Loading...
HomeMy WebLinkAbout17 - Oct 19, 2026 - PUBLIC_RedactedRichard Fon Robyn A. Steinberg, AICP, CPESC Chairman Director of Planning TOWN OF YORKTOWN PLANNING BOARD Albert. A. Capellini Community and Cultural Center, 1974 Commerce Street, Yorktown Heights, New York 10598, Phone: (914) 962-6565, Fax: (914) 962-3986 PUBLIC MEETING AGENDA YORKTOWN TOWN HALL BOARD ROOM 363 Underhill Avenue, Yorktown Heights, NY 10598 v Crompond / Croton Heights / Huntersville / Jefferson Valley / Kitchawan / Mohegan Lake / Shrub Oak / Sparkle Lake / Teatown / Yorktown / Yorktown Heights October 19, 2026 7:00 PM 1. Correspondence 2. Meeting Minutes – October 5, 2026 REGULAR SESSION 3. Envirogreen Associates Inc. Public Informational Hearing Location: 15.16-1-30 & 31; 1833-1875 East Main Street Contact: Site Design Consultants Description: Proposed 2-lot subdivision of a 7.7 acre lot within the R1-40 zoning district. 4. Underhill Farm Decision Statement Location: 48.06-1-30; 370 Underhill Avenue Contact: Site Design Consultants Description: Proposed changes to site plan approved and amended by Resolutions #23-13, #24-13, #25-11 and #26-07. 5. Nantucket Sound Sons, LLC Decision Statement Location: 37.18-2-86; 385 Kear Street Contact: Joseph Thompson, Architect Description: Proposed changes to site plan previously approved by Resolution #21-14 dated August 9, 2021. WORK SESSION 6. Poggioreale Discussion Amended Site Plan Location: 26.20-2-3; 2829 Crompond Road Contact: Vincent & Christina Poggioreale Description: Proposed amendments to site plan previously approved by Resolution #25-18. The area between the playground and the building will be graded to create a surface closer to the building’s first floor elevation. The building has also been redesigned to create a separate entryway to the apartment in the rear of the existing house. 7. 450 Hilltop Real Estate LLC Discussion Major Subdivision Location: 37.06-1-25 & 37.05-2-2; 450 Hilltop Road & 2526 Crompond Road Contact: Site Design Consultants Description: Proposed 17-lot subdivision of two parcels consisting of 29.69 acres within the R1-40 zoning district. Planning Board Meeting October 19, 2026 Page 2 of 2 8. Wallack Management (Fox Den Subdivision) Discussion Site Plan Location: 36.09-1-1; Field Street Contact: Site Design Consultants Description: Proposed 2-lot subdivision of lot 4.1 of the Fox Den Estates Subdivision. 9. 211 Sandpiper Court (Maplebrook Condo Development) Discussion Site Plan Location: 16.20-2-27; 211 Sandpiper Court Contact: Christopher Mancia, Architect Description: Request to legalize an existing deck extension for 211 Sandpiper Court establishing a 11.8’ setback where 13.8’ previously established. 10. Town Board Referral 3850 Foothill Street Location: 15.07-1-7; 3850 Foothill Street Contact: Peder Scott, P.E., R.A. Description: Request for rezone of a 16.8-acre parcel from the R1-40 zone to the R-3 zone to facilitate the development of a 14-unit multi-family development. 11. ZBA Referral #45/26 Festo Location: 26.08-1-55; 3027 Old Yorktown Road Contact: Michael Festo Description: Request for a variance to construct a single-family home on a parcel with 32.94 feet of frontage where 100 feet is required. 12. Town Board Referral 3000 Navajo Street Location: 6.14-1-2; 3000 Navajo Street Contact: Charles Diven Description: Request for MS4 Stormwater Management/Wetland Permit to allow for the installation of artificial turf over an existing natural grass sports field. 13. Town Board Referral 144 Dorchester Drive Location: 48.11-3-71; 144 Dorchester Drive Contact: Hudson Engineering & Consulting, P.C. Description: Proposed construction of a pool, patio, driveway extension, detached garage and associated stormwater management on a 2.08-acre parcel within the R1-40 zoning district. Last revised: October 16, 2026 Correspondence Minutes Envirogreen Associates Inc. O O O O O O O O O O O O O O O O O O O O O OOOO O O O TWO STORY FRAME & STUCCO BUILDING E A S T M A I N S T R E E T E X I S T I N G P O N D ZONE R1-20 ZONE C-3 ZO N E R 1 - 2 0 ZO N E C - 3 FUTURE CONNECTION ZO N E C - 2 R DR I 9 E  T + R U 4. 0 ' LOT 31 AREA: 315,550 SF PROPOSED PROPERTY LINE PROPOSED ONE STORY RETAIL BUILDING PHASE II 6,111 SF FFE: 453.0 PROPOSED CROSS EASEMENT FOR GENERAL USE OF ALL THE PARKING AREAS ONE STORY UNDER CONSTRUCTION RETAIL BUILDING 4,130 SF FFE: 453.0 75.0' FYSB 30.0' RYS 30.0' REAR YARD SETBACK 10.0' SIDE YARD SETBACK 10.0' SYSB 17.0' SYSB 25.0' SYSB LOT 31.1 AREA: 23,079 SF 62.5'62.5' 20.7' 20.8' 12.2' 12.3' 10.0' SYSB 25.0' SYSB 75.0' FYSB 25.0' 33.1'31.2' 381.7' 61.0' 60.6' 75.0' FYSB DR I 9 E  T + R U ZONING ENVELOPE LOCATION MAP NOT TO SCALE Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - SC A L E : No . Re v i s i o n s : Da t e Co m m e n t s : NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 1 4 \ 1 4 - 1 4 E N V I R O G R E E N A S S O C I A T E S I N C \ E N G I N E E R I N G \ C A D \ C 3 D - 1 4 - 1 4 E N V I R O G R E E N A S S O C I A T E S I N C \ 1 4 - 1 4 E N V I R O G R E E N 2 L O T S U B D I V I S I O N - 2 0 2 6 - 0 9 - 1 0 . D W G PR O J E C T # 14 - 1 4 1" = 3 0 ' WETLAND DISTURBANCE: SITE DATA: OWNER / DEVELOPER:ENVIROGREEN ASSOCIATES INC. 11 HAGEMAN CT KATONAH, N.Y., 10536 PROJECT LOCATION: 1833 - 1851 EAST MAIN STREET MOHEGAN LAKE, N.Y., 10547 EXISTING TOWN ZONING: C-3, LIMITED COMMERCIAL - R1-20 RESIDENTIAL PROPOSED USE: RETAIL / COMMERCIAL TOWN TAX MAP DATA: SECTION 15.16, BLOCK 1, LOT 30 & LOT 31 SITE AREA : 7.77 ACRES (338,629 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES WETLAND IMPERVIOUS DISTURBANCE 0 SF 61,570 SF 0 SF 34,920 SF EXISTING IMPERVIOUS DISTURBANCE 0 SF0 SF PROPOSED 100' WETLAND ADJACENT AREA 65,815 SF SITE 73,228 SF 0 15 30 60 SCALE: 1"=30'-0" DA T E : DR A W N B Y : Sh e e t PR E P A R E D F O R SU B D I V I S O N PL A N JC R 08 / 3 1 / 2 0 2 6 SU B D I V I S O N P L A N En v i r o g r e e n A s s o c i a t e s I n c . 18 3 3 - 1 8 5 1 E A S T M A I N S T R E E T To w n o f Y o r k t o w n We s t c h e s t e r C o . , N e w Y o r k NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY ERICK J. LINK, DATED 05/7/14, LAST REVISED 06/11/14. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. IMPERVIOUS DISTURBANCE ~ tbd SF PROPOSED MITIGATION CREATED WETLAND NET INCREASE 30,895 SF11,658 SF PROPERTY LINE / RIGHT OF WAY FLAGGED WETLAND BOUNDARY PROPOSED CURB 100' WETLAND BUFFER PROPOSED ROAD CENTERLINE LEGEND OW.L.F. 11 OW.L.F. 12 EXISTING CURB 0 SF0 SF PARKING SCHEDULE 7,770 S.F. PROVIDED PARKING: EXISTING BUILDING: BUILDING #1: 6,284 S.F. @ 4 SPACES/1000 S.F. = 25.1 SPACES 102 STANDARD PARKING VARIANCE REQUIRED:0 SPACES TOTAL PROVIDED PARKING:108 SPACES REQUIRED PARKING:95 SPACES RESTAURANT PARKING PATRON: 1,000 S.F. @ 1 SPACES/50 S.F. = 20 SPACES RETAIL PARKING SERVICE: 900 S.F. @ 1 SPACES/100 S.F. = 9 SPACES 5,870 S.F. @ 4 SPACES/1000 S.F. = 24 SPACES TOTAL REQUIRED:53 PROPOSED BUILDINGS: TOTAL REQUIRED:42 *Note: 7 parking spaces are to be shared with 1821 East Main Street. 6 HANDICAPHANDICAP PARING: BUILDING #2: 2,100 S.F. @ 4 SPACES/1000 S.F. = 8.4 SPACESRETAIL PARKING 4,100 S.F. PROPOSED BUILDING #2 WITH RESTAURANT USE: RESTAURANT PARKING PATRON: 1,520 S.F. @ 1 SPACES/50 S.F. = 31 SPACES SERVICE: 480 S.F. @ 1 SPACES/100 S.F. = 5 SPACES REQUIRED:45 of TOTAL REQUIRED:53 + 25.1 + 45=123 BUILDING #2: 4,100 S.F. @ 4 SPACES/1000 S.F. = 16.4 SPACES 10,384 S.F. 1 1 ZONING SCHEDULE: 10,000 SF. 35 FEET 100 FT. 30 FT. 30% OF LOT AREA 30 FT. W/OUT PARKING NONE (1) REQUIRED PRINCIPAL BUILDING COVERAGE: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: MINIMUM LOT WIDTH: MINIMUM LOT AREA: 565.3 FT. PROPOSED LOT 31 MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS: PRINCIPAL BUILDING: 30 FT. 50 FT.FRONT YARD SETBACK: REAR YARD SETBACK: ACCESSORY BUILDINGS: NONE NONE VARIANCE REQUIRED 12.5' NONE NONE NONE C-3, COMMERCIAL LIMITEDZONING DISTRICT: DIMENSIONAL REGULATIONS: ONE SIDE YARD SETBACK:NONE MAXIMUM % OF LOT TO BE OCCUPIED: PRINCIPAL BUILDING - FEET:NONE PRINCIPAL BUILDING - STORIES:NONE3 1/2 20 FEETACCESSORY BUILDING - FEET:NONE ACCESSORY BUILDING - STORIES:NONE2 EXISTING 2.9 % OF LOT AREA 35 FT MAX 460 FT. 338,629 SF. 2 NONE NONE 1.3% OF LOT AREA 35 FT MAX 381.7 FT. 12.2 FT. 1 NONE 36.5 FT. 471 FT. 11.6 FT. NONE NONE NONE NONE NONE NONE NONE 315,550 SF. 100 FT.MINIMUM LOT DEPTH:359 FT.NONENONE 75 FT. W/ PARKING 62.5 FT36.5 FT. ZONING REGULATION NOTES: 1.NONE, BUT IF PROVIDED SHALL BE 10 FEET; IF USED AS ONE WAY VEHICULAR ACCESS, SHALL BE 17 FEET; TWO-WAY VEHICULAR ACCESS, 25 FEET; IF ADJOINS R DISTRICT, SHALL BE 50 FEET. NONE NONE (1) 136.6 FT. PROPOSED LOT 31.1 26.5% OF LOT AREA 35 FT MAX 31.2 FT. 20.8 FT. 1 NONE NONE NONE NONE NONE 23,079 SF. 162.6 FT. 62.5 FT. **Note: The proposed lot will have cross easements for general use of all parking areas. PROPOSED EASEMENT En g i n e e r : FYSB FRONT YARD SETBACK RYSB REAR YARD SETBACK SYSB SIDE YARD SETBACK (BUILDING UNDER CONSTRUCTION) NONE Underhill Farm Richard Fon Robyn A. Steinberg, AICP, CPESC Chairperson Director of Planning TOWN OF YORKTOWN PLANNING BOARD Albert A. Capellini Community and Cultural Center, 1974 Commerce Street, Yorktown Heights, New York 10598, Phone (914) 962-6565, Fax (914) 962-3986 Crompond / Croton Heights / Huntersville / Jefferson Valley / Kitchawan / Mohegan Lake / Shrub Oak / Sparkle Lake / Teatown / Yorktown / Yorktown Heights To: Zoning Board of Appeals From: Planning Board Date: September 21, 2026 Subject: ZBA Referral #41/26 370 Underhill Farm 48.06-1-30 ____________________________________________________________________________________ The Planning Board, at its meeting on September 14, 2026, discussed the subject referral. The applicant is requesting a setback variance for Townhouse Building #9 of 5 feet, providing 35 feet where 40 is required. The Applicant shared an updated plan that shows the building rotating to achieve 35 feet on the northwestern corner of the building rather than shifting the entire building to achieve 35 feet on the entire western side. The Board has no planning objections to the requested variance. Respectfully submitted, Ian P. Richey Town Planner PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 10" WATER MAIN W W WWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD W W W WW W W W W W W W W W W W W W W W W W 13+73.43 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5+00 6+00 7+00 8+ 0 0 9+ 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 0+00 1+00 1+90.79 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09. 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+00 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12+0012+14. 8 4 5+1 6 0+ 0 0 1+ 0 0 2+ 0 0 3 + 0 0 4+00 5+0 0 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 9 + 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2+ 0 0 3+ 0 0 3 + 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4 + 0 0 5+ 0 0 5+ 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1+ 0 0 1 + 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 0+00 1+00 2+00 3+00 3+82.73 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7 + 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 000 001 0 0 2 0 0 3 00 4 23.12 4 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+0 0 12+ 4 8 . 6 3 0+ 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.11 PC: 1+66.9 6 PT: 2+00.42 PC: 3+15.17 PT: 3+76 . 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M Underhill Farms 370 Underhill Avenue Multi-Use Development Known As Proposed By: Unicorn Contracting Date: January 27. 2026 PROJECT ARCHITECT: Chris Lessard, AIA Lessard Design Inc., PC 8125 Leesburgh Pike Vienna, VA 22182 571-830-1800 PROJECT ENGINEER: Joseph C. Riina, P.E. Site Design Consultants 251 F Underhill Avenue Yorktown Heights, NY 10598 914-962-4488 TRAFFIC ENGINEER: Phillip J. Grealy, Ph.D., P.E. Colliers Engineering & design 400 Columbus Avenue Suite 180E Valhalla, NY 10595 914-347-4700 PROJECT ATTORNEY: Mark W. Blanchard Blanchard & Wilson, LLC. 235 Main Street, Suite 330 White Plains, NY 10601 914-461-0280 OWNER / Applicant: Unicorn Contacting Corp. 10 Julia Lane, Suite 103 Cold Spring, NY 10516 845-809-5969 ENVIRONMENTAL CONSULTANT: Steven Marino, PWS Tim Miller Associates, Inc. 10 North Street Cold Spring, NY 10516 845-265-4400 LANDSCAPE ARCHITECT: Earl Govern, AIA Blades & Govern, Landscape Architects Box 1851 Fairfield, Ct 06825 203-254-8530 CULTURAL RESOURCES CONSULTANT: Beth Selig Hudson Cultural Services Box 264 Salt Point, NY 12578 845-465-3698 SURVEYOR: Glen Watson, L.S. Badey & Watson Surveying & Engineering 3063 Route 9 Cold Spring, NY 10516 845-265-9216 PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 8" WATER MAIN. 10" WATER MAIN W W WWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD HYD W W W W W W WW W W W W W W W W W W W W W W W W W 13+73.43 0 + 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 11 S P A C E S 7 SPACES 8 SPACES 27 SPACE S 3 S P A C E S 25 S P A C E S 11 S P A C E S 13 SPACE S 10 SPACES 19 S P A C E S 8 S P A C E S 14 SPACES 3 TANDEM SPACES 20 SPACES 10 SPACES 10 SPAC E S 54 SPACES T O T A L 3 SPACES 0+00 1+00 1+90.79 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09. 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 6+ 0 0 7+00 8+ 0 0 9+ 0 0 10 + 0 0 1 1 + 0 0 12+0012+14.8 4 5+1 6 0+ 0 0 1+ 0 0 2 + 0 0 3+ 0 0 4+00 5+0 0 0+00 1+00 2+00 3 + 0 0 4 + 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 9 + 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2 + 0 0 3 + 0 0 3+ 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4+ 0 0 5 + 0 0 5 + 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1 + 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 0+00 1+00 2+00 3+00 3+82.73 15 SPACES 6 S P A C E S 4 SPACES 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 12 SPACES 000 001 0 0 2 00 3 00 4 23.12 4 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' 0+ 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+ 0 0 12+4 8 . 6 3 5 SPACES 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.1 1 PC: 1+66.9 6 PT: 2+00.42 PC: 3+15.17 PT: 3+76 . 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 CONDOMINIUM B U I L D I N G . FF ELEV.: 498.0 GF ELEV.: 486.0 SENIOR CENT E R (NOT PART O F T H I S P R O J E C T ) R E T A I L S P A C E F F E L E V . : 4 7 6 . 0 0 ' 8, 1 0 0 S F EXISTING U N D E R H I L L HOUSE. SWIMMING POOL COPI N G ELEV. = 49 0 . 0 0 ' BU I L D I N G 9 4 U N I T FF E L E V . : 5 3 5 . 9 2 ' GF E L E V . : 5 2 5 . 2 5 ' FF E L E V . : 5 3 0 . 5 0 ' GF E L E V . : 5 3 0 . 0 0 ' BF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 1 7 . 5 0 ' GF E L E V . : 5 1 6 . 5 0 ' BF E L E V . : 5 0 6 . 5 0 ' FF E L E V . : 5 1 3 . 0 0 ' GF E L E V . : 5 1 2 . 5 0 ' BF E L E V . : 5 0 2 . 5 0 ' FF E L E V . : 5 1 1 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' BF E L E V . : 5 0 1 . 0 0 ' B U I L D I N G 5 6 U N I T BU I L D I N G 3 6 U N I T B U I L D I N G 1 1 4 U N I T FF E L E V . : 5 2 5 . 