PBA03.12.2026packet (full text)

WEST SENECA PLANNING BOARD 1300 Union Road, West Seneca, NY 14224 6:00 PM in the Community Center March 12, 2026 AGENDA Meeting # 2026-03 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. NEW BUSINESS ADJOURN Page 1 of 65

Proposed Bank 1465 Union Road West Seneca, New York AGENCIES UTILITIES OWNER/DEVELOPER Name: Julius Aebly Address: 1471 Union Road West Seneca, NY 14224 Telephone: (716) 675-2100 80 Silo City Row 111 Bain Street, Suite 332 Buffalo, New York 14203 Greensboro, North Carolina 27406 Phone: (716) 842-3165 Phone: (336) 937-9009 DESIGN CONSULTANTS LOCATION MAP NOT TO SCALE February 2026 Proposed Bank 1465 Union Road West Seneca, New York Page 2 of 65

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sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo EX. CATCH BASIN AND SILT FENCE/SILT SOCK ASSOCIATED PIPING TO BE REMOVED EROSION CONTROL NOTES THE FOLLOWING EROSION CONTROL PROCEDURES SHALL BE ADHERED TO BY THE CONTRACTOR: 1. INSTALL TEMPORARY SILT FENCE BARRIERS AS DIRECTED BY THE OWNER AND AT ALL EXISTING STORMWATER CATCH BASINS WITHIN THE WORK AREA TO PREVENT SEDIMENT MIGRATION. ALL SILT FENCE BARRIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE DETAILS SHOWN ON THE PLANS. 2. TOPSOIL SHALL BE STRIPPED AND STOCKPILED ON SITE FOR RE-USE AS DIRECTED BY THE OWNER. ALL LOCAL ORDINANCES REGARDING THE SALE OF TOPSOIL MUST BE FOLLOWED. TOPSOIL MAY NOT BE REMOVED WITHOUT A PERMIT. 3. ALL SILT FENCE BARRIERS SHALL BE REPLACED WHEREVER THEY BECOME CLOGGED OR INOPERABLE. EQUIPMENT AND MATERIAL STORAGE AREA 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AND REMOVAL OF TEMPORARY SEDIMENTATION CONTROLS. 8 5. THE CONTRACTOR MUST CONTROL DUST DURING CONSTRUCTION. DURING EARTHWORK OPERATIONS, WATER-SPREADING EQUIPMENT SHALL BE PROVIDED BY THE CONTRACTOR, AND SPREAD WATER AS NECESSARY AND AS DIRECTED BY THE OWNER IN ORDER TO CONTROL DUST. 6. DIRT OR DEBRIS LEFT ON LOCAL PUBLIC ROADS AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE REMOVED AND ROAD SURFACES CLEANED BY Proposed Bank EXISTING 2-STORY THE CONTRACTOR ON A DAILY BASIS. OFFICE BUILDING 3,150 S.F. FOOTPRINT 7. ALL DISTURBED AREAS (EXCEPT AREAS TO BE PAVED OR BUILT UPON) SHALL BE TOPSOILED TO A MINIMUM 4" DEPTH AND SEEDED IMMEDIATELY AFTER F.F.E. = 530.90 FINE GRADING TAKES PLACE AND AS SOON AS PHYSICALLY POSSIBLE. 8. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE OF DOWNSTREAM STORM SEWERS, DITCHES, AND CULVERTS. SILT BUILDUP FOUND TO BE A RESULT OF THIS SITE CONSTRUCTION WORK SHALL BE REMOVED FROM DOWNSTREAM CULVERTS BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE © CARMINA WOOD DESIGN TO THE OWNER OR THE TOWN/CITY. West Seneca, NY 1465 Union Road 9. ALL SOIL EROSION AND SEDIMENT CONTROL DEVICES AND MATERIALS SHALL BE IN PLACE PRIOR TO BEGINNING EARTHWORK OPERATIONS AND SHALL SILT FENCE/SILT SOCK BE MAINTAINED UNTIL THE NEW SLOPES ARE STABILIZED WITH SEEDING AND/OR SLOPE PROTECTION, AS DIRECTED BY THE ENGINEER. 10. INSTALL TEMPORARY SILT FENCE AROUND THE BASE OF STOCKPILES. 11. THE PROFESSIONAL CERTIFYING COMPLIANCE TO NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS MUST INSPECT AT A MINIMUM WEEKLY AND SHALL PROVIDE THESE INSPECTION REPORT WITH A WRITTEN CERTIFICATION OF CONSTRUCTION COMPLIANCE WEST TO THESENECA TOWN OF WEEKLY. 12. THE ENGINEER OF RECORD FOR THIS PROJECT CERTIFIES THAT THESE DESIGN PLANS MEET THE REQUIREMENTS AND ARE IN COMPLIANCE WITH THE NEW YORK STORMWATER MANAGEMENT DESIGN MANUAL AND NYSDEC PHASE II STORMWATER REGULATION REQUIREMENTS. DUE TO SOIL DISTURBANCE BEING GREATER THAN ONE ACRE, A NYSDEC SPDES PERMIT MUST BE OBTAINED BEFORE ANY ON-SITE DISTURBANCE IS MADE. CONCRETE STABILIZED WASHOUT PIT Date CONSTRUCTION ENTRANCE NOTES: 1. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT THOSE ITEMS TO REMAIN, SUCH AS TREES, PROPERTY CORNER PINS, UTILITY POLES, VALVES, HYDRANTS, CURBS, MANHOLES AND CATCH BASINS. 2. TEMPORARY SILT FENCE AND STRAW BALES TO BE INSTALLED AS DIRECTED BY THE OWNERS FIELD REPRESENTATIVE. MAINTAIN UNTIL VEGATATION IS ESTABLISHED AND PAVEMENT IS INSTALLED. 3. FOR THOSE STRUCTURES TO BE DEMOLISHED, ALL EXISTING UTILITY SERVICES SHALL BE ABANDONED IN ACCORDANCE WITH LOCAL REGULATIONS, ALL METERS SHALL BE RETURNED TO PROPER OWNERS. No. Description 4. THE CONTRACTOR SHALL INSTALL STABILIZED CONSTRUCTION ENTRANCES WHERE ACCESSING THE SITE FROM PAVED REVISIONS: ROADWAYS. 5. THE CONTRACTOR SHALL INSTALL TEMPORARY TRAFFIC CONTROL DEVICES IN ACCORDANCE WITH NYS M.U.T.C.D. 15 STANDARDS PRIOR TO STARTING WORK. ARY CTION CONSTRU PRELIMIN NOT FOR EX. UNDERGROUND DETENTION SYSTEM DEMO & EROSION CONTROL LEGEND: INSTALL STORM DRAINAGE INLET PROTECTION DRAWING NAME: Demo & Erosion PROPOSED SILT FENCE/SILT SOCK Control Plan Date: 1/20/26 Demo & Erosion Control Plan Drawn By: Scale: A. Pandolfe As Noted NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, DRAWING NO. SCALE: 1"=30' CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 20' 20 0 20 40Ft. C-001 Project No: 25-4181 Page 4 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica SANDBAG 10 mil PLASTIC LINING Buffalo 3' 2"X4" WOOD FRAME DEWATERING CONCRETE BLOCK BERM 1.5' MAX. STAKE SECTION A-A FLOW NOT TO SCALE FLOW FABRIC LATH AND STRAW BALE FLAGGING ON 2:1 SLOPE GRAVEL FILTER 10' MIN. BINDER WIRE 3 SIDES 3' MIN. STONE & BLOCK PLAN VIEW STAPLES PLYWOOD (2 PER BALE) 10 mil PLASTIC SANDBAG LINING 48"X24" BLACK LETTERS TEMPORARY WIRE SCREEN PAINTED WHITE 6" HEIGHT SEDIMENT POOL DEWATERING A A VARIES SECTION B-B CONCRETE LAG SCREWS DROP INLET BURIED FABRIC WOOD OR NOT TO SCALE WASHOUT WITH GATE 1'MIN. 16" METAL STAKES WOOD POST FLOW 36" FRAME 2'MAX. (2 PER BALE) 10' MIN. 3.5"X3.5"X8' FLOW BERM 36" 2" DROP INLET EXCAVATED AREA (AS REQUIRED) WITH GATE 1' MIN. CONCRETE WASHOUT 10 mil PLASTIC LINING SEDIMENT B B SIGN DETAIL PLAN (OR EQUIVALENT) VARIES SIDE SLOPE 2:1 GATHER EXCESS AT TEMPORARY SEDIMENT POOL STONE & BLOCK DETAIL NOT TO SCALE CORNERS 2" TYPE "BELOW GRADE" 1'MIN. 2:1 SLOPE 3:1 SLOPE WIRE MESH (OPTIONAL) EXCAVATED DEPTH MIN. 1' TO A CONSTRUCTION SPECIFICATIONS 2'MAX. 1' 10 mil PLASTIC LINING 8" MAX. 2' BELOW TOP OF INLET. WEEP HOLES GRAVEL SUPPORTED BY HARDWARE 1.12" DIA FOR CLOTH TO ALLOW DRAINAGE AND 1. FILTER FABRIC SHALL HAVE AN EOS OF 40-85. BURLAP MAY BE USED FOR SHORT TERM APPLICATIONS. FINE GRAVEL FACE STEEL WIRE DEWATERING RESTRICT SEDIMENT MOVEMENT. (1'MIN. THICKNESS) STAPLE 3" STONE 10 mil PLASTIC LINING STRAW BALE DETAIL 2. CUT FABRIC FROM A CONTINUOUS ROLL TO ELIMINATE JOINTS. IF JOINTS ARE NEEDED THEY WILL BE OVERLAPPED TO PLAN (TYP) WOOD FRAME SECURELY THE NEXT STAKE. "DOUGHNUT" DETAIL NOT TO SCALE FASTENED AROUND SECTION B-B ENTIRE PERIMETER NOT TO SCALE 3. STAKE MATERIALS WILL BE STANDARD 2" x 4" WOOD OR EQUIVALENT. METAL WITH A MINIMUM LENGTH OF 3 FEET. TYPE "ABOVE GRADE" WITH STRAW BALES WITH TWO STAKES CONSTRUCTION SPECIFICATIONS Proposed Bank CONSTRUCTION SPECIFICATIONS 4. SPACE STAKES EVENLY AROUND INLET 3 FEET APART AND DRIVE A MINIMUM 18 INCHES DEEP. SPANS GREATER THAN 3 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE FOR DEWATERING. FOUNDATION SHALL BE 2 INCHES MINIMUM BELOW REST NOTES OF 10' MIN. FEET MAY BE BRIDGED WITH THE USE OF WIRE MESH BEHIND THE FILTER FABRIC FOR SUPPORT. INLET AND BLOCKS SHALL BE PLACED AGAINST INLET FOR SUPPORT. TWO-STACKED 1. CLEAR THE AREA OF ALL DEBRIS THAT WILL HINDER EXCAVATION. 1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD. 2X12 ROUGH 5. FABRIC SHALL BE EMBEDDED 1 FOOT MINIMUM BELOW GROUND AND BACKFILLED. IT SHALL BE SECURELY FASTENED TO2. B B WOOD FRAME HARDWARE CLOTH OR 1/2" WIRE MESH SHALL BE PLACED OVER BLOCK OPENINGS TO SUPPORT STONE. 2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE 2. GRADE APPROACH TO THE INLET UNIFORMLY AROUND THE BASIN. THE STAKES AND FRAME. TEMPORARY CONCRETE WASHOUT FACILITY. VARIES 3. USE CLEAN STONE OR GRAVEL 1/2-3/4 INCH IN DIAMETER PLACED 2 INCHES BELOW TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER. 3. WEEP HOLES SHALL BE PROTECTED BY GRAVEL. 6. A 2" x 4" WOOD FRAME SHALL BE COMPLETED AROUND THE CREST OF THE FABRIC FOR OVER FLOW STABILITY. 3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT STAKE (TYP) © CARMINA WOOD DESIGN 4. FOR STONE STRUCTURES ONLY, A 1 FOOT THICK LAYER OF THE FILTER STONE WILL BE PLACED AGAINST THE 3 INCH STONE AS SHOWN ON THE FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND 4. MAXIMUN DRAINAGE AREA 1 ACRE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA, SEAL WEEP HOLES, FILL BASIN WITH STABLE SOIL TO FINAL GRADE, DISPOSED OF OR RECYCLED. West Seneca, NY DRAWINGS. 1465 Union Road COMPACT IT PROPERLY AND STABILIZE WITH PERMANENT SEEDING. MAXIMUM DRAINAGE AREA 1 ACRE 4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY MAXIMUM DRAINAGE AREA 1 ACRE THE REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITIES TYPE "ABOVE GROUND" SHALL BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT 10 mil PLASTIC LINING PLAN WITH WOOD PLANKS EROSION. NOT TO SCALE INLET PROTECTION DETAIL 1 INLET PROTECTION DETAIL 2 INLET PROTECTION DETAIL 3 CONCRETE WASHOUT DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE NOTE: INSTALL ONE OF THE INLET PROTECTION OPTIONS SHOWN PRIOR TO CONSTRUCTION Date 50'MIN. EXISTING 3' 5: PAVEMENT FILTER CLOTH (SECURELY ATTACHED 1 TO STAKES) 6"MIN. 10' MAX. C. TO C. MOUNTABLE BERM EXISTING FILTER GROUND CLOTH PROFILE (OPTIONAL) 36" MIN. LENGTH FENCE POSTS DRIVEN MIN. 16" INTO GROUND No. Description 50'MIN. REVISIONS: HEIGHT OF FILTER = 16" MIN. REFER TO 10'MIN. EXISTING NOTE #7 GROUND EMBED FILTER CLOTH A EXISTING OW OW 12'MIN. / 24' MAX. 12'MIN. FL FL MIN. OF 6" IN GROUND. PAVEMENT WOODEN STAKES ON 10' LINEAL SPACING REFER TO FILTER CLOTH DEPTH PERSPECTIVE VIEW 2"x2" WOODEN STAKE NOTE #7 10'MIN. MARKINGS SILT SOCK (8" MIN) PLAN VIEW ARY AREA TO BE CTION PROTECTED 3" TO 4" CONSTRUCTION SPECIFICATIONS 36" MIN. FENCE POST POSTS SHALL BE A MINIMUM OF 20" WATER FLOW AREA TO BE PROTECTED SILT SOCK WORK AREA 1. STONE SIZE - USE 2" STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. FILTER CLOTH ATTACHED TO POST ABOVE THE EXISTING GRADE CONSTRU PRELIMIN FLOW 2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD UNDISTURBED GROUND WORK AREA APPLY). 12"± COMPACTED SOIL 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. EMBED FILTER CLOTH POSTS SHALL BE A MINIMUM OF 16" A MIN. OF 6" IN GROUND BELOW THE EXISTING GRADE 4. WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS NOT FOR 4" OCCURS. TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. SECTION VIEW PLAN VIEW SECTION VIEW 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. NOTES: 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED CONSTRUCTION SPECIFICATIONS ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. CONTRACTOR SHALL INSPECT AND MAINTAIN SILT SOCK AS NEEDED DURING THE DURATION OF CONSTRUCTION PROJECT. 1. WOVEN FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OR "U" TYPE OR HARDWOOD. CONTRACTOR SHALL REMOVE SEDIMENT COLLECTED AT THE BASE OF THE SILT SOCK WHEN IT21HAS OF THE REACHED EXPOSED OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED ONTO PUBLIC HEIGHT OF THE SILT SOCK. ALTERNATIVELY, RATHER THAN CREATE A SOIL DISTURBING ACTIVITY, THE ENGINEER MAY CALL FOR RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. TEMPORARY ASPHALT SHALL BE PLACED WITHIN RIGHT-OR-WAY TO 2. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. ADDITIONAL SILT SOCK TO BE ADDED AT AREAS OF HIGH SEDIMENTATION, PLACED IMMEDIATELY ON TOP OF THE EXISTING ENSURE THIS. FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT. SEDIMENT LADEN SILT SOCK. 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN DRAWING NAME: 3. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. APPROVED SEDIMENT TRAPPING DEVICE. 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. Demo & Erosion Control Details SILT SOCK DETAIL STABILIZED CONSTRUCTION ENTRANCE DETAIL NOT TO SCALE SILT FENCE DETAIL NOT TO SCALE NOT TO SCALE Date: 1/20/26 Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. C-002 Project No: 25-4181 Page 5 of 65

