Swale Pre Dev Area Post Dev Area peak Runoff Peak Runoff Rate Rate (cfs) (cfs) 10 5.29 5.29 Year 25 6.56 6.56 Year Page 394 of 849

3.0 PROJECT ADMINISTRATION 3.1 Submittal/Review Process Twelve (12) copies of Civil (Site) Design plans, along with two (2) copies of the Storm Water Management Report will be submitted to the Town of West Seneca Building Department for review, distribution, and approval. 3.2 Technical Question Technical questions concerning data presented herein or concerning respective engineering drawings and details should be addressed to: Wm. Schutt & Associates, P.C. 37 Central Avenue Lancaster, New York 14086-2143 716-683-5961 Page 395 of 849

FIGURE 1 LOCATION MAP Page 396 of 849

Proposed Building Addition at 3254 Clinton Street (T) West Seneca — Erie County, New York I? F nacts, Garden Gate Apartrn n CentiMark Co Agile Cold Storage 0 Iii I t Mec I Met:hanical — •••o Services Inc tint fain • Shell at Dunn Prr merson Sw n, ,WNY'l It have ducahon sprof Wny rarisTrtati r Page 397 of 849

FIGURE 2 PLAN SHEETS Page 398 of 849

BUILDING ADDITION 3254 CLINTON STREET TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK PART OF LOT 25 AND 26, TOWNSHIP 10, RANGE7 GENERAL NOTES UTILITIES 3451002 028 1. COMITINCOMMmi. mACCORMICE Mn4 TONN Or NAISOMLE MONA& MAPITT coegolam.MAMMOOMOITROCIICOSIIMOCAIIMOMMCA CONPANTOGEM. NATICTME FUEL GAS DISTRALMON CORP. MOIST 101.4 WM. orAMMOOMMOIMIST TON•11..... AOCRESS WO ANN STREET COMMoTOO ONO.. TOVANIT MOP OmomOO TO TM TOM. OS MallaIMMOA TOooMMOMI. HILL0AN/1.LE_ 3493 10107 leo !ELMORE 1314010 71601151,0711 moomION oromRso NOM.. HAM.. ASS... MIME RANA 05660 3421 NM MAMMTIO. OSAILSAM. TIMM ELECTABCCONPANT• CMAMMOOSAMPOIMMOo MOM° DrASMATe OVOLOMISM4 THMETTITLE. 42541 0011077 1008001 40511102507 01 231730 705 41510 01001e COOTPANOCEPT NA TOTAL ORO TOAvOMCOMUCIL OS. OMMI.MTIONIMOre TO P.012RESS 144 KENSINGTON AvENLA MOT." Nopopo Newsom PL.. Wm. unoTesOLop. mit mom or Ns 0TEPANCTS MAMA 10061IN401ILIT21S MAU Al 3644211320 BUFFALO. HEW YORK 14214 PHONE 10431.7706 OWNER/DEVELOPER: IMPAMEOAI INT comm..* EMMA 3. ALL pocansmiSOF 774 NrerfONE PAH NOVIIIMAL COMMA SI TELEPHONE 02 60015 AA0 MINKAA STATI yam. Ammon., 10.47 MAMMA MOHO CADAIUZZA AOL.M.60. OMTRACIOA VOUS. RAMOMMLA SOM.( All CLINTON SMUT COMARCE PARK COOPPANTAEP I VENOM JAMOISMO AOMOOS OP on moroKOMERAIMM HBO ONTO. STREET AOCRESS A MANTUA STREET BUFFALO NEW YORK 14202 VAST SENECA. NEW YORE 14224 a my mom. M03413 By IA MallIACTOBSOKAAToNs MEASIVO FNMA 11440412110 PANDAGH r . SIMONS. omos NosvaimONumscmcsalos Amu TELEPHONE MIONE 1110931.2515 se WNW 00 Woos, N AO M CONTRAOTon A Hes WOMB m. MYNAS. FaTmcepeortilmOl SYTN2 comm.. Boo se AccelnAlat To TNT oANCA 04 40DAYmywo AGENCIES ARBOICHMT SHEET INDEX TOM. POMO* BOARD HA cortmclroa Dim oug ANP iimmonmit mOOtism To NANATIRE MAMMA, BEE. Shmt mom, Misr. 0084.44 FAmmum02.34.43 VeCrimace COISPANGOEPT 104111 OF NEST SENECA KAMM BOARD 01104610 NA Oteamo 127015034 ROAD COVER SHEET 0.000E00 4 me oparlacToo Hum Am. THAT am comas/3AM NEST SENECA. 321W10565 7024 TOPOGRAPHIC SURVEY t0en00204402SS7040 OHM OSPOTEM 01211.4/0 TELEPHONE HONE. 73542744304 LOLATIMO SITE PLAN APO NOTES BuILOING DEPARTMENT GRAIMGE APO GRATING PLAN Ay Mfrs OPOICuT AMOMOOMOS Amu OA THAOTITLE JEFFREY SCNIEBERAUILCATO INSPECTOR COVERSHEET Goeso4a1MAON NO Am Or MOWN OMNI ANICamArfAD TO A COMMATOIST TOWN 032 0037 SENECA 13341U2•43 OEPARTIANT 03024011 34040125 0014502 PLAT memo Cr Mk imaiMmOVArtv MIA 04,67.04 Olom. MOOT WOOALL WV. MOLL MOW. MAO. 01" SAM ACCRESS 125000034 ROAD EROS.. SEDIMENT COMM. OE TAILS two. COMM PHILUNrt. HEST SENECA. PON yORN14224 TELEPITONE PHOTE 714624.3231 HYOROCAD• PRO COPOIDONS • opmmotoo OMR, HEmpA OPTIOASA PHABH. *TARA. LOMASTAPHOSMOMMO PROMMON44044411Non co NA 1120000.04 -POST CANCOONS TONN ENCAPAERDOCAPARTAAVT• NeCOON.SAMINGImilmovaligimamitov. NaNFAITLE ASON FOOTE P.A1OPHENONEEN a imoRms NO sMarlopoom Pot Ms Mo., NATO TAM COTIPAINCOH. 100410F HOST SENECA ENGMERSOCEPARMH. fetAMMOSTA CAM AMMO MTDOIO TO 010•0411 OMALTMIS 00E05 125093404 ROAD MACIICAMA IMWOMMOMMOTOM TMCOATRACTOO HEST AIWA. taw Hos 44224 mal 40040004000, 6000302402511004 20430! TELEPHONE (MOW 714/554.3220 powyclio AoATATem NoperANDATo MAT witHoprms How ROO coveRom HATMOME MAMA. 340OVICATMAIN 100101 NOWAY OEPARMENT oomsoaRANINOGANNINFAMMiesomayso. volto soovIT NO AMHARA P.O. (MT YOeSuLTABH, AGMAIM sust samilmomMoNFET PCB. nascooMONS TOMO PUATERITLE FAUN I ADANS SUPERINTENDENT OF ITIGNPov. MM. IMAS. PI oasumars PilarnISONAL OMAN IA ATIAA0 44.1004OICHM NB MONETA APOOMBLOPM 0..0340ANCO PAH MON MOOM110016 COMPAIITAXPT. SMITATIONAPOMADINGS ANOGROUNDS TOY. OF HEST SENECA NOWAY OFPARMENT LOCATION MAP SIT P1403 C.F., um TA MOMS. 015 OMASUMS At 00 0,7 Pu. AphAppeLE STAR P. LOCAL IMUSSOUtt 85000404134 000S5 30 SOUTH AVENUE VAST SETACA 700 7105 14224 TELEPHONE P100 7144044850 TM Soon 4 ASSOCI(TTs. P.O. es INSPOTS02 00 114 USW ms POPOV. 070340 sosorr. P.O. IS 130 0007 AM IS SAMOA MN SW MUM SIMOAMS AM MOUOMMTS MO VOM K °MIAOW AS PUBLIC 1.1132I1A0 0Mi1E01 710/111.1- AIM SO MSOLVC POLS OR M01104 101 COMMUCTOK IMMO AMO NAPPOTITLE AMA ILASSARCI ATOMS'S. AMA. MOSIONS WOW. MC 10 no.o 00•30010PO MAL 2.141=e4ras=....orno CONMAGOIP 1 ERA COUNTY vATERA11140R711 it POMP. IT We 105001. . NM VD Fg FLO. 0001 FL aim.. AOCRESS 4010 0034 ROAD 100 • mow :I. •00.01000 MAK 10 Mt gggrire• reftgakt C11240 OTEEKTONAGA PON YORK 14221 .. ggF0.818•1 FaLaL In 8g (8•110.81 • <PPM% 40pnagg a, OFI. . 0.74.7r... TELEPNONE ROSE 718484.1510 01118.• 10 OW% UM 0, FM .11=The STATE HIMPeAT DEPARTEETTI MOM AO • AU s000mm MA. NAME/TITLE BACA NOW O.E. 48•11•10 ggNig Ogglagglin 00400217001. 3020 71034 STATE OEPARINENT OF 340200112 NON 77000134 BEGIONAL INAGTOR AMMV: MfrE. AOMPESS HSI LAITPAENRCHO ROAD HANBLIRO. NEW TOOT 14075 illiFATZW172s1:47E1 MOSNONM TS !AMMO' Naomi m Miss mist oes eaorml MA Dammam moOMMIS MOM TA OA nA• TELEPHONE HOW: 1144414211 Toe oof., nolo MAL O.Aol C1.0 Know Villeins below. SCI• E NONE Call before you dig. VISA WO AC W.... Page 399 of 849

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BUILDING ADDITON wm sawn IZCXM: 1 3254 CLINTON STREET 55505 All VIECXEll µE TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. 111 1 11= LANCASTER, NY 14086-2143 WARNING 1=1 PH. 716-683-5961 11 HYDROCAD - PRE CONDITIONS FAX 716.683-0169 VVVVVV.WMSCHUTT.COM =MI Page 405 of 849

BUILDING ADDITON WM SCI-IUU DE... eV ms 11=11:ZIN REIMMZEMIN 3254 CLINTON STREET SSOCIATES GIECIISO BY pl- TOWN OF WEST SENECA - ERIE COUNTY - NEW YORK 37 CENTRAL AVE. LANCASTER, NY 14086-2143 PH. 716-683-5981 -- -- HYDROCAD - POST CONDITIONS FAX 716-683-0169 VANW.WMSCHUTT.COM STATE -- -- Page 406 of 849

APPENDIX A USDA SOIL SURVEY Page 407 of 849

Hydrologic Soil Group—Erie County, New York 682600 682900 662940 662993 6E0020 662C60 42. 5137'N 42° 51' 37' N rfr.1 — r-- — at \this scale 42° 5126' N 42° 5126" N 692890 6E29C° E62940 6829EC) 6E0020 seaceo 78° 4532 W Map Scale: 1:1,550 if printed on A portrait (8.5" x11") sheet Meters 29 40 80 120 Feet o 53 100 2C0 300 Map projection: Web Mercator Corner coordinat: WG584 Edge tics: UTM Zone 17N WGS84 usDA Natural Resources Web Soil Survey 4/6/2026 ir loa Conservation Service National Cooperative Soil Survey Page 1 of 4 Page 408 of 849

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (A01) • The soil surveys that comprise your AOl were mapped at Area of Interest (A01) 1:15,800. • CID Soils Warning: Soil Map may not be valid at this scale. Soil Rating Polygons 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause I I A misunderstanding of the detail of mapping and accuracy of soil Water Features line placement. The maps do not show the small areas of I I A/D Streams and Canals contrasting soils that could have been shown at a more detailed scale. Transportation El B/D Rails Please rely on the bar scale on each map sheet for map I I 0.w+ Interstate Highways measurements. I I C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: El Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the El Aerial Photography Albers equal-area conic projection, should be used if more • • AID accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. Soil Survey Area: Erie County, New York Survey Area Data: Version 25, Sep 4, 2025 CID Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. • g Not rated or not available Date(s) aerial images were photographed: May 13, 2023—May 27, 2023 Soil Rating Points m A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background 0 ND imagery displayed on these maps. As a result, some minor a B shifting of map unit boundaries may be evident. m B/D USDA Natural Resources Web Soil Survey 4/6/2026 loll. Conservation Service National Cooperative Soil Survey Page 2 of 4 Page 409 of 849

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in A01 Percent of A01 GaB Galen very fine sandy AID 1.0 31.1% loam, 3 to 8 percent slopes Hm Hamlin silt loam B 0.1 1.7% Wd Wayland soils complex, B/D 2.1 67.2% 0 to 3 percent slopes, frequently flooded Totals for Area of Interest 3.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 4/6/2026 di. Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 410 of 849

Hydrologic Soil Group—Erie County, New York Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 4/6/2026 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 411 of 849

APPENDIX B HYDROGRAPHS - EXISTING CONDITIONS Page 412 of 849

Pre-Development PRE CONDITIONS 4ubc Reach Routing Diagram for 26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C, Printed 4/16/2026 HydroCAD® 10.20-8a sin 03344 @ 2025 HydroCAD Software Solutions LLC Page 413 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 2 Project Notes Rainfall events imported from "22-05-18 - HydroCAD-revised.hcp" Defined 10 rainfall events from 1000 IDA IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from NY-BLD ADD 15052A IDF Defined 10 rainfall events from NY-BLD ADD 15052A IDF Copied 10 events from NY-BLD ADD 15052A 24-hr Si storm Copied 10 events from NY-BLD ADD 15052A 24-hr Si storm Page 414 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a s/n 03344 0 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 NY-BLD ADD 15052A 24-hr Si 10-yr Default 24.00 1 3.42 2 2 25-yr NY-BLD ADD 15052A 24-hr 51 25-yr Default 24.00 1 4.13 2 Page 415 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 4 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.183 80 >75% Grass cover, Good, HSG D (1S) 0.106 98 Asphalt (1S) 0.035 98 Concrete (1S) 0.595 96 Gravel surface, HSG D (1S) 0.231 98 Roofs, HSG D (1S) 1.150 94 TOTAL AREA Page 416 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a sin 03344 0 2025 HydroCAD Software Solutions LLC Pade 5 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 1.009 HSG D 1S 0.141 Other 1S 1.150 TOTAL AREA Page 417 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 10-yr Rainfall=3.42" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADID 10.20-8a s/n 03344 0 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment IS: PRE CONDITIONS [49] Hint: Tc<2dt may require smaller dt Runoff = 5.29 cfs @ 12.01 hrs, Volume= 0.264 af, Depth> 2.76" Runoff by SOS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-BLD ADD 15052A 24-hr S1 10-yr Rainfall=3.42" Area (sf) ON Description 10,059 98 Roofs, HSG D . 1,507 98 Concrete * 4,627 98 Asphalt 25,927 96 Gravel surface, HSG D 4,470 80 >75% Grass cover, Good, HSG D 3,493 80 >75% Grass cover, Good, HSG D 50,083 94 Weighted Average 33,890 67.67% Pervious Area 16,193 32.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 51 0.0140 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 141 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 98 0.0030 0.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.2 290 Total Page 418 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 10-yr Rainfall=3.42" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 7 Subcatchment IS: PRE CONDITIONS Hydrograph 5.29 cfs NY-BLD ADD 15052A 24-hr-S1 1 5 Rainfall=3.42" Runoff Area=50,083 sf Runoff Volume=0.264 af 4 Runoff Depth>2.76" Flow Length=290' 1 Tc=4.2 min CN=94 ! 2 1 2 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 419 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 25-yr Rainfall=4.13" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment IS: PRE CONDITIONS [49] Hint: Tc<2dt may require smaller dt Runoff 6.56 cfs @ 12.01 hrs, Volume= 0.331 at, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-BLD ADD 15052A 24-hr Si 25-yr Rainfall=4.13" Area (sf) CN Description 10,059 98 Roofs, HSG D * 1,507 98 Concrete * 4,627 98 Asphalt 25,927 96 Gravel surface, HSG D 4,470 80 >75% Grass cover, Good, HSG D 3,493 80 >75% Grass cover, Good, HSG D 50,083 94 Weighted Average 33,890 67.67% Pervious Area 16,193 32.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 51 0.0140 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 141 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 98 0.0030 0.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.2 290 Total Page 420 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr Si 25-yr Rainfall=4.13" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 9 Subcatchment IS: PRE CONDITIONS Hydrograph II Runoff 7- i 6.56 cfs NY-BLD AD p 15052A 244i 1 25-yr i Rainfall=4.10" 1 Runoff Area=50,083 st -Run-off-Volume= . 1 af 5 Runoff Depfh>3.4 " Flow Lengtft=290' Tc=4.2 np,n 1 1 CN= 4 — 1 I 0- - , 0 2 3 6 7 10 11 12 13 14 15 16 17 18 19 2.0 21 22 23 24 Time (hours) Page 421 of 849

APPENDIX C HYDROGRAPHS - PROPOSED CONDITIONS Page 422 of 849

Post-Development (12S) POST CONDITIONS ubc Reach Routing Diagram for 26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C, Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 423 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 2 Project Notes Rainfall events imported from "22-05-18 - HydroCAD-revised.hcp" Defined 10 rainfall events from 1000 IDA IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from 15052A IDF Defined 10 rainfall events from NY-BLD ADD 15052A IDF Defined 10 rainfall events from NY-BLD ADD 15052A IDF Copied 10 events from NY-BLD ADD 15052A 24-hr Si storm Copied 10 events from NY-BLD ADD 15052A 24-hr S1 storm Page 424 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration BIB Depth AMC Name (hours) (inches) 1 10-yr NY-BLD ADD 15052A 24-hr 51 10-yr Default 24.00 1 3.42 2 2 25-yr NY-BLD ADD 15052A 24-hr Si 25-yr Default 24.00 1 4.13 2 Page 425 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADC) 10.20-8a s/n 03344 0 2025 HydroCAD Software Solutions LLC Page 4 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.183 80 >75% Grass cover, Good, HSG D (12S) 0.158 98 Asphalt (12S) 0.034 98 Concrete (12S) 0.487 96 Gravel surface, HSG D (12S) 0.288 98 Roofs, HSG D (12S) 1.150 94 TOTAL AREA Page 426 of 849

26-04-06-15052A-HydroCAD-DLS Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a sin 03344 O 2025 HydroCAD Software Solutions LLC Page 5 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.958 HSG D 12S 0.192 Other 12S 1.150 TOTAL AREA Page 427 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 10-yr Rainfall=3.42" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 0 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 12S: POST CONDITIONS [49] Hint: Tc<2dt may require smaller dt Runoff = 5.29 cfs © 12.01 hrs, Volume= 0.264 af, Depth> 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-BLD ADD 15052A 24-hr Si 10-yr Rainfall=3.42" Area (sf) CN Description 12,559 98 Roofs, HSG D 1,461 98 Concrete 6,904 98 Asphalt 21,196 96 Gravel surface, HSG D 4,470 80 >75% Grass cover, Good, HSG D 3,493 80 >75% Grass cover, Good, HSG D 50,083 94 Weighted Average 29,159 58.22% Pervious Area 20,924 41.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/if) (ft/sec) (cfs) 0.9 51 0.0140 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 141 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 98 0.0030 0.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.2 290 Total Page 428 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 10-yr Rainfall=3.42" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 7 Subcatchment 12S: POST CONDITIONS Hydrograph 5 29 cfs s. 11 Runoff 111 ! --NY-131.-D ADD-I 5052A-24-hr-S4-40-yr 5 Rainfall=3.42" Runoff Area=50,083 s Runoff Volume=0164-af 4 Runoff Depth>2.78" Flow Length=290' Tc=4.2 min 3 CN=94 2 P. -, 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 429 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr Si 25-yr Rainfall=4.13" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCAD® 10.20-8a s/n 03344 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 12S: POST CONDITIONS [49] Hint: Tc<2dt may require smaller dt Runoff 6.56 cfs © 12.01 hrs, Volume= 0.331 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-BLD ADD 15052A 24-hr Si 25-yr Rainfall=4.13" Area (sf) ON Description 12,559 98 Roofs, HSG D 1,461 98 Concrete 6,904 98 Asphalt 21,196 96 Gravel surface, HSG D 4,470 80 >75% Grass cover, Good, HSG D 3,493 80 >75% Grass cover, Good, HSG D 50,083 94 Weighted Average 29,159 58.22% Pervious Area 20,924 41.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 51 0.0140 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 1.3 141 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 98 0.0030 0.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.2 290 Total Page 430 of 849

26-04-06-15052A-HydroCAD-DLS NY-BLD ADD 15052A 24-hr S1 25-yr Rainfall=4.13" Prepared by Wm Schutt & Associates, P C Printed 4/16/2026 HydroCADO 10.20-8a s/n 03344 0 2025 HydroCAD Software Solutions LLC Page 9 Subcatchment 12S: POST CONDITIONS Hydrograph / Ii I 1 II Runoff 6.56 cfs NY-B D ADD 15052A 24-L 1 5- k• Rainfall=4.13" i Runoff Area=50,083 sT Runoff Volume-O. Runoff Depth>3.45" __Flow Length 290' / t Tc=4 2 min CN=94 2 3 4 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 431 of 849

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Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, New York AGENCIES UTILITIES OWNER/DEVELOPER Name: Brian Hillery & William Sahlem Address: 1 Woodthrush Trail Orchard Park Telephone: (716) 512-3425 LOCATION MAP NOT TO SCALE 80 Silo City Row 111 Bain Street, Suite 332 Buffalo, New York 14203 Greensboro, North Carolina 27406 Phone: (716) 842-3165 Phone: (336) 937-9009 DESIGN CONSULTANTS May 2026 Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, New York Page 443 of 849

MH PREPARED FOR: RIM:676.70 NW. INV:688.25 (12") SE. INV:668.09 (12") BRIAN HILLARY & WILLIAM SAHLEM 1 WOODTHRUSH TRAIL EX. PIN ORCHARD PARK NEW YORK 14127 APPROX. LOCATION 682 CB S. SW " RIM:680.53 M 8'- 32 .L .& N. INV:671.23 (18") EX 25' N . D -5 683 IN ' 0° 5. 32' E 6 S. INV:671.23 (18") .N . E .5 5 10 0. 3 52 67 W 680 AI 21 I LL L 87°-09'-45" 8 .0 IE PROJECT: PA 684 TH L-8 RA 4' E LL W 3 70, CB D. . T EL HA P LO MS RIM:683.34 T. 1425 & 1475 ORCHARD PARK ROAD, & W LE -31 BI 68 5 N. INV:672.94 (18") & /S D. M IN 9 S. INV:673.10 (18") TOWN OF WEST SENECA, W C. ' S. . 00 .L 68 0 COUNTY OF EIRE, IN PAR 0 1.0 20 686 PP . E STATE OF NEW YORK 'E OR K R 12" EX. REBAR CH OA 4.11' N. AR D 23 MH 687 N D RIM:685.89 O AY BEING PART OF 7 .6 TI EW CA NW. INV:676.14 (12") 680 CO 9.8' V LOTS 369 & 417, TOWNSHIP 10 RANGE 7 RI 2' 67 5 LO SE 1142 D SE. INV:676.22 (12") 683 113°-18'-53" NC T. L- E BUFFALO CREEK RESERVATION . C 0, BI D. X. ON 5 .P O 7" ST OR P-5 PR AD & 12" .H 3 AP 671 .0' MS CB SBL No. 143.19-1-8 & 143.19-1-9 ILL L-11420 23 ER EX. PIN RIM:685.39 & 152.07-1-1 . 0 Y N. INV:677.49 (18") P-53 & PP 8' E. W. LINE HILERY& SAHLEM S. INV:677.49 (16") SA 180.00' D. & MS. 672 . E. INV:676.99 (4") HL 691 EM EX 89' N 5. /L .R . ±O 685 4.18' MS. EB 2 12" 7" AR 67 OR NE 1144 10" & SAHLEM S. LINE HILLERY L- PP . C 2, L-11420, P-53 1.0' E. OR P-8 143 N CH MS. S. LINE CICHO 0 ' D. & 794.95' . H 36 4 12.0 CH. = 792.0 L-11283, P-375 694 ILL 660.00' D. = 656.13' MS. 3 PP 67 ER AR EX. IP. Y 11 & 5 PP TER'S CHURCH 7.27' NW. °-0 .86 ' MS. SA NW. COR. LOT 417 90°-59'-13" N. LINE ST. PE 263.56 4'- PARKING 'M HL D S. 1 L-139, P-466 670 69 47 0' M EM S. LOT S. LINE LOT 369 .0 " 4 S. LINE LOT 369 692 9 105 3 69 PA 68 69 0 663 68 8 69 12" 5 EX. IP. 7 A 5 N. LINE LOT 417 RE PO Box 207 6 66 69 EX. IP. EX. PIN 66 .A 66 RK N. INV: 660.98 (18" HDPE) 9.68' E. 3.77' N. W. INV: 682.97 BIT Sanborn, New York 14132 12" (12" HDPE) 170°-37'-13" 89°-57'-36" PHONE: (716) 587-8380 668 HYD 2 4.05' W. APPROX. LOCATION 68 68 0 FAX: 716.587.8379 669 OF CEMETERY ST RO 6" HEAD STONES NOT WEBSITE: www.360landsurvey.com NE. INV: 680.89 (6" HDPE) LOCATED 127°-49'-44" NE A S S 7, P AD 14" W 332 28" 30" . C MA -87 L- 40" 14" OR N MS. 674 18" EX. IP. . 91 (6 4 NW. INV: 673.14 (12" CMP) 7" 66 °-4 . 00' CL 4'- 6.0 ST 44 23" 15 0 " SW. INV: 680.34 (6" HDPE) 12" ') W. INV: 680.32 (6" HDPE) SE. INV: 673.26 (12" CMP) 30" PARKING 68 7 S. INV: 662.31 (18" HDPE) LOT 16" 6 75 SW 34" 670 16 68 6 .L EX. IP. E. INV: 680.75 (6" PVC) 7. 4 IN 65 . 6 683 O/L MS 3' 67 2 E 6 18" 68 PART OF .& D OR 1 4 146°-28'-21" .& 'D W. LINE LOT 417 68 68 .7 1 C 19" L-11442, P-836 5 MS HA 9 68 29 77 . RD 6 0 PA 68 TOTAL AREA = RK 8 5 .0 RO 16.59 AC. AD NW. COR. 0' MS WASSMAN 38" VERIFIED NYSDEC WETLAND PART OF 30" EXCEPTION 537.24' D. & MS. 8 69 0 . 100-FOOT ADJACENT AREA 149°-26'-50" 67 L-3327 EXCEPTING & RESERVING 11" (APPROXIMATE LOCATION) L-11442 10 24" EX. IP. P-87 HIGHWAY PURPOSES PARKING 666 3. 2.04' NW. 60' WIDE STRIP FOR P-836 LOT 00 'D .& PARCEL "A" M S. SCRUB SHRUB WETLANDS (PSS) 90 36" 33 (APPROXIMATE LOCATION) .0 5 8. 0 153°-18'-56" " 0' 69 14" 10 'M D. 6'- 6 & 9 S. °-4 7 24" 66 M 67 66 S. 89 8" S. M & D. 675 66 8 S. 113°-43'-57" 0' 'M M 9' 0. S. . & .3 18" 20 00 D 51 0 0 3. 1 70 68 11 669 5" 2 00 T . 00' ND 32" MS. RA S. 681 M .B .& NE 'D 670 EX. REBAR LI 682 S. 96 N. M 7. EXCEPTION 26 .& 'D 8" 12" 11" O/L L-3036 70 LC 2. 12" 6" 8" 671 12" 70 S. M ' 26 . & 00 7" P-217 S. D 75. 'M 20" 6" M ' 4 . & 89 3 S. 68 70 6" 12" D 72. 6" 13" 9. 72 6" 14 6 ') EX. IP. 0 5 68 133°-32'-58" 0 12.33' W. 0. 67 673 5 69 (7 EX. IP. 3.20' S. NW. COR. BRANDT 275.56' D. & MS. 674 AD 87°-23'-54" N. LINE ULRICH 700 705 L-3036, P-217 710 L-1120, P-212 RO 675 6 NW COR. ULRICH L-1120, P-212 20" 68 7 8 68 68 9 695 68 N. INV: 669.78 (18" HDPE) RG 676 683 684 685 1 113°-18'-53" 682 68 0 1190.00' MS. BE 677 68 678 679 1510.08' D. = 1514.03' MS. AD RO RG BE E IN .L NW 1 SANITARY MH INFORMATION 4/29/2026 REV. NOTE DATE UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY MAP IS A VIOLATION OF SECTION 7209. PROVISION 2 OF THE NEW YORK STATE EDUCATION LAW. 0" 1" 2" BITUMINOUS BIT. EAST E. PAVEMENT EDGE PE SHEET SCALE BAR ADJUST ACCORDINGLY IF SCALE BUILDING ELEVATION ELEV POWER POLE PP IS NOT TWO INCHES DRAWING NAME BLDG.EXISTING EX. POLYVINYL CHLORIDE PVC CATCH BASIN FENCE FNC. SANITARY SEWER SMH GENERAL NOTES: CONCRETE CONC. FIRE HYDRANT MAN HOLE 2" 1. THIS SURVEY WAS PREPARED FROM A FIELD SURVEY BY 360 LAND SURVEY, DPC. ON FEBRUARY 27, 2026. CONIFEROUS TREE W/ HIGH-DENSITY HPDE SOUTH S. DIAMETER POLYETHYLENE 2. HORIZONTAL DATUM: NORTH AMERICAN DATUM OF 1983 (NAD83), ESTABLISHED WITH GPS USING THE NEW YORK STATE DEPARTMENT OF TRANSPORTATION REAL TIME NETWORK (NYSDOT RTN). (US SURVEY FEET) . CORRUGATED METAL PIPE CMP 2" IRON PIPE SPOT ELEVATION STORY STY. TOPOGRAPHIC DECIDUOUS TREE W/ INVERT INV. 3. VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88), ESTABLISHED WITH GPS USING THE NEW YORK STATE DIAMETER NORTH N. WATER VALVE WEST WV W. SURVEY DEPARTMENT OF TRANSPORTATION REAL TIME NETWORK (NYSDOT RTN). (US SURVEY FEET). MAJOR CONTOUR LINE (5') XXX PROPERTY LINE TREE WITH LINE W/ 4. UTILITY INFORMATION SHOWN ON THIS MAP IS FROM VISIBLE FIELD EVIDENCE AT THE TIME OF FIELD SURVEY, FIELD MARKOUTS BY MINOR CONTOUR LINE (1') XXX OVERHEAD ELECTRIC LINE OE UNDERGROUND UTILITY COMPANIES, AND INFORMATION PROVIDED BY A 811 DESIGN TICKET. COM R COMMUNICATIONS FENCE LINE (AS NOTED) SANITARY STORM SA 5. WETLANDS INFORMATION TAKEN FROM A WETLAND AND STREAM DELINEATION SURVEY COMPLETE BY LABELLA, PROJECT No: UNDERGROUND UE GAS LINE G STORM SEWER LINE ST ELECTRIC 2251287 DATE: 12/1/2025. PROJ. NO. 26-040 SCALE 1"=60' WATER LINE WV PTH 3/17/2026 Know what's below. CREW DATE SCRUB SHRUB WETLAND (PSS) VERIFIED NYSDEC WETLAND CEMETERY LIMITS 100-FOOT ADJACENT AREA DWN. AJM CHK. CJS TOPOGRAPHIC SURVEY LIMITS Call before you dig. DRAWING NUMBER SHEET 1 OF 1 Page 444 of 849

EX. PIN CB UE RIM:683.34 G APPROX. LOCATION W N. INV:672.94 (18") ST S. INV:673.10 (18") SA CB OE 2" RIM:680.53 UE 8 '-3 N. INV:671.23 (18") EX 5' N .ST CB °-5 G 5.2 32' E OE 0 S. INV:671.23 (18") .N . SILT FENCE/SILT SOCK 10 RIM:685.39 0W. sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor AI to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. (LIMIT OF DISTURBANCE) N. INV:677.49 (18") L All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 87°-09'-45" S. INV:677.49 (16") Greensboro E. INV:676.99 (4") UE SA G UE OR T MH LO W CONCRETE B IT. RIM:685.89 NW. INV:676.14 (12") UE C WASHOUT PIT SE. INV:676.22 (12") UE HA 1.0 PP . G OE SW SA 'E T UE 12" EX. REBAR R 4.11' N. Utica D N UE O AY TI EX. TREE TO BE EW STABILIZED X. UE CA CO IV G E PA REMOVED (TYP.) DR CONSTRUCTION LO O W NC 113°-18'-53" T. BI ENTRANCE ONE 59 .P O 7" ST .8' SA S PR AD RK UE UE 12" Buffalo TOPSOIL STOCKPILE AP .0' T L-11420 W/ SILT FENCE 23 G E EX. PIN O W RO EX. CONCRETE PAD AND P-53 UE PP 8' E.SA GSW DRIVEWAY TO BE REMOVED 0. UE EX. TREE TO BE AD EX. TREES TO BE CLEARED. REFER REMOVED (TYP.) EX 9' N OE UE 5.8 /L .R . T TO SITE PLAN C-100 FOR LIMITS. ±O EB 7" (6 12" AR UE D A AN E ARE 10" UE 6.0 EX. SITE TO BE CLEARED AND T GRUBBED WITHIN DISTURBANCE EN AG IPM STOR SA SOE U LIMITS (SILT FENCE) AS SHOWN EQ IAL ') OE UE TER UE PP G T OE PP MA OE OE 1.0' E. W OE EX. IP. 14 11 INSTALL PROPOSED DETENTION BASIN DURING INITIAL PHASE OE 3 .8 5 PP 7.27' NW. °-0 NW. COR. LOT 417 INSTALL PROTECTIVE FENCING OF CONSTRUCTION TO ACT AS SEDIMENT BASIN. CLEAN TO 6' UE 4'- SA W PARKING OE MS AROUND CEMETERY DURING Multifamily Development DESIGN GRADE FOLLOWING STABILIZATION. INSTALL 47 LOT OE . S. LINE LOT 369 " G BIORETENTION SOIL AFTER SITE HAS BEEN STABILIZED. CONSTRUCTION W ST 12" UE EX. IP. A RE OE .A N. INV: 660.98 (18" HDPE) BIT 675 12" 170°-37'-13" OE 89°-57'-36" 674 673 672 APPROX. LOCATION HYD 671 EX. TREES TO BE REMOVED WG 670 OF CEMETERY SA S UE 6" HEAD STONES NOT NE. INV: 680.89 (6" HDPE) LOCATED T OE 673 127°-49'-44" 673 14" 28" 30" 40" 14" UE 18" EX. IP. W. INV: 682.97 NW. INV: 673.14 (12" CMP) 7" EX. TREE TO BE (12" HDPE) ST REMOVED (TYP.) EX. 6" PIPE TO 23" UE EX. 12" PIPE TO BE REMOVED 1425 & 1475 Orchard Park Rd COM BE REMOVED SW. INV: 680.34 (6" HDPE) 12" W. INV: 680.32 (6" HDPE) SE. INV: 673.26 (12" CMP) 30" PARKING S. INV: 662.31 (18" HDPE) LOT 16" UE 34" EX. IP. E. INV: 680.75 (6" PVC) MATERIAL STORAGE AREA . O/L MS 18" PART OF D. & EQUIPMENT AND 146°-28'-21" W. LINE LOT 417 1' UE 19" L-11442, P-836 9.7 © CARMINA WOOD DESIGN 29 West Seneca, NY TOTAL AREA = UE TOPSOIL STOCKPILE 16.59 AC. W/ SILT FENCE 38" UE PART OF EXCEPTION COM 30" 149°-26'-50" 11" L-3327 L-11442 10 24" EX. IP. P-87 PARKING 3. 2.04' NW. P-836 UE LOT 00 'D .& PARCEL "A" M S. SCRUB SHRUB WETLANDS (PSS) SILT FENCE/SILT SOCK 36" 33 (LIMIT OF DISTURBANCE) EX. SITE TO BE CLEARED AND UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 GRUBBED WITHIN DISTURBANCE D 6'- .& LIMITS (SILT FENCE) AS SHOWN °-4 24" M Date S. 89 8" UE S. 113°-43'-57" 'M 18" 00 3. 11 UE COM 5" T ND 32" RA .B UE EX. TREE TO BE NE EX. REBAR No. Description LI REMOVED (TYP.) S. N. M EXCEPTION .& 'D 12" REVISIONS: 8" 11" O/L L-3036 70 2. 12" 6" 8" 12" 26 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" ') .0 EX. IP. 133°-32'-58" 12.33' W. 0 (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG BE EROSION CONTROL NOTES NOTES: THE FOLLOWING EROSION CONTROL PROCEDURES SHALL BE ADHERED TO BY THE CONTRACTOR: 1. INSTALL TEMPORARY SILT FENCE BARRIERS AS DIRECTED BY THE OWNER AND AT ALL EXISTING STORMWATER CATCH BASINS WITHIN THE WORK AREA TO PREVENT SEDIMENT MIGRATION. ALL Demo & Erosion Control Plan 1. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT THOSE ITEMS TO REMAIN, SUCH AS TREES, PROPERTY CORNER PINS, UTILITY POLES, VALVES, HYDRANTS, CURBS, MANHOLES AND CATCH BASINS. SILT FENCE BARRIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE DETAILS SHOWN ON THE PLANS. SCALE: 1"=50' 2. TEMPORARY SILT FENCE AND STRAW BALES TO BE INSTALLED AS DIRECTED BY THE OWNERS FIELD REPRESENTATIVE. 2. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR RE-USE AS DIRECTED BY THE OWNER. ALL LOCAL ORDINANCES REGARDING THE SALE OF TOPSOIL MUST BE FOLLOWED. TOPSOIL MAY MAINTAIN UNTIL VEGATATION IS ESTABLISHED AND PAVEMENT IS INSTALLED. NOT BE REMOVED WITHOUT A PERMIT. 3. FOR THOSE STRUCTURES TO BE DEMOLISHED, ALL EXISTING UTILITY SERVICES SHALL BE ABANDONED IN ACCORDANCE WITH 3. ALL SILT FENCE BARRIERS SHALL BE REPLACED WHEREVER THEY BECOME CLOGGED OR INOPERABLE. LOCAL REGULATIONS, ALL METERS SHALL BE RETURNED TO PROPER OWNERS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AND REMOVAL OF TEMPORARY SEDIMENTATION CONTROLS. 4. THE CONTRACTOR SHALL INSTALL STABILIZED CONSTRUCTION ENTRANCES WHERE ACCESSING THE SITE FROM PAVED ROADWAYS. DEMO & EROSION CONTROL LEGEND: DRAWING NAME: 5. THE CONTRACTOR MUST CONTROL DUST DURING CONSTRUCTION. DURING EARTHWORK OPERATIONS, WATER-SPREADING EQUIPMENT SHALL BE PROVIDED BY THE CONTRACTOR, AND SPREAD WATER AS NECESSARY AND AS DIRECTED BY THE OWNER IN ORDER TO CONTROL DUST. 5. THE CONTRACTOR SHALL INSTALL TEMPORARY TRAFFIC CONTROL DEVICES IN ACCORDANCE WITH NYS M.U.T.C.D. STANDARDS PRIOR TO STARTING WORK. INSTALL STORM DRAINAGE INLET PROTECTION Demo & Erosion 6. DIRT OR DEBRIS LEFT ON LOCAL PUBLIC ROADS AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE REMOVED AND ROAD SURFACES CLEANED BY THE CONTRACTOR ON A DAILY BASIS. Control Plan 7. ALL DISTURBED AREAS (EXCEPT AREAS TO BE PAVED OR BUILT UPON) SHALL BE TOPSOILED TO A MINIMUM 4" DEPTH AND SEEDED IMMEDIATELY AFTER FINE GRADING TAKES PLACE AND AS SOON AS PHYSICALLY POSSIBLE. PROPOSED SILT FENCE/SILT SOCK 8. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE OF DOWNSTREAM STORM SEWERS, DITCHES, AND CULVERTS. SILT BUILDUP FOUND TO BE A RESULT OF THIS SITE CONSTRUCTION WORK SHALL BE REMOVED FROM DOWNSTREAM CULVERTS BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER OR THE TOWN/CITY. Date: 5/22/26 9. ALL SOIL EROSION AND SEDIMENT CONTROL DEVICES AND MATERIALS SHALL BE IN PLACE PRIOR TO BEGINNING EARTHWORK OPERATIONS AND SHALL BE MAINTAINED UNTIL THE NEW SLOPES ARE Drawn By: A. Pandolfe STABILIZED WITH SEEDING AND/OR SLOPE PROTECTION, AS DIRECTED BY THE ENGINEER. Scale: As Noted 10. INSTALL TEMPORARY SILT FENCE AROUND THE BASE OF STOCKPILES. DRAWING NO. 11. THE PROFESSIONAL CERTIFYING COMPLIANCE TO NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS MUST INSPECT AT A MINIMUM WEEKLY AND SHALL PROVIDE THESE INSPECTION REPORT WITH A WRITTEN CERTIFICATION OF CONSTRUCTION COMPLIANCE TO THE WEST TOWN SENECA OF WEEKLY. 12. THE ENGINEER OF RECORD FOR THIS PROJECT CERTIFIES THAT THESE DESIGN PLANS MEET THE REQUIREMENTS AND ARE IN COMPLIANCE WITH THE NEW YORK STORMWATER MANAGEMENT DESIGN MANUAL AND NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS. DUE TO SOIL DISTURBANCE BEING GREATER THAN ONE ACRE, A NYSDEC SPDES PERMIT MUST BE OBTAINED NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 50 0 50 100Ft. C-001 50' Project No: 23-4121 BEFORE ANY ON-SITE DISTURBANCE IS MADE. Page 445 of 849