9 2 ' GF E L E V . : 5 1 5 . 2 5 ' FF E L E V . : 5 2 4 . 6 7 ' GF E L E V . : 5 1 4 . 0 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 6 7 ' GF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' FF E L E V . : 5 1 1 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' BF E L E V . : 5 0 1 . 0 0 ' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 0 8 . 5 0 ' GF E L E V . : 5 0 8 . 0 0 ' BF E L E V . : 4 9 7 . 0 0 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' BU I L D I N G 7 6 U N I T B U I L D I N G 1 0 4 U N I T B U I L D I N G 8 4 U N I T B U I L D I N G 6 4 U N I T BU I L D I N G 4 4 U N I T B U I L D I N G 2 2 U N I T FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' APARTME N T B L D G . FF ELEV.: 4 9 0 . 0 0 ' GAR. FL. E L E V . : 4 7 6 . 0 0 ' B U I L D I N G 1 4 U N I T FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' FF E L E V . : 5 2 1 . 5 0 ' GF E L E V . : 5 1 2 . 0 0 ' FF E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' FF E L E V . : 5 3 5 . 2 0 ' GF E L E V . : 5 3 4 . 7 0 ' BF E L E V . : 5 2 4 . 7 0 ' FF E L E V . : 5 4 2 . 6 7 ' GF E L E V . : 5 3 2 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' FF E L E V . : 5 3 8 . 1 7 ' GF E L E V . : 5 2 8 . 5 0 ' FF E L E V . : 5 3 4 . 6 7 ' GF E L E V . : 5 2 4 . 0 0 ' FF E L E V . : 5 3 0 . 6 7 ' GF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 2 8 . 6 7 ' GF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 2 5 . 5 0 ' GF E L E V . : 5 2 5 . 0 0 ' BF E L E V . : 5 1 5 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 2 2 . 0 0 ' GF E L E V . : 5 2 1 . 5 0 ' BF E L E V . : 5 1 1 . 5 0 ' FF E L E V . : 5 3 5 . 0 0 ' GF E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 4 . 2 0 ' GF E L E V . : 5 3 3 . 7 0 ' BF E L E V . : 5 2 3 . 7 0 ' FF E L E V . : 5 3 5 . 0 0 ' GF E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 PnB PnC CrC EXP A N D E D W E T L A N D L I M I T A S PER F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CON S U L T A N T F E B . 2 0 2 3 RUN O F F C H A N N E L A S P E R F I E L D SKE T C H I D E N T I F I E D B Y T O W N WETL A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W WS WS W W W W W W W W 10" WATER MAIN W W 8" WATER MAIN. 6" WATER SERVICE HYD HYD W WW W W W 13+73.43 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 11 S P A C E S 7 SPACES 8 SPACES 27 SPACES 3 S P A C E S 25 S P A C E S 11 S P A C E S 13 SPACES 10 SPACES 19 S P A C E S 8 S P A C E S 14 SPACES 3 TANDEM SPACES 20 SPACES 10 SPACES 10 SPACES 54 SPACES TOT A L 3 SPACES 0+00 1+00 1+90.79 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09. 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+00 8 + 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12+00 12+14. 8 4 5+1 6 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+00 5+0 0 0+00 1+00 2+00 3 + 0 0 4+ 0 0 5+00 6+00 7+00 8+ 0 0 9 + 0 0 9 + 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2 + 0 0 3 + 0 0 3 + 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4+ 0 0 5+ 0 0 5+ 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1 + 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 50+00 1+00 2+00 3+00 3+82.73 15 SPACES 6 S P A C E S 4 SPACES 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7 + 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 12 SPACES 000 001 00 2 00 3 00 4 23.12 4 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' 0+ 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+0 012+4 8 . 6 3 5 SPACES 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.1 1 PC: 1+66.9 6 PT: 2+00.42 PC: 3+15.17 PT: 3+76. 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 80+00 0+920+00 0+81 LOCATION MAP NOT TO SCALE DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - SITE DATA: OWNER / DEVELOPER:UNICORN CONTRACTING 10 JULIA LANE COLD SPRING, NY, 10516 PROJECT LOCATION: 370 UNDERHILL AVE YORKTOWN, NY, 10516 EXISTING TOWN ZONING: R1-40, RESIDENTIALDESCRIPTION PROPOSED USE: PLANNED DEVELOPMENT DISTRICT TOWN TAX MAP DATA: SECTION 48.06, BLOCK 1, LOT 30 SITE AREA : 13.78 ACRES (600,459 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1: 5 0 ZO N I N G D A T A PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M BULK ZONE REQUIREMENTS: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: 12 UNITS/ACRE FLOOR AREA (WITH PUBLIC SEWERS) MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS*: PRINCIPAL BUILDING: ZONING DISTRICT: DIMENSIONAL REGULATIONS: COMBINED SIDE YARD SETBACK: MAXIMUM USABLE FLOOR AREA: PRINCIPAL BUILDING - FEET: 10 UNITS/ACRE 9 UNITS/ACRE MINIMUM LOT DEPTH: BUILDING COVERAGE*: MAXIMUM % OF LOT TO BE OCCUPIED: MAXIMUM ROAD FRONTAGE: 510 FT. 26.9 FT. 40 FT MAX 130.2 FT. DISTANCE BETWEEN MAIN WALLS OF BUILDINGS DISTANCE BETWEEN END WALLS OF BUILDINGS WITH WINDOWS DISTANCE BETWEEN WALLS IN ANY OTHER CASE MAXIMUM LENGTH OF ANY BUILDING DISTANCE OF PARKING TO PROPERTY LINE AT LEAST 400 SQUARE FEET OF USABLE OPEN SPACE IS PROVIDED ON THE SITE FOR EACH DWELLING UNIT FOR PLAY AREA AND OTHER OUTDOOR LIVING USES. THE DEVELOPER SHALL PROVIDE A SUITABLY IMPROVED PLAYGROUND/PLAY AREA. EACH SUCH PLAYGROUND/PLAY AREA SHALL HAVE A MINIMUM AREA OF 1,200 SQUARE FEET AND A MAXIMUM DISTANCE OF 1,000 FEET FROM THE UNITS TO BE SERVED. IN ADDITION TO THE ABOVE, THE DEVELOPER SHALL ALSO SET ASIDE 10% OF THE SITE FOR THE PROVISION OF PARK AND/OR RECREATIONAL FACILITIES. IF THE PROVISION OF SUCH FACILITIES IS IMPRACTICAL BECAUSE OF THE PARTICULAR LAYOUT OF THE DEVELOPMENT OR FOR OTHER REASONS, A RECREATION FEE OF $4,000 PER UNIT SHALL BE SUBMITTED PRIOR TO APPROVAL OF THE APPLICATION. 32.5 FT. 250 FT. 5 FT. 600,459 SF./ 13.78 ACRES 30 FT. 30 FT. 20.3% 65,000 SF 65,000 SF 20 - 2 0 PARKING SCHEDULE 46 - 2 BEDROOM UNITS @ 1,050 SF APARTMENT BUILDING (68 UNITS): BUILDING UNITS: 16 - 1 BEDROOM UNITS @ 750 SF 18 - 2 BEDROOM UNTS @ 2,000 SF CONDO BUILDING (32 UNITS):2 - 1 BEDROOM UNITS @ 1,000 SF 28 - 3 BEDROOM UNITS @ 2,750 SF TOWNHOUSES (48 UNITS):20 - 4 BEDROOM UNITS @ 2,966 SF F.A.R CALCULATION BASIS: TOTAL LOT AREA: 600,459 SF ALLOWABLE F.A.R. = 0.55 PROVIDED F.A.R. 144 DWELLING UNITS APARTMENTS: 99,415 GSF CONDO FLATS: 54,800 SF UPHILL TOWNHOUSE: 59,320 SF DOWNHILL TOWNHOUSE: 77,000 SF TOTAL: 290,535 SF TOTAL F.A.R. = 290,535 / 600,459 = 0.48 < 0.55 NOT INCLUDED IN F.A.R. EXISTING BUILDING: 8,000 SF NEW RETAIL SPACE: 11,000 SF TOTAL NUMBER OF DWELLING UNITS 148 * THE PLANNED DEVELOPMENT DISTRICT ALLOWS FOR UP TO A 60% REDUCTION IN THE REQUIREMENTS OF THE UNDERLYING ZONE. 12 - 2 BEDROOM UNTS @ 1,400 SF 6 - 3 BEDROOM UNITS @ 1,280 SF 0 25 50 100 SCALE: 1"=50'-0" 52.5 FT. 20 FT. EXISTING: R1-40 RESIDENTIAL/ PROPOSED: YORKTOWN HEIGHTS PLANNED DESIGN DISTRICT OVERLAY ZONE LEGEND PARKING DESIGNATION KEY MAP NOTE: 20% REDUCTION FOR OVERLAPPING USES. ADDITIONAL OFFSITE PARKING PROVIDED ON ADJACENT PROPERTIES WITHIN 500 FT GRATER THAN SPACES DEFICIT. Sh e e t C-101 USE:UNITS / SQ FT:REQUIREMENT:REQUIRED:PROVIDED: TOWNHOMES 48 UNITS 2 SPACES / UNIT 96 SPACES 96 GARAGE SPACES 96 DRIVEWAY SPACES CONDOMINIUM BLDG 32 UNITS 1.5 SPACES / UNIT 48 SPACES 35 INSIDE SPACES 13 OUTSIDE SPACES 3 TANDEM SPACES APARTMENTS 68 UNITS 1.5 SPACES / UNIT 102 SPACES 54 INSIDE SPACES 53 OUTSIDE SPACES MIXED-USE COMM.8,000 SQ FT 4 SPACES / 1,000 SQ FT 33 SPACES 33 SPACES MANSION RE-USE 55 SPACES 5,500 SQ FT COMM. 1,500 SQ FT PATRON 500 SQ FT PREP 4 SPACES / 1,000 SQ FT 1 SPACE / 50 SQ FT 1 SPACE / 100 SQ FT 28 SPACES 30 SPACES 5 SPACES No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD H YD W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W PROPOSED 6" CURB ALONG GLENROCK STREET 11 S P A C E S 7 SPACES 8 SPACES 27 SPACE S 3 S P A C E S 25 S P A C E S 11 S P A C E S 13 SPACE S 10 SPACES 19 S P A C E S 8 S P A C E S 14 SPACES 3 TANDEM SPACES 20 SPACES 8.5' 18 . 5 ' 2 6 . 0 ' 5. 1 ' 20.0' 22.0' 26 . 0 ' 26 . 0 ' ZONI N G S E T B A C K L I N E ZONI N G S E T B A C K L I N E R10 . 0 ' 18 . 5 ' PROPOSED 5' HIGH RETAINING WALL 10 SPACES 10 SPAC E S PROPOSED PLAZA TO BE BUILT AS PART OF PHASE 2 54 SPACE S T O T A L 3 SPACES WETLAND MITIGATION AREA R1 . 0 ' R1. 0 ' R14 . 0 ' R14.0' R1.0' R1.0 ' R2 0 . 0 ' 8.5' R199.5' R21.0' 22.0' R25.5' 18 . 5 ' R9. 0 ' 26.0' CONCRETE SIDEWALK (TYP.) 6" CONCRETE CURB (TYP.) 6" CONCRETE CURB (TYP.) 6" CONCRETE CURB (TYP.) EMERGENCY ACCESS EASEMENT. OPEN SPACE EASEMENT. 15 SPACES 6 S P A C E S R1. 0 ' 4 SPACES R21 . 0 ' 18 . 0 ' 18 . 0 ' 18 . 0 ' 1 8 . 0 ' 1 8 . 0 ' 18 . 0 ' 18 . 0 ' 18 . 0 ' 18 . 0 ' 18 . 0 ' 26 . 0 ' PROPOSED RETAINING WALL (TYP.) 12 SPACE S PROPOSED CONCRETE MOUNTABLE CURB. 22' WIDE ASPHALT ROAD. 22.0' PROPOSED ASPHALT DRIVEWAY WITH BELGIUM BLOCK CURB. DETAIL (R-2) PROPOSED RETAINING WALL (TYP.) PROPOSED PAVER PATIO AND/OR DECK 27 SPACES AVAILABLE FOR USE BY THE SENIOR CENTER NE W D E C K 180 S F CO V E R E D PO R C H 1 S T O R Y CH A P E L 8. 5 ' R4 8 . 0 ' R5.0 ' PROPOSED RETAINING WALL PROPOSED PATIO R15 . 5 ' R9.0 ' R 9 . 0 ' LANDSCAP E D ISLAND 21.0' 20.0' 23.6' R2 5 . 0 ' R511.0' 5 SPACES R3 0 . 0 ' PROPOSED 1 STORY 1,985 SF ADDITION 2 4 . 0 ' PROPOSED 1' to 2' HIGH RETAINING WALL TRASH CONTAINMEN T AREA COOKING OIL DISPOSAL TANK GROUND MOUNTED A.C. UNITS GROUND MOUNTED KITCHEN HOOD UNIT FENCE ENCLOSURE 5" THK. REINF. CONC. SLAB THROUGHOUT SEE ARCH. PLANS FOR DETAILS 8. 5 ' 8.5' 100.0' 30 . 0 ' 5. 0 ' 3 0 . 0 ' 8.0' 16.7' DROP OFF LOCATION PROPOSED ENTRANCE PILLARS, 30"x30"x7' PROPOSED GENERATOR PROPOSED 6' VINYL PRIVACY FENCE PROPOSED 13' X 11.5' IRRIGATION PUMP HOUSE 1 5 . 0 ' 6.0' 1 5 . 0 ' 6.0' CONDOMINIUM B U I L D I N G . FF ELEV.: 498.0 GF ELEV.: 486.0 SENIOR CENT E R (NOT PART O F T H I S P R O J E C T ) R E T A I L S P A C E F F E L E V . : 4 7 6 . 0 0 ' 8 , 1 0 0 S F EXISTING U N D E R H I L L HOUSE. SWIMMING POOL COPI N G ELEV. = 490 . 0 0 ' B U I L D I N G 9 4 U N I T FF E L E V . : 5 3 5 . 9 2 ' GF E L E V . : 5 2 5 . 2 5 ' FF E L E V . : 5 3 0 . 5 0 ' GF E L E V . : 5 3 0 . 0 0 ' BF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 1 7 . 5 0 ' GF E L E V . : 5 1 6 . 5 0 ' BF E L E V . : 5 0 6 . 5 0 ' FF E L E V . : 5 1 3 . 0 0 ' GF E L E V . : 5 1 2 . 5 0 ' BF E L E V . : 5 0 2 . 5 0 ' F F E L E V . : 5 1 1 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' BF E L E V . : 5 0 1 . 0 0 ' B U I L D I N G 5 6 U N I T BU I L D I N G 3 6 U N I T B U I L D I N G 1 1 4 U N I T FF E L E V . : 5 2 5 . 9 2 ' GF E L E V . : 5 1 5 . 2 5 ' FF E L E V . : 5 2 4 . 6 7 ' GF E L E V . : 5 1 4 . 0 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 6 7 ' GF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' FF E L E V . : 5 1 1 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' B F E L E V . : 5 0 1 . 0 0 ' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 0 8 . 5 0 ' GF E L E V . : 5 0 8 . 0 0 ' BF E L E V . : 4 9 7 . 0 0 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' BU I L D I N G 7 6 U N I T B U I L D I N G 1 0 4 U N I T B U I L D I N G 8 4 U N I T B U I L D I N G 6 4 U N I T BU I L D I N G 4 4 U N I T B U I L D I N G 2 2 U N I T FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' APARTME N T B L D G . FF ELEV. : 4 9 0 . 0 0 ' GAR. FL. E L E V . : 4 7 6 . 0 0 ' B U I L D I N G 1 4 U N I T F F E L E V . : 5 2 0 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' F F E L E V . : 5 2 0 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' GF E L E V . : 5 1 2 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' FF E L E V . : 5 3 5 . 2 0 ' GF E L E V . : 5 3 4 . 7 0 ' B F E L E V . : 5 2 4 . 7 0 ' FF E L E V . : 5 4 2 . 6 7 ' GF E L E V . : 5 3 2 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' FF E L E V . : 5 3 8 . 1 7 ' GF E L E V . : 5 2 8 . 5 0 ' FF E L E V . : 5 3 4 . 6 7 ' GF E L E V . : 5 2 4 . 0 0 ' FF E L E V . : 5 3 0 . 6 7 ' GF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 2 8 . 6 7 ' GF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 2 5 . 5 0 ' GF E L E V . : 5 2 5 . 0 0 ' BF E L E V . : 5 1 5 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 2 2 . 0 0 ' GF E L E V . : 5 2 1 . 5 0 ' BF E L E V . : 5 1 1 . 5 0 ' FF E L E V . : 5 3 5 . 0 0 ' GF E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 4 . 2 0 ' G F E L E V . : 5 3 3 . 7 0 ' BF E L E V . : 5 2 3 . 7 0 ' FF E L E V . : 5 3 5 . 0 0 ' GF E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' R25.0' R2 5 . 0 ' R47.0 ' R25.0 ' 22.0' 5 6 . 8 ' 78 . 6 ' 81 . 0 ' 51.8' 1 0 8 . 4 ' 21 . 9 ' 61.1' 47.1' 29.4' 52.3' 9 9 . 5 ' 7 8 . 8 ' 82.9' 20 6 ' 220.7' 186.1' 219.1' 216.5' 175' 36 5 ' 1 6 4 ' 18.5' 24.0' 18.5' 44.8' 61.0' 60.5' 50.4' 56.0' 20.2' 34.7' 48.1' 20.0' 111.2' 18 . 5 ' 55 . 0 ' 35.3' 40.1' 40.0' SETBACK 37.7' 3. 0 ' PROPOSED 1.5'x4.3' MONUMENT SIGN 22 . 5 ' 10.0' 1 0 1 . 9 ' Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. 2.EASEMENT ACROSS THE FULL PROPERTY BOUNDARY HAS BEEN GRANTED TO THE TOWN OF YORKTOWN FOR ACCESS AND MAINTENANCE OF ALL PUBLIC UTILITIES. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1" = 4 0 ' SI T E P L A N PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 0 20 40 80 SCALE: 1"=40'-0" 20 - 2 0 C-102 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD H YD W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W EXISTING SEPTIC SYSTEM TO BE REMOVED AND DISPOSED AS PER HEALTH DEPARTMENT SPECIFICATION. SEPTIC TANKS TO BE REMOVED. Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1" = 4 0 ' EX I S T I N G C O N D I T I O N S PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 0 20 40 80 SCALE: 1"=40'-0" 20 - 2 0 C-103 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD H YD W W W W W WW W W W W W W W W W W W W W W W W W W W W W W D 13+73.43 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5+00 6+00 7+00 8+ 0 0 9 + 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 CONSTRUCTION ENTRANCE STABILIZATION (TYP.) SILT FENCE USED IN EACH PHASE (TYP.) TREE PROTECTION (TYP.) TREES TO BE REMOVED (TYP.) LIMIT OF DISTURBANCE 12 +/- ACRES 0+00 1+00 1+90.79 WETLAND MITIGATION AREA D D 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09 . 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 6+ 0 0 7+00 8 + 0 0 9+ 0 0 10 + 0 0 1 1 + 0 0 12+0012+14.8 4 5+1 6 0+ 0 0 1+ 0 0 2 + 0 0 3+ 0 0 4+00 5+0 0 0+00 1+00 2+00 3+ 0 0 4 + 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 9+ 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2+ 0 0 3 + 0 0 3 + 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4+ 0 0 5+ 0 0 5 + 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1 + 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 D D D D D INLET PROTECTION (TYP.) INLET PROTECTION (TYP.) 0+00 1+00 2+00 3+00 3+82.73 D D D 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 000 001 0 0 2 00 3 00 4 23.12 4 D 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' EROSION BLANKETS ON ALL DISTURBED SLOPES 3H:1V OR GREATER STABILIZATION (TYP.) 0+ 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+ 0 0 12+4 8 . 