SITE DATA SITE AREA = 0.97 ACRES (0.5 AC. TO BE DISTURBED) sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ZONED: C-2 (S) (COMMERCIAL DISTRICT) - UNION ROAD CORRIDOR All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro BUILDING: SINGLE STORY BANK W/ DRIVE-THRU SETBACKS - BUILDING REQUIRED PROVIDED FRONT: 20 FT MAX. 5.5 FT SIDE : 5 FT MIN. 44.85 FT REAR: 30 FT MIN. > 30 FT Utica SETBACKS - PARKING REQUIRED PROVIDED FRONT: N/A N/A SIDE (ABUTTING R DISTRICT) : 10 FT MIN. N/A REAR: 10 FT MIN. > 10 FT Buffalo PARKING (9' x 18'): 8 19 STACKING (9' x 20'): 16 8* MAX. BUILDING HEIGHT: 40 FT < 40 FT *VARIANCE REQUIRED PARKING CALCULATION: BANK 1 SPACES PER 350 S.F. GROSS FLOOR AREA 2,455 / 350 8= SPACES REQUIRED 8 STACKING CALCULATION: DRIVE-IN BANK ACCESSORY TO OFFICES 8 SPACES PER BOOTH, CUSTOMER FACILITY OR SERVICE WINDOW 8 x 2 SERVICE WINDOWS16=SPACES REQUIRED 5.0' 5.5' 27.06' 9.5' 5.5' 9.5' 5 5 1 °' 2 GENERAL NOTES: 129.88 9 18.0' 5.0' 1. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE INVOLVED. 23' 18.0' 24.0' 43. 1 2. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TO WHAT IS SPECIFIED. 8 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY RULES AND REGULATIONS. 9.0' 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF DISCREPANCIES IN CONDITIONS SHOWN ON 9.0' 2 DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. Proposed Bank 6 24.0' 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN AND ANY FINISH MATERIAL INSTALLED WHILE PROPOSED 6.3 5 SINGLE-STORY BANK WORKING ON OTHER COMPONENTS. 7' 8 2,750± S.F. 5 EXISTING 2-STORY 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF OWNER. F.F.E. = 530.40 OFFICE BUILDING 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT THIS WORK WILL NOT DISTURB EXISTING LINES 142.53°' 4 3,150 S.F. FOOTPRINT AND/OR INSTALLATIONS. COORDINATE ALL WORK WITH THE APPLICABLE UTILITY COMPANIES. 5 F.F.E. = 530.90 8. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED PERMITS NECESSARY TO PERFORM THE WORK. 2 9. ALL REASONABLE MEASURES SHALL BE TAKEN TO PROTECT EXISTING TREES WHICH ARE TO BE PRESERVED FROM ALL POSSIBLE TYPES OF ROOT, TRUNK, 7 3 AND LIMB DAMAGE; INCLUDING BUT NOT LIMITED TO, RETAINING WALLS WHICH PREVENT FILLING ON TOP OF ROOTS OR EXCAVATING TREE ROOTS. © CARMINA WOOD DESIGN 5.0' 38.63' 113.0' 11 West Seneca, NY 1465 Union Road 11 38.78' 6 4 NOTES: 4 5 1 10 1. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. 9 10.27' 2. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL & SEED. 3. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE PROPERTY LINE. R30' 8 11 ' R8 R20 9 11 4. CENTER ENTRANCE SIDEWALKS ON DOOR OPENINGS. R15' STOP 3.23' ' 5. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. 11.0' 12 3 24.0' ' R25 ' ' R2 R20 R30 3 5' 13 8 5.0' 1 1 5 10 6 5 97.0' DETAIL LEGEND SEE SITE DETAIL SHEET NOTE LEGEND 8 STOP 3 5 1 TYPE "A" CONCRETE CURB INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1 5.0' 2 1 Date 5 2 1 2 CONCRETE SIDEWALK RUNOUT CURB IN 2' OR MATCH EXISTING CURB 14.0' 2 4 2 3 STANDARD DUTY ASPHALT 3 SAWCUT LINE, MATCH EXISTING EDGE OF PAVEMENT DO NOT 4 90° PARKING STALL 11 9.0' 1 ENTER 1 5 5 HANDICAPPED PAVEMENT MARKINGS 4 INSTALL "NO PARKING" SIGN, M.U.T.C.D. SIGN NO. P1-1C 18.0' 4 R15 2 7 ' 6 HANDICAPPED PARKING SIGN LANDSCAPED AREA - SEE LANDSCAPE PLAN, IF NO PLANTINGS, INSTALL TOPSOIL & SEED 6 5 ' R8 7 HANDICAPPED PAVEMENT RAMP R8 1' WIDE WHITE PAVEMENT STRIPES @ 1' SPACING BETWEEN 4" WIDE WHITE CROSSWALK LINES ' 6 R10 No. Description R5' 10 3 8 LIGHT POLE FOUNDATION ' 3 7 INSTALL "DO NOT ENTER" SIGN, M.U.T.C.D. SIGN NO. R5-1 9 24.0' PAINTED TRAFFIC ARROWS REVISIONS: 9 THIS IS 20 SCALE 10 STOP BAR 8 MATCH EX. SIDEWALK 11 PIPE BOLLARD 9 DECORATIVE BRICK WALL - REFER TO PLANS BY OTHERS 15 10 DRIVE-THRU DIRECTIONAL SIGN - COORDINATE W/ OWNER 11 CLEARANCE SIGN - COORDINATE W/ OWNER ARY CTION 12 FLAGPOLE - COORDINATE W/ OWNER 13 CANOPY - REFER TO PLANS BY OTHERS CONSTRU 13 PRELIMIN POTENTIAL FUTURE PARKING EXPANSION SITE LEGEND NOT FOR PROPERTY LINE PROPOSED CONCRETE CURB PROPOSED SIDEWALK / CONCRETE PAD NUMBER OF PARKING SPACES 27 PROPOSED SIGN DRAWING NAME: PROPOSED STANDARD DUTY Site Plan ASPHALT PAVEMENT PROPOSED LIGHT POLE PROPOSED WALL MOUNTED LIGHT Date: 1/20/26 Drawn By: A. Pandolfe Site Plan NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. Scale: DRAWING NO. As Noted SCALE: 1"=30' 20' 20 0 20 40Ft. C-100 Project No: 25-4181 Page 6 of 65