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro SANDBAG 10 mil PLASTIC LINING Utica 3' 2"X4" WOOD FRAME DEWATERING CONCRETE BLOCK BERM 1.5' MAX. STAKE SECTION A-A FLOW NOT TO SCALE FLOW Buffalo FABRIC LATH AND STRAW BALE FLAGGING ON 2:1 SLOPE GRAVEL FILTER 10' MIN. BINDER WIRE 3 SIDES 3' MIN. STONE & BLOCK PLAN VIEW STAPLES PLYWOOD (2 PER BALE) 10 mil PLASTIC SANDBAG LINING 48"X24" BLACK LETTERS TEMPORARY WIRE SCREEN PAINTED WHITE 6" HEIGHT SEDIMENT POOL DEWATERING A A VARIES SECTION B-B CONCRETE LAG SCREWS DROP INLET BURIED FABRIC WOOD OR NOT TO SCALE WASHOUT WITH GATE 1'MIN. 16" METAL STAKES WOOD POST FLOW 36" FRAME 2'MAX. (2 PER BALE) 10' MIN. 3.5"X3.5"X8' FLOW BERM 36" 2" DROP INLET EXCAVATED AREA (AS REQUIRED) WITH GATE 1' MIN. CONCRETE WASHOUT 10 mil PLASTIC LINING SEDIMENT B B SIGN DETAIL PLAN (OR EQUIVALENT) VARIES SIDE SLOPE 2:1 GATHER EXCESS AT TEMPORARY SEDIMENT POOL STONE & BLOCK DETAIL NOT TO SCALE CORNERS 2" TYPE "BELOW GRADE" Multifamily Development 1'MIN. 2:1 SLOPE 3:1 SLOPE WIRE MESH (OPTIONAL) EXCAVATED DEPTH MIN. 1' TO A CONSTRUCTION SPECIFICATIONS 2'MAX. 1' 10 mil PLASTIC LINING 8" MAX. 2' BELOW TOP OF INLET. WEEP HOLES GRAVEL SUPPORTED BY HARDWARE 1.12" DIA FOR CLOTH TO ALLOW DRAINAGE AND 1. FILTER FABRIC SHALL HAVE AN EOS OF 40-85. BURLAP MAY BE USED FOR SHORT TERM APPLICATIONS. FINE GRAVEL FACE STEEL WIRE DEWATERING RESTRICT SEDIMENT MOVEMENT. (1'MIN. THICKNESS) STAPLE 3" STONE 10 mil PLASTIC LINING STRAW BALE DETAIL 2. CUT FABRIC FROM A CONTINUOUS ROLL TO ELIMINATE JOINTS. IF JOINTS ARE NEEDED THEY WILL BE OVERLAPPED TO PLAN (TYP) WOOD FRAME SECURELY THE NEXT STAKE. "DOUGHNUT" DETAIL NOT TO SCALE FASTENED AROUND SECTION B-B ENTIRE PERIMETER NOT TO SCALE 3. STAKE MATERIALS WILL BE STANDARD 2" x 4" WOOD OR EQUIVALENT. METAL WITH A MINIMUM LENGTH OF 3 FEET. TYPE "ABOVE GRADE" WITH STRAW BALES WITH TWO STAKES CONSTRUCTION SPECIFICATIONS CONSTRUCTION SPECIFICATIONS 4. SPACE STAKES EVENLY AROUND INLET 3 FEET APART AND DRIVE A MINIMUM 18 INCHES DEEP. SPANS GREATER THAN 3 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE FOR DEWATERING. FOUNDATION SHALL BE 2 INCHES MINIMUM BELOW REST NOTES OF 10' MIN. FEET MAY BE BRIDGED WITH THE USE OF WIRE MESH BEHIND THE FILTER FABRIC FOR SUPPORT. INLET AND BLOCKS SHALL BE PLACED AGAINST INLET FOR SUPPORT. TWO-STACKED 1. CLEAR THE AREA OF ALL DEBRIS THAT WILL HINDER EXCAVATION. 1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. 2X12 ROUGH 5. FABRIC SHALL BE EMBEDDED 1 FOOT MINIMUM BELOW GROUND AND BACKFILLED. IT SHALL BE SECURELY FASTENED TO2. B B WOOD FRAME HARDWARE CLOTH OR 1/2" WIRE MESH SHALL BE PLACED OVER BLOCK OPENINGS TO SUPPORT STONE. 2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE 2. GRADE APPROACH TO THE INLET UNIFORMLY AROUND THE BASIN. THE STAKES AND FRAME. TEMPORARY CONCRETE WASHOUT FACILITY. 1425 & 1475 Orchard Park Rd VARIES 3. USE CLEAN STONE OR GRAVEL 1/2-3/4 INCH IN DIAMETER PLACED 2 INCHES BELOW TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER. 3. WEEP HOLES SHALL BE PROTECTED BY GRAVEL. 6. A 2" x 4" WOOD FRAME SHALL BE COMPLETED AROUND THE CREST OF THE FABRIC FOR OVER FLOW STABILITY. 3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT STAKE (TYP) 4. FOR STONE STRUCTURES ONLY, A 1 FOOT THICK LAYER OF THE FILTER STONE WILL BE PLACED AGAINST THE 3 INCH STONE AS SHOWN ON THE FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND 4. MAXIMUN DRAINAGE AREA 1 ACRE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA, SEAL WEEP HOLES, FILL BASIN WITH STABLE SOIL TO FINAL GRADE, DRAWINGS. DISPOSED OF OR RECYCLED. COMPACT IT PROPERLY AND STABILIZE WITH PERMANENT SEEDING. MAXIMUM DRAINAGE AREA 1 ACRE 4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY MAXIMUM DRAINAGE AREA 1 ACRE THE REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITIES TYPE "ABOVE GROUND" SHALL BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT 10 mil PLASTIC LINING PLAN WITH WOOD PLANKS © CARMINA WOOD DESIGN EROSION. NOT TO SCALE West Seneca, NY INLET PROTECTION DETAIL 1 INLET PROTECTION DETAIL 2 INLET PROTECTION DETAIL 3 CONCRETE WASHOUT DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE NOTE: INSTALL ONE OF THE INLET PROTECTION OPTIONS SHOWN PRIOR TO CONSTRUCTION 50'MIN. EXISTING PAVEMENT Date FILTER CLOTH (SECURELY ATTACHED 3' 5: 1 TO STAKES) 6"MIN. 10' MAX. C. TO C. MOUNTABLE BERM EXISTING FILTER GROUND CLOTH PROFILE (OPTIONAL) 36" MIN. LENGTH FENCE POSTS DRIVEN MIN. 16" INTO GROUND 50'MIN. HEIGHT OF FILTER = 16" MIN. REFER TO 10'MIN. EXISTING NOTE #7 GROUND EMBED FILTER CLOTH A EXISTING OW 12'MIN. No. Description FL OW MIN. OF 6" IN GROUND. 12'MIN. / 24' MAX. PAVEMENT FL WOODEN STAKES ON 10' LINEAL REVISIONS: SPACING REFER TO FILTER CLOTH DEPTH PERSPECTIVE VIEW 2"x2" WOODEN STAKE NOTE #7 10'MIN. MARKINGS SILT SOCK (8" MIN) PLAN VIEW AREA TO BE PROTECTED 3" TO 4" CONSTRUCTION SPECIFICATIONS 36" MIN. FENCE POST POSTS SHALL BE A MINIMUM OF 20" WATER FLOW AREA TO BE PROTECTED SILT SOCK WORK AREA 1. STONE SIZE - USE 2" STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. FILTER CLOTH ATTACHED TO POST ABOVE THE EXISTING GRADE FLOW 2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD UNDISTURBED GROUND WORK AREA APPLY). 12"± COMPACTED SOIL 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. EMBED FILTER CLOTH POSTS SHALL BE A MINIMUM OF 16" A MIN. OF 6" IN GROUND BELOW THE EXISTING GRADE 4. WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS 4" OCCURS. TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. SECTION VIEW PLAN VIEW SECTION VIEW 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. NOTES: 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED CONSTRUCTION SPECIFICATIONS ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. CONTRACTOR SHALL INSPECT AND MAINTAIN SILT SOCK AS NEEDED DURING THE DURATION OF CONSTRUCTION PROJECT. 1. WOVEN FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OR "U" TYPE OR HARDWOOD. CONTRACTOR SHALL REMOVE SEDIMENT COLLECTED AT THE BASE OF THE SILT SOCK WHEN IT21HAS OF THE REACHED EXPOSED OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED ONTO PUBLIC HEIGHT OF THE SILT SOCK. ALTERNATIVELY, RATHER THAN CREATE A SOIL DISTURBING ACTIVITY, THE ENGINEER MAY CALL FOR RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. TEMPORARY ASPHALT SHALL BE PLACED WITHIN RIGHT-OR-WAY TO 2. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. ADDITIONAL SILT SOCK TO BE ADDED AT AREAS OF HIGH SEDIMENTATION, PLACED IMMEDIATELY ON TOP OF THE EXISTING ENSURE THIS. FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT. SEDIMENT LADEN SILT SOCK. 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN 3. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. APPROVED SEDIMENT TRAPPING DEVICE. 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. SILT SOCK DETAIL STABILIZED CONSTRUCTION ENTRANCE DETAIL DRAWING NAME: NOT TO SCALE SILT FENCE DETAIL NOT TO SCALE Demo & Erosion NOT TO SCALE Control Details Date: 5/22/26 Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. C-002 Project No: 23-4121 Page 446 of 849

UE EX. PIN CB UE sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. RIM:683.34 G APPROX. LOCATION All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 W N. INV:672.94 (18") ST Greensboro S. INV:673.10 (18") SA CB OE " RIM:680.53 32 UE 8'- N. INV:671.23 (18") EX 5' N .ST CB °-5 G 5.2 32' E OE 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0W. AI N. INV:677.49 (18") L 87°-09'-45" S. INV:677.49 (16") E. INV:676.99 (4") UE LIMIT OF TREE CLEARING SA G UE OR T MH LO W Utica ACK T. RIM:685.89 IDE SETB BI 25' S UE NW. INV:676.14 (12") CH SE. INV:676.22 (12") UE 25' SI D PRO 1 .0 E PP . G OE SE T AR 20'x8.5' MAIL KIOSK SW PO /AT SA 'E BAC T UE Buffalo SED TA K EX. REBAR & BUS SHELTER W 1-S CHED 4.11' N. D N UE TO G O TI RY AR X. UE CA G E PA 5-U AGE LO O W 113°-18'-53" NIT S O PROPOSED 1-STORY 4-UNIT BUILDING BU SA S PR RK UE IL UE AP DIN 40' ING T FRO W/ATTACHED GARAGES G ILD NT G E PROPOSED 1-STORY 4-UNIT BUILDING EX. PIN O SET BU W RO BA I T CK UN ES UE PP 8' E.SA GSW -4 ARAG 0. UE Y W/ATTACHED GARAGES OR G -ST CHED A 1 SED TA EX 9' N OE UE PO W/AT D 5.8 /L .R . T O ±O PR 30' REAR SETBACK EB STOP (6 AR UE UE 6. 0 Multifamily Development SA SOE ') OE UE UE PP G T OE PP OE 1.0' E. OE W OE EX. IP. 14 11 OE 3.8 5° PP 7.27' NW. NW. COR. LOT 417 -0 BACK 6' UE LIMIT OF TREE CLEARING E SET 4'- SA W PARKING OE 25' SID MS 47 STOP LOT OE . S. LINE LOT 369 " G W ST 12" UE EX. IP. EA OE . AR N. INV: 660.98 (18" HDPE) BIT 25' SIDE SETBACK 12" 170°-37'-13" OE 89°-57'-36" APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF HYD WG OF CEMETERY CEMETERY AND NOTIFY DESIGN SA S UE HEAD STONES NOT ENGINEER OF ANY POTENTIAL CONFLICTS STORM WATER LOCATED T OE 127°-49'-44" 1425 & 1475 Orchard Park Rd MANAGEMENT AREA 14" 28" 14" UE EX. IP. W. INV: 682.97 (12" HDPE) ST 23" UE COM 12" © CARMINA WOOD DESIGN PARKING S. INV: 662.31 (18" HDPE) West Seneca, NY LOT UE EX. IP. 729.52' . O/L STOP PART OF & MS 97.18' 146°-28'-21" D. W. LINE LOT 417 1' UE L-11442, P-836 29 9.7 PROPOSED 1-STORY 6 UNIT BUILDING UE PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 38" W/ATTACHED GARAGES UE EXCEPTION COM 30" 149°-26'-50" 11" L-3327 10 24" EX. IP. P-87 30' REAR SETBACK PARKING Date 3. 2.04' NW. UE LOT 00 'D .& M S. SCRUB SHRUB WETLANDS (PSS) 36" 33 UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 D. 6'- & °-4 24" M S. 89 8" UE S. 113°-43'-57" 'M 18" 00 No. Description 729.26' 3. 11 UE COM REVISIONS: 5" T ND RA .B UE NE EX. REBAR LI S. N. M EXCEPTION .& 'D 8" 12" 11" O/L L-3036 70 2. 6" 8" 144.58' 12" 146.98' 150.63' 12" 26 153.06' 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" 0') EX. IP. 133°-32'-58" 0. 25' SIDE SETBACK 12.33' W. (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG SITE DATA ( REZONED TO C-1 (S) ) - 1425 & 1475 ORCHARD PARK RD - 16.59 ACRES GENERAL NOTES: Overall Site Plan SITE LEGEND BE MULTI-FAMILY ALLOWED BY SPECIAL PERMIT 1. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE INVOLVED. PROPERTY LINE MIN. LOT WIDTH = 50 FT FOR FIRST DWELLING UNIT, PLUS 10 FT FOR EACH ADDITIONAL UNIT NEED NOT EXCEED 100 FT 2. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TO SCALE: 1"=50' WHAT IS SPECIFIED. MIN. LOT AREA = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH ADDITIONAL DWELLING UNIT 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY PROPOSED CONCRETE CURB RULES AND REGULATIONS. FRONT SETBACK = 40 FT 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF DISCREPANCIES IN CONDITIONS SHOWN ON DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. DRAWING NAME: 1 SIDE SETBACK = 25 FT MIN. OR A DISTANCE EQUAL 2 HGT. TO OF SUCH BUILDING, WHICHEVER IS GREATER PROPOSED SIDEWALK / CONCRETE PAD 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN REAR SETBACK = 30 FT or EQUAL TO THE HEIGHT OF THE BUILDING AND ANY FINISH MATERIAL INSTALLED WHILE WORKING ON OTHER COMPONENTS. Overall Site Plan 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF NUMBER OF PARKING SPACES MAXIMUM BUILDING HEIGHT = 40 FT (MULTI-FAMILY) OWNER. 27 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT DRIVEWAY: 30 FT WIDE REQUIRED FOR MULTI-FAMILY THIS WORK WILL NOT DISTURB EXISTING LINES AND/OR INSTALLATIONS. COORDINATE ALL WORK WITHPROPOSED SIGN THE APPLICABLE UTILITY COMPANIES. DWELLING SIZE: 500 SF EACH MULTI-FAMILY UNIT 8. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED PERMITS NECESSARY TO PERFORM THE WORK. PROPOSED STANDARD DUTY GROUP DWELLING: NO BUILDING SHALL BE NEARER TO ANY OTHER PRINCIPAL STRUCTURE THAN A DISTANCE EQUAL TO THE AVERAGE HEIGHT OF 9. ALL REASONABLE MEASURES SHALL BE TAKEN TO PROTECT EXISTING TREES WHICH ARE TO BE SUCH BUILDINGS ASPHALT PAVEMENT Date: 5/22/26 PRESERVED FROM ALL POSSIBLE TYPES OF ROOT, TRUNK, AND LIMB DAMAGE; INCLUDING BUT NOT Drawn By: A. Pandolfe LIMITED TO, RETAINING WALLS WHICH PREVENT FILLING ON TOP OF ROOTS OR EXCAVATING TREE ROOTS. Scale: As Noted PARKING CALCULATION: DENSITY CALCULATION (16.59 AC) PROPOSED LIGHT POLE MULTI-FAMILY: DRAWING NO. REQ'D = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH REQ'D = 2 SPACES PER UNIT + 5/25 UNITS VISITORS ADDITIONAL DWELLING UNIT C-100 NOTES: REQ'D = 2 SPACES x 29 UNITS + (29/25 x645)SPACES = NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, ALLOWED NUMBER OF UNITS: 1. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. TOTAL PROVIDED = 65 SPACES + 42 GARAGE SPACES 107 SPACES = 1ST UNIT: 722,660 SF - 8,000 SF = 714,660 SF REMAINING 2. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL & SEED. ADDITIONAL UNITS: 714,660 SF / 5,000 SF = 142 UNITS 3. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE PROPERTY LINE. 50 0 50 100Ft. 4. CENTER ENTRANCE SIDEWALKS ON DOOR OPENINGS. 50' Project No: 23-4121 TOTAL ALLOWED UNITS = 143 UNITS 5. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. Page 447 of 849

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. UE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro G UE EX. PIN CB W RIM:683.34 APPROX. LOCATION G N. INV:672.94 (18") ST UE S. INV:673.10 (18") OE SA Utica CB W 2" RIM:680.53 G 53.0 3 8'- UE N. INV:671.23 (18") EX 5A' N . CB 3' -5 OE 0° ST W 5.2 S 2' E OE 0' S. INV:671.23 (18") .N . 33. Buffalo 10 RIM:685.39 0.3G AI N. INV:677.49 (18") L UE 3 62.9 87°-09'-45" S. INV:677.49 (16") UE 3' 9 E. INV:676.99 (4") W LIMIT OF TREE CLEARING 3 20.0 STG OR UE ' UE R33' SA T MH LO OE BAC K T. RIM:685.89 BI R55' T W E DE S 5.0 I 25' S NW. INV:676.14 (12") 3 CH G R25' ' UE R33' SA 9 5 SE. INV:676.22 (12") 30.0 25' SI ' DE 1.0 W PP . OE SET 30. 2 AR G 4A 0' 'E 20.0 7 UE 0' 24. BAC TYP. R5' ST K ' EX. REBAR BU 4B 3 Multifamily Development PRO ING .F.E. 1 ILD F R25 PO W/A = 68 4.11' N. ' 3 W SED TT 1.6 OE D 0' SA 20'x8.5' MAIL KIOSK 40. G R5' UE ' 1-S ACH 0 0 21. 61.1 & BUS SHELTER TYP. TO ED 3 R55' 4' RY GA 3 4A PA 2 5-U RAG 40.5 W 0' 2 NIT ES 113°-18'-53" 3 OE 20. 6' 4A UE 3 G 24. 8 2 0' SA 38.0' 3 RK 24.0' 6 21. 40' SWT 3 OE 0' 0' 40. FRO UE 0' 2 G 2 3 30. 0' BUILDING W/ATTACHED GARAGES 33. NT 20. EX. PIN PROPOSED 1-STORY 4-UNIT SET 0' 0' 9.0 21.0' 21. RO B 2 ' AC SA GS 3 ' F.F.E. = 681.15 3 0 IT S 19. OE K PP 8' E. UN RAGE 1425 & 1475 Orchard Park Rd W 1 UE 24.0' 4 0. 6 2 - 2 3 RY GA ' TO HED T 5 5.0 S 24. 5 - .0' 1 AC 80 BUILDING W/ATTACHED GARAGES 24 SED /ATT 684. 0' AD 3 20.0' O PROPOSED 1-STORY 4-UNIT OP W = PR ING .F.E. 1 OE 3 W EX 9' N UE ILD F 4 3 SA 5.8 /L W G 20.0' BU G F.F.E. = 680.40 .R . 3 3 2 3 ±OST E 30' REAR SETBACK EB 6 3 STOP © CARMINA WOOD DESIGN 6 2 (6 4A AR O 3 TY ' R5 P. West Seneca, NY 1 UE 2 6 5.0' 4A 6 21.0' 24.0' .0' 6.0 9 SA 2 19. 4 3 3 R30' 1 9.0' 0' UE 19.0' ST 2 3 4 R1 2 5' W 9 ') 24.0' OE OE PP G OE 5.0 2 3 OE OE PP ' OE 1.0' E. SA UE ' OE R20 3 32.19' 4A 1 OE EX. IP. 30.0' 11 OE R3 OE WT OE S OE 0' 5° PP 7.27' NW. R50' 0' OE -0 G R2 3 ACK SETB 4'- SA 38.0' DE PARKING 25' SI 47 STOP LOT " W OE OE 1 Date G ST 12" W A RE OE A OE W LIMIT OF TREE CLEARING . BIT SA 3 12" 170°-37'-13" OE 30.0' HYD ST G E APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF O W OF CEMETERY CEMETERY AND NOTIFY DESIGN ENGINEER OF ANY POTENTIAL CONFLICTS STORM WATER MANAGEMENT AREA HEAD STONES NOT SA No. Description LOCATED 127°-49'-44" G OE 4A W ST REVISIONS: 14" 1 28" 14" EX. IP. W. INV: 682.97 (12" HDPE) Site Plan - North SCALE: 1"=30' SITE DATA ( REZONED TO C-1 (S) ) - 1425 & 1475 ORCHARD PARK RD - 16.59 ACRES MULTI-FAMILY ALLOWED BY SPECIAL PERMIT MIN. LOT WIDTH = 50 FT FOR FIRST DWELLING UNIT, PLUS 10 FT FOR EACH ADDITIONAL UNIT NEED NOT EXCEED 100 FT GENERAL NOTES: MIN. LOT AREA = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH ADDITIONAL DWELLING UNIT DETAIL LEGEND SEE SITE DETAIL SHEET NOTE LEGEND 1. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE SITE LEGEND FRONT SETBACK = 40 FT INVOLVED. 1 SIDE SETBACK = 25 FT MIN. OR A DISTANCE EQUAL 2 HGT. TO OF SUCH BUILDING, WHICHEVER IS GREATER 2. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TO REAR SETBACK = 30 FT or EQUAL TO THE HEIGHT OF THE BUILDING 1 CONCRETE SIDEWALK 1 INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1B PROPERTY LINE WHAT IS SPECIFIED. 2 90° PARKING STALL INSTALL "NO PARKING" SIGN, M.U.T.C.D. SIGN NO. P1-1C 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY MAXIMUM BUILDING HEIGHT = 40 FT (MULTI-FAMILY) 2 RULES AND REGULATIONS. PROPOSED CONCRETE CURB 3 STOP BAR 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF DRIVEWAY: 30 FT WIDE REQUIRED FOR MULTI-FAMILY 3 LANDSCAPED AREA - SEE LANDSCAPE PLAN, IF NO PLANTINGS, INSTALL TOPSOIL & SEED DISCREPANCIES IN CONDITIONS SHOWN ON DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. 4A STANDARD DUTY ASPHALT DRAWING NAME: 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN PROPOSED SIDEWALK / CONCRETE PAD DWELLING SIZE: 500 SF EACH MULTI-FAMILY UNIT 4B EXTERIOR CONCRETE SLAB ON GRADE 4 1' WIDE WHITE PAVEMENT STRIPES @ 1' SPACING BETWEEN 4" WIDE WHITE CROSSWALK LINES AND ANY FINISH MATERIAL INSTALLED WHILE WORKING ON OTHER COMPONENTS. 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF Site Plan - North GROUP DWELLING: NO BUILDING SHALL BE NEARER TO ANY OTHER PRINCIPAL STRUCTURE THAN A DISTANCE EQUAL TO THE AVERAGE HEIGHT OF 5 HANDICAPPED PAVEMENT MARKINGS 5 RELOCATE EX. UTILITY POLE - COORDINATE WITH UTILITY COMPANY OWNER. NUMBER OF PARKING SPACES SUCH BUILDINGS 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT 27 6 HANDICAPPED PARKING SIGN THIS WORK WILL NOT DISTURB EXISTING LINES AND/OR INSTALLATIONS. COORDINATE ALL WORK WITH 6 TACTILE WARNING MAT PARKING CALCULATION: DENSITY CALCULATION (16.59 AC) 7 LIGHT POLE FOUNDATION THE APPLICABLE UTILITY COMPANIES. PROPOSED SIGN MULTI-FAMILY: 7 HOTBOX 8. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED PERMITS NECESSARY TO PERFORM THE REQ'D = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH 8 DUMPSTER ENCLOSURE WORK. REQ'D = 2 SPACES PER UNIT + 5/25 UNITS VISITORS ADDITIONAL DWELLING UNIT 9. ALL REASONABLE MEASURES SHALL BE TAKEN TO PROTECT EXISTING TREES WHICH ARE TO BE PROPOSED STANDARD DUTY 9 WOODEN GUIDE RAIL PRESERVED FROM ALL POSSIBLE TYPES OF ROOT, TRUNK, AND LIMB DAMAGE; INCLUDING BUT NOT Date: 5/22/26 REQ'D = 2 SPACES x 29 UNITS + (29/25 x645)SPACES = ASPHALT PAVEMENT ALLOWED NUMBER OF UNITS: LIMITED TO, RETAINING WALLS WHICH PREVENT FILLING ON TOP OF ROOTS OR EXCAVATING TREE Drawn By: A. Pandolfe TOTAL PROVIDED = 65 SPACES + 42 GARAGE SPACES 107 SPACES = 1ST UNIT: 722,660 SF - 8,000 SF = 714,660 SF REMAINING ROOTS. Scale: As Noted ADDITIONAL UNITS: 714,660 SF / 5,000 SF = 142 UNITS PROPOSED LIGHT POLE DRAWING NO. TOTAL ALLOWED UNITS = 143 UNITS NOTES: 1. 2. 3. 4. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL & SEED. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE PROPERTY LINE. CENTER ENTRANCE SIDEWALKS ON DOOR OPENINGS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-101 5. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. Project No: 23-4121 30' Page 448 of 849

STOP OE 1 UE 12" A RE OE LIMIT OF TREE CLEARING . A BIT UE 3 sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 25' SIDE SETBACK 12" 170°-37'-13" All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 OE Greensboro 30.0' APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF OF CEMETERY CEMETERY AND NOTIFY DESIGN UE ENGINEER OF ANY POTENTIAL CONFLICTS STORM WATER MANAGEMENT AREA HEAD STONES NOT LOCATED 127°-49'-44" UE 4A 14" 1 28" 14" Utica UE W. INV: 682.97 (12" HDPE) Buffalo UE R8 0' R5 0' UE 30.0' 4A 3 PARKING ' R15 R15 LOT UE ' 4 UE 3 STOP 1 PART OF 3 3 97.18' 146°-28'-21" L-11442, P-836 UE Multifamily Development 24.0' 24.0' 2 2 UE 3 3 UE 21.0' 21.0' 2 UE 4A 2 BUILDING W/ATTACHED GARAGES 20.0' 20.0' PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" PROPOSED 1-STORY 6 UNIT UE F.F.E. = 682.80 1425 & 1475 Orchard Park Rd F.F.E. = 682.80 30.0' 3 3 PARKING UE LOT 20.0' 20.0' UE © CARMINA WOOD DESIGN SCRUB SHRUB WETLANDS (PSS) 2 2 West Seneca, NY (APPROXIMATE LOCATION) 153°-18'-56" 21.0' 21.0' UE 3 3 8" UE 2 4A 2 24.0' 24.0' UE 4B 3 3 UE Date UE 8 UE 8" 12" 11" No. Description 6" 8" 12" 7" REVISIONS: 6" 6" 6" 12" 13" 6" 25' SIDE SETBACK 133°-32'-58" GENERAL NOTES: SITE DATA ( REZONED TO C-1 (S) ) - 1425 & 1475 ORCHARD PARK RD - 16.59 ACRES MULTI-FAMILY ALLOWED BY SPECIAL PERMIT Site Plan - South 1. 2. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE SITE LEGEND INVOLVED. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TOPROPERTY LINE MIN. LOT WIDTH = 50 FT FOR FIRST DWELLING UNIT, PLUS 10 FT FOR EACH ADDITIONAL UNIT NEED NOT EXCEED 100 FT SCALE: 1"=30' WHAT IS SPECIFIED. 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY MIN. LOT AREA = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH ADDITIONAL DWELLING UNIT RULES AND REGULATIONS. PROPOSED CONCRETE CURB 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF FRONT SETBACK = 40 FT DISCREPANCIES IN CONDITIONS SHOWN ON DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. DRAWING NAME: 1 SIDE SETBACK = 25 FT MIN. OR A DISTANCE EQUAL 2 HGT. TO OF SUCH BUILDING, WHICHEVER IS GREATER DETAIL LEGEND SEE SITE DETAIL SHEET NOTE LEGEND 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN PROPOSED SIDEWALK / CONCRETE PAD REAR SETBACK = 30 FT or EQUAL TO THE HEIGHT OF THE BUILDING AND ANY FINISH MATERIAL INSTALLED WHILE WORKING ON OTHER COMPONENTS. 1 CONCRETE SIDEWALK INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1B 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF Site Plan - South MAXIMUM BUILDING HEIGHT = 40 FT (MULTI-FAMILY) 1 OWNER. NUMBER OF PARKING SPACES 2 90° PARKING STALL 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT 27 2 INSTALL "NO PARKING" SIGN, M.U.T.C.D. SIGN NO. P1-1C DRIVEWAY: 30 FT WIDE REQUIRED FOR MULTI-FAMILY THIS WORK WILL NOT DISTURB EXISTING LINES AND/OR INSTALLATIONS. COORDINATE ALL WORK WITH 3 STOP BAR THE APPLICABLE UTILITY COMPANIES. LANDSCAPED AREA - SEE LANDSCAPE PLAN, IF NO PLANTINGS, INSTALL TOPSOIL & SEED PROPOSED SIGN DWELLING SIZE: 500 SF EACH MULTI-FAMILY UNIT 4A STANDARD DUTY ASPHALT 3 8. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED PERMITS NECESSARY TO PERFORM THE 1' WIDE WHITE PAVEMENT STRIPES @ 1' SPACING BETWEEN 4" WIDE WHITE CROSSWALK LINES WORK. GROUP DWELLING: NO BUILDING SHALL BE NEARER TO ANY OTHER PRINCIPAL STRUCTURE THAN A DISTANCE EQUAL TO THE AVERAGE HEIGHT OF 4B EXTERIOR CONCRETE SLAB ON GRADE 4 9. ALL REASONABLE MEASURES SHALL BE TAKEN TO PROTECT EXISTING TREES WHICH ARE TO BE PROPOSED STANDARD DUTY SUCH BUILDINGS PRESERVED FROM ALL POSSIBLE TYPES OF ROOT, TRUNK, AND LIMB DAMAGE; INCLUDING BUT NOT ASPHALT PAVEMENT Date: 5/22/26 5 HANDICAPPED PAVEMENT MARKINGS 5 RELOCATE EX. UTILITY POLE - COORDINATE WITH UTILITY COMPANY LIMITED TO, RETAINING WALLS WHICH PREVENT FILLING ON TOP OF ROOTS OR EXCAVATING TREE Drawn By: A. Pandolfe 6 HANDICAPPED PARKING SIGN ROOTS. Scale: As Noted PARKING CALCULATION: DENSITY CALCULATION (16.59 AC) TACTILE WARNING MAT 6 PROPOSED LIGHT POLE MULTI-FAMILY: 7 LIGHT POLE FOUNDATION DRAWING NO. REQ'D = 8,000 SF FOR FIRST DWELLING UNIT, PLUS 5,000 FOR EACH REQ'D = 2 SPACES PER UNIT + 5/25 UNITS VISITORS ADDITIONAL DWELLING UNIT 7 HOTBOX NOTES: 8 DUMPSTER ENCLOSURE REQ'D = 2 SPACES x 29 UNITS + (29/25 x645)SPACES = TOTAL PROVIDED = 65 SPACES + 42 GARAGE SPACES 107 SPACES = ALLOWED NUMBER OF UNITS: 1ST UNIT: 722,660 SF - 8,000 SF = 714,660 SF REMAINING ADDITIONAL UNITS: 714,660 SF / 5,000 SF = 142 UNITS 9 WOODEN GUIDE RAIL 1. 2. 3. 4. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL & SEED. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE PROPERTY LINE. CENTER ENTRANCE SIDEWALKS ON DOOR OPENINGS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-102 Project No: 23-4121 TOTAL ALLOWED UNITS = 143 UNITS 5. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. 30' Page 449 of 849

12" X 18" RED ON WHITE (M.U.T.C.D. SIGN NO. R7-1), PAVEMENT WIDTH VARIES SEE SITE PLAN 7' ABOVE GRADE, MOUNT ON 2"Ø PIPE TRAFFIC YELLOW 4" WIDE NEW CONCRETE (MIN. 3,500 PSI) PAINTED LINE (TYP) EDGE OF PVMT. 1.5" ASPHALT TOP COURSE, TYPE 7 NO FACING PARKING AISLE (MAY BE BUILDING SIDEWALK - 4" MIN. THK. (N.Y.S.D.O.T. ITEM 403.18) PARKING MOUNTED, SEE SITE PLAN) FOR INSTALLATION IN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. DRIVEWAY - 6" MIN THK. W/W.W.F.6X6/10X10 ANY PAVEMENT, SEE HANDICAPPED PARKING SIGN DETAIL. EXPANSION JOINT 2.5" ASPHALT BINDER COURSE, TYPE 3 All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 TIME Greensboro 1/2" RECESS GRASS AREA (N.Y.S.D.O.T. ITEM 403.13) SEE PLAN SLOPE 8" SUBBASE COURSE MATERIAL, TYPE 1 NO PARKING SIGN (SEE DETAIL), LOCATE EXISTING SIDEWALK CURB LANDSCAPED AREA AS SHOWN ON SITE PLAN 1/4" / FT. (N.Y.S.D.O.T. ITEM 304.02) HANDICAPPED PARKING PAVEMENT 9'-0" 9'-0" 9'-0" 9'-0" SIGN (SEE DETAIL) 19' EDGE OF PAVEMENT EDGE OF PVMT. 19' NONWOVEN GEOTEXTILE FABRIC MIRAFI 600X OR APPROVED EQUAL (IF FORM SUBBASE WARRANTED BY SITE CONDITIONS STONE SUBBASE MATERIAL TYPE 2 (N.Y.S.D.O.T. ITEM DURING CONSTRUCTION) Utica CROSS SECTION TRAFFIC YELLOW 4" WIDE 19'-0' (TYP) 304.12) MIN. 4" THICK (SIDEWALK) GRADED AND COMPACTED PAVEMENT SUBGRADE PAINTED LINE (TYP) SEE PLAN 9'-0" 9'-0" MIN. 9'-0" MIN. 6" THICK (DRIVEWAY) NOTE: CONSTRUCTION METHODS FOR ASPHALT PAVEMENT SHALL NOTES: CONFORM TO NYSDOT STANDARD SPECIFICATION 401-3, WITH INTERNATIONAL 1. CONTROL JOINTS TO BE AT 5'-0" O.C., BOTH WAYS WHERE APPLICABLE. SEE SPECIFICATIONS FOR FURTHER JOINT HANDICAP SYMBOL - 5A Buffalo SUBBASE CONSTRUCTION METHODS CONFORMING TO NYSDOT REQUIREMENTS NYSDOT 702-0700. 90° PARKING STALL LAYOUT - 2 STANDARD SPECIFICATION 304-3. 24" (TYP) 2. CONCRETE SIDEWALK AND DRIVEWAY MATERIAL SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 501 AND 2'-0" (TYP) 45° (TYP) CONSTRUCTION METHODS SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 608-3. STANDARD DUTY ASPHALT SECTION - 4A 3. SUBBASE GRADE SHALL FOLLOW THE PROPOSED GRADE OF THE SIDEWALK AND SLOPE AWAY FROM BUILDING WHERE APPLICABLE, PROVIDE CONTINUOUS STONE PATH TO CURB UNDERDRAIN WHERE PROVIDED. HANDICAPPED PAVEMENT MARKINGS & SIGNAGE - 5 4. FULL DEPTH EXPANSION JOINTS SHALL BE INSTALLED EVERY 20' O.C., BOTHWAYS WHERE APPLICABLE. SEE SPECIFICATIONS FOR FURTHER JOINT REQUIREMENTS NYSDOT 702-0700. SEE TRAFFIC REFLECTIVE PLAN 5. SEE CURB DETAIL FOR DOWLING REQUIREMENTS WHERE ABUTTING CURB. WHITE PAINT 2'-0" PAVEMENT WIDTH VARIES SEE SITE PLAN WHITE REFLECTIVE STOP SIGN - M.U.T.C.D. SIGN NO. R1-1 PAINT 6. INSTALL 6" LONG #3 DOWELS @ 12" O.C. WHERE SIDEWALK ABUTS A BUILDING WALL AT AN ENTRANCE, THICKEN SIDEWALK TO 6" AT BUILDING WALL AND INSTALL DOWEL CENTERED IN THE 6" DEPTH. DOWELS AND THICKENING OF SIDEWALK 6" CONCRETE SLAB (MIN. 4,000 PSI) SHALL EXTEND 18" EITHER SIDE OF ENTRANCE. 4'-0" CONTROL JOINTS @ 10' O.C. BOTH WAYS. SEAL ALL JOINTS 1'-6" 2'-0" WITH ASPHALT CEMENT, NYSDOT SPECIFICATIONS 702-0700 CENTER LINE TWO LANE PAVEMENT SAFETY BLUE Multifamily Development 7. INSTALL 1/2" PREMOLDED EXPANSION JOINT WITH BACKER ROD & SEALANT WHERE SIDEWALK ABUTS BUILDING OR OTHER STOP BAR BACKGROUND STRUCTURE. STOP 6"x6" 10/10 WELDED WIRE FABRIC (3" BELOW TOP OF SLAB) 8'-0" X X X X X X X 42" FACE OF CURB OR 5" SUBBASE COURSE CONCRETE SIDEWALK - 1 EDGE OF PAVEMENT, SEE PLAN MATERIAL, TYPE 1 (NYSDOT ITEM 304.02) 51/2" 1'-8" GRADED AND COMPACTED PAVEMENT SUBGRADE (TYP) 8'-5" CENTERED IN LANE NOTE: CONCRETE PAVEMENT MATERIAL SHALL CONFORM TO NYSDOT SEE PLAN STANDARD SPECIFICATION 501 AND CONSTRUCTION METHODS SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 502-3. 42" STOP BAR DETAIL - 3 EXTERIOR CONCRETE SYMBOL TO BE CENTERED IN PARKING SPACE SLAB-ON-GRADE SECTION - 4B 1425 & 1475 Orchard Park Rd INTERNATIONAL HANDICAP 12'-0" CENTER TO CENTER SYMBOL - 5A 6'-0" 4" DIAMETER GALVANIZED STEEL GATE POST (TYP. 3" DIAMETER GALVANIZED STEEL TYP. EACH SIDE) POST (TYP.) © CARMINA WOOD DESIGN 1' x 1' CHAMFER (TYP. EACH SIDE) 24'-0" West Seneca, NY FENCE GATE POST 4"Ø STANDARD WEIGHT, HANDICAPPED PARKING SIGN CENTER TO CENTER M.U.T.C.D. SIGN NO. P4-6C SCH. 40, HOT DIPPED GALVANIZED W/ MIN. TYP. 6'-0" 1.8 OZ/SF OF ZINC (TYP.) 11'-0" RESERVED EDGE OF CONCRETE OPENING - FACE TO FACE PARKING DOUBLE GATE LATCH 4" FENCE GATE POST (TYP.) CENTER TO CENTER 24'-0" DUMPSTER ON CONC. PAD, DOUBLE GATE - CHAIN LINK FENCE SEE SITE PLAN W/VINYL SCREENING STRIPS AND DROP ROD 2" SQR. GALVANIZED PUNCH TUBE 6'-0" 7'-0" Date SLEEVE FOR 3/4" DROP ROD, AT GRADE WITH CONCRETE, 1 1/2" RECESS PROVIDE 1 FOR EACH SIDE OF GATE (TYP. BOTH SIDES) GRADE DOUBLE GATE - CHAIN LINK FENCE W/VINYL SCREENING STRIPS AND DROP ROD (120° SWING 6" 6" MIN.) DROP ROD 9" 9" TOP OF CONCRETE (TYP. OF 2) 3'-6" MIN. GATE FRAME CHAIN LINK FENCE GATE NOTES: 6' HIGH BOARD ALL WELDED JOINTS TO 3,500 PSI CONCRETE 6" Ø PIPE BOLLARD SET IN CONCRETE 3' BELOW GRADE, EXTEND FENCE, SEE DETAIL MAKE SOLID FRAME 1. GATE POST FOOTINGS TO BE MIN. 36" DEEP x (4x) POST DIAMETER, EXTEND POST TO WITHIN 6" OF BOTTOM. 1'-6" DIA. CONCRETE BASE No. Description 4' ABOVE GRADE, FILL W/CONCRETE, PAINT OSHA YELLOW (TYP. OF 6) 3' WIDE CHAIN LINK FENCE GATE & FRAME WITH VINYL SCREENING STRIPS, 2. GATE FRAMES TO BE 2" SQ. GALVANIZED STEEL, WEIGHING 2.60 LB/FT IN ACCORDANCE WITH ASTM F 900. REVISIONS: 5' WIDE SIDEWALK TO GATE TO HAVE LATCHING MECHANISM TO KEEP CLOSED WHEN NOT BEING FRONT VIEW PLAN VIEW ACCESS GATE, EXTEND TO 3. CHAIN LINK FENCE FABRIC SHALL BE 2" MESH, 9 GAUGE, ZINC COATED STEEL CORE WIRE. INSTALL MESH WITH HOOK BOLTS ACCESSED 2" 1'-6" ASPHALT DRIVE AND TENSION BARS ON ALL 4 SIDES, ATTACH AT 15" MAX. 4. DOUBLE GATE LATCH TO BE FORKED TYPE CAPABLE OF RETAINING GATE IN CLOSED POSITION AND HAVE PROVISION FOR PAD NOTES: DUMPSTER ENCLOSURE - 8 LOCK. LATCH SHALL BE OPERABLE FROM EITHER SIDE OF GATE. 1. HANDICAPPED PARKING SIGN SHALL CONFORM WITH CURRENT STATE AND LOCAL CODES AND REGULATIONS. 5. ALL HARDWARE TO BE HOT DIPPED GALVANIZED STEEL TO SUIT GATE SIZE. HANDICAP PARKING SIGNS - 6 INSTALLED IN GRASS/LANDSCAPED AREA A FIXTURE FURNISHED, INSTALLED AND WIRED BY ELECTRICAL CONTRACTOR. 1" X 6" BOARD 1" TYP. 2" X 6" TOP RAILS ELECTRICAL CONTRACTOR FURNISHED POLE 8" 3-20# NAILS ATTACHED 4"x6" GASKET HAND HOLE 13" x 5/8 " GALVANIZED CARRIAGE BOLT, TO RAIL POST (EACH SIDE) ELECT. CONTRACTOR TO WASHER & NUT COUNTERSUNK (TYP.) CONNECT OR CADWELD FURNISHED AND INSTALL IN-LINE PRESSURE TREATED PINE GROUND WIRE TO BALLAST FUSES IN BUSSMANN LENGTHS: INTERMEDIATE 5'-6" (6' HIGH FENCE) 3" Ø GALVANIZED STEEL POST, 8" "TRON" WEATHERPROOF FUSE SPANS - 8'-0", END 8'-0" O.C. 12' LONG (8' HIGH FENCE) 1"x45° CHAMFER SPANS - 8'-3" 8'-0" O.C. 10' LONG (6' HIGH FENCE) HOLDERS #HEB-AD WITH #KTK ROUND FORMED CONCRETE FUSES (SIZE AS REQUIRED) BASE 30" DIAMETER 6'-0" 4 - 40"x1"Ø ANCHOR BOLTS 8'-0" O.C. (TYP.) 2" X 6" CENTER RAILS #3 REINFORCING TIES 12" ON CENTER 4" SEE NOTE 1" 3" 1" 5" 2" X 6" BOTTOM RAILS FINISHED GRADE 10" #6 BARE GROUND WIRE 12" DIA. HOLE, FILL WITH 3,000 PSI CADWELD CONNECTION DRAWING NAME: 3'-0" MIN. (BOTH ENDS) 6'-6" MIN. 2'-6" CONC. 8'-0" MIN. AND DOWN 3/4 "x10" COPPER WELD 3" x 10" ROUGH SAWN Site Details 6" GRADE TO SOLID BEARING GROUND ROD (LIGHTING FACE ALL SIDES GRADE PROTECTION) CARLON PLASTIC CONDUIT 2'-0" GRAVEL FILL GALVANIZED STEEL TO CARLON 4'-0" MIN. 3" COVER CONDUIT CONNECTOR END POST 4'-0" NOTES: GALVANIZED CONDUIT "ELL" 6" 1. ALL WOODEN FENCE MATERIAL TO BE PRESSURE TREATED PINE. 2. CENTER, BOTTOM AND TOP RAILS TO BE FASTENED TO 3" Ø GALVANIZED 4 - #8 VERTICAL INTERMEDIATE POST STEEL FENCE POSTS USING SIMPSON PIPE GRIP TIES OR EQUAL. ALL REINF. BARS ALL CONCRETE WORK AND Date: 5/22/26 6" HARDWARE TO BE GALVANIZED. REINFORCING SHALL BE 24" DIA. 3. ATTACH EACH 1" X 6" BOARD TO RAILS USING (3) GALVANIZED NAILS AT BY SITE CONTRACTOR CONCRETE 3,000 PSI CONCRETE Drawn By: A. Pandolfe EACH RAIL LOCATION. BASE 1-6" DIA. 8" x 8" ACTUAL POSTS ROUGH FOUNDATION (TYP.) Scale: As Noted 4. WOOD POSTS CAN BE SUBSTITUTED FOR STEEL. NOTES: SAWN FACE ALL SIDES, 1" 1. FOR LOCATIONS OF FOUNDATIONS SEE SITE PLAN CHAMFER TOP AND SIDES, DRAWING NO. 2. FOR LIGHT FIXTURE ORDERING INFORMATION SEE SITE LIGHTING PLAN PRESSURE TREATED PINE SECTION A-A C-103 3. LIGHT POLE BASE EXPOSURE ABOVE GRADE SHALL BE: A IN CURBED ISLANDS: 6" ABOVE TOP OF CURB ELEVATION IN PAVEMENT: 3' ABOVE GRADE DECORATIVE WOODEN GUIDE RAIL - 9 IN NON-CURBED GRASS AREAS: 6" ABOVE GRADE BOARD ON BOARD FENCE - FOR DUMPSTER ENCLOSURE LIGHT POLE FOUNDATION - 7 Project No: 23-4121 Page 450 of 849