6 3 ORANGE CONSTRUCTION FENCING TOPSOIL DEBRIS MULCH TOPSOIL DEBRIS MULCH SOIL STOCKPILE AREA (TYP.) STAGING AREA FOR PHASE -1 STAGING AREA FOR PHASE -2, 3A,3B CONCRETE WASHOUT AREA FOR PHASE 3B SEDIMENT BASIN WITH OUTLET PIPE 499501500 CONCRETE WASHOUT AREA FOR PHASE 1 AND 2 CONCRETE WASHOUT AREA FOR PHASE 3A ORANGE CONSTRUCTION FENCING ORANGE CONSTRUCTION FENCING WB WB WB WB PHASE BOUNDARY, TYP. PROPOSED WATER BAR, TYP. BLOCK PIPE FROM CATCH BASIN TO MANHOLE. INSTALL TEMPORARY PIPE FROM CATCH BASIN INV. 507.00' TO SEDIMENT BASIN BOTTOM WB D TEMPORARY OUTLET PROTECTION FOR SEDIMENT BASIN OUTLET PIPE COFFERDAM TURBIDITY CURTAIN SEE C-104A FOR DETAIL PUMP, HOSE, AND DEWATERING PIT EXISTING POND OUTLET TO BE ABANDONED W W W W W W 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.1 1 PC: 1+66.96 PT: 2+00.42 PC: 3+15.17 PT: 3+76 . 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 PnB PnC WdB CrC EXP A N D E D W E T L A N D L I M I T A S PER F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WET L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W WS WS WS WS WS W W W W W W W W W W W W W W W W W W WWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD W W W W W W W W W W W W W 13+73.4 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5+00 6+00 7+00 8+ 0 0 9 + 0 0 10 + 0 0 11+ 0 0 12+00 13+00 0+00 1+00 1+90.79 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09 . 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+00 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 5+1 6 0+ 0 0 1+ 0 0 2+ 0 0 3 + 0 0 4+00 5+0 0 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+00 6+00 7+00 8 + 0 0 9+ 0 0 9+ 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2 + 0 0 3 + 0 0 3 + 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4 + 0 0 5 + 0 0 5+ 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1 + 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 50+00 1+00 2+00 3+00 3+82.73 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5 + 0 0 6+ 0 0 7 + 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 000 001 0 0 2 00 3 00 4 23.12 4 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' 0+ 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+0 0 12+4 8 . 6 3 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.1 1 PC: 1+66.9 6 PT: 2+00.42 PC: 3+15.17 PT: 3+76 . 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+920+00 0+81 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1" = 4 0 ' E& S C P L A N PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 0 20 40 80 SCALE: 1"=40'-0" 20 - 2 0 C-104 PHASE 1 PHASE 2 PHASE 3A PHASE 3B Phase Schedule Phase Disturbed Area Cut/Fill Analysis 1 4.96 AC.7,000 CF CUT 2 2.65 AC.2,285 CF CUT 3A 0.89 AC.1,750 CF CUT 3B 4.42 AC.11,000 CF CUT NOTE: ALL CUT MATERIAL TO BE EXPORTED OFF SITE No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD H YD W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W D DT-7 13+73.43 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+00 6+00 7+00 8 + 0 0 9+ 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFD FD DT-1 DT-2 DT-3 DT-4 DT-5 DT-6 PROPOSED 8" SDR 35 SEWER MAIN. (TYP.) 0+00 1+00 1+90.79 WETLAND MITIGATION AREA TW: 541.00' BW: 537.00' TW: 541.00' BW: 535.00' TW: 541.00' BW: 534.00' TW: 540.00' BW: 532.00' TW: 530.00' BW: 528.00' TW: 535.00' BW: 528.00' TW: 533.00' BW: 526.00' TW: 523.50' BW: 521.00'TW: 528.00' BW: 523.00' TW: 524.00' BW: 520.00' TW: 520.00' BW: 517.00' TW: 520.00' BW: 518.00' TW: 541.00' BW: 536.00' TW: 521.00' BW: 512.00' TW: 518.00' BW: 510.50' TW: 516.00' BW: 508.00' TW: 512.00' BW: 506.00' TW: 511.00' BW: 505.00' TW: 509.00' BW: 502.00' TW: 506.00' BW: 504.50' TW: 520.00' BW: 518.00' TW: 520.00' BW: 517.00' TW: 536.00' BW: 529.00' TW: 519.00' BW: 516.00' TW: 517.00' BW: 515.00' TW: 475.00' BW: 471.00' TW: 474.00' BW: 473.00' TW: 503.00' BW: 499.00' TW: 505.00' BW: 501.00' TW: 508.00' BW: 505.00' TW: 510.00' BW: 505.00' D D 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09. 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+00 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12+0012+14.8 4 5+1 6 0+ 0 0 1+ 0 0 2+ 0 0 3 + 0 0 4+00 5+0 0 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+00 6+00 7+00 8 + 0 0 9+ 0 0 9 + 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2 + 0 0 3 + 0 0 3 + 2 8 . 1 1 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W 0 + 0 0 1+00 2+00 3+0 0 4 + 0 0 5 + 0 0 5 + 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1+ 0 0 1 + 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 PROPOSED STONE WALL. T.W. ELEVATION 493.00' D D D PROPOSED GRADING. D D DT-8 0+00 1+00 2+00 3+00 3+82.73 DEEP TEST PIT LOCATION. DEEP TEST PIT LOCATION. PROPOSAL REDI-ROCK RETAINING WALL. PROPOSED REDI-ROCK RETAINING WALL. SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS DYH D YH DYH D YH DYH WS WS WS WS WS WS WS WS WS WS WS WS WSWS WS WS WS WS WS DYH W TW: 492.00' BW: 486.00' 100' C O N T R O L L E D AREA B O U N D A R Y (TYP. ) D D D FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRDRDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD R DRDRDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD W W W 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5+ 0 0 6 + 0 0 7+ 0 0 8+00 9 + 0 0 TW: 494.00' BW: 486.00' 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 PROPOSED ISLAND MOUNTABLE CURB. D YHW 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 10' 10' 12 ' TW: 513.00' BW: 511.00' S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 10' 12 ' 6' 7' 5' 7' 15' 10' 10 ' 6' S TW: 476.00' BW: 470.00' 000 001 0 0 2 0 0 3 00 4 23.12 4 WS WS FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD PROPOSED FOOTING DRAIN TO BE DISCHARGED AT GRADE, TYP. FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD TW: 524.00' BW: 515.00' D 486.0 DT-4 SS SS WS WS 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' D D D D D D D D D D D D 0+ 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+0 0 12+4 8 . 6 3 PROPOSED FOOTING DRAIN TO BE DISCHARGED AT GRADE, TYP. 9' 6'10' 10 ' NE W D E C K 180 S F CO V E R E D PO R C H 1 S T O R Y CH A P E L 79.4' RD RD PROPOSED 6" PVC PIPE ROOF LEADER, TYP. PROPOSED 8" PVC PIPE FOOT DRAIN. PROPOSED 6" PVC PIPE ROOF LEADER, TYP. LOW MARSH AREA PROPOSED POCKET WETLAND AREA 100' CONTROLLED AREA BOUNDARY (TYP.) WETLAND BOUNDARY (TYP.) WETLAND BOUNDARY (TYP.) EXACT LOCATION OF POND OUTLET PIPE UNKNOWN AND WILL BE DETERMINED DURING CONSTRUCTION AT DI -3 CB -33 TRENCH DRAIN WITH 12" CAST IRON GRATE. PROPOSED HDPE DRAINAGE PIPE. PROPOSED DRAIN MANHOLE OVER EXISTING PIPE DMH -9 RIM: 483.14' INV. IN: 477.55' INV. OUT: 477.30' PROPOSED HDPE STORM DRAINAGE PIPE (TYP.) PROPOSED STORM WATER MANAGEMENT SYSTEM SUBSURFACE INFILTRATOR 129 STORMTECH MC-7200 UNITS EXFILTRATION INV.: 468.75' PROPOSED STORM WATER DETENTION SYSTEM. 40 ADS N-12 36" HDPE SYSTEM INV. 469.50' RIP RAP OUTLET. HDPE DRAINAGE PIPE. FILTERED STANDPIPE OUTLET FOREBAY PROPOSED DRAIN INLET (TYP.) ES-7 INV. = 508.50 15" HDPE PIPE. L = 145' S = 2% STONE PILLARS 36" HDPE PIPE L=47' S = 2% PROPOSED 6" CL52 D.I.P WATER MAIN. 15"Ø HDPE PIPE L=172' S=1.0% 12" Ø HDPE ROOF DRAIN COLLECTOR PIPE, TYP. ADS SLOTTED DRAIN. 12" HDPE ROOF DRAIN COLLECTOR PIPE WITH NYLOPLAST DRAIN CLEAN OUT AS SHOWN. NEW POND OUTLET STRUCTURE ES-10 INV. = 463.96' F.H -2 F.H -3 F.H -4 12" HDPE ROOF DRAIN COLLECTOR PIPE WITH NYLOPLAST DRAIN CLEAN OUT AS SHOWN. 12"Ø HDPE ROOF DRAIN COLLECTOR PIPE, TYP. 12" HDPE PIPE. EX. -4 PROPOSED ASPHALT DRIVEWAY WITH BELGIUM BLOCK CURB. DETAIL (R-2) MICROPOOL HIGH MARSH AREA CLEANOUT STRUCTURE, TYP. SEE DETAIL SW-1 ON C-504. CLEANOUT STRUCTURE, TYP. W W W W W W W W W W W W W W INSPECTION PORT, TYP. 75' VEGETATED FILTER STRIP, TYP. ES-8 INV.=489.00' ES-1 INV. = 509.17' ES-4 INV. = 502.78' ES-6 INV.=496.65' 24" DETENTION CHAMBER OUTLET PIPE TO DMH-10 INV. 469.50' MAXIMUM W.S.E: 493.97' 25' WETLAND PLANT BUFFER ES-3 INV. = 503.10' 3" PVC DRAW DOWN PIPE STONEWALL TO MATCH EAST ENTRANCE WALL. ES-2 INV. IN = 503.00' ES-5 INV. = 494.80'ES-9 INV.=491.50' D D RD RD RD RD RD RD RD RD RD RD RD RD RD RD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD TW: 513.00' BW: 512.00' FOOTING DRAIN DISCHARGE, TYP. OVERFLOW OUTLET STRUCTURE INV: 472.50' OVERFLOW OUTLET STRUCTURE INV: 472.50' 24" NYLOPLAST DRAIN STAND PIPE CONNECTION. SIAMESE FIRE CONNECTION.6"x6"x8" TEE GATE VALVE 8" x 8" TEE W/ 3 GATE VALVES 8" CL52 D.I.P WATER MAIN. FIRE HYDRANT.(F.H-1) PROVIDE MIN. 18" VERTICAL SEPARATION BETWEEN WATER MAIN AND STORM/SEWER PIPE AND 10' HORIZONTAL SEPARATION BETWEEN WATER MAIN AND STORM/SEWER PIPE. PROPOSED 8" CL52 D.I.P WATER MAIN. GATE VALVE. 8" x 10" TAPPING SLEEVE AND GATE VALVE. 8" x 8" TEE W/ 2 GATE VALVES 8" CL52 D.I.P WATER MAIN. EXISTING WATER MAIN TO BE REMOVED UP TO PROPERTY LINE NEW 8" CL52 D.I.P MAIN TO BE INSTALLED AND CONNECTED TO EXISTING AT PROPERTY LINE. F.H -5 F.H-6 WATER MAIN PIPE TO BE ENCASED WITH K-CRETE ON SECTIONS WHERE 10' HORIZONTAL SEPARATION BETWEEN CATCH BASIN AND PIPE CAN NOT BE ACHIEVED.PLEASE SEE DETAIL (S-3) ON SHEET C-506. F.H-7 EXISTING GATE VALVE. EXISTING GATE VALVE. EXISTING WATER SERVICE LINE TO BE REMOVED AT THIS POINT AND REPLACED WITH NEW 6" SERVICE LINE S S S TW: 490.00' BW: 489.00' TW: 489.00' BW: 487.00' 18"x18" DRAIN INLET. 12" HDPE PIPE. STAND PIPE CONNECTION SIAMESE FIR E CONNECTIO N WATER-ROOM, LOCATION OF THE WATER SYSTEM COMPONENTS. 19.6'PROPOSED 8" SDR 35 SEWER MAIN. (TYP.) SS SS PORTION OF EXISTING 6" WATER SERVICE LINE TO REMAIN PORTION OF EXISTING WATER SERVICE LINE TO BE REMOVED 10' MAINTAIN 10' HORIZONTAL AND 18" VERTICAL SEPARATION FROM WATER MAIN W W W W W W 10 ' INSTALLATION OF NEW CATCH BASIN CONNECTION ON GLEN ROCK DRAINAGE. WS WS 6" D.I.P FIRE SERVICE 4" D.I.P DOMESTIC WATER SERVICE RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD DEEP TEST PIT LOCATION. EXISTING BRIDGE TO BE REMOVED AND REPLACED WITH HDPE END SECTIONS AND TWO 36"Ø HDPE PIPE WATER-ROOM LOCATION OF THE WATER SYSTEM COMPONENTS MAINTAIN MINIMUM 10' HORIZONTAL SEPARATION STONE RIP-RAP EMBANKMENT AND OUTLET PROTECTION SMH -3 SMH -1 SMH -4 SMH -5 SMH -6 SMH -7 SMH -8 SEWER SERVICE CONNECTION. SEWER SERVICE. SMH -9 SMH-2 SMH -10 SMH -11 EXISTING MANHOLE. WS WS WS WATER-ROOM LOCATION OF THE WATER SYSTEM COMPONENTS WS WS WS WS WS WSWSWS 6" D.I.P FIRE SERVICE 3" D.I.P DOMESTIC WATER SERVICE WATER-ROOM, LOCATION OF THE WATER SYSTEM COMPONENTS. 6" CL52 D.I.P WATER MAIN WS TW: 544.00' BW: 537.00' 15"Ø HDPE PIPE L=185' S=2.15% 53 5 TW: 521.00' BW: 518.00' TW: 541.00' BW: 537.00' TW: 536.00' BW: 534.00' TW: 54700' BW: 539.00' TW: 545.50' BW: 538.00' CONDOMINIUM B U I L D I N G . FF ELEV.: 498.0 GF ELEV.: 486.0 SENIOR CEN T E R (NOT PART O F T H I S P R O J E C T ) R E T A I L S P A C E FF E L E V . : 4 7 6 . 0 0 ' 8 , 1 0 0 S F EXISTING U N D E R H I L L HOUSE. SWIMMING POOL COP I N G ELEV. = 49 0 . 0 0 ' B U I L D I N G 9 4 U N I T FF E L E V . : 5 3 5 . 9 2 ' GF E L E V . : 5 2 5 . 2 5 ' FF E L E V . : 5 3 0 . 5 0 ' GF E L E V . : 5 3 0 . 0 0 ' BF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 1 7 . 5 0 ' GF E L E V . : 5 1 6 . 5 0 ' BF E L E V . : 5 0 6 . 5 0 ' FF E L E V . : 5 1 3 . 0 0 ' GF E L E V . : 5 1 2 . 5 0 ' BF E L E V . : 5 0 2 . 5 0 ' FF E L E V . : 5 1 1 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' B F E L E V . : 5 0 1 . 0 0 ' B U I L D I N G 5 6 U N I T BU I L D I N G 3 6 U N I T B U I L D I N G 1 1 4 U N I T FF E L E V . : 5 2 5 . 9 2 ' GF E L E V . : 5 1 5 . 2 5 ' FF E L E V . : 5 2 4 . 6 7 ' GF E L E V . : 5 1 4 . 0 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 6 7 ' GF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' F F E L E V . : 5 1 1 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' BF E L E V . : 5 0 1 . 0 0 ' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 0 8 . 5 0 ' GF E L E V . : 5 0 8 . 0 0 ' BF E L E V . : 4 9 7 . 0 0 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' B U I L D I N G 7 6 U N I T B U I L D I N G 1 0 4 U N I T B U I L D I N G 8 4 U N I T B U I L D I N G 6 4 U N I T BU I L D I N G 4 4 U N I T B U I L D I N G 2 2 U N I T FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' APARTM E N T B L D G . FF ELEV.: 4 9 0 . 0 0 ' GAR. FL. E L E V . : 4 7 6 . 0 0 ' B U I L D I N G 1 4 U N I T FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 1 1 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' FF E L E V . : 5 3 5 . 2 0 ' GF E L E V . : 5 3 4 . 7 0 ' BF E L E V . : 5 2 4 . 7 0 ' FF E L E V . : 5 4 2 . 6 7 ' GF E L E V . : 5 3 2 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' FF E L E V . : 5 3 8 . 1 7 ' GF E L E V . : 5 2 8 . 5 0 ' FF E L E V . : 5 3 4 . 6 7 ' GF E L E V . : 5 2 4 . 0 0 ' FF E L E V . : 5 3 0 . 6 7 ' GF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 2 8 . 6 7 ' GF E L E V . : 5 1 8 . 0 0 ' 535 FF E L E V . : 5 2 5 . 5 0 ' GF E L E V . : 5 2 5 . 0 0 ' BF E L E V . : 5 1 5 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 2 2 . 0 0 ' GF E L E V . : 5 2 1 . 5 0 ' BF E L E V . : 5 1 1 . 5 0 ' 525 510 53 0 495 475 48 0 48 5 485 490 490 490 490 47 5 50 0 505 52 0 51 5 51 0 505 50 5 53 5 51 0 53 5 53 0 525 52 0 . 512 52 0 47 0 54 0 475 515 490 490 49 0 491 492 491 491 489490 49 0 494 493 496 497498499 500 501 48 8 480 475 510 515 542 520 51 0 505 510 515 520 525 530 530 FF E L E V . : 5 3 5 . 0 0 ' GF E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' F F E L E V . : 5 3 4 . 2 0 ' GF E L E V . : 5 3 3 . 7 0 ' B F E L E V . : 5 2 3 . 7 0 ' FF E L E V . : 5 3 5 . 0 0 ' G F E L E V . : 5 3 4 . 5 0 ' BF E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' 52 5 500 540 530 510 53 0 52 5 513 514 51 5 51 6 51 7 51 8 51 9 52 0 52 1 52 2 54 0 53 6 53 7 53 8 53 9 54 1 54 2 TW: 545.00' BW: 542.00' TW: 544.00' BW: 539.00' TW: 545.00' BW: 542.00' 539 53554 0 535 530 525 TW: 527.50' BW: 525.00' 54 0 TW: 526.00' BW: 523.00' TW: 532.00' BW: 524.00' TW: 540.00' BW: 531.50' TW: 534.50' BW: 532.00' 54 5 53 5 53 5 536 53 3 541 53 2 53 1 508 529 528 527 526 5 0 7 509 512 47 6 47 7 47 8 478 47 9 48 1 481 48 2 482 48 3 483 484 48 4 48 6 486 48 7 487 488 488 488 489 489 489 491 47 3 491 49 2 50 2 50 3 504 47 4 47 2 52 3 52 2 52 1 526 517 51 251 3 51 4 51 6 510 515 511512513 514516 5 1 1 50 9 508 507 506 504 500 516 537 534 527 52 4 51 1 50 9 50 8 474 473 519 518 517 509 476 50 5 50 9 5 1 0 494493492 491 493 494 492 492 492 4 9 1 49 0 492 50 8 491.5 486.0TS 487.7 BS 490.2 TS 476 476.5 TS 473.5BS 473.4TS 469.9BS 496 495 490 49 4 498 49 9 49 5 497 492 492 490 TS/TR 497.9 495.5 BR 496.5 50 1 495 496 493 498 485 503 +489.97' +489.97' +4 8 9 . 6 0 ' +4 8 9 . 6 0 ' 506 491 49 1 494 493 491 491.5 491.5 491. 5 491. 5 49 2 492 49 1 . 