NEW CONCRETE (MIN. 3,500 PSI) 12" #3 DOWEL @ 24" O.C., SIDEWALK - 4" MIN. THK. LOCATE AT MID-POINT OF DRIVEWAY - 6" MIN THK. W/W.W.F.6X6/10X10 EXPANSION JOINT sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor FINISH GRADE 1" BELOW TOP OF CURB IN ALL LAWN to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. DEPTH OF SIDEWALK, EMBED 4" 1/2" RECESS All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 6" INTO CURB 6" AREAS. TOP OF SOD TO BE FLUSH WITH TOP OF CURB GRASS AREA Greensboro 1" 5" 1" 5" AS SHOWN EXISTING SIDEWALK SLOPE SIDEWALK, SEE DETAIL 1/4" / FT. CURB 1" RADIUS 1" RADIUS SOD PAVEMENT WIDTH VARIES SEE SITE PLAN PAVING AS PAVING AS PAVEMENT 6" 6" SPECIFIED SPECIFIED 4" LAYER TOPSOIL 1.5" ASPHALT TOP COURSE, TYPE 7 SIDEWALK SUBBASE (N.Y.S.D.O.T. ITEM 403.18) 1'-6" 1'-6" TRAFFIC YELLOW 4" WIDE CONCRETE CURB OR 1'-0" 1'-0" TACK COAT PRIOR TO 2.5" ASPHALT BINDER COURSE, TYPE 3 PAINTED LINE (TYP) EDGE OF PVMT., SEE PLAN TACK COAT PRIOR TO FORM SUBBASE (N.Y.S.D.O.T. ITEM 403.13) PAVING PAVING STONE SUBBASE MATERIAL TYPE 2 (N.Y.S.D.O.T. ITEM CROSS SECTION 304.12) 8" SUBBASE COURSE MATERIAL, TYPE 1 3,500 PSI CONCRETE 3,500 PSI CONCRETE (N.Y.S.D.O.T. ITEM 304.02) Utica PAVEMENT ELEVATION & DIMENSION REFER PAVEMENT ELEVATION & DIMENSION REFER MIN. 4" THICK (SIDEWALK) SEE PLAN TO THIS POINT TO THIS POINT MIN. 6" THICK (DRIVEWAY) LANDSCAPED AREA NOTES: MIN 6" STONE MATERIAL UNDER CURB TYPE 2 MIN 6" STONE MATERIAL UNDER CURB TYPE 2 1. CONTROL JOINTS TO BE AT 5'-0" O.C., BOTH WAYS WHERE APPLICABLE. SEE SPECIFICATIONS FOR FURTHER JOINT NONWOVEN GEOTEXTILE FABRIC (N.Y.S.D.O.T. ITEM 304.03) (N.Y.S.D.O.T. ITEM 304.03) 9'-0" 9'-0" 9'-0" 9'-0" 18' REQUIREMENTS NYSDOT 702-0700. MIRAFI 600X OR APPROVED EQUAL (IF Buffalo WARRANTED BY SITE CONDITIONS CONCRETE CURB (TYP.) 18' ABUTTING SIDEWALK ABUTTING LANDSCAPE/GRASS 2. CONCRETE SIDEWALK AND DRIVEWAY MATERIAL SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 501 AND DURING CONSTRUCTION) CONSTRUCTION METHODS SHALL CONFORM TO NYSDOT STANDARD SPECIFICATION 608-3. GRADED AND COMPACTED PAVEMENT SUBGRADE NOTES: 1. CONTROL JOINTS TO BE 2" DEEP AT 15'-0" O.C. - SEE SPECIFICATIONS FOR FURTHER JOINT REQUIREMENTS NYSDOT 702-0700. 3. SUBBASE GRADE SHALL FOLLOW THE PROPOSED GRADE OF THE SIDEWALK AND SLOPE AWAY FROM BUILDING WHERE NOTE: CONSTRUCTION METHODS FOR ASPHALT PAVEMENT SHALL 2. WHERE THE CURB DROPS (IS FLUSH WITH ASPHALT) THE DEPTH OF CURB BELOW GRADE SHALL BE INCREASED TO 1'-6" AND APPLICABLE, PROVIDE CONTINUOUS STONE PATH TO CURB UNDERDRAIN WHERE PROVIDED. CONFORM TO NYSDOT STANDARD SPECIFICATION 401-3, WITH SEE PLAN OTHER DIMENSIONS ADJUSTED ACCORDINGLY. SUBBASE CONSTRUCTION METHODS CONFORMING TO NYSDOT 4. FULL DEPTH EXPANSION JOINTS SHALL BE INSTALLED EVERY 20' O.C., BOTHWAYS WHERE APPLICABLE. SEE STANDARD SPECIFICATION 304-3. SPECIFICATIONS FOR FURTHER JOINT REQUIREMENTS NYSDOT 702-0700. TYPE "A" CONCRETE CURB - 1 5. SEE CURB DETAIL FOR DOWLING REQUIREMENTS WHERE ABUTTING CURB. STANDARD DUTY ASPHALT SECTION - 3 90° PARKING STALL LAYOUT - 4 6. INSTALL 6" LONG #3 DOWELS @ 12" O.C. WHERE SIDEWALK ABUTS A BUILDING WALL AT AN ENTRANCE, THICKEN SIDEWALK TO 6" AT BUILDING WALL AND INSTALL DOWEL CENTERED IN THE 6" DEPTH. DOWELS AND THICKENING OF SIDEWALK SHALL EXTEND 18" EITHER SIDE OF ENTRANCE. 7. INSTALL 1/2" PREMOLDED EXPANSION JOINT WITH BACKER ROD & SEALANT WHERE SIDEWALK ABUTS BUILDING OR OTHER STRUCTURE. CONCRETE SIDEWALK - 2 50% - 65% of HANDICAPPED PARKING SIGN 17' base dia. M.U.T.C.D. SIGN NO. P4-6C 6' 5' 6' RESERVED EL. 100.00 PARKING Proposed Bank EL. 100.00 EL. 99.50 (BLDG. WALL) OR EL. 99.50 0.2" 0.9" WHITE REFLECTIVE BACKFILL, TOPSOIL 12" X 18" RED ON WHITE (M.U.T.C.D. SIGN NO. R7-1), PAINT & SEED 7' ABOVE GRADE, MOUNT ON 2"Ø PIPE DOME SECTION NO FACING PARKING AISLE (MAY BE BUILDING PARKING MOUNTED, SEE SITE PLAN) FOR INSTALLATION IN SEE PLAN PAVEMENT, SEE HANDICAPPED PARKING SIGN DETAIL. SAFETY BLUE 1:12 1:12 ANY BACKGROUND (6" WIDE CURB) 2.35" 1" TIME SLOPE SLOPE typ. dome (typ.) © CARMINA WOOD DESIGN 2.35" West Seneca, NY 1465 Union Road NO PARKING SIGN (SEE DETAIL), LOCATE 42" TC 99.90 AS SHOWN ON SITE PLAN 2" SQR. GALVANIZED PUNCH TUBE BC 99.40 TC 99.90 CONCRETE CURB OR EDGE BC 99.40 2' HANDICAPPED PARKING 7'-0" OF PAVEMENT (SEE PLAN) SIGN (SEE DETAIL) TC 99.40 BC 99.35 TC 99.40 typ. 1" BC 99.35 DOME SPACING TRAFFIC YELLOW 4" WIDE GRADE 18'-0' (TYP) TACTILE WARNING FIELD, COLOR TO PAINTED LINE (TYP) 42" CONTRAST WITH RAMP MATERIAL NOTE: TACTILE WARNING 9'-0" 9'-0" MIN. 9'-0" 6" DEVICES SHALL BE PER ICC/ANSI 9" 9" TOP OF CONCRETE A117.1-1998, SECTION 705.3.1.2 INTERNATIONAL SYMBOL TO BE CENTERED IN PARKING SPACE 3'-6" MIN. OR CURRENT UPDATE HANDICAP SYMBOL - 5A 3,500 PSI CONCRETE 24" (TYP) INTERNATIONAL HANDICAP 1'-6" DIA. CONCRETE BASE NOTE: ELEVATIONS & DIMENSIONS SHOWN ARE TO ILLUSTRATE GRADE 2'-0" (TYP) 45° (TYP) CHANGE ONLY, SEE SITE & GRADING PLAN SYMBOL - 5A FOR ACTUAL DATUM & DIMENSIONS Date HANDICAPPED PAVEMENT MARKINGS & SIGNAGE - 5 2" 1'-6" NOTES: HANDICAPPED PAVEMENT RAMP - 7 1. HANDICAPPED PARKING SIGN SHALL CONFORM WITH CURRENT STATE AND LOCAL CODES AND REGULATIONS. HANDICAP PARKING SIGNS - 6 INSTALLED IN GRASS/LANDSCAPED AREA No. Description REVISIONS: FIXTURE FURNISHED, INSTALLED AND WIRED BY ELECTRICAL CONTRACTOR. ARY CTION ELECTRICAL CONTRACTOR FURNISHED POLE 4"x6" GASKET HAND HOLE ELECT. CONTRACTOR TO CONNECT OR CADWELD FURNISHED AND INSTALL IN-LINE GROUND WIRE TO ROUND OFF CONCRETE FILL CONSTRU BALLAST FUSES IN BUSSMANN PRELIMIN 1"x45° CHAMFER "TRON" WEATHERPROOF FUSE HOLDERS #HEB-AD WITH #KTK 1" FUSES (SIZE AS REQUIRED) SEE ROUND FORMED CONCRETE PLAN 6" DIA. SCH. 40 STEEL PIPE 4 - 40"x1"Ø ANCHOR BOLTS TRAFFIC REFLECTIVE FILL W/CONC. - PAINT BASE 30" DIAMETER 2'-0" WHITE PAINT 2'-0" #3 REINFORCING TIES SAFETY YELLOW TYP. STOP SIGN - M.U.T.C.D. SIGN NO. R1-1 12" ON CENTER NOT FOR SEE NOTE FINISHED GRADE TYP. (1) WRAP 30 ROOFING 4'-6" 4'-0" 2'-0" #6 BARE GROUND WIRE 1'-6" 2'-0" FELT FOR DEPTH OF 5'-0" CENTER LINE TWO LANE PAVEMENT 1'R STOP BAR PAVEMENT SECTION CADWELD CONNECTION STOP 4'-0" 3'-0" MIN. (BOTH ENDS) 3'R PAVEMENT 8'-0" 8'-0" MIN. AND DOWN 3/4 "x10" COPPER WELD TO SOLID BEARING GROUND ROD (LIGHTING SUBBASE COURSE PROTECTION) 5'-0" 4'-0" FACE OF CURB OR 1'-0" EDGE OF PAVEMENT, CARLON PLASTIC CONDUIT TYP. SEE PLAN 4'-0" MIN. 3" COVER GALVANIZED STEEL TO CARLON CONDUIT CONNECTOR SUBGRADE 51/2" 1'-8" GALVANIZED CONDUIT "ELL" (TYP) 4 - #8 VERTICAL PAINTED TRAFFIC ARROWS - 9 8'-5" CENTERED IN LANE DRAWING NAME: REINF. BARS EACH WAY THROUGH PIPE ALL CONCRETE WORK AND SEE PLAN MIN. 3,500 PSI CONCRETE 2" REINFORCING SHALL BE BY SITE CONTRACTOR 24" DIA. Site Details CONCRETE BASE STOP BAR DETAIL - 10 9" 9" NOTES: 1. FOR LOCATIONS OF FOUNDATIONS SEE SITE PLAN 2. FOR LIGHT FIXTURE ORDERING INFORMATION SEE SITE LIGHTING PLAN PIPE BOLLARD - 11 3. LIGHT POLE BASE EXPOSURE ABOVE GRADE SHALL BE: IN CURBED ISLANDS: 6" ABOVE TOP OF CURB ELEVATION IN PAVEMENT: 3' ABOVE GRADE IN NON-CURBED GRASS AREAS: 6" ABOVE GRADE Date: 1/20/26 Drawn By: A. Pandolfe LIGHT POLE Scale: As Noted FOUNDATION - 8 DRAWING NO. C-101 Project No: 25-4181 Page 7 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo GRADING NOTE: GRADING IS BASED ON ESTIMATED GRADES OF THE EXISTING DEVELOPMENT AND WITHOUT THE BENEFIT OF AN UPDATED SURVEY. CONTRACTOR SHALL VERIFY EXISTING GRADES AND NOTIFY THE 529.9± DESIGN ENGINEER OF ANY POTENTIAL CONFLICTS. MATCH EX. TC 529.80 BC 529.30 0 TC 529.2± 53 530 530 BC 529.2± 530 MATCH EX. TC 530.15 BC 529.65 530.40 TC 530.15 1.8% 530.25 BC 529.65 2.0% 2.0% 530.40 530.40 EX. CB 8 CB 1 RIM 529.00 RIM 529.05 TC 529.5± 530 BC 529.0± Proposed Bank PROPOSED TC 529.65 MATCH EX. SINGLE-STORY BANK BC 529.65 1.6 1.3% 2,750± S.F. % % TC 530.15 EXISTING 2-STORY 529.75 1.6 529.35 BC 529.65 OFFICE BUILDING F.F.E. = 530.40 % 3,150 S.F. FOOTPRINT TC 530.15 53 1.6 % 1.6 F.F.E. = 530.90 1.3% 0 TC 530.30 BC 529.65 530.30 BC 529.80 530.25 © CARMINA WOOD DESIGN 530.40 TC 530.40 CB 2 TC 530.15 530 BC 529.90 530.40 BC 529.65 West Seneca, NY 1465 Union Road RIM 529.05 EX. CB TC 530.25 2.0% 2.0% BC 529.75 RIM 530.50 531 2.5% 1.3% 1.2% 530 TC 530.00 STOP BC 529.50 530 TC 530.35 2.9 1.3% 2.0% 1.3% EX. CB BC 529.85 % TC 529.95 RIM 529.35 TC 530.15 EX. CB BC 529.45 CB 3 (ADJUST RIM BC 529.65 RIM 529.50 RIM 529.30 TC 530.30 AS REQUIRED) 530.30 529.8± EX. YD BC 529.80 TC 530.00 MATCH EX. RIM 530.50 BC 529.50 TC 530.90 TC 530.00 TC 530.90 530 BC 530.40 4.0% BC 529.50 BC 530.40 530 530.90 STOP TC 530.30 1.3% 1.3% 529.70 BC 529.80 TC 530.80 TC 530.80 Date TC 530.80 BC 530.30 530.30 BC 530.30 BC 530.30 % 1.5 1.2% 1.1% 3.0% TC 530.30 % DO NOT TC 530.20 3.1 1.5 BC 529.80 1.7% BC 529.70 TC 530.90 % ENTER BC 530.40 2.7% 530 TC 529.1± TC 530.15± BC 529.1± 529 BC 530.15± 530 MATCH EX. MATCH EX. TC 529.50 530 No. Description 528.95± BC 529.00 MATCH EX. REVISIONS: EX. CB 529 EX. CB RIM 529.70 RIM 529.70 530 529 EX. CB RIM 528.70 530 15 ARY CTION CONSTRU PRELIMIN 530 POTENTIAL FUTURE PARKING EXPANSION STORMPRO V37 TREATMENT STRUCTURE NOT FOR RIM 530.25 PROPOSED GRADING LEGEND PROPOSED CONTOUR 101 EX. CB 530 RIM 530.00 100.80 PROPOSED SPOT ELEVATION PROPOSED TOP/BOTTOM OF CURB ELEV. TC 100.50 BC 100.00 PROPOSED CATCH BASIN CB DRAWING NAME: PAVEMENT/GROUND SLOPE Grading Plan PROPOSED YARD DRAIN YD PROPOSED MANHOLE MH Date: 1/20/26 Drawn By: A. Pandolfe Grading Plan NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, Scale: DRAWING NO. As Noted CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=30' 20' 20 0 20 40Ft. C-200 Project No: 25-4181 Page 8 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo 6" HDPE ROOF LEADER @ 1.0% D.S. CB 1 D.S. RIM 529.05 8 EX. CB INV 527.17 RIM 529.00 D.S. INV 527.00 D.S. Proposed Bank PROPOSED SINGLE-STORY BANK 2,750± S.F. EXISTING 2-STORY 6" HDPE ROOF F.F.E. = 530.40 OFFICE BUILDING LEADER @ 1.0% 45 LF 8" 3,150 S.F. FOOTPRINT HDPE @ 0.3% F.F.E. = 530.90 EX. CB NOTE: COORDINATE DOWNSPOUT LOCATIONS WITH ARCHITECTURAL RIM 530.50 DRAWINGS INV 529.1± NE © CARMINA WOOD DESIGN CB 2 INV 528.8± E,W West Seneca, NY 1465 Union Road D.S. RIM 529.05 D.S. D.S. D.S. INV 527.03 6" HDPE ROOF CB 3 LEADER @ 1.0% RIM 529.30 D.S. D.S. 24 LF 8" STOP INV 526.60 HDPE @ 0.3% EX. CB RIM 529.50 EX. CB INV 526.86 RIM 529.35 6" HDPE ROOF (ADJUST RIM LEADER @ 1.0% AS REQUIRED) INSTALL 12"x12" TEE INV 526.72 ON EX. 12" STORM EX. YD PIPE INV 526.96 RIM 530.50 STOP INV 527.06 48 LF 12" Date HDPE @ 0.2% DO NOT ENTER CONNECT TO EX. 12" STORM PIPE EX. CB INV 526.50 RIM 529.70 INV 526.70 No. Description EX. CB STORMWATER DETENTION SUMMARY: REVISIONS: RIM 528.70 EX. CB INV 526.46 RIM 529.70 EVENT EX. RUNOFF (CFS) PROP. RUNOFF (CFS) ELEVATION (FEET) STORAGE (CF) INV 526.60 1-YEAR 2.03 0.96 526.60 1,104 10-YEAR 3.83 1.69 527.35 2,548 15 25-YEAR 4.81 2.05 527.83 3,418 100-YEAR 6.75 2.85 529.23 5,193 STORMPRO V37 TREATMENT STRUCTURE RIM 530.25 ARY CTION INV IN 526.40 W INV OUT 526.40 E CONSTRU PRELIMIN PROPOSED UTILITY LEGEND POTENTIAL FUTURE PROPOSED STORM SEWER ST PARKING EXPANSION PROPOSED SANITARY SEWER 6" SA NOT FOR EX. UNDERGROUND DETENTION SYSTEM PROPOSED WATERLINE 1" W PROPOSED CATCH BASIN CB EX. CB PROPOSED YARD DRAIN YD RIM 530.00 8" INV 526.29 W 6" INV 525.79 SW PROPOSED MANHOLE MH 8" INV 525.79 S DRAWING NAME: PROPOSED HYDRANT ASSEMBLY Drainage Plan PROPOSED GATE VALVE GV NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. Date: 1/20/26 Drawn By: A. Pandolfe Drainage Plan NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, Scale: DRAWING NO. As Noted CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=30' 20' 20 0 20 40Ft. C-300 Project No: 25-4181 Page 9 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo 6" TOPSOIL (MIN.) DETECTABLE TAPE, 1'-6" TRENCH WIDTH BELOW FINISHED GRADE (I.D. + 24") EXCAVATED FROM TRENCH 2 BACKFILL WITH MATERIAL DETECTABLE TAPE, 1'-6" BELOW FINISHED GRADE TRENCH WIDTH (I.D. + 24") 12" (I.D.) 12" 2 Proposed Bank 12" 1 12" (I.D.) 12" . O.D. IA TOP OF PIPE ZONE .) D D (I. 12" © CARMINA WOOD DESIGN 1 (6"MIN.) 1/3 I.D. West Seneca, NY 1465 Union Road (12"MAX.) . O.D. IA .) D D (I. NOTES: (6"MIN.) 1/3 I.D. (12"MAX.) A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL NOTES: PLACEMENT AND MAXIMUM PAY LIMITS. A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL MATERIALS PLACEMENT AND MAXIMUM PAY LIMITS. Date PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SECTION 703-02. THE MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE MATERIALS SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT ACCEPTABLE TO THE PIPE MANUFACTURER. PIPE BEDDING MATERIAL (NYSDOT 1985 EDITION) 1 NO. 1 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 SECTION 703-02. THE MATERIAL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ONE INCH AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE No. Description 2 TYPE 2 CRUSHED STONE OR CRUSHED GRAVEL WITH A GRADATION CONFORMING WITH NYSDOT SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT SECTION 304-2.02 TYPE 2. THE MATERAIL SHALL BE WELL GRADED WITH NO PARTICLES LARGER THAN ACCEPTABLE TO THE PIPE MANUFACTURER. TWO INCHES AND HAVING A MAXIMUM GRADATION MEETING THE LIMITS DESCRIBED IN THE TYPICAL PRECAST CATCH BASIN REVISIONS: SPECIFICATIONS. THE BEDDING SHALL BE COMPACTED IN 6" LIFTS WITH EQUIPMENT NO SLAG SHALL BE ALLOWED FOR MATERIAL 1 ACCEPTABLE TO THE PIPE MANUFACTURER. 2 BACKFILL MATERIAL SHALL BE NATIVE SOIL CONTAINING NO UNSUITABLE MATERIAL COMPACTED IN 6" LIFTS. NO SLAG SHALL BE ALLOWED FOR MATERIAL 2 STORM SEWER TRENCH SECTION STORM SEWER TRENCH SECTION ARY CTION IN PAVED AREAS IN UNPAVED AREAS CONSTRU PRELIMIN NOT FOR DRAWING NAME: Drainage Details Date: 1/20/26 STORMWATER DETENTION SUMMARY: Drawn By: Scale: A. Pandolfe As Noted DRAWING NO. EVENT EX. RUNOFF (CFS) PROP. RUNOFF (CFS) ELEVATION (FEET) STORAGE (CF) C-301 1-YEAR 2.03 0.96 526.60 1,104 Project No: 25-4181 Page 10 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo NOTE: CONTRACTOR SHALL APPLY FOR AND OBTAIN A NYSDOT HIGHWAY WORK PERMIT FOR UTILITY WORK - PERM 32 FOR ALL UTILITY CONNECTIONS WITHIN THE UNION ROAD RIGHT-OF-WAY 8"x6" WYE, INV 522.8± CONTRACTOR TO VERIFY DEPTH 10 LF SDR-35 PVC PRIOR TO CONSTRUCTION SANITARY SEWER LATERAL @ 1.O% MIN. 23 LF SDR-35 PVC SANITARY SEWER LATERAL @ 1.O% MIN. 28 LF SDR-35 PVC SANITARY SEWER LATERAL @ 1.O% MIN. 1" TYPE "K" COPPER DOMESTIC SERVICE C.O. 1" CURB STOP & (MIN. 5' COVER) C.O. BOX (BY ECWA) 18" MIN. VERTICAL 8 SEPARATION INSTALL 1" RPZ 1" TAPPING SADDLE AND & METER INSIDE CORP. STOP (BY ECWA) UTILITY ROOM Proposed Bank PROPOSED INSTALL C.O., SINGLE-STORY BANK TRAP & VENT EXISTING 2-STORY IN GREENSPACE INV 525.40 2,750± S.F. OFFICE BUILDING F.F.E. = 530.40 3,150 S.F. FOOTPRINT 7 LF SDR-35 PVC F.F.E. = 530.90 SANITARY SEWER LATERAL @ 1.O% MIN. © CARMINA WOOD DESIGN APPROXIMATE LOCATION OF EX. 6" West Seneca, NY 1465 Union Road CIP WATER MAIN. CONTRACTOR TO VERIFY SIZE AND LOCATION PRIOR TO CONSTRUCTION. COORDINATE GAS, ELECTRIC AND TELEPHONE CONDUIT SIZE AND LOCATIONS WITH UTILITY STOP COMPANIES AND MEP PLANS STOP Date DO NOT ENTER No. Description REVISIONS: 15 NOTES: 1. ALL SANITARY SEWER CONSTRUCTION SHALL CONFORMTOWNTOOF WEST SENECA ARY CTION SPECIFICATIONS AND DETAILS, AND ERIE COUNTY DEPARTMENT OF HEALTH RULES AND REGULATIONS. 2. PRIOR STARTING ANY WORK ASSOCIATED WITH OR NEAR EXISTING SANITARY MANHOLES, CONSTRU THE CONTRACTOR SHALL MEET WITHTOWN THE OF WEST SENECA TO DISCUSS AND AGREE PRELIMIN TO THE WORK. PROPOSED UTILITY LEGEND POTENTIAL FUTURE 3. FILL SHALL BE PLACED AND SATISFACTORILY COMPACTED PRIOR TO INSTALLATION OF PROPOSED STORM SEWER ST PARKING EXPANSION UTILITIES, AND MUST BE APPROVED BY THE SUPERVISING PROJECT ENGINEER. PROPOSED SANITARY SEWER 6" SA NOT FOR 4. ALL OTHER REQUIRED PERMITS BY THE STATE OF NEW YORK, COUNTY OFTOWN ERIE AND OF WEST SENECA ARE THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER. PROPOSED WATERLINE 1" W UTILITY NOTES: PROPOSED CATCH BASIN CB 1. FOR ALL SANITARY SEWERS, INSTALL SELECT FILL IN PAVED AREAS, EXTEND 5' MIN. BEYOND PAVEMENT LIMITS PROPOSED YARD DRAIN YD 2. BUILDINGS TO HAVE6"AHOUSE TRAP, VENT AND CLEANOUT INSTALLED AT ENTRANCE POINT. INVERT ELEVATION TO BE5' MIN.BELOW F.F.E. OF THE BUILDING. PIPE TO 6" SDR-35 BE PVC @ 1.0% MIN WITH MIN 4' OF COVER. ADD ADDITIONAL CLEANOUTS @ 100' MAX. SPACING 6" LATERALS FOR OVER 90' IN LENGTH. PROPOSED MANHOLE MH DRAWING NAME: 3. COORDINATE GAS & ELEC. METER BANK LOCATIONS ON BUILDINGS WITH M.E.P. PLANS & UTILITY CO.'S. PROPOSED HYDRANT ASSEMBLY 4. COORDINATE LOCATION OF CTV & TELEPHONE SERVICE TO BUILDINGS WITH M.E.P. PLANS AND UTILITY CO.'S. Utility Plan 5. ANY EXISTING UTILITIES WHICH ARE TO BE ABANDONED AND FALL UNDER PAVEMENT OR BUILDINGS SHALL BE PROPOSED GATE VALVE GV REMOVED VS. BEING ABANDONED UNLESS THOSE UTILITIES ARE FILLED WITH FLOWABLE FILL. NOTE: FOR PROPOSED VALVE BOXES, CLEANOUTS, ETC., INSTALL A 6. EXISTING GAS SERVICES TO REMAIN UNLESS OTHERWISE NOTED. ANY PORTIONS TO BE RELOCATED SHALL BE 3,000 PSI CONCRETE COLLAR AROUND THE ITEM AT GRADE. THE COORDINATED WITH NATIONAL FUEL GAS. COLLAR SHALL BE A MINIMUM OF 6" WIDER, ON ALL SIDES, THAN THE BOX, CLEANOUT, ETC. THE COLLAR SHALL BE A MINIMUM OF 6" THICK. 7. ALL UNDERGROUND TELEPHONE SERVICES SHALL REMAIN AND BE PROTECTED DURING CONSTRUCTION. Date: 1/20/26 Drawn By: A. Pandolfe Utility Plan 8. A MINIMUM OF 10 FEET HORIZONTAL AND 18 INCHES OF VERTICAL SEPARATION MUST BE MAINTAINED BETWEEN ALL SANITARY SEWER AND WATER SERVICES. NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. Scale: DRAWING NO. As Noted 9. ERIE COUNTY WATER AUTHORITY (ECWA) IS TO BE NOTIFIED A MINIMUM OF 48-HOURS PRIOR TO STARTING THE SCALE: 1"=30' C-400 CONNECTION TO THE NEW WATER SERVICE. 20 0 20 40Ft. 20' 10. SELECT BACKFILL IS REQUIRED FOR ALL UTILITIES (GAS, WATER, STORM, SANITARY) THAT CROSS THROUGH PAVEMENT AREAS. Project No: 25-4181 Page 11 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro 6" TOPSOIL (MIN.) Utica DETECTABLE TAPE, 1'-6" EXCAVATED FROM TRENCH BACKFILL WITH MATERIAL BELOW FINISHED GRADE Buffalo TRENCH WIDTH DETECTABLE TAPE, 1'-6" (I.D. + 24") TRENCH WIDTH BELOW FINISHED GRADE (I.D. + 24") 2 Cleanout in Pavement/Sidewalks Cleanout in Field/lawn areas Non Residential and Commercial Projects Non Residential and Commercial Projects 12" (I.D.) 12" 12" (I.D.) 12" TOP OF PIPE ZONE 12" 12" 1 1 . O.D. IA . .) D O.D. IA D (I. .) D D (I . (6"MIN.) 1/3 I.D. (6"MIN.) (12"MAX.) 1/3 I.D. (12"MAX.) NOTES: NOTES: A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. A. PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. B. TRENCHING OPERATIONS SHALL INCLUDE ALL NECESSARY DEWATERING. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. C. TRENCH DETAILS ARE ONLY SHOWN FOR PURPOSES OF MATERIAL PLACEMENT AND MAXIMUM PAY LIMITS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL Proposed Bank BE USED IN ALL UNSHEETED TRENCH AREAS. D. AN OSHA APPROVED MOVABLE PROTECTIVE TRENCH SHIELD SHALL BE USED IN ALL UNSHEETED TRENCH AREAS. © CARMINA WOOD DESIGN West Seneca, NY 1465 Union Road UTILITY TRENCH SECTION IN PAVED AREAS UTILITY TRENCH SECTION IN UNPAVED AREAS Date No. Description REVISIONS: ARY CTION CONSTRU PRELIMIN NOT FOR ELEVATION ELEVATION DRAWING NAME: 1" DOMESTIC SERVICE BACKFLOW PREVENTER INSTALLATION Utility Details TYPICAL WATER SERVICE LINE INSTALLATION Date: 1/20/26 Drawn By: A. Pandolfe Scale: As Noted DRAWING NO. C-401 Project No: 25-4181 Page 12 of 65