UE EX. PIN CB sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor UE to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. RIM:683.34 G APPROX. LOCATION All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 W Greensboro N. INV:672.94 (18") ST S. INV:673.10 (18") SA CB OE 2" RIM:680.53 UE 8 '-3 N. INV:671.23 (18") EX 5' N .ST CB °-5 G 5.2 32' E OE 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0W. AI 678 N. INV:677.49 (18") L 676 677 87°-09'-45" 679 S. INV:677.49 (16") 680 81 E. INV:676.99 (4") UE 6 SA G UE OR T MH Utica LO W T. RIM:685.89 BI UE NW. INV:676.14 (12") CH 681 SE. INV:676.22 (12") UE 1 .0 683 PP . 684 G OE AR SW SA 'E Buffalo T UE EX. REBAR BU PRO ING .F.E. 680 684 ILD F 2 PO W/A = 68 4.11' N. 671 67 SED TT 1.6 4 673 67 D N UE 6 675 67 O 1-S ACH 0 8 682 677 67 TI TO ED UE 679 CA RY GA G E PA 5-U RAG LO O W NIT ES 113°-18'-53" 9 67 X. RO SA S RK P UE UE AP 680 T 680 BUILDING W/ATTACHED GARAGES GE EX. PIN PROPOSED 1-STORY 4-UNIT O W RO F.F.E. = 681.15 IT S UE 685 681 PP 8' E.SA GSW UN GE -4 RA 0. RY D GA UE 684 O 686 T E 1-S CH 0 687 BUILDING W/ATTACHED GARAGES ED TA .8 OS W/AT = 684 A PROPOSED 1-STORY 4-UNIT O P 684 PR ING .F.E. EX 9 ' N ILD F OE UE D 5.8 /L BU F.F.E. = 680.40 .R . T 683 ±O EB STOP 679 (6 AR UE 681 UE 6.0 688 Multifamily Development 9 68 682 684 SA SOE ') OE UE UE PP G T OE PP OE 1.0' E. OE W OE EX. IP. 14 11 680 681 OE 687 688 689 3.8 0 5° PP 7.27' NW. 68 NW. COR. LOT 417 -0 6' UE 684 685 4'- SA W PARKING OE MS 686 47 STOP LOT OE . S. LINE LOT 369 679 " G 678 677 W ST 12" 682 UE 670 EX. IP. 671 672 EA OE R 673 .A N. INV: 660.98 (18" HDPE) 674 675 BIT 675 12" 170°-37'-13" OE 89°-57'-36" 674 673 672 APPROX. LOCATION HYD 671 CONTRACTOR TO VERIFY LIMITS OF WG 670 OF CEMETERY CEMETERY AND NOTIFY DESIGN SA S UE ENGINEER OF ANY POTENTIAL CONFLICTS HEAD STONES NOT LOCATED T OE 673 1425 & 1475 Orchard Park Rd 127°-49'-44" 673 14" 28" 14" UE EX. IP. W. INV: 682.97 (12" HDPE) ST 675 682 674 677 678 23" UE COM 676 © CARMINA WOOD DESIGN 12" 9 PARKING West Seneca, NY S. INV: 662.31 (18" HDPE) 67 680 68 1 LOT UE 685 684 686 683 EX. IP. . O/L STOP 682 PART OF & MS 146°-28'-21" D. W. LINE LOT 417 1' UE 68 1 L-11442, P-836 29 9.7 679 UE 680 682 681 38" 682 682 UE BUILDING W/ATTACHED GARAGES EXCEPTION COM 30" PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" L-3327 PROPOSED 1-STORY 6 UNIT 11" F.F.E. = 682.80 F.F.E. = 682.80 10 24" EX. IP. P-87 Date 682 PARKING 3. 2.04' NW. UE LOT 00 'D .& M S. 682 SCRUB SHRUB WETLANDS (PSS) 36" 33 UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 D. 6'- & °-4 24" M S. 89 8" UE S. 113°-43'-57" 'M 18" No. Description 00 3. 682 11 UE COM REVISIONS: 5" 682 T ND RA .B UE 683 NE 684 EX. REBAR 685 LI S. 686 687 N. M 688 EXCEPTION .& 'D 8" 12" 11" O/L L-3036 70 2. 12" 6" 8" 12" 26 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" 0') EX. IP. 133°-32'-58" 0. 12.33' W. (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG PROPOSED GRADING LEGEND BE PROPOSED CONTOUR 101 Overall Grading Plan PROPOSED SPOT ELEVATION 100.80 SCALE: 1"=50' TW 100.50 DRAWING NAME: PROPOSED TOP/BOTTOM OF WALL ELEV. BW 100.00 Overall Grading Plan PROPOSED CATCH BASIN CB PAVEMENT/GROUND SLOPE PROPOSED YARD DRAIN YD Date: 5/22/26 Drawn By: A. Pandolfe PROPOSED MANHOLE MH Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 50 0 50 100Ft. C-200 50' Project No: 23-4121 Page 451 of 849

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. UE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro G UE EX. PIN CB W RIM:683.34 APPROX. LOCATION G N. INV:672.94 (18") ST UE S. INV:673.10 (18") Utica OE SA CB W 2" RIM:680.53 G -' 3 UE 8 N. INV:671.23 (18") EX 5A' N . -5 CB OE ° ST W 5.2 S32' E OE Buffalo 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0. G AI 678 N. INV:677.49 (18") L 677 UE 676 679 0 YD 4 87°-09'-45" 683.55 S. INV:677.49 (16") UE 68 RIM 680.20 683.0± 681 MATCH EX. E. INV:676.99 (4") W STG OR UE 679.95 UE SA 679.20 681.10 OT 683.7± MH OE L PATIO IT. MATCH EX. RIM:685.89 W CB 6 B % 681.60 683.60 2.3 NW. INV:676.14 (12") CH G RIM 679.00 681 UE 679.75 % 684.00 681.10 1.5 SE. INV:676.22 (12") 1.2% 683.45 684.5± SA % MATCH EX. 679.70 1.3% 3.9 1.0 W 683 PP .684 OE 679.95 679.20 AR 680.90 G 'E .3% 684.50 UE 3 684.25 CB 1 ST RIM 683.25 Multifamily Development EX. REBAR BU PRO ING F.E. 680 1.2% 684 ILD F. 2 PO W/A = 68 4.11' N. 671 67 684.10 W 4 SED TT 1.6 OE 673 67 D 681.10 SA 6 683.45 G 675 67 UE % 1-S ACH 0 8 3.0 682 677 67 683.45 TO ED 679 680.65 679.90 RY GA PATIO F.F.E. = 683.70 % PA 1.3 5-U RAG 681.60 YD 5 W NIT ES 113°-18'-53" OE % 9 % 683.90 3.1 1.3 67 1.2 2.5 RIM 680.20 UE G 679.00 CB 7 4.7% % % 680.65 PATIO 1.9 SA RIM 678.80 681.15 680.55 684.00 % RK 680.20 1.3 % % 684.20 684.30 SWT OE 1.3 CB 2 1.4 680 679.90 UE 680 680.25 % G CB 5 PATIO RIM 683.25 BUILDING W/ATTACHED GARAGES RIM 679.80 681.60 EX. PIN 683.85 684.30 PROPOSED 1-STORY 4-UNIT 1.9 2.1% 680.65 % 681.10 2.8 % RO 4.2% SA GS F.F.E. = 681.15 1425 & 1475 Orchard Park Rd 679.90 1.2% PATIO 680.35 % 684.30 UNIT GES 685 OE 681 PP 8' E. 1.2 W 681.10 -4 RA UE 680.40 679.30 0. 1.5% % 680.65 1.3 RY D GA 684 % 683.65 O 1.5 686 2.3 T E T 1-S TACH .80 PATIO 687 BUILDING W/ATTACHED GARAGES 1.2% 680.25 % % E D 1.3 683.35 OS AT 684 A 4.3% 684.80 OP G W/ E. = 2.5 YD 7 PROPOSED 1-STORY 4-UNIT 684 OE R % P IN .F. W EX 9' N RIM 680.00 683.20 UE % ILD F 1.2 D 680.80 SA 684.30 5.8 /L W G 680.60 684.10 BU 1.3 G F.F.E. = 680.40 2.3% .R . 683 ±OST E % YD 6 PATIO 684.10 683.00 EB STOP © CARMINA WOOD DESIGN 680.70 RIM 680.20 684.80 679 679.90 YD 1 (6 West Seneca, NY AR O PATIO 681 684.30 RIM 683.70 UE CB 8 4.7% 680.65 681.15 680.45 680.95 2.9% RIM 678.80 682.65 684.20 YD 2 6 1.2 682.35 RIM 683.70 9 688 SA 68 % 683.40 1.2% .0' 680.35 680.85 682.00 682 684 1.2% 680.65 CB 3 UE ST RIM 682.15 681.20 W PATIO 2.2% 1.5 OE OE ) 680.40 683.50 PP % G OE 679.90 PP 1.3 684.10 OE 1.5% OE 1.2% 1.0' E. % 681.50 OE SA UE 1.2% 680.55 OE 679.55 CB 4 OE OE EX. IP. 11 680 1.2% 1.2% 682.75 OE RIM 679.90 689 WST BIORETENTION AREA #1 681 OE 687 688 OE 0 5° PP 7.27' NW. 68 2,855 S.F. 679.90 679.35 681.90 682.85 OE 680.35 681.50 -0 G 679.55 680.10 682.35 (2,850 S.F. REQUIRED) 684 685 4'- SA TOP ELEV = 673.50 STM MH 1 680.55 682.10 PARKING 686 47 BOTTOM ELEV = 673.00 679 RIM 679.20 STOP YD 3 LOT " W YD 12-15 (TYP.) OE OE 678 RIM 684.00 Date RIM 673.50 677 G ST 12" 682 W A RE OE A OE 673 W . 674 BIT SA 675 12" 170°-37'-13" OE HYD ST G E APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF O W OF CEMETERY CEMETERY AND NOTIFY DESIGN 682.70 ENGINEER OF ANY POTENTIAL CONFLICTS CB 12 HEAD STONES NOT 1.2% 682.90 RIM 682.90 No. Description END SECTION SA 673 INV 673.00 LOCATED 127°-49'-44" G OE REVISIONS: 1.5% W 673 ST 14" 682.90 YD 16-18 (TYP.) 28" RIM 673.50 683.10 14" END SECTION EX. IP. INV 673.00 W. INV: 682.97 678.20 678.95 (12" HDPE) 675 682 674 677 679.70 681.30 678 END SECTION INV 669.57 STM MH 2 676 CB 11 1.5% 1.2% CB 10 1.5% 681.10 RIM 683.00 POND 675.30 RIM 678.00 RIM 679.50 678.75 9 PARKING 678.20 678.40 678.95 67 679.88 680 68 1 681.30 BIORETENTION AREA #2 679.15 LOT 1,700 S.F. 684 686 Grading Plan - North PROPOSED GRADING LEGEND SCALE: 1"=30' PROPOSED CONTOUR 101 PROPOSED SPOT ELEVATION 100.80 TW 100.50 DRAWING NAME: PROPOSED TOP/BOTTOM OF WALL ELEV. BW 100.00 Grading Plan - North PROPOSED CATCH BASIN CB PAVEMENT/GROUND SLOPE PROPOSED YARD DRAIN YD Date: 5/22/26 Drawn By: A. Pandolfe PROPOSED MANHOLE MH Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-201 Project No: 23-4121 30' Page 452 of 849

679.55 CB 4 OE OE 680 1.2% 1.2% RIM 679.90 682.75 OE BIORETENTION AREA #1 681 688 UE OE 687 0 PP 68 2,855 S.F. 679.90 679.35 681.90 682.85 OE 679.55 680.35 681.50 682.35 (2,850 S.F. REQUIRED) 680.10 684 685 TOP ELEV = 673.50 STM MH 1 680.55 682.10 686 UE YD 12-15 (TYP.) BOTTOM ELEV = 673.00 679 RIM 679.20 STOP YD 3 OE 678 RIM 684.00 RIM 673.50 677 sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. UE 670 12" 682 All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 671 EA Greensboro OE 672 673 . AR 674 BI T UE 675 674 675 12" 170°-37'-13" OE 673 672 APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF 671 670 OF CEMETERY CEMETERY AND NOTIFY DESIGN 682.70 UE END SECTION ENGINEER OF ANY POTENTIAL CONFLICTS CB 12 HEAD STONES NOT 1.2% INV 668.80 END SECTION 682.90 RIM 682.90 END SECTION Utica INV 669.00 END SECTION 673 INV 673.00 LOCATED 127°-49'-44" INV 669.57 UE 1.5% 673 682.90 YD 16-18 (TYP.) 14" 28" RIM 673.50 683.10 14" Buffalo END SECTION UE INV 673.00 W. INV: 682.97 678.20 678.95 (12" HDPE) 682 UE OUTLET 674 675 677 678 679.70 681.30 STRUCTURE END SECTION RIM 674.80 INV 669.57 STM MH 2 UE 676 10' WIDE EMERGENCY CB 11 681.10 TOP OF 1.5% 1.2% CB 10 1.5% RIM 683.00 SPILLWAY ELEV. 674.80 RIM 678.00 POND 675.30 RIM 679.50 LINE WITH LIGHT STONE FILL 678.75 9 PARKING RIP RAP FLUSH WITH SPILLWAY 678.20 678.40 678.95 67 679.88 680 68 1 681.30 BIORETENTION AREA #2 679.15 LOT UE 1,700 S.F. 685 684 686 (1,620 S.F. REQUIRED) 683 TOP ELEV = 673.50 BOTTOM ELEV = 673.00 681.50 UE STOP Multifamily Development 682 END SECTION INV 675.00 146°-28'-21" PART OF 682.30 L-11442, P-836 2.5% 68 682.30 UE 1 3.6% 3.6% 682.30 680.90 682.30 679 PATIO PATIO UE 682.80 2.9% 2.9% 682.80 682.10 680 UE 2.6% 2.6% 682 681 682.30 682.30 682 UE 682 1425 & 1475 Orchard Park Rd BUILDING W/ATTACHED GARAGES PROPOSED 1-STORY 6 UNIT 1.7% 1.7% BUILDING W/ATTACHED GARAGES YD 8 149°-26'-50" PROPOSED 1-STORY 6 UNIT RIM 681.90 UE F.F.E. = 682.80 1.2% F.F.E. = 682.80 PATIO 682.10 682.10 PATIO 682.10 682 682.80 682.80 PARKING UE 1.3% 681.90 LOT © CARMINA WOOD DESIGN West Seneca, NY 1.8% 1.8% 682 UE SCRUB SHRUB WETLANDS (PSS) 682.30 682.30 YD 9 (APPROXIMATE LOCATION) RIM 681.90 153°-18'-56" 2.7% 2.7% UE 8" CB 9 UE PATIO RIM 681.00 3.3% 3.3% PATIO 682.80 682.30 682.30 682.80 UE 682.10 682.30 YD 11 682.30 Date 682 RIM 681.70 UE 682 682.10 682.10 YD 10 1.2% RIM 681.90 UE 683 684 685 UE 686 687 No. Description 681.60 688 12" REVISIONS: 8" 11" 6" 8" 12" 7" 6" 6" 6" 12" 13" 6" 133°-32'-58" PROPOSED GRADING LEGEND PROPOSED CONTOUR 101 PROPOSED SPOT ELEVATION 100.80 Grading Plan - South PROPOSED TOP/BOTTOM OF WALL ELEV. TW 100.50 BW 100.00 DRAWING NAME: SCALE: 1"=30' Grading Plan - South PROPOSED CATCH BASIN CB PAVEMENT/GROUND SLOPE PROPOSED YARD DRAIN YD Date: 5/22/26 Drawn By: A. Pandolfe PROPOSED MANHOLE MH Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-202 Project No: 23-4121 30' Page 453 of 849

EX. PIN CB UE RIM:683.34 G APPROX. LOCATION W N. INV:672.94 (18") ST S. INV:673.10 (18") SA CB OE 2" RIM:680.53 UE 8 '-3 N. INV:671.23 (18") EX 5' N .ST CB °-5 G 5.2 32' E OE 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0W. sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor AI to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. N. INV:677.49 (18") L All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 87°-09'-45" S. INV:677.49 (16") Greensboro E. INV:676.99 (4") UE SA G UE OR T MH LO W B IT. RIM:685.89 NW. INV:676.14 (12") UE C SE. INV:676.22 (12") UE HA 1.0 PP . G OE SW SA 'E T UE EX. REBAR R BU PRO ING F.E. ILD F. PO W/A = 68 4.11' N. Utica SED TT 1.6 D N UE O 1-S ACH 0 TI TO ED X. UE CA RY GA G E PA 5-U RAG LO O W NIT ES 113°-18'-53" O SA S PR RK UE UE Buffalo AP T BUILDING W/ATTACHED GARAGES G E EX. PIN PROPOSED 1-STORY 4-UNIT O W RO F.F.E. = 681.15 IT S UE PP 8' E.SA GSW UN AGE Y-4 GAR 0. R UE TO ED 1-S CH 0 BUILDING W/ATTACHED GARAGES ED TA .8 OS W/AT = 684 AD PROPOSED 1-STORY 4-UNIT O P PR ING .F.E. EX 9' N ILD F OE UE 5.8 /L BU F.F.E. = 680.40 .R . T ±O EB STOP (6 AR UE UE 6.0 SA SOE ') OE UE UE PP G T OE PP OE 1.0' E. OE W OE EX. IP. 14 11 OE 3 .8 5 PP 7.27' NW. °-0 NW. COR. LOT 417 6' UE 4'- SA W PARKING OE MS Multifamily Development 47 STOP LOT OE . S. LINE LOT 369 " G W ST 12" UE EX. IP. A RE OE .A N. INV: 660.98 (18" HDPE) BIT 675 12" 170°-37'-13" OE 89°-57'-36" 674 673 672 APPROX. LOCATION HYD 671 CONTRACTOR TO VERIFY LIMITS OF WG 670 OF CEMETERY CEMETERY AND NOTIFY DESIGN SA S UE ENGINEER OF ANY POTENTIAL CONFLICTS HEAD STONES NOT LOCATED T OE 673 127°-49'-44" 673 14" 28" 14" UE EX. IP. W. INV: 682.97 (12" HDPE) ST 23" UE 1425 & 1475 Orchard Park Rd COM 12" PARKING S. INV: 662.31 (18" HDPE) LOT UE EX. IP. . O/L STOP PART OF & MS 146°-28'-21" D. W. LINE LOT 417 1' UE L-11442, P-836 9.7 © CARMINA WOOD DESIGN 29 West Seneca, NY UE 38" UE BUILDING W/ATTACHED GARAGES EXCEPTION COM 30" PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" L-3327 PROPOSED 1-STORY 6 UNIT 11" F.F.E. = 682.80 F.F.E. = 682.80 10 24" EX. IP. P-87 PARKING 3. 2.04' NW. UE LOT 00 'D .& M S. SCRUB SHRUB WETLANDS (PSS) 36" 33 UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 D 6'- .& °-4 24" M Date S. 89 8" UE S. 113°-43'-57" 'M 18" 00 3. 11 UE COM 5" T ND RA .B UE NE EX. REBAR No. Description LI S. N. M EXCEPTION .& 'D 12" REVISIONS: 8" 11" O/L L-3036 70 2. 12" 6" 8" 12" 26 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" ') .0 EX. IP. 133°-32'-58" 12.33' W. 0 (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG PROPOSED UTILITY LEGEND BE STORMWATER RUNOFF SUMMARY PROPOSED STORM SEWER ST Overall Drainage Plan TO DETENTION: EVENT PROP. RUNOFF (CFS) ELEVATION (FEET) STORAGE (CF) PROPOSED SANITARY SEWER 6" SA SCALE: 1"=50' 1-YEAR 1.94 671.04 5,335 PROPOSED WATERLINE 1" W 10-YEAR 2.82 672.95 15,013 25-YEAR 3.10 673.70 21,268 100-YEAR 3.45 674.73 34,966 PROPOSED CATCH BASIN CB DIRECT: EVENT PROP. RUNOFF (CFS) PROPOSED YARD DRAIN YD DRAWING NAME: 1-YEAR 0.38 10-YEAR 1.12 25-YEAR 1.57 PROPOSED MANHOLE MH Overall Drainage 100-YEAR 2.52 PROPOSED HYDRANT ASSEMBLY Plan TOTAL SITE: EVENT EX. RUNOFF (CFS) PROP. RUNOFF (CFS) 1-YEAR 2.63 2.32 PROPOSED GATE VALVE GV 10-YEAR 8.17 3.94 25-YEAR 11.66 4.67 NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A Date: 5/22/26 100-YEAR 18.97 5.97 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE Drawn By: A. Pandolfe COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 50 0 50 100Ft. C-300 50' Project No: 23-4121 Page 454 of 849

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro UE G UE EX. PIN CB W RIM:683.34 Utica APPROX. LOCATION G N. INV:672.94 (18") ST UE S. INV:673.10 (18") OE SA CB W Buffalo 2" RIM:680.53 G 3 8'- UE N. INV:671.23 (18") EX 5A' N . CB °-5 OE ST W 5.2 S 2' E OE 0 S. INV:671.23 (18") .N . 0 RIM:685.39 0.3G 1 AI C.O. N. INV:677.49 (18") L UE CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER 87°-09'-45" S. INV:677.49 (16") UE DRAIN @ 1.0%. COORDINATE DOWNSPOUT YD 4 E. INV:676.99 (4") W LOCATIONS WITH ARCHITECTURAL PLANS. STG RIM 680.20 OR INV 678.70 UE UE SA OT MH OE L IT. RIM:685.89 W CB 6 C.O. B NW. INV:676.14 (12") CH G RIM 679.00 UE INV 676.80 SE. INV:676.22 (12") SA Multifamily Development 1 .0 130 LF 6" W PP . OE AR HDPE @ 0.5% G CB 1 'E CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER UE RIM 683.25 ST DRAIN @ 1.0%. COORDINATE DOWNSPOUT EX. REBAR BU PRO ING .F.E. LOCATIONS WITH ARCHITECTURAL PLANS. INV 681.00 ILD F 126 LF 8" PO W/A = 68 4.11' N. W HDPE @ 0.5% SED TT 1.6 OE D SA C.O. C.O. G UE 1-S ACH 0 100 LF 8" TO ED HDPE @ 0.7% C.O. RY GA PA 5-U RAG W NIT ES 113°-18'-53" OE CB 7 UE G RIM 678.80 SA INV 676.30 RK C.O. C.O. YD 5 CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER SWT OE RIM 680.20 DRAIN @ 1.0%. COORDINATE DOWNSPOUT UE 1425 & 1475 Orchard Park Rd INV 678.05 G CB 2 LOCATIONS WITH ARCHITECTURAL PLANS. BUILDING W/ATTACHED GARAGES 51 LF 12" 32 LF 6" HDPE ROOF EX. PIN RIM 683.25 PROPOSED 1-STORY 4-UNIT HDPE @ 0.5% LEADER @ 1.0% C.O. INV 680.30 NE RO 82 LF 12" SA GS F.F.E. = 681.15 CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER INV 677.97 SW IT S OE PP 8' E. UN RAGE W HDPE @ 0.3% CB 5 UE DRAIN @ 1.0%. COORDINATE DOWNSPOUT 52 LF 6" 4 C.O. 0. RIM 679.80 Y - A LOCATIONS WITH ARCHITECTURAL PLANS. YD 7 HDPE @ 0.5% T OR ED G T RIM 680.00 INV 676.17 32 LF 6" HDPE ROOF S 1- CH 0 BUILDING W/ATTACHED GARAGES S ED ATTA 84.8 YD 1 AD INV 675.92 LEADER @ 1.0% O 6 OP W/ = PROPOSED 1-STORY 4-UNIT RIM 683.70 PR ING .F.E. © CARMINA WOOD DESIGN OE YD 6 W EX 9' N INV 681.98 UE RIM 680.20 ILD F SA West Seneca, NY 5.8 /L W G BU G F.F.E. = 680.40 C.O. C.O. .R . INV 677.28 12"x6" TEE ±OST E CB 8 EB RIM 678.80 STOP INV 677.79 (6 INV 676.05 AR O UE 30 LF 6" HDPE ROOF 17 LF 6" HDPE ROOF 66 LF 6" LEADER @ 1.0% 132 LF 12" LEADER @ 1.0% HDPE @ 0.5% 6.0 HDPE @ 0.7% SA 46 LF 6" HDPE @ 0.5% 149 LF 8" YD 2 UE ST 71 LF 12" HDPE @ 0.8% RIM 683.70 HDPE @ 0.5% W C.O. C.O. INV 681.65 ') CB 3 OE OE 32 LF 6" HDPE ROOF RIM 682.15 PP G 63 LF 12" 70 LF 8" OE LEADER @ 1.0% INV 679.90 E C.O. OE OE PP HDPE @ 0.5% HDPE @O0.8% E 1.0' E. SA UE 148 LF 12" INV 677.05 NE, NW, W OE 32 LF 6" HDPE ROOF OE OE EX. IP. 11 HDPE @ 1.0% OE YD 3 LEADER @ 1.0% WST BIORETENTION AREA #1 OE OE RIM 684.00 5° 2,855 S.F. CB 4 PP 7.27' NW. OE INV 681.09 -0 G (2,850 S.F. REQUIRED) RIM 679.90 Date 4'- SA C.O. C.O. PARKING TOP ELEV = 673.50 INV 675.57 47 YD 12-15 (TYP.) RIM 673.50 BOTTOM ELEV = 673.00 STOP LOT " W 30 LF 6" PERF. 131 LF 12" OE OE INV 669.67 HDPE @ 0.0% 121 LF 12" STM MH 1 HDPE @ 1.0% G HDPE @ 1.0% RIM 679.20 ST 31 LF 6" INV 675.74 N 12" W A 48 LF 6" HDPE ROOF INV 674.21 SW, E RE OE HDPE @ 0.3% EX. PIPE TO DISCHARGE .A OE W LEADER @ 1.0% DIRECTLY TO CB 12 BIT SA 12" 170°-37'-13" OE HYD ST G E APPROX. LOCATION CB 12 No. Description 12"x6" TEE CONTRACTOR TO VERIFY LIMITS OF O W INV 673.58 OF CEMETERY CEMETERY AND NOTIFY DESIGN RIM 682.90 INV 679.28 REVISIONS: END SECTION ENGINEER OF ANY POTENTIAL CONFLICTS INV 673.00 HEAD STONES NOT SA 673 LOCATED 127°-49'-44" G OE W 673 YD 16-18 (TYP.) ST RIM 673.50 14" INV 669.67 28" 14" END SECTION EX. IP. INV 673.00 W. INV: 682.97 355 LF 12" HDPE @ 1.0% EX. STORM SEWER TO BE (12" HDPE) 12" E-W INV 675.41 48 LF 12" 12" NW-SE INV 673.40 RE-ROUTED. END SECTION INV 669.57 HDPE @ 1.1% 73 LF 12" HDPE @ 1.0% EX. STORM SEWER TO BE 31 LF 6" RE-ROUTED. HDPE @ 0.3% TOP OF CB 10 STM MH 2 POND 675.30 BIORETENTION AREA #2 END SECTION PARKING 1,700 S.F. CB 11 12"x6" TEE 123 LF 12" RIM 679.50 RIM 683.00 INV 675.00 RIM 678.00 INV 675.98 HDPE @ 1.1% INV 676.83 INV 678.55 (1,620 S.F. REQUIRED) INV 675.48 E LOT TOP ELEV = 673.50 BOTTOM ELEV = 673.00 INV 673.53 NW STORMWATER RUNOFF SUMMARY Drainage Plan - North TO DETENTION: PROPOSED UTILITY LEGEND PROPOSED STORM SEWER ST SCALE: 1"=30' EVENT PROP. RUNOFF (CFS) ELEVATION (FEET) STORAGE (CF) 1-YEAR 1.94 671.04 5,335 10-YEAR 2.82 672.95 15,013 PROPOSED SANITARY SEWER 6" SA DRAWING NAME: 25-YEAR 3.10 673.70 21,268 100-YEAR 3.45 674.73 34,966 Drainage PROPOSED WATERLINE 1" W DIRECT: Plan - North EVENT PROP. RUNOFF (CFS) PROPOSED CATCH BASIN CB 1-YEAR 0.38 10-YEAR 1.12 25-YEAR 1.57 PROPOSED YARD DRAIN YD 100-YEAR 2.52 Date: 5/22/26 Drawn By: A. Pandolfe TOTAL SITE: PROPOSED MANHOLE MH Scale: As Noted EVENT EX. RUNOFF (CFS) PROP. RUNOFF (CFS) DRAWING NO. 1-YEAR 2.63 2.32 PROPOSED HYDRANT ASSEMBLY 10-YEAR 8.17 3.94 25-YEAR 100-YEAR 11.66 18.97 4.67 5.97 PROPOSED GATE VALVE NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE GV NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-301 Project No: 23-4121 COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE 30' BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. Page 455 of 849

32 LF 6" HDPE ROOF OE YD 3 LEADER @ 1.0% HDPE @ 1.0% OE BIORETENTION AREA #1 UE OE RIM 684.00 2,855 S.F. CB 4 PP OE INV 681.09 (2,850 S.F. REQUIRED) C.O. RIM 679.90 TOP ELEV = 673.50 C.O. INV 675.57 UE YD 12-15 (TYP.) RIM 673.50 30 LF 6" PERF. BOTTOM ELEV = 673.00 131 LF 12" STOP OE INV 669.67 HDPE @ 0.0% 121 LF 12" STM MH 1 HDPE @ 1.0% HDPE @ 1.0% RIM 679.20 sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. UE INV 675.74 N 12" All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 31 LF 6" A Greensboro 48 LF 6" HDPE ROOF INV 674.21 SW, E RE OE HDPE @ 0.3% EX. PIPE TO DISCHARGE LEADER @ 1.0% DIRECTLY TO CB 12 . A BIT UE 17 LF 8" HDPE @ 0.5% 674 675 12" 170°-37'-13" OE 673 25 LF 8" 672 12"x6" TEE APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF CB 12 671 RIM 682.90 HDPE @ 0.5% 670 INV 673.58 OF CEMETERY CEMETERY AND NOTIFY DESIGN UE END SECTION ENGINEER OF ANY POTENTIAL CONFLICTS INV 679.28 END SECTION END SECTION HEAD STONES NOT INV 668.80 INV 673.00 INV 669.00 Utica 673 LOCATED 127°-49'-44" END SECTION UE 673 YD 16-18 (TYP.) INV 669.57 RIM 673.50 14" INV 669.67 28" 14" Buffalo UE END SECTION OUTLET INV 673.00 W. INV: 682.97 STRUCTURE 355 LF 12" HDPE @ 1.0% RIM 674.80 EX. STORM SEWER TO BE (12" HDPE) 12" E-W INV 675.41 INV 668.93 RE-ROUTED. UE END SECTION 48 LF 12" 12" NW-SE INV 673.40 INV 669.57 HDPE @ 1.1% 73 LF 12" HDPE @ 1.0% EX. STORM SEWER TO BE 31 LF 6" RE-ROUTED. UE 10' WIDE EMERGENCY HDPE @ 0.3% SPILLWAY ELEV. 674.80 TOP OF CB 10 STM MH 2 LINE WITH LIGHT STONE FILL POND 675.30 BIORETENTION AREA #2 END SECTION PARKING 1,700 S.F. CB 11 12"x6" TEE 123 LF 12" RIM 679.50 RIM 683.00 RIP RAP FLUSH WITH SPILLWAY INV 675.00 RIM 678.00 INV 675.98 HDPE @ 1.1% INV 676.83 INV 678.55 (1,620 S.F. REQUIRED) LOT UE TOP ELEV = 673.50 INV 675.48 E BOTTOM ELEV = 673.00 INV 673.53 NW UE 20 LF 6" PERF. 40 LF 6" HDPE ROOF STOP Multifamily Development HDPE @ 0.0% LEADER @ 1.0% C.O. C.O. C.O. C.O. 146°-28'-21" PART OF L-11442, P-836 UE CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER UE DRAIN @ 1.0%. COORDINATE DOWNSPOUT LOCATIONS WITH ARCHITECTURAL PLANS. UE YD 8 UE 209 LF 12" 1425 & 1475 Orchard Park Rd BUILDING W/ATTACHED GARAGES HDPE @ 0.8% RIM 681.90 INV 679.80 PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" PROPOSED 1-STORY 6 UNIT UE F.F.E. = 682.80 F.F.E. = 682.80 63 LF 8" CONNECT DOWNSPOUTS TO 6" HDPE PERIMETER HDPE @ 0.5% PARKING DRAIN @ 1.0%. COORDINATE DOWNSPOUT UE LOT © CARMINA WOOD DESIGN LOCATIONS WITH ARCHITECTURAL PLANS. West Seneca, NY UE YD 9 SCRUB SHRUB WETLANDS (PSS) RIM 681.90 (APPROXIMATE LOCATION) INV 679.48 153°-18'-56" UE 32 LF 6" HDPE ROOF CB 9 LEADER @ 1.0% 8" RIM 681.00 UE 73 LF 8" INV 678.50 HDPE @ 0.5% UE 36 LF 8" Date C.O. C.O. HDPE @ 0.5% C.O. UE C.O. 32 LF 6" HDPE ROOF YD 11 LEADER @ 1.0% RIM 681.70 YD 10 INV 678.68 85 LF 8" RIM 681.90 UE HDPE @ 0.5% INV 679.11 UE No. Description 12" REVISIONS: 8" 11" 6" 8" 12" 7" 6" 6" 6" 12" 13" 6" 133°-32'-58" STORMWATER RUNOFF SUMMARY PROPOSED UTILITY LEGEND Drainage Plan - South TO DETENTION: EVENT PROP. RUNOFF (CFS) ELEVATION (FEET) STORAGE (CF) PROPOSED STORM SEWER ST 1-YEAR 1.94 671.04 5,335 PROPOSED SANITARY SEWER 6" SA DRAWING NAME: SCALE: 1"=30' 10-YEAR 2.82 672.95 15,013 25-YEAR 3.10 673.70 21,268 PROPOSED WATERLINE 1" W Drainage 100-YEAR 3.45 674.73 34,966 DIRECT: Plan - South PROPOSED CATCH BASIN CB EVENT PROP. RUNOFF (CFS) 1-YEAR 0.38 10-YEAR 1.12 PROPOSED YARD DRAIN YD 25-YEAR 1.57 Date: 5/22/26 100-YEAR 2.52 Drawn By: A. Pandolfe PROPOSED MANHOLE MH TOTAL SITE: Scale: As Noted DRAWING NO. EVENT EX. RUNOFF (CFS) PROP. RUNOFF (CFS) PROPOSED HYDRANT ASSEMBLY 1-YEAR 2.63 2.32 10-YEAR 25-YEAR 100-YEAR 8.17 11.66 18.97 3.94 4.67 5.97 PROPOSED GATE VALVE GV NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-302 Project No: 23-4121 COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE 30' BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. Page 456 of 849

6' sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro 2' DETECTABLE TAPE, 1'-6" TRENCH WIDTH BELOW FINISHED GRADE WIDTH OF PIPE (I.D. + 24") 2 Utica 2' 12" (I.D.) 12" Buffalo 12" 1 . PLAN VIEW O.D. IA .) D D (I. (6"MIN.) 1/3 I.D. (12"MAX.) NOTES: A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. Multifamily Development B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. 6'-0" C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. MATERIALS ELEVATION PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE TYPICAL PIPE OUTLET W/END SECTION & RIP RAP SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE MANUFACTURER. 1425 & 1475 Orchard Park Rd NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 2 TYPE 2 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 304-2.02 TYPE 2. THE MATERAIL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN TYPICAL PRECAST CATCH BASIN TWO INCHES AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT © CARMINA WOOD DESIGN ACCEPTABLE TO THE PIPE MANUFACTURER. West Seneca, NY NO SLAG SHALL BE ALLOWED FOR MATERIAL 2 STORM SEWER TRENCH SECTION IN PAVED AREAS GRADE Date 6" TOPSOIL (MIN.) HYDROSEED 3H 8" DIA. INLINE YARD DRAIN WITH "STANDARD" GRATE 1V NOTES: MAX. PONDING/ OVERFLOW ELEV. 1. FILTER FABRIC TO BE NON-WOVEN CLASS 'C', MIRAFI 180-N OR 6" EXCAVATED FROM TRENCH RIM OF YD APPROVED EQUIVALENT BACKFILL WITH MATERIAL DETECTABLE TAPE, 1'-6" EL. 673.50 6" PONDING HEIGHT BELOW FINISHED GRADE EL. 673.00 2. DRAINAGE GRAVEL TO MEET AASHTO M-43. NO.67, SIZE 0.25" TO TRENCH WIDTH 0.75" (I.D. + 24") 3. CONTRACTOR TO PROVIDE PLANTING SOIL SUBMITTAL No. Description SPECIFICATION FOR REVIEW AND APPROVAL PRIOR TO 2 CONSTRUCTION. YARD DRAINS SHALL BE 4. BIORETENTION SOIL IS NOT TO BE INSTALLED UNTIL SITE IS REVISIONS: NYLOPLAST AMERICA INC. OR APPROVED EQUAL STABILIZED. 30" MIN. PLANTING SOIL DEPTH PLANTING SOIL BED NOTE:PLANTING SOIL SHALL BE LOAM/SAND MIX CONTAINING A MINIMUM OF 35 TO 60% SAND BY VOLUME AND LESS THAN 25% CLAY. 12" (I.D.) 12" SOIL SHOULD FALL WITHIN USCS TYPES SM OR ML WITH PERMEABILITY OF AT LEAST 1.0 FEET PER DAY. SOIL SHOULD BE FREE FROM STONES, HDPE RISER PIPE STUMPS, ROOTS OR OTHER WOODY MATERIAL OVER 1" IN DIAMETER. TOP OF PIPE ZONE 6" PERFORATED HDPE PLACEMENT OF THE PLANTING SOIL SHOULD BE IN LIFTS OF 12" TO 12" UNDERDRAIN IN 10" EL. 670.50 18", LOOSELY COMPACTED. 1 DRAINAGE GRAVEL JACKET EL. 669.67 CHARACTERISTICS SHALL BE: PH RANGE: 5.2 - 7.00 . ORGANIC MATTER: 1.5 - 4.0% O.D. IA FILTER FABRIC .) D MAGNESIUM: 35 LBS PER ACRE MIN. D 6" PHDPE SUBGRADE OR EX. (I. SOIL PHOSPHORUS: 75 LBS PER ACRE MIN. UNDERDRAIN DRAINAGE GRAVEL POTASSIUM: 85 LBS PER ACRE MIN. (6"MIN.) PIPE @ 0.0% SOLUBLE SALTS: 500 PPM 1/3 I.D. (12"MAX.) 90° HDPE ELBOW CLAY: 10 TO 25% SILT: 30 TO 55% BIORETENTION AREA #1 & #2 - TYPICAL SECTION SAND: 35 TO 60% NOTE: FOR INLINE DRAINS, THE ELBOW SHALL NOTES: BE REPLACED BY A TEE A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. bio-retention area seeding spec (Northeast Wetland Grass Seed Mix): B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. HDPE PIPE, SEE PLAN FOR SIZE & SLOPE Seed Mixture Variety Percent by No. of Seeds C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL Creeping Bentgrass Agrostis stolonifera 63.0 PLACEMENT AND MAXIMUM PAY LIMITS. Rough Bluegrass Poa trivialis 17.0 NOTE: Meadow Foxtail Alopecurus arundinaceus 11.0 D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL SEE TYPICAL TRENCH SECTION FOR BEDDING REQUIREMENTS Annual Ryegrass Lolium multiflorum 4.5 BE USED IN ALL UNSHEETED TRENCH AREAS. Deertongue Panicum clandestinum 4.5 MATERIALS DRAWING NAME: PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) TYPICAL YARD DRAIN DETAIL Drainage Details 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE MANUFACTURER. NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 Date: 5/22/26 2 BACKFILL MATERIAL SHALL BE NATIVE SOIL CONTAINING NO UNSUITABLE MATERIAL COMPACTED IN 6" LIFTS. Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. STORM SEWER TRENCH SECTION IN UNPAVED AREAS C-303 Project No: 23-4121 Page 457 of 849