5 492 49 2 47 9 4 7 6 4 7 7 497 51151 2 513 514 516 517 518 515 511 538 54 3 533 532 531 529 52 6 52 7 52 8 524 523 522 521 519 518 52 4 501 502 50 8 50 9 51 1 51 2 51 3 503 504 534 507 509 511 517 518 519 520 53 4 53 1 507 508 509 511 512 513 514 516 517 518 519 521 522 523 524 526 527 528 529 531 532 533 534 533 532 531 499 50 7 506 52 9 52 8 52 7 52 6 52 4 52 3 522 521 54 4 53 4 52 9 52 8 54 2 54 1 53 6 53 7 53 8 53 9 54 1 54 2 54 6 53 6 53 7 54 6 54 7 54 8 525 524 523 522 521 5 2 0 51 9 51 8 51 7 51 6 51 5 51 4 54 9 51 9 51 8 CB-1 RIM:534.14' INV OUT:529.57' 15" Ø CORR HDPE SUMP:528.57' CB-2 CB-3 RIM:522.13' INV IN:517.54' 18" Ø CORR HDPE INV IN:518.39' 15" Ø CORR HDPE INV OUT:517.34' 18" Ø CORR HDPE SUMP:516.34' CB-5 RIM:514.98' INV IN:508.88' 18" Ø CORR HDPE INV IN:511.12' 15" Ø CORR HDPE INV OUT:508.74' 18" Ø CORR HDPE SUMP:507.74' CB-7 RIM:506.00' INV IN:499.79' 18" Ø CORR HDPE INV OUT:499.78' 24" Ø CORR HDPE SUMP:498.78' CB-8 CB-10 DMH-1 CB-27 CB-28 RIM:545.07' INV IN:538.74' 18" Ø CORR HDPE INV IN:538.74' 15" Ø CORR HDPE INV OUT:538.49' 18" Ø CORR HDPE SUMP:537.49' CB-29 RIM:541.09' INV IN:536.73' 18" Ø CORR HDPE INV IN:536.73' 15" Ø CORR HDPE INV OUT:536.16' 18" Ø CORR HDPE SUMP:535.16' CB-30 CB-31 CB-32 CB-33 DD-1 EX-1 EX-2 EX-3 EX-4 DI-1 RIM:535.91' INV OUT:530.49' 15" Ø CORR HDPE SUMP:529.49' DI-2 RIM:528.10' INV IN:522.17' 15" Ø CORR HDPE INV OUT:521.42' 15" Ø CORR HDPE SUMP:520.42' DI-3 RIM:517.03' INV IN:511.17' 15" Ø CORR HDPE INV OUT:507.24' 15" Ø CORR HDPE SUMP:506.24' CB-9 DI-6 RIM:497.00' INV OUT:493.75' 15" Ø CORR HDPE SUMP:492.75' CB-12 CB-13 CB-15 CB-17 CB-18 CB-19 CB-11 CB-14 CB-16 DI-4 RIM:512.01' INV IN:507.54' 12" Ø CORR HDPE INV OUT:507.55' 15" Ø CORR HDPE SUMP:507.54' DI-5 RIM:499.97' INV IN:493.81' 15" Ø CORR HDPE INV OUT:493.56' 15" Ø CORR HDPE SUMP:492.56'DMH-3 CB-21 DMH-5 CB-22 CB-24 CB-4 RIM:522.39' INV OUT:519.04' 15" Ø CORR HDPE SUMP:518.04' CB-6 RIM:515.21' INV OUT:511.74' 15" Ø CORR HDPE SUMP:510.74' BYPASS #1 DD-2 DMH-6 BYPASS #2 CB-23 DMH-11 DMH-10 DI-7 CB-25 OS-1 DMH-7 DMH-8 DMH-9 DMH-2A DMH-2 TD-1 DMH-13 DD-3 NYLOPLAST DRAIN DMH-12 CL-14 RIM:519.97' INV IN:515.01' 12" Ø CORR HDPE INV OUT:514.51' 12" Ø CORR HDPE SUMP:514.51' CL-13 RIM:511.95' INV IN:508.57' 12" Ø CORR HDPE INV OUT:508.25' 12" Ø CORR HDPE SUMP:508.15' CL-12 RIM:506.09' INV IN:500.59' 12" Ø CORR HDPE INV OUT:496.74' 12" Ø CORR HDPE SUMP:496.74' CL-10 CL-9 CL-8 CL-7 CL-6 CL-5 RIM:507.92' INV IN:502.92' 12" RCP INV OUT:502.91' 12" RCP SUMP:502.91' CL-4 RIM:517.28' INV IN:511.75' 12" RCP INV OUT:511.68' 12" RCP SUMP:511.68' CL-3 RIM:522.17' INV IN:516.81' 12" RCP INV OUT:516.56' 12" RCP SUMP:516.56' CL-2 RIM:527.01' INV IN:521.75' 12" RCP INV OUT:521.50' 12" RCP SUMP:521.50' CL-1 RIM:528.65' INV IN:523.25' 12" RCP INV OUT:523.25' 12" RCP SUMP:523.08' CL-0 RIM:532.92' INV OUT:527.84' 12" RCP SUMP:527.84' CB-26 CB-2 CB-2 RIM:530.47' INV IN:524.39' 15" Ø CORR HDPE INV OUT:524.14' 18" Ø CORR HDPE SUMP:523.14' CL-11 RIM:498.63' INV IN:495.86' 12" Ø CORR HDPE INV OUT:495.86' 12" Ø CORR HDPE SUMP:495.86' TW: 524.00' BW: 523.00' CL-15 RIM:525.40' INV OUT:518.21' 12" Ø CORR HDPE SUMP:518.21' DI-8 RIM:521.40' INV IN:515.74' 12" Ø CORR HDPE INV OUT:515.31' 12" Ø CORR HDPE SUMP:515.31' DI-9 RIM:524.01' INV OUT:521.09' 12" Ø CORR HDPE SUMP:520.09' FF E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' FF E L E V . : 5 2 8 . 5 0 ' GF E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' FF E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 Structure Table Structure Name CL-13 CL-14 CL-11 CL-10 DMH-2A CL-0 CL-1 CL-2 CL-3 CL-4 CL-5 CL-6 CL-7 CL-8 CL-9 CL-15 DI-9 DI-8 Structure Details RIM = 511.95 SUMP = 508.15 CL-14 TO CL-13 12" ∅ INV IN = 508.57 CL-13 TO CL-12 12" ∅ INV OUT = 508.25 RIM = 519.97 SUMP = 514.51 Pipe - (18) 12" ∅ INV IN = 515.01 CL-14 TO CL-13 12" ∅ INV OUT = 514.51 RIM = 498.63 SUMP = 495.86 CL-12 TO CL-11 12" ∅ INV IN = 495.86 CL-11 TO CL-10 12" ∅ INV OUT = 495.86 RIM = 501.64 SUMP = 495.58 CL-11 TO CL-10 12" ∅ INV IN = 495.58 CL-10 TO DMH-2A 12" ∅ INV OUT = 495.58 RIM = 498.03 SUMP = 495.08 CL-10 TO DMH-2A 12" ∅ INV IN = 495.18 Pipe - (155) 12" ∅ INV OUT = 495.18 RIM = 532.92 SUMP = 527.84 CL-0 TO CL-1 12" ∅ INV OUT = 527.84 RIM = 528.65 SUMP = 523.08 CL-0 TO CL-1 12" ∅ INV IN = 523.25 CL-1 TO CL-2 12" ∅ INV OUT = 523.25 RIM = 527.01 SUMP = 521.50 CL-1 TO CL-2 12" ∅ INV IN = 521.75 CL-2 TO CL-3 12" ∅ INV OUT = 521.50 RIM = 522.17 SUMP = 516.56 CL-2 TO CL-3 12" ∅ INV IN = 516.81 CL-3 TO CL-4 12" ∅ INV OUT = 516.56 RIM = 517.28 SUMP = 511.68 CL-3 TO CL-4 12" ∅ INV IN = 511.75 CL-4 TO CL-5 12" ∅ INV OUT = 511.68 RIM = 507.92 SUMP = 502.91 CL-4 TO CL-5 12" ∅ INV IN = 502.92 CL-5 TO CL-6 12" ∅ INV OUT = 502.91 RIM = 509.48 SUMP = 501.31 CL-5 TO CL-6 12" ∅ INV IN = 501.31 CL-6 TO CL-7 12" ∅ INV OUT = 501.31 RIM = 505.04 SUMP = 500.04 CL-6 TO CL-7 12" ∅ INV IN = 500.04 CL-7 TO CL-8 12" ∅ INV OUT = 500.04 RIM = 504.15 SUMP = 499.15 CL-7 TO CL-8 12" ∅ INV IN = 499.15 CL-8 TO CL-9 12" ∅ INV OUT = 499.15 RIM = 505.01 SUMP = 498.01 CL-8 TO CL-9 12" ∅ INV IN = 498.01 CL-9 TO DMH-2 12" ∅ INV OUT = 498.01 RIM = 525.40 SUMP = 518.21 Pipe - (18) 12" ∅ INV OUT = 518.21 RIM = 524.01 SUMP = 520.09 Pipe - (19) 12" ∅ INV OUT = 521.09 RIM = 521.40 SUMP = 515.31 Pipe - (19) 12" ∅ INV IN = 515.74 Pipe - (20) 12" ∅ INV OUT = 515.31 Structure Table Structure Name CB-1 CB-2 CB-3 CB-5 CB-7 CB-8 CB-10 DMH-1 CB-27 CB-28 CB-29 CB-30 CB-31 CB-32 CB-33 DD-1 ES-1 EX-1 EX-2 EX-3 EX-4 DI-1 DI-2 DI-3 CB-9 DI-4 DI-5 DMH-3 CB-26 CB-21 DMH-5 CB-22 DI-6 CB-12 CB-13 CB-15 Structure Details RIM = 534.14 SUMP = 528.57 CB-1 TO CB-2 15" ∅ INV OUT = 529.57 RIM = 530.47 SUMP = 523.14 CB-1 TO CB-2 15" ∅ INV IN = 524.39 CB-2 TO CB-3 18" ∅ INV OUT = 524.14 RIM = 522.13 SUMP = 516.34 CB-2 TO CB-3 18" ∅ INV IN = 517.54 CB-4 TO CB-3 15" ∅ INV IN = 518.39 CB-3 TO CB-5 18" ∅ INV OUT = 517.34 RIM = 514.98 SUMP = 507.74 CB-3 TO CB-5 18" ∅ INV IN = 508.88 CB-6 TO CB-5 15" ∅ INV IN = 511.12 CB-5 TO CB-7 18" ∅ INV OUT = 508.74 RIM = 506.00 SUMP = 498.78 CB-5 TO CB-7 18" ∅ INV IN = 499.79 CB-7 TO CB-8 24" ∅ INV OUT = 499.78 RIM = 505.64 SUMP = 496.93 CB-7 TO CB-8 24" ∅ INV IN = 498.84 CB-9 TO CB-8 15" ∅ INV IN = 498.09 CB-8 TO CB-10 30" ∅ INV OUT = 497.93 RIM = 509.00 SUMP = 495.26 CB-8 TO CB-10 30" ∅ INV IN = 496.56 CB-10 TO DMH-1 30" ∅ INV OUT = 496.26 RIM = 511.22 SUMP = 493.69 CB-10 TO DMH-1 30" ∅ INV IN = 494.96 DMH-1 TO ES-8 30" ∅ INV OUT = 494.69 RIM = 548.59 SUMP = 543.23 CB-27 TO CB-28 18" ∅ INV OUT = 544.23 RIM = 545.07 SUMP = 537.49 CB-27 TO CB-28 18" ∅ INV IN = 538.74 EX-1 TO CB-28 15" ∅ INV IN = 538.74 CB-28 TO CB-29 18" ∅ INV OUT = 538.49 RIM = 541.09 SUMP = 535.16 CB-28 TO CB-29 18" ∅ INV IN = 536.73 EX-2 TO CB-29 15" ∅ INV IN = 536.73 CB-29 TO CB-30 18" ∅ INV OUT = 536.16 RIM = 531.26 SUMP = 525.08 CB-29 TO CB-30 18" ∅ INV IN = 526.33 EX-3 TO CB-30 15" ∅ INV IN = 526.33 CB-30 TO CB-31 24" ∅ INV OUT = 526.08 RIM = 524.48 SUMP = 513.38 CB-30 TO CB-31 24" ∅ INV IN = 516.69 CB-31 TO CB-32 24" ∅ INV OUT = 516.69 CB-31 TO DD-1 30" ∅ INV OUT = 514.44 RIM = 522.12 SUMP = 516.51 CB-31 TO CB-32 24" ∅ INV IN = 517.51 CB-32 TO CB-33 15" ∅ INV OUT = 518.75 RIM = 524.62 SUMP = 520.26 CB-32 TO CB-33 15" ∅ INV IN = 521.26 CB-33 TO EX-4 15" ∅ INV OUT = 521.51 RIM = 517.79 SUMP = 503.86 CB-31 TO DD-1 30" ∅ INV IN = 512.29 DD-1 TO ES-1 30" ∅ INV OUT = 512.04 RIM = 512.39 SUMP = ??? DD-1 TO ES-1 30" ∅ INV IN = 509.17 RIM = 545.96 SUMP = 540.60 EX-1 TO CB-28 15" ∅ INV OUT = 541.60 RIM = 542.22 SUMP = 536.87 EX-2 TO CB-29 15" ∅ INV OUT = 537.87 RIM = 532.00 SUMP = 526.64 EX-3 TO CB-30 15" ∅ INV OUT = 527.64 RIM = 525.67 SUMP = 521.47 CB-33 TO EX-4 15" ∅ INV IN = 522.47 RIM = 535.91 SUMP = 529.49 DI-1 TO DI-2 15" ∅ INV OUT = 530.49 RIM = 528.10 SUMP = 520.42 DI-1 TO DI-2 15" ∅ INV IN = 522.17 DI-2 TO DI-3 15" ∅ INV OUT = 521.42 RIM = 517.03 SUMP = 506.24 DI-2 TO DI-3 15" ∅ INV IN = 511.17 DI-3 TO CB-9 15" ∅ INV OUT = 507.24 RIM = 507.06 SUMP = 498.02 DI-3 TO CB-9 15" ∅ INV IN = 500.88 CB-9 TO CB-8 15" ∅ INV OUT = 499.02 RIM = 512.01 SUMP = 507.54 Pipe - (20) 12" ∅ INV IN = 507.54 DI-4 TO DI-5 15" ∅ INV OUT = 507.55 RIM = 499.97 SUMP = 492.56 DI-4 TO DI-5 15" ∅ INV IN = 493.81 DI-5 TO DMH-3 15" ∅ INV OUT = 493.56 RIM = 484.66 SUMP = 476.36 DI-5 TO DMH-3 15" ∅ INV IN = 480.34 DMH-3 TO CB-15 18" ∅ INV OUT = 477.36 RIM = 475.00 SUMP = 470.55 TRENCH DRAIN 15" ∅ INV IN = 471.60 CB-26 TO NYLOPLAST 15" ∅ INV OUT = 471.55 RIM = 486.60 SUMP = 482.24 CB-21 TO DMH-5 15" ∅ INV OUT = 483.24 RIM = 488.48 SUMP = 481.49 CB-21 TO DMH-5 15" ∅ INV IN = 482.74 DMH-5 TO CB-22 15" ∅ INV OUT = 482.49 RIM = 488.60 SUMP = 480.13 DMH-5 TO CB-22 15" ∅ INV IN = 481.13 CB-22 TO CB-23 15" ∅ INV OUT = 481.13 RIM = 497.00 SUMP = 492.75 DI-6 TO CB-12 15" ∅ INV OUT = 493.75 RIM = 496.96 SUMP = 491.12 DI-6 TO CB-12 15" ∅ INV IN = 492.37 CB-12 TO CB-11 15" ∅ INV IN = 492.25 CB-12 TO CB-13 15" ∅ INV OUT = 492.12 RIM = 488.49 SUMP = 483.96 CB-12 TO CB-13 15" ∅ INV IN = 485.54 CB-14 TO CB-13 15" ∅ INV IN = 484.32 CB-13 TO CB-15 24" ∅ INV OUT = 484.07 RIM = 482.57 SUMP = 473.47 CB-13 TO CB-15 24" ∅ INV IN = 478.75 CB-15 TO CB-16 18" ∅ INV IN = 478.94 DMH-3 TO CB-15 18" ∅ INV IN = 475.00 CB-15 TO CB-17 24" ∅ INV OUT = 474.97 Structure Table Structure Name CB-17 CB-18 CB-19 CB-11 CB-14 CB-16 CB-24 CB-4 CB-6 BYPASS #1 DD-2 DMH-6 BYPASS #2 CB-23 DMH-11 DMH-10 DI-7 CB-25 OS-1 DMH-7 DMH-8 DMH-9 DMH-2 ES-6 DD-3 ES-8 DETENTION #1 DMH-12 TD-1 DMH-13 ES-2 ES-7 ES-3 ES-2 ES-4 Structure Details RIM = 477.69 SUMP = 472.20 CB-15 TO CB-17 24" ∅ INV IN = 473.20 CB-17 TO CB-18 24" ∅ INV OUT = 473.20 RIM = 475.85 SUMP = 471.03 CB-17 TO CB-18 24" ∅ INV IN = 472.03 CB-18 TO CB-19 24" ∅ INV OUT = 472.03 RIM = 474.75 SUMP = 470.75 CB-18 TO CB-19 24" ∅ INV IN = 470.86 TD-1 TO CB-19 12" ∅ INV IN = 471.70 CB-19 TO BP#1 24" ∅ INV OUT = 470.86 RIM = 496.23 SUMP = 491.25 CB-12 TO CB-11 15" ∅ INV OUT = 492.37 RIM = 488.97 SUMP = 483.61 POOL DRAIN TO CB-14 12" ∅ INV IN = 484.61 CB-14 TO CB-13 15" ∅ INV OUT = 484.61 RIM = 482.46 SUMP = 478.16 CB-15 TO CB-16 18" ∅ INV OUT = 479.16 RIM = 476.09 SUMP = 469.72 CB-23 TO CB-24 15" ∅ INV IN = 472.13 CB-25 TO CB-24 15" ∅ INV IN = 470.86 CB-24 TO DMH-6 18" ∅ INV OUT = 470.72 RIM = 522.39 SUMP = 518.04 CB-4 TO CB-3 15" ∅ INV OUT = 519.04 RIM = 515.21 SUMP = 510.74 CB-6 TO CB-5 15" ∅ INV OUT = 511.74 RIM = 474.81 SUMP = 469.32 CB-19 TO BP#1 24" ∅ INV IN = 470.70 BP#1 TO DD-2 24" ∅ INV OUT = 470.67 BP#1 TO DMH-13 24" ∅ INV OUT = 470.32 RIM = 475.22 SUMP = 463.02 BP#1 TO DD-2 24" ∅ INV IN = 470.20 DD-2 TO INFIL. 24" ∅ INV OUT = 468.94 RIM = 476.25 SUMP = 469.00 CB-24 TO DMH-6 18" ∅ INV IN = 470.56 DI-7 TO DMH-6 12" ∅ INV IN = 470.56 DMH-6 TO BP#2 24" ∅ INV OUT = 470.00 RIM = 475.81 SUMP = 468.32 DMH-6 TO BP#2 24" ∅ INV IN = 469.50 BP#2 TO DD-3 24" ∅ INV OUT = 469.32 BP#2 TO DMH-12 24" ∅ INV OUT = 470.32 RIM = 481.78 SUMP = 474.81 CB-22 TO CB-23 15" ∅ INV IN = 476.89 CB-23 TO CB-24 15" ∅ INV OUT = 475.81 RIM = 474.50 SUMP = 466.15 DETENTION OUTLET 24" ∅ INV IN = 468.30 DMH-11 TO DMH-10 24" ∅ INV OUT = 467.15 RIM = 468.47 SUMP = 463.68 DMH-11 TO DMH-10 24" ∅ INV IN = 464.76 DMH-10 TO ES-2 24" ∅ INV OUT = 464.68 RIM = 476.27 SUMP = 473.67 DI-7 TO DMH-6 12" ∅ INV OUT = 473.67 RIM = 475.04 SUMP = 470.07 NYLOPLAST TO CB-25 15" ∅ INV IN = 471.07 CB-25 TO CB-24 15" ∅ INV OUT = 471.07 RIM = 492.20 SUMP = 484.94 OS-1 TO DMH-7 24" ∅ INV OUT = 485.94 RIM = 490.24 SUMP = 477.89 OS-1 TO DMH-7 24" ∅ INV IN = 483.49 DMH-7 TO DMH-8 24" ∅ INV OUT = 478.89 RIM = 483.20 SUMP = 476.85 DMH-7 TO DMH-8 24" ∅ INV IN = 477.85 DMH-8 TO DMH-9 30" ∅ INV OUT = 477.85 RIM = 483.14 SUMP = 476.26 DMH-8 TO DMH-9 30" ∅ INV IN = 477.26 DMH-9 TO OUT 30" ∅ INV OUT = 477.26 RIM = 501.97 SUMP = 496.80 CL-9 TO DMH-2 12" ∅ INV IN = 496.97 DMH-2 TO ES-6 12" ∅ INV OUT = 496.97 RIM = 497.84 SUMP = ??? DMH-2 TO ES-6 12" ∅ INV IN = 496.65 RIM = 475.92 SUMP = 466.86 BP#2 TO DD-3 24" ∅ INV IN = 469.25 DD-3 TO INFIL. 24" ∅ INV OUT = 468.94 RIM = 492.21 SUMP = ??? DMH-1 TO ES-8 30" ∅ INV IN = 489.00 RIM = 472.10 SUMP = 468.00 RIM = 473.73 SUMP = ??? BP#2 TO DMH-12 24" ∅ INV IN = 470.13 Pipe - (12) 12" ∅ INV IN = 472.45 Pipe - (4) 24" ∅ INV OUT = 470.13 RIM = 475.15 SUMP = 471.38 TD-1 TO CB-19 12" ∅ INV OUT = 472.38 RIM = 475.00 SUMP = 469.85 BP#1 TO DMH-13 24" ∅ INV IN = 470.00 DMH-13 TO NYLOPLAST 24" ∅ INV OUT = 470.00 RIM = 466.20 SUMP = ??? DMH-10 TO ES-2 24" ∅ INV IN = 463.96 RIM = 510.36 SUMP = ??? ES-7 TO ES-3 15" ∅ INV OUT = 508.50 RIM = 509.39 SUMP = ??? ES-7 TO ES-3 15" ∅ INV IN = 507.53 RIM = 506.49 SUMP = ??? ES-2 TO ES-4 36" ∅ INV OUT = 503.10 RIM = 506.49 SUMP = ??? ES-2 TO ES-4 36" ∅ INV IN = 502.78 Structure Table Structure Name SMH-1 SMH-2 SMH-3 SMH-6 SMH-5 SMH-4 SMH-7 SMH-10 SMH-9 SMH-8 SMH-11 EX-SMH Structure Details RIM = 534.37 SUMP = 528.94 Pipe - (96) 8" ∅ INV OUT = 528.96 RIM = 521.89 SUMP = 515.32 Pipe - (96) 8" ∅ INV IN = 515.42 Pipe - (97) 8" ∅ INV OUT = 515.32 RIM = 516.16 SUMP = 509.59 Pipe - (97) 8" ∅ INV IN = 509.72 Pipe - (98) 8" ∅ INV OUT = 509.62 RIM = 510.21 SUMP = 507.61 Pipe - (100) 8" ∅ INV OUT = 507.61 RIM = 508.99 SUMP = 505.91 Pipe - (100) 8" ∅ INV IN = 506.11 Pipe - (99) 8" ∅ INV OUT = 505.93 RIM = 506.36 SUMP = 498.98 Pipe - (98) 8" ∅ INV IN = 500.50 Pipe - (99) 8" ∅ INV IN = 500.50 Pipe - (101) 8" ∅ INV OUT = 499.02 RIM = 496.09 SUMP = 485.60 Pipe - (101) 8" ∅ INV IN = 485.62 Pipe - (102) 8" ∅ INV OUT = 485.62 RIM = 491.05 SUMP = 480.75 Pipe - (104) 8" ∅ INV IN = 480.77 Pipe - (15) 8" ∅ INV OUT = 480.77 RIM = 491.02 SUMP = 481.15 Pipe - (103) 8" ∅ INV IN = 481.15 Pipe - (104) 8" ∅ INV OUT = 481.15 RIM = 489.90 SUMP = 482.68 Pipe - (102) 8" ∅ INV IN = 482.68 Pipe - (103) 8" ∅ INV OUT = 482.68 RIM = 486.28 SUMP = 478.75 Pipe - (15) 8" ∅ INV IN = 478.77 Pipe - (16) 8" ∅ INV OUT = 478.77 RIM = 478.52 SUMP = 470.33 Pipe - (16) 8" ∅ INV IN = 470.33 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1" = 4 0 ' IM P R O V E M E N T P L A N PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 0 20 40 80 SCALE: 1"=40'-0" 20 - 2 0 C-105C-105 NOTE: 1.THE TOWN OF YORKTOWN WILL PERIODICALLY MAINTAIN THE PROPOSED SEWER MAIN EXTENSION FOR LOW FLOW CONDITIONS 2.ALL TREE SELECTED FOR RRV REDUCTION IN THIS PROJECT ARE SELECTED PER THE NYSDM TO CLAIM THE 100 SF/TREE REQUIREMENT 3.SANITARY SEWER SERVICE CONNECTIONS TO THE APARTMENT BUILDING AND CONDOMINIUM BUILDING WILL REQUIRE PRIVATE SEWER APPLICATIONS THAT WILL BE SUBMITTED TO THE HEALTH DEPARTMENT UNDER A SEPARATE COVER No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB PnC WdB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWW 8" WATER MAIN. 6" WATER SERVICE HYD HYD H YD W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W 13+73.43 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5+00 6+00 7+00 8+ 0 0 9 + 0 0 1 0 + 0 0 11+ 0 0 12+00 13+00 0+00 1+00 1+90.79 WETLAND MITIGATION AREA 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+0012+09 . 5 4 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 6+ 0 0 7+00 8 + 0 0 9+ 0 0 10 + 0 0 1 1 + 0 0 12+0012+14.8 4 5+1 6 0+ 0 0 1+ 0 0 2 + 0 0 3+ 0 0 4+00 5+0 0 0+00 1+00 2+00 3+ 0 0 4 + 0 0 5+00 6+00 7+00 8 + 0 0 9 + 0 0 9+ 6 9 . 3 9 0+00 0+ 7 3 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 8+00 9+009+15.85 0 + 0 0 1+00 2+ 0 0 3 + 0 0 3 + 2 8 . 1 1 0 + 0 0 1+00 2+00 3+0 0 4+ 0 0 5+ 0 0 5 + 7 5 . 9 1 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 23.38 8 0+00 1 + 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 0+00 1+00 2+00 3+00 3+82.73 9 + 4 4 . 