PRUNE AS SPECIFIED AND DETAILED sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. DRIVE STAKES INTO SUBGR. AS All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 SHOWN. 3/TREE OVER 5' HT. AND PRUNE ONLY DAMAGED OR Greensboro 2/TREE 5' HT. AND UNDER. BROKEN BRANCHES HOSE AND DOUBLE STRAND WIRE DRIVE STAKES INTO SUBGR. AS GUYS. SET GUYS 1/2 TO 2/3 UP SHOWN. 3/TREE OVER 2'' CALIPER TREE. AND 2/TREE 2''CALIPER AND INSIDE CONTINUOUS UNDER. PLANT BED SAUCER AT CONDITION EDGE IN Utica HOSE AND DOUBLE STRAND WIRE LAWN CONDITION INSIDE PLANT CONTINUOUS GUYS BED CONDITION SAUCER AT SET ROOT FLARE AT FINISH GRADE FINISH GRADE AT SAUCER EDGE IN LAWN KEEP MULCH 2" FROM TRUNK 2" CONDITION Buffalo 3-KF TOPSOIL FINISH GRADE AT SAUCER 2" 4" MULCH 2" - 4" DEPTH TOPSOIL MAX. ROOT BALL MULCH 2" - 4" DEPTH 4" CUT AND LAY BACK TOP 1/3 CUT AND LAYBACK TOP 1/3 6-IGb BURLAP FROM ROOTBALL DEPTH OF 1-RO BURLAP FROM ROOT BALL 1-GT 5-VC 1-QRn PLANTING SOIL MIXTURE 1-GT 8 PLANTING SOIL MIXTURE 6" 1-CJbd 1-CKst 1-CKst 5-RAgl 6" 1-AC ROOT BALL TO REST ON 1'-6" 1'-6" LIGHTLY HAND TAMP SUBGRADE UNDISTURBED SUBGRADE OR PROPOSED 1-RO COMPACTED MOUND 1-CJbd SINGLE-STORY BANK 1-CJbd 2,750± S.F. EXISTING 2-STORY MIN. 1-GT 5-RAgl OFFICE BUILDING 2-0" F.F.E. = 530.40 5-KF 6" 3,150 S.F. FOOTPRINT 1-CKst F.F.E. = 530.90 1-JS 3 x WIDER THAN ROOT BALL 1-JS 3-IGb 1-RO STD. EVERGREEN PLANTING 1-ALso NOT TO SCALE STD. DECIDUOUS TREET PLANTING 13-IGgb 5-IGgb 1-CKst NOT TO SCALE 1-AC 5-RAgl 8-NxF 1-RO ''X'' TS OP 5-RRr PRUNE AS SPECIFIED AND AS 1-SR 1-ARb 1-CJbd DETAILED ''X' 1-GT TYPICAL SPACING ''X'' ' ''X' ' 1-ARb NOTED ON DRAWINGS AS 3-PA ON-CENTER DIMENSION. 3-AK RUBBER HOSE ON EACH MAJOR 3-VC STEM. ALL MAJOR STEMS Proposed Bank 5-VC SHOULD BE WIRED TOGETHER. 1-SR SPACING VARIES. SEE PLANT LIST. 1-ALso STOP DOUBLE STRAND GUY WIRES 4''W TREE WRAP TO FIRST LIMB PLAN (3). WHITE FLAG ON EACH TO 1-ALso INCREASE VISIBILITY. SET TREE AT ORIGINAL GRADE INSIDE PLANT CONTINUOUS 4-RO SAUCER AT BED EXPOSED ROOT FLARE KEEP "X" "X" PLACE THE CROWN OF THE CONDITION EDGE IN LAWN DO NOT © CARMINA WOOD DESIGN MULCH 2"-4" CONDITION MULCH 2" FROM TRUNK PLANT LEVEL WITH FINISH GRADE OF PLANTING SOIL. West Seneca, NY 1465 Union Road 1-GT ENTER DEPTH FINISH GRADE AT SAUCER TOPSOIL 4" SETTLED DEPTH MULCH. 1-SR 2'-0'' MIN. LENGTH WOOD TYPE AS SPECIFIED. 2" MAX. STAKES (3). DRIVE INTO 4" 4" SUBGRADE AS SHOWN. GENTLY LOOSEN ROOT BALL PRIOR ROOT BALL DEPTH OF 1-QBbm TO PLANTING. IF CIRCLING ROOTS 1-QBbm CUT & LAYBACK TOP 1/3 ARE PRESENT CUT WITH A CLEAN BURLAP FROM ROOT BALL 1'-6" SHARP BLADE. NON-BIODEGRADEABLE MATERIAL SHALL BE REMOVED. PLANTING SOIL MIXTURE PLANTING SOIL MIXTURE 6" SCARIFY SUBSOIL ROOT BALL TO REST ON 15 UNDISTURBED SUBGRADE 2-3 x WIDER THAN ROOT BALL 95% COMPACTED OR UNDISTURBED SUBGRADE Date DECIDUOUS TREE PLANTING - MULTI - STEM SECTION NO TO SCALE NOTE: PLANT BULBS IN TRENCHES AND BOUQUET PLANTING GROUND COVER PLANT SPACING LANDSCAPE NOTES: NO TO SCALE 1. ALL PLANTS INSTALLED SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS AS NOTED ON THE PLANS AND IN THE LATEST EDITION ON POTENTIAL FUTURE THE AMERICAN STANDARD FOR NURSERY STOCK, BY THE AMERICAN ASSOCIATION OF NURSERYMEN, ANSI 260.1 PARKING EXPANSION 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIS OWN QUANTITY TAKEOFF, THE QUANTITIES SHOWN ARE A MINIMUM AND ARE FOR No. Description REFERENCE ONLY. FINISH GRADE. PITCH AWAY REVISIONS: 3. THE CONTRACTOR SHALL PERFORM A ROUGH FIELD STAKEOUT OF ALL PLANTING MATERIAL LOCATIONS AND CONTACT THE OWNERS FIELD OF BUILDING, WALL, FENCE WHERE APPLICABLE - FACE REPRESENTATIVE PRIOR TO ACTUALL INSTALLING. THE PLANTING MATERIAL LOCATIONS SHOWN ON THE PLANS ARE TO CONVEY THE FROM STRUCTURE. DESIGN INTENT ONLY, ACTUAL LOCATIONS WILL BE FINALIZED BY THE OWNERS FIELD REPRESENTATIVE AT THE TIME OF INSTALLATION. PRUNE ONLY BROKEN OR OR STRUCTURE 4. THE CONTRACTOR IS HEREBY NOTIFIED THAT IF UNDERGROUND UTILITIES EXIST IN THE VICINITY OF THE PLANTINGS, ALL PROPOSED DAMAGED BRANCHES PLANTINGS SHALL BE INSTALLED A MINIMUM OF 5' FROM ANY UNDERGROUND UTILITY, CONTACT THE OWNERS FIELD REPRESENTATIVE IF CONTINUOUS SETTLED DEPTH PLANTINGS SHOWN ON THE PLANS VIOLATE THIS SITUATION. MULCH BED - 4" DEPTH 5. ALL TREES SHALL BE INSTALLED A MINIMUM OF 20' FROM ANY OVERHEAD ELECTRIC LINES. 45° SPADE CUT EDGE WHERE BED ABUTS LAWN UNLESS ARY CTION 1 PART OTHERWISE NOTED OR 6. PLANTING BACKFILL MIXTURE SHALL CONSIST OF 4 PARTS TOPSOIL, 1 PART PEAT 3 MOSS, WELL ROTTED MANURE, 10 LBS 5-10-5 SPECIFIED. PLANTING FERTILIZER THOROUGHLY MIXED PER CUBIC YARD. CUT AND LAY BACK TOP 1/3 CONSTRU 7. STAKE AND WRAP TREES IMMEDIATELY FOLLOWING INSTALLATION. BURLAP FROM ROOT-BALL PRELIMIN 8. ALL PLANTED AREAS SHALL RECEIVE A 3" LAYER OF SHREDDED PINE BARK MULCH OVER 10 MIL. WEED MAT EQUAL TO "WEEDBLOCK" BY EASY PLANTING SOIL MIXTURE GARDENER OR DEWITT WEED BARRIER. Landscape Plan 9. THE AREAS ON THE PLAN TO BE SEEDED SHALL HAVE 4" MINIMUM OF TOPSOIL, DISK PLOWED, LEVELED AND HAND RAKED SMOOTH. SURFACE SHALL BE ROLLED TO REMOVE LUMPS. UNDISTRUBED SUBGRADE NOT FOR SEE DRWGS. SEE DRWGS. SCALE: 1"=20' 10. ALL SEEDED AREAS SHALL BE HYDROSEEDED IN ACCORDANCE WITH THE SPECIFICATION INDICATED. WHERE REQUIRED BY CLIMATIC 2'-0" MIN. 2'-0" MIN. Plant Schedule - 1465 Union Road, West Seneca, New York CONDITIONS, SLOPE OR SEASON OF PLANTING, SOD MAY BE SUBSTITUTED FOR SEEDING IN ORDER TO ACHIEVE THE REQUIRED COVERAGE. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR WATERING, MOWING AND OTHER MAINTENANCE TO SEEDED AREAS UNTIL THE PROJECT IS KEY QTY. BOTANICAL NAME COMMON NAME MIN. SIZE REMARKS ACCEPTED BY THE OWNER, THIS SHALL INCLUDE WATERING DAILY FOR 15 DAYS OR AS REQUIRED BY WEATHER CONDITIONS AND RE-SEEDING OF THIN SPOTS FOLLOWING THE GERMINATION OF THE SEEDS. STD. SHRUB PLANTING NOT TO SCALE GT 5 Gleditsia triacanthos I "Draves" Street Keeper Honey Locust 2 1/2" - 3" CAL. B&B, HT. 40', W 35' PLANTING NOTES: ARb 2 Acer rubrum 'Bowhall" Red Maple -Bowhall 2 1/2" - 3" CAL. B&B, HT. 40', W 35' LEGEND 1. ALL INTERIOR LANDSCAPED AREAS SHALL HAVE A MINIMUM PLANTING SOIL DEPTH OF THREE (3) QRn 1 Quercus robur x bicolor Nadler PP17604' Kindred Spirit Oak 2 1/2" - 3" CAL. B&B, HT. 30', W 6' FEET AND BE FREE FROM ALL FORMS OF CONSTRUCTION DEBRIS AND FOREIGN MATERIAL. DRAWING NAME: QBbm 2 Quercus bicolor 'Bonnie & Mike' Bonnie & Mike Oak 2 1/2" - 3" CAL. B&B, HT. 40', W 15' DECIDUOUS TREE 2. ALL TREE PIT SAUCERS, SHRUB BEDS, ORNAMENTAL GRASS BEDS, AND PERENNIAL FLOWER BEDS SHALL RECEIVE "PREEN" HERBICIDE AND THREE (3) INCHES DEPTH OF DARK SHREDDED Landscape Plan, HARDWOOD BARK MULCH. Details & SMALL TREE 3. ALL SEASONAL FLOWER BEDS SHALL BE A MINIMUM OF TWELVE (12) INCHES DEEP WITH A CKst 4 Cornus kousa 'Snow Tower' PPAF SnowTower Kousa Dogwood 1 1/2" x 2 1/2" CAL. B&B, HT. 20', W 10' RAgl 15 Rhus aromatica 'Gro-low' Fragrant Sumac 18-24" Tall Cont. #3, HT. 2-3, W 6' WELL-BLENDED MIXTURE OF 50% PEAT MOSS & 50% SCREENED TOPSOIL. SEASONAL FLOWER Plant Schedule SR 3 Syringa reticulata Ivory Silk Lilac 1 1/2" X 2 1/2" CAL. B&B, HT. 20', W 15' IGb 10 Ilex glabra compacta Inkberry Holly - Compact 24-36" Tall B&B, HT. 4', W 4' BEDS SHALL RECEIVE "PREEN" HERBICIDE. NO MULCH SHALL BE INSTALLED IN THE SEASONAL FLOWER BEDS. Amelanchier 'Standing Ovation' Standing Ovation Serviceberry B&B, HT. 20', W 15' Rosa radrazz Knockout Rose EVERGREEN TREE/SHRUB ALso 3 1 1/2" x 2" CAL. RRr 5 18-24" Tall Cont. no.3 - 3'Tall, 3'Wide 4. ALL DECIDUOUS AND EVERGREEN TREES SHALL BE STAKED WITH THREE (3) TREE STAKES AS PER Date: 1/20/26 VC 13 Viburnum carlesii Korean Spice Viburnum 24-36" Tall Cont. no.3 - 5'Tall, 4'Wide TREE PLANTING DETAIL. Drawn By: A. Pandolfe IGgb 18 Ilex glabra 'Gem Bpx' Gem Box Inkberry Holly 24-36" Tall Cont. no.3 - 3'Tall, 3'Wide BUSH/ORNAMENTAL GRASS Scale: As Noted JS 2 Juniperus scopolarum 'Skyrocket' Skyrocket Juniper 6-8' Tall B&B, HT. 16', W 4' DRAWING NO. PERENNIAL PA 3 Picea abies 'Hillside upright' Norway Spruce - Upright 6-8' Tall B&B, HT. 20', W 8' NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, AC CJbd AK 2 4 3 Abies concolor Cryptomeria Japonica 'Black Dragon' Abies koreana White Fir Back Dragon Japanese cedar Korean Fir 6-8' Tall 6-8' Tall B&B, HT. 60', W 20' B&B, HT. 20', W 8' B&B, HT. 40', W 10' RO KF 8 8 Andropogon Gerardii 'Red October' Calamagrostis x acutiflora Red October Big Blue Stem Karl Foerster Reed Grass 18-24" Tall 18-24" Tall Cont. #3, HT. 4', W 6' Cont. no.3 - 3'Tall, 3'Wide 20' CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 20 0 20 40Ft. L-100 6-8' Tall NxF 8 Nepeta x fraassenii Nepeta - Walkers Low Catmint 6-12" Tall Cont. no.3 - 18" Tall, 1-4'Wide Project No: 25-4181 Page 13 of 65

sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro Utica Buffalo 8 0.25 Proposed Bank 0.5 1 PROPOSED SINGLE-STORY BANK S1 2.5 0.1 EXISTING 2-STORY 0.1 2.5 2,750± S.F. S1 F.F.E. = 530.40 OFFICE BUILDING 0.5 3,150 S.F. FOOTPRINT 1 FIXTURE ONLY - INSTALL F.F.E. = 530.90 0.25 ON EX. LIGHT POLE © CARMINA WOOD DESIGN West Seneca, NY 1465 Union Road 1 0. 5 0. 25 0. S1 1 STOP 5 2. NOTE: LIGHT POLES TO MATCH EXISTING. 5 2. ALL SITE LIGHTING SHALL BE DARK SKY S1 COMPLIANT AND MOUNTED AT 15-FT 1 1 5 0. 0. 0. 25 STOP Date S1 DO NOT ENTER 2.5 Site Lights No. Description 1 Parking Lot Lights (S1) - Gardco REVISIONS: 0.5 ECF-4-75LA-4853-NW-IS Pole mt @ 15' 0.25 0.1 15 ARY CTION CONSTRU PRELIMIN POTENTIAL FUTURE PARKING EXPANSION NOT FOR DRAWING NAME: Lighting Plan Date: 1/20/26 Drawn By: A. Pandolfe Lighting Plan NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, Scale: DRAWING NO. As Noted CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SCALE: 1"=30' 20' 20 0 20 40Ft. LP-100 Project No: 25-4181 Page 14 of 65