EX. PIN CB UE RIM:683.34 G APPROX. LOCATION W N. INV:672.94 (18") ST S. INV:673.10 (18") SA CB OE " RIM:680.53 32 UE 8'- N. INV:671.23 (18") EX 5' N .ST -5 CB G ° 5.2 32' E OE 00 S. INV:671.23 (18") .N . RIM:685.39 0W. 1 sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. AI N. INV:677.49 (18") L All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 87°-09'-45" S. INV:677.49 (16") Greensboro E. INV:676.99 (4") UE SA G UE OR T MH LO W T. RIM:685.89 BI NW. INV:676.14 (12") UE CH SE. INV:676.22 (12") UE 1 .0 PP . G OE AR SW SA 'E T UE EX. REBAR BU PRO ING F.E. ILD F. PO W/A = 68 Utica 4.11' N. SED TT 1.6 D N UE O 1-S ACH 0 TI TO ED X. UE CA RY GA G E PA 5 -U R A G LO O W NIT ES 113°-18'-53" O SA S PR RK Buffalo UE UE AP T OE BUILDING W/ATTACHED GARAGES G EX. PIN PROPOSED 1-STORY 4-UNIT W RO F.F.E. = 681.15 IT S UE PP 8' E.SA GSW UN GE -4 RA 0. RY D GA UE O T E 1-S ACH 80 BUILDING W/ATTACHED GARAGES SED TT 4. A PO W/A . = 68 PROPOSED 1-STORY 4-UNIT O PR ING .F.E EX 9' N ILD F OE UE D 5.8 /L BU F.F.E. = 680.40 .R . T ±O EB STOP (6 AR UE UE 6. 0 SA SOE ') OE UE UE PP G T OE PP OE 1.0' E. OE W OE EX. IP. 14 11 OE 3.8 5 PP 7.27' NW. °-0 NW. COR. LOT 417 UE 6' 4'- SA W PARKING OE Multifamily Development MS 47 STOP LOT OE . S. LINE LOT 369 " G W ST 12" UE EX. IP. A RE OE . A N. INV: 660.98 (18" HDPE) BIT 675 12" 170°-37'-13" OE 89°-57'-36" 674 673 672 APPROX. LOCATION HYD 671 CONTRACTOR TO VERIFY LIMITS OF WG 670 OF CEMETERY CEMETERY AND NOTIFY DESIGN SA S UE ENGINEER OF ANY POTENTIAL CONFLICTS HEAD STONES NOT LOCATED T OE 673 127°-49'-44" 673 14" 28" 14" UE EX. IP. W. INV: 682.97 (12" HDPE) ST 23" UE 1425 & 1475 Orchard Park Rd COM 12" PARKING S. INV: 662.31 (18" HDPE) LOT UE EX. IP. . O/L STOP PART OF MS 146°-28'-21" .& 'D W. LINE LOT 417 UE 1 © CARMINA WOOD DESIGN L-11442, P-836 29 9.7 West Seneca, NY UE 38" UE BUILDING W/ATTACHED GARAGES EXCEPTION COM 30" PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" L-3327 PROPOSED 1-STORY 6 UNIT 11" F.F.E. = 682.80 F.F.E. = 682.80 10 24" EX. IP. P-87 PARKING 3. 2.04' NW. UE LOT 00 'D .& M S. SCRUB SHRUB WETLANDS (PSS) 36" 33 UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 D 6'- .& °-4 Date 24" M S. 89 8" UE S. 113°-43'-57" 'M 18" 00 3. 11 UE COM 5" T ND RA .B UE E IN EX. REBAR No. Description L S. N. M EXCEPTION .& REVISIONS: 'D 8" 12" 11" O/L L-3036 70 2. 12" 6" 8" 12" 26 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" 0') EX. IP. 133°-32'-58" 0. 12.33' W. (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG PROPOSED UTILITY LEGEND Overall Utility Plan BE PROPOSED STORM SEWER ST SCALE: 1"=50' PROPOSED SANITARY SEWER 6" SA UTILITY NOTES: NOTES: 1" W PROPOSED WATERLINE 1. FOR ALL SANITARY SEWERS, INSTALL SELECT FILL IN PAVED AREAS, EXTEND 5' MIN. BEYOND PAVEMENT LIMITS 1. ALL SANITARY SEWER CONSTRUCTION SHALL CONFORMTOWNTOOF WEST SENECA SEWER SPECIFICATIONS AND DETAILS, AND ERIE COUNTY DEPARTMENT OF HEALTH RULES AND 2. BUILDINGS TO HAVE6"AHOUSE TRAP, VENT AND CLEANOUT INSTALLED AT ENTRANCE POINT. INVERT ELEVATION REGULATIONS. PROPOSED CATCH BASIN CB TO BE5' MIN.BELOW F.F.E. OF THE BUILDING. PIPE TO 6" SDR-35 BE PVC @ 1.0% MIN WITH MIN 4' OF COVER. ADD ADDITIONAL CLEANOUTS @ 100' MAX. SPACING 6" LATERALS FOR OVER 90' IN LENGTH. 2. PRIOR STARTING ANY WORK ASSOCIATED WITH OR NEAR EXISTING SANITARY MANHOLES, THE CONTRACTOR SHALL MEET WITHTOWN THE OF WEST SENECA TO DISCUSS AND AGREE PROPOSED YARD DRAIN YD DRAWING NAME: 3. COORDINATE GAS & ELEC. METER BANK LOCATIONS ON BUILDINGS WITH M.E.P. PLANS & UTILITY CO.'S. TO THE WORK. 4. COORDINATE LOCATION OF CTV & TELEPHONE SERVICE TO BUILDINGS WITH M.E.P. PLANS AND UTILITY CO.'S. 3. FILL SHALL BE PLACED AND SATISFACTORILY COMPACTED PRIOR TO INSTALLATION OF PROPOSED MANHOLE MH Overall Utility Plan UTILITIES, AND MUST BE APPROVED BY THE SUPERVISING PROJECT ENGINEER. 5. ANY EXISTING UTILITIES WHICH ARE TO BE ABANDONED AND FALL UNDER PAVEMENT OR BUILDINGS SHALL BE REMOVED VS. BEING ABANDONED UNLESS THOSE UTILITIES ARE FILLED WITH FLOWABLE FILL. 4. ALL OTHER REQUIRED PERMITS BY THE STATE OF NEW YORK, COUNTY OFTOWN ERIE AND PROPOSED HYDRANT ASSEMBLY OF WEST SENECA ARE THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER. 6. EXISTING GAS SERVICES TO REMAIN UNLESS OTHERWISE NOTED. ANY PORTIONS TO BE RELOCATED SHALL BE COORDINATED WITH NATIONAL FUEL GAS. PROPOSED GATE VALVE GV 7. ALL UNDERGROUND TELEPHONE SERVICES SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A Date: 5/22/26 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE Drawn By: A. Pandolfe 8. A MINIMUM OF 10 FEET HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE Scale: As Noted SANITARY SEWER AND WATER SERVICES. BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. DRAWING NO. 9. ERIE COUNTY WATER AUTHORITY (ECWA) IS TO BE NOTIFIED A MINIMUM OF 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE. 10. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH PAVEMENT AREAS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 50 0 50 100Ft. C-400 50' Project No: 23-4121 Page 458 of 849

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. UE All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro G UE EX. PIN CB W RIM:683.34 APPROX. LOCATION G N. INV:672.94 (18") ST UE S. INV:673.10 (18") Utica OE SA CB W " RIM:680.53 G ' - 32 UE 8 N. INV:671.23 (18") EX 5A' N . -5 CB OE ° ST W 5.2 S 2' E OE Buffalo 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0.3G AI N. INV:677.49 (18") L UE 87°-09'-45" S. INV:677.49 (16") E. INV:676.99 (4") W STG OR UE SA O T MH OE T .L RIM:685.89 BI W NW. INV:676.14 (12") C G UE HEATED ENCLOSURE SE. INV:676.22 (12") 6" TAPPING SLEEVE HA FOR 6" RPZ & METER SA & VALVE (BY ECWA) 1.0 63 LF 8" SDR-35 W PP . OE 6"-45° BENDS PVC PRIVATE SAN G 'E UE SEWER @ 0.4% ST Multifamily Development EX. REBAR 8"x6" WYE RD BU PRO ING .F.E. ILD F SAN MH 1 INV 676.66 WATERTIGHT CONNECTION PO W/A = 68 4.11' N. W SED TT 1.6 OE RIM 684.10 TO EX. MH, INV 676.30 SA G UE 1-S ACH 0 6" AWWA C-900 PVC WATER INV 676.55 TO ED MAIN (MIN. 5' COVER) RY GA PA 5-U RAG W NIT ES 113°-18'-53" OE UE G 285 LF 3" SDR-21 PVC PRIVATE FORCE MAIN (MIN. 4' COVER) SA RK 27 LF 6" SDR-35 PVC INV 679.80 SWT SANITARY SEWER OE REDUCE TO 2" UE 18" MIN. VERTICAL LATERAL @ 1.0% MIN. G DOMESTIC SERVICE BUILDING W/ATTACHED GARAGES INSIDE BUILDING EX. PIN SEPARATION (TYP.) INSTALL C.O., TRAP AND PROPOSED 1-STORY 4-UNIT VENT IN GREENSPACE RO SA GS 1425 & 1475 Orchard Park Rd F.F.E. = 681.15 6"x6"x4" TEE IT ES OE PP ' E. INV 675.60 W 6" STM INV 680.54 UN RAG UE 4 0.8 4" GATE VALE - 3" SAN INV 679.29 RY GA TO HED T 4" AWWA C-900 - S 1 AC 80 BUILDING W/ATTACHED GARAGES INSTALL C.O., TRAP AND PVC DOMESTIC SED /ATT 684. AD O PROPOSED 1-STORY 4-UNIT VENT IN GREENSPACE WATER SERVICE OP W = PR ING .F.E. OE W EX 9' N UE (MIN. 5' COVER) ILD F SA 5.8 /L W G BU G F.F.E. = 680.40 93 LF 6" SDR-35 PVC SANITARY .R . ±OST E REDUCE TO 2" SEWER LATERAL @ 1.0% MIN. © CARMINA WOOD DESIGN EB DOMESTIC SERVICE STOP 6"x6"x4" TEE REDUCE TO 2" (6 DOMESTIC SERVICE West Seneca, NY AR O INSIDE BUILDING 4" AWWA C-900 UE 6" STM INV 677.14 INSIDE BUILDING INV 674.15 6" SAN INV 675.20 PVC DOMESTIC 6.0 WATER SERVICE SA 6"x4" REDUCER INSTALL C.O., TRAP AND (MIN. 5' COVER) HYDRANT 12" STM INV 676.95 4" GATE VALE VENT IN GREENSPACE 4" GATE VALE UE 6" AWWA C-900 PVC WATER ASSEMBLY 6" SAN INV 675.04 ST REDUCE TO 2" 6"-45° BENDS MAIN 47 LF 6" SDR-35 PVC(MIN. 5' COVER) SANITARY W DOMESTIC SERVICE 4"-45° BENDS ') OE SEWER LATERAL @ 2.4% MIN. 6"-22.5° OE INSIDE BUILDING 6"x6"x6" TEE & (2) PP G 4" AWWA C-900 PVC DOMESTIC BEND 8" STM INV 680.18 OE OE PP SERVICE (MIN. 5' COVER) 6" GATE VALVES OE INV 673.15 12" STM INV 674.98 3" SAN INV 678.47 OE 1.0' E. SA UE 4"-45° BENDS OE 6" SAN INV 673.86 OE OE EX. IP. 11 INSTALL C.O., TRAP AND 18" MIN. VERTICAL OE WT OE S OE SEPARATION (TYP.) 5° VENT IN GREENSPACE 4" GATE VALE PP 7.27' NW. OE -0 G 4'- SA PARKING SAN MH 2 47 6"x6"x4" TEE 6"-22.5° STOP 8"x6" WYE PUMP STATION LOT " W OE OE Date 202 LF 8" SDR-35 BEND INV 670.86 RIM 682.40 15 LF 6" SDR-35 PVC SANITARY G C.O. INV 678.40 NE ST SEWER LATERAL @ 1.0% MIN. C.O. SAN MH 5 PVC PRIVATE SAN RIM 678.00 SEWER @ 0.4%12" INV 673.20 SW A W 4" AWWA C-900 PVC DOMESTIC INV 670.68 W RE OE 71 LF 6" SDR-35 PVC SANITARY INV 673.00 N A OE W SERVICE (MIN. 5' COVER) SEWER LATERAL @ 1.0% MIN. INV 671.59 W 6" AWWA C-900 PVC DOMESTIC . WATER (MIN. 5' COVER) BIT SA INV 671.49 E 12" 170°-37'-13" 71 LF 6" SDR-35 PVC SANITARY OE HYD ST G E SEWER LATERAL @ 1.0% MIN. APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF O W OF CEMETERY CEMETERY AND NOTIFY DESIGN 12" STM INV 674.00 ENGINEER OF ANY POTENTIAL CONFLICTS HEAD STONES NOT No. Description 8" SAN INV 672.50 SA 673 LOCATED 127°-49'-44" G OE REVISIONS: W 673 ST 14" 6"-22.5° 28" BEND 14" EX. IP. W. INV: 682.97 180 LF 8" SDR-35 6" AWWA C-900 PVC WATER 4" AWWA C-900 PVC PVC PRIVATE SAN (12" HDPE) 18" MIN. VERTICAL MAIN (MIN. 5' COVER) DOMESTIC SERVICE SEWER @ 0.4% Utility Plan - North SCALE: 1"=30' PROPOSED UTILITY LEGEND PROPOSED STORM SEWER ST PROPOSED SANITARY SEWER 6" SA UTILITY NOTES: NOTES: 1" W PROPOSED WATERLINE 1. FOR ALL SANITARY SEWERS, INSTALL SELECT FILL IN PAVED AREAS, EXTEND 5' MIN. BEYOND PAVEMENT LIMITS 1. ALL SANITARY SEWER CONSTRUCTION SHALL CONFORMTOWNTOOF WEST SENECA SEWER SPECIFICATIONS AND DETAILS, AND ERIE COUNTY DEPARTMENT OF HEALTH RULES AND 2. BUILDINGS TO HAVE6"AHOUSE TRAP, VENT AND CLEANOUT INSTALLED AT ENTRANCE POINT. INVERT ELEVATION REGULATIONS. PROPOSED CATCH BASIN CB TO BE5' MIN.BELOW F.F.E. OF THE BUILDING. PIPE TO 6" SDR-35 BE PVC @ 1.0% MIN WITH MIN 4' OF COVER. ADD ADDITIONAL CLEANOUTS @ 100' MAX. SPACING 6" LATERALS FOR OVER 90' IN LENGTH. 2. PRIOR STARTING ANY WORK ASSOCIATED WITH OR NEAR EXISTING SANITARY MANHOLES, THE CONTRACTOR SHALL MEET WITHTOWN THE OF WEST SENECA TO DISCUSS AND AGREE PROPOSED YARD DRAIN YD DRAWING NAME: 3. COORDINATE GAS & ELEC. METER BANK LOCATIONS ON BUILDINGS WITH M.E.P. PLANS & UTILITY CO.'S. TO THE WORK. 4. COORDINATE LOCATION OF CTV & TELEPHONE SERVICE TO BUILDINGS WITH M.E.P. PLANS AND UTILITY CO.'S. 3. FILL SHALL BE PLACED AND SATISFACTORILY COMPACTED PRIOR TO INSTALLATION OF PROPOSED MANHOLE MH Utility Plan - North UTILITIES, AND MUST BE APPROVED BY THE SUPERVISING PROJECT ENGINEER. 5. ANY EXISTING UTILITIES WHICH ARE TO BE ABANDONED AND FALL UNDER PAVEMENT OR BUILDINGS SHALL BE REMOVED VS. BEING ABANDONED UNLESS THOSE UTILITIES ARE FILLED WITH FLOWABLE FILL. 4. ALL OTHER REQUIRED PERMITS BY THE STATE OF NEW YORK, COUNTY OFTOWN ERIE AND PROPOSED HYDRANT ASSEMBLY OF WEST SENECA ARE THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER. 6. EXISTING GAS SERVICES TO REMAIN UNLESS OTHERWISE NOTED. ANY PORTIONS TO BE RELOCATED SHALL BE COORDINATED WITH NATIONAL FUEL GAS. PROPOSED GATE VALVE GV 7. ALL UNDERGROUND TELEPHONE SERVICES SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A Date: 5/22/26 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE Drawn By: A. Pandolfe 8. A MINIMUM OF 10 FEET HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE Scale: As Noted SANITARY SEWER AND WATER SERVICES. BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. DRAWING NO. 9. ERIE COUNTY WATER AUTHORITY (ECWA) IS TO BE NOTIFIED A MINIMUM OF 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE. 10. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH PAVEMENT AREAS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-401 Project No: 23-4121 30' Page 459 of 849

6"-22.5° STOP 8"x6" WYE PUMP STATION OE 202 LF 8" SDR-35 BEND INV 670.86 RIM 682.40 15 LF 6" SDR-35 PVC SANITARY C.O. C.O. SAN MH 5 INV 678.40 NE UE SEWER LATERAL @ 1.0% MIN. PVC PRIVATE SAN RIM 678.00 SEWER @ 0.4%12" INV 673.20 SW 4" AWWA C-900 PVC DOMESTIC INV 670.68 W EA OE INV 673.00 N SERVICE (MIN. 5' COVER) 71 LF 6" SDR-35 PVC SANITARY SEWER LATERAL @ 1.0% MIN. INV 671.59 W 6" AWWA C-900 PVC DOMESTIC . AR BI T UE INV 671.49 E WATER (MIN. 5' COVER) 170°-37'-13" sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor 675 to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. 674 71 LF 6" SDR-35 PVC SANITARY 12" All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 OE 673 Greensboro 672 SEWER LATERAL @ 1.0% MIN. APPROX. LOCATION CONTRACTOR TO VERIFY LIMITS OF 671 670 OF CEMETERY CEMETERY AND NOTIFY DESIGN UE 12" STM INV 674.00 ENGINEER OF ANY POTENTIAL CONFLICTS 8" SAN INV 672.50 HEAD STONES NOT 673 LOCATED 127°-49'-44" UE 673 6"-22.5° 14" BEND 28" 14" Utica UE W. INV: 682.97 180 LF 8" SDR-35 6" AWWA C-900 PVC WATER 4" AWWA C-900 PVC PVC PRIVATE SAN (12" HDPE) 18" MIN. VERTICAL MAIN (MIN. 5' COVER) DOMESTIC SERVICE UE Buffalo SEWER @ 0.4% SEPARATION (TYP.) (MIN. 5' COVER) SAN MH 4 RIM 680.00 UE 6"x4" REDUCER INV 675.00 E 6"-45° BEND 6"x6"x4" TEE PARKING 4"-45° BENDS HYDRANT LOT UE 8"x6" WYE 12" STM INV 677.07 8"x6" WYE ASSEMBLY INV 675.14 8" SAN INV 674.74 INV 674.62 UE 11 LF 6" SDR-35 PVC SANITARY STOP 11 LF 6" SDR-35 PVC SANITARY SAN MH 3 PART OF 4" GATE VALE SEWER LATERAL @ 1.0% MIN. SEWER LATERAL @ 1.0% MIN. RIM 686.00 146°-28'-21" 4" GATE VALE INV 674.02 W L-11442, P-836 UE INSTALL C.O., TRAP AND INV 673.92 NE VENT IN GREENSPACE INSTALL C.O., TRAP AND Multifamily Development VENT IN GREENSPACE INV 677.80 246 LF 8" SDR-35 REDUCE TO 2" INV 677.80 UE PVC PRIVATE SAN REDUCE TO 2" DOMESTIC SERVICE SEWER @ 0.4% DOMESTIC SERVICE INSIDE BUILDING INSIDE BUILDING UE UE BUILDING W/ATTACHED GARAGES PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" PROPOSED 1-STORY 6 UNIT UE F.F.E. = 682.80 F.F.E. = 682.80 1425 & 1475 Orchard Park Rd PARKING UE LOT UE SCRUB SHRUB WETLANDS (PSS) © CARMINA WOOD DESIGN (APPROXIMATE LOCATION) West Seneca, NY 153°-18'-56" UE 8" UE UE UE Date UE UE 8" 12" 11" 6" 8" No. Description 7" 12" 6" REVISIONS: 6" 6" 12" 13" 6" 133°-32'-58" PROPOSED UTILITY LEGEND PROPOSED STORM SEWER ST Utility Plan - South PROPOSED SANITARY SEWER 6" SA UTILITY NOTES: NOTES: SCALE: 1"=30' 1" W PROPOSED WATERLINE 1. FOR ALL SANITARY SEWERS, INSTALL SELECT FILL IN PAVED AREAS, EXTEND 5' MIN. BEYOND PAVEMENT LIMITS 1. ALL SANITARY SEWER CONSTRUCTION SHALL CONFORMTOWNTOOF WEST SENECA SEWER SPECIFICATIONS AND DETAILS, AND ERIE COUNTY DEPARTMENT OF HEALTH RULES AND 2. BUILDINGS TO HAVE6"AHOUSE TRAP, VENT AND CLEANOUT INSTALLED AT ENTRANCE POINT. INVERT ELEVATION REGULATIONS. TO BE5' MIN.BELOW F.F.E. OF THE BUILDING. PIPE TO 6" SDR-35 BE PVC @ 1.0% MIN WITH MIN 4' OF COVER. ADD PROPOSED CATCH BASIN CB ADDITIONAL CLEANOUTS @ 100' MAX. SPACING 6" LATERALS FOR OVER 90' IN LENGTH. 2. PRIOR STARTING ANY WORK ASSOCIATED WITH OR NEAR EXISTING SANITARY MANHOLES, THE CONTRACTOR SHALL MEET WITHTOWN THE OF WEST SENECA TO DISCUSS AND AGREE DRAWING NAME: 3. COORDINATE GAS & ELEC. METER BANK LOCATIONS ON BUILDINGS WITH M.E.P. PLANS & UTILITY CO.'S. TO THE WORK. PROPOSED YARD DRAIN YD 4. COORDINATE LOCATION OF CTV & TELEPHONE SERVICE TO BUILDINGS WITH M.E.P. PLANS AND UTILITY CO.'S. 3. FILL SHALL BE PLACED AND SATISFACTORILY COMPACTED PRIOR TO INSTALLATION OF Utility Plan - South UTILITIES, AND MUST BE APPROVED BY THE SUPERVISING PROJECT ENGINEER. PROPOSED MANHOLE MH 5. ANY EXISTING UTILITIES WHICH ARE TO BE ABANDONED AND FALL UNDER PAVEMENT OR BUILDINGS SHALL BE REMOVED VS. BEING ABANDONED UNLESS THOSE UTILITIES ARE FILLED WITH FLOWABLE FILL. 4. ALL OTHER REQUIRED PERMITS BY THE STATE OF NEW YORK, COUNTY OFTOWN ERIE AND PROPOSED HYDRANT ASSEMBLY OF WEST SENECA ARE THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER. 6. EXISTING GAS SERVICES TO REMAIN UNLESS OTHERWISE NOTED. ANY PORTIONS TO BE RELOCATED SHALL BE COORDINATED WITH NATIONAL FUEL GAS. PROPOSED GATE VALVE GV Date: 5/22/26 7. ALL UNDERGROUND TELEPHONE SERVICES SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A Drawn By: A. Pandolfe 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE 8. A MINIMUM OF 10 FEET HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE Scale: As Noted SANITARY SEWER AND WATER SERVICES. BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. DRAWING NO. 9. ERIE COUNTY WATER AUTHORITY (ECWA) IS TO BE NOTIFIED A MINIMUM OF 48-HOURS PRIOR TO STARTING THE CONNECTION TO THE NEW WATER SERVICE. 10. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH PAVEMENT AREAS. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 30 0 30 60Ft. C-402 Project No: 23-4121 30' Page 460 of 849

6" TOPSOIL (MIN.) sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro DETECTABLE TAPE, 1'-6" EXCAVATED FROM TRENCH BACKFILL WITH MATERIAL BELOW FINISHED GRADE TRENCH WIDTH DETECTABLE TAPE, 1'-6" (I.D. + 24") TRENCH WIDTH BELOW FINISHED GRADE (I.D. + 24") 2 Utica 12" (I.D.) 12" 12" (I.D.) 12" Buffalo TOP OF PIPE ZONE 12" 12" 1 1 . O.D. IA . .) D O.D. IA D (I. .) D D (I. (6"MIN.) 1/3 I.D. (6"MIN.) (12"MAX.) 1/3 I.D. (12"MAX.) NOTES: NOTES: A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. Multifamily Development B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. 1425 & 1475 Orchard Park Rd UTILITY TRENCH SECTION IN PAVED AREAS UTILITY TRENCH SECTION IN UNPAVED AREAS © CARMINA WOOD DESIGN West Seneca, NY Date No. Description REVISIONS: DRAWING NAME: Utility Details Date: 5/22/26 Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. C-403 Project No: 23-4121 Page 461 of 849

All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 © CARMINA WOOD DESIGN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. REVISIONS: Date: Scale: No. Description Date Drawn By: Multifamily Development Project No: DRAWING NO. 1425 & 1475 Orchard Park Rd DRAWING NAME: West Seneca, NY Utility Details 23-4121 C-404 Buffalo Utica Greensboro Page 462 of 849 As Noted 5/22/26 A. Pandolfe

All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 © CARMINA WOOD DESIGN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. REVISIONS: Date: Scale: No. Description Date Drawn By: Multifamily Development Project No: DRAWING NO. 1425 & 1475 Orchard Park Rd DRAWING NAME: West Seneca, NY Utility Details 23-4121 C-405 Buffalo Utica Greensboro Page 463 of 849 As Noted 5/22/26 A. Pandolfe

All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 © CARMINA WOOD DESIGN sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. Cleanout in Pavement/Sidewalks Cleanout in Field/lawn areas Non Residential and Commercial Projects Non Residential and Commercial Projects 6" METER & RPZ INSULATED ENCLOSURE REVISIONS: Date: Scale: No. Description Date Drawn By: Multifamily Development Project No: DRAWING NO. 1425 & 1475 Orchard Park Rd DRAWING NAME: West Seneca, NY Utility Details 23-4121 C-406 Buffalo Utica Greensboro Page 464 of 849 5/22/26 A. Pandolfe As Noted

UE EX. PIN CB UE sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. RIM:683.34 G APPROX. LOCATION All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 W N. INV:672.94 (18") ST Greensboro S. INV:673.10 (18") SA CB OE " RIM:680.53 32 UE 8'- N. INV:671.23 (18") EX 5' N .ST CB °-5 G 5.2 32' E OE 0 S. INV:671.23 (18") .N . 10 RIM:685.39 0W. AI N. INV:677.49 (18") L 87°-09'-45" S. INV:677.49 (16") E. INV:676.99 (4") UE SA G UE OR T MH LO W Utica T. RIM:685.89 BI UE NW. INV:676.14 (12") CH SE. INV:676.22 (12") UE S W S 1 .0 PP . G OE AR S SW SA 'E T UE Buffalo EX. REBAR BU PRO ING F.E. ILD F. PO W/A = 68 4.11' N. SED TT 1.6 D N UE O 1-S ACH 0 TI TO ED W X. UE CA RY GA G E PA 5-U RAG LO O W NIT ES 113°-18'-53" W O SA S PR RK UE W UE AP T BUILDING W/ATTACHED GARAGES S G E EX. PIN PROPOSED 1-STORY 4-UNIT O W RO W W W F.F.E. = 681.15 IT S UE PP 8' E.SA GSW W UN GE -4 RA 0. RY D GA UE O T E 1-S CH 0 BUILDING W/ATTACHED GARAGES ED TA .8 OS W/AT = 684 A PROPOSED 1-STORY 4-UNIT O P PR ING .F.E. EX 9' N W ILD F OE UE D 5.8 /L S BU F.F.E. = 680.40 .R . T ±O EB STOP (6 W AR UE W UE 6. 0 Multifamily Development SA SOE ') OE UE UE W S S PP G T OE PP OE 1.0' E. OE W OE EX. IP. 14 11 OE 3.8 5° S PP 7.27' NW. NW. COR. LOT 417 -0 6' UE 4'- SA W PARKING OE MS S 47 STOP LOT OE . S. LINE LOT 369 " G W ST 12" UE EX. IP. EA OE . AR N. INV: 660.98 (18" HDPE) BIT 12" 170°-37'-13" OE 89°-57'-36" APPROX. LOCATION HYD CONTRACTOR TO VERIFY LIMITS OF WG OF CEMETERY CEMETERY AND NOTIFY DESIGN SA S UE HEAD STONES NOT ENGINEER OF ANY POTENTIAL CONFLICTS S LOCATED T OE 127°-49'-44" 1425 & 1475 Orchard Park Rd 14" 28" 14" UE EX. IP. W. INV: 682.97 (12" HDPE) ST 23" UE COM 12" © CARMINA WOOD DESIGN PARKING S. INV: 662.31 (18" HDPE) S West Seneca, NY LOT UE S S EX. IP. . O/L STOP PART OF & MS 146°-28'-21" D. W. LINE LOT 417 1' UE L-11442, P-836 29 9.7 W W UE 38" W W UE BUILDING W/ATTACHED GARAGES EXCEPTION COM 30" PROPOSED 1-STORY 6 UNIT BUILDING W/ATTACHED GARAGES 149°-26'-50" L-3327 PROPOSED 1-STORY 6 UNIT 11" F.F.E. = 682.80 F.F.E. = 682.80 10 24" EX. IP. P-87 PARKING Date 3. 2.04' NW. UE LOT 00 'D .& M S. SCRUB SHRUB WETLANDS (PSS) 36" W 33 W UE (APPROXIMATE LOCATION) 153°-18'-56" 8. " 14" 0' 10 D. 6'- & °-4 24" M S. 89 8" UE W W S. 113°-43'-57" 'M 18" 00 No. Description 3. 11 UE S COM REVISIONS: 5" T ND RA .B UE NE EX. REBAR LI S. N. M EXCEPTION .& 'D 8" 12" 11" O/L L-3036 70 2. 12" 6" 8" 12" 26 7" P-217 20" 6" & 89' S. 6" 12" D. 72. M 6" 13" 6" 0') EX. IP. 133°-32'-58" 0. 12.33' W. (7 COM EX. IP. 3.20' S. 275.56' D. & MS. AD 87°-23'-54" RO 20" N. INV: 669.78 (18" HDPE) RG Lighting Plan BE SCALE: 1"=50' DRAWING NAME: Lighting Plan Date: 5/22/26 Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 50 0 50 100Ft. LP-100 Project No: 23-4121 50' Page 465 of 849

ENGINEER’S REPORT for Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, Erie County, New York Prepared for Brian Hillery & William Sahlem 1 Woodthrush Trail Orchard Park, NY 14127 Prepared by Carmina Wood Design 80 Silo City Row, Suite 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 May 2026 Page 466 of 849

Table of Contents Written Engineer’s Report Section 1 – Location & Description Page 1 Section 2 – Water Service Page 1 Section 3 – Sanitary Sewer Service Page 1 Section 4 – Storm Sewer Service Page 2 Section 5 – Erosion Control Summary Page 3 Section 6 – Geotechnical Items Page 4 Appendices Appendix A Site Location Map Appendix B Sanitary Sewer & Water Demand Calculations Appendix C Downstream Sewer Capacity Analysis Report Appendix D Storm Water Calculations Appendix E Soil Information Page 467 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 1 of 4 5/26/2026 Section 1 – Location & Description This new development project involves the construction of three (3) 4-unit, one (1) 5-unit and two (2) 6- unit ranch style townhomes, for a total of 29 units. Construction will also consist of associated parking, storm water management, utility, lighting, and landscaping improvements. The site is currently vacant consisting of grass, brush and tree cover. The total area of the site is 16.59 acres with an area of disturbance of approximately 7.37 acres. The site has been rezoned to C-1(S) to allow for the development. See Appendix A for Site Location Map. Section 2 – Water System The proposed 6” combined water service will connect to an existing 8” PVC water main located on the west side of Orchard Park Road. The proposed service will tap the main and enter a heated enclosure where an RPZ and meter will be provided. The combined service will enter the buildings and reduce to a 2” domestic service. Two (2) private fire hydrants are proposed to provide fire protection. Drainage from the hotbox due to testing or failure will be via gravity to the nearest drainage inlet. Water inside the building will be used for typical bathroom and janitorial uses. Domestic Summary: Peak Operating Demand: 87 gpm Water Main: 8” PVC water main along Orchard Park Road Static Pressure: 70 psi Friction Loss: 0.2 psi Elevation Loss: -2.0 psi Meter & RPZ Loss: 13 psi Pressure at furthest unit: 58.8 psi Fire Summary: Peak Operating Demand: 1,000 gpm Water Main: 8” PVC water main along Orchard Park Road Static Pressure: 70 psi Friction Loss: 12.6 psi Elevation Loss: -2.0 psi Meter & RPZ Loss: 13 psi Pressure at furthest hydrant: 46.4 psi Repairs to all devices will be made during off hours; dual backflow preventers are not required. The site is not located in a 100-year flood plain. Disinfection of the water service following installation will be continuous feed, according to AWWA C-651, latest revision. See Appendix B for Sanitary Sewer & Water Calculations. Section 3 – Sanitary Sewer Service The proposed sanitary sewer service will connect to an existing manhole located along the west side of Orchard Park Road. The proposed service will consist of approximately 691 LF of 8” SDR-35 PVC private sanitary sewer main at a slope of 0.4%, 346 LF of 6” SDR-35 PVC sanitary sewer lateral at a minimum slope of 1.0% and 285 LF of 3” SDR-21 PVC force main with a minimum cover of 4’. Page 468 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 2 of 4 5/26/2026 Design Parameters: Multifamily Development: 29 units x 220 gpd/unit = 6,380 gpd Since the sanitary sewer extension is designed to convey greater than 2,500 gpd, a downstream sewer capacity analysis was performed to ensure that the existing sewer could handle the additional flow. The hydraulic loading rates per “Design Standard for Wastewater Treatment Works” 2014, NYSDEC. See Appendix B for Sanitary Sewer & Water Calculations See Appendix C for Downstream Sewer Capacity Analysis Report Section 4 – Storm Sewer Service The existing site sheet drains from east to west to a USACE jurisdictional wetland area at the rear of the site. The proposed development will replicate the existing hydrology of the site. The proposed hydrology for the development project area will consist of overland sheet flow and pipe channel flow. The storm sewer system for this site will consist of 6”, 8” and 12” HDPE pipes connected by a series of catch basins and yard drains. Stormwater runoff generated from the site will enter the pipe network and be conveyed to a detention basin on the west side of the site. The detention basin will discharge runoff, at a controlled rate, to the existing wetlands. To meet NYSDEC water quality requirements, runoff will be conveyed to a bioretention areas prior to the detention basin. Runoff that is currently being discharged on to the site from the church parking lot to the east will be collected and piped to the west side of the site. Design Criteria Storm pipes: 10-year storm Detention: Comparison of the existing 1-year vs. the proposed 1-year runoff. Comparison of the existing 10-year vs. the proposed 10-year runoff. Comparison of the existing 10-year vs. the proposed 25-year runoff. Comparison of the existing 100-year vs. the proposed 100-year runoff. Stormwater Runoff Summary: To Detention: Event Prop. Runoff (cfs) Elevation (ft) Storage (cf) 1-yr 1.94 671.04 5,335 10-yr 2.82 672.95 15,013 25-yr 3.10 673.70 21,268 100-yr 3.45 674.73 34,966 Direct: Event Prop. Runoff (cfs) 1-yr 0.38 10-yr 1.12 25-yr 1.57 100-yr 2.52 Total Site: Event Ex. Runoff (cfs) Prop. Runoff (cfs) 1-yr 2.63 2.32 10-yr 8.17 3.94 25-yr 11.66 4.67 100-yr 18.97 5.97 Page 469 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 3 of 4 5/26/2026 See Appendix D for Storm Water Calculations Section 5 – Erosion Control Summary Stabilization Practices Stabilization practices for this site include: A. Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed. B. Use of stabilization fabric for all slopes having a slope greater than 1V:3H. C. Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. D. Mulching exposed areas. E. Frequent watering to minimize wind erosion during construction. Structural Practices Structural practices for this site include: A. Inlet protection using a method detailed in the Construction Documents B. Perimeter protection using temporary silt fence C. Temporary stone wash off areas Sequence of Major Activities The Contractor will be responsible for implementing the following erosion control and storm water management control measures. The Contractor may designate these tasks to certain subcontractors as he sees fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the Contractor. The order of activities will be as follows: A. Construct temporary construction exit at location shown on the Demo & Erosion Control Plan Sheet. B. Install perimeter silt fences in the locations shown on the Demo & Erosion Control Plan sheet. C. Clear and grub site within disturbance (silt fence) limits. D. Installation of detention basin to act as sediment basin (do not install bioretention soil or underdrains until stabilized) E. Commence site grading. F. Disturbed areas of the site where construction activity has ceased for more than 14 days shall be temporarily seeded and watered. G. Construction of buildings. H. Installation of proposed utilities. I. Finalize pavement subgrade preparation. J. Construct all curb, drainage inlets, storm sewer pipes and storm sewer manholes, as shown on the plans. Install temporary inlet protection at the locations of all new inlets. K. Dust control. L. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. M. Install base material as required for pavement. N. Carry out final grading and seeding and planting. O. Clean storm system following construction. P. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. Page 470 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 4 of 4 5/26/2026 Section 6 – Geotechnical Items According to the USDA Web Soil Survey, the onsite soil is made up of Darien silt loam, Niagara silt loam and Remsen silty clay loam. These soils are categorized under hydrologic soil groups C/D and D and will have a slow infiltration rate when thoroughly wet. See Appendix D for Soil Information. Page 471 of 849

Appendix A Site Location Map Page 472 of 849

Site Location Map Page 473 of 849

Appendix B Sanitary Sewer & Water Demand Calculations Page 474 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 5/22/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, New York 14203 Project Address: 1425-1475 Orchard Park Road - West Seneca (716) 842-3165 Subject: Sanitary Sewer Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Townhomes 220 gal/d/unit x 29 units = 6,380 gpd *use 220 gallons per unit per day (2-bdrm) Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 6,380 gpd / 51.96 gpcd = 123 per capita Population (P) = 123 people Peaking Factor : (18 +√P) / (4 + √P ) where P is in thousands Peaking Factor = 4.22 Peak Sanitary Demand = 6,380 x 4.22 = 26,911 gpd = 0.027 MGD = 0.042 cfs Required Infiltration and Inflow Mitigation: Mitigation Fee = $2.40 /gal = $15,312.00 Page 475 of 849

Carmina Wood Design Project No.: 23-4121 Date: 5/18/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, NY 14203 Project Address: 1475 Orchard Park Road - Town of West Seneca (716) 842-3165 Subject: Sanitary Sewage Pump Station Design FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Apartments 220 gpd/unit x 25 units = 5,500 gpd Average Site Sanitary Flow: = 5,500 gpd Peak Site Sanitary Flow: = 22,000 gpd PF = 4.0 * assume flow over 18 hour period Peak Site Sanitary Flow: = 20.4 gpm 8" inlet into pump station invert: 670.68 Forcemain invert at tie into downstream sewer: 676.55 Pump chamber diameter: 5 ft ( 147 gal/ft) Storge required: * use filling time of 30 minutes @ 20.4 gpm (peak flow) Storage required = 20.4 gpm x 30 mins = 4.16 ft 147 gal Top of pump station: 682.40 Inlet & Alarm: 670.68 2 pumps on: 670.18 (inlet minus 0.5 ft) 1 pump on: 669.68 (2 pumps on minus 0.5 ft) pumps off: 665.52 (1 pump on minus storage required) Bottom of station: 664.27 (pumps off minus 1.15 ft) Total depth: 18.13 ft Cleansing velocity: Using a 3 inch forcemain, find flow for min 2 fps cleansing velocity A= 0.05 ft2 2 Q=VxA= 2 fps x 0.05 ft = 0.09817 cfs = 44.1 gpm Page 476 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 5/22/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, New York 14203 Project Address: 1425-1475 Orchard Park Road - West Seneca (716) 842-3165 Subject: Water Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Water Demand Calculations (domestic): Townhome Development: Q = 3 gpm/unit x 29 units = 87 gpm ECDOH Requirement Water Demand Calculations (fire): Q= 1500 gpm * per ISO Guidelines Elev. at ex. residual hydrant = 684.5 ft Static pressure at ex. hydrant = 70 psi El. @ road tap = 684.5 ft Δ elev ex. hydrant to road tap = 0 ft = 0.0 psi (positive is decrease in pressure from static) (negative is increase in pressure from static) Static pressure at road tap = 70.0 psi El. @ furthest building = 679.9 ft Δ elev road tap to furthest building = -4.6 ft = -2.0 psi (positive is decrease in pressure from static) (negative is increase in pressure from static) Find residual at furthest unit using domestic flow: Headlosses: Qpeak = 87.0 gpm Pipe = 6 inch PVC C = 150 Length = 646 LF (approx. distance from tap to furthest building) 10.44 L Q1.85 10.44(646)(87)1.85 HL = 1.85 4.866 = = 0.40 ft = 0.2 psi C D (150)1.85 (6)4.866 Loss through 6-inch RPZ & meter = 13 psi Residual pressure at furthest unit = Static pressure at road tap - headlosses - Δ elev =70.0 - 0.2 - 13 - (-2) = 58.8 psi Find residual at furthest hydrant using fire flow: Headlosses: Qpeak = 1000 gpm Pipe = 6 inch PVC C = 150 Length = 509 LF (approx. distance from tap to furthest hydrant) 10.44 L Q1.85 10.44(509)(1000) 1.85 HL = 1.85 4.866 = 1.85 4.866 = 29.05 ft = 12.6 psi C D (150) (6) Loss through 6-inch RPZ = 13 psi Residual pressure at furthest unit = Static pressure at road tap - headloss - Δ elev = 70.0 - 12.6 - 13 - (-2) = 46.4 psi Page 477 of 849