2 9 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8+00 9 + 0 0 0 + 0 0 1+ 0 0 2+ 0 0 2+ 7 7 . 5 1 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 3+ 9 5 . 1 0 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 000 001 0 0 2 00 3 00 4 23.12 4 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' 0+ 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+ 0 0 12+4 8 . 6 3 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 5 + 9 6 BP: 0+00.00 PT: 0+79.1 1 PC: 1+66.96 PT: 2+00.42 PC: 3+15.17 PT: 3+76 . 7 7 PC: 4+26 . 2 5 PT: 4+87.82 PC: 5+27.39 PT: 5 + 4 7 . 6 4 EP: 5 + 9 5 . 9 7 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY BADEY AND WATSON, DATED 06/12/20. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 1" = 4 0 ' OP E N S P A C E A N D RE C R E A T I O N PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 0 20 40 80 SCALE: 1"=40'-0" 20 - 2 0 AT LEAST 400 SQUARE FEET OF USABLE OPEN SPACE IS PROVIDED ON THE SITE FOR EACH DWELLING UNIT FOR PLAY AREA AND OTHER OUTDOOR LIVING USES. THE DEVELOPER SHALL PROVIDE A SUITABLY IMPROVED PLAYGROUND/PLAY AREA. EACH SUCH PLAYGROUND/PLAY AREA SHALL HAVE A MINIMUM AREA OF 1,200 SQUARE FEET AND A MAXIMUM DISTANCE OF 1,000 FEET FROM THE UNITS TO BE SERVED. IN ADDITION TO THE ABOVE, THE DEVELOPER SHALL ALSO SET ASIDE 10% OF THE SITE FOR THE PROVISION OF PARK AND/OR RECREATIONAL FACILITIES. IF THE PROVISION OF SUCH FACILITIES IS IMPRACTICAL BECAUSE OF THE PARTICULAR LAYOUT OF THE DEVELOPMENT OR FOR OTHER REASONS, A RECREATION FEE OF $4,000 PER UNIT SHALL BE SUBMITTED PRIOR TO APPROVAL OF THE APPLICATION. 80 UNITS @ 400 SF = 32,000 SF 600,459 * 10%: 60,045 SF PARK / PASSIVE REACREATION AREA: 144,086 SF @ 50% = 72,043 SF. 24,000 SF REAR YARD TOWNHOUSE UNIT + 50% OF PARK / PASSIVE RECREATION AREA 144,086 SF @ 50% = 72,043 SF TOTAL: 24,000 + 72,043 = 96,043 SF 3,150 SF CONDO POOL1,200 SF PLAY AREA RECREATION ANALYSIS RECREATION REQUIREMENTS R-3 ZONE REQUIRED PROVIDED LEGEND PLAY AREA USABLE OPEN SPACE / PARK - PASSIVE RECREATION AREA USABLE OPEN SPACE C-106 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n EL E V A T I O N ( F T ) APARTMENT DRIVEWAY (1) (1) VERT. SCALE: 1" = 8 HORIZ. SCALE: 1" = 40 465 470 475 480 485 490 495 500 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 13+73.43 1.0% 3.3% 1.0% 2.0% 7.6% 4.0% 10.6% 8.1% 3.5%1.8%3.0% 5.0% 5.0% 2.0%3.0% GRADE BREAK STA = 0+00.00 ELEV = 487.35 GR A D E B R E A K S T A = 1 3 + 7 3 . 4 3 EL E V = 4 8 9 . 5 0 GR A D E B R E A K S T A = 1 2 + 4 8 . 1 0 EL E V = 4 8 8 . 0 0 GR A D E B R E A K S T A = 1 1 + 4 6 . 7 4 EL E V = 4 7 8 . 9 0 LOW PT STA: 0+13.35 LOW PT ELEV: 487.27' PVI STA: 0+25.00 PVI ELEV: 487.10' K: 10.00 LENGTH: 43.31' HEADLIGHT DIST: 113.64' BV C S : 0 + 0 3 . 3 5 BV C E : 4 8 7 . 3 2 ' EV C S : 0 + 4 6 . 6 5 EV C E : 4 8 7 . 8 2 ' LOW PT STA: 10+44.99 LOW PT ELEV: 475.67' PVI STA: 10+75.22 PVI ELEV: 475.30' K: 15.00 LENGTH: 90.45' HEADLIGHT DIST: 110.33' BV C S : 1 0 + 2 9 . 9 9 BV C E : 4 7 5 . 7 5 ' EV C S : 1 1 + 2 0 . 4 4 EV C E : 4 7 7 . 5 7 ' LOW PT STA: 5+22.22 LOW PT ELEV: 478.74' PVI STA: 5+00.00 PVI ELEV: 479.19' K: 15.00 LENGTH: 44.44' HEADLIGHT DIST: 218.36' BV C S : 4 + 7 7 . 7 8 BV C E : 4 8 0 . 3 0 ' EV C S : 5 + 2 2 . 2 2 EV C E : 4 7 8 . 7 4 ' LOW PT STA: 7+23.17 LOW PT ELEV: 474.96' PVI STA: 7+30.66 PVI ELEV: 474.49' K: 15.00 LENGTH: 76.08' HEADLIGHT DIST: 118.12' BV C S : 6 + 9 2 . 6 2 BV C E : 4 7 5 . 2 7 ' EV C S : 7 + 6 8 . 7 0 EV C E : 4 7 5 . 6 5 ' HIGH PT STA: 1+82.67 HIGH PT ELEV: 491.52' PVI STA: 1+80.19 PVI ELEV: 492.27' K: 15.00 LENGTH: 94.96' PASSING SIGHT DIST: 291.74' STOPPING SIGHT DIST: 152.46' BV C S : 1 + 3 2 . 7 1 BV C E : 4 9 0 . 6 9 ' EV C S : 2 + 2 7 . 6 7 EV C E : 4 9 0 . 8 5 ' HIGH PT STA: 8+46.15 HIGH PT ELEV: 477.54' PVI STA: 8+35.98 PVI ELEV: 477.69' K: 10.00 LENGTH: 40.35' PASSING SIGHT DIST: 403.41' STOPPING SIGHT DIST: 184.88' BV C S : 8 + 1 5 . 8 0 BV C E : 4 7 7 . 0 8 ' EV C S : 8 + 5 6 . 1 5 EV C E : 4 7 7 . 4 9 ' HIGH PT STA: 3+10.83 HIGH PT ELEV: 488.35' PVI STA: 3+25.83 PVI ELEV: 487.90' K: 15.00 LENGTH: 30.00' PASSING SIGHT DIST: 788.18' STOPPING SIGHT DIST: 347.29' BV C S : 3 + 1 0 . 8 3 BV C E : 4 8 8 . 3 5 ' EV C S : 3 + 4 0 . 8 3 EV C E : 4 8 7 . 1 5 ' ST A : 0 + 9 7 . 0 6 EL E V : 4 8 9 . 5 0 ST A : 1 0 + 9 3 . 6 9 EL E V A T I O N ( F T ) CONNECTING ROAD NEW VERT. SCALE: 1" = 8 HORIZ. SCALE: 1" = 40 480 485 490 495 500 505 510 515 520 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+82.73 0+00 51 1 . 4 50 6 . 2 6 0+50 50 3 . 0 50 3 . 9 2 1+00 50 2 . 0 50 0 . 8 8 1+50 49 7 . 7 49 8 . 1 8 2+00 49 3 . 9 49 6 . 6 5 2+50 49 3 . 0 49 5 . 1 8 3+00 49 0 . 0 49 3 . 4 0 3+50 48 9 . 8 49 1 . 3 7 3+82.73 48 6 . 3 48 9 . 8 9 4.0% 7.3%1.8% GRADE BREAK STA = 0+00.00 ELEV = 506.54 LOW PT STA: 1+82.40 LOW PT ELEV: 497.38' PVI STA: 1+32.40 PVI ELEV: 498.30' K: 18.22 LENGTH: 100.00' HEADLIGHT DIST: 126.77' BV C S : 0 + 8 2 . 4 0 BV C E : 5 0 1 . 9 6 ' EV C S : 1 + 8 2 . 4 0 EV C E : 4 9 7 . 3 8 ' HIGH PT S T A : 2 + 7 2 . 5 3 HIGH PT E L E V : 4 9 5 . 7 4 ' PVI STA: 3 + 4 7 . 5 3 PVI ELEV: 4 9 4 . 3 6 ' K: 46.37 LENGTH: 1 5 0 . 0 0 'PASSING S I G H T D I S T : 5 5 3 . 0 8 ' STOPPING S I G H T D I S T : 2 8 0 . 4 6 ' BV C S : 2 + 7 2 . 5 3 BV C E : 4 9 5 . 7 4 ' HIGH PT STA: 0+06.50 HIGH PT ELEV: 506.28' PVI STA: 0+44.00 PVI ELEV: 504.77' K: 22.88 LENGTH: 75.00' PASSING SIGHT DIST: 509.16' STOPPING SIGHT DIST: 240.21' BV C S : 0 + 0 6 . 5 0 BV C E : 5 0 6 . 2 8 ' EV C S : 0 + 8 1 . 5 0 EV C E : 5 0 2 . 0 2 ' Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D 1" = 4 0 ' RO A D W A Y P R O F I L E S PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M TOTA 20 - 2 0 C-301 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n 9+009+15.85 48 3 . 4 EL E V A T I O N ( F T ) TOWNHOUSES SEWER LINE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 490 495 500 505 510 515 520 525 530 535 540 0+00 52 7 . 0 52 7 . 0 0 0+50 52 7 . 4 52 7 . 4 2 1+00 52 8 . 7 52 8 . 7 0 1+50 52 7 . 7 52 7 . 7 1 2+00 52 5 . 6 52 5 . 6 0 2+50 52 3 . 1 52 3 . 1 0 3+00 51 9 . 9 51 9 . 9 1 3+50 51 7 . 8 51 7 . 8 3 4+00 51 3 . 4 51 3 . 3 6 4+50 50 8 . 4 50 8 . 4 3 5+00 50 7 . 0 50 7 . 0 0 5+50 50 4 . 1 50 4 . 0 7 6+00 51 0 . 1 51 0 . 0 7 6+50 50 9 . 4 50 9 . 4 0 7+00 50 8 . 7 50 8 . 7 0 7+50 50 7 . 2 50 7 . 1 9 8+00 50 7 . 0 50 6 . 9 7 8+50 50 6 . 1 50 6 . 1 0 8+99.55 50 5 . 6 50 5 . 5 6 IN V O U T : 5 2 8 . 9 6 ' 8 " P V C S D R 3 5 SU M P : 5 2 8 . 9 4 ' RI M : 5 3 4 . 3 7 ' SM H - 1 ~27 1 ' o f 8 " P V C S D R 3 5 @ 5 . 0 0 % IN V I N : 5 1 5 . 4 2 ' 8 " P V C S D R 3 5 IN V O U T : 5 1 5 . 3 2 ' 8 " P V C S D R 3 5 SU M P : 5 1 5 . 3 2 ' RI M : 5 2 1 . 8 9 ' SM H - 2 ~11 2 ' o f 8 " P V C S D R 3 5 @ 5 . 0 0 % IN V I N : 5 0 9 . 7 2 ' 8 " P V C S D R 3 5 IN V O U T : 5 0 9 . 6 2 ' 8 " P V C S D R 3 5 SU M P : 5 0 9 . 5 9 ' RI M : 5 1 6 . 1 6 ' SM H - 3 ~228 ' o f 8 " P V C S D R 3 5 @ 4 . 0 0 % IN V I N : 5 0 0 . 5 0 ' 8 " P V C S D R 3 5 IN V I N : 5 0 0 . 5 0 ' 8 " P V C S D R 3 5 IN V O U T : 4 9 9 . 0 2 ' 8 " P V C S D R 3 5 SU M P : 4 9 8 . 9 8 ' RI M : 5 0 6 . 3 6 ' SM H - 4 ~193' of 8 " P V C S D R 3 5 @ 2 . 8 2 % IN V I N : 5 0 6 . 1 1 ' 8 " P V C S D R 3 5 IN V O U T : 5 0 5 . 9 3 ' 8 " P V C S D R 3 5 SU M P : 5 0 5 . 9 1 ' RI M : 5 0 8 . 9 9 ' SM H - 5 ~92' of 8" PVC S D R 3 5 @ 1 . 6 3 % IN V O U T : 5 0 7 . 6 1 ' 8 " P V C S D R 3 5 SU M P : 5 0 7 . 6 1 ' RI M : 5 1 0 . 2 1 ' SM H - 6 PROPOSED GRADE. EXISTING GRADE 15" HDPE DRAINAGE PIPE FROM CB -4 TO CB -3 2' 15" HDPE DRAINAGE PIPE FROM CB -9 TO CB -8 15" HDPE DRAINAGE PIPE FROM CB -6 TO CB -5 2" WATER SUPPLY LINE FOR BUILDING -2 1. 5 ' 2" WATER SUPPLY LINE FOR BUILDING -4 1. 5 ' 2" WATER SUPPLY LINE FOR BUILDING -6 1. 5 ' 2" WATER SUPPLY LINE FOR BUILDING -8 1. 5 ' 1. 5 ' 2" WATER SUPPLY LINE FOR BUILDING -10 NEW 8" WATER MAIN BETWEEN BUILDING -6 AND BUILDING -8 1. 5 ' IN V O U T : 4 7 9 . 1 6 ' 1 8 " Ø C O R R H D P E SU M P : 4 7 8 . 1 6 ' RI M : 4 8 2 . 4 6 ' CB - 1 6 IN V I N : 4 7 5 . 0 0 ' 1 8 " Ø C O R R H D P E IN V O U T : 4 7 4 . 9 7 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 3 . 4 7 ' 1. 8 ' 6. 0 ' 0. 3 ' 0. 5 ' EL E V A T I O N ( F T ) SEWER LINE BUILDING VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 465 470 475 480 485 490 495 500 505 510 2.9% 2.6% 0+00 51 1 . 3 50 6 . 3 6 0+50 50 3 . 0 50 4 . 1 5 1+00 50 2 . 2 50 0 . 9 6 1+50 49 8 . 1 49 8 . 5 8 2+00 49 4 . 1 49 6 . 7 5 2+50 49 2 . 0 49 5 . 2 6 3+00 49 0 . 0 49 3 . 5 7 3+50 49 0 . 0 49 1 . 6 2 4+00 48 9 . 0 48 9 . 7 0 4+50 49 0 . 2 49 0 . 0 5 5+00 49 1 . 2 49 1 . 0 5 5+50 49 1 . 6 49 1 . 0 4 6+00 49 0 . 8 49 0 . 7 4 6+50 48 8 . 8 48 9 . 2 4 7+00 48 5 . 2 48 6 . 0 1 7+50 48 0 . 4 8+00 47 8 . 0 8+23.38 IN V I N : 5 0 0 . 5 0 ' 8 " P V C S D R 3 5 IN V I N : 5 0 0 . 5 0 ' 8 " P V C S D R 3 5 IN V O U T : 4 9 9 . 0 2 ' 8 " P V C S D R 3 5 SU M P : 4 9 8 . 9 8 ' RI M : 5 0 6 . 3 6 ' SM H - 4 IN V I N : 4 7 0 . 3 3 ' 8 " P V C S D R 3 5 SU M P : 4 7 0 . 3 3 ' RI M : 4 7 8 . 5 2 ' EX - S M H PROPOSED GRADE. EXISTING GRADE IN V I N : 4 8 5 . 6 2 ' 8 " P V C S D R 3 5 IN V O U T : 4 8 5 . 6 2 ' 8 " P V C S D R 3 5 SU M P : 4 8 5 . 6 0 ' RI M : 4 9 6 . 0 9 ' SM H - 7 IN V I N : 4 8 1 . 1 5 ' 8 " P V C S D R 3 5 IN V O U T : 4 8 1 . 1 5 ' 8 " P V C S D R 3 5 SU M P : 4 8 1 . 1 5 ' RI M : 4 9 1 . 0 2 ' SM H - 9 ~2 1 7 ' o f 8 " P V C S D R 3 5 @ 6 . 1 8 % ~164' of 8" P V C S D R 3 5 @ 1 . 8 0 % ~114' of 8" PV C S D R 3 5 @ 1 . 3 5 % 15" HDPE DRAINAGE PIPE FROM CB -11 TO CB -12 ~41' of 8" PVC SDR 35 @ 0.93% IN V I N : 4 8 2 . 6 8 ' 8 " P V C S D R 3 5 IN V O U T : 4 8 2 . 6 8 ' 8 " P V C S D R 3 5 SU M P : 4 8 2 . 6 8 ' RI M : 4 8 9 . 9 0 ' SM H - 8 3' APPROXIMATELY LOCATION FOR FOR 6" EXISTING WATER MAIN. IN V I N : 4 8 0 . 7 7 ' 8 " P V C S D R 3 5 IN V O U T : 4 8 0 . 7 7 ' 8 " P V C S D R 3 5 SU M P : 4 8 0 . 7 5 ' RI M : 4 9 1 . 0 5 ' SM H - 1 0 EXISTING 10" CLAY SEWER LINE INV. 470.27' IN V I N : 4 7 8 . 7 7 ' 8 " P V C S D R 3 5 IN V O U T : 4 7 8 . 7 7 ' 8 " P V C S D R 3 5 SU M P : 4 7 8 . 7 5 ' RI M : 4 8 6 . 2 8 ' SM H - 1 1 ~151' of 8" PVC S D R 3 5 @ 1 . 3 3 % ~1 3 2 ' o f 8 " P V C S D R 3 5 @ 6 . 4 0 % 0. 5 ' 1. 4 ' 15" Ø CORR HDPE INV.:479.55' 24" Ø CORR HDPE INV.:484.35' 0. 5 ' 0. 7 ' EL E V A T I O N ( F T ) TOWNHOUSE UNITS WATER MAIN VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 490 495 500 505 510 515 520 525 530 535 540 545 550 555 0.3% 1.1% 1.2% 2.1% 0+00 54 9 . 8 0+50 54 6 . 0 54 3 . 1 5 1+00 53 3 . 9 52 8 . 0 6 1+50 52 8 . 9 52 7 . 2 8 2+00 53 0 . 3 52 7 . 7 7 2+50 52 9 . 6 52 8 . 0 0 3+00 52 7 . 3 52 5 . 9 7 3+50 52 4 . 8 52 3 . 4 9 4+00 52 2 . 1 52 0 . 7 1 4+50 52 0 . 0 51 8 . 2 3 5+00 51 7 . 4 51 5 . 7 1 5+50 51 2 . 1 51 3 . 3 2 6+00 50 9 . 4 51 0 . 7 6 6+50 50 4 . 7 50 8 . 2 1 7+00 51 0 . 6 50 6 . 8 0 7+50 51 0 . 5 50 6 . 6 7 8+00 50 9 . 0 50 7 . 4 3 8+50 50 8 . 3 50 8 . 0 9 9+00 50 8 . 3 50 8 . 9 9 9+50 50 7 . 0 50 9 . 7 6 10+00 51 0 . 6 51 0 . 2 1 10+50 50 5 . 0 51 0 . 9 8 11+00 50 8 . 0 51 1 . 9 9 11+50 51 1 . 7 51 2 . 8 7 11+70.46 51 3 . 1 51 2 . 7 6 8" CL52 D.I.P WATER MAIN. EXISTING GRADE. PROPOSED GRADE. 1. 5 ' 15" HDPE PIPE CONNECTING CB -4 TO CB -3 15" HDPE PIPE CONNECTING CB -6 TO CB -5 15" HDPE PIPE CONNECTING CB -9 TO CB -8 36" HDPE CHANNEL DRAIN PIPE. 1. 5 ' 1. 5 ' 1. 5 ' 12" HDPE PIPE 6. 8 ' EL E V A T I O N ( F T ) WATER SERVICE MAIN (3) VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 475 480 485 490 495 500 505 510 515 520 0+00 51 1 . 0 50 6 . 7 0 0+50 50 3 . 0 50 5 . 3 2 1+00 50 2 . 8 50 2 . 2 5 1+50 49 8 . 9 49 9 . 0 2 2+00 49 4 . 7 49 7 . 0 6 2+50 49 2 . 0 49 5 . 6 9 3+00 49 0 . 3 49 4 . 2 0 3+50 48 5 . 9 49 2 . 1 6 4+00 48 5 . 0 48 9 . 7 1 4+50 48 7 . 7 48 8 . 4 9 5+00 48 9 . 7 48 9 . 9 2 5+10.22 49 0 . 1 49 0 . 1 4 8" CL52 D.I.P EXISTING GRADE PROPOSED GRADE. 15" HDPE PIPE CONNECTING CB -14 TO CB -13 18" HDPE PIPE CONNECTING CB -5 TO CB -7 2' 5. 1 ' 24" HDPE PIPE CONNECTING NEW POND OUTLET AND DMH -7 2. 5 ' EL E V A T I O N ( F T ) WATER MAIN BEHIND BLDG VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 465 470 475 480 485 490 495 0+00 48 7 . 2 48 8 . 1 8 0+50 48 4 . 0 48 6 . 0 0 1+00 48 2 . 0 48 3 . 6 1 1+50 48 5 . 3 48 1 . 1 6 2+00 48 1 . 7 47 8 . 9 5 2+50 48 0 . 4 47 7 . 9 8 3+00 47 7 . 9 47 7 . 0 0 3+50 47 4 . 6 47 6 . 2 2 4+00 47 3 . 2 47 5 . 7 6 4+23.12 47 2 . 9 47 5 . 5 3 8" CL52 D.I.P EXISTING GRADE PROPOSED GRADE. 5' 15" HDPE PIPE CONNECTING CB -16 TO CB -15 EL E V A T I O N ( F T ) SEWER SERVICE APT BUILDING VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 470 475 480 485 490 495 0+00 48 6 . 4 47 6 . 0 2 0+50 48 9 . 6 48 9 . 9 6 0+94.35 49 1 . 0 49 1 . 0 2 PROPOSED GRADE. EXISTING GRADE APARTMENT BUILDING. SEWER SERVICE CONNECTION TO SEWER MAIN LINE 8" WATER MAIN CONNECTED TO F.H -6 APARTMENT BUILDING 8" SEWER SERVICE. Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D UL T I L I T I E S P R O F I L E PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 20 - 2 0 C-302 TOWNHOUSE UNITS WATER MAIN VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 60 WATER MAIN BEHIND APARTMENT BLDG VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 60 WATER SERVICE MAIN VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 60 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n EL E V A T I O N ( F T ) BUILDING PARKING LOT DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 455 460 465 470 475 480 485 490 495 500 505 510 0+00 50 1 . 1 49 7 . 0 0 0+50 49 6 . 5 49 7 . 5 8 1+00 49 2 . 8 49 6 . 6 6 1+50 49 1 . 4 49 5 . 1 8 2+00 48 6 . 8 49 3 . 7 0 2+50 48 4 . 6 49 1 . 2 4 3+00 48 5 . 5 48 8 . 3 9 3+50 48 2 . 6 48 5 . 1 3 4+00 48 2 . 0 48 2 . 3 0 4+50 48 6 . 5 47 9 . 6 9 5+00 48 1 . 0 47 7 . 5 1 5+50 48 0 . 2 47 6 . 5 4 6+00 47 7 . 8 47 5 . 6 2 6+50 47 4 . 7 47 5 . 2 0 7+00 47 3 . 1 47 4 . 8 4 7+50 47 2 . 7 47 5 . 0 5 8+00 47 5 . 2 47 5 . 7 5 8+50 47 6 . 0 47 5 . 7 8 9+00 47 5 . 3 47 5 . 7 9 9+50 47 5 . 2 47 5 . 7 8 9+69.39 47 5 . 1 47 5 . 7 8 IN V O U T : 4 9 3 . 7 5 ' 1 5 " Ø C O R R H D P E SU M P : 4 9 2 . 7 5 ' RI M : 4 9 7 . 0 0 ' DI - 6 ~85' of 15" Ø C O R R H D P E @ 1 . 6 3 % IN V I N : 4 9 2 . 3 7 ' 1 5 " Ø C O R R H D P E IN V I N : 4 9 2 . 2 5 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 9 2 . 1 2 ' 1 5 " Ø C O R R H D P E SU M P : 4 9 1 . 1 2 ' RI M : 4 9 6 . 9 6 ' CB - 1 2 ~206' o f 1 5 " Ø C O R R H D P E @ 3 . 2 0 % IN V I N : 4 8 5 . 5 4 ' 1 5 " Ø C O R R H D P E IN V I N : 4 8 4 . 3 2 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 8 4 . 0 7 ' 2 4 " Ø C O R R H D P E SU M P : 4 8 3 . 9 6 ' RI M : 4 8 8 . 4 9 ' CB - 1 3 ~10 5 ' o f 2 4 " Ø C O R R H D P E @ 5 . 1 0 % ~89' of 2 4 " Ø C O R R H D P E @ 2 . 0 0 % IN V I N : 4 7 3 . 2 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 3 . 2 0 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 2 . 2 0 ' RI M : 4 7 7 . 6 9 ' CB - 1 7 ~117' of 24" Ø COR R H D P E @ 1 . 0 0 % IN V I N : 4 7 2 . 0 3 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 2 . 