SITE DATA SITE AREA = 0.97 ACRES (0.5 AC. TO BE DISTURBED) sections 7209N and 7301 of the New York State Education Law for any person, unless acting under the direction of a registered architect, licensed engineer or land surveyor to alter this drawing. If altered such R.A., P.E. or L.L.S. shall affix his or her seal, signature, the date,the notation "Altered By" and a specific description of the alteration. ZONED: C-2 (S) (COMMERCIAL DISTRICT) - UNION ROAD CORRIDOR All Rights Reserved. Reuse of these documents without the expressed written permission of CARMINAWOOD DESIGN is prohibited. WARNING it is a violation of article 145 Greensboro BUILDING: SINGLE STORY BANK W/ DRIVE-THRU SETBACKS - BUILDING REQUIRED PROVIDED FRONT: 20 FT MAX. 5.5 FT SIDE : 5 FT MIN. 44.85 FT REAR: 30 FT MIN. > 30 FT Utica SETBACKS - PARKING REQUIRED PROVIDED FRONT: N/A N/A SIDE (ABUTTING R DISTRICT) : 10 FT MIN. N/A REAR: 10 FT MIN. > 10 FT Buffalo PARKING (9' x 18'): 8 19 STACKING (9' x 20'): 16 8* MAX. BUILDING HEIGHT: 40 FT < 40 FT *VARIANCE REQUIRED PARKING CALCULATION: BANK 1 SPACES PER 350 S.F. GROSS FLOOR AREA 2,455 / 350 8= SPACES REQUIRED 8 STACKING CALCULATION: DRIVE-IN BANK ACCESSORY TO OFFICES 8 SPACES PER BOOTH, CUSTOMER FACILITY OR SERVICE WINDOW 8 x 2 SERVICE WINDOWS16=SPACES REQUIRED 5.0' 5.5' 27.06' 9.5' 5.5' 9.5' 5 1 °' 2 GENERAL NOTES: 129.88 9 5 18.0' 5.0' 1. INSTALL ALL MATERIALS TO MANUFACTURER'S RECOMMENDATIONS AND BEST STANDARDS OF TRADE INVOLVED. 23' 18.0' 24.0' 43. 1 2. SUBSTITUTIONS SHALL BE MADE ONLY WITH OWNER'S APPROVAL AND BE OF EQUIVALENT QUALITY TO WHAT IS SPECIFIED. 8 3. WORK SHALL BE COMPLETED IN STRICT ACCORDANCE WITH ALL LOCAL CODES AND OSHA SAFETY RULES AND REGULATIONS. 9.0' 4. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT THE SITE. NOTIFY OWNER & ENGINEER OF DISCREPANCIES IN CONDITIONS SHOWN ON 9.0' 2 DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. Proposed Bank 6 24.0' 5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ANY EXISTING STRUCTURES TO REMAIN AND ANY FINISH MATERIAL INSTALLED WHILE PROPOSED 6.3 5 SINGLE-STORY BANK WORKING ON OTHER COMPONENTS. 7' 8 2,750± S.F. 5 EXISTING 2-STORY 6. CONTRACTOR SHALL KEEP JOB FREE OF DEBRIS AND MAKE FINAL CLEANUP TO SATISFACTION OF OWNER. F.F.E. = 530.40 OFFICE BUILDING 7. CONTRACTOR SHALL ASCERTAIN THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION SO THAT THIS WORK WILL NOT DISTURB EXISTING LINES 142.53°' 4 3,150 S.F. FOOTPRINT AND/OR INSTALLATIONS. COORDINATE ALL WORK WITH THE APPLICABLE UTILITY COMPANIES. 5 F.F.E. = 530.90 8. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL REQUIRED PERMITS NECESSARY TO PERFORM THE WORK. 2 9. ALL REASONABLE MEASURES SHALL BE TAKEN TO PROTECT EXISTING TREES WHICH ARE TO BE PRESERVED FROM ALL POSSIBLE TYPES OF ROOT, TRUNK, 7 3 AND LIMB DAMAGE; INCLUDING BUT NOT LIMITED TO, RETAINING WALLS WHICH PREVENT FILLING ON TOP OF ROOTS OR EXCAVATING TREE ROOTS. © CARMINA WOOD DESIGN 5.0' 38.63' 113.0' 11 West Seneca, NY 1465 Union Road 11 38.78' 6 4 NOTES: 4 5 1 10 1. ALL RADII SHALL BE 3'-0" UNLESS OTHERWISE NOTED. 9 10.27' 14 2. ALL DISTURBED AREAS: SHALL HAVE 4" MIN. OF TOPSOIL & SEED. 3. ALL DIMENSIONS FROM PROPERTY LINES SHALL BE MEASURED PERPENDICULAR TO THE PROPERTY LINE. R30' 8 11 ' R8 R20 9 11 4. CENTER ENTRANCE SIDEWALKS ON DOOR OPENINGS. R15' STOP 3.23' ' 5. BUILDING DIMENSIONS ARE APPROXIMATE, REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. 11.0' 12 3 24.0' ' R25 ' ' R2 R20 R30 3 5' 13 8 5.0' 1 1 5 10 6 5 97.0' DETAIL LEGEND SEE SITE DETAIL SHEET NOTE LEGEND 8 2/16/26 5 STOP 3 1 TYPE "A" CONCRETE CURB INSTALL STOP SIGN - M.U.T.C.D. SIGN NO. R1-1 5.0' 2 1 Date 5 2 1 2 CONCRETE SIDEWALK RUNOUT CURB IN 2' OR MATCH EXISTING CURB 14.0' 2 4 2 3 STANDARD DUTY ASPHALT 3 SAWCUT LINE, MATCH EXISTING EDGE OF PAVEMENT DO NOT 4 90° PARKING STALL 11 9.0' 1 ENTER 1 5 5 HANDICAPPED PAVEMENT MARKINGS 4 INSTALL "NO PARKING" SIGN, M.U.T.C.D. SIGN NO. P1-1C 18.0' 4 R15 2 7 ' 6 HANDICAPPED PARKING SIGN LANDSCAPED AREA - SEE LANDSCAPE PLAN, IF NO PLANTINGS, INSTALL TOPSOIL & SEED 6 5 ' R8 7 HANDICAPPED PAVEMENT RAMP R8 1' WIDE WHITE PAVEMENT STRIPES @ 1' SPACING BETWEEN 4" WIDE WHITE CROSSWALK LINES Added bench ' 6 R10 No. Description R5' 10 3 8 LIGHT POLE FOUNDATION ' 3 7 INSTALL "DO NOT ENTER" SIGN, M.U.T.C.D. SIGN NO. R5-1 9 24.0' PAINTED TRAFFIC ARROWS REVISIONS: 9 THIS IS 20 SCALE 10 STOP BAR 8 MATCH EX. SIDEWALK 11 PIPE BOLLARD DECORATIVE BRICK WALL - REFER TO PLANS BY OTHERS 1 9 15 10 DRIVE-THRU DIRECTIONAL SIGN - COORDINATE W/ OWNER 11 CLEARANCE SIGN - COORDINATE W/ OWNER ARY CTION 12 FLAGPOLE - COORDINATE W/ OWNER 13 CANOPY - REFER TO PLANS BY OTHERS CONSTRU 13 PRELIMIN 14 BENCH - COORDINATE W/ OWNER POTENTIAL FUTURE PARKING EXPANSION SITE LEGEND NOT FOR PROPERTY LINE PROPOSED CONCRETE CURB PROPOSED SIDEWALK / CONCRETE PAD NUMBER OF PARKING SPACES 27 PROPOSED SIGN DRAWING NAME: PROPOSED STANDARD DUTY Site Plan ASPHALT PAVEMENT PROPOSED LIGHT POLE PROPOSED WALL MOUNTED LIGHT Date: 1/20/26 Drawn By: A. Pandolfe Site Plan NOTE: BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY OTHERS, CARMINA WOOD DESIGN ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. Scale: DRAWING NO. As Noted SCALE: 1"=30' 20' 20 0 20 40Ft. C-100 Project No: 25-4181 Page 15 of 65

ENGINEER’S REPORT for Proposed Bank 1465 Union Road West Seneca, Erie County, New York Prepared for Julius Aebly 1471 Union Road West Seneca NY, 14224 Prepared by Carmina Wood Design 80 Silo City Row, Suite 100 Buffalo, NY 14203 Telephone: (716) 842-3165 Fax: (716) 842-0263 February 2026 Page 16 of 65

Table of Contents Written Engineer’s Report Section 1 – Location & Description Page 1 Section 2 – Water Service Page 1 Section 3 – Sanitary Sewer Service Page 1 Section 4 – Storm Sewer Service Page 2 Section 5 – Erosion Control Summary Page 2 Section 6 – Geotechnical Items Page 3 Appendices Appendix A Site Location Map Appendix B Sanitary Sewer & Water Demand Calculations Appendix C Storm Water Calculations Appendix D Soil Information Page 17 of 65

Proposed Bank 1465 Union Road West Seneca, NY 14224 Page 1 of 3 2/11/2026 Section 1 – Location & Description This redevelopment project involves the construction of a single-story bank with drive-thru located at 1465 Union Road in the Town of West Seneca. Construction will also consist of associated parking, storm water management, utility, lighting, and landscaping improvements. The site is part of a larger redevelopment project that includes the existing two-story office building located on the adjacent parcel of 1471 Union Road. Existing improvements as part of that project included parking for the office building and the curb cuts on Union Road and Center Road. The area of disturbance for this phase of redevelopment is approximately 0.5 acres. The site is currently zoned C-2 (S) – Commercial District and is in the Union Road Corridor. See Appendix A for Site Location Map. Section 2 – Water System The proposed domestic water service will connect to an existing 6” CIP water main located on the north side of Center Road. The proposed 1” copper water service will tap the existing main. A 1” RPZ and meter will be provided inside the mechanical room on the south wall of the building. Drainage due to testing or failure will be via gravity to the nearest drainage inlet. Water inside the building will be used for typical bathroom and janitorial uses. Domestic Summary: Peak Operating Demand: 1.98 gpm Water Main: 10” PVC water main along Jeffrey Boulevard Static Pressure: 69 psi Friction Loss: 0.01 psi Elevation Loss: 1.52 psi Meter & RPZ Loss: 13 psi Pressure after RPZ & Meter: 54.5 psi Repairs to all devices will be made during off hours; dual backflow preventers are not required. The site is not located in a 100-year flood plain. Disinfection of the water service following installation will be continuous feed, according to AWWA C-651, latest revision. See Appendix B for Sanitary Sewer & Water Calculations. Section 3 – Sanitary Sewer Service The proposed sanitary sewer service will connect to an existing 8” VTP sanitary sewer main located on the east side of Union Road. The proposed service will consist of approximately 68 LF of 6” SDR-35 PVC sanitary sewer lateral at a minimum slope of 1.0%. Design Parameters: Contractor Shops: 8 employees x 15 gpd/employee = 120 gpd The hydraulic loading rates per “Design Standard for Wastewater Treatment Works” 2014, NYSDEC. See Appendix B for Sanitary Sewer & Water Calculations Page 18 of 65

Proposed Bank 1465 Union Road West Seneca, NY 14224 Page 2 of 3 2/11/2026 Section 4 – Storm Sewer Service The proposed area of redevelopment was cleared during the first phase of construction and is generally flat. The proposed hydrology for the redevelopment project area will consist of overland sheet flow and pipe channel flow. The storm sewer system for this site will consist of 6”, 8” and 12” HDPE pipes connected by a series of catch basins. Stormwater runoff generated from the site will enter the pipe network and connect to the existing on-site storm sewer system. Runoff is then conveyed to an existing water quality treatment structure and underground detention located on the east side of the site. The underground detention discharges runoff, at a controlled rate, to an existing catch basin along Center Road.The underground detention system was designed during the initial phase of construction to handle the future development. Since the combined area of disturbance for the existing office building and proposed bank was to be over an acre, a SWPPP was prepared and NYSDEC SPDES Permit was obtained. This Permit has remained open with weekly inspections being suspended until disturbance for Phase 2 begins. The Permit will then be closed out following stabilization of the redevelopment activities. Design Criteria Storm pipes: 10-year storm Detention: Comparison of the existing 1-year vs. the proposed 1-year runoff. Comparison of the existing 10-year vs. the proposed 10-year runoff. Comparison of the existing 10-year vs. the proposed 25-year runoff. Comparison of the existing 100-year vs. the proposed 100-year runoff. Stormwater Detention Summary: Event Ex. Runoff (cfs) Prop. Runoff (cfs) Elevation (ft) Storage (cf) 1-yr 2.03 0.96 526.60 1,104 10-yr 3.83 1.69 527.35 2,548 25-yr 4.81 2.05 527.83 3,418 100-yr 6.75 2.85 529.23 5,193 See Appendix C for Storm Water Calculations Section 5 – Erosion Control Summary Stabilization Practices Stabilization practices for this site include: A. Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed. B. Use of stabilization fabric for all slopes having a slope greater than 1V:3H. C. Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. D. Mulching exposed areas. E. Frequent watering to minimize wind erosion during construction. Structural Practices Structural practices for this site include: A. Inlet protection using a method detailed in the Construction Documents B. Perimeter protection using temporary silt fence C. Temporary stone wash off areas Sequence of Major Activities Page 19 of 65