Appendix C Downstream Sewer Capacity Analysis Report Page 478 of 849

TOWN OF WEST SENECA TOWN SUPERVISOR GARY A. DICKSON TOWN COUNCIL JEFF PIEKAREC ENGINEERING DEPARTMENT SCOTT ROBERTSON ROBERT BREIDENSTEIN MARY SHERMAN 1/6/2026 Jeffrey Scheiber Code Enforcement Officer Town of West Seneca Re: Proposed Townhouses (1425 Orchard Park Road) Sanitary Sewer Capacity Analysis (Revised December 2025) Dear Mr. Schieber, In January 2025, the Town Board approved the discharge of sanitary sewage flow from the proposed developments at 1425 Orchard Park Road and 1130 Orchard Park Road into the Town’s existing 10” sewer main located along Orchard Park Road which is part of the Town’s Sewer District 13. At that time, the proposed average daily flow from 1425 Orchard Park Road development was calculated to be 7,040 gallons per day. This volume was based on a total of (32) 2-bedroom apartments, assuming 110 gallons per day per bedroom. PROPOSED CHANGES: The developer is now proposing to construct twenty-nine (29) 2-bedroom townhouses instead of the apartment units, which has reduced the proposed sewage flow from 7,040 gallons per day to 6,380 gallons per day, assuming 110 gallons per day per bedroom. CONCLUSION: Since the proposed sewer flow for the twenty nine, 2 bedroom townhouses is less than the previously approved apartments, I have no additional concerns with the capacity of the sewer. SEWER MITIGATION FEE Please note in July 2024 the Town increased the cost per gallon for the sewer mitigation fee from $1.20/gallon to $2.40/gallon. The original application was submitted prior to that date but the revised project for 1425 Orchard Park Road was submitted after the fee changed, so I am proposing to utilize the new fee to calculate the total amount for the revised project as follows: TOWN HALL 1250 UNION ROAD· WEST SENECA. NEW YORK 14224 • (716) 558-3220 • FAX (716) 677-5448 www.westseneca.net Page 479 of 849

1425 Orchard Park Road: 6,380 GPD (increase of average daily flow) x $2.40 ($/gallon) $15,312 A sewer mitigation fee, as calculated above, should be collected by your office and applied toward the sewer repair fund for Sewer District 13. Very truly yours, Jason A. Foote, P.E. Town Engineer cc: Files: Chris Trapp, Town Attorney Supervisor Dickson and Town Board Members TOWN HALL 1250 UNION ROAD· WEST SENECA. NEW YORK 14224 • (716) 558-3220 • FAX (716) 677-5448 www.westseneca.net Page 480 of 849

DOWNSTREAM SANITARY SEWER CAPACITY ANALYSIS REPORT for Proposed Apartments 1425 Orchard Park Road Town of West Seneca, Erie, NY Prepared for William Sahlem and Brian Hillery 1 Woodthrush Trail, Orchard Park, NY 14127 Prepared by Carmina Wood Design 487 Main Street, Suite 500 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 December 2023 Page 481 of 849

Project Description This project is a development of a 3.17 acre +/- site located on the west side of Orchard Park Road in the Town of West Seneca. The property will be developed with (26) 2-bedroom apartment units and (4) 3-bedroom apartment units. This analysis will also include the recently approved multi-family project at 1130 Orchard Park Road (45 2- bedroom units). The proposed sewer service for this development will connect to an existing 10” Town of West Seneca sewer main the runs along the west side of Orchard Park Road. Node 1 – 1001 Orchard Park Rd (12”): Existing Peak Flow measured (wet weather event) = 2.844 cfs (1.838 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 2.955 cfs Theoretical capacity of existing 12” pipe @ 0.36% = 2.314 cfs Conclusion: Monitored flows the day following the 0.72” rainfall event exceeded the capacity of the existing pipe 12” sewer. One time during the monitoring period the flow depth exceeded the pipe diameter at Node 1, but at no time during the monitoring period did the flow at any point slow or stall which would have caused a backup or flooding at the manhole. The 12” sewer receives surcharges from a 27” sewer and 36” sewer downstream during high rainfall events. Outside of these events, the 12” sewer has ample capacity to handle the additional proposed total peak flow. I/I mitigation shall be required for the contribution proposed for this project. Node 2 – Orchard Park Rd (15”): Existing Peak Flow measured (wet weather event) = 2.917 cfs (1.885 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 3.028 cfs Theoretical capacity of existing 15” pipe @ 0.34% = 4.077 cfs Conclusion: The proposed total peak flow is less than the capacity of the 15” pipe, therefore there is sufficient capacity. One time during the monitoring period the flow depth exceeded the pipe diameter at Node 2, but at no time during the monitoring period did the flow at any point slow or stall which would have caused a backup or flooding at the manhole. The 15” sewer receives surcharges from a 27” sewer and 36” sewer downstream during high rainfall events. Outside of these events, the 15” sewer has ample capacity to handle the additional proposed total peak flow. I/I mitigation shall be required for the contribution proposed for this project. Proposed Apartments 10/3/2022 Page 1 of 2 Page 482 of 849

Node 3 – Orchard Park Rd & Fairfax (48”): Existing Peak Flow measured (wet weather event) = 14.470 cfs (9.352 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 14.581 cfs Existing Peak Flow measured (overall) = 16.150 cfs (10.438 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 16.261 cfs Theoretical capacity of existing 48” pipe @ 0.15% = 60.218 cfs Conclusion: The proposed total peak flow is less than the capacity of the 48” pipe, therefore there is sufficient capacity. At no time during the monitoring period did flow depth exceed the pipe diameter at Node 3 of the downstream monitoring points during the rain events monitored. Foot Notes: Downstream capacity node information provided by Town of West Seneca *Converted from measurements in TECSmith report dated 9/15/22 & 4/19/22 ** See Sanitary Sewage Demand Calculations Proposed Apartments 10/3/2022 Page 2 of 2 Page 483 of 849

Location Map Page 484 of 849

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Sanitary Demand Calculations Page 486 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 12/11/2023 487 MAIN STREET, SUITE 500 Project Name: Proposed Apartment Development BUFFALO, NEW YORK, 14203 Project Address: 1425 Orchard Park Road (716) 842-3165 Subject: I & I Mitigation FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Development 220 gal/d/unit x 26 units = 5,720 gpd *use 220 gal/d/unit (2-bdrm apt) 330 gal/d/unit x 4 units = 1,320 gpd *use 330 gal/d/unit (3-bdrm apt) Total Site Sanitary Demand: = 7,040 gpd Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 7,040 gpd / 52 gpcd = 135 per capita Population (P) = 135 people Peaking Factor : (18 +√P) / (4 + √P ) where P is in thousands Peaking Factor = 4.21 Peak Sanitary Demand = 7,040 x 4.21 = 29,604 gpd = 0.030 MGD = 0.046 cfs Required Infiltration and Inflow Mitigation: Total Sanitary Flow = 7,040 gpd Mitigation Credit = $1.20 / gpm (Town of West Seneca) Mitigation Agreement Amount = $8,448.00 Page 487 of 849

CARMINA WOOD DESIGN Project No.: 22.128 Date: 10/3/2022 487 MAIN STREET, SUITE 500 Project Name: Residential Apartments BUFFALO, NEW YORK, 14203 Project Address: 1130 Orchard Park Road West Seneca, NY (716) 842-3165 Subject: Sanitary Sewer Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Apartments 220 gal/d/unit x 45 units = 9,900 gpd *use 220 gallons per unit per day (2-bdrm) Total Site Sanitary Demand: = 9,900 gpd Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 9,900 gpd / 100 gpcd = 99 per capita Population (P) = 99 people Peaking Factor : (18 +ÖP) / (4 + ÖP ) where P is in thousands Peaking Factor = 4.24 Peak Sanitary Demand = 9,900 x 4.24 = 42,023 gpd = 0.042 MGD = 0.065 cfs Required Infiltration and Inflow Mitigation: Peak Sanitary Flow = 42,023 gpd = 29.18 gpm 4:1 offset flow per NYSDEC requirements = 29.18 x 4 = 116.73 gpm req'd Mitigation Credit = 30 gpm / lateral Laterals to be replaced* = 3.9 laterals = 4 laterals *(or other mitigation as identified by the Town) From DSCA for Multi-family project at 1130 Orchard Park Road Page 488 of 849

TECSmith Monitoring Report Page 489 of 849

Date Node 1 Node 2 Rain 2 Date Node 3 Rain 2 Snow 1001 Orchard Park Rd (12") Orchard Park Rd 15" (15") Orchard Park Rd & Fairfax (48") FLOW PEAK FLOW PEAK FLOW PEAK FLOW PEAK (inches) FLOW PEAK FLOW PEAK (inches) (inches) (GAL x 1,000) (MGD) LEVEL (IN) (GAL x 1,000) (MDG) LEVEL (IN) (GAL x 1,000) (MDG) LEVEL (IN) 8/16/2022 89.257 0.440 5.964 168.586 0.721 4.437 0.23 3/17/2022 3196.614 6.783 13.938 0 0 8/17/2022 215.037 0.376 4.744 438.779 0.622 3.770 0 3/18/2022 5684.090 6.485 13.639 0 0 8/18/2022 189.150 0.370 4.686 427.549 0.628 3.826 0 3/19/2022 6314.024 7.874 17.857 0.27 0 8/19/2022 185.188 0.342 4.512 414.203 0.666 4.069 0 3/20/2022 7506.892 9.168 20.985 0.08 0 8/20/2022 202.299 0.331 4.923 396.354 0.689 4.133 0 3/21/2022 6601.632 8.220 19.365 0 0 8/21/2022 242.472 0.443 5.850 452.414 0.758 4.278 0.11 3/22/2022 5911.885 6.708 14.066 0 0 8/22/2022 211.005 0.478 4.897 492.229 0.645 3.891 0.14 3/23/2022 6366.253 9.352 21.857 0.51 0 8/23/2022 205.428 0.447 4.517 162.364 0.422 3.395 0.05 3/24/2022 8410.107 10.438 23.577 0 0 8/24/2022 203.451 0.394 4.725 253.953 0.604 4.307 0.45 3/25/2022 7059.230 8.020 19.386 0 0 8/25/2022 181.878 0.416 4.675 439.324 0.669 4.150 0 3/26/2022 7112.401 8.489 19.148 0.09 0.1 8/26/2022 190.142 0.419 4.851 414.269 0.625 3.883 0 3/27/2022 7001.414 8.461 18.753 0.06 2.3 8/27/2022 177.502 0.405 4.759 424.759 0.670 4.011 0 3/28/2022 6396.917 7.538 17.111 0.01 0.4 8/28/2022 149.262 0.306 4.729 402.881 0.700 4.187 0 3/29/2022 5909.058 6.957 14.053 0 0 8/29/2022 131.545 0.272 4.563 409.867 0.776 4.384 0 3/30/2022 5521.696 6.653 13.811 0.01 0 8/30/2022 277.592 0.705 7.523 530.810 1.126 5.440 0.97 3/31/2022 5943.213 7.661 16.548 0.09 0 8/31/2022 207.872 0.351 5.185 507.470 0.687 4.085 0 4/1/2022 5419.635 6.277 14.053 0.06 0.1 9/1/2022 185.028 0.361 5.419 434.561 0.610 3.756 0 4/2/2022 5147.186 6.140 13.371 0 0 9/2/2022 157.770 0.346 4.843 411.119 0.619 3.892 0 4/3/2022 5083.174 6.186 13.093 0.01 0 9/3/2022 147.788 0.355 5.089 391.309 0.645 4.003 0 4/4/2022 4946.766 6.325 12.723 0 0 9/4/2022 166.764 0.303 4.897 378.377 0.635 3.860 0.04 4/5/2022 4901.882 5.708 12.382 0 0 9/5/2022 464.216 1.838 32.342 716.100 1.885 64.943 0.72 4/6/2022 4842.495 5.943 12.848 0.21 0 9/6/2022 241.691 0.307 5.076 505.569 0.654 4.013 0 4/7/2022 7751.294 9.369 21.493 0.25 0 9/7/2022 190.037 0.354 5.440 449.703 0.749 4.317 0.01 4/8/2022 7000.725 8.355 18.804 0 0 9/8/2022 182.211 0.372 4.852 443.591 0.642 3.912 0 4/9/2022 6041.826 7.017 13.864 0 0 9/9/2022 180.567 0.332 5.309 426.468 0.702 4.143 0 4/10/2022 5473.970 6.521 13.216 0 0 9/10/2022 169.443 0.373 5.192 428.528 0.686 4.058 0 4/11/2022 5257.193 7.976 15.138 0.13 0 9/11/2022 98.925 0.532 6.704 397.027 0.919 4.930 0.03 4/12/2022 7299.038 9.109 16.993 0.14 0 9/12/2022 336.528 0.958 8.256 552.252 1.290 5.735 0.28 4/13/2022 6134.522 7.267 14.479 0.05 0 9/13/2022 356.909 0.736 6.372 589.969 0.876 4.687 0.14 4/14/2022 3692.282 6.917 14.240 0 0 9/14/2022 112.265 0.350 5.193 258.683 0.696 4.002 0 ‐‐‐ --- --- --- --- --- --- --- --- --- --- --- --- 3.17 --- --- --- --- 1.97 2.9 MGD CFS MGD CFS MGD CFS Wet 1.838 2.844 Wet 1.885 2.917 Wet 9.352 14.470 Dry 0.958 1.482 Dry 1.290 1.996 Dry 10.438 16.150 ` Page 490 of 849

TECsmith TECSMITH, Inc. PO Box 95 Clarence, NY 14031 Tel: 716-462-0382 Date: September 15, 2022 SANITARY SEWER FLOW CAPACITY STUDY – Summary Review Prepared For: 1130 Orchard Park Road Capacity Analysis R. Christopher Wood, PE Partner 487 Main Street, Suite 500 Buffalo, New York 14203 Project Name: 1130 Orchard Park Road Capacity Analysis Flow Monitoring Period: August 16, 2022 to September 14, 2022 Rain Events (> 0.5-inches) Monitored: August 30 (0.97”), and September 5 (0.72”) Number of Monitoring Nodes: Two (2) downstream manholes Node Locations and Descriptions: • Node 1 1001 Orchard Park Rd (12”) • Node 2 Orchard Park Rd 15" (15”) Summary Conclusion: Based on the data presented in this report, specifically the flow depth measurements recorded (see graphs below) • One time the flow depth exceeds pipe diameter at all nodes of the downstream monitoring points during the wet weather events monitored. water and wastewater monitoring specialists Page 491 of 849

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TECsmith TECSMITH, Inc. PO Box 95 Clarence, NY 14031 Tel: 716-462-0382 Depth of Flow Capacity Summary: Depth of flow capacity is based on diameter of pipe. See graphs below. • One time during the monitoring period did depth of flow exceed pipe diameter at Node 1. Node 1 35 30 25 Level and Pipe Size 20 15 10 5 0 17-Aug-22 18-Aug-22 19-Aug-22 20-Aug-22 20-Aug-22 21-Aug-22 22-Aug-22 23-Aug-22 24-Aug-22 25-Aug-22 25-Aug-22 26-Aug-22 27-Aug-22 28-Aug-22 29-Aug-22 30-Aug-22 30-Aug-22 31-Aug-22 1-Sep-22 2-Sep-22 3-Sep-22 4-Sep-22 4-Sep-22 5-Sep-22 6-Sep-22 7-Sep-22 8-Sep-22 9-Sep-22 9-Sep-22 10-Sep-22 11-Sep-22 12-Sep-22 13-Sep-22 14-Sep-22 Level Pipe Size (in.) water and wastewater monitoring specialists Page 493 of 849

• Level and Pipe Size 10 20 30 40 50 60 70 0 17-Aug-22 18-Aug-22 19-Aug-22 19-Aug-22 TECsmith 20-Aug-22 21-Aug-22 22-Aug-22 22-Aug-22 23-Aug-22 24-Aug-22 25-Aug-22 26-Aug-22 26-Aug-22 27-Aug-22 28-Aug-22 Level 29-Aug-22 29-Aug-22 30-Aug-22 Node 2 31-Aug-22 1-Sep-22 2-Sep-22 Pipe Size 2-Sep-22 3-Sep-22 water and wastewater monitoring specialists 4-Sep-22 5-Sep-22 6-Sep-22 6-Sep-22 7-Sep-22 8-Sep-22 9-Sep-22 9-Sep-22 10-Sep-22 11-Sep-22 One time during the monitoring period did depth of flow exceed pipe diameter at Node 2. 12-Sep-22 13-Sep-22 13-Sep-22 PO Box 95 Clarence, NY 14031 TECSMITH, Inc. Tel: 716-462-0382 Page 494 of 849

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Sewer Node Maps Page 496 of 849

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Appendix D Storm Water Calculations Page 500 of 849

Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? New Construction Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % Filtration 1 3.66 1.89 52 0.51 6,839 Bioretention Filtration 2 2.16 1.07 50 0.50 3,888 Bioretention 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 5.82 2.96 51 0.51 10727 Required WQv Page 501 of 849

Calcuate Minimum RRv Required Enter the Soils Data for the site Hydrologic Soil Acres S Group A 55% B 40% C 30% D 2.96 20% Total Area 2.96 Calculate the Minimum RRv S= 0.20 Impervious = 2.96 acres Precipitation 1.00 inches Rv 0.95 Minimum RRv 0.047 af 2047 cf Page 502 of 849

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 1 3.66 1.89 52 0.51 6,839 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) >2 Enter depth to bedrock (ft) >2 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 15 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 2850 sf Enter Provided Filter Area Af 2855 sf Recalculated Water Quality Volume (based on WQv calc 6852 cf provided filter area) Calculate Runoff Reduction RRv Provided 2,741 cf This is the portion of the WQv that is not reduced in WQv Treated 4098 cf the practice. Page 503 of 849

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 2 2.16 1.07 50 0.50 3,888 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) >2 Enter depth to bedrock (ft) >2 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 15 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 1620 sf Enter Provided Filter Area Af 1705 sf Recalculated Water Quality Volume (based on WQv calc 4092 cf provided filter area) Calculate Runoff Reduction RRv Provided 1,637 cf This is the portion of the WQv that is not reduced in WQv Treated 2251 cf the practice. Page 504 of 849

Filtration Bioretention (F-5) Total Area 5.82 acres Total Impervious 3 acres Total RRv Provided 4,378 cf Total WQv Provided 6,349 cf Page 505 of 849

1S Existing - North 2S Existing - South Subcat Reach Pond Link Routing Diagram for 23-4121 storm calcs - Existing Prepared by Carmina Wood Design, Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 506 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 507 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 225,751 80 Pasture/grassland/range, Good, HSG D (1S, 2S) 49,422 79 Woods/grass comb., Good, HSG D (1S) 275,173 80 TOTAL AREA Page 508 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 275,173 HSG D 1S, 2S 0 Other 275,173 TOTAL AREA Page 509 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 225,751 0 225,751 Pasture/grasslan d/range, Good 0 0 0 49,422 0 49,422 Woods/grass comb., Good 0 0 0 275,173 0 275,173 TOTAL AREA Page 510 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=806' Tc=28.2 min CN=80 Runoff=1.59 cfs 7,325 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=1.04 cfs 3,797 cf Total Runoff Area = 275,173 sf Runoff Volume = 11,121 cf Average Runoff Depth = 0.48" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 511 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Existing - North Runoff = 1.59 cfs @ 12.25 hrs, Volume= 7,325 cf, Depth= 0.48" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 1.59 cfs Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=181,234 sf Runoff Volume=7,325 cf Flow (cfs) 1 Runoff Depth=0.48" Flow Length=806' Tc=28.2 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 512 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Existing - South Runoff = 1.04 cfs @ 12.15 hrs, Volume= 3,797 cf, Depth= 0.48" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph Runoff 1.04 cfs 1 Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=93,939 sf Runoff Volume=3,797 cf Flow (cfs) Runoff Depth=0.48" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 513 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=806' Tc=28.2 min CN=80 Runoff=4.98 cfs 20,479 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=3.19 cfs 10,615 cf Total Runoff Area = 275,173 sf Runoff Volume = 31,093 cf Average Runoff Depth = 1.36" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 514 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Existing - North Runoff = 4.98 cfs @ 12.23 hrs, Volume= 20,479 cf, Depth= 1.36" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 4.98 cfs 5 Type II 24-hr 10-Year Rainfall=3.14" 4 Runoff Area=181,234 sf Runoff Volume=20,479 cf Flow (cfs) 3 Runoff Depth=1.36" Flow Length=806' 2 Tc=28.2 min CN=80 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 515 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: Existing - South Runoff = 3.19 cfs @ 12.13 hrs, Volume= 10,615 cf, Depth= 1.36" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph Runoff 3.19 cfs 3 Type II 24-hr 10-Year Rainfall=3.14" Runoff Area=93,939 sf Runoff Volume=10,615 cf Flow (cfs) 2 Runoff Depth=1.36" Flow Length=362' Slope=0.0370 '/' 1 Tc=20.1 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 516 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=806' Tc=28.2 min CN=80 Runoff=7.12 cfs 28,850 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=4.54 cfs 14,954 cf Total Runoff Area = 275,173 sf Runoff Volume = 43,803 cf Average Runoff Depth = 1.91" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 517 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: Existing - North Runoff = 7.12 cfs @ 12.23 hrs, Volume= 28,850 cf, Depth= 1.91" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 7.12 cfs 7 Type II 24-hr 25-Year Rainfall=3.84" 6 Runoff Area=181,234 sf 5 Runoff Volume=28,850 cf Flow (cfs) Runoff Depth=1.91" 4 Flow Length=806' 3 Tc=28.2 min CN=80 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 518 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2S: Existing - South Runoff = 4.54 cfs @ 12.13 hrs, Volume= 14,954 cf, Depth= 1.91" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph 5 Runoff 4.54 cfs Type II 24-hr 4 25-Year Rainfall=3.84" Runoff Area=93,939 sf Runoff Volume=14,954 cf 3 Flow (cfs) Runoff Depth=1.91" Flow Length=362' 2 Slope=0.0370 '/' Tc=20.1 min 1 CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 519 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=806' Tc=28.2 min CN=80 Runoff=11.60 cfs 46,735 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=7.37 cfs 24,224 cf Total Runoff Area = 275,173 sf Runoff Volume = 70,959 cf Average Runoff Depth = 3.09" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 520 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Existing - North Runoff = 11.60 cfs @ 12.22 hrs, Volume= 46,735 cf, Depth= 3.09" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 11.60 cfs 12 11 Type II 24-hr 10 100-Year Rainfall=5.23" 9 Runoff Area=181,234 sf 8 Runoff Volume=46,735 cf Flow (cfs) 7 Runoff Depth=3.09" 6 Flow Length=806' 5 Tc=28.2 min 4 CN=80 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 521 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: Existing - South Runoff = 7.37 cfs @ 12.13 hrs, Volume= 24,224 cf, Depth= 3.09" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph 8 Runoff 7.37 cfs 7 Type II 24-hr 100-Year Rainfall=5.23" 6 Runoff Area=93,939 sf 5 Runoff Volume=24,224 cf Flow (cfs) Runoff Depth=3.09" 4 Flow Length=362' 3 Slope=0.0370 '/' Tc=20.1 min 2 CN=80 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 522 of 849

1S Proposed - North 1P 3S 2S Detention Pond Direct Proposed - South Subcat Reach Pond Link Routing Diagram for 23-4121 storm calcs - Proposed Prepared by Carmina Wood Design, Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 523 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 524 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 146,543 80 >75% Grass cover, Good, HSG D (1S, 2S, 3S) 1,626 98 Concrete, HSG D (2S) 67,908 98 Paved parking, HSG D (1S, 2S) 55,578 98 Roofs, HSG D (1S, 2S) 3,518 98 Sidewalk, HSG D (1S) 275,173 88 TOTAL AREA Page 525 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 275,173 HSG D 1S, 2S, 3S 0 Other 275,173 TOTAL AREA Page 526 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Su (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nu 0 0 0 146,543 0 146,543 >75% Grass cover, Good 0 0 0 1,626 0 1,626 Concrete 0 0 0 67,908 0 67,908 Paved parking 0 0 0 55,578 0 55,578 Roofs 0 0 0 3,518 0 3,518 Sidewalk 0 0 0 275,173 0 275,173 TOTAL AREA Page 527 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 1S 0.00 0.00 182.0 0.0050 0.013 0.0 6.0 0.0 2 1S 0.00 0.00 70.0 0.0070 0.013 0.0 12.0 0.0 3 1S 0.00 0.00 400.0 0.0100 0.013 0.0 12.0 0.0 4 2S 0.00 0.00 194.0 0.0050 0.013 0.0 8.0 0.0 5 2S 0.00 0.00 209.0 0.0080 0.013 0.0 12.0 0.0 6 2S 0.00 0.00 171.0 0.0110 0.013 0.0 12.0 0.0 7 1P 669.00 668.92 17.0 0.0047 0.013 0.0 8.0 0.0 8 1P 668.92 668.80 25.0 0.0048 0.013 0.0 8.0 0.0 Page 528 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=0.92" Flow Length=738' Tc=24.8 min CN=89 Runoff=3.28 cfs 12,245 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=0.92" Flow Length=627' Tc=19.8 min CN=89 Runoff=2.21 cfs 7,211 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=58' Tc=7.8 min CN=80 Runoff=0.38 cfs 878 cf Pond 1P: Detention Pond Peak Elev=671.04' Storage=5,335 cf Inflow=5.40 cfs 19,456 cf Outflow=1.94 cfs 19,456 cf Total Runoff Area = 275,173 sf Runoff Volume = 20,334 cf Average Runoff Depth = 0.89" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 529 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 826% of capacity of segment #3 [47] Hint: Peak is 110% of capacity of segment #4 Runoff = 3.28 cfs @ 12.19 hrs, Volume= 12,245 cf, Depth= 0.92" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 530 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Subcatchment 1S: Proposed - North Hydrograph Runoff 3.28 cfs Type II 24-hr 3 1-Year Rainfall=1.87" Runoff Area=159,502 sf Runoff Volume=12,245 cf Flow (cfs) 2 Runoff Depth=0.92" Flow Length=738' Tc=24.8 min 1 CN=89 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 531 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 258% of capacity of segment #3 Runoff = 2.21 cfs @ 12.13 hrs, Volume= 7,211 cf, Depth= 0.92" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 532 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Subcatchment 2S: Proposed - South Hydrograph Runoff 2.21 cfs Type II 24-hr 2 1-Year Rainfall=1.87" Runoff Area=93,939 sf Runoff Volume=7,211 cf Flow (cfs) Runoff Depth=0.92" Flow Length=627' 1 Tc=19.8 min CN=89 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 533 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Direct Runoff = 0.38 cfs @ 12.00 hrs, Volume= 878 cf, Depth= 0.48" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph 0.42 Runoff 0.4 0.38 cfs 0.38 0.36 Type II 24-hr 0.34 0.32 1-Year Rainfall=1.87" 0.3 0.28 Runoff Area=21,732 sf 0.26 Runoff Volume=878 cf Flow (cfs) 0.24 0.22 0.2 Runoff Depth=0.48" 0.18 0.16 Flow Length=58' 0.14 0.12 Tc=7.8 min 0.1 0.08 CN=80 0.06 0.04 0.02 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 534 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 0.92" for 1-Year event Inflow = 5.40 cfs @ 12.16 hrs, Volume= 19,456 cf Outflow = 1.94 cfs @ 12.51 hrs, Volume= 19,456 cf, Atten= 64%, Lag= 21.3 min Primary = 1.94 cfs @ 12.51 hrs, Volume= 19,456 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 671.04' @ 12.51 hrs Surf.Area= 4,107 sf Storage= 5,335 cf Plug-Flow detention time= 26.2 min calculated for 19,456 cf (100% of inflow) Center-of-Mass det. time= 26.2 min ( 873.2 - 847.0 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.94 cfs @ 12.51 hrs HW=671.04' (Free Discharge) 3=Culvert (Passes 1.94 cfs of 1.98 cfs potential flow) 1=Culvert (Inlet Controls 1.94 cfs @ 5.55 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 535 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Pond 1P: Detention Pond Hydrograph Inflow 6 5.40 cfs Primary Inflow Area=253,441 sf 5 Peak Elev=671.04' Storage=5,335 cf 4 Flow (cfs) 3 1.94 cfs 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 536 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=2.03" Flow Length=738' Tc=24.8 min CN=89 Runoff=7.22 cfs 26,940 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=2.03" Flow Length=627' Tc=19.8 min CN=89 Runoff=4.85 cfs 15,867 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=58' Tc=7.8 min CN=80 Runoff=1.12 cfs 2,456 cf Pond 1P: Detention Pond Peak Elev=672.95' Storage=15,013 cf Inflow=11.90 cfs 42,807 cf Outflow=2.82 cfs 42,807 cf Total Runoff Area = 275,173 sf Runoff Volume = 45,263 cf Average Runoff Depth = 1.97" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 537 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 1821% of capacity of segment #3 [47] Hint: Peak is 242% of capacity of segment #4 [47] Hint: Peak is 203% of capacity of segment #5 Runoff = 7.22 cfs @ 12.18 hrs, Volume= 26,940 cf, Depth= 2.03" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 538 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Subcatchment 1S: Proposed - North Hydrograph 8 Runoff 7.22 cfs 7 Type II 24-hr 10-Year Rainfall=3.14" 6 Runoff Area=159,502 sf 5 Runoff Volume=26,940 cf Flow (cfs) Runoff Depth=2.03" 4 Flow Length=738' 3 Tc=24.8 min CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 539 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 567% of capacity of segment #3 [47] Hint: Peak is 152% of capacity of segment #4 [47] Hint: Peak is 130% of capacity of segment #5 Runoff = 4.85 cfs @ 12.12 hrs, Volume= 15,867 cf, Depth= 2.03" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 540 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 19 Subcatchment 2S: Proposed - South Hydrograph Runoff 4.85 cfs 5 Type II 24-hr 10-Year Rainfall=3.14" 4 Runoff Area=93,939 sf Runoff Volume=15,867 cf Flow (cfs) 3 Runoff Depth=2.03" Flow Length=627' 2 Tc=19.8 min CN=89 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 541 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: Direct Runoff = 1.12 cfs @ 12.00 hrs, Volume= 2,456 cf, Depth= 1.36" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 1.12 cfs Type II 24-hr 1 10-Year Rainfall=3.14" Runoff Area=21,732 sf Runoff Volume=2,456 cf Flow (cfs) Runoff Depth=1.36" Flow Length=58' Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 542 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 2.03" for 10-Year event Inflow = 11.90 cfs @ 12.15 hrs, Volume= 42,807 cf Outflow = 2.82 cfs @ 12.64 hrs, Volume= 42,807 cf, Atten= 76%, Lag= 29.2 min Primary = 2.82 cfs @ 12.64 hrs, Volume= 42,807 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 672.95' @ 12.64 hrs Surf.Area= 6,059 sf Storage= 15,013 cf Plug-Flow detention time= 47.9 min calculated for 42,782 cf (100% of inflow) Center-of-Mass det. time= 47.9 min ( 872.3 - 824.5 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.82 cfs @ 12.64 hrs HW=672.95' (Free Discharge) 3=Culvert (Passes 2.82 cfs of 2.85 cfs potential flow) 1=Culvert (Inlet Controls 2.82 cfs @ 8.08 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 543 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 22 Pond 1P: Detention Pond Hydrograph Inflow 11.90 cfs Primary 13 12 Inflow Area=253,441 sf 11 Peak Elev=672.95' 10 Storage=15,013 cf 9 8 Flow (cfs) 7 6 5 4 2.82 cfs 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 544 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 23 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=2.67" Flow Length=738' Tc=24.8 min CN=89 Runoff=9.47 cfs 35,532 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=2.67" Flow Length=627' Tc=19.8 min CN=89 Runoff=6.35 cfs 20,927 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=58' Tc=7.8 min CN=80 Runoff=1.57 cfs 3,459 cf Pond 1P: Detention Pond Peak Elev=673.70' Storage=21,268 cf Inflow=15.59 cfs 56,458 cf Outflow=3.10 cfs 56,458 cf Total Runoff Area = 275,173 sf Runoff Volume = 59,918 cf Average Runoff Depth = 2.61" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 545 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 2386% of capacity of segment #3 [47] Hint: Peak is 318% of capacity of segment #4 [47] Hint: Peak is 266% of capacity of segment #5 Runoff = 9.47 cfs @ 12.18 hrs, Volume= 35,532 cf, Depth= 2.67" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 546 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 25 Subcatchment 1S: Proposed - North Hydrograph Runoff 10 9.47 cfs 9 Type II 24-hr 25-Year Rainfall=3.84" 8 Runoff Area=159,502 sf 7 Runoff Volume=35,532 cf Flow (cfs) 6 Runoff Depth=2.67" 5 Flow Length=738' 4 Tc=24.8 min 3 CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 547 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 743% of capacity of segment #3 [47] Hint: Peak is 199% of capacity of segment #4 [47] Hint: Peak is 170% of capacity of segment #5 Runoff = 6.35 cfs @ 12.12 hrs, Volume= 20,927 cf, Depth= 2.67" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 548 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 27 Subcatchment 2S: Proposed - South Hydrograph 7 Runoff 6.35 cfs 6 Type II 24-hr 25-Year Rainfall=3.84" 5 Runoff Area=93,939 sf Runoff Volume=20,927 cf Flow (cfs) 4 Runoff Depth=2.67" Flow Length=627' 3 Tc=19.8 min 2 CN=89 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 549 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: Direct Runoff = 1.57 cfs @ 11.99 hrs, Volume= 3,459 cf, Depth= 1.91" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 1.57 cfs Type II 24-hr 25-Year Rainfall=3.84" Runoff Area=21,732 sf Runoff Volume=3,459 cf Flow (cfs) 1 Runoff Depth=1.91" Flow Length=58' Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 550 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 2.67" for 25-Year event Inflow = 15.59 cfs @ 12.15 hrs, Volume= 56,458 cf Outflow = 3.10 cfs @ 12.70 hrs, Volume= 56,458 cf, Atten= 80%, Lag= 33.0 min Primary = 3.10 cfs @ 12.70 hrs, Volume= 56,458 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 673.70' @ 12.70 hrs Surf.Area= 10,997 sf Storage= 21,268 cf Plug-Flow detention time= 60.6 min calculated for 56,426 cf (100% of inflow) Center-of-Mass det. time= 60.6 min ( 877.2 - 816.6 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.10 cfs @ 12.70 hrs HW=673.70' (Free Discharge) 3=Culvert (Passes 3.10 cfs of 3.13 cfs potential flow) 1=Culvert (Inlet Controls 3.10 cfs @ 8.87 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 551 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 30 Pond 1P: Detention Pond Hydrograph Inflow 15.59 cfs Primary 17 16 Inflow Area=253,441 sf 15 14 Peak Elev=673.70' 13 12 Storage=21,268 cf 11 Flow (cfs) 10 9 8 7 6 5 4 3.10 cfs 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 552 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 31 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=3.99" Flow Length=738' Tc=24.8 min CN=89 Runoff=13.94 cfs 53,068 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=3.99" Flow Length=627' Tc=19.8 min CN=89 Runoff=9.33 cfs 31,254 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=58' Tc=7.8 min CN=80 Runoff=2.52 cfs 5,604 cf Pond 1P: Detention Pond Peak Elev=674.73' Storage=34,966 cf Inflow=22.95 cfs 84,322 cf Outflow=3.45 cfs 84,322 cf Total Runoff Area = 275,173 sf Runoff Volume = 89,926 cf Average Runoff Depth = 3.92" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 553 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 3513% of capacity of segment #3 [47] Hint: Peak is 468% of capacity of segment #4 [47] Hint: Peak is 391% of capacity of segment #5 Runoff = 13.94 cfs @ 12.17 hrs, Volume= 53,068 cf, Depth= 3.99" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 554 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 33 Subcatchment 1S: Proposed - North Hydrograph Runoff 15 13.94 cfs 14 Type II 24-hr 13 12 100-Year Rainfall=5.23" 11 Runoff Area=159,502 sf 10 Runoff Volume=53,068 cf 9 Flow (cfs) 8 Runoff Depth=3.99" 7 Flow Length=738' 6 Tc=24.8 min 5 CN=89 4 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 555 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 1092% of capacity of segment #3 [47] Hint: Peak is 293% of capacity of segment #4 [47] Hint: Peak is 250% of capacity of segment #5 Runoff = 9.33 cfs @ 12.12 hrs, Volume= 31,254 cf, Depth= 3.99" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 556 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 35 Subcatchment 2S: Proposed - South Hydrograph Runoff 10 9.33 cfs 9 Type II 24-hr 8 100-Year Rainfall=5.23" Runoff Area=93,939 sf 7 Runoff Volume=31,254 cf 6 Flow (cfs) Runoff Depth=3.99" 5 Flow Length=627' 4 Tc=19.8 min 3 CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 557 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 3S: Direct Runoff = 2.52 cfs @ 11.99 hrs, Volume= 5,604 cf, Depth= 3.09" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 2.52 cfs Type II 24-hr 100-Year Rainfall=5.23" 2 Runoff Area=21,732 sf Runoff Volume=5,604 cf Flow (cfs) Runoff Depth=3.09" Flow Length=58' 1 Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 558 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 37 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 3.99" for 100-Year event Inflow = 22.95 cfs @ 12.15 hrs, Volume= 84,322 cf Outflow = 3.45 cfs @ 12.81 hrs, Volume= 84,322 cf, Atten= 85%, Lag= 39.9 min Primary = 3.45 cfs @ 12.81 hrs, Volume= 84,322 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 674.73' @ 12.81 hrs Surf.Area= 14,332 sf Storage= 34,966 cf Plug-Flow detention time= 89.0 min calculated for 84,273 cf (100% of inflow) Center-of-Mass det. time= 89.0 min ( 894.3 - 805.3 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.45 cfs @ 12.81 hrs HW=674.73' (Free Discharge) 3=Culvert (Passes 3.45 cfs of 3.47 cfs potential flow) 1=Culvert (Inlet Controls 3.45 cfs @ 9.87 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 559 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 38 Pond 1P: Detention Pond Hydrograph Inflow 22.95 cfs Primary 24 Inflow Area=253,441 sf 22 20 Peak Elev=674.73' 18 Storage=34,966 cf 16 Flow (cfs) 14 12 10 8 6 3.45 cfs 4 2 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 560 of 849

Appendix E Soil Information Page 561 of 849

Hydrologic Soil Group—Erie County, New York 78° 46' 6'' W 78° 45' 44'' W 682440 682490 682540 682590 682640 682690 682740 682790 682840 682890 682940 42° 48' 45'' N 42° 48' 45'' N 4742410 4742410 4742360 4742360 4742310 4742310 4742260 4742260 4742210 4742210 4742160 4742160 4742110 Soil Map may not be valid at this scale. 4742110 42° 48' 34'' N 42° 48' 34'' N 682490 682540 682590 682640 682690 682740 682790 682840 682890 682940 Map Scale: 1:2,300 if printed on A landscape (11" x 8.5") sheet. Meters 78° 46' 6'' W 78° 45' 44'' W N 0 30 60 120 180 Feet 0 100 200 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 Natural Resources Web Soil Survey 5/14/2026 Page 562 of 849 Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:15,800. C/D Soils Warning: Soil Map may not be valid at this scale. D Soil Rating Polygons Not rated or not available Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C measurements. Interstate Highways C/D Source of Map: Natural Resources Conservation Service US Routes D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Erie County, New York Survey Area Data: Version 25, Sep 4, 2025 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: May 13, 2023—May 27, 2023 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 5/14/2026 Page 563 of 849 Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DbA Darien silt loam, 0 to 3 C/D 6.3 43.8% percent slopes Nh Niagara silt loam, till C/D 2.1 14.5% substratum RfB Remsen silty clay loam, D 6.0 41.7% 3 to 8 percent slopes Totals for Area of Interest 14.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Web Soil Survey 5/14/2026 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 564 of 849

Hydrologic Soil Group—Erie County, New York Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 5/14/2026 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 565 of 849

STORMWATER POLLUTION PREVENTION PLAN for CONSTRUCTION ACTIVITIES At Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, Erie County, New York Prepared for Brian Hillery & William Sahlem 1 Woodthrush Trail Orchard Park, NY 14127 Prepared by Carmina Wood Design 80 Silo City Row, Suite 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 May 2026 Page 566 of 849

Table of Contents Section 101 - Scope Section 102 - Project Name and Location Section 103 - Operator’s Name and Address Section 104 - Project Description Section 105 - Runoff Coefficient, Soils and Rainfall Information Section 106 - Name of Receiving Waters Section 107 - Indian Country Lands Section 108 - Endangered or Threatened Species Section 109 - Critical Habitat Section 110 - Historic Places Section 111 - Wetlands and/or Other Surface Waters Section 112 - Erosion and Sediment Controls Section 112.1 - Stabilization Practices Section 112.2 - Structural Practices Section 112.3 - Sequence of Major Activities Section 112.4 - Storm Water Management Section 113 - Other Controls Section 114 - Compliance with Federal, State and Local Regulations Section 115 - Inspection and Maintenance Procedures Section 116 - Inspection and Maintenance Report Forms Section 117 - Other Record-Keeping Requirements Section 118 - Spill Prevention Control and Countermeasures (SPCC) Plan Section 118.1 - Materials Covered Section 118.2 - Material Management Practices Section 118.3 - Spill Prevention and Response Procedures Section 119 - Control of Non-Storm Water Discharges Section 120 – Storm Water Control Facility Maintenance Multifamily Development 5/26/26 Page 1 of 23 Page 567 of 849

Table of Contents (con’t) Appendix A Site Location Map Appendix B NYSDEC Notice of Intent (NOI) Appendix C MS4 SWPPP Acceptance Form Appendix D Engineer’s Report Appendix E NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-25-001 Appendix F Forms • Contractor’s Certification • Owner/Operator Certification • SWPPP Preparer Certification • NYSDEC Letter of Acknowledgment Appendix G NYSDEC Notice of Termination (NOT) Appendix H Construction Documents Appendix I Standard Erosion Control Details Appendix J Wetland Delineation Figure: by LaBella Appendix K OPRHP Clearance Letter Appendix L NYSDEC Stormwater Management Inspection Lists Multifamily Development 5/26/26 Page 2 of 23 Page 568 of 849