0 3 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 1 . 0 3 ' RI M : 4 7 5 . 8 5 ' CB - 1 8 ~117' of 24" Ø COR R H D P E @ 1 . 0 0 % IN V I N : 4 7 0 . 8 6 ' 2 4 " Ø C O R R H D P E IN V I N : 4 7 1 . 7 0 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 7 0 . 8 6 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 0 . 7 5 ' RI M : 4 7 4 . 7 5 ' CB - 1 9 ~11' of 24" Ø CORR HDPE @ 1.50% IN V O U T : 4 9 2 . 3 7 ' 1 5 " Ø C O R R H D P E SU M P : 4 9 1 . 2 5 ' RI M : 4 9 6 . 2 3 ' CB - 1 1 IN V I N : 4 8 4 . 6 1 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 8 4 . 6 1 ' 1 5 " Ø C O R R H D P E SU M P : 4 8 3 . 6 1 ' RI M : 4 8 8 . 9 7 ' CB - 1 4 IN V O U T : 4 7 9 . 1 6 ' 1 8 " Ø C O R R H D P E SU M P : 4 7 8 . 1 6 ' RI M : 4 8 2 . 4 6 ' CB - 1 6 8" SEWER MAIN UNDER 15" HDPE PIPE CONNECTING CB -9 TO CB -8 5' 8" WATER MAIN PIPE. 2' 8" WATER MAIN PIPE. 8" SEWER MAIN UNDER 15" HDPE PIPE CONNECTING CB -14 TO CB -13 2' 2. 5 ' IN V I N : 4 7 0 . 7 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 6 7 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 3 2 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 3 2 ' RI M : 4 7 4 . 8 1 ' BY P A S S # 1 IN V I N : 4 7 0 . 2 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 6 8 . 9 4 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 3 . 0 2 ' RI M : 4 7 5 . 2 2 ' DD - 2 ~11' of 24" Ø CORR HDPE @ 0.00% ~15' of 24" Ø CORR HDPE @ 3.19% STORM WATER SYSTEM INV. IN: 468.94' INFILTRATION: 468.75' PROPOSED GRADE. EXISTING GRADE. WEIR CONTROLLING WATER DETENTION ELEV = 471.67' DETAIL D-1 IN V I N : 4 7 8 . 7 5 ' 2 4 " Ø C O R R H D P E IN V I N : 4 7 8 . 9 4 ' 1 8 " Ø C O R R H D P E IN V I N : 4 7 5 . 0 0 ' 1 8 " Ø C O R R H D P E IN V O U T : 4 7 4 . 9 7 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 3 . 4 7 ' RI M : 4 8 2 . 5 7 ' CB - 1 5 ~23' of 18" Ø CORR HDPE @ 1.00% EL E V A T I O N ( F T ) SIDE PARKING LOT DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 460 465 470 475 480 485 0+00 47 5 . 3 47 6 . 0 3 0+50 47 4 . 2 47 6 . 6 8 1+00 47 0 . 8 47 4 . 9 4 1+50 47 1 . 4 47 5 . 0 0 2+00 47 1 . 4 47 4 . 3 4 2+50 47 2 . 0 47 4 . 4 0 3+00 47 2 . 7 47 4 . 4 5 3+28.11 47 4 . 0 47 4 . 2 9 IN V I N : 4 7 1 . 6 0 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 1 . 5 5 ' 1 5 " Ø C O R R H D P E SU M P : 4 7 0 . 5 5 ' RI M : 4 7 5 . 0 0 ' CB - 2 6 IN V I N : 4 7 0 . 5 6 ' 1 8 " Ø C O R R H D P E IN V I N : 4 7 0 . 5 6 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 7 0 . 0 0 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 0 0 ' RI M : 4 7 6 . 2 5 ' DM H - 6 IN V O U T : 4 7 3 . 6 7 ' 1 2 " Ø C O R R H D P E SU M P : 4 7 3 . 6 7 ' RI M : 4 7 6 . 2 7 ' DI - 7 ~52' of 12" Ø CORR HDPE @ 6.05% ~23' of 15" Ø CORR HDPE @ 1.04% PROPOSED GRADE. EXISTING GRADE. IN V I N : 4 7 2 . 1 3 ' 1 5 " Ø C O R R H D P E IN V I N : 4 7 0 . 8 6 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 0 . 7 2 ' 1 8 " Ø C O R R H D P E SU M P : 4 6 9 . 7 2 ' RI M : 4 7 6 . 0 9 ' CB - 2 4 23.85' of 15" Ø CORR HDPE @ 0.77% IN V I N : 4 7 1 . 0 7 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 1 . 0 7 ' 1 5 " Ø C O R R H D P E SU M P : 4 7 0 . 0 7 ' RI M : 4 7 5 . 0 4 ' CB - 2 5 11.08' of 18" Ø CORR HDPE @ 1.12% ADS SLOTTED DRAIN. SEE DETAIL D-16 ON C-503 173.02' of 15" Ø CORR HDPE @ 0.51% ~33' of 15" Ø CORR HDPE @ 0.76% IN V I N : 4 7 1 . 3 2 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 1 . 3 2 ' 1 5 " Ø C O R R H D P E SU M P : 4 7 1 . 3 2 ' RI M : 4 7 5 . 0 8 ' NY L O P L A S T EL E V A T I O N ( F T ) EXISTING HOUSE DRAINAGE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 460 465 470 475 480 485 490 495 0+00 48 5 . 9 48 6 . 5 2 0+50 48 8 . 9 48 8 . 4 4 1+00 48 8 . 4 48 8 . 9 2 1+50 48 7 . 4 48 9 . 0 4 2+00 48 4 . 8 48 5 . 7 4 2+50 47 9 . 9 48 1 . 9 4 3+00 47 6 . 0 47 8 . 2 8 3+50 47 3 . 8 47 6 . 6 1 4+00 47 4 . 0 47 5 . 9 9 4+50 47 4 . 9 47 5 . 8 1 5+00 47 5 . 4 47 5 . 8 0 5+50 47 5 . 4 47 5 . 7 9 5+75.91 47 6 . 1 47 5 . 7 6 IN V O U T : 4 8 3 . 2 4 ' 1 5 " Ø C O R R H D P E SU M P : 4 8 2 . 2 4 ' RI M : 4 8 6 . 6 0 ' CB - 2 1 ~48' of 15" Ø CORR HDPE @ 1.05% IN V I N : 4 8 2 . 7 4 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 8 2 . 4 9 ' 1 5 " Ø C O R R H D P E SU M P : 4 8 1 . 4 9 ' RI M : 4 8 8 . 4 8 ' DM H - 5 ~114' of 15" Ø CO R R H D P E @ 1 . 1 9 % IN V I N : 4 8 1 . 1 3 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 8 1 . 1 3 ' 1 5 " Ø C O R R H D P E SU M P : 4 8 0 . 1 3 ' RI M : 4 8 8 . 6 0 ' CB - 2 2 ~86' o f 1 5 " Ø C O R R H D P E @ 4 . 9 5 % IN V I N : 4 7 2 . 1 3 ' 1 5 " Ø C O R R H D P E IN V I N : 4 7 0 . 8 6 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 0 . 7 2 ' 1 8 " Ø C O R R H D P E SU M P : 4 6 9 . 7 2 ' RI M : 4 7 6 . 0 9 ' CB - 2 4 IN V I N : 4 7 6 . 8 9 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 5 . 8 1 ' 1 5 " Ø C O R R H D P E SU M P : 4 7 4 . 8 1 ' RI M : 4 8 1 . 7 8 ' CB - 2 3 IN V I N : 4 7 0 . 5 6 ' 1 8 " Ø C O R R H D P E IN V I N : 4 7 0 . 5 6 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 7 0 . 0 0 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 0 0 ' RI M : 4 7 6 . 2 5 ' DM H - 6 IN V I N : 4 6 9 . 5 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 6 9 . 3 2 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 3 2 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 8 . 3 2 ' RI M : 4 7 5 . 8 1 ' BY P A S S # 2 ~9' of 24" Ø CORR HDPE @ 0.80% ~14' of 24" Ø CORR HDPE @ 3.76% ~84' of 15" Ø CORR HDPE @ 4.39% ~15' of 18" Ø CORR HDPE @ 1.12% WE I R C O N T R O L L I N G W A T E R DE T E N T I O N EL E V = 4 7 1 . 4 7 ' DE T A I L D - 1 PROPOSED GRADE. EXISTING GRADE. ~12' of 24" Ø CORR HDPE @ 0.00% STORM WATER SYSTEM INV. IN: 470.67' INFILTRATION: 468.75' IN V I N : 4 6 9 . 2 5 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 6 8 . 9 4 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 6 . 8 6 ' RI M : 4 7 5 . 9 2 ' DD - 3 EL E V A T I O N ( F T ) BACK OF PARKING LOT PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 460 465 470 475 480 485 0+00 46 9 . 9 47 3 . 6 8 0+50 47 1 . 2 47 4 . 6 4 0+73.11 47 2 . 1 47 4 . 6 6 ~53' of 12" Ø CORR HDPE @ 1.29% IN V I N : 4 7 0 . 8 6 ' 2 4 " Ø C O R R H D P E IN V I N : 4 7 1 . 7 0 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 7 0 . 8 6 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 0 . 7 5 ' RI M : 4 7 4 . 7 5 ' CB - 1 9 ~11' of 24" Ø CORR HDPE @ 1.50% TRENCH DRAIN RIM ELEV: 473.71' INV OUT: 472.32' Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D 1" = 4 0 ' DR A I N A G E P R O F I L E PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M TOTA 20 - 2 0 C-303 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n EL E V A T I O N ( F T ) UPHILL UNITS BACKYARD DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 485 490 495 500 505 510 515 520 525 530 535 540 545 550 0+00 54 0 . 3 53 5 . 9 1 0+50 53 8 . 3 53 2 . 7 4 1+00 53 8 . 7 53 0 . 4 6 1+50 53 6 . 2 52 7 . 6 2 2+00 53 3 . 5 52 8 . 6 4 2+50 53 2 . 5 52 2 . 8 0 3+00 52 9 . 5 52 1 . 8 1 3+50 52 2 . 9 52 0 . 7 8 4+00 51 9 . 3 51 7 . 7 5 4+50 51 4 . 2 50 9 . 6 1 5+00 50 9 . 2 50 6 . 2 9 5+16.13 50 4 . 8 50 5 . 9 2 IN V I N : 4 9 8 . 8 4 ' 2 4 " Ø C O R R H D P E IN V I N : 4 9 8 . 0 9 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 9 7 . 9 3 ' 3 0 " Ø C O R R H D P E SU M P : 4 9 6 . 9 3 ' RI M : 5 0 5 . 6 4 ' CB - 8 IN V O U T : 5 3 0 . 4 9 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 9 . 4 9 ' RI M : 5 3 5 . 9 1 ' DI - 1 ~19 1 ' o f 1 5 " Ø C O R R H D P E @ 4 . 3 6 % IN V I N : 5 2 2 . 1 7 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 2 1 . 4 2 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 0 . 4 2 ' RI M : 5 2 8 . 1 0 ' DI - 2 ~20 1 ' o f 1 5 " Ø C O R R H D P E @ 5 . 1 1 % IN V I N : 5 1 1 . 1 7 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 0 7 . 2 4 ' 1 5 " Ø C O R R H D P E SU M P : 5 0 6 . 2 4 ' RI M : 5 1 7 . 0 3 ' DI - 3 ~8 1 ' o f 1 5 " Ø C O R R H D P E @ 7 . 9 1 % IN V I N : 5 0 0 . 8 8 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 9 9 . 0 2 ' 1 5 " Ø C O R R H D P E SU M P : 4 9 8 . 0 2 ' RI M : 5 0 7 . 0 6 ' CB - 9 ~36' of 15" Ø CORR HDPE @ 2.60% 8" SEWER MAIN OVER 15" HDPE PIPE CONNECTING CB -9 TO CB -82.3 ' PROPOSED GRADE. EXISTING GRADE. EL E V A T I O N ( F T ) TOWNHOUSES DRAINGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 480 485 490 495 500 505 510 515 520 525 530 535 540 0+00 52 9 . 2 52 4 . 1 0 0+50 52 8 . 7 52 5 . 0 0 1+00 52 8 . 3 52 7 . 1 9 1+50 52 7 . 8 52 7 . 5 1 2+00 52 6 . 2 52 5 . 0 2 2+50 52 3 . 7 52 2 . 9 9 3+00 52 0 . 8 52 0 . 0 9 3+50 51 8 . 1 51 7 . 5 8 4+00 51 5 . 2 51 5 . 0 6 4+50 50 9 . 2 51 2 . 9 9 5+00 50 8 . 0 51 0 . 0 2 5+50 50 3 . 9 50 7 . 6 4 6+00 50 3 . 0 50 6 . 1 2 6+50 50 7 . 5 50 6 . 2 5 7+00 50 8 . 0 50 7 . 2 1 7+50 50 8 . 4 50 8 . 0 0 8+00 50 6 . 4 50 8 . 9 9 8+50 50 5 . 8 50 9 . 5 6 9+00 50 4 . 9 51 0 . 0 3 9+50 50 4 . 6 51 0 . 9 7 10+00 50 6 . 5 50 9 . 4 4 10+50 50 4 . 2 50 3 . 0 8 11+00 50 1 . 6 50 1 . 1 0 11+50 50 0 . 3 49 7 . 0 5 12+00 49 8 . 5 12+09.54 49 8 . 2 ~1 4 1 ' o f 1 8 " Ø C O R R H D P E @ 6 . 0 1 % IN V I N : 5 0 8 . 8 8 ' 1 8 " Ø C O R R H D P E IN V I N : 5 1 1 . 1 2 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 0 8 . 7 4 ' 1 8 " Ø C O R R H D P E SU M P : 5 0 7 . 7 4 ' RI M : 5 1 4 . 9 8 ' CB - 5 ~19 7 ' o f 1 8 " Ø C O R R H D P E @ 4 . 5 5 % IN V I N : 4 9 9 . 7 9 ' 1 8 " Ø C O R R H D P E IN V O U T : 4 9 9 . 7 8 ' 2 4 " Ø C O R R H D P E SU M P : 4 9 8 . 7 8 ' RI M : 5 0 6 . 0 0 ' CB - 7 ~25' of 24" Ø CORR HDPE @ 3.92% IN V I N : 4 9 8 . 8 4 ' 2 4 " Ø C O R R H D P E IN V I N : 4 9 8 . 0 9 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 9 7 . 9 3 ' 3 0 " Ø C O R R H D P E SU M P : 4 9 6 . 9 3 ' RI M : 5 0 5 . 6 4 ' CB - 8 ~194' of 30" Ø CORR HDPE @ 0 . 7 1 % IN V I N : 4 9 6 . 5 6 ' 3 0 " Ø C O R R H D P E IN V O U T : 4 9 6 . 2 6 ' 3 0 " Ø C O R R H D P E SU M P : 4 9 5 . 2 6 ' RI M : 5 0 9 . 0 0 ' CB - 1 0 ~147' of 30" Ø CORR H D P E @ 0 . 8 8 % IN V I N : 4 9 4 . 9 6 ' 3 0 " Ø C O R R H D P E IN V O U T : 4 9 4 . 6 9 ' 3 0 " Ø C O R R H D P E SU M P : 4 9 3 . 6 9 ' RI M : 5 1 1 . 2 2 ' DM H - 1 ~203' o f 3 0 " Ø C O R R H D P E @ 2 . 8 1 % IN V O U T : 5 2 9 . 5 7 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 8 . 5 7 ' RI M : 5 3 4 . 1 4 ' CB - 1 ~130 ' o f 1 5 " Ø C O R R H D P E @ 4 . 0 0 % IN V I N : 5 2 4 . 3 9 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 2 4 . 1 4 ' 1 8 " Ø C O R R H D P E SU M P : 5 2 3 . 1 4 ' RI M : 5 3 0 . 4 7 ' CB - 2 ~166 ' o f 1 8 " Ø C O R R H D P E @ 4 . 0 0 % IN V I N : 5 1 7 . 5 4 ' 1 8 " Ø C O R R H D P E IN V I N : 5 1 8 . 3 9 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 1 7 . 3 4 ' 1 8 " Ø C O R R H D P E SU M P : 5 1 6 . 3 4 ' RI M : 5 2 2 . 1 3 ' CB - 3 IN V O U T : 5 1 9 . 0 4 ' 1 5 " Ø C O R R H D P E SU M P : 5 1 8 . 0 4 ' RI M : 5 2 2 . 3 9 ' CB - 4 IN V O U T : 5 1 1 . 7 4 ' 1 5 " Ø C O R R H D P E SU M P : 5 1 0 . 7 4 ' RI M : 5 1 5 . 2 1 ' CB - 6 8" SEWER MAIN UNDER 15" HDPE PIPE CONNECTING CB -4 TO CB -3 2' 8" SEWER MAIN UNDER 15" HDPE PIPE CONNECTING CB -4 TO CB -3 2' IN V I N : 4 8 9 . 0 0 ' 3 0 " Ø C O R R H D P E RI M : 4 9 2 . 2 1 ' ES - 8 5. 0 ' 36" Ø CORR HDPE INV.:502.96' 12" RCP INV.:497.58' EL E V A T I O N ( F T ) DOWNHILL BACKYARD DRAINAGE DI-9 TO CB-16 VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 465 470 475 480 485 490 495 500 505 510 515 520 525 530 0+00 51 4 . 7 51 1 . 1 0 0+50 51 5 . 5 50 8 . 8 5 1+00 51 6 . 0 50 7 . 7 6 1+50 51 6 . 7 50 5 . 3 7 2+00 51 3 . 6 50 1 . 0 1 2+50 51 2 . 4 49 7 . 4 6 3+00 51 0 . 8 49 4 . 0 0 3+50 50 8 . 0 49 1 . 0 2 4+00 50 5 . 7 48 4 . 5 2 4+50 50 6 . 0 48 3 . 7 8 5+00 50 6 . 6 48 2 . 8 3 5+50 50 4 . 9 6+00 49 9 . 8 6+50 49 6 . 0 7+00 49 2 . 8 7+50 48 6 . 5 8+00 48 2 . 5 8+50 48 2 . 3 9+00 48 2 . 9 9+15.85 48 3 . 4 IN V I N : 5 0 7 . 5 4 ' 1 2 " Ø C O R R H D P E IN V O U T : 5 0 7 . 5 5 ' 1 5 " Ø C O R R H D P E SU M P : 5 0 7 . 5 4 ' RI M : 5 1 2 . 0 1 ' DI - 4 ~2 2 4 ' o f 1 5 " Ø C O R R H D P E @ 6 . 1 5 % IN V I N : 4 9 3 . 8 1 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 9 3 . 5 6 ' 1 5 " Ø C O R R H D P E SU M P : 4 9 2 . 5 6 ' RI M : 4 9 9 . 9 7 ' DI - 5 ~1 6 9 ' o f 1 5 " Ø C O R R H D P E @ 7 . 8 3 % IN V I N : 4 8 0 . 3 4 ' 1 5 " Ø C O R R H D P E IN V O U T : 4 7 7 . 3 6 ' 1 8 " Ø C O R R H D P E SU M P : 4 7 6 . 3 6 ' RI M : 4 8 4 . 6 6 ' DM H - 3 EL E V A T I O N ( F T ) PROPOSED GRADE. EXISTING GRADE. ~119' of 1 8 " Ø C O R R H D P E @ 2 . 0 0 % IN V O U T : 4 7 9 . 1 6 ' 1 8 " Ø C O R R H D P E SU M P : 4 7 8 . 1 6 ' RI M : 4 8 2 . 4 6 ' CB - 1 6 IN V I N : 4 7 8 . 7 5 ' 2 4 " Ø C O R R H D P E IN V I N : 4 7 8 . 9 4 ' 1 8 " Ø C O R R H D P E IN V I N : 4 7 5 . 0 0 ' 1 8 " Ø C O R R H D P E IN V O U T : 4 7 4 . 9 7 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 3 . 4 7 ' RI M : 4 8 2 . 5 7 ' CB - 1 5 ~23' of 18" Ø CORR HDPE @ 1.00% 24" Ø CORR HDPE INV.:477.91' IN V O U T : 5 2 1 . 0 9 ' 1 2 " Ø C O R R H D P E SU M P : 5 2 0 . 0 9 ' RI M : 5 2 4 . 0 1 ' DI - 9 IN V I N : 5 1 5 . 7 4 ' 1 2 " Ø C O R R H D P E IN V O U T : 5 1 5 . 3 1 ' 1 2 " Ø C O R R H D P E SU M P : 5 1 5 . 3 1 ' RI M : 5 2 1 . 4 0 ' DI - 8 ~195 ' o f 1 2 " Ø C O R R H D P E @ 4 . 0 0 % ~179' o f 1 2 " Ø C O R R H D P E @ 3 . 0 0 % EL E V A T I O N ( F T ) BYPASS #1 TO DETENTION VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 460 465 470 475 480 485 0+00 47 3 . 1 47 4 . 9 2 0+50 47 0 . 6 47 5 . 0 1 0+85.75 47 2 . 2 47 5 . 0 5 IN V I N : 4 7 0 . 0 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 0 0 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 8 5 ' RI M : 4 7 5 . 0 0 ' DM H - 1 3 IN V I N : 4 6 9 . 8 4 ' 2 4 " Ø C O R R H D P E IN V I N : 4 7 2 . 5 0 ' 1 2 " Ø C O R R H D P E IN V O U T : 4 6 9 . 8 4 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 6 4 ' RI M : 4 7 5 . 0 2 ' NY L O P L A S T D R A I N IN V I N : 4 7 0 . 7 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 6 7 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 0 . 3 2 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 9 . 3 2 ' RI M : 4 7 4 . 8 1 ' BY P A S S # 1 ~28' of 24" Ø CORR HDPE @ 1.18% ~20' of 24" Ø CORR HDPE @ 0.80% ~27' of 24" Ø CORR HDPE @ 3.13% Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D ## # # # # # # DR A I N A G E P R O F I L E PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 20 - 2 0 C-304 UPHILL UNITS BACKYARD DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 60 TOWNHOUSE DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 60 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n EL E V A T I O N ( F T ) GLENROCK ST. DRAINAGE PROFILE VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 505 510 515 520 525 530 535 540 545 550 555 0+00 54 8 . 6 54 8 . 5 9 0+50 54 8 . 0 54 7 . 9 9 1+00 54 7 . 0 54 7 . 0 3 1+50 54 5 . 7 54 5 . 7 5 2+00 54 5 . 1 54 5 . 0 8 2+50 54 5 . 0 54 5 . 0 0 3+00 54 4 . 2 54 4 . 1 9 3+50 54 3 . 1 54 3 . 0 8 4+00 54 1 . 4 54 1 . 3 5 4+50 54 1 . 7 54 1 . 6 6 5+00 53 9 . 7 53 9 . 6 8 5+50 53 8 . 0 53 8 . 