Proposed Bank 1465 Union Road West Seneca, NY 14224 Page 3 of 3 2/11/2026 The Contractor will be responsible for implementing the following erosion control and storm water management control measures. The Contractor may designate these tasks to certain subcontractors as he sees fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the Contractor. The order of activities will be as follows: A. Construct temporary construction exit at location shown on the Demo & Erosion Control Plan Sheet. B. Install perimeter silt fences in the locations shown on the Demo & Erosion Control Plan sheet. C. Clear and grub site within disturbance limits. D. Commence site grading. E. Disturbed areas of the site where construction activity has ceased for more than 14 days shall be temporarily seeded and watered. F. Construction of building. G. Installation of proposed utilities. H. Finalize pavement subgrade preparation. I. Construct all curb, drainage inlets, storm sewer pipes and storm sewer manholes, as shown on the plans. Install temporary inlet protection at the locations of all new inlets. J. Dust control. K. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. L. Install base material as required for pavement. M. Carry out final grading and seeding and planting. N. Clean storm system following construction. O. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. Section 6 – Geotechnical Items According to the USDA Web Soil Survey, the onsite soil is made up entirely of Niagara silt loam. This soil is categorized under hydrologic soil group D and will have a slow infiltration rate when thoroughly wet. See Appendix D for Soil Information. Page 20 of 65

Appendix A Site Location Map Page 21 of 65

Site Location Map Page 22 of 65

Appendix B Sanitary Sewer & Water Demand Calculations Page 23 of 65

CARMINA WOOD DESIGN Project No.: 25-4181 Date: 2/11/2026 80 SILO CITY ROW, SUITE 100 Project Name: Proposed Bank BUFFALO, NEW YORK, 14203 Project Address: 1465 Union Road - Town of West Seneca (716) 842-3165 Subject: Sanitary Sewage & Domestic Water Demand Calcs FAX (716) 842-0263 Sheet: 1 of 1 Sanitary Sewage Demand Calculations: 8 employees @ 15.0 gpd/employee = 120 gpd Total Demand = 120 gpd Water Demand Calculations (Domestic): Contractor Shops: 120 gpd x 1.1 = 132 gpd *use 110% of sewage demand *use 1.8 peaking factor and assume an 12 hour day 132 gpd x 1day/12hr x 1hr/60min = 0.18 gpm 0.18 gpm x 1.8 = 0.33 gpm Qpeak Headlosses: Qpeak = 0.33 gpm Pipe = 1.00 inch Type "k" copper C = 140 Length = 61 LF (approx. distance from tap to RPZ) 10.44 L Q1.85 10.44(61)(1.98)1.85 HL = = = 0.01 ft = 0.00 psi C1.85 D4.866 (140)1.85 (1)4.866 Δ elev = 8.5 ft = 3.68 psi *RPZ is located inside building Loss through meter = 1 psi Loss through RPZ = 12 psi Total Losses = 16.7 psi Static Pressure = 80 psi *from hydrant flow test Residual Pressure Following RPZ = 80 - 16.7 = 63.3 psi (available after rpz & meter) Page 24 of 65

Appendix C Storm Water Calculations Page 25 of 65

25-4181 storm calcs - existing Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 1 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 26 of 65

25-4181 storm calcs - existing Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Existing Site Runoff = 2.03 cfs @ 12.06 hrs, Volume= 5,636 cf, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 8,670 98 Roofs, HSG D 31,405 98 Paved parking, HSG D 12,963 80 >75% Grass cover, Good, HSG D 53,038 94 Weighted Average 12,963 24.44% Pervious Area 40,075 75.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 94 0.0250 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing Site Hydrograph Runoff 2.03 cfs 2 Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=53,038 sf Runoff Volume=5,636 cf Flow (cfs) Runoff Depth=1.28" 1 Flow Length=94' Slope=0.0250 '/' Tc=14.1 min CN=94 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 27 of 65

25-4181 storm calcs - existing Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Existing Site Runoff = 3.83 cfs @ 12.05 hrs, Volume= 10,986 cf, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 8,670 98 Roofs, HSG D 31,405 98 Paved parking, HSG D 12,963 80 >75% Grass cover, Good, HSG D 53,038 94 Weighted Average 12,963 24.44% Pervious Area 40,075 75.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 94 0.0250 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing Site Hydrograph Runoff 4 3.83 cfs Type II 24-hr 10-Year Rainfall=3.14" 3 Runoff Area=53,038 sf Runoff Volume=10,986 cf Flow (cfs) Runoff Depth=2.49" 2 Flow Length=94' Slope=0.0250 '/' Tc=14.1 min 1 CN=94 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 28 of 65

25-4181 storm calcs - existing Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Existing Site Runoff = 4.81 cfs @ 12.05 hrs, Volume= 14,001 cf, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 8,670 98 Roofs, HSG D 31,405 98 Paved parking, HSG D 12,963 80 >75% Grass cover, Good, HSG D 53,038 94 Weighted Average 12,963 24.44% Pervious Area 40,075 75.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 94 0.0250 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing Site Hydrograph Runoff 4.81 cfs 5 Type II 24-hr 25-Year Rainfall=3.84" 4 Runoff Area=53,038 sf Runoff Volume=14,001 cf Flow (cfs) 3 Runoff Depth=3.17" Flow Length=94' 2 Slope=0.0250 '/' Tc=14.1 min 1 CN=94 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 29 of 65

25-4181 storm calcs - existing Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Existing Site Runoff = 6.75 cfs @ 12.05 hrs, Volume= 20,044 cf, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 8,670 98 Roofs, HSG D 31,405 98 Paved parking, HSG D 12,963 80 >75% Grass cover, Good, HSG D 53,038 94 Weighted Average 12,963 24.44% Pervious Area 40,075 75.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 94 0.0250 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" Subcatchment 1S: Existing Site Hydrograph Runoff 6.75 cfs 7 Type II 24-hr 6 100-Year Rainfall=5.23" Runoff Area=53,038 sf 5 Runoff Volume=20,044 cf Flow (cfs) 4 Runoff Depth=4.54" Flow Length=94' 3 Slope=0.0250 '/' 2 Tc=14.1 min CN=94 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 30 of 65

2S 3P Proposed Site Underground Detention Subcat Reach Pond Link Routing Diagram for 25-4181 storm calcs - proposed Prepared by Carmina Wood Design, Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 31 of 65

25-4181 storm calcs - proposed Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Year Type II 24-hr Default 24.00 1 1.87 2 2 10-Year Type II 24-hr Default 24.00 1 3.14 2 3 25-Year Type II 24-hr Default 24.00 1 3.84 2 4 100-Year Type II 24-hr Default 24.00 1 5.23 2 Page 32 of 65

25-4181 storm calcs - proposed Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 24,735 80 >75% Grass cover, Good, HSG D (2S) 20,800 98 Paved parking, HSG D (2S) 5,900 98 Roofs, HSG D (2S) 1,604 98 Sidewalks (2S) 53,039 90 TOTAL AREA Page 33 of 65

25-4181 storm calcs - proposed Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 0 HSG C 51,435 HSG D 2S 1,604 Other 2S 53,039 TOTAL AREA Page 34 of 65

25-4181 storm calcs - proposed Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Su (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nu 0 0 0 24,735 0 24,735 >75% Grass cover, Good 0 0 0 20,800 0 20,800 Paved parking 0 0 0 5,900 0 5,900 Roofs 0 0 0 0 1,604 1,604 Sidewalks 0 0 0 51,435 1,604 53,039 TOTAL AREA Page 35 of 65

25-4181 storm calcs - proposed Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 6 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 2S 0.00 0.00 307.0 0.0020 0.013 0.0 12.0 0.0 2 3P 525.79 525.67 24.0 0.0050 0.013 0.0 8.0 0.0 Page 36 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 7 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Proposed Site Runoff Area=53,039 sf 53.36% Impervious Runoff Depth=0.98" Flow Length=368' Tc=7.4 min CN=90 Runoff=2.00 cfs 4,350 cf Pond 3P: Underground Detention Peak Elev=526.60' Storage=1,104 cf Inflow=2.00 cfs 4,350 cf 8.0" Round Culvert n=0.013 L=24.0' S=0.0050 '/' Outflow=0.96 cfs 4,350 cf Total Runoff Area = 53,039 sf Runoff Volume = 4,350 cf Average Runoff Depth = 0.98" 46.64% Pervious = 24,735 sf 53.36% Impervious = 28,304 sf Page 37 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Proposed Site [47] Hint: Peak is 126% of capacity of segment #3 Runoff = 2.00 cfs @ 11.99 hrs, Volume= 4,350 cf, Depth= 0.98" Routed to Pond 3P : Underground Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 1-Year Rainfall=1.87" Area (sf) CN Description 5,900 98 Roofs, HSG D 20,800 98 Paved parking, HSG D * 1,604 98 Sidewalks 24,735 80 >75% Grass cover, Good, HSG D 53,039 90 Weighted Average 24,735 46.64% Pervious Area 28,304 53.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 27 0.0400 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.6 34 0.0210 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 2.5 307 0.0020 2.03 1.59 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 7.4 368 Total Page 38 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 9 Subcatchment 2S: Proposed Site Hydrograph Runoff 2.00 cfs 2 Type II 24-hr 1-Year Rainfall=1.87" Runoff Area=53,039 sf Runoff Volume=4,350 cf Flow (cfs) Runoff Depth=0.98" 1 Flow Length=368' Tc=7.4 min CN=90 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 39 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Pond 3P: Underground Detention [44] Hint: Outlet device #1 is below defined storage Inflow Area = 53,039 sf, 53.36% Impervious, Inflow Depth = 0.98" for 1-Year event Inflow = 2.00 cfs @ 11.99 hrs, Volume= 4,350 cf Outflow = 0.96 cfs @ 12.10 hrs, Volume= 4,350 cf, Atten= 52%, Lag= 6.6 min Primary = 0.96 cfs @ 12.10 hrs, Volume= 4,350 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 526.60' @ 12.10 hrs Surf.Area= 2,480 sf Storage= 1,104 cf Plug-Flow detention time= 32.8 min calculated for 4,347 cf (100% of inflow) Center-of-Mass det. time= 33.2 min ( 860.8 - 827.6 ) Volume Invert Avail.Storage Storage Description #1A 525.80' 2,278 cf 63.25'W x 39.22'L x 3.50'H Field A 8,682 cf Overall - 2,986 cf Embedded = 5,695 cf x 40.0% Voids #2A 526.30' 2,986 cf ADS_StormTech SC-740 +Cap x 65 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 65 Chambers in 13 Rows 5,264 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 525.79' 8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 525.79' / 525.67' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=0.96 cfs @ 12.10 hrs HW=526.60' (Free Discharge) 1=Culvert (Barrel Controls 0.96 cfs @ 2.86 fps) Page 40 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 11 Pond 3P: Underground Detention - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 13 Rows x 51.0" Wide + 6.0" Spacing x 12 + 12.0" Side Stone x 2 = 63.25' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 65 Chambers x 45.9 cf = 2,986.1 cf Chamber Storage 8,681.6 cf Field - 2,986.1 cf Chambers = 5,695.5 cf Stone x 40.0% Voids = 2,278.2 cf Stone Storage Chamber Storage + Stone Storage = 5,264.3 cf = 0.121 af Overall Storage Efficiency = 60.6% Overall System Size = 39.22' x 63.25' x 3.50' 65 Chambers 321.5 cy Field 210.9 cy Stone Page 41 of 65