101 SCOPE A. PURPOSE: Brian Hellery & William Sahlem have placed an emphasis on following the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit for Stormwater Discharges from Construction Activity governing storm water discharges during construction, and in accordance with erosion control practices. The Contractor’s participation in this program is mandatory and its non- compliance is subject to various remedies, including without limitation, monetary set-offs, withholding payments; reimbursement for costs, expenses (including reasonable attorney’s fees), fines and civil penalties incurred by the owner; and/or liquidated damages. This section provides a descriptive explanation of the owner’s Storm Water Pollution Prevention Program and required Contractor participation. The Engineer of record for this project certifies that this SWPPP meets the requirements and is in compliance with the New York State Stormwater Management Design Manual and latest NYSDEC Phase II stormwater regulation requirements. B. SPDES General Permit for Stormwater Discharges from Construction Activity: Regulations promulgated by the NYSDEC to regulate the discharge of storm water from construction activities on sites where more than one (1) acre of soil is disturbed. One of the ways to comply with these regulations for affected sites is to request coverage under the General Permit for Construction Activities for New York State. In order to use the General Permit, a Notice of Intent (NOI) form must be completed and electronically submitted to the NYSDEC at least 5 business days prior to any earth-disturbing activities (this time frame may increase to 60 business days if a full review of the SWPPP is determined necessary by the NYSDEC) and a Storm Water Pollution Prevention Plan (SWPPP) for the site must be prepared and followed during the construction activities. Once a copy of the SPDES permit is received from NYSDEC, a copy will be included in Appendix F of this report. Approval from a regulated, traditional land use control MS4: 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the NYSDEC. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the NYSDEC. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person, and then submit that form along with the NOI to the address referenced under “Notice of Intent (NOI) Submittal”. C. RESPONSIBILITIES OF THE CONTRACTOR: The Contractor shall manage the discharge of storm water from the site in accordance with the NYSDEC General Permit for Construction Activities conditions and the following provisions of this section. The Operator shall be responsible for conducting the storm water management practices in accordance with the permit. The Contractor shall be responsible for providing qualified inspectors to conduct the inspections required by the SWPPP. The Contractor shall be responsible for any enforcement action taken or imposed by federal, state, or local agencies, including the cost of fines, construction delays, and remedial actions resulting from the Contractor’s failure to comply with the permit provisions. It shall be the responsibility of the Contractor to make any changes to the SWPPP necessary when the Contractor or any of his subcontractors elects to use borrow or fill or Multifamily Development 5/26/26 Page 3 of 23 Page 569 of 849

material storage sites, either contiguous to or remote from the construction site, when such sites are used solely for this construction site. Such sites are considered to be part of the construction site covered by the permit and this SWPPP. Off-site borrow, fill, or material storage sites which are used for multiple construction projects are not subject to this requirement, unless specifically required by state or local jurisdictional entity regulations. The Contractor should consider this requirement in negotiating with earthwork subcontractors, since the choice of an off-site borrow, fill, or material storage site may impact their duty to implement, make changes to, and perform inspections required by the SWPPP for the site. D. NOTICE OF INTENT: The Operator has petitioned the NYSDEC for coverage under the storm water discharges during construction at this site to be covered by the SPDES General Permit for Construction Activity for the State of New York. A Notice of Intent (NOI) for coverage under this permit has been filed by the Operator. The SWPPP must be prepared prior to submittal of the NOI form. The Operator will require the Contractor to be a co-permittee with the Operator. The Contractor will be required to post the NOI at the construction site along with any building permits. E. CONTRACTOR CERTIFICATION & TRAINING: Proof of Training/Certification of the Contractor’s designated individual shall be kept on site at all times. F. REQUIREMENTS FOR THE GENERAL CONTRACTOR AND SUBCONTRACTOR(S): The General Contractor and Subcontractor(s) shall sign the “Contractor’s Certification Statement” (located in the Appendix of this report) verifying they have been instructed on how to comply with and fully understand the requirements of the SPDES General Permit for Construction Activity for the State of New York and the SWPPP. These certifications must be signed, by a responsible corporate officer or other party meeting the “Signatory Requirements” of the SPDES General Permit, on behalf of each entity, prior to the beginning of any construction activities. G. STORM WATER POLLUTION PREVENTION PROGRAM LOCATION REQUIREMENTS: The SWPPP is meant to be a working document that shall be maintained at the site of the Construction Activities at all times throughout the project, shall be readily available upon request by the Operator’s personnel or NYSDEC or any other agency with regulatory authority over storm water issues, and shall be kept on-site until the site complies with the Final Stabilization section of this document. A sign or other notice must be posted near the main entrance of the construction site which contains a completed NOI, the location of the SWPPP and the name and phone number of a contact person responsible for scheduling SWPPP viewing times, and any other state specific requirements. H. INSPECTIONS AND RECORD-KEEPING: A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices and all post-construction stormwater management practices identified in the SWPPP are maintained in effective operating condition at all times. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. Owner or operator Maintenance Inspection Requirements 1. The owner or operator shall inspect, in accordance with the requirements in the most current version of the technical standard, New York State Standards and Specifications Multifamily Development 5/26/26 Page 4 of 23 Page 570 of 849

for Erosion and Sediment Control, the erosion and sediment controls identified in the SWPPP to ensure that they are being maintained in effective operating condition at all times. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the owner or operator can stop conducting the maintenance inspections. The owner or operator shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of the General Permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the owner or operator can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: Note: The trained contractor identified in Part III.A.6 of the General Permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A of the General Permit. In order to perform these inspections, the trained contractor would have to be a: • Licensed Professional Engineer, • Certified Professional in Erosion and Sediment Control (CPESC), • Registered Landscape Architect, or • Someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B of the General Permit, with the exception of: a. The construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C of the General Permit and not directly discharging to one of the 303(d) segments listed in Appendix E of the General Permit; b. The construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E of the General Permit; Multifamily Development 5/26/26 Page 5 of 23 Page 571 of 849

c. Construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. Construction activities located in the watersheds identified in Appendix D of the General Permit that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.C.3 of the General Permit to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the Regional Office stormwater contact person (see contact information in Appendix F of the General Permit) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the MS4 (provided the MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the Regional Office stormwater contact person or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the MS4 (provided the MS4 is not the owner or operator of the construction activity). in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.A.1 of the General Permit. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. Multifamily Development 5/26/26 Page 6 of 23 Page 572 of 849

4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices that need repair or maintenance; g. Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s); and k. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. Multifamily Development 5/26/26 Page 7 of 23 Page 573 of 849

6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2 of the General Permit, the inspection reports shall be maintained on site with the SWPPP. Record Retention - The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the site achieves final stabilization. This period may be extended by the Department, in its sole discretion, at any time upon written notification. I. SWPPP MODIFICATIONS: The inspection report should also identify if any revisions to the SWPPP are warranted due to unexpected conditions. The SWPPP is meant to be a dynamic working guide that is to be kept current and amended whenever there is a change in design, construction, operation, or maintenance at the construction site that has or could have a significant effect on the discharge of pollutants or when the plan proves to be ineffective in eliminating or significantly minimizing pollutant discharges. The Contractor’s failure to modify or report deficiencies to the Operator will result in the Contractor being liable for fines and construction delays resulting from any federal, state, or local agency enforcement action. J. FINAL STABILIZATION AND TERMINATION OF PERMIT COVERAGE: A site can be considered finally stabilized when all soil disturbing activities have been completed and a uniform perennial vegetative cover with a density of 85% for the unpaved areas and areas not covered by permanent structures has been established or equivalent permanent stabilization measures have been established and the facility no longer discharges storm water associated with construction activities and a Notice of Termination (NOT) form filed by the Operator(s) with the NYSDEC. The Operator’s Project Manager must complete the NOT. The NOT must be signed by the signatory (or equivalent position) on the NOI and subsequently submitted to the appropriate agency. The Operator’s Project Manager must provide a completed copy of the NOT to the Contractor for inclusion in the SWPPP, which will then be optically scanned into the final SWPPP document as required. This filing terminates coverage under the General Permit and terminates the Contractor’s responsibility to implement the SWPPP, but the requirements of the SWPPP, including periodic inspections, must be continued until the NOT is filed. The owner or operator shall also have the qualified inspector perform a final site inspection prior to submitting the NOT to the Department. Final payment and/or the release of retainage will be withheld until all provisions of the SWPPP have been submitted, completed and accepted by the Operator. 102 PROJECT NAME AND LOCATION Multifamily Development 1425 & 1475 Orchard Park Road Town of West Seneca, County of Erie, New York Easting: 192275 Northing: 4746778 Estimated Area of Site ≈ 16.59 acres Estimated Area to be disturbed by Construction Activities ≈ 7.37 acres A general location map is included as Appendix A. 103 OPERATOR’S NAME AND ADDRESS Brian Hillery & William Sahlem Multifamily Development 5/26/26 Page 8 of 23 Page 574 of 849

1 Woodthrush Trail Orchard Park, NY 14127 Contact Person: Brian Hillery Telephone: 716-512-3425 104 PROJECT DESCRIPTION This new development project involves the construction of three (3) 4-unit, one (1) 5-unit and two (2) 6- unit ranch style townhomes, for a total of 29 units. Construction will also consist of associated parking, storm water management, utility, lighting, and landscaping improvements. The site is currently vacant consisting of grass, brush and tree cover. The total area of the site is 16.59 acres with an area of disturbance of approximately 7.37 acres. The site has been rezoned to C-1(S) to allow for the development. Soil disturbing activities will include: A. Construction of temporary construction exit points B. Clearing & grubbing of the site within disturbance limits C. Installation of the detention basin & bioretention areas including topsoil & seed D. Installation of storm sewer pipes and inlets E. Construction of utilities F. Construction of curb and parking lot G. Final grading & landscaping H. Construction of buildings This project is owned by Brian Hillery and William Sahlem and will be developed by the same. The work area consists of approximately 7.37 acres for which erosion and sediment controls have been developed and fully addressed in this written plan and the Erosion and Sediment Control Plans. See the construction documents for additional details. 105 RUNOFF COEFFICIENT, SOILS, AND RAINFALL INFORMATION The initial runoff curve number for the pre-construction site is "CN" = 80. The post-construction runoff curve number for the site will be "CN" = 88. The site is 7.37 acres of which approximately 7.37 acres will be disturbed by construction activities. The site is in Erie County, which receives an average of approximately 45 inches rainfall annually with the highest amounts of rainfall received in the months of May through September. Annual snow for this area is approximately 120 inches. 106 WATERS The runoff generated from this site will discharge to existing wetlands on the west side of the project site. Runoff is eventually discharged to Smoke Creek. Multifamily Development 5/26/26 Page 9 of 23 Page 575 of 849

107 INDIAN COUNTRY LANDS This project is not located on Indian Lands. 108 ENDANGERED AND THREATENED SPECIES No endangered or threatened species have been determined to be on the site. 109 CRITICAL HABITAT See section 108 above. 110 HISTORIC PLACES The assessed property is shown on the NYSHPO map as an archeologically sensitive area. A Phase I Cultural Resource Investigation Report was prepared for the site. Refer to Appendix K for OPRHP Clearance Letter 111 WETLANDS AND/OR OTHER SURFACE WATERS Approximately 5.60 acres of USACE wetlands were delineated on site. The proposed development will not encroach on nor disturb the wetlands. Refer to Appendix J for Wetland Delineation Figure: by LaBella 112 EROSION AND SEDIMENT CONTROLS 112.1 STABILIZATION PRACTICES Stabilization practices for this site include: A. Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed. B. Use of stabilization method for all slopes having a slope greater than 1V:3H. C. Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. D. Mulching exposed areas. E. Vegetation preservation in undisturbed areas. F. Frequent watering to minimize wind erosion during construction. a. For sites where 5 acres or more are disturbed at any one time: In areas where soil disturbance activity has been temporarily or permanently ceased, temporary and/or permanent soil stabilization measures shall be installed and/or implemented within seven (7) days from the date the soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the most current version of the New York Standards and Specifications for Erosion and Sediment Control. b. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. Multifamily Development 5/26/26 Page 10 of 23 Page 576 of 849

c. The owner or operator shall install any additional measures needed to protect water quality. 112.2 STRUCTURAL PRACTICES Structural practices for this site include: A. Inlet protection using a method detailed in the Construction Documents. B. Perimeter protection using temporary silt fence/silt sock or silt sock. C. Outlet protection using rip-rap stone and end sections. D. Stabilized Construction Entrance. E. Temporary stone wash off areas. F. Storm sewer, curb/gutter. G. Sediment traps and basins. 112.3 SEQUENCE OF MAJOR ACTIVITIES The Contractor will be responsible for implementing the following erosion control and storm water management control measures. The Contractor may designate these tasks to certain subcontractors as he sees fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the Contractor. The order of activities will be as follows: A. Construct temporary construction exit at location shown on the Demo & Erosion Control Plan Sheet. B. Install perimeter silt fences in the locations shown on the Demo & Erosion Control Plan sheet. C. Clear and grub site within disturbance (silt fence) limits. D. Installation of detention basin to act as sediment basin (do not install bioretention soil or underdrains until stabilized) E. Commence site grading. F. Disturbed areas of the site where construction activity has ceased for more than 14 days shall be temporarily seeded and watered. G. Construction of buildings. H. Installation of proposed utilities. I. Finalize pavement subgrade preparation. J. Construct all curb, drainage inlets, storm sewer pipes and storm sewer manholes, as shown on the plans. Install temporary inlet protection at the locations of all new inlets. K. Dust control. L. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. M. Install base material as required for pavement. Multifamily Development 5/26/26 Page 11 of 23 Page 577 of 849

N. Carry out final grading and seeding and planting. O. Clean storm system following construction. P. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. Note: Sediment control storage during construction (traps & basins) during construction shall be 134 cy per acre of disturbance per NYSDEC requirements. 112.4 STORM WATER MANAGEMENT The existing site sheet drains from east to west to a USACE jurisdictional wetland area at the rear of the site. The proposed development will replicate the existing hydrology of the site. The proposed hydrology for the development project area will consist of overland sheet flow and pipe channel flow. The storm sewer system for this site will consist of 6”, 8” and 12” HDPE pipes connected by a series of catch basins and yard drains. Stormwater runoff generated from the site will enter the pipe network and be conveyed to a detention basin on the west side of the site. The detention basin will discharge runoff, at a controlled rate, to the existing wetlands. To meet NYSDEC water quality requirements, runoff will be conveyed to a bioretention areas prior to the detention basin. Runoff that is currently being discharged on to the site from the church parking lot to the east will be collected and piped to the west side of the site. The NYSDEC Stormwater Management Design Manual requires a five-step process for Stormwater Management Planning as outlined in Chapter 3. The five steps include: 1. Site planning to preserve natural features and reduce impervious cover. • Approximately 5.6 acres of existing vegetation within the existing wetlands will remain and be protected. 2. Calculation of Water Quality Volume (WQv=RRv) for site. • See Stormwater Drainage Calculations. 3. Incorporation of Green Infrastructure techniques and standard SMPs with Runoff Reduction Volume (RRv) capacity. • Bioretention areas were incorporated into the site design to provide required RRv for the development. See Stormwater Drainage Calculations. 4. Use of standard SMPs where applicable, to treat the portion of water quality volume not addressed by green infrastructure techniques and standard SMPs with RRv capacity. • The bioretention areas serve to the treat the remaining WQv. 5. Design of volume and peak rate control practices where required. • See Stormwater Drainage Calculations. The NYSDEC Stormwater Management Design Manual requires (5) five different criteria be considered when designing a stormwater management system. Those criteria are Water Quality, Runoff Reduction Volume, Channel Protection, Overbank Flooding and Extreme Storm Protection. Below is a summary of each item and how it is incorporated into this project. Multifamily Development 5/26/26 Page 12 of 23 Page 578 of 849

Water Quality & Runoff Reduction Volume: The NYSDEC requires reduction of the total water quality volume by green infrastructure techniques and SMP’s to replicate pre-development hydrology. Bioretention areas were incorporated into the site layout to provide the required RRv for contributing WQv runoff area for the development. The bioretention areas will provide 4,378 cf RRv. The minimum RRv required is 2,047 cf. The bioretention areas will also treat 6,349 cf of WQv. The required WQv = 10,727 cf. The sum of the WQv treated and the RRv is equal to the required WQv, therefore the practice is acceptable. Channel Protection: The NYSDEC requires that 24-Hour extended detention be provided for the proposed 1-year storm event. A volume of 5,335 cf is accommodated in the detention basin at elevation 671.04. Overbank Flooding: The NYSDEC requires that the 10-year proposed storm event be attenuated with detention and that the outlet be restricted to the 10-year existing storm event. A volume of 15,013 cf is accommodated in the detention basin at elevation 672.95. Extreme Storm Protection: The NYSDEC requires that the 100-year proposed storm event be attenuated with detention and that the outlet be restricted to the 100-year existing storm event. A volume of 34,966 cf is accommodated in the detention basin at elevation 674.73. Refer to the engineer’s report for storm sewer design criteria, runoff summary tables and stormwater drainage calculations. 113 OTHER CONTROLS 113.1 OFF-SITE VEHICLE TRACKING A stabilized construction exit will be provided to help reduce vehicle tracking of sediments. Existing paved areas will remain as long as possible and will be used for vehicle wash areas and to further aid in the reduction of vehicle tracking of sediments. The paved streets adjacent to the site entrance shall be inspected daily and swept as necessary to remove any excess mud, dirt, or rock tracked from the site. Dump trucks hauling material to/from the construction site will be covered with a tarpaulin. The job site superintendent will be responsible for seeing that these procedures are followed. 113.2 EXCAVATION SPOIL MATERIALS Excavation spoil materials are generated during the excavation of the development’s building and utilities installation. These materials must be properly managed to prevent them from contributing to storm water discharges. The materials generated from the development of this project will be hauled off-site or stockpiled for re-use in designated areas which will have temporary erosion & sediment control measures installed. Any removal from site will be done under the necessary permits required by the local governing agencies. 113.3 DUST CONTROL Minimizing wind erosion and controlling dust will be accomplished by one or more of the following methods: Multifamily Development 5/26/26 Page 13 of 23 Page 579 of 849

A. Frequent watering of excavation and fill areas. B. Providing gravel or paving at entrance/exit drives, parking areas and transit paths. 113.4 WASTE DISPOSAL If needed, all waste materials will be collected and stored in securely lidded metal dumpsters rented from an approved waste management company. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpsters. The dumpsters will be emptied when full and then hauled to a NYSDEC approved landfill for proper disposal. No construction waste will be buried on-site. All personnel will be instructed regarding the correct procedures for waste disposal. 113.5 SANITARY WASTE If needed, portable toilet units or field offices with toilet facilities connected to the municipal sanitary sewer will be used for sanitary purposes. All portable toilet units will be emptied a minimum of once per week by a licensed portable facility provided in compliance with local and state regulations. 113.6 CONCRETE WASTE FROM CONCRETE TRUCKS A. Emptying of excess unhardened concrete and/or washout from concrete delivery trucks will be allowed on the job site, but in either (1) specifically designated diked areas which have been prepared to prevent contact between concrete and/or washout and storm water which will be discharged from the site or (2) in locations where waste concrete will be poured into forms to make rip-rap or other useful concrete products. B. Hardened waste concrete from the designated diked areas described above will be disposed of in accordance with applicable local and state regulations with regards to disposal of construction debris. 113.7 HAZARDOUS SUBSTANCES & HAZARDOUS WASTE A. All hazardous waste materials will be disposed of by the Contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job superintendent, who will also be responsible for seeing these practices are followed. Material Safety Data Sheets (MSDS’s) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such products are stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. B. The contractor will implement the Spill Prevention Control and Countermeasures (SPCC) Plan found within this SWPPP and will train all personnel in the proper cleanup and handling of spilled materials. No spilled hazardous materials of hazardous wastes will be allowed to come in contact with storm water discharges. If such contact occurs, the storm water discharge shall be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated storm water. It shall be the responsibility of the job superintendent to properly train all personnel in the use of the SPCC plan. Multifamily Development 5/26/26 Page 14 of 23 Page 580 of 849

C. Any spills of hazardous materials which are in excess of the Reportable Quantities as defined by the EPA regulations shall be immediately reported to the EPA National Response Center at 1-100- 424-1102. From SWPPP-9 “Reportable Quantity Release Form” must be filled out. D. In order to minimize the potential for a spill of hazardous materials to come in contact with storm water, the following steps will be implemented: 1. All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location, under cover, when not in use. 2. The minimum practical quantity of all such materials will be kept on the job site. 3. A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 4. All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. 5. All products will be stored in and used from the original container with the original product label. 6. All products will be used in strict compliance with instructions on the product label. 7. The disposal of excess or used products will be in strict compliance with instructions on the product label. 113.8 CONTAMINATED SOILS A. Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with the procedures given in the Spill Prevention Control and Countermeasures (SPCC) Plan and in accordance with applicable state and federal regulations. B. The job site superintendent will be responsible for seeing that these procedures are followed. 114 COMPLIANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS The Contractor will obtain copies of any and all local and state regulations which are applicable to storm water management, erosion control, and pollution minimization at this job site and will comply fully with such regulations. The Contractor will submit written evidence of such compliance if requested by the Operator or any agent of a regulatory body. The Contractor will comply with all conditions of the SPDES General Permit for Construction Activity for the State of New York, including the conditions related to maintaining the SWPPP and evidence of compliance with the SWPPP at the job site and allowing regulatory personnel access to the job site and to records in order to determine compliance. The SWPPP for this site development project requires regulated MS4 approval from the Town of West Seneca. All changes to the SWPPP must be approved by the Town of West Seneca prior to applying changes to the SWPPP in the field. Multifamily Development 5/26/26 Page 15 of 23 Page 581 of 849

115 INSPECTION AND MAINTENANCE PROCEDURES The following inspection and maintenance practices will be used to maintain erosion and sediment controls and stabilization measures. 1. All control measures will be inspected by the owner/operator at least weekly and shall continue until the site complies with the Final Stabilization section of this document (See Section 116). 2. All control measures will be inspected by a Qualified Professional at least weekly and shall continue until the site complies with the Final Stabilization section of this document (See Section 116). 3. All measures will be maintained in good working order; if repairs or other measures are found to be necessary, they will be initiated within 24 hours of report. 4. Built up sediment will be removed from silt fence/silt sock when it has reached one-third the height of the fence. 5. Silt fence/silt socks will be inspected for depth of sediment, tears, etc., to see if the fabric is securely attached to the fence posts, and to see that the fence posts are securely in the ground. 6. Temporary and permanent seeding and all other stabilization measures will be inspected for bare spots, washouts, and healthy growth. 7. A maintenance inspection report will be made after each inspection. Copies of the report forms to be completed by the inspector are included in this SWPPP. 8. The job site superintendent will be responsible for selecting and training the individuals who will be responsible for these inspections, maintenance and repair activities, and filling out inspection and maintenance reports. 9. Personnel selected for the inspection and maintenance responsibilities will receive training from the job site superintendent. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment controls that are used onsite in good working order. They will also be trained in the completion of, initiation of actions required by, and the filing of the inspection forms. Documentation of this personnel training will be kept on site with the SWPPP. 10. Disturbed areas and materials storage areas will be inspected for evidence of or potential for pollutants entering stormwater systems. 11. Report to the NYSDEC within 24 hours any noncompliance with the SWPPP that will endanger public health or the environment. Follow up with a written report within 5 days of the noncompliance event. The following events require 24 hour reporting: a) any unanticipated bypass which exceeds any effluent limitation in the permit, b) any upset which exceeds any effluent limitation in the permit, and c) a violation of a maximum daily discharge limitation for any of the pollutants listed by the NYSDEC in the permit to be reported within 24 hours. The written submission must contain a description of the non-compliance and its cause; the period of non-compliance, including exact dates and times, and if the non-compliance has not been corrected, the anticipated time it is expected to continue; and steps taken or planned to reduce, eliminate, and prevent recurrence of the non-compliance. 12. Releases of hazardous substances or oil in excess of reportable quantities (as established under 40 CFR 110, 40 CFR 117 or 40 CFR 302) must be reported. Multifamily Development 5/26/26 Page 16 of 23 Page 582 of 849

Upon completion of construction, the property owner is responsible for ensuring that the stormwater facilities are regularly inspected and maintained. Maintenance and inspection procedures are as follows. 1. On a quarterly basis and following significant rainfall events or snow-melts, perform the following: • Inspect catch basins, storm manholes, treatment structures, storm piping and stormwater pond for debris and accumulation of sediment. • Remove and properly dispose of any collected debris and sediment in accordance with applicable state, federal and local regulations. • Flush piping with water if necessary to remove accumulated sediment. • Bioretention areas shall be maintained per the NYSDEC Maintenance and Management Checklist included in this SWPPP. • Check all stone outfall structures for erosion and re-stone if necessary to prevent further erosion. • Inspect grassed/landscaped areas for un-vegetated areas or areas with less than 85% healthy stand of grass and reseed and mulch as necessary. Water daily if reseeded in July and August. • A record of all inspections should be kept. 2. Maintain all lawn areas by regular mowing, including the grassed slopes of the stormwater pond and any grass swales. Any eroded areas shall be regarded, seeded and mulched immediately. 116 INSPECTION AND MAINTENANCE REPORT FORMS Once installation of any required or optional erosion control device or measure has been implemented, inspections shall be performed by a Qualified Professional at least once every seven (7) calendar days. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.C.3 of the General Permit to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. The owner and contractor shall obtain from the MS4 an approval for disturbing more than five-acres at any given time. For construction sites where active construction has been suspended, inspection frequency under the general permit can be reduced to once every 30 days, provided temporary stabilization measures have been applied to all disturbed areas. The forms found in this SWPPP shall be used by the inspectors to inventory and report the condition of each measure to assist in maintaining the erosion and sediment control measures in good working order. These report forms shall become an integral part of the SWPPP and shall be made readily accessible to governmental inspection officials, the Operator’s Engineer, and the Operator for review upon request during visits to the project site. In addition, copies of the reports shall be provided to any of these persons, upon request, via mail or facsimile transmission. Inspection and maintenance report forms are to be maintained by the permittee for five years following the final stabilization of the site. 117 OTHER RECORD-KEEPING REQUIREMENTS The Contractor shall keep the following records related to construction activities at the site: Multifamily Development 5/26/26 Page 17 of 23 Page 583 of 849

• Dates when major grading activities occur and the areas which were graded • Dates and details concerning the installation of structural controls • Dates when construction activities cease in an area • Dates when an areas is stabilized, either temporarily or permanently • Dates of rainfall and the amount of rainfall • Dates and descriptions of the character and amount of any spills of hazardous materials • Records of reports filed with regulatory agencies if reportable quantities of hazardous materials spilled 118 SPILL PREVENTION CONTROL AND COUNTERMEASURES (SPCC) PLAN 118.1 MATERIALS COVERED The following materials or substances are expected to be present onsite during construction: • Concrete/Additives/Wastes • Cleaning solvents • Sanitary wastes • Detergents • Petroleum based products • Paints/Solvents • Pesticides • Solid and construction wastes • Acids • Fertilizers • Soil stabilization additives 118.2 MATERIAL MANAGEMENT PRACTICES The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. The job site superintendent will be responsible for ensuring that these procedures are followed. A. Good Housekeeping The following good housekeeping practices will be followed onsite during the construction project. 1. An effort will be made to store only enough products required to do the job. 2. All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or in a containment area. At a minimum, all containers will be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. 3. Products will be kept in their original containers with the original manufacturer's label in legible condition. 4. Substances will not be mixed with one another unless recommended by the manufacturer. 5. Whenever possible, all of a product will be used up before disposing of the container. Multifamily Development 5/26/26 Page 18 of 23 Page 584 of 849

6. Manufacturer's recommendations for proper use and disposal will be followed. 7. The job site superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. B. Hazardous Products These practices will be used to reduce the risks associated with hazardous materials. Material Safety Data Sheets (MSDS's) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction trailer office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. 1. Products will be kept in original containers with the original labels in legible condition. 2. Original labels and material safety data sheets (MSDS's) will be procured and used for each material. 3. If surplus product must be disposed of, manufacturer's or local/state/federal recommended methods for proper disposal will be followed. 4. A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 5. All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. C. Hazardous Waste All hazardous waste materials will be disposed of by the Contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job site superintendent, who will also be responsible for seeing that these practices are followed. D. Product Specific Practices The following product specific practices will be followed on the job site. 1. Petroleum Products All onsite vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which are clearly labeled. Any petroleum storage tanks stored onsite will be located within a containment area that is designed with an impervious surface between the tank and the ground. The secondary containment must be designed to provide a containment volume that is equal to 110% of the volume of the largest tank. Drip pans shall be provided for all dispensers. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. The Multifamily Development 5/26/26 Page 19 of 23 Page 585 of 849

location of any fuel tanks and/or equipment storage areas must be identified on a plan by the contractor once the locations have been determined. 2. Fertilizers Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer will be worked in the soil to limit exposure to stormwater. Storage will be in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. 3. Paints, Paint Solvents, and Cleaning Solvents All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm sewer system but will be properly disposed of according to manufacturer's instructions or state and federal regulations. 4. Concrete Wastes Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in either (1) specifically designated diked areas which have been prepared to prevent contact between the concrete and/or wash out and storm water which will be discharged from the site or (2) in locations where waste concrete can be poured into forms to make riprap or other useful concrete products. The hardened residue from the concrete wash out diked areas will be disposed of in the same manner as other non-hazardous construction waste materials or may be broken up and used on site as deemed appropriate by the Contractor. The job site superintendent will be responsible for seeing that these procedures are followed. All concrete wash out areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to storm water discharges. The location of concrete wash out area(s) must be identified on a plan by the contractor once the locations have been determined. In addition, a standard detail on the construction of the concrete wash out shall be included on this plan. E. Solid and Construction Wastes All waste materials will be collected and stored in an appropriately covered container and/or securely lidded metal dumpster rented from a local waste management company which must be a solid waste management company licensed to do business in New York and the Town of Orchard Park. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied a minimum of twice per week or more often if necessary, and the trash will be hauled to a landfill approved by the NYSDEC. No construction waste materials will be buried on site. All personnel will be instructed regarding the correct procedures for waste disposal. All waste dumpsters and roll-off containers will be located in an area where the likelihood of the containers contributing to storm water discharges is negligible. If required, additional BMPs must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. The location of waste dumpsters and roll-off containers must be identified on a plan by the contractor once the locations have been determined. Multifamily Development 5/26/26 Page 20 of 23 Page 586 of 849

F. Sanitary Wastes Portable toilet units or field offices with toilet facilities connected to the municipal sanitary sewer will be used for sanitary purposes. All portable toilet units will be emptied a minimum of once per week by a licensed portable facility provided in compliance with local and state regulations. All sanitary waste units will be located in an area where the likelihood of the unit contributing to storm water discharges is negligible. If required, additional BMPs must be implemented, such as sandbags around the base, to prevent wastes from contributing to storm water discharges. The location of sanitary waste units must be identified on a plan by the contractor once the locations have been determined. G. Contaminated Soils Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with the procedures given in the Materials Management Plan and in accordance with applicable state and federal regulations. 118.3 SPILL PREVENTION AND RESPONSE PROCEDURES The Contractor will train all personnel in the proper handling and cleanup of spilled materials. No spilled hazardous materials or hazardous wastes will be allowed to come in contact with storm water discharges. If such contact occurs, the storm water discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated storm water. It shall be the responsibility of the job site superintendent to properly train all personnel in spill prevention and clean up procedures. A. In order to minimize the potential for a spill of hazardous materials to come into contact with storm water, the following steps will be implemented: 1. All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location, with their lids on, preferably under cover, when not in use. 2. The minimum practical quantity of all such materials will be kept on the job site. 3. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. 4. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. B. In the event of a spill, the following procedures should be followed 1. All spills will be cleaned up immediately after discovery. 2. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. Multifamily Development 5/26/26 Page 21 of 23 Page 587 of 849

3. The project manager and the Engineer of Record will be notified immediately. Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency, regardless of the size of the spill. Spills of amounts that exceed Reportable Quantities of certain substances specifically mentioned in federal regulations (40 CFR 110, 40 CFR 117, and 40 CFR 302) must be immediately reported to the EPA National Response Center, telephone 1-100-424-1102. From SWPPP- 9 “Reportable Quantity Release Form” must be filled out. 4. If the spill exceeds a Reportable Quantity, the SWPPP must be modified within seven (7) calendar days of knowledge of the discharge to provide a description of the release, the circumstances leading to the release, and the date of the release. The plans must identify measures to prevent the recurrence of such releases and to respond to such releases. C. The job site superintendent will be the spill prevention and response coordinator. He will designate the individuals who will receive spill prevention and response training. These individuals will each become responsible for a particular phase of prevention and response. The names of these personnel will be posted in the material storage area and in the office trailer onsite. 119 CONTROL OF NON-STORM WATER DISCHARGES Certain types of discharges are allowable under the NYSDEC SPDES General Permit for Construction Activity for the State of New York, and it is the intent of this SWPPP to allow such discharges. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The control measures which have been outlined previously in this SWPPP will be strictly followed to ensure that no contamination of these non-storm water discharges takes place. The following allowable non-storm water discharges which may occur at the job site include: A. Discharges from firefighting activities. B. Fire hydrant flushings (see note below) C. Waters used to wash vehicles or control dust in order to minimize offsite sediment tracking. D. Routine external building washdown which does not use detergents. E. Pavement wash waters where spills or leaks of hazardous materials have not occurred or detergents have not been used. F. Air conditioning condensate. G. Springs or other uncontaminated groundwater, including dewatering ground water infiltration. H. Foundation or footing drains where no contamination with process materials such as solvents is present. Note: The Contractor shall discharge any super-chlorinated water from water distribution pipe disinfection activities into sanitary sewer system Multifamily Development 5/26/26 Page 22 of 23 Page 588 of 849

120 STORM WATER CONTROL FACILITY MAINTENANCE The frequency of inspections for the bioretention areas shall match the frequencies listed on the “Bioretention Operation, Maintenance and Management Inspection Checklist” in Appendix L of the SWPPP. The proposed catch basins, as per section 115, shall be inspected 4 times per year for removal of floatable debris. Any silt buildup over 6” in depth shall be removed and disposed of properly off-site. Multifamily Development 5/26/26 Page 23 of 23 Page 589 of 849

Appendix A Site Location Map Page 590 of 849

Site Location Map Page 591 of 849

Appendix B NYSDEC Notice of Intent (NOI) Page 592 of 849

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Appendix C MS4 SWPPP Acceptance Form Page 602 of 849

MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information 1. Owner/Operator Name: Brian Hillery & William Sahlem 2. Contact Person: Brian Hillery 3. Street Address: 1 Woodthrush Trail 4. City/State/Zip: Orchard Park, NY 14127 II. Project Site Information 5. Project/Site Name: Multifamily Development 6. Street Address: 1425 & 1475 Orchard Park Road 7. City/State/Zip: West Seneca, NY 14224 III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. Telephone Number: Page 1 of 2 Page 603 of 849

MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYSDEC - MS4 SWPPP Acceptance Form - January 2025) Page 2 of 2 Page 604 of 849

Appendix D Engineer’s Report Page 605 of 849

ENGINEER’S REPORT for Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, Erie County, New York Prepared for Brian Hillery & William Sahlem 1 Woodthrush Trail Orchard Park, NY 14127 Prepared by Carmina Wood Design 80 Silo City Row, Suite 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 May 2026 Page 606 of 849

Table of Contents Written Engineer’s Report Section 1 – Location & Description Page 1 Section 2 – Water Service Page 1 Section 3 – Sanitary Sewer Service Page 1 Section 4 – Storm Sewer Service Page 2 Section 5 – Erosion Control Summary Page 3 Section 6 – Geotechnical Items Page 4 Appendices Appendix A Site Location Map Appendix B Sanitary Sewer & Water Demand Calculations Appendix C Downstream Sewer Capacity Analysis Report Appendix D Storm Water Calculations Appendix E Soil Information Page 607 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 1 of 4 5/26/2026 Section 1 – Location & Description This new development project involves the construction of three (3) 4-unit, one (1) 5-unit and two (2) 6- unit ranch style townhomes, for a total of 29 units. Construction will also consist of associated parking, storm water management, utility, lighting, and landscaping improvements. The site is currently vacant consisting of grass, brush and tree cover. The total area of the site is 16.59 acres with an area of disturbance of approximately 7.37 acres. The site has been rezoned to C-1(S) to allow for the development. See Appendix A for Site Location Map. Section 2 – Water System The proposed 6” combined water service will connect to an existing 8” PVC water main located on the west side of Orchard Park Road. The proposed service will tap the main and enter a heated enclosure where an RPZ and meter will be provided. The combined service will enter the buildings and reduce to a 2” domestic service. Two (2) private fire hydrants are proposed to provide fire protection. Drainage from the hotbox due to testing or failure will be via gravity to the nearest drainage inlet. Water inside the building will be used for typical bathroom and janitorial uses. Domestic Summary: Peak Operating Demand: 87 gpm Water Main: 8” PVC water main along Orchard Park Road Static Pressure: 70 psi Friction Loss: 0.2 psi Elevation Loss: -2.0 psi Meter & RPZ Loss: 13 psi Pressure at furthest unit: 58.8 psi Fire Summary: Peak Operating Demand: 1,000 gpm Water Main: 8” PVC water main along Orchard Park Road Static Pressure: 70 psi Friction Loss: 12.6 psi Elevation Loss: -2.0 psi Meter & RPZ Loss: 13 psi Pressure at furthest hydrant: 46.4 psi Repairs to all devices will be made during off hours; dual backflow preventers are not required. The site is not located in a 100-year flood plain. Disinfection of the water service following installation will be continuous feed, according to AWWA C-651, latest revision. See Appendix B for Sanitary Sewer & Water Calculations. Section 3 – Sanitary Sewer Service The proposed sanitary sewer service will connect to an existing manhole located along the west side of Orchard Park Road. The proposed service will consist of approximately 691 LF of 8” SDR-35 PVC private sanitary sewer main at a slope of 0.4%, 346 LF of 6” SDR-35 PVC sanitary sewer lateral at a minimum slope of 1.0% and 285 LF of 3” SDR-21 PVC force main with a minimum cover of 4’. Page 608 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 2 of 4 5/26/2026 Design Parameters: Multifamily Development: 29 units x 220 gpd/unit = 6,380 gpd Since the sanitary sewer extension is designed to convey greater than 2,500 gpd, a downstream sewer capacity analysis was performed to ensure that the existing sewer could handle the additional flow. The hydraulic loading rates per “Design Standard for Wastewater Treatment Works” 2014, NYSDEC. See Appendix B for Sanitary Sewer & Water Calculations See Appendix C for Downstream Sewer Capacity Analysis Report Section 4 – Storm Sewer Service The existing site sheet drains from east to west to a USACE jurisdictional wetland area at the rear of the site. The proposed development will replicate the existing hydrology of the site. The proposed hydrology for the development project area will consist of overland sheet flow and pipe channel flow. The storm sewer system for this site will consist of 6”, 8” and 12” HDPE pipes connected by a series of catch basins and yard drains. Stormwater runoff generated from the site will enter the pipe network and be conveyed to a detention basin on the west side of the site. The detention basin will discharge runoff, at a controlled rate, to the existing wetlands. To meet NYSDEC water quality requirements, runoff will be conveyed to a bioretention areas prior to the detention basin. Runoff that is currently being discharged on to the site from the church parking lot to the east will be collected and piped to the west side of the site. Design Criteria Storm pipes: 10-year storm Detention: Comparison of the existing 1-year vs. the proposed 1-year runoff. Comparison of the existing 10-year vs. the proposed 10-year runoff. Comparison of the existing 10-year vs. the proposed 25-year runoff. Comparison of the existing 100-year vs. the proposed 100-year runoff. Stormwater Runoff Summary: To Detention: Event Prop. Runoff (cfs) Elevation (ft) Storage (cf) 1-yr 1.94 671.04 5,335 10-yr 2.82 672.95 15,013 25-yr 3.10 673.70 21,268 100-yr 3.45 674.73 34,966 Direct: Event Prop. Runoff (cfs) 1-yr 0.38 10-yr 1.12 25-yr 1.57 100-yr 2.52 Total Site: Event Ex. Runoff (cfs) Prop. Runoff (cfs) 1-yr 2.63 2.32 10-yr 8.17 3.94 25-yr 11.66 4.67 100-yr 18.97 5.97 Page 609 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 3 of 4 5/26/2026 See Appendix D for Storm Water Calculations Section 5 – Erosion Control Summary Stabilization Practices Stabilization practices for this site include: A. Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed. B. Use of stabilization fabric for all slopes having a slope greater than 1V:3H. C. Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. D. Mulching exposed areas. E. Frequent watering to minimize wind erosion during construction. Structural Practices Structural practices for this site include: A. Inlet protection using a method detailed in the Construction Documents B. Perimeter protection using temporary silt fence C. Temporary stone wash off areas Sequence of Major Activities The Contractor will be responsible for implementing the following erosion control and storm water management control measures. The Contractor may designate these tasks to certain subcontractors as he sees fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the Contractor. The order of activities will be as follows: A. Construct temporary construction exit at location shown on the Demo & Erosion Control Plan Sheet. B. Install perimeter silt fences in the locations shown on the Demo & Erosion Control Plan sheet. C. Clear and grub site within disturbance (silt fence) limits. D. Installation of detention basin to act as sediment basin (do not install bioretention soil or underdrains until stabilized) E. Commence site grading. F. Disturbed areas of the site where construction activity has ceased for more than 14 days shall be temporarily seeded and watered. G. Construction of buildings. H. Installation of proposed utilities. I. Finalize pavement subgrade preparation. J. Construct all curb, drainage inlets, storm sewer pipes and storm sewer manholes, as shown on the plans. Install temporary inlet protection at the locations of all new inlets. K. Dust control. L. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. M. Install base material as required for pavement. N. Carry out final grading and seeding and planting. O. Clean storm system following construction. P. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. Page 610 of 849

Multifamily Development 1425 & 1475 Orchard Park Road West Seneca, NY 14224 Page 4 of 4 5/26/2026 Section 6 – Geotechnical Items According to the USDA Web Soil Survey, the onsite soil is made up of Darien silt loam, Niagara silt loam and Remsen silty clay loam. These soils are categorized under hydrologic soil groups C/D and D and will have a slow infiltration rate when thoroughly wet. See Appendix D for Soil Information. Page 611 of 849

Appendix A Site Location Map Page 612 of 849

Site Location Map Page 613 of 849

Appendix B Sanitary Sewer & Water Demand Calculations Page 614 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 5/22/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, New York 14203 Project Address: 1425-1475 Orchard Park Road - West Seneca (716) 842-3165 Subject: Sanitary Sewer Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Townhomes 220 gal/d/unit x 29 units = 6,380 gpd *use 220 gallons per unit per day (2-bdrm) Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 6,380 gpd / 51.96 gpcd = 123 per capita Population (P) = 123 people Peaking Factor : (18 +√P) / (4 + √P ) where P is in thousands Peaking Factor = 4.22 Peak Sanitary Demand = 6,380 x 4.22 = 26,911 gpd = 0.027 MGD = 0.042 cfs Required Infiltration and Inflow Mitigation: Mitigation Fee = $2.40 /gal = $15,312.00 Page 615 of 849