0 0 6+00 53 5 . 5 53 5 . 4 8 6+50 53 2 . 9 53 2 . 8 6 7+00 53 2 . 0 53 2 . 0 0 7+50 53 0 . 3 53 0 . 3 3 8+00 52 8 . 3 52 8 . 2 9 8+50 52 5 . 9 52 5 . 9 3 9+00 52 3 . 9 52 3 . 8 8 9+50 52 2 . 9 52 2 . 9 3 10+00 52 2 . 1 52 2 . 0 9 10+50 52 2 . 4 52 2 . 3 6 11+00 52 3 . 1 52 3 . 1 4 11+50 52 4 . 1 52 4 . 0 7 12+00 52 5 . 5 52 5 . 5 0 12+14.84 52 6 . 0 52 5 . 9 9 IN V O U T : 5 4 4 . 2 3 ' 1 8 " Ø C O R R H D P E SU M P : 5 4 3 . 2 3 ' RI M : 5 4 8 . 5 9 ' CB - 2 7 ~202' o f 1 8 " Ø C O R R H D P E @ 2 . 7 3 % IN V I N : 5 3 8 . 7 4 ' 1 8 " Ø C O R R H D P E IN V I N : 5 3 8 . 7 4 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 3 8 . 4 9 ' 1 8 " Ø C O R R H D P E SU M P : 5 3 7 . 4 9 ' RI M : 5 4 5 . 0 7 ' CB - 2 8 ~21' of 15" Ø CORR HDPE @ 14.31% IN V O U T : 5 4 1 . 6 0 ' 1 5 " Ø C O R R H D P E SU M P : 5 4 0 . 6 0 ' RI M : 5 4 5 . 9 6 ' EX - 1 ~166' of 18" Ø CORR H D P E @ 1 . 0 6 % IN V I N : 5 3 6 . 7 3 ' 1 8 " Ø C O R R H D P E IN V I N : 5 3 6 . 7 3 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 3 6 . 1 6 ' 1 8 " Ø C O R R H D P E SU M P : 5 3 5 . 1 6 ' RI M : 5 4 1 . 0 9 ' CB - 2 9 ~27' of 15" Ø CORR HDPE @ 4.30% IN V O U T : 5 3 7 . 8 7 ' 1 5 " Ø C O R R H D P E SU M P : 5 3 6 . 8 7 ' RI M : 5 4 2 . 2 2 ' EX - 2 ~228' o f 1 8 " Ø C O R R H D P E @ 4 . 3 3 % IN V I N : 5 2 6 . 3 3 ' 1 8 " Ø C O R R H D P E IN V I N : 5 2 6 . 3 3 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 2 6 . 0 8 ' 2 4 " Ø C O R R H D P E SU M P : 5 2 5 . 0 8 ' RI M : 5 3 1 . 2 6 ' CB - 3 0 ~19' of 15" Ø CORR HDPE @ 7.14% IN V O U T : 5 2 7 . 6 4 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 6 . 6 4 ' RI M : 5 3 2 . 0 0 ' EX - 3 ~15 6 ' o f 2 4 " Ø C O R R H D P E @ 6 . 0 3 % IN V I N : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 4 . 4 4 ' 3 0 " Ø C O R R H D P E SU M P : 5 1 3 . 3 8 ' RI M : 5 2 4 . 4 8 ' CB - 3 1 ~136' of 24" Ø CORR HDPE @ -0.61 % IN V I N : 5 1 7 . 5 1 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 8 . 7 5 ' 1 5 " Ø C O R R H D P E SU M P : 5 1 6 . 5 1 ' RI M : 5 2 2 . 1 2 ' CB - 3 2 ~165' of 15" Ø C O R R H D P E @ - 1 . 5 3 % IN V I N : 5 2 1 . 2 6 ' 1 5 " Ø C O R R H D P E IN V O U T : 5 2 1 . 5 1 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 0 . 2 6 ' RI M : 5 2 4 . 6 2 ' CB - 3 3 ~26' of 15" Ø CORR HDPE @ -3.81% IN V I N : 5 2 2 . 4 7 ' 1 5 " Ø C O R R H D P E SU M P : 5 2 1 . 4 7 ' RI M : 5 2 5 . 6 7 ' EX - 4 IN V I N : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 4 . 4 4 ' 3 0 " Ø C O R R H D P E SU M P : 5 1 3 . 3 8 ' RI M : 5 2 4 . 4 8 ' CB - 3 1 EL E V A T I O N ( F T ) DRAINAGE BETWEEN WALL VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 495 500 505 510 515 520 525 530 535 0+00 51 7 . 8 51 8 . 2 3 0+50 52 0 . 0 51 8 . 0 4 1+00 51 3 . 5 51 3 . 2 9 1+13.92 51 1 . 9 51 1 . 9 1 IN V I N : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 6 . 6 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 5 1 4 . 4 4 ' 3 0 " Ø C O R R H D P E SU M P : 5 1 3 . 3 8 ' RI M : 5 2 4 . 4 8 ' CB - 3 1 IN V I N : 5 1 2 . 2 9 ' 3 0 " Ø C O R R H D P E IN V O U T : 5 1 2 . 0 4 ' 3 0 " Ø C O R R H D P E SU M P : 5 0 3 . 8 6 ' RI M : 5 1 7 . 7 9 ' DD - 1 ~36' of 30" Ø CORR HDPE @ 8.18% IN V I N : 5 0 9 . 1 7 ' 3 0 " Ø C O R R H D P E RI M : 5 1 2 . 3 9 ' ES - 1 ~23' of 30" Ø CORR HDPE @ 9.40% EL E V A T I O N ( F T ) DETENTION CHAMBERS TO ES-2 VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 455 460 465 470 475 480 485 0+00 47 2 . 2 47 2 . 2 4 0+50 47 0 . 5 47 0 . 5 0 1+00 46 6 . 9 46 6 . 8 8 1+50 46 6 . 7 46 6 . 6 5 2+00 2+50 2+77.51 ES-2 INV. = 463.96' ~63' of 24" Ø CORR HDPE @ 2.33% IN V I N : 4 6 8 . 3 0 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 6 7 . 1 5 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 6 . 1 5 ' RI M : 4 7 4 . 5 0 ' DM H - 1 1 IN V I N : 4 6 4 . 7 6 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 6 4 . 6 8 ' 2 4 " Ø C O R R H D P E SU M P : 4 6 3 . 6 8 ' RI M : 4 6 8 . 4 7 ' DM H - 1 0 ~21' of 24" Ø CORR HDPE @ 11.77% ~142' of 24" Ø CORR HDPE @ 0.51% PROPOSED GRADE. EXISTING GRADE. EL E V A T I O N ( F T ) POND OUTLET TO DMH-9 VERT. SCALE: 1" = 4 HORIZ. SCALE: 1" = 40 470 475 480 485 490 495 500 0.2% 0+00 49 0 . 6 49 2 . 1 3 0+50 49 0 . 8 49 1 . 7 4 1+00 48 4 . 7 49 0 . 7 3 1+50 48 2 . 6 48 6 . 8 7 2+00 48 2 . 0 48 3 . 9 4 2+50 48 2 . 2 48 3 . 1 8 3+00 48 1 . 2 3+50 48 2 . 0 3+95.10 47 6 . 0 IN V O U T : 4 8 5 . 9 4 ' 2 4 " Ø C O R R H D P E SU M P : 4 8 4 . 9 4 ' RI M : 4 9 2 . 2 0 ' OS - 1 ~110' of 2 4 " Ø C O R R H D P E @ 2 . 2 4 % IN V I N : 4 8 3 . 4 9 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 8 . 8 9 ' 2 4 " Ø C O R R H D P E SU M P : 4 7 7 . 8 9 ' RI M : 4 9 0 . 2 4 ' DM H - 7 ~104' of 24" Ø CORR H D P E @ 1 . 0 0 % IN V I N : 4 7 7 . 8 5 ' 2 4 " Ø C O R R H D P E IN V O U T : 4 7 7 . 8 5 ' 3 0 " Ø C O R R H D P E SU M P : 4 7 6 . 8 5 ' RI M : 4 8 3 . 2 0 ' DM H - 8 ~60' of 30" Ø CORR HDPE @ 1.00% ~79' of 30" Ø COR R H D P E @ 1 . 0 0 % IN V I N : 4 7 7 . 2 6 ' 3 0 " Ø C O R R H D P E IN V O U T : 4 7 7 . 2 6 ' 3 0 " Ø C O R R H D P E SU M P : 4 7 6 . 2 6 ' RI M : 4 8 3 . 1 4 ' DM H - 9 PROPOSED GRADE. EXISTING GRADE. 8" SEWER MAIN. 8" WATER MAIN PIPE. 2. 5 ' 18" Ø CORR HDPE INV.:475.49' 15" Ø CORR HDPE INV.:486.62' Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D DR A I N A G E P R O F I L E PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 0 9 P M 20 - 2 0 C-305 No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnC W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWW 8" WATER MAIN. FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFD FD FD PROPOSED 8" SDR 35 SEWER MAIN. (TYP.) W W W W 0+00 1+00 1+90.79 TW: 541.00' BW: 537.00' TW: 541.00' BW: 535.00' TW: 541.00' BW: 534.00' TW: 540.00' BW: 532.00' TW: 530.00' BW: 528.00' TW: 535.00' BW: 528.00' TW: 533.00' BW: 526.00' TW: 523.50' BW: 521.00'TW: 528.00' BW: 523.00' TW: 524.00' BW: 520.00' BW: 536.00' TW: 521.00' BW: 512.00' TW: 518.00' BW: 510.50' TW: 516.00' BW: 508.00' TW: 512.00' BW: 506.00' TW: 511.00' BW: 505.00' TW: 509.00' BW: 502.00' TW: 506.00' BW: 504.50' TW: 536.00' BW: 529.00'D 0 + 0 0 1 + 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5 + 0 0 6 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5+ 0 0 6+ 0 0 0+ 0 0 1+ 0 0 2 + 0 0 3+ 0 0 4+00 5+0 0 0+00 1+00 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 6+00 7+00 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 0 00 1 00 2 00 0 00 1 00 2 0+00 1+00 2+00 PROPOSAL REDI-ROCK RETAINING WALL. PROPOSED REDI-ROCK RETAINING WALL. SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SSSS SS SS D YH D YH D YH WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS WS W W W W TW: 492.00' BW: 486.00' RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRDRDRDRDRDRDRDRDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD R D RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD W W W W W W W 1 + 0 0 2 + 0 0 3 + 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7 + 0 0 TW: 494.00' BW: 486.00' PROPOSED ISLAND MOUNTABLE CURB. 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 10' 10' S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 6 ' 7' 5' 7 ' WS WS WS WS WS FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD PROPOSED FOOTING DRAIN TO BE DISCHARGED AT GRADE, TYP. FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD D D D D D D D 0 + 0 0 1 + 0 0 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 9' 6'10' 1 0 ' PROPOSED 6" PVC PIPE ROOF LEADER, TYP. 100' CONTROLLED AREA BOUNDARY (TYP.) WETLAND BOUNDARY (TYP.) DI -3 PROPOSED HDPE DRAINAGE PIPE. PROPOSED DRAIN INLET (TYP.) 12" HDPE ROOF DRAIN COLLECTOR PIPE WITH NYLOPLAST DRAIN CLEAN OUT AS SHOWN. F.H -2 F.H -3 12" HDPE ROOF DRAIN COLLECTOR PIPE WITH NYLOPLAST DRAIN CLEAN OUT AS SHOWN. CLEANOUT STRUCTURE, TYP. D FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD STAND PIPE CONNECTION. SIAMESE FIRE CONNECTION. 8" x 8" TEE W/ 3 GATE VALVES 8" CL52 D.I.P WATER MAIN. FIRE HYDRANT.(F.H-1) GATE VALVE. 8" x 8" TEE W/ 2 GATE VALVES EXISTING WATER MAIN TO BE REMOVED UP TO PROPERTY LINE NEW 8" CL52 D.I.P MAIN TO BE INSTALLED AND CONNECTED TO EXISTING AT PROPERTY LINE. SMH -3 SMH -1 SMH -7 SMH-2 WS WS WS WS WS WS WS WS TW: 544.00' BW: 537.00' 15"Ø HDPE PIPE L=185' S=2.15% 5 3 5 TW: 541.00' BW: 537.00' TW: 536.00' BW: 534.00' TW: 54700' BW: 539.00' TW: 545.50' BW: 538.00' CONDOMINIUM B U I L D I N G . FF ELEV.: 498.0 GF ELEV.: 486.0 B U I L D I N G 9 4 U N I T FF E L E V . : 5 3 5 . 9 2 ' GF E L E V . : 5 2 5 . 2 5 ' F F E L E V . : 5 3 0 . 5 0 ' G F E L E V . : 5 3 0 . 0 0 ' B F E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 1 7 . 5 0 ' GF E L E V . : 5 1 6 . 5 0 ' BF E L E V . : 5 0 6 . 5 0 ' FF E L E V . : 5 1 3 . 0 0 ' G F E L E V . : 5 1 2 . 5 0 ' BF E L E V . : 5 0 2 . 5 0 ' B U I L D I N G 5 6 U N I T B U I L D I N G 1 1 4 U N I T FF E L E V . : 5 2 5 . 9 2 ' GF E L E V . : 5 1 5 . 2 5 ' FF E L E V . : 5 2 4 . 6 7 ' GF E L E V . : 5 1 4 . 0 0 ' FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 6 7 ' G F E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' EL E V . : 5 1 7 . 9 2 ' EL E V . : 5 0 7 . 2 5 ' F F E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' B F E L E V . : 5 0 0 . 5 0 ' F F E L E V . : 5 0 8 . 5 0 ' GF E L E V . : 5 0 8 . 0 0 ' BF E L E V . : 4 9 7 . 0 0 ' F F E L E V . : 5 2 8 . 5 0 ' G F E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' B U I L D I N G 7 6 U N I T B U I L D I N G 1 0 4 U N I T B U I L D I N G 8 4 U N I T B U I L D I N G 6 4 U N I T F F E L E V . : 5 3 G F E L E V . : 5 B F E L E V . : FF E L E V . : 5 4 2 . 6 7 ' GF E L E V . : 5 3 2 . 0 0 ' F F E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' F F E L E V . : 5 3 8 . 1 7 ' GF E L E V . : 5 2 8 . 5 0 ' FF E L E V . : 5 3 4 . 6 7 ' GF E L E V . : 5 2 4 . 0 0 ' FF E L E V . : 5 3 0 . 6 7 ' GF E L E V . : 5 2 0 . 0 0 ' FF E L E V . : 5 2 8 . 6 7 ' GF E L E V . : 5 1 8 . 0 0 ' F F E L E V . : 5 2 5 . 5 0 ' G F E L E V . : 5 2 5 . 0 0 ' B F E L E V . : 5 1 5 . 0 0 ' FF E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' BF E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 2 2 . 0 0 ' GF E L E V . : 5 2 1 . 5 0 ' BF E L E V . : 5 1 1 . 5 0 ' 525 53 0 50 0 50 5 52 0 51 5 53 5 51 0 53 5 53 0 525 512 52 0 54 0 515 542 520 51 0 505 510 515 520 525 530 F F E L E V . : 5 3 5 . 0 0 ' G F E L E V . : 5 3 4 . 5 0 ' B F E L E V . : 5 2 4 . 5 0 ' F F E L E V . : 5 3 4 . 2 0 ' G F E L E V . : 5 3 3 . 7 0 ' B F E L E V . : 5 2 3 . 7 0 ' F F E L E V . : 5 3 5 . 0 0 ' G F E L E V . : 5 3 4 . 5 0 ' B F E L E V . : 5 2 4 . 5 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' 52 5 500 540 530 510 5 3 0 5 2 5 513 514 5 1 5 5 1 6 51 7 5 1 8 51 9 5 2 0 5 2 1 5 2 2 5 4 0 53 6 53 7 53 8 53 9 54 1 5 4 2 TW: 545.00' BW: 542.00' TW: 544.00' BW: 539.00' TW: 545.00' BW: 542.00' 539 53554 0 535 530 525 TW: 527.50' BW: 525.00' 54 0 TW: 526.00' BW: 523.00' TW: 532.00' BW: 524.00' TW: 540.00' BW: 531.50' TW: 534.50' BW: 532.00' 54 5 5 3 5 53 5 53 6 53 3 541 53 2 53 1 508 50 2 50 3 50 4 52 3 52 2 5 2 1 526 517 51 2 51 3 51 4 51 6 516 537 534 527 52 4 51 1 50 9 50 8 496 495 490 49 8 49 9 4 9 5 49 7 492 TS/TR 497.9 495.5 BR 496.5 50 1 495 49 6 498 50 6 497 538 54 3 533 532 531 529 52 6 52 7 52 8 524 523 522 521 519 518 5 2 4 501 502 50 8 50 9 5 1 1 51 2 5 1 3 503 504 507 509 511 517 518 519 520 5 3 4 5 3 1 507 508 509 511 512 513 514 516 517 518 519 521 522 523 524 526 527 528 529 531 532 53 3 534 499 50 7 506 5 2 9 5 2 8 5 2 7 5 2 6 5 2 4 5 2 3 522 521 54 4 53 4 52 9 52 8 54 2 54 1 53 6 53 7 53 8 53 9 54 1 54 2 54 6 5 3 6 53 7 54 6 54 7 54 8 54 9 51 9 51 8 CB-1 RIM:534.14' INV OUT:529.57' 15" Ø CORR HDPE SUMP:528.57' CB-2 CB-3 RIM:522.13' INV IN:517.54' 18" Ø CORR HDPE INV IN:518.39' 15" Ø CORR HDPE INV OUT:517.34' 18" Ø CORR HDPE SUMP:516.34' CB-5 RIM:514.98' INV IN:508.88' 18" Ø CORR HDPE INV IN:511.12' 15" Ø CORR HDPE INV OUT:508.74' 18" Ø CORR HDPE SUMP:507.74' CB-7 RIM:506.00' INV IN:499.79' 18" Ø CORR HDPE INV OUT:499.78' 24" Ø CORR HDPE SUMP:498.78' CB-27 CB-28 RIM:545.07' INV IN:538.74' 18" Ø CORR HDPE INV IN:538.74' 15" Ø CORR HDPE INV OUT:538.49' 18" Ø CORR HDPE SUMP:537.49' CB-29 RIM:541.09' INV IN:536.73' 18" Ø CORR HDPE INV IN:536.73' 15" Ø CORR HDPE INV OUT:536.16' 18" Ø CORR HDPE SUMP:535.16' EX-1 EX-2 DI-1 RIM:535.91' INV OUT:530.49' 15" Ø CORR HDPE SUMP:529.49' DI-2 RIM:528.10' INV IN:522.17' 15" Ø CORR HDPE INV OUT:521.42' 15" Ø CORR HDPE SUMP:520.42' DI-3 RIM:517.03' INV IN:511.17' 15" Ø CORR HDPE INV OUT:507.24' 15" Ø CORR HDPE SUMP:506.24' CB-9 DI-6 RIM:497.00' INV OUT:493.75' 15" Ø CORR HDPE SUMP:492.75' CB-12 CB-11 DI-4 RIM:512.01' INV IN:507.54' 12" Ø CORR HDPE INV OUT:507.55' 15" Ø CORR HDPE SUMP:507.54' DI-5 RIM:499.97' INV IN:493.81' 15" Ø CORR HDPE INV OUT:493.56' 15" Ø CORR HDPE SUMP:492.56' DMH-3 CB-4 RIM:522.39' INV OUT:519.04' 15" Ø CORR HDPE SUMP:518.04' CB-6 RIM:515.21' INV OUT:511.74' 15" Ø CORR HDPE SUMP:510.74' CL-14 RIM:519.97' INV IN:515.01' 12" Ø CORR HDPE INV OUT:514.51' 12" Ø CORR HDPE SUMP:514.51' CL-13 RIM:511.95' INV IN:508.57' 12" Ø CORR HDPE INV OUT:508.25' 12" Ø CORR HDPE SUMP:508.15' CL-12 RIM:506.09' INV IN:500.59' 12" Ø CORR HDPE INV OUT:496.74' 12" Ø CORR HDPE SUMP:496.74' CL-5 RIM:507.92' INV IN:502.92' 12" RCP INV OUT:502.91' 12" RCP SUMP:502.91' CL-4 RIM:517.28' INV IN:511.75' 12" RCP INV OUT:511.68' 12" RCP SUMP:511.68' CL-3 RIM:522.17' INV IN:516.81' 12" RCP INV OUT:516.56' 12" RCP SUMP:516.56' CL-2 RIM:527.01' INV IN:521.75' 12" RCP INV OUT:521.50' 12" RCP SUMP:521.50' CL-1 RIM:528.65' INV IN:523.25' 12" RCP INV OUT:523.25' 12" RCP SUMP:523.08' CL-0 RIM:532.92' INV OUT:527.84' 12" RCP SUMP:527.84' CB-2 CB-2 RIM:530.47' INV IN:524.39' 15" Ø CORR HDPE INV OUT:524.14' 18" Ø CORR HDPE SUMP:523.14' CL-11 RIM:498.63' INV IN:495.86' 12" Ø CORR HDPE INV OUT:495.86' 12" Ø CORR HDPE SUMP:495.86' DI-8 RIM:521.40' INV IN:515.74' 12" Ø CORR HDPE INV OUT:515.31' 12" Ø CORR HDPE SUMP:515.31' F F E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' B F E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 2 2 . 9 2 ' G F E L E V . : 5 1 2 . 2 5 ' F F E L E V . : 5 2 0 . 5 0 ' GF E L E V . : 5 2 0 . 0 0 ' B F E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 3 2 . 9 2 ' GF E L E V . : 5 2 2 . 2 5 ' F F E L E V . : 5 2 8 . 5 0 ' G F E L E V . : 5 2 8 . 0 0 ' BF E L E V . : 5 1 8 . 0 0 ' F F E L E V . : 5 4 1 . 6 7 ' GF E L E V . : 5 3 1 . 0 0 ' W W W W W W W W W W W W W W 0+00 1+00 1+90.79 TW: 541.00' BW: 536.00' TW: 521.00' BW: 512.00' 0 + 0 0 0+ 0 0 0 + 0 0 1 + 0 0 S 00 0 PROPOSAL REDI-ROCK RETAINING WALL. SS D YH W W RD RDRDRDRDRDRDRDRDRDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD 0 + 0 0 1 + 0 0 PROPOSED ISLAND MOUNTABLE CURB. 00 0 00 1 10' S S S W W W W W W W W W W WS WS WS WS WS FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD TW: 524.00' BW: 515.00' 15"Ø HDPE PIPE L=172' S=1.0% 12" HDPE ROOF DRAIN COLLECTOR PIPE WITH NYLOPLAST DRAIN CLEAN OUT AS SHOWN. PROPOSED ASPHALT DRIVEWAY WITH BELGIUM BLOCK CURB. DETAIL (R-2) FD FD FD 8" x 8" TEE W/ 3 GATE VALVES 8" CL52 D.I.P WATER MAIN. FIRE HYDRANT.