25-4181 storm calcs - proposed Type II 24-hr 1-Year Rainfall=1.87" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 12 Pond 3P: Underground Detention Hydrograph Inflow 2.00 cfs Primary 2 Inflow Area=53,039 sf Peak Elev=526.60' Storage=1,104 cf 8.0" Flow (cfs) Round Culvert 0.96 cfs 1 n=0.013 L=24.0' S=0.0050 '/' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 42 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 13 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Proposed Site Runoff Area=53,039 sf 53.36% Impervious Runoff Depth=2.11" Flow Length=368' Tc=7.4 min CN=90 Runoff=4.19 cfs 9,340 cf Pond 3P: Underground Detention Peak Elev=527.35' Storage=2,548 cf Inflow=4.19 cfs 9,340 cf 8.0" Round Culvert n=0.013 L=24.0' S=0.0050 '/' Outflow=1.69 cfs 9,340 cf Total Runoff Area = 53,039 sf Runoff Volume = 9,340 cf Average Runoff Depth = 2.11" 46.64% Pervious = 24,735 sf 53.36% Impervious = 28,304 sf Page 43 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2S: Proposed Site [47] Hint: Peak is 263% of capacity of segment #3 Runoff = 4.19 cfs @ 11.98 hrs, Volume= 9,340 cf, Depth= 2.11" Routed to Pond 3P : Underground Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 10-Year Rainfall=3.14" Area (sf) CN Description 5,900 98 Roofs, HSG D 20,800 98 Paved parking, HSG D * 1,604 98 Sidewalks 24,735 80 >75% Grass cover, Good, HSG D 53,039 90 Weighted Average 24,735 46.64% Pervious Area 28,304 53.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 27 0.0400 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.6 34 0.0210 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 2.5 307 0.0020 2.03 1.59 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 7.4 368 Total Page 44 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 15 Subcatchment 2S: Proposed Site Hydrograph Runoff 4.19 cfs 4 Type II 24-hr 10-Year Rainfall=3.14" Runoff Area=53,039 sf 3 Runoff Volume=9,340 cf Flow (cfs) Runoff Depth=2.11" 2 Flow Length=368' Tc=7.4 min CN=90 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 45 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Pond 3P: Underground Detention [44] Hint: Outlet device #1 is below defined storage Inflow Area = 53,039 sf, 53.36% Impervious, Inflow Depth = 2.11" for 10-Year event Inflow = 4.19 cfs @ 11.98 hrs, Volume= 9,340 cf Outflow = 1.69 cfs @ 12.11 hrs, Volume= 9,340 cf, Atten= 60%, Lag= 7.5 min Primary = 1.69 cfs @ 12.11 hrs, Volume= 9,340 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 527.35' @ 12.11 hrs Surf.Area= 2,480 sf Storage= 2,548 cf Plug-Flow detention time= 28.4 min calculated for 9,334 cf (100% of inflow) Center-of-Mass det. time= 28.7 min ( 834.5 - 805.8 ) Volume Invert Avail.Storage Storage Description #1A 525.80' 2,278 cf 63.25'W x 39.22'L x 3.50'H Field A 8,682 cf Overall - 2,986 cf Embedded = 5,695 cf x 40.0% Voids #2A 526.30' 2,986 cf ADS_StormTech SC-740 +Cap x 65 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 65 Chambers in 13 Rows 5,264 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 525.79' 8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 525.79' / 525.67' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.68 cfs @ 12.11 hrs HW=527.34' (Free Discharge) 1=Culvert (Barrel Controls 1.68 cfs @ 4.81 fps) Page 46 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 17 Pond 3P: Underground Detention - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 13 Rows x 51.0" Wide + 6.0" Spacing x 12 + 12.0" Side Stone x 2 = 63.25' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 65 Chambers x 45.9 cf = 2,986.1 cf Chamber Storage 8,681.6 cf Field - 2,986.1 cf Chambers = 5,695.5 cf Stone x 40.0% Voids = 2,278.2 cf Stone Storage Chamber Storage + Stone Storage = 5,264.3 cf = 0.121 af Overall Storage Efficiency = 60.6% Overall System Size = 39.22' x 63.25' x 3.50' 65 Chambers 321.5 cy Field 210.9 cy Stone Page 47 of 65

25-4181 storm calcs - proposed Type II 24-hr 10-Year Rainfall=3.14" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 18 Pond 3P: Underground Detention Hydrograph Inflow 4.19 cfs Primary Inflow Area=53,039 sf 4 Peak Elev=527.35' Storage=2,548 cf 3 8.0" Flow (cfs) Round Culvert 2 1.69 cfs n=0.013 L=24.0' 1 S=0.0050 '/' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 48 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 19 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Proposed Site Runoff Area=53,039 sf 53.36% Impervious Runoff Depth=2.77" Flow Length=368' Tc=7.4 min CN=90 Runoff=5.41 cfs 12,233 cf Pond 3P: Underground Detention Peak Elev=527.83' Storage=3,418 cf Inflow=5.41 cfs 12,233 cf 8.0" Round Culvert n=0.013 L=24.0' S=0.0050 '/' Outflow=2.05 cfs 12,233 cf Total Runoff Area = 53,039 sf Runoff Volume = 12,233 cf Average Runoff Depth = 2.77" 46.64% Pervious = 24,735 sf 53.36% Impervious = 28,304 sf Page 49 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: Proposed Site [47] Hint: Peak is 340% of capacity of segment #3 Runoff = 5.41 cfs @ 11.98 hrs, Volume= 12,233 cf, Depth= 2.77" Routed to Pond 3P : Underground Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 25-Year Rainfall=3.84" Area (sf) CN Description 5,900 98 Roofs, HSG D 20,800 98 Paved parking, HSG D * 1,604 98 Sidewalks 24,735 80 >75% Grass cover, Good, HSG D 53,039 90 Weighted Average 24,735 46.64% Pervious Area 28,304 53.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 27 0.0400 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.6 34 0.0210 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 2.5 307 0.0020 2.03 1.59 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 7.4 368 Total Page 50 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 21 Subcatchment 2S: Proposed Site Hydrograph 6 Runoff 5.41 cfs Type II 24-hr 5 25-Year Rainfall=3.84" Runoff Area=53,039 sf 4 Runoff Volume=12,233 cf Flow (cfs) Runoff Depth=2.77" 3 Flow Length=368' Tc=7.4 min 2 CN=90 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 51 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 22 Summary for Pond 3P: Underground Detention [44] Hint: Outlet device #1 is below defined storage Inflow Area = 53,039 sf, 53.36% Impervious, Inflow Depth = 2.77" for 25-Year event Inflow = 5.41 cfs @ 11.98 hrs, Volume= 12,233 cf Outflow = 2.05 cfs @ 12.11 hrs, Volume= 12,233 cf, Atten= 62%, Lag= 7.8 min Primary = 2.05 cfs @ 12.11 hrs, Volume= 12,233 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 527.83' @ 12.11 hrs Surf.Area= 2,480 sf Storage= 3,418 cf Plug-Flow detention time= 28.6 min calculated for 12,233 cf (100% of inflow) Center-of-Mass det. time= 28.0 min ( 826.2 - 798.2 ) Volume Invert Avail.Storage Storage Description #1A 525.80' 2,278 cf 63.25'W x 39.22'L x 3.50'H Field A 8,682 cf Overall - 2,986 cf Embedded = 5,695 cf x 40.0% Voids #2A 526.30' 2,986 cf ADS_StormTech SC-740 +Cap x 65 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 65 Chambers in 13 Rows 5,264 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 525.79' 8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 525.79' / 525.67' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.04 cfs @ 12.11 hrs HW=527.82' (Free Discharge) 1=Culvert (Barrel Controls 2.04 cfs @ 5.86 fps) Page 52 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 23 Pond 3P: Underground Detention - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 13 Rows x 51.0" Wide + 6.0" Spacing x 12 + 12.0" Side Stone x 2 = 63.25' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 65 Chambers x 45.9 cf = 2,986.1 cf Chamber Storage 8,681.6 cf Field - 2,986.1 cf Chambers = 5,695.5 cf Stone x 40.0% Voids = 2,278.2 cf Stone Storage Chamber Storage + Stone Storage = 5,264.3 cf = 0.121 af Overall Storage Efficiency = 60.6% Overall System Size = 39.22' x 63.25' x 3.50' 65 Chambers 321.5 cy Field 210.9 cy Stone Page 53 of 65

25-4181 storm calcs - proposed Type II 24-hr 25-Year Rainfall=3.84" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 24 Pond 3P: Underground Detention Hydrograph Inflow 6 5.41 cfs Primary Inflow Area=53,039 sf 5 Peak Elev=527.83' Storage=3,418 cf 4 8.0" Flow (cfs) 3 Round Culvert 2.05 cfs n=0.013 2 L=24.0' S=0.0050 '/' 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 54 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 25 Time span=0.50-70.00 hrs, dt=0.04 hrs, 1739 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: Proposed Site Runoff Area=53,039 sf 53.36% Impervious Runoff Depth=4.10" Flow Length=368' Tc=7.4 min CN=90 Runoff=7.83 cfs 18,115 cf Pond 3P: Underground Detention Peak Elev=529.23' Storage=5,193 cf Inflow=7.83 cfs 18,115 cf 8.0" Round Culvert n=0.013 L=24.0' S=0.0050 '/' Outflow=2.85 cfs 18,115 cf Total Runoff Area = 53,039 sf Runoff Volume = 18,115 cf Average Runoff Depth = 4.10" 46.64% Pervious = 24,735 sf 53.36% Impervious = 28,304 sf Page 55 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 2S: Proposed Site [47] Hint: Peak is 491% of capacity of segment #3 Runoff = 7.83 cfs @ 11.98 hrs, Volume= 18,115 cf, Depth= 4.10" Routed to Pond 3P : Underground Detention Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Type II 24-hr 100-Year Rainfall=5.23" Area (sf) CN Description 5,900 98 Roofs, HSG D 20,800 98 Paved parking, HSG D * 1,604 98 Sidewalks 24,735 80 >75% Grass cover, Good, HSG D 53,039 90 Weighted Average 24,735 46.64% Pervious Area 28,304 53.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 27 0.0400 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 0.6 34 0.0210 1.00 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 2.5 307 0.0020 2.03 1.59 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 7.4 368 Total Page 56 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 27 Subcatchment 2S: Proposed Site Hydrograph Runoff 7.83 cfs 8 Type II 24-hr 7 100-Year Rainfall=5.23" 6 Runoff Area=53,039 sf Runoff Volume=18,115 cf 5 Flow (cfs) Runoff Depth=4.10" 4 Flow Length=368' Tc=7.4 min 3 CN=90 2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 57 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Pond 3P: Underground Detention [44] Hint: Outlet device #1 is below defined storage Inflow Area = 53,039 sf, 53.36% Impervious, Inflow Depth = 4.10" for 100-Year event Inflow = 7.83 cfs @ 11.98 hrs, Volume= 18,115 cf Outflow = 2.85 cfs @ 12.12 hrs, Volume= 18,115 cf, Atten= 64%, Lag= 8.0 min Primary = 2.85 cfs @ 12.12 hrs, Volume= 18,115 cf Routing by Stor-Ind method, Time Span= 0.50-70.02 hrs, dt= 0.04 hrs Peak Elev= 529.23' @ 12.12 hrs Surf.Area= 2,480 sf Storage= 5,193 cf Plug-Flow detention time= 27.2 min calculated for 18,104 cf (100% of inflow) Center-of-Mass det. time= 27.4 min ( 814.7 - 787.3 ) Volume Invert Avail.Storage Storage Description #1A 525.80' 2,278 cf 63.25'W x 39.22'L x 3.50'H Field A 8,682 cf Overall - 2,986 cf Embedded = 5,695 cf x 40.0% Voids #2A 526.30' 2,986 cf ADS_StormTech SC-740 +Cap x 65 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 65 Chambers in 13 Rows 5,264 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 525.79' 8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 525.79' / 525.67' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.84 cfs @ 12.12 hrs HW=529.20' (Free Discharge) 1=Culvert (Barrel Controls 2.84 cfs @ 8.13 fps) Page 58 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 29 Pond 3P: Underground Detention - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 13 Rows x 51.0" Wide + 6.0" Spacing x 12 + 12.0" Side Stone x 2 = 63.25' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 65 Chambers x 45.9 cf = 2,986.1 cf Chamber Storage 8,681.6 cf Field - 2,986.1 cf Chambers = 5,695.5 cf Stone x 40.0% Voids = 2,278.2 cf Stone Storage Chamber Storage + Stone Storage = 5,264.3 cf = 0.121 af Overall Storage Efficiency = 60.6% Overall System Size = 39.22' x 63.25' x 3.50' 65 Chambers 321.5 cy Field 210.9 cy Stone Page 59 of 65

25-4181 storm calcs - proposed Type II 24-hr 100-Year Rainfall=5.23" Prepared by Carmina Wood Design Printed 2/11/2026 HydroCAD® 10.20-8a s/n 05019 © 2025 HydroCAD Software Solutions LLC Page 30 Pond 3P: Underground Detention Hydrograph Inflow 7.83 cfs Primary 8 Inflow Area=53,039 sf 7 Peak Elev=529.23' 6 Storage=5,193 cf 8.0" Flow (cfs) 5 Round Culvert 4 n=0.013 2.85 cfs 3 L=24.0' 2 S=0.0050 '/' 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hours) Page 60 of 65

Appendix D Soil Information Page 61 of 65

Hydrologic Soil Group—Erie County, New York 78° 45' 14'' W 78° 45' 10'' W 683550 683560 683570 683580 683590 683600 683610 683620 42° 50' 25'' N 42° 50' 25'' N 4745540 4745540 4745530 4745530 4745520 4745520 4745510 4745510 4745500 4745500 4745490 4745490 4745480 4745480 4745470 4745470 4745460 4745460 4745450 4745450 4745440 4745440 4745430 Soil Map may not be valid at this scale. 4745430 42° 50' 21'' N 42° 50' 21'' N 683550 683560 683570 683580 683590 683600 683610 683620 683630 78° 45' 14'' W 78° 45' 10'' W Map Scale: 1:574 if printed on A portrait (8.5" x 11") sheet. Meters N 0 5 10 20 30 Feet 0 25 50 100 150 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 Natural Resources Web Soil Survey 1/17/2022 Conservation Service National Cooperative Soil Survey Page 1 of 4 Page 62 of 65

Hydrologic Soil Group—Erie County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:15,800. C/D Soils Warning: Soil Map may not be valid at this scale. D Soil Rating Polygons Not rated or not available Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C measurements. Interstate Highways C/D Source of Map: Natural Resources Conservation Service US Routes D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below. C Soil Survey Area: Erie County, New York Survey Area Data: Version 21, Aug 29, 2021 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: Jul 14, 2019—Jul 27, 2019 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D Natural Resources Web Soil Survey 1/17/2022 Page 63 of 65 Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Erie County, New York Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI NfA Niagara silt loam, 0 to 3 C/D 1.1 100.0% percent slopes Totals for Area of Interest 1.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Natural Resources Web Soil Survey 1/17/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Page 64 of 65

Hydrologic Soil Group—Erie County, New York Tie-break Rule: Higher Natural Resources Web Soil Survey 1/17/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 Page 65 of 65