Carmina Wood Design Project No.: 23-4121 Date: 5/18/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, NY 14203 Project Address: 1475 Orchard Park Road - Town of West Seneca (716) 842-3165 Subject: Sanitary Sewage Pump Station Design FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Apartments 220 gpd/unit x 25 units = 5,500 gpd Average Site Sanitary Flow: = 5,500 gpd Peak Site Sanitary Flow: = 22,000 gpd PF = 4.0 * assume flow over 18 hour period Peak Site Sanitary Flow: = 20.4 gpm 8" inlet into pump station invert: 670.68 Forcemain invert at tie into downstream sewer: 676.55 Pump chamber diameter: 5 ft ( 147 gal/ft) Storge required: * use filling time of 30 minutes @ 20.4 gpm (peak flow) Storage required = 20.4 gpm x 30 mins = 4.16 ft 147 gal Top of pump station: 682.40 Inlet & Alarm: 670.68 2 pumps on: 670.18 (inlet minus 0.5 ft) 1 pump on: 669.68 (2 pumps on minus 0.5 ft) pumps off: 665.52 (1 pump on minus storage required) Bottom of station: 664.27 (pumps off minus 1.15 ft) Total depth: 18.13 ft Cleansing velocity: Using a 3 inch forcemain, find flow for min 2 fps cleansing velocity A= 0.05 ft2 2 Q=VxA= 2 fps x 0.05 ft = 0.09817 cfs = 44.1 gpm Page 616 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 5/22/2026 80 Silo City Row, Suite 100 Project Name: Multifamily Development Buffalo, New York 14203 Project Address: 1425-1475 Orchard Park Road - West Seneca (716) 842-3165 Subject: Water Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Water Demand Calculations (domestic): Townhome Development: Q = 3 gpm/unit x 29 units = 87 gpm ECDOH Requirement Water Demand Calculations (fire): Q= 1500 gpm * per ISO Guidelines Elev. at ex. residual hydrant = 684.5 ft Static pressure at ex. hydrant = 70 psi El. @ road tap = 684.5 ft Δ elev ex. hydrant to road tap = 0 ft = 0.0 psi (positive is decrease in pressure from static) (negative is increase in pressure from static) Static pressure at road tap = 70.0 psi El. @ furthest building = 679.9 ft Δ elev road tap to furthest building = -4.6 ft = -2.0 psi (positive is decrease in pressure from static) (negative is increase in pressure from static) Find residual at furthest unit using domestic flow: Headlosses: Qpeak = 87.0 gpm Pipe = 6 inch PVC C = 150 Length = 646 LF (approx. distance from tap to furthest building) 10.44 L Q1.85 10.44(646)(87)1.85 HL = 1.85 4.866 = = 0.40 ft = 0.2 psi C D (150)1.85 (6)4.866 Loss through 6-inch RPZ & meter = 13 psi Residual pressure at furthest unit = Static pressure at road tap - headlosses - Δ elev =70.0 - 0.2 - 13 - (-2) = 58.8 psi Find residual at furthest hydrant using fire flow: Headlosses: Qpeak = 1000 gpm Pipe = 6 inch PVC C = 150 Length = 509 LF (approx. distance from tap to furthest hydrant) 10.44 L Q1.85 10.44(509)(1000) 1.85 HL = 1.85 4.866 = 1.85 4.866 = 29.05 ft = 12.6 psi C D (150) (6) Loss through 6-inch RPZ = 13 psi Residual pressure at furthest unit = Static pressure at road tap - headloss - Δ elev = 70.0 - 12.6 - 13 - (-2) = 46.4 psi Page 617 of 849

Appendix C Downstream Sewer Capacity Analysis Report Page 618 of 849

TOWN OF WEST SENECA TOWN SUPERVISOR GARY A. DICKSON TOWN COUNCIL JEFF PIEKAREC ENGINEERING DEPARTMENT SCOTT ROBERTSON ROBERT BREIDENSTEIN MARY SHERMAN 1/6/2026 Jeffrey Scheiber Code Enforcement Officer Town of West Seneca Re: Proposed Townhouses (1425 Orchard Park Road) Sanitary Sewer Capacity Analysis (Revised December 2025) Dear Mr. Schieber, In January 2025, the Town Board approved the discharge of sanitary sewage flow from the proposed developments at 1425 Orchard Park Road and 1130 Orchard Park Road into the Town’s existing 10” sewer main located along Orchard Park Road which is part of the Town’s Sewer District 13. At that time, the proposed average daily flow from 1425 Orchard Park Road development was calculated to be 7,040 gallons per day. This volume was based on a total of (32) 2-bedroom apartments, assuming 110 gallons per day per bedroom. PROPOSED CHANGES: The developer is now proposing to construct twenty-nine (29) 2-bedroom townhouses instead of the apartment units, which has reduced the proposed sewage flow from 7,040 gallons per day to 6,380 gallons per day, assuming 110 gallons per day per bedroom. CONCLUSION: Since the proposed sewer flow for the twenty nine, 2 bedroom townhouses is less than the previously approved apartments, I have no additional concerns with the capacity of the sewer. SEWER MITIGATION FEE Please note in July 2024 the Town increased the cost per gallon for the sewer mitigation fee from $1.20/gallon to $2.40/gallon. The original application was submitted prior to that date but the revised project for 1425 Orchard Park Road was submitted after the fee changed, so I am proposing to utilize the new fee to calculate the total amount for the revised project as follows: TOWN HALL 1250 UNION ROAD· WEST SENECA. NEW YORK 14224 • (716) 558-3220 • FAX (716) 677-5448 www.westseneca.net Page 619 of 849

1425 Orchard Park Road: 6,380 GPD (increase of average daily flow) x $2.40 ($/gallon) $15,312 A sewer mitigation fee, as calculated above, should be collected by your office and applied toward the sewer repair fund for Sewer District 13. Very truly yours, Jason A. Foote, P.E. Town Engineer cc: Files: Chris Trapp, Town Attorney Supervisor Dickson and Town Board Members TOWN HALL 1250 UNION ROAD· WEST SENECA. NEW YORK 14224 • (716) 558-3220 • FAX (716) 677-5448 www.westseneca.net Page 620 of 849

DOWNSTREAM SANITARY SEWER CAPACITY ANALYSIS REPORT for Proposed Apartments 1425 Orchard Park Road Town of West Seneca, Erie, NY Prepared for William Sahlem and Brian Hillery 1 Woodthrush Trail, Orchard Park, NY 14127 Prepared by Carmina Wood Design 487 Main Street, Suite 500 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 December 2023 Page 621 of 849

Project Description This project is a development of a 3.17 acre +/- site located on the west side of Orchard Park Road in the Town of West Seneca. The property will be developed with (26) 2-bedroom apartment units and (4) 3-bedroom apartment units. This analysis will also include the recently approved multi-family project at 1130 Orchard Park Road (45 2- bedroom units). The proposed sewer service for this development will connect to an existing 10” Town of West Seneca sewer main the runs along the west side of Orchard Park Road. Node 1 – 1001 Orchard Park Rd (12”): Existing Peak Flow measured (wet weather event) = 2.844 cfs (1.838 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 2.955 cfs Theoretical capacity of existing 12” pipe @ 0.36% = 2.314 cfs Conclusion: Monitored flows the day following the 0.72” rainfall event exceeded the capacity of the existing pipe 12” sewer. One time during the monitoring period the flow depth exceeded the pipe diameter at Node 1, but at no time during the monitoring period did the flow at any point slow or stall which would have caused a backup or flooding at the manhole. The 12” sewer receives surcharges from a 27” sewer and 36” sewer downstream during high rainfall events. Outside of these events, the 12” sewer has ample capacity to handle the additional proposed total peak flow. I/I mitigation shall be required for the contribution proposed for this project. Node 2 – Orchard Park Rd (15”): Existing Peak Flow measured (wet weather event) = 2.917 cfs (1.885 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 3.028 cfs Theoretical capacity of existing 15” pipe @ 0.34% = 4.077 cfs Conclusion: The proposed total peak flow is less than the capacity of the 15” pipe, therefore there is sufficient capacity. One time during the monitoring period the flow depth exceeded the pipe diameter at Node 2, but at no time during the monitoring period did the flow at any point slow or stall which would have caused a backup or flooding at the manhole. The 15” sewer receives surcharges from a 27” sewer and 36” sewer downstream during high rainfall events. Outside of these events, the 15” sewer has ample capacity to handle the additional proposed total peak flow. I/I mitigation shall be required for the contribution proposed for this project. Proposed Apartments 10/3/2022 Page 1 of 2 Page 622 of 849

Node 3 – Orchard Park Rd & Fairfax (48”): Existing Peak Flow measured (wet weather event) = 14.470 cfs (9.352 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 14.581 cfs Existing Peak Flow measured (overall) = 16.150 cfs (10.438 mgd)* Proposed Apartments Peak Flow (Flattery’s) = 0.065 cfs** Proposed Apartments Peak Flow (1425 OP Road) = 0.046 cfs** Proposed Total Peak Flow = 16.261 cfs Theoretical capacity of existing 48” pipe @ 0.15% = 60.218 cfs Conclusion: The proposed total peak flow is less than the capacity of the 48” pipe, therefore there is sufficient capacity. At no time during the monitoring period did flow depth exceed the pipe diameter at Node 3 of the downstream monitoring points during the rain events monitored. Foot Notes: Downstream capacity node information provided by Town of West Seneca *Converted from measurements in TECSmith report dated 9/15/22 & 4/19/22 ** See Sanitary Sewage Demand Calculations Proposed Apartments 10/3/2022 Page 2 of 2 Page 623 of 849

Location Map Page 624 of 849

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Sanitary Demand Calculations Page 626 of 849

CARMINA WOOD DESIGN Project No.: 23-4121 Date: 12/11/2023 487 MAIN STREET, SUITE 500 Project Name: Proposed Apartment Development BUFFALO, NEW YORK, 14203 Project Address: 1425 Orchard Park Road (716) 842-3165 Subject: I & I Mitigation FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Development 220 gal/d/unit x 26 units = 5,720 gpd *use 220 gal/d/unit (2-bdrm apt) 330 gal/d/unit x 4 units = 1,320 gpd *use 330 gal/d/unit (3-bdrm apt) Total Site Sanitary Demand: = 7,040 gpd Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 7,040 gpd / 52 gpcd = 135 per capita Population (P) = 135 people Peaking Factor : (18 +√P) / (4 + √P ) where P is in thousands Peaking Factor = 4.21 Peak Sanitary Demand = 7,040 x 4.21 = 29,604 gpd = 0.030 MGD = 0.046 cfs Required Infiltration and Inflow Mitigation: Total Sanitary Flow = 7,040 gpd Mitigation Credit = $1.20 / gpm (Town of West Seneca) Mitigation Agreement Amount = $8,448.00 Page 627 of 849

CARMINA WOOD DESIGN Project No.: 22.128 Date: 10/3/2022 487 MAIN STREET, SUITE 500 Project Name: Residential Apartments BUFFALO, NEW YORK, 14203 Project Address: 1130 Orchard Park Road West Seneca, NY (716) 842-3165 Subject: Sanitary Sewer Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: Proposed Apartments 220 gal/d/unit x 45 units = 9,900 gpd *use 220 gallons per unit per day (2-bdrm) Total Site Sanitary Demand: = 9,900 gpd Find Peak Sanitary Demand: Peaking Factor based on Population: Total demand: 9,900 gpd / 100 gpcd = 99 per capita Population (P) = 99 people Peaking Factor : (18 +ÖP) / (4 + ÖP ) where P is in thousands Peaking Factor = 4.24 Peak Sanitary Demand = 9,900 x 4.24 = 42,023 gpd = 0.042 MGD = 0.065 cfs Required Infiltration and Inflow Mitigation: Peak Sanitary Flow = 42,023 gpd = 29.18 gpm 4:1 offset flow per NYSDEC requirements = 29.18 x 4 = 116.73 gpm req'd Mitigation Credit = 30 gpm / lateral Laterals to be replaced* = 3.9 laterals = 4 laterals *(or other mitigation as identified by the Town) From DSCA for Multi-family project at 1130 Orchard Park Road Page 628 of 849

TECSmith Monitoring Report Page 629 of 849

Date Node 1 Node 2 Rain 2 Date Node 3 Rain 2 Snow 1001 Orchard Park Rd (12") Orchard Park Rd 15" (15") Orchard Park Rd & Fairfax (48") FLOW PEAK FLOW PEAK FLOW PEAK FLOW PEAK (inches) FLOW PEAK FLOW PEAK (inches) (inches) (GAL x 1,000) (MGD) LEVEL (IN) (GAL x 1,000) (MDG) LEVEL (IN) (GAL x 1,000) (MDG) LEVEL (IN) 8/16/2022 89.257 0.440 5.964 168.586 0.721 4.437 0.23 3/17/2022 3196.614 6.783 13.938 0 0 8/17/2022 215.037 0.376 4.744 438.779 0.622 3.770 0 3/18/2022 5684.090 6.485 13.639 0 0 8/18/2022 189.150 0.370 4.686 427.549 0.628 3.826 0 3/19/2022 6314.024 7.874 17.857 0.27 0 8/19/2022 185.188 0.342 4.512 414.203 0.666 4.069 0 3/20/2022 7506.892 9.168 20.985 0.08 0 8/20/2022 202.299 0.331 4.923 396.354 0.689 4.133 0 3/21/2022 6601.632 8.220 19.365 0 0 8/21/2022 242.472 0.443 5.850 452.414 0.758 4.278 0.11 3/22/2022 5911.885 6.708 14.066 0 0 8/22/2022 211.005 0.478 4.897 492.229 0.645 3.891 0.14 3/23/2022 6366.253 9.352 21.857 0.51 0 8/23/2022 205.428 0.447 4.517 162.364 0.422 3.395 0.05 3/24/2022 8410.107 10.438 23.577 0 0 8/24/2022 203.451 0.394 4.725 253.953 0.604 4.307 0.45 3/25/2022 7059.230 8.020 19.386 0 0 8/25/2022 181.878 0.416 4.675 439.324 0.669 4.150 0 3/26/2022 7112.401 8.489 19.148 0.09 0.1 8/26/2022 190.142 0.419 4.851 414.269 0.625 3.883 0 3/27/2022 7001.414 8.461 18.753 0.06 2.3 8/27/2022 177.502 0.405 4.759 424.759 0.670 4.011 0 3/28/2022 6396.917 7.538 17.111 0.01 0.4 8/28/2022 149.262 0.306 4.729 402.881 0.700 4.187 0 3/29/2022 5909.058 6.957 14.053 0 0 8/29/2022 131.545 0.272 4.563 409.867 0.776 4.384 0 3/30/2022 5521.696 6.653 13.811 0.01 0 8/30/2022 277.592 0.705 7.523 530.810 1.126 5.440 0.97 3/31/2022 5943.213 7.661 16.548 0.09 0 8/31/2022 207.872 0.351 5.185 507.470 0.687 4.085 0 4/1/2022 5419.635 6.277 14.053 0.06 0.1 9/1/2022 185.028 0.361 5.419 434.561 0.610 3.756 0 4/2/2022 5147.186 6.140 13.371 0 0 9/2/2022 157.770 0.346 4.843 411.119 0.619 3.892 0 4/3/2022 5083.174 6.186 13.093 0.01 0 9/3/2022 147.788 0.355 5.089 391.309 0.645 4.003 0 4/4/2022 4946.766 6.325 12.723 0 0 9/4/2022 166.764 0.303 4.897 378.377 0.635 3.860 0.04 4/5/2022 4901.882 5.708 12.382 0 0 9/5/2022 464.216 1.838 32.342 716.100 1.885 64.943 0.72 4/6/2022 4842.495 5.943 12.848 0.21 0 9/6/2022 241.691 0.307 5.076 505.569 0.654 4.013 0 4/7/2022 7751.294 9.369 21.493 0.25 0 9/7/2022 190.037 0.354 5.440 449.703 0.749 4.317 0.01 4/8/2022 7000.725 8.355 18.804 0 0 9/8/2022 182.211 0.372 4.852 443.591 0.642 3.912 0 4/9/2022 6041.826 7.017 13.864 0 0 9/9/2022 180.567 0.332 5.309 426.468 0.702 4.143 0 4/10/2022 5473.970 6.521 13.216 0 0 9/10/2022 169.443 0.373 5.192 428.528 0.686 4.058 0 4/11/2022 5257.193 7.976 15.138 0.13 0 9/11/2022 98.925 0.532 6.704 397.027 0.919 4.930 0.03 4/12/2022 7299.038 9.109 16.993 0.14 0 9/12/2022 336.528 0.958 8.256 552.252 1.290 5.735 0.28 4/13/2022 6134.522 7.267 14.479 0.05 0 9/13/2022 356.909 0.736 6.372 589.969 0.876 4.687 0.14 4/14/2022 3692.282 6.917 14.240 0 0 9/14/2022 112.265 0.350 5.193 258.683 0.696 4.002 0 ‐‐‐ --- --- --- --- --- --- --- --- --- --- --- --- 3.17 --- --- --- --- 1.97 2.9 MGD CFS MGD CFS MGD CFS Wet 1.838 2.844 Wet 1.885 2.917 Wet 9.352 14.470 Dry 0.958 1.482 Dry 1.290 1.996 Dry 10.438 16.150 ` Page 630 of 849

TECsmith TECSMITH, Inc. PO Box 95 Clarence, NY 14031 Tel: 716-462-0382 Date: September 15, 2022 SANITARY SEWER FLOW CAPACITY STUDY – Summary Review Prepared For: 1130 Orchard Park Road Capacity Analysis R. Christopher Wood, PE Partner 487 Main Street, Suite 500 Buffalo, New York 14203 Project Name: 1130 Orchard Park Road Capacity Analysis Flow Monitoring Period: August 16, 2022 to September 14, 2022 Rain Events (> 0.5-inches) Monitored: August 30 (0.97”), and September 5 (0.72”) Number of Monitoring Nodes: Two (2) downstream manholes Node Locations and Descriptions: • Node 1 1001 Orchard Park Rd (12”) • Node 2 Orchard Park Rd 15" (15”) Summary Conclusion: Based on the data presented in this report, specifically the flow depth measurements recorded (see graphs below) • One time the flow depth exceeds pipe diameter at all nodes of the downstream monitoring points during the wet weather events monitored. water and wastewater monitoring specialists Page 631 of 849

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TECsmith TECSMITH, Inc. PO Box 95 Clarence, NY 14031 Tel: 716-462-0382 Depth of Flow Capacity Summary: Depth of flow capacity is based on diameter of pipe. See graphs below. • One time during the monitoring period did depth of flow exceed pipe diameter at Node 1. Node 1 35 30 25 Level and Pipe Size 20 15 10 5 0 17-Aug-22 18-Aug-22 19-Aug-22 20-Aug-22 20-Aug-22 21-Aug-22 22-Aug-22 23-Aug-22 24-Aug-22 25-Aug-22 25-Aug-22 26-Aug-22 27-Aug-22 28-Aug-22 29-Aug-22 30-Aug-22 30-Aug-22 31-Aug-22 1-Sep-22 2-Sep-22 3-Sep-22 4-Sep-22 4-Sep-22 5-Sep-22 6-Sep-22 7-Sep-22 8-Sep-22 9-Sep-22 9-Sep-22 10-Sep-22 11-Sep-22 12-Sep-22 13-Sep-22 14-Sep-22 Level Pipe Size (in.) water and wastewater monitoring specialists Page 633 of 849

• Level and Pipe Size 10 20 30 40 50 60 70 0 17-Aug-22 18-Aug-22 19-Aug-22 19-Aug-22 TECsmith 20-Aug-22 21-Aug-22 22-Aug-22 22-Aug-22 23-Aug-22 24-Aug-22 25-Aug-22 26-Aug-22 26-Aug-22 27-Aug-22 28-Aug-22 Level 29-Aug-22 29-Aug-22 30-Aug-22 Node 2 31-Aug-22 1-Sep-22 2-Sep-22 Pipe Size 2-Sep-22 3-Sep-22 water and wastewater monitoring specialists 4-Sep-22 5-Sep-22 6-Sep-22 6-Sep-22 7-Sep-22 8-Sep-22 9-Sep-22 9-Sep-22 10-Sep-22 11-Sep-22 One time during the monitoring period did depth of flow exceed pipe diameter at Node 2. 12-Sep-22 13-Sep-22 13-Sep-22 PO Box 95 Clarence, NY 14031 TECSMITH, Inc. Tel: 716-462-0382 Page 634 of 849

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Sewer Node Maps Page 636 of 849

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Appendix D Storm Water Calculations Page 640 of 849

Calculate Water Quality Volume Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? No What is the nature of this construction project? New Construction Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Contributing Percent Drainage Area Impervious Area WQv SMP Area Impervious Rv Number (Acres) (cf) Description (Acres) % Filtration 1 3.66 1.89 52 0.51 6,839 Bioretention Filtration 2 2.16 1.07 50 0.50 3,888 Bioretention 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 5.82 2.96 51 0.51 10727 Required WQv Page 641 of 849

Calcuate Minimum RRv Required Enter the Soils Data for the site Hydrologic Soil Acres S Group A 55% B 40% C 30% D 2.96 20% Total Area 2.96 Calculate the Minimum RRv S= 0.20 Impervious = 2.96 acres Precipitation 1.00 inches Rv 0.95 Minimum RRv 0.047 af 2047 cf Page 642 of 849

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 1 3.66 1.89 52 0.51 6,839 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) >2 Enter depth to bedrock (ft) >2 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 15 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 2850 sf Enter Provided Filter Area Af 2855 sf Recalculated Water Quality Volume (based on WQv calc 6852 cf provided filter area) Calculate Runoff Reduction RRv Provided 2,741 cf This is the portion of the WQv that is not reduced in WQv Treated 4098 cf the practice. Page 643 of 849

Filtration Bioretention (F-5) Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Contributing Impervious Percent Drainage Area WQv Precipitation Area Area Impervious Rv Description Number (cf) (in) (Acres) (Acres) % Filtration 2 2.16 1.07 50 0.50 3,888 1.00 Bioretention Design Criteria Enter underlying soil infiltration rate (based on 0 Underdrains required geotechnical testing, refer to Appendix D) Is the contributing area to the practice a No stormwater hotspot? Is the practice the first in series for treatment No of a Level 1 (Infiltration Restricted) hotspot? Is contributing area greater than max. No contributing area? Enter depth to seasonal high water table (ft) >2 Enter depth to bedrock (ft) >2 Is pretreatment provided, in conformance with Yes Section 6.4.3.1 Enter average height of ponding (ft) 0.5 Enter depth of surface layer (inches) 3 Enter depth of filter media (ft) 2.5 Enter depth of drainage layer (inches) 10 Enter slope of maintenance access (%) 15 Enter width of maintenance access (ft) 12 Sizing Criteria Value Units Notes Permeability Flow Rate k 1 ft/day Filter Time tf 2 days Required Filter Area Af 1620 sf Enter Provided Filter Area Af 1705 sf Recalculated Water Quality Volume (based on WQv calc 4092 cf provided filter area) Calculate Runoff Reduction RRv Provided 1,637 cf This is the portion of the WQv that is not reduced in WQv Treated 2251 cf the practice. Page 644 of 849

Filtration Bioretention (F-5) Total Area 5.82 acres Total Impervious 3 acres Total RRv Provided 4,378 cf Total WQv Provided 6,349 cf Page 645 of 849

1S Existing - North 2S Existing - South Subcat Reach Pond Link Routing Diagram for 23-4121 storm calcs - Existing Prepared by Carmina Wood Design, Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 646 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 647 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 225,751 80 Pasture/grassland/range, Good, HSG D (1S, 2S) 49,422 79 Woods/grass comb., Good, HSG D (1S) 275,173 80 TOTAL AREA Page 648 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 275,173 HSG D 1S, 2S 0 Other 275,173 TOTAL AREA Page 649 of 849

23-4121 storm calcs - Existing Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 225,751 0 225,751 Pasture/grasslan d/range, Good 0 0 0 49,422 0 49,422 Woods/grass comb., Good 0 0 0 275,173 0 275,173 TOTAL AREA Page 650 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=806' Tc=28.2 min CN=80 Runoff=1.59 cfs 7,325 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=1.04 cfs 3,797 cf Total Runoff Area = 275,173 sf Runoff Volume = 11,121 cf Average Runoff Depth = 0.48" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 651 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Existing - North Runoff = 1.59 cfs @ 12.25 hrs, Volume= 7,325 cf, Depth= 0.48" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 1.59 cfs Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=181,234 sf Runoff Volume=7,325 cf Flow (cfs) 1 Runoff Depth=0.48" Flow Length=806' Tc=28.2 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 652 of 849

23-4121 storm calcs - Existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Existing - South Runoff = 1.04 cfs @ 12.15 hrs, Volume= 3,797 cf, Depth= 0.48" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph Runoff 1.04 cfs 1 Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=93,939 sf Runoff Volume=3,797 cf Flow (cfs) Runoff Depth=0.48" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 653 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=806' Tc=28.2 min CN=80 Runoff=4.98 cfs 20,479 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=3.19 cfs 10,615 cf Total Runoff Area = 275,173 sf Runoff Volume = 31,093 cf Average Runoff Depth = 1.36" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 654 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Existing - North Runoff = 4.98 cfs @ 12.23 hrs, Volume= 20,479 cf, Depth= 1.36" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 4.98 cfs 5 Type II 24-hr 10-Year Rainfall=3.14" 4 Runoff Area=181,234 sf Runoff Volume=20,479 cf Flow (cfs) 3 Runoff Depth=1.36" Flow Length=806' 2 Tc=28.2 min CN=80 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 655 of 849

23-4121 storm calcs - Existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: Existing - South Runoff = 3.19 cfs @ 12.13 hrs, Volume= 10,615 cf, Depth= 1.36" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph Runoff 3.19 cfs 3 Type II 24-hr 10-Year Rainfall=3.14" Runoff Area=93,939 sf Runoff Volume=10,615 cf Flow (cfs) 2 Runoff Depth=1.36" Flow Length=362' Slope=0.0370 '/' 1 Tc=20.1 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 656 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=806' Tc=28.2 min CN=80 Runoff=7.12 cfs 28,850 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=4.54 cfs 14,954 cf Total Runoff Area = 275,173 sf Runoff Volume = 43,803 cf Average Runoff Depth = 1.91" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 657 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: Existing - North Runoff = 7.12 cfs @ 12.23 hrs, Volume= 28,850 cf, Depth= 1.91" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 7.12 cfs 7 Type II 24-hr 25-Year Rainfall=3.84" 6 Runoff Area=181,234 sf 5 Runoff Volume=28,850 cf Flow (cfs) Runoff Depth=1.91" 4 Flow Length=806' 3 Tc=28.2 min CN=80 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 658 of 849

23-4121 storm calcs - Existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2S: Existing - South Runoff = 4.54 cfs @ 12.13 hrs, Volume= 14,954 cf, Depth= 1.91" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph 5 Runoff 4.54 cfs Type II 24-hr 4 25-Year Rainfall=3.84" Runoff Area=93,939 sf Runoff Volume=14,954 cf 3 Flow (cfs) Runoff Depth=1.91" Flow Length=362' 2 Slope=0.0370 '/' Tc=20.1 min 1 CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 659 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Existing - North Runoff Area=181,234 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=806' Tc=28.2 min CN=80 Runoff=11.60 cfs 46,735 cf Subcatchment 2S: Existing - South Runoff Area=93,939 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=362' Slope=0.0370 '/' Tc=20.1 min CN=80 Runoff=7.37 cfs 24,224 cf Total Runoff Area = 275,173 sf Runoff Volume = 70,959 cf Average Runoff Depth = 3.09" 100.00% Pervious = 275,173 sf 0.00% Impervious = 0 sf Page 660 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Existing - North Runoff = 11.60 cfs @ 12.22 hrs, Volume= 46,735 cf, Depth= 3.09" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 131,812 80 Pasture/grassland/range, Good, HSG D 49,422 79 Woods/grass comb., Good, HSG D 181,234 80 Weighted Average 181,234 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.9 150 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 5.2 287 0.0170 0.91 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.0 284 0.0280 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 85 0.0180 0.67 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 806 Total Subcatchment 1S: Existing - North Hydrograph Runoff 11.60 cfs 12 11 Type II 24-hr 10 100-Year Rainfall=5.23" 9 Runoff Area=181,234 sf 8 Runoff Volume=46,735 cf Flow (cfs) 7 Runoff Depth=3.09" 6 Flow Length=806' 5 Tc=28.2 min 4 CN=80 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 661 of 849

23-4121 storm calcs - Existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: Existing - South Runoff = 7.37 cfs @ 12.13 hrs, Volume= 24,224 cf, Depth= 3.09" Routed to nonexistent node 6L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 93,939 80 Pasture/grassland/range, Good, HSG D 93,939 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 150 0.0370 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.6 212 0.0370 1.35 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 20.1 362 Total Subcatchment 2S: Existing - South Hydrograph 8 Runoff 7.37 cfs 7 Type II 24-hr 100-Year Rainfall=5.23" 6 Runoff Area=93,939 sf 5 Runoff Volume=24,224 cf Flow (cfs) Runoff Depth=3.09" 4 Flow Length=362' 3 Slope=0.0370 '/' Tc=20.1 min 2 CN=80 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 662 of 849

1S Proposed - North 1P 3S 2S Detention Pond Direct Proposed - South Subcat Reach Pond Link Routing Diagram for 23-4121 storm calcs - Proposed Prepared by Carmina Wood Design, Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 663 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 664 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 146,543 80 >75% Grass cover, Good, HSG D (1S, 2S, 3S) 1,626 98 Concrete, HSG D (2S) 67,908 98 Paved parking, HSG D (1S, 2S) 55,578 98 Roofs, HSG D (1S, 2S) 3,518 98 Sidewalk, HSG D (1S) 275,173 88 TOTAL AREA Page 665 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 275,173 HSG D 1S, 2S, 3S 0 Other 275,173 TOTAL AREA Page 666 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Su (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nu 0 0 0 146,543 0 146,543 >75% Grass cover, Good 0 0 0 1,626 0 1,626 Concrete 0 0 0 67,908 0 67,908 Paved parking 0 0 0 55,578 0 55,578 Roofs 0 0 0 3,518 0 3,518 Sidewalk 0 0 0 275,173 0 275,173 TOTAL AREA Page 667 of 849

23-4121 storm calcs - Proposed Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 1S 0.00 0.00 182.0 0.0050 0.013 0.0 6.0 0.0 2 1S 0.00 0.00 70.0 0.0070 0.013 0.0 12.0 0.0 3 1S 0.00 0.00 400.0 0.0100 0.013 0.0 12.0 0.0 4 2S 0.00 0.00 194.0 0.0050 0.013 0.0 8.0 0.0 5 2S 0.00 0.00 209.0 0.0080 0.013 0.0 12.0 0.0 6 2S 0.00 0.00 171.0 0.0110 0.013 0.0 12.0 0.0 7 1P 669.00 668.92 17.0 0.0047 0.013 0.0 8.0 0.0 8 1P 668.92 668.80 25.0 0.0048 0.013 0.0 8.0 0.0 Page 668 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=0.92" Flow Length=738' Tc=24.8 min CN=89 Runoff=3.28 cfs 12,245 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=0.92" Flow Length=627' Tc=19.8 min CN=89 Runoff=2.21 cfs 7,211 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=0.48" Flow Length=58' Tc=7.8 min CN=80 Runoff=0.38 cfs 878 cf Pond 1P: Detention Pond Peak Elev=671.04' Storage=5,335 cf Inflow=5.40 cfs 19,456 cf Outflow=1.94 cfs 19,456 cf Total Runoff Area = 275,173 sf Runoff Volume = 20,334 cf Average Runoff Depth = 0.89" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 669 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 826% of capacity of segment #3 [47] Hint: Peak is 110% of capacity of segment #4 Runoff = 3.28 cfs @ 12.19 hrs, Volume= 12,245 cf, Depth= 0.92" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 670 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Subcatchment 1S: Proposed - North Hydrograph Runoff 3.28 cfs Type II 24-hr 3 1-Year Rainfall=1.87" Runoff Area=159,502 sf Runoff Volume=12,245 cf Flow (cfs) 2 Runoff Depth=0.92" Flow Length=738' Tc=24.8 min 1 CN=89 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 671 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 258% of capacity of segment #3 Runoff = 2.21 cfs @ 12.13 hrs, Volume= 7,211 cf, Depth= 0.92" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 672 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Subcatchment 2S: Proposed - South Hydrograph Runoff 2.21 cfs Type II 24-hr 2 1-Year Rainfall=1.87" Runoff Area=93,939 sf Runoff Volume=7,211 cf Flow (cfs) Runoff Depth=0.92" Flow Length=627' 1 Tc=19.8 min CN=89 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 673 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Direct Runoff = 0.38 cfs @ 12.00 hrs, Volume= 878 cf, Depth= 0.48" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph 0.42 Runoff 0.4 0.38 cfs 0.38 0.36 Type II 24-hr 0.34 0.32 1-Year Rainfall=1.87" 0.3 0.28 Runoff Area=21,732 sf 0.26 Runoff Volume=878 cf Flow (cfs) 0.24 0.22 0.2 Runoff Depth=0.48" 0.18 0.16 Flow Length=58' 0.14 0.12 Tc=7.8 min 0.1 0.08 CN=80 0.06 0.04 0.02 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 674 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 0.92" for 1-Year event Inflow = 5.40 cfs @ 12.16 hrs, Volume= 19,456 cf Outflow = 1.94 cfs @ 12.51 hrs, Volume= 19,456 cf, Atten= 64%, Lag= 21.3 min Primary = 1.94 cfs @ 12.51 hrs, Volume= 19,456 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 671.04' @ 12.51 hrs Surf.Area= 4,107 sf Storage= 5,335 cf Plug-Flow detention time= 26.2 min calculated for 19,456 cf (100% of inflow) Center-of-Mass det. time= 26.2 min ( 873.2 - 847.0 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.94 cfs @ 12.51 hrs HW=671.04' (Free Discharge) 3=Culvert (Passes 1.94 cfs of 1.98 cfs potential flow) 1=Culvert (Inlet Controls 1.94 cfs @ 5.55 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 675 of 849

23-4121 storm calcs - Proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Pond 1P: Detention Pond Hydrograph Inflow 6 5.40 cfs Primary Inflow Area=253,441 sf 5 Peak Elev=671.04' Storage=5,335 cf 4 Flow (cfs) 3 1.94 cfs 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 676 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=2.03" Flow Length=738' Tc=24.8 min CN=89 Runoff=7.22 cfs 26,940 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=2.03" Flow Length=627' Tc=19.8 min CN=89 Runoff=4.85 cfs 15,867 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=1.36" Flow Length=58' Tc=7.8 min CN=80 Runoff=1.12 cfs 2,456 cf Pond 1P: Detention Pond Peak Elev=672.95' Storage=15,013 cf Inflow=11.90 cfs 42,807 cf Outflow=2.82 cfs 42,807 cf Total Runoff Area = 275,173 sf Runoff Volume = 45,263 cf Average Runoff Depth = 1.97" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 677 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 1821% of capacity of segment #3 [47] Hint: Peak is 242% of capacity of segment #4 [47] Hint: Peak is 203% of capacity of segment #5 Runoff = 7.22 cfs @ 12.18 hrs, Volume= 26,940 cf, Depth= 2.03" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 678 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Subcatchment 1S: Proposed - North Hydrograph 8 Runoff 7.22 cfs 7 Type II 24-hr 10-Year Rainfall=3.14" 6 Runoff Area=159,502 sf 5 Runoff Volume=26,940 cf Flow (cfs) Runoff Depth=2.03" 4 Flow Length=738' 3 Tc=24.8 min CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 679 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 567% of capacity of segment #3 [47] Hint: Peak is 152% of capacity of segment #4 [47] Hint: Peak is 130% of capacity of segment #5 Runoff = 4.85 cfs @ 12.12 hrs, Volume= 15,867 cf, Depth= 2.03" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 680 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 19 Subcatchment 2S: Proposed - South Hydrograph Runoff 4.85 cfs 5 Type II 24-hr 10-Year Rainfall=3.14" 4 Runoff Area=93,939 sf Runoff Volume=15,867 cf Flow (cfs) 3 Runoff Depth=2.03" Flow Length=627' 2 Tc=19.8 min CN=89 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 681 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 3S: Direct Runoff = 1.12 cfs @ 12.00 hrs, Volume= 2,456 cf, Depth= 1.36" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 1.12 cfs Type II 24-hr 1 10-Year Rainfall=3.14" Runoff Area=21,732 sf Runoff Volume=2,456 cf Flow (cfs) Runoff Depth=1.36" Flow Length=58' Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 682 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 2.03" for 10-Year event Inflow = 11.90 cfs @ 12.15 hrs, Volume= 42,807 cf Outflow = 2.82 cfs @ 12.64 hrs, Volume= 42,807 cf, Atten= 76%, Lag= 29.2 min Primary = 2.82 cfs @ 12.64 hrs, Volume= 42,807 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 672.95' @ 12.64 hrs Surf.Area= 6,059 sf Storage= 15,013 cf Plug-Flow detention time= 47.9 min calculated for 42,782 cf (100% of inflow) Center-of-Mass det. time= 47.9 min ( 872.3 - 824.5 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.82 cfs @ 12.64 hrs HW=672.95' (Free Discharge) 3=Culvert (Passes 2.82 cfs of 2.85 cfs potential flow) 1=Culvert (Inlet Controls 2.82 cfs @ 8.08 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 683 of 849

23-4121 storm calcs - Proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 22 Pond 1P: Detention Pond Hydrograph Inflow 11.90 cfs Primary 13 12 Inflow Area=253,441 sf 11 Peak Elev=672.95' 10 Storage=15,013 cf 9 8 Flow (cfs) 7 6 5 4 2.82 cfs 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 684 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 23 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=2.67" Flow Length=738' Tc=24.8 min CN=89 Runoff=9.47 cfs 35,532 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=2.67" Flow Length=627' Tc=19.8 min CN=89 Runoff=6.35 cfs 20,927 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=1.91" Flow Length=58' Tc=7.8 min CN=80 Runoff=1.57 cfs 3,459 cf Pond 1P: Detention Pond Peak Elev=673.70' Storage=21,268 cf Inflow=15.59 cfs 56,458 cf Outflow=3.10 cfs 56,458 cf Total Runoff Area = 275,173 sf Runoff Volume = 59,918 cf Average Runoff Depth = 2.61" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 685 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 2386% of capacity of segment #3 [47] Hint: Peak is 318% of capacity of segment #4 [47] Hint: Peak is 266% of capacity of segment #5 Runoff = 9.47 cfs @ 12.18 hrs, Volume= 35,532 cf, Depth= 2.67" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 686 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 25 Subcatchment 1S: Proposed - North Hydrograph Runoff 10 9.47 cfs 9 Type II 24-hr 25-Year Rainfall=3.84" 8 Runoff Area=159,502 sf 7 Runoff Volume=35,532 cf Flow (cfs) 6 Runoff Depth=2.67" 5 Flow Length=738' 4 Tc=24.8 min 3 CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 687 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 743% of capacity of segment #3 [47] Hint: Peak is 199% of capacity of segment #4 [47] Hint: Peak is 170% of capacity of segment #5 Runoff = 6.35 cfs @ 12.12 hrs, Volume= 20,927 cf, Depth= 2.67" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 688 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 27 Subcatchment 2S: Proposed - South Hydrograph 7 Runoff 6.35 cfs 6 Type II 24-hr 25-Year Rainfall=3.84" 5 Runoff Area=93,939 sf Runoff Volume=20,927 cf Flow (cfs) 4 Runoff Depth=2.67" Flow Length=627' 3 Tc=19.8 min 2 CN=89 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 689 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: Direct Runoff = 1.57 cfs @ 11.99 hrs, Volume= 3,459 cf, Depth= 1.91" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 1.57 cfs Type II 24-hr 25-Year Rainfall=3.84" Runoff Area=21,732 sf Runoff Volume=3,459 cf Flow (cfs) 1 Runoff Depth=1.91" Flow Length=58' Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 690 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 2.67" for 25-Year event Inflow = 15.59 cfs @ 12.15 hrs, Volume= 56,458 cf Outflow = 3.10 cfs @ 12.70 hrs, Volume= 56,458 cf, Atten= 80%, Lag= 33.0 min Primary = 3.10 cfs @ 12.70 hrs, Volume= 56,458 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 673.70' @ 12.70 hrs Surf.Area= 10,997 sf Storage= 21,268 cf Plug-Flow detention time= 60.6 min calculated for 56,426 cf (100% of inflow) Center-of-Mass det. time= 60.6 min ( 877.2 - 816.6 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.10 cfs @ 12.70 hrs HW=673.70' (Free Discharge) 3=Culvert (Passes 3.10 cfs of 3.13 cfs potential flow) 1=Culvert (Inlet Controls 3.10 cfs @ 8.87 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 691 of 849

23-4121 storm calcs - Proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 30 Pond 1P: Detention Pond Hydrograph Inflow 15.59 cfs Primary 17 16 Inflow Area=253,441 sf 15 14 Peak Elev=673.70' 13 12 Storage=21,268 cf 11 Flow (cfs) 10 9 8 7 6 5 4 3.10 cfs 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 692 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 31 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 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 1S: Proposed - North Runoff Area=159,502 sf 51.54% Impervious Runoff Depth=3.99" Flow Length=738' Tc=24.8 min CN=89 Runoff=13.94 cfs 53,068 cf Subcatchment 2S: Proposed - South Runoff Area=93,939 sf 49.41% Impervious Runoff Depth=3.99" Flow Length=627' Tc=19.8 min CN=89 Runoff=9.33 cfs 31,254 cf Subcatchment 3S: Direct Runoff Area=21,732 sf 0.00% Impervious Runoff Depth=3.09" Flow Length=58' Tc=7.8 min CN=80 Runoff=2.52 cfs 5,604 cf Pond 1P: Detention Pond Peak Elev=674.73' Storage=34,966 cf Inflow=22.95 cfs 84,322 cf Outflow=3.45 cfs 84,322 cf Total Runoff Area = 275,173 sf Runoff Volume = 89,926 cf Average Runoff Depth = 3.92" 53.25% Pervious = 146,543 sf 46.75% Impervious = 128,630 sf Page 693 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 1S: Proposed - North [47] Hint: Peak is 3513% of capacity of segment #3 [47] Hint: Peak is 468% of capacity of segment #4 [47] Hint: Peak is 391% of capacity of segment #5 Runoff = 13.94 cfs @ 12.17 hrs, Volume= 53,068 cf, Depth= 3.99" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 32,787 98 Roofs, HSG D 45,906 98 Paved parking, HSG D * 3,518 98 Sidewalk, HSG D 77,291 80 >75% Grass cover, Good, HSG D 159,502 89 Weighted Average 77,291 48.46% Pervious Area 82,211 51.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 21 0.0090 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.1 65 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 182 0.0050 2.02 0.40 Pipe Channel, 6" @ 0.5% 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 0.3 70 0.0070 3.80 2.98 Pipe Channel, 12" @ 0.7% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.5 400 0.0100 4.54 3.56 Pipe Channel, 12" @ 1.0% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 24.8 738 Total Page 694 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 33 Subcatchment 1S: Proposed - North Hydrograph Runoff 15 13.94 cfs 14 Type II 24-hr 13 12 100-Year Rainfall=5.23" 11 Runoff Area=159,502 sf 10 Runoff Volume=53,068 cf 9 Flow (cfs) 8 Runoff Depth=3.99" 7 Flow Length=738' 6 Tc=24.8 min 5 CN=89 4 3 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 695 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2S: Proposed - South [47] Hint: Peak is 1092% of capacity of segment #3 [47] Hint: Peak is 293% of capacity of segment #4 [47] Hint: Peak is 250% of capacity of segment #5 Runoff = 9.33 cfs @ 12.12 hrs, Volume= 31,254 cf, Depth= 3.99" Routed to Pond 1P : Detention Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 22,791 98 Roofs, HSG D 22,002 98 Paved parking, HSG D * 1,626 98 Concrete, HSG D 47,520 80 >75% Grass cover, Good, HSG D 93,939 89 Weighted Average 47,520 50.59% Pervious Area 46,419 49.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 10 0.0900 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 15.6 43 0.0040 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.3 194 0.0050 2.45 0.85 Pipe Channel, 8" @ 0.5% 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 Corrugated PE, smooth interior 0.9 209 0.0080 4.06 3.19 Pipe Channel, 12" @ 0.8% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.6 171 0.0110 4.76 3.74 Pipe Channel, 12" @ 1.1% 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 19.8 627 Total Page 696 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 35 Subcatchment 2S: Proposed - South Hydrograph Runoff 10 9.33 cfs 9 Type II 24-hr 8 100-Year Rainfall=5.23" Runoff Area=93,939 sf 7 Runoff Volume=31,254 cf 6 Flow (cfs) Runoff Depth=3.99" 5 Flow Length=627' 4 Tc=19.8 min 3 CN=89 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 697 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 3S: Direct Runoff = 2.52 cfs @ 11.99 hrs, Volume= 5,604 cf, Depth= 3.09" Routed to nonexistent node 2P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 21,732 80 >75% Grass cover, Good, HSG D 21,732 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 10 0.0100 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 4.4 48 0.1200 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 7.8 58 Total Subcatchment 3S: Direct Hydrograph Runoff 2.52 cfs Type II 24-hr 100-Year Rainfall=5.23" 2 Runoff Area=21,732 sf Runoff Volume=5,604 cf Flow (cfs) Runoff Depth=3.09" Flow Length=58' 1 Tc=7.8 min CN=80 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 698 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 37 Summary for Pond 1P: Detention Pond Inflow Area = 253,441 sf, 50.75% Impervious, Inflow Depth = 3.99" for 100-Year event Inflow = 22.95 cfs @ 12.15 hrs, Volume= 84,322 cf Outflow = 3.45 cfs @ 12.81 hrs, Volume= 84,322 cf, Atten= 85%, Lag= 39.9 min Primary = 3.45 cfs @ 12.81 hrs, Volume= 84,322 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 674.73' @ 12.81 hrs Surf.Area= 14,332 sf Storage= 34,966 cf Plug-Flow detention time= 89.0 min calculated for 84,273 cf (100% of inflow) Center-of-Mass det. time= 89.0 min ( 894.3 - 805.3 ) Volume Invert Avail.Storage Storage Description #1 669.00' 38,878 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 669.00 0 0 0 670.00 3,130 1,565 1,565 671.00 4,065 3,598 5,163 672.00 5,060 4,563 9,725 673.00 6,110 5,585 15,310 674.00 13,125 9,618 24,928 675.00 14,775 13,950 38,878 Device Routing Invert Outlet Devices #1 Device 3 669.00' 8.0" Round Culvert L= 17.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 669.00' / 668.92' S= 0.0047 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Device 3 674.80' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 668.92' 8.0" Round Culvert L= 25.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 668.92' / 668.80' S= 0.0048 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=3.45 cfs @ 12.81 hrs HW=674.73' (Free Discharge) 3=Culvert (Passes 3.45 cfs of 3.47 cfs potential flow) 1=Culvert (Inlet Controls 3.45 cfs @ 9.87 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Page 699 of 849

