PBA05.14.2026packet (full text)

WEST SENECA PLANNING BOARD 1300 Union Road, West Seneca, NY 14224 6:00 PM in the Community Center May 14, 2026 AGENDA Meeting # 2026-05 CALL TO ORDER APPROVAL OF PROOFS OF PUBLICATION APPROVAL OF MINUTES 1. Minutes of Meeting #2026-03 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. ADJOURN Page 1 of 359

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. 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. -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. 1 Page 2 of 359

WEST SENECA COMMUNITY CENTER Planning Board PROCEEDINGS 1300 Union Road Minutes # West Seneca, NY 14224 March 12, 2026 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. Motion by Chairperson Bebak, seconded by Planning Board Member Frick, Ayes: 7 Noes: 0 Abstain: 0 Motion Carried NEW BUSINESS ADJOURN 6:21pm 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 3 of 359

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. 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. -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. 1 Page 4 of 359

WEST SENECA COMMUNITY CENTER Planning Board PROCEEDINGS 1300 Union Road Minutes # West Seneca, NY 14224 March 12, 2026 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. Motion by Chairperson Bebak, seconded by Planning Board Member Frick, Ayes: 7 Noes: 0 Abstain: 0 Motion Carried NEW BUSINESS ADJOURN 6:21pm 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 5 of 359

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 6 of 359

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 7 of 359

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 8 of 359

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OP 1 | PULL-IN PARKING Page 13 of 359

OP 1 | BACK-IN PARKING Page 14 of 359

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 15 of 359

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 16 of 359

& 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 17 of 359

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 18 of 359

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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 32 of 359

(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 33 of 359

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 34 of 359

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 35 of 359

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 36 of 359

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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 44 of 359

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 45 of 359

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 46 of 359

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 47 of 359

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 48 of 359

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 49 of 359

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 50 of 359

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 51 of 359

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 52 of 359

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 53 of 359

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 54 of 359

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 55 of 359

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 56 of 359

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 57 of 359

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 58 of 359

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 59 of 359

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 60 of 359

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 61 of 359

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 62 of 359

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 63 of 359

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 64 of 359

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 65 of 359

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 66 of 359

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 67 of 359

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 68 of 359

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 69 of 359

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 70 of 359

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 71 of 359

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 72 of 359

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 73 of 359

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 74 of 359

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 75 of 359

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 76 of 359

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 77 of 359

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 78 of 359

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 79 of 359

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 80 of 359

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 81 of 359

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 82 of 359

Page 83 of 359

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 84 of 359

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 85 of 359

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 86 of 359

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 87 of 359

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 88 of 359

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 89 of 359

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 90 of 359

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 91 of 359

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 92 of 359

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 93 of 359

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 94 of 359

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 95 of 359

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 96 of 359

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 97 of 359

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 98 of 359

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 99 of 359

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 100 of 359

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 101 of 359

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 102 of 359

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 103 of 359

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 104 of 359

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 105 of 359

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 106 of 359

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 107 of 359

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 108 of 359

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 109 of 359

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 110 of 359

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 111 of 359

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 112 of 359

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 113 of 359

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 114 of 359

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 115 of 359

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 116 of 359

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 117 of 359

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 118 of 359

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 119 of 359

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 120 of 359

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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 122 of 359

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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 124 of 359

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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 126 of 359

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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 128 of 359

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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 130 of 359

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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 132 of 359

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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 134 of 359

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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 136 of 359

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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 144 of 359

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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 146 of 359

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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 148 of 359

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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 150 of 359

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 151 of 359

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 152 of 359

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 153 of 359

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 154 of 359

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 155 of 359

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 156 of 359

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 157 of 359

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 158 of 359

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Appendix c: Project evaluation and design calculations Page 160 of 359

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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 162 of 359

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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 164 of 359

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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 166 of 359

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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 168 of 359

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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 170 of 359

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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 172 of 359

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Appendix d: Pre-development stormwater modeling Page 174 of 359

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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 176 of 359

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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 178 of 359

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 179 of 359

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 180 of 359

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 181 of 359

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 182 of 359

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 183 of 359

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 184 of 359

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 185 of 359

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 186 of 359

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 187 of 359

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 188 of 359

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 189 of 359

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 190 of 359

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 191 of 359

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 192 of 359

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 193 of 359

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 194 of 359

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 195 of 359

Appendix e: Post development stormwater modeling Page 196 of 359

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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 198 of 359

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 199 of 359

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 200 of 359

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 201 of 359

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 202 of 359

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 203 of 359

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 204 of 359

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 205 of 359

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 206 of 359

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 207 of 359

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 208 of 359

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 209 of 359

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 210 of 359

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 211 of 359

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 212 of 359

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 213 of 359

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 214 of 359

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 215 of 359

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 216 of 359

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 217 of 359

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 218 of 359

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 219 of 359

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 220 of 359

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 221 of 359

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 222 of 359

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 223 of 359

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 224 of 359

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 225 of 359

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 226 of 359

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 227 of 359

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 228 of 359

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 229 of 359

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 230 of 359

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 231 of 359

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 232 of 359

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 233 of 359

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 234 of 359

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 235 of 359

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 236 of 359

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 237 of 359

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 238 of 359

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 239 of 359

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 240 of 359

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 241 of 359

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 242 of 359

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 243 of 359

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 244 of 359

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 245 of 359

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 246 of 359

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 247 of 359

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 248 of 359

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 249 of 359

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 250 of 359

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 251 of 359

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 252 of 359

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 253 of 359

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 254 of 359

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 255 of 359

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 256 of 359

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 257 of 359

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 258 of 359

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 259 of 359

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 260 of 359

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 261 of 359

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 262 of 359

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 263 of 359

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 264 of 359

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 265 of 359

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 266 of 359

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 267 of 359

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 268 of 359

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 269 of 359

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 270 of 359

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 271 of 359

Appendix f: Swppp inspection report (sample form) Page 272 of 359

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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 274 of 359

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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 276 of 359

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 277 of 359

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 278 of 359

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 279 of 359

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 280 of 359

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 281 of 359

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 282 of 359

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Appendix G: Post-construction inspections and maintenance Page 284 of 359

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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 286 of 359

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 287 of 359

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 288 of 359

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 289 of 359

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 290 of 359

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 291 of 359

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 292 of 359

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 293 of 359

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 294 of 359

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 295 of 359

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 296 of 359

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 297 of 359

Appendix e: Nysdec “deep-ripping and decompaction,” April 2008 Page 298 of 359

Page 299 of 359

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 300 of 359

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 301 of 359

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 302 of 359

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 303 of 359

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 304 of 359

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 305 of 359

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 306 of 359

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Appendix f: Labella certifying professionals letter Page 308 of 359

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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 310 of 359

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