23-4121 storm calcs - Proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 5/14/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 38 Pond 1P: Detention Pond Hydrograph Inflow 22.95 cfs Primary 24 Inflow Area=253,441 sf 22 20 Peak Elev=674.73' 18 Storage=34,966 cf 16 Flow (cfs) 14 12 10 8 6 3.45 cfs 4 2 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 700 of 849

Appendix E Soil Information Page 701 of 849

Hydrologic Soil Group—Erie County, New York 78° 46' 6'' W 78° 45' 44'' W 682440 682490 682540 682590 682640 682690 682740 682790 682840 682890 682940 42° 48' 45'' N 42° 48' 45'' N 4742410 4742410 4742360 4742360 4742310 4742310 4742260 4742260 4742210 4742210 4742160 4742160 4742110 Soil Map may not be valid at this scale. 4742110 42° 48' 34'' N 42° 48' 34'' N 682490 682540 682590 682640 682690 682740 682790 682840 682890 682940 Map Scale: 1:2,300 if printed on A landscape (11" x 8.5") sheet. Meters 78° 46' 6'' W 78° 45' 44'' W N 0 30 60 120 180 Feet 0 100 200 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 Natural Resources Web Soil Survey 5/14/2026 Page 702 of 849 Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:15,800. C/D Soils Warning: Soil Map may not be valid at this scale. D Soil Rating Polygons Not rated or not available Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C measurements. Interstate Highways C/D Source of Map: Natural Resources Conservation Service US Routes D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Erie County, New York Survey Area Data: Version 25, Sep 4, 2025 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: May 13, 2023—May 27, 2023 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 5/14/2026 Page 703 of 849 Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DbA Darien silt loam, 0 to 3 C/D 6.3 43.8% percent slopes Nh Niagara silt loam, till C/D 2.1 14.5% substratum RfB Remsen silty clay loam, D 6.0 41.7% 3 to 8 percent slopes Totals for Area of Interest 14.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Web Soil Survey 5/14/2026 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 704 of 849

Hydrologic Soil Group—Erie County, New York Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 5/14/2026 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 705 of 849

Appendix E NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity Permit No. GP-0-25-001 Page 706 of 849

Page 707 of 849

PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (NPDES) permit or by a state permit program. New York State administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. Page 708 of 849

NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements ...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001.................... 18 G. Change of Owner or Operator.......................................................................... 19 Part II. Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP) ......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements................................................... 38 Part V. How to Terminate CGP Coverage.................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting.................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information.............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53 Page 709 of 849

N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms............................................................................... 54 APPENDIX A – Abbreviations and Definitions.......................................................... 55 Abbreviations............................................................................................................. 55 Definitions.................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form.................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91 Page 710 of 849

Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC. 5 Page 711 of 849

Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant: i. 1-5 acres of disturbance - 20 feet; or ii. 5-20 acres of disturbance - 50 feet; or 6 Page 712 of 849

Part I.A.4.a.iii. iii. 20+ acres of disturbance - 100 feet. b. NYSDEC consultation form sent to OPRHP, 1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or ii. documentation from OPRHP that the construction activity will result in No Impact; or iii. documentation from OPRHP providing a determination of No Adverse Impact; or iv. a Letter of Resolution signed by the owner or operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the 1 The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed. 7 Page 713 of 849

Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope. 8 Page 714 of 849

Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges listed in 6 NYCRR 750-1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations 9 Page 715 of 849

Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of non- stormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10 Page 716 of 849

Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11 Page 717 of 849

Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12 Page 718 of 849

Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form. 2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date. 2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Page 719 of 849

Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14 Page 720 of 849

Part I.E.3.g. g. the eNOI; and h. the LOA; and i. the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable). 4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15 Page 721 of 849

Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16 Page 722 of 849

Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). 3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at [email protected] requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10. The eNOI, SWPPP, LOA, updated LOAs (when applicable), and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 3 The Regional Water Manager where a DEC Region does not have a RWE. 17 Page 723 of 849

Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25- 001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form, 4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP- 0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires. 4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Page 724 of 849

Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19 Page 725 of 849

Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this permit, it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20 Page 726 of 849

Part II.B. degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement, and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21 Page 727 of 849

Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and viii. Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and ix. Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Select, design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and ii. Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation 22 Page 728 of 849

Part II.B.1.d.ii. and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use); and iii. Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Surface Outlets. When discharging from basins and impoundments, the surface outlets must be designed, constructed, and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-Construction Stormwater Management Practice (SMP) Requirements 1. The owner or operator of a construction activity that requires post- construction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity, that requires SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23 Page 729 of 849

Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. 24 Page 730 of 849

Part II.C.2.a.iii. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24-hour design storm over the post-developed watershed and must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include 25 Page 731 of 849

Part II.C.2.b.i.2. documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26 Page 732 of 849

Part II.C.2.b.iv. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 1. Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or 27 Page 733 of 849

Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project. Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28 Page 734 of 849

Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i) increasing temperature; and (ii) increasing precipitation; and (iii) increasing variability in precipitation, including chance of drought; and (iv) increasing frequency and severity of flooding; and (v) rising sea level; and (vi) increasing storm surge; and (vii) shifting ecology. ii. for each of the following: (i) overall site planning; and (ii) location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s). 3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29 Page 735 of 849

Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. 7. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the 30 Page 736 of 849

Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator must attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities. 31 Page 737 of 849

Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component - The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, 32 Page 738 of 849

Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any 33 Page 739 of 849

Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; and x. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met: 34 Page 740 of 849

Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and 35 Page 741 of 849

Part III.B.2.e.iii. iii. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; and (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre- and post-development runoff rates and volumes for the different storm events; and (iv) Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and (v) Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM. iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36 Page 742 of 849

Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards - The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type Owners or operators of construction activities, identified in Table 1 of Appendix B, are required to prepare a SWPPP that only includes erosion and sediment control practices designed in accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). Part IV. Inspection and Maintenance Requirements A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures), and all SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37 Page 743 of 849

Part IV.B.1. implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: a. the construction of a single-family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than or equal to five (5) acres and is 38 Page 744 of 849

Part IV.C.1.a. not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and c. construction on agricultural property that involves soil disturbances of one (1) or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39 Page 745 of 849

Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site. 40 Page 746 of 849

Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; and i. Description and sketch (map) of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; and j. Estimates, in square feet or acres, of the following areas: 41 Page 747 of 849

Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the SMP(s); and m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector must also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector must attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design: 42 Page 748 of 849

Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43 Page 749 of 849

Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44 Page 750 of 849

Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-of- way(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record; or d. for SMP(s) that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility, the owner or operator has policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form. 5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to [email protected] or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Page 751 of 849

Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E. Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46 Page 752 of 849

Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements Any person who knowingly makes any false material statement, representation, or certification in any application, record, report, or other document filed or required to be maintained under this permit, including monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47 Page 753 of 849

Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48 Page 754 of 849

Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE, 6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective. 6 The Regional Water Manager where a DEC Region does not have a RWE. 49 Page 755 of 849

Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Note: NYSDEC does not require specific assignments or delegations of authority to responsible corporate officers identified in 40 CFR §122.22(a)(1)(i). NYSDEC will presume that these responsible corporate officers have the requisite authority to sign the Notice of Intent or Notice of Termination unless the corporation has notified NYSDEC to the contrary. Corporate procedures governing authority to sign a Notice of Intent or Notice of Termination may provide for assignment or delegation to applicable corporate positions under 40 CFR §122.22(a)(1)(ii) rather than to specific individuals. b. For a partnership or sole proprietorship. By a general partner or the proprietor, respectively. 50 Page 756 of 849

Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: 1. the chief executive officer of the agency; or 2. a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and c. The written authorization is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51 Page 757 of 849

Part VII.J.4. manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52 Page 758 of 849

Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53 Page 759 of 849

Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms. 54 Page 760 of 849

Appendix A APPENDIX A – Abbreviations and Definitions Abbreviations APO – Agency Preservation Officer BB – New York State Standards and Specifications for Erosion and Sediment Control (Blue Book), dated November 2016 BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control CPv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DM – New York State Stormwater Management Design Manual (Design Manual), dated July 31, 2024 DOW – Division of Water EAF – Environmental Assessment Form ECL – chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law EPA – U.S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System NYC – The City of New York NYCDEP – The City of New York Department of Environmental Protection NYSDEC – The New York State Department of Environmental Conservation OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RR – Runoff Reduction RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review Act SHPA – State Historic Preservation Act SMP – Post-Construction Stormwater Management Practice SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume 55 Page 761 of 849

Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre- to Post-Development Conditions – the post-development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “common plan” of development or sale is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56 Page 762 of 849

Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to:  Re-grading of gravel roads or parking lots; and  Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and  Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and  Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and  Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch); and  Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and  Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material; and  Long-term use of equipment storage areas at or near highway maintenance facilities; and  Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment; and  Existing use of Canal Corp owned upland disposal sites for the canal, and  Replacement of curbs, gutters, sidewalks and guide rail posts; and  Maintenance of ski trails including brush hog use and mowing; and  Above ground snowmaking pipe replacement; and  Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57 Page 763 of 849

Appendix A Dewatering – the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Directly Discharge(s)(ing) (to a specific surface waterbody) – runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s)(d) – any addition of any pollutant to waters of the State through an outlet or point source. Embankment – an earthen or rock slope that supports a road/highway. Equivalent (Equivalence) – the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization – all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. Historic Property – any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) – all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and compacted gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – not technologically possible, or not economically practicable and achievable considering best industry practices. Minimize(ing)(ation) – reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer System (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): 58 Page 764 of 849

Appendix A 1. owned or operated by a State, city, town, village, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA, that discharges to surface waters of the State; and 2. designed or used for collecting or conveying stormwater; and 3. which is not a combined sewer system; and 4. which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. Nonpoint Source(s) – any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – the person, persons, or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit requirements. 59 Page 765 of 849

Appendix A Performance Criteria – the six performance criteria for each group of SMPs in Chapters 5 and 6 of the technical standard, New York State Stormwater Management Design Manual (DM), dated July 31, 2024. These include feasibility, conveyance, pretreatment, treatment, landscaping, and maintenance. It does not include the Sizing Criteria (i.e. WQv, RRv, CPv, Qp and Qf) in Part I.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). Point Source – any discernible, confined, and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant(s) – dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq. Qualified Inspector – a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other NYSDEC endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any SMPs that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 60 Page 766 of 849

Appendix A Qualified Professional – a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other NYSDEC endorsed individual(s). Individuals preparing SWPPPs that require the SMP component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. Site Limitations – site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – the criteria included in Part I.C.2 of the permit that are used to size SMPs. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). Steep Slope – land area designated on the current United States Department of Agriculture (USDA) Soil Survey as Soil Slope Phase D, (provided the map unit name or description is inclusive of slopes greater than 25%), or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 61 Page 767 of 849

Appendix A Streambank – the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes SMPs); and identifies procedures the owner or operator will implement to comply with the requirements of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State – shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization – exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Load (TMDL) – the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates Waste Load Allocations (WLA) for point source discharges, Load Allocations (LA) for nonpoint sources, and a margin of safety (MOS). Traditional Land Use Control MS4 Operator – a city, town, or village with land use control authority that is authorized to discharge under New York State DEC’s SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Trained Contractor – an employee from the contracting (construction) company, identified in Part III.A.7., that has received four (4) hours of NYSDEC endorsed training 62 Page 768 of 849

Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.7., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 63 Page 769 of 849

Appendix B APPENDIX B – Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single-family home not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Construction of a barn or other agricultural building, silo, stock yard or pen. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that include construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: • All construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Within the municipal boundaries of NYC: • Stand-alone road reconstruction, where the total soil disturbance from only that road construction, is less than one (1) acre of land. The following construction activities: • Installation of underground linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation, stormwater retrofits, stream restoration, and resiliency projects that reconstruct shoreline areas to address sea level rise • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails, walking/hiking trails, and mountain biking trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of undisturbed area downgradient from the parking lot • Dam rehabilitation (the structure of the dam itself) • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development; • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path, or walking path. 64 Page 770 of 849

Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not alter hydrology from pre- to post-development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions • Demolition where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre- to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre- to post-development conditions, and are not listed in Table 2. 1. If the site is redeveloped in the future, a new eNOI must be submitted. 65 Page 771 of 849

Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Single-family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family home that disturbs five (5) or more acres of land • Single-family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single-family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a common plan of development or sale that will ultimately disturb five (5) or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre- to post-development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) that involves soil disturbance greater than five acres. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. • Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills; including creation of landfills or capping landfills. • Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks • Golf courses • Office complexes 66 Page 772 of 849

Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Permanent laydown yards and equipment storage lots • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surfaces • Road construction or reconstruction, outside the municipal boundaries of NYC • Road construction within the municipal boundaries of NYC • Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land • Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre- to post-development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations, and well drilling pads, surfaced with impervious cover, and constructed as part of an overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction • Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM • Solar array field areas on slopes less than 8% that will alter the hydrology from pre- to post- development conditions • Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables • Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) • Utility pads surfaced with impervious cover, including electric vehicle charging stations • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre- to post-development conditions, and are not listed in Table 1 67 Page 773 of 849

Appendix C APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs designed in conformance with the Enhanced Phosphorus Removal Standards included in the DM technical standard. • Entire New York City Watershed located east of the Hudson River – Figure 1 • Onondaga Lake Watershed – Figure 2 • Greenwood Lake Watershed – Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 68 Page 774 of 849

Appendix C Figure 1 - New York City Watershed East of the Hudson 69 Page 775 of 849

Appendix C Figure 2 - Onondaga Lake Watershed 70 Page 776 of 849

Appendix C Figure 3 - Greenwood Lake Watershed 71 Page 777 of 849

Appendix C Figure 4 - Oscawana Lake Watershed 72 Page 778 of 849

Appendix C Figure 5 - Kinderhook Lake Watershed 73 Page 779 of 849

APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) List of waterbodies impaired by pollutants related to construction activity, including turbidity, silt/sediment, and nutrients (e.g. nitrogen, phosphorus). This list is a subset of “The Final New York State 2018 Section 303(d) List of Impaired Waters Requiring a TMDL” dated June 2020. County Waterbody Pollutant Albany Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Phosphorus Albany Lawsons Lake (1301-0235) Phosphorus Allegany Amity Lake, Saunders Pond (0403-0054) Phosphorus Allegany Andover Pond (0403-0056) Phosphorus Bronx Reservoir No.1/Lake Isle (1702-0075) Phosphorus Bronx Van Cortlandt Lake (1702-0008) Phosphorus Broome Blueberry, Laurel Lakes (1404-0033) Phosphorus Broome Fly Pond, Deer Lake (1404-0038) Phosphorus Broome Minor Tribs to Lower Susquehanna (0603-0044) Phosphorus Broome Whitney Point Lake/Reservoir (0602-0004) Phosphorus Cattaraugus Allegheny River/Reservoir (0201-0023) Phosphorus Cattaraugus Beaver Lake/Alma Pond (0201-0073) Phosphorus Cattaraugus Case Lake (0201-0020) Phosphorus Cattaraugus Linlyco/Club Pond (0201-0035) Phosphorus Cayuga Duck Lake (0704-0025) Phosphorus Cayuga Owasco Inlet, Upper, and tribs (0706-0014) Nutrients Chautauqua Chadakoin River and tribs (0202-0018) Phosphorus Chautauqua Hulburt/Clymer Pond (0202-0079) Phosphorus Chautauqua Middle Cassadaga Lake (0202-0002) Phosphorus Clinton Great Chazy River, Lower, Main Stem (1002-0001) Silt/Sediment Columbia Robinson Pond (1308-0003) Phosphorus Cortland Dean Pond (0602-0077) Phosphorus Dutchess Fallkill Creek (1301-0087) Phosphorus Dutchess Hillside Lake (1304-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Silt/Sediment Erie Beeman Creek and tribs (0102-0030) Phosphorus Erie Delaware Park Pond (0101-0026) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Silt/Sediment Erie Green Lake (0101-0038) Phosphorus Erie Little Sister Creek, Lower, and tribs (0104-0045) Phosphorus Erie Murder Creek, Lower, and tribs (0102-0031) Phosphorus Page 780 of 849

Erie Rush Creek and tribs (0104-0018) Phosphorus Erie Scajaquada Creek, Lower, and tribs (0101-0023) Phosphorus Erie Scajaquada Creek, Middle, and tribs (0101-0033) Phosphorus Erie Scajaquada Creek, Upper, and tribs (0101-0034) Phosphorus South Branch Smoke Cr, Lower, and tribs Erie Phosphorus (0101-0036) South Branch Smoke Cr, Lower, and tribs Erie Silt/Sediment (0101-0036) Genesee Bigelow Creek and tribs (0402-0016) Phosphorus Genesee Black Creek, Middle, and minor tribs (0402 0028) Phosphorus Genesee Black Creek, Upper, and minor tribs (0402-0048) Phosphorus Genesee Bowen Brook and tribs (0102-0036) Phosphorus Genesee LeRoy Reservoir (0402-0003) Phosphorus Genesee Mill Pond (0402-0050) Phosphorus Genesee Oak Orchard Cr, Upper, and tribs (0301-0014) Phosphorus Genesee Oatka Creek, Middle, and minor tribs (0402-0031) Phosphorus Genessee Tonawanda Cr, Middle, Main Stem (0102-0002) Phosphorus Greene Schoharie Reservoir (1202-0012) Silt/Sediment Greene Sleepy Hollow Lake (1301-0059) Silt/Sediment Herkimer Steele Creek tribs (1201-0197) Phosphorus Herkimer Steele Creek tribs (1201-0197) Silt/Sediment Kings Hendrix Creek (1701-0006) 18 Nitrogen Kings Prospect Park Lake (1701-0196) Phosphorus Lewis Mill Creek/South Branch, and tribs (0801-0200) Nutrients Livingston Christie Creek and tribs (0402-0060) Phosphorus Livingston Conesus Lake (0402-0004) Phosphorus Livingston Mill Creek and minor tribs (0404-0011) Silt/Sediment Monroe Black Creek, Lower, and minor tribs (0402-0033) Phosphorus Monroe Buck Pond (0301-0017) Phosphorus Monroe Cranberry Pond (0301-0016) Phosphorus Monroe Durand, Eastman Lakes (0302-0037) Phosphorus Monroe Lake Ontario Shoreline, Western (0301-0069) 9 Phosphorus Monroe Long Pond (0301-0015) Phosphorus Monroe Mill Creek and tribs (0302-0025) Phosphorus 2 Monroe Mill Creek/Blue Pond Outlet and tribs (0402-0049) Phosphorus Monroe Minor Tribs to Irondequoit Bay (0302-0038) Phosphorus Monroe Rochester Embayment - East (0302-0002) [9] Phosphorus Monroe Rochester Embayment - West (0301-0068) 9 Phosphorus Monroe Shipbuilders Creek and tribs (0302-0026) Phosphorus 2 Monroe Thomas Creek/White Brook and tribs (0302-0023) Phosphorus 75 Page 781 of 849

Nassau Bannister Creek/Bay (1701-0380) Nitrogen Nassau Beaver Lake (1702-0152) Phosphorus Nassau Browswere Bay (1701-0383) Nitrogen Nassau Camaans Pond (1701-0052) Phosphorus Nassau East Meadow Brook, Upper, and tribs (1701-0211) Silt/Sediment Nassau East Rockaway Channel (1701-0381) Nitrogen Nassau Glen Cove Creek, Lower, and tribs (1702-0146) Silt/Sediment Nassau Grant Park Pond (1701-0054) Phosphorus Nassau Hempstead Bay, Broad Channel (1701-0032) Nitrogen Nassau Hempstead Lake (1701-0015) Phosphorus Nassau Hewlett Bay (1701-0382) Nitrogen Nassau Hog Island Channel (1701-0220) Nitrogen Nassau Massapequa Creek, Upper, and tribs (1701-0174) Phosphorus Milburn/Parsonage Creeks, Upp, and tribs (1701- Nassau Phosphorus 0212) Nassau Reynolds Channel, East (1701-0215) [12] Nitrogen Nassau Reynolds Channel, West (1701-0216) 12 Nitrogen Nassau Tidal Tribs to Hempstead Bay (1701-0218) Nitrogen Nassau Tribs (fresh) to East Bay (1701-0204) Silt/Sediment Nassau Tribs (fresh) to East Bay (1701-0204) Phosphorus Nassau Tribs to Smith Pond/Halls Pond (1701-0221) Phosphorus Nassau Woodmere Channel (1701-0219) Nitrogen New York Harlem Meer (1702-0103) Phosphorus New York The Lake in Central Park (1702-0105) Phosphorus Niagara Bergholtz Creek and tribs (0101-0004) Phosphorus Niagara Hyde Park Lake (0101-0030) Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0053) 9 Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0072) 9 Phosphorus Oneida Ballou, Nail Creeks (1201-0203) Phosphorus Nutrients Onondaga Ley Creek and tribs (0702-0001) 10 (phosphorus) Nutrients Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nitrogen (NH3, NO2) Nutrients Onondaga Onondaga Creek, Lower (0702-0023) 10 (phosphorus) Onondaga Onondaga Creek, Lower, and tribs (0702-0023) Turbidity Onondaga Onondaga Creek, Middle, and tribs (0702-0004) Turbidity Onondaga Onondaga Creek, Upper, and tribs (0702-0024) Turbidity Ontario Great Brook and minor tribs (0704-0034) Phosphorus 2 Ontario Great Brook and minor tribs (0704-0034) Silt/Sediment 76 Page 782 of 849

Ontario Hemlock Lake Outlet and minor tribs (0402-0013) Phosphorus Ontario Honeoye Lake (0402-0032) Phosphorus Orange Brown Pond Reservoir (1303-0013) Phosphorus Orange Lake Washington (1303-0012) Phosphorus Orange Minor Tribs to Middle Wallkill (1306-0061) Phosphorus Orange Monhagen Brook and tribs (1306-0074) Phosphorus Orange Orange Lake (1301-0008) [16] Phosphorus Orange Quaker Creek and tribs (1306-0025) Phosphorus Orange Wallkill River, Middle, Main Stem (1306-0038) Phosphorus Orange Wallkill River, Upper, and Minor tribs (1306-0017) Phosphorus Orleans Glenvwood Lake (0301-0041) Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0070) 9 Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0071) 9 Phosphorus Nutrients Oswego Lake Neatahwanta (0701-0018) (phosphorus) Oswego Pleasant Lake (0703-0047) Phosphorus Putnam Lost Lake, Putnam Lake (1302-0053) Phosphorus Putnam Minor Tribs to Croton Falls Reservoir (1302-0001) Phosphorus Queens Bergen Basin (1701-0009) 18 Nitrogen Jamaica Bay, Eastern, and tribs, Queens (1701- Queens Nitrogen 0005) 18 Queens Kissena Lake (1702-0258) Phosphorus Queens Meadow Lake (1702-0030) Phosphorus Queens Shellbank Basin (1701-0001) 18 Nitrogen Queens Willow Lake (1702-0031) Phosphorus Rensselaer Nassau Lake (1310-0001) Phosphorus Rensselaer Snyders Lake (1301-0043) Phosphorus Richmond Grassmere Lake/Bradys Pond (1701-0357) Phosphorus Rockland Congers Lake, Swartout Lake (1501-0019) Phosphorus Rockland Rockland Lake (1501-0021) Phosphorus Saratoga Ballston Lake (1101-0036) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Silt/Sediment Saratoga Lake Lonely (1101-0034) Phosphorus Saratoga Round Lake (1101-0060) Phosphorus Saratoga Tribs to Lake Lonely (1101-0001) Phosphorus Schenectady Collins Lake (1201-0077) Phosphorus Schenectady Duane Lake (1311-0006) Phosphorus Schenectady Lake Mariaville Lake (1201-0113) Phosphorus Schuyler Cayuta Lake (0603-0005) Phosphorus 77 Page 783 of 849

Seneca Reeder Creek and tribs (0705-0074) Phosphorus St.Lawrence Black Lake Outlet, Black Lake (0906-0001) Phosphorus St.Lawrence Fish Creek and minor tribs (0906-0026) Phosphorus Steuben Smith Pond (0502-0012) Phosphorus Suffolk Agawam Lake (1701-0117) Phosphorus Suffolk Big/Little Fresh Ponds (1701-0125) Phosphorus Suffolk Canaan Lake (1701-0018) Phosphorus Suffolk Canaan Lake (1701-0018) Silt/Sediment Suffolk Fresh Pond (1701-0241) Phosphorus Suffolk Great South Bay, East (1701-0039) Nitrogen Suffolk Great South Bay, Middle (1701-0040) Nitrogen Suffolk Great South Bay, West (1701-0173) Nitrogen Suffolk Lake Ronkonkoma (1701-0020) Phosphorus Suffolk Mattituck/Marratooka Pond (1701-0129) Phosphorus Suffolk Mill and Seven Ponds (1701-0113) Phosphorus Suffolk Millers Pond (1702-0013) Phosphorus Suffolk Moriches Bay, East (1701-0305) Nitrogen Suffolk Moriches Bay, West (1701-0038) Nitrogen Suffolk Quantuck Bay (1701-0042) Nitrogen Suffolk Shinnecock Bay and Inlet (1701-0033) Nitrogen Suffolk Tidal Tribs to West Moriches Bay (1701-0312) Nitrogen Sullivan Bodine, Mongomery Lakes (1401-0091) Phosphorus Sullivan Davies Lake (1402-0047) Phosphorus Sullivan Evens Lake (1402-0004) Phosphorus Sullivan Pleasure Lake (1402-0055) Phosphorus Sullivan Swan Lake (1401-0063) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Silt/Sediment Ulster Ashokan Reservoir (1307-0004) Silt/Sediment Ulster Esopus Creek, Lower, Main Stem (1307-0010) [17] Turbidity Ulster Esopus Creek, Middle, Main Stem (1307-0003) 17 Turbidity Esopus Creek, Upper, and minor tribs Ulster Silt/Sediment (1307-0007)[3] Ulster Wallkill River, Lower, Main Stem (1306-0027) Phosphorus Warren Hague Brook and tribs (1006-0006) Silt/Sediment Warren Huddle/Finkle Brooks and tribs (1006-0003) Silt/Sediment Warren Indian Brook and tribs (1006-0002) Silt/Sediment Warren Lake George (1006-0016) and tribs Silt/Sediment Warren Tribs to Lake George, East Shore (1006-0020) Silt/Sediment Warren Tribs to Lake George, Lk.George Village (1006-0008) Silt/Sediment 78 Page 784 of 849

Washington Wood Cr/Champlain Canal and tribs (1005-0036) Phosphorus Westchester Lake Katonah (1302-0136) Phosphorus Westchester Lake Lincolndale (1302-0089) Phosphorus Westchester Lake Meahagh (1301-0053) Phosphorus Westchester Lake Mohegan (1301-0149) Phosphorus Westchester Lake Shenorock (1302-0083) Phosphorus Westchester Mamaroneck River, Lower (1702-0071) Silt/Sediment Westchester Mamaroneck River, Upp, & minor tribs (1702-0123) Silt/Sediment Westchester Saw Mill River (1301-0007) Phosphorus Westchester Saw Mill River, Middle, and tribs (1301-0100) Phosphorus Westchester Sheldrake River (1702-0069) Phosphorus Westchester Sheldrake River (1702-0069) Silt/Sedimnt Westchester Silver Lake (1702-0040) Phosphorus Westchester Teatown Lake (1302-0150) Phosphorus Westchester Truesdale Lake (1302-0054) Phosphorus Westchester Wallace Pond (1301-0140) Phosphorus 79 Page 785 of 849

APPENDIX E – List of NYSDEC Regional Offices DIVISION OF DIVISION OF WATER COVERING THE ENVIRONMENTAL Region (DOW) FOLLOWING COUNTIES: PERMITS (DEP) WATER (SPDES) PROGRAM PERMIT ADMINISTRATORS 50 CIRCLE ROAD 50 CIRCLE ROAD 1 NASSAU AND SUFFOLK STONY BROOK, NY 11790 STONY BROOK, NY 11790-3409 TEL. (631) 444-0365 TEL. (631) 444-0405 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, BRONX, KINGS, NEW YORK, 47-40 21ST ST. 47-40 21ST ST. 2 QUEENS AND RICHMOND LONG ISLAND CITY, NY 11101-5407 LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 TEL. (718) 482-4933 DUTCHESS, ORANGE, PUTNAM, 21 SOUTH PUTT CORNERS ROAD 220 WHITE PLAINS ROAD, SUITE 110 3 ROCKLAND, SULLIVAN, ULSTER NEW PALTZ, NY 12561-1696 TEL. (914) 428 - 2505 AND WESTCHESTER TEL. (845) 256-3059 ALBANY, COLUMBIA, DELAWARE, GREENE, 1130 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD 4 MONTGOMERY, OTSEGO, SCHENECTADY, NY 12306-2014 SCHENECTADY, NY 12306-2014 RENSSELAER, SCHENECTADY TEL. (518) 357-2069 TEL. (518) 357-2045 AND SCHOHARIE CLINTON, ESSEX, FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD FULTON, HAMILTON, 5 SARATOGA, WARREN AND RAY BROOK, NY 12977-0296 WARRENSBURG, NY 12885-1172 TEL. (518) 897-1234 TEL. (518) 623-1200 WASHINGTON STATE OFFICE BUILDING STATE OFFICE BUILDING HERKIMER, JEFFERSON, 317 WASHINGTON STREET 207 GENESEE STREET 6 LEWIS, ONEIDA AND WATERTOWN, NY 13601-3787 UTICA, NY 13501-2885 ST. LAWRENCE TEL. (315) 785-2245 TEL. (315) 793-2554 BROOME, CAYUGA, CHENANGO, CORTLAND, 5786 WIDEWATERS PARKWAY 5786 WIDEWATERS PARKWAY 7 MADISON, ONONDAGA, SYRACUSE, NY 13214-1867 SYRACUSE, NY 13214-1867 OSWEGO, TIOGA AND TEL. (315) 426-7438 TEL. (315) 426-7500 TOMPKINS CHEMUNG, GENESEE, LIVINGSTON, MONROE, 6274 EAST AVON-LIMA 6274 EAST AVON-LIMA RD. ONTARIO, ORLEANS, 8 SCHUYLER, SENECA, ROADAVON, NY 14414-9519 AVON, NY 14414-9519 TEL. (585) 226-2466 TEL. (585) 226-2466 STEUBEN, WAYNE AND YATES ALLEGANY, 700 DELAWARE AVENUE 700 DELAWARE AVENUE CATTARAUGUS, 9 CHAUTAUQUA, ERIE, BUFFALO, NY 14209-2999 BUFFALO, NY 14209-2999 TEL. (716) 851-7165 TEL. (716) 851-7070 NIAGARA AND WYOMING 80 Page 786 of 849

APPENDIX F – SWPPP Preparer Certification Form The SWPPP Preparer Certification Form required by this permit begins on the following page. 81 Page 787 of 849

SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: eNOI Submission ID: Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised: January 2025 Page 788 of 849

APPENDIX G – MS4 SWPPP Acceptance Form The MS4 SWPPP Acceptance Form required by this permit begins on the following page. 83 Page 789 of 849

MS4 SWPPP Acceptance Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. Telephone Number: Page 1 of 2 Page 790 of 849

MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYSDEC - MS4 SWPPP Acceptance Form - January 2025) Page 2 of 2 Page 791 of 849

APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval form required by this permit begins on the following page. 86 Page 792 of 849

THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 SWPPP Acceptance/Approval Application Number: I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance/Approval 8. SWPPP Reviewed by: 9. Title/Position: / 10. Date Final SWPPP Reviewed and Accepted: 11. Acceptance/Approval Expiration Date: IV. Regulated MS4 Information for projects that require coverage under the NY State Pollution Discharge Elimination System General Permit for Stormwater Discharges from Construction Activity 12. Name of MS4: CITY OF NEW YORK 13. MS4 SPDES Permit Identification Number: NY-0287890 14. Contact Person: 15. Street Address: 59-17 Junction Blvd. 9th Floor 16. City/State/Zip: Flushing, NY 11373 17. Telephone Number: Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 793 of 849 Page 1 Of 2

THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Conditions of Acceptance/Approval and Additional Information Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 794 of 849 Page 2 Of 2

APPENDIX I – MS4 No Jurisdiction Form The MS4 No Jurisdiction Form required by this permit begins on the following page. 89 Page 795 of 849

MS4 No Jurisdiction Form for construction activities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. eNOI Submission ID: III. Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number: IV. Certification Statement In accordance with CGP Part I.D.2.b.ii.3., I hereby certify that the Traditional Land Use Control MS4 Operator identified in section III. of this form does not have review authority over the construction project identified in section II. of this form, which is owned/operated by the entity identified in section I. of this form. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date: Page 796 of 849

APPENDIX J – Owner/Operator Certification Form The Owner/Operator Certification Form required by this permit begins on the following page. 91 Page 797 of 849

Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner/Operator First Name MI Owner/Operator Last Name ___________________________________________________________ Signature ________________________________ Date Revised: January 2025 Page 798 of 849

Appendix F Forms Page 799 of 849

STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR’S CERTIFICATION STATEMENT Multifamily Development – 1425 & 1475 Orchard Park Road CONTRACTOR'S CERTIFICATION: “I certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP for the construction site identified in such SWPPP as a condition of authorization to discharge storm water. I also understand that the operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (SPDES) general permit for storm water discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards.” Note: The contractor shall have at least one NYSDEC trained individual onsite at all times when earthwork and other SWPPP associated work is being performed from each contractor(s) and subcontractor(s). Each contractor(s) and subcontractor(s) shall provide copies of these individuals’ certifications to the Town of West Seneca. Name: (Print) Signature: Title: Company Name: Address: ___________________________________ Telephone Number: __________________________ Date: ______________________________________ Scope of Services: Trained Individual(s) Responsible for Implementation: __________________________________________ This form must be signed by a responsible corporate officer or other party meeting the “Signatory Requirements” of the NYSDEC SPDES General Permit Page 800 of 849

Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Multifamily Development Project/Site Name: ________________________________________________________ HQN-V818-KWDXZ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator ✔ SWPPP Preparer Other Certification Statement - Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Brian Hillery Owner/Operator First Name MI Owner/Operator Last Name ___________________________________________________________ Signature ________________________________ Date Revised: January 2025 Page 801 of 849

SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: Multifamily Development eNOI Submission ID: HQN-V818-KWDXZ Brian Hillery & William Sahlem Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Anthony J Pandolfe SWPPP Preparer First Name MI SWPPP Preparer Last Name 5/26/26 Signature Date Revised: January 2025 Page 802 of 849

Appendix G NYSDEC Notice of Termination (NOT) Page 803 of 849

eNOT MS4 Acceptance for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number: IV. Certification Statement I have determined that it is acceptable for the owner or operator of the construction project identified above to submit the electronic Notice of Termination in accordance with CGP Part V. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date: Page 804 of 849

eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date: Page 805 of 849

eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 806 of 849

eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID: III. Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date: Page 807 of 849

Appendix H Construction Documents Page 808 of 849

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Appendix J Wetland Delineation Figure: by LaBella Page 842 of 849

Or c ha rd Brian Hillary Pa r kR Creator: ASM Reviewer: LD Wetland and Stream d Nh Delineation Report 1475 Orchard St at e Park Road Rt e Orchard Park, NY 24 0 Wetland 1 Retention Pond Swale 1 PSS PuB Ephemeral Wetland continues off-site 0 62.5 125 Feet UPV-1 Culvert d eR erv 1 inch = 125 feet Culvert Res Legend W1-5 Culvert Study Area Bridge Data Point Location W1-10 Wetland/Stream Flag Location Culvert Culvert/Bridge WET1-A Scrub-Shrub Wetland (PSS) Swale 2 UPL1-A Retention Pond W1-15 Ephemeral Ephemeral Stream Culvert Area Approximate Offsite Wetland/ Stream Boundary Stream Flow Direction W1-20 UPV-2 Road W1-40 Soil DbA RfB W1-35 WET1-B UPL1-B W1-30 W1-45 W1-25 Wetland continues off-site Sources: 1. Study Area: Created by LaBella using information Rd provided by the client. gr 2. Basemap: Esri, DigitalGloce, GeoEye, Earthstar, Be Geographics, CNES/Airbus DS, USDA, USGS Notes: AeroGRID, IGN, and GIS User Community, 2023. 3. Mapped soil data were obtained from the NRCS 1) Wetland/stream delineation flag locations were online Soil Data (soildatamart.nrcs.usda.gov). surveyed using a sub-foot GPS unit. 2) All areas outside of the wetlands/stream delineated within the Project Site are considered to be upland. Approximate 3) Only select wetland/stream flag locations are labeled. Approximate NYSDEC RfA Stream Wetland and Stream 4) All wetland/stream boundaries and jurisdictions Cowardin Area within Stream Wetland- ID Classification Waterbody Length Delineation Survey are subject to verification by NYSDEC/USACE. Name Classification Study Area Classification within Study (acres) Area (lf) All features are pending a USACE Jurisdictional Review FIGURE 5 4 and NYSDEC Jurisdictional Review under the revised Wetland 1 PSS 5.60 Swale 1 Ephemeral Unclassified 515 NYSDEC Freshwater Wetland Regulations. Retention Pond PuB 0.03 Swale 2 Ephemeral Unclassified 190 LaBella Project No: 2251287 Path: B:\GLOBAL\Projects\Hillary, Brian\2251287 - 1475 Orchard Park Road Date: 3/27/2025 Page 843 of 849

Appendix K OPRHP Clearance Letter Page 844 of 849

KATHY HOCHUL ERIK KULLESEID Governor Commissioner January 29, 2024 Jeffrey Schieber Town of West Seneca 1250 Union Rd West Seneca, NY 14224 Re: DEC Multi-Family Residential New Development 1425 Orchard Park Rd, Buffalo, NY 14224 23PR10321 Dear Jeffrey Schieber: Thank you for requesting the comments of the Division for Historic Preservation of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the submitted materials in accordance with the New York State Historic Preservation Act of 1980 (section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the Division for Historic Preservation and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. The Archaeology Unit has reviewed the Phase IA/IB Archaeological Survey Report prepared for this project (24SR00034; January 2024). No archaeological sites were identified by the survey and the OPRHP concurs with the report recommendation that no additional archaeological work is necessary. Please note that these comments pertain only to archaeological resources. Please continue to consult with our Survey and National Register Unit. If you have any questions concerning archaeology, I can be reached at [email protected]. Sincerely, Sydney Snyder Scientist - Archaeology New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo Page 845 of 849

Appendix L NYSDEC Stormwater Management Inspection Lists Page 846 of 849

New York State Stormwater Management Design Manual Appendix G Bioretention Operation, Maintenance and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY / COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Bioretention and contributing areas clean of debris No dumping of yard wastes into practice Litter (branches, etc.) have been removed 2. Vegetation (Monthly) Plant height not less than design water depth Fertilized per specifications Plant composition according to approved plans No placement of inappropriate plants Grass height not greater than 6 inches No evidence of erosion 3. Check Dams/Energy Dissipaters/Sumps (Annual, After Major Storms) No evidence of sediment buildup G-10 Page 847 of 849

New York State Stormwater Management Design Manual Appendix G MAINTENANCE ITEM SATISFACTORY / COMMENTS UNSATISFACTORY Sumps should not be more than 50% full of sediment No evidence of erosion at downstream toe of drop structure 4. Dewatering (Monthly) Dewaters between storms No evidence of standing water 5. Sediment Deposition (Annual) Swale clean of sediments Sediments should not be > 20% of swale design depth 6. Outlet/Overflow Spillway (Annual, After Major Storms) Good condition, no need for repair No evidence of erosion No evidence of any blockages 7. Integrity of Filter Bed (Annual) Filter bed has not been blocked or filled inappropriately G-11 Page 848 of 849

New York State Stormwater Management Design Manual Appendix G Comments: Actions to be Taken: G-12 Page 849 of 849