(F.H-1) SMH -1 SEWER SERVICE CONNECTION. TW: 544.00' BW: 537.00' TW: 54700' BW: 539.00' TW: 545.50' BW: 538.00'B U I L D I N G 1 1 4 U N I T F F E L E V . : 5 3 5 . 2 0 ' G F E L E V . : 5 3 4 . 7 0 ' B F E L E V . : 5 2 4 . 7 0 ' 535 530 F F E L E V . : 5 3 5 . 0 0 ' G F E L E V . : 5 3 4 . 5 0 ' B F E L E V . : 5 2 4 . 5 0 ' F F E L E V . : 5 3 4 . 2 0 ' G F E L E V . : 5 3 3 . 7 0 ' B F E L E V . : 5 2 3 . 7 0 ' F F E L E V . : 5 3 5 . 0 0 ' G F E L E V . : 5 3 4 . 5 0 ' B F E L E V . : 5 2 4 . 5 0 ' 5 2 5 54 0 5 3 5 53 5 529 528 527 526 52 4 534 5 3 4 533 534 533 532 531 5 2 6 5 2 4 5 2 3 522 53 6 53 7 53 8 53 9 54 1 54 2 53 6 53 7 54 7 54 8 525 524 523 522 521 5 2 0 5 1 9 5 1 8 51 7 51 6 5 1 5 51 4 54 9 CB-1 RIM:534.14' INV OUT:529.57' 15" Ø CORR HDPE SUMP:528.57' TW: 524.00' BW: 523.00' CL-15 RIM:525.40' INV OUT:518.21' 12" Ø CORR HDPE SUMP:518.21' DI-8 RIM:521.40' INV IN:515.74' 12" Ø CORR HDPE INV OUT:515.31' 12" Ø CORR HDPE SUMP:515.31' DI-9 RIM:524.01' INV OUT:521.09' 12" Ø CORR HDPE SUMP:520.09' Structure Table Structure Name SMH-1 SMH-2 SMH-3 SMH-6 SMH-5 SMH-4 SMH-7 SMH-10 SMH-9 SMH-8 SMH-11 EX-SMH Structure Details RIM = 534.37 SUMP = 528.94 Pipe - (96) 8" ∅ INV OUT = 528.96 RIM = 521.89 SUMP = 515.32 Pipe - (96) 8" ∅ INV IN = 515.42 Pipe - (97) 8" ∅ INV OUT = 515.32 RIM = 516.16 SUMP = 509.59 Pipe - (97) 8" ∅ INV IN = 509.72 Pipe - (98) 8" ∅ INV OUT = 509.62 RIM = 510.21 SUMP = 507.61 Pipe - (100) 8" ∅ INV OUT = 507.61 RIM = 508.99 SUMP = 505.91 Pipe - (100) 8" ∅ INV IN = 506.11 Pipe - (99) 8" ∅ INV OUT = 505.93 RIM = 506.36 SUMP = 498.98 Pipe - (98) 8" ∅ INV IN = 500.50 Pipe - (99) 8" ∅ INV IN = 500.50 Pipe - (101) 8" ∅ INV OUT = 499.02 RIM = 496.09 SUMP = 485.60 Pipe - (101) 8" ∅ INV IN = 485.62 Pipe - (102) 8" ∅ INV OUT = 485.62 RIM = 491.05 SUMP = 480.75 Pipe - (104) 8" ∅ INV IN = 480.77 Pipe - (15) 8" ∅ INV OUT = 480.77 RIM = 491.02 SUMP = 481.15 Pipe - (103) 8" ∅ INV IN = 481.15 Pipe - (104) 8" ∅ INV OUT = 481.15 RIM = 489.90 SUMP = 482.68 Pipe - (102) 8" ∅ INV IN = 482.68 Pipe - (103) 8" ∅ INV OUT = 482.68 RIM = 486.28 SUMP = 478.75 Pipe - (15) 8" ∅ INV IN = 478.77 Pipe - (16) 8" ∅ INV OUT = 478.77 RIM = 478.52 SUMP = 470.33 Pipe - (16) 8" ∅ INV IN = 470.33 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D 1: 2 0 IM P V . P L A N A PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 1 0 P M 20 - 2 0 C-105A No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n PnB CrC EX P A N D E D W E T L A N D L I M I T A S PE R F I E L D S K E T C H I D E N T I F I E D BY T O W N W E T L A N D CO N S U L T A N T F E B . 2 0 2 3 RU N O F F C H A N N E L A S P E R F I E L D SK E T C H I D E N T I F I E D B Y T O W N WE T L A N D C O N S U L T A N T F E B . 2 0 2 3 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WS WS WS WS WS WS WS WS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 6" WATER SERVICE HYD H YD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W D 13+73.43 0 + 0 0 1 + 0 0 2 + 0 0 3 + 0 0 13+00 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFDFD FD FD DT-4 DT-5 DT-6 WETLAND MITIGATION AREA TW: 535.00' BW: 528.00' TW: 533.00' BW: 526.00' TW: 523.50' BW: 521.00'TW: 528.00' BW: 523.00' TW: 524.00' BW: 520.00' TW: 520.00' BW: 517.00' TW: 520.00' BW: 518.00' TW: 520.00' BW: 518.00' TW: 520.00' BW: 517.00' TW: 519.00' BW: 516.00' TW: 517.00' BW: 515.00' TW: 503.00' BW: 499.00' TW: 505.00' BW: 501.00' TW: 508.00' BW: 505.00' TW: 510.00' BW: 505.00' D 5+ 0 0 6 + 0 0 7+ 0 0 8+ 0 0 9 + 0 0 10+00 11+00 12+00 12+09. 5 4 5+ 0 0 6+ 0 0 7+00 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12+00 12+14.8 4 5+1 6 3+ 0 0 4+00 5+0 0 0+00 1+00 2+00 3 + 0 0 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 + 0 0 1+00 00 5 00 6 00 7 00 8 99.55 8 00 0 00 1 00 2 00 3 00 4 00 5 00 6 0+00 1+ 0 0 1+ 1 3 . 9 2 00 0 00 1 00 2 00 3 00 4 00 5 10.22 5 PROPOSED STONE WALL. T.W. ELEVATION 493.00' D 0+00 1+00 2+00 3+00 3+82.73 SS SS SS SS SS SS SSSS SS SS SS SS SS SS SS SS SSSS SSSS SS SS SS SS SS SS SS SS SS SS SSSS DYH D YH D YH W WS WS WSWSWSWS WS WS WS WS WS WSWS WS WS WS WS WS W W SEPTIC TANKS TO BE REMOVED. 100' C O N T R O L L E D AREA B O U N D A R Y (TYP . ) D FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRDRDRDRDRDRDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD R D RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD 9 + 4 4 . 2 9 6 + 0 0 7+ 0 0 8+00 9 + 0 0 0+ 0 0 1+ 0 0 D YH W W W 00 6 00 7 00 8 00 9 00 10 00 11 80.23 11 1 2 ' TW: 513.00' BW: 511.00' W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 10' 1 2 ' 6 ' 7 ' S 000 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFDFDFDFDFD FD FD FD FD D DT-4 SS SS SS SS SS WS WS WS WS 0+ 0 0 0+ 9 4 . 3 5 Sta. 0+54.53 Off. 0.00' D D D D D D 5+ 0 0 6+ 0 0 7+ 0 0 8 + 0 0 9 + 0 0 10+00 1 1 + 0 0 12+0 0 12+4 8 . 6 3 PROPOSED FOOTING DRAIN TO BE DISCHARGED AT GRADE, TYP. 6'10' 1 0 ' 79.4' PROPOSED 8" PVC PIPE FOOT DRAIN. PROPOSED 6" PVC PIPE ROOF LEADER, TYP. LOW MARSH AREA PROPOSED POCKET WETLAND AREA WETLAND BOUNDARY (TYP.) DI -3 CB -33 PROPOSED HDPE STORM DRAINAGE PIPE (TYP.) FILTERED STANDPIPE OUTLET FOREBAY ES-7 INV. = 508.50 15" HDPE PIPE. L = 145' S = 2% STONE PILLARS 36" HDPE PIPE L=47' S = 2% 12" Ø HDPE ROOF DRAIN COLLECTOR PIPE, TYP. NEW POND OUTLET STRUCTURE F.H -3 F.H -4 12"Ø HDPE ROOF DRAIN COLLECTOR PIPE, TYP. EX. -4 MICROPOOL HIGH MARSH AREA CLEANOUT STRUCTURE, TYP. SEE DETAIL SW-1 ON C-504. W W W W W 75' VEGETATED FILTER STRIP, TYP. ES-8 INV.=489.00' ES-1 INV. = 509.17' ES-4 INV. = 502.78' ES-6 INV.=496.65' MAXIMUM W.S.E: 493.97' 25' WETLAND PLANT BUFFER ES-3 INV. = 503.10' STONEWALL TO MATCH EAST ENTRANCE WALL. ES-2 INV. IN = 503.00' ES-5 INV. = 494.80'ES-9 INV.=491.50' D RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD TW: 513.00' BW: 512.00' FOOTING DRAIN DISCHARGE, TYP. STAND PIPE CONNECTION. SIAMESE FIRE CONNECTION. 6"x6"x8" TEE GATE VALVE PROVIDE MIN. 18" VERTICAL SEPARATION BETWEEN WATER MAIN AND STORM/SEWER PIPE AND 10' HORIZONTAL SEPARATION BETWEEN WATER MAIN AND STORM/SEWER PIPE. PROPOSED 8" CL52 D.I.P WATER MAIN. 8" x 10" TAPPING SLEEVE AND GATE VALVE. 8" x 8" TEE W/ 2 GATE VALVES 8" CL52 D.I.P WATER MAIN. F.H-6 WATER MAIN PIPE TO BE ENCASED WITH K-CRETE ON SECTIONS WHERE 10' HORIZONTAL SEPARATION BETWEEN CATCH BASIN AND PIPE CAN NOT BE ACHIEVED.PLEASE SEE DETAIL (S-3) ON SHEET C-506. F.H-7 EXISTING GATE VALVE. EXISTING GATE VALVE. EXISTING WATER SERVICE LINE TO BE REMOVED AT THIS POINT AND REPLACED WITH NEW 6" SERVICE LINE S TW: 490.00' BW: 489.00' TW: 489.00' BW: 487.00' STAND PIP E CONNECTIO N SIAMESE FI R E CONNECTIO N 19.6' SS SS SS SS PORTION OF EXISTING 6" WATER SERVICE LINE TO REMAIN PORTION OF EXISTING WATER SERVICE LINE TO BE REMOVED 10' MAINTAIN 10' HORIZONTAL AND 18" VERTICAL SEPARATION FROM WATER MAIN W W W W W W W W W W W W INSTALLATION OF NEW CATCH BASIN CONNECTION ON GLEN ROCK DRAINAGE. WS WS WS WS 6" D.I.P FIRE SERVICE 4" D.I.P DOMESTIC WATER SERVICE RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD DEEP TEST PIT LOCATION. EXISTING BRIDGE TO BE REMOVED AND REPLACED WITH HDPE END SECTIONS AND TWO 36"Ø HDPE PIPE WATER-ROOM LOCATION OF THE WATER SYSTEM COMPONENTS MAINTAIN MINIMUM 10' HORIZONTAL SEPARATION STONE RIP-RAP EMBANKMENT AND OUTLET PROTECTION SMH -4 SMH -5 SMH -6 SMH -7 SMH -8 SEWER SERVICE. SMH -9 SMH -10 WS WS WS WS WS WS WATER-ROOM LOCATION OF THE WATER SYSTEM COMPONENTS WS WS WS WS WS WS WS WS WS WS WS WS 3" D.I.P DOMESTIC WATER SERVICE WS WS WS 0+ 0 0 1+ 0 0 BP: 0+00.00 PT: 0+79.11 TW: 521.00' BW: 518.00' CONDOMINIUM B U I L D I N G . FF ELEV.: 498. 0 GF ELEV.: 486.0 EXISTING U N D E R H I L L HOUSE. SWIMMING POOL CO P I N G ELEV. = 4 9 0 . 0 0 ' F F E L E V . : 5 1 1 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' B F E L E V . : 5 0 1 . 0 0 ' B U I L D I N G 5 6 U N I T BU I L D I N G 3 6 U N I T FF E L E V . : 5 GF E L E V . : FF E L E V . : 5 2 2 . 9 2 ' GF E L E V . : 5 1 2 . 2 5 ' FF E L E V . : 5 2 0 . 6 7 ' G F E L E V . : 5 1 0 . 0 0 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 7 . 9 2 ' GF E L E V . : 5 0 7 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 8 . 9 2 ' GF E L E V . : 5 0 8 . 2 5 ' FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' F F E L E V . : 5 1 1 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' B F E L E V . : 5 0 1 . 0 0 ' F F E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' B F E L E V . : 5 0 0 . 5 0 ' F F E L E V . : 5 0 8 . 5 0 ' GF E L E V . : 5 0 8 . 0 0 ' BF E L E V . : 4 9 7 . 0 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' FF E L E V . : 5 0 9 . 0 0 ' GF E L E V . : 5 0 8 . 3 3 ' BF E L E V . : 4 9 8 . 5 0 ' FF E L E V . : 5 1 0 . 0 0 ' GF E L E V . : 5 0 9 . 3 3 ' BF E L E V . : 4 9 9 . 5 0 ' B U I L D I N G 6 4 U N I T BU I L D I N G 4 4 U N I T B U I L D I N G 2 2 U N I T FF E L E V . : 5 1 9 . 9 2 ' GF E L E V . : 5 0 9 . 2 5 ' B U I L D I N G 1 4 U N I T F F E L E V . : 5 2 0 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' F F E L E V . : 5 2 0 . 5 0 ' G F E L E V . : 5 1 1 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' F F E L E V . : 5 2 1 . 5 0 ' G F E L E V . : 5 1 2 . 0 0 ' 51 0 495 485 490 490 49 0 490 50 0 50 5 51 5 5 1 0 505 5 0 5 51 0 53 5 53 0 52 5 52 0 . 52 0 490 490 49 0 491 492 491 491 489490 49 0 494 493 496 497 498 499 500 501 48 8 51 0 515 520 510 500 525 TW: 527.50' BW: 525.00' TW: 526.00' BW: 523.00' TW: 532.00' BW: 524.00' 5 0 7 50 9 512 486 487 488 488 489 489 491 49 1 49 2 50 2 50 3 50 4 517 51 2 51 3 51 4 51 6 51 0 515 511512513 514516 5 1 1 5 0 9 508 507 506 504 500 51 1 50 9 50 8 519 518 517 50 9 50 5 50 9 5 1 0 494 493 492 491 493 494 492 492 49 2 4 9 1 4 9 0 49 2 50 8 491.5 486.0TS 487.7 BS 490.2 TS 4 9 4 49 8 49 9 4 9 5 49 7 492 492 49 0 TS/TR 497.9 495.5 BR 496.5 50 1 495 49 6 49 3 49 8 503 +489.97' + 4 8 9 . 6 0 ' 50 6 491 49 1 494 493 491 491.5 491.5 491. 5 491 . 5 4 9 2 492 4 9 1 . 5 492 4 9 2 497 51 151 2 513 514 516 517 518 515 51 1 524 523 522 521 519 518 507 508 509 511 512 499 CB-7 RIM:506.00' INV IN:499.79' 18" Ø CORR HDPE INV OUT:499.78' 24" Ø CORR HDPE SUMP:498.78' CB-8 CB-10 DMH-1 CB-30 CB-31 CB-32 CB-33 DD-1 EX-3 EX-4 DI-3 RIM:517.03' INV IN:511.17' 15" Ø CORR HDPE INV OUT:507.24' 15" Ø CORR HDPE SUMP:506.24' CB-9 DI-6 RIM:497.00' INV OUT:493.75' 15" Ø CORR HDPE SUMP:492.75' CB-12 CB-13 CB-11 CB-14 CB-21 DMH-5 OS-1 DMH-7 DMH-2A DMH-2 CL-10 CL-9 CL-8 CL-7 CL-6 CL-5 RIM:507.92' INV IN:502.92' 12" RCP INV OUT:502.91' 12" RCP SUMP:502.91' CL-11 RIM:498.63' INV IN:495.86' 12" Ø CORR HDPE INV OUT:495.86' 12" Ø CORR HDPE SUMP:495.86' F F E L E V . : 5 1 1 . 0 0 ' GF E L E V . : 5 1 0 . 5 0 ' BF E L E V . : 5 0 0 . 5 0 ' FF E L E V . : 5 2 2 . 9 2 ' G F E L E V . : 5 1 2 . 2 5 ' 0 + 0 0 0 + 9 4 0+00 0+55 0+ 0 0 0+ 6 8 0+00 0+92 0+00 0+81 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D 1: 2 0 IM P V . P L A N B PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 1 0 P M 20 - 2 0 C-105B No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n Pn B Cr C W W W W W W W W W W W W WWS WS WS W S W S W S W S W S W S W S W S W S W S W S W S W S WS WSWSWS WS 6" W A T E R S E R V I C E HY D W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W DT - 7 1 3 + 7 3 . 4 3 0+00 1+00 2+00 3+00 4+00 5 + 0 0 6+ 0 0 7 + 0 0 8+00 9+00 10+00 1 1 + 0 0 1 2 + 0 0 13 + 0 0 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD DT - 1 DT - 2 DT - 3 DT - 4 DT - 5 DT - 6 WW TW : 4 7 5 . 0 0 ' BW : 4 7 1 . 0 0 ' TW : 4 7 4 . 0 0 ' BW : 4 7 3 . 0 0 ' D D 1 2 + 0 0 1 2 + 0 9 . 5 4 2 + 0 0 3+00 4+00 5 + 0 0 6 + 0 0 7 + 0 0 8+00 9+00 9+69.39 0 + 0 0 0+73 8+ 0 0 9+ 0 0 9+ 1 5 . 8 5 0+00 1 + 0 0 2+00 3+00 3+28.11 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W 0+00 1 + 0 0 2 + 0 0 3 + 0 0 4+00 5+00 5+75.91 003 0 0 4 00 5 006 0 0 7 0 0 8 2 3 . 3 8 8 003 004 00 5 10 . 2 2 5 PR O P O S E D S T O N E W A L L . T. W . E L E V A T I O N 4 9 3 . 0 0 ' D D D PR O P O S E D G R A D I N G . D D DT - 8 3 + 0 0 3 + 8 2 . 7 3 DE E P T E S T P I T L O C A T I O N . DE E P T E S T P I T L O C A T I O N . SS SS D YH WS WS D YH W TW : 4 9 2 . 0 0 ' BW : 4 8 6 . 0 0 ' 1 0 0 ' C O N T R O L L E D A R E A B O U N D A R Y ( T Y P . ) D D D FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FDFD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD 0+00 1+00 2+00 0+0 0 1+0 0 2+00 3+00 3+95.10 DYH W W W 12' 12' 1 5 ' 10' 10' 6 ' S TW : 4 7 6 . 0 0 ' BW : 4 7 0 . 0 0 ' 00 0 00 1 002 00 3 004 23 . 1 2 4 48 6 . 0 DT - 4 SS SS SS SS SS WS WS WS WS 0+00 0+94.35 Sta. 0+54.53 Off. 0.00' LO W M A R S H A R E A PR O P O S E D P O C K E T W E T L A N D A R E A 10 0 ' C O N T R O L L E D AR E A B O U N D A R Y ( T Y P . ) LA N D B O U N D A R Y ( T Y P . ) EX A C T L O C A T I O N O F P O N D O U T L E T P I P E UN K N O W N A N D W I L L B E D E T E R M I N E D DU R I N G C O N S T R U C T I O N A T TR E N C H D R A I N W I T H 1 2 " C A S T IR O N G R A T E . PR O P O S E D D R A I N M A N H O L E OV E R E X I S T I N G P I P E DM H - 9 RI M : 4 8 3 . 1 4 ' IN V . I N : 4 7 7 . 5 5 ' IN V . O U T : 4 7 7 . 3 0 ' PR O P O S E D H D P E S T O R M DR A I N A G E P I P E ( T Y P . ) PR O P O S E D S T O R M W A T E R M A N A G E M E N T SY S T E M S U B S U R F A C E I N F I L T R A T O R 12 9 S T O R M T E C H M C - 7 2 0 0 U N I T S EX F I L T R A T I O N I N V . : 4 6 8 . 7 5 ' PR O P O S E D S T O R M W A T E R D E T E N T I O N SY S T E M . 4 0 A D S N - 1 2 3 6 " H D P E SY S T E M I N V . 4 6 9 . 5 0 ' RI P R A P O U T L E T . HD P E D R A I N A G E P I P E . FI L T E R E D S T A N D P I P E O U T L E T ST O N E P I L L A R S PR O P O S E D 6 " C L 5 2 D . I . P W A T E R M A I N . AD S S L O T T E D D R A I N . CL E A N NE W P O N D O U T L E T ST R U C T U R E ES - 1 0 IN V . = 46 3 . 9 6 ' 12 " H D P E P I P E . MI C R O P O O L HI G H M A R S H A R E A CL E A N O U T S T R U C T U R E , T Y P . W W W W W W W WW W W W W W W W W W W W W W W W W W W W W IN S P E C T I O N P O R T , T Y P . GE T A T E D F I L T E R S T R I P , T Y P . ES - 8 IN V . = 4 8 9 . 0 0 ' =4 9 6 . 6 5 ' 24 " D E T E N T I O N C H A M B E R OU T L E T P I P E T O D M H - 1 0 IN V . 4 6 9 . 5 0 ' MA X I M U M W . S . E : 4 9 3 . 9 7 ' 25 ' W E T L A N D P L A N T B U F F E R 3" P V C D R A W DO W N P I P E ST O N E W A L L TO M A T C H E A S T EN T R A N C E W A L L . ES - 9 IN V . = 4 9 1 . 5 0 ' OV E R F L O W O U T L E T S T R U C T U R E IN V : 4 7 2 . 5 0 ' OV E R F L O W O U T L E T S T R U C T U R E IN V : 4 7 2 . 5 0 ' 24 " N Y L O P L A S T D R A I N ST A N D P I P E CO N N E C T I O N . SI A M E S E F I R E CO N N E C T I O N . 6" x 6 " x 8 " T E E GA T E V A L V E 8" C L 5 2 D . I . P W A T E R M A I N . R M A I N T O B E R E M O V E D U P T O N E W 8 " C L 5 2 D . I . P M A I N T O B E CO N N E C T E D T O E X I S T I N G A T F. H - 5 F. H - 6 F. H - 7 EX I S T I N G W A T E R S E R V I C E LI N E T O B E R E M O V E D A T T H I S PO I N T A N D R E P L A C E D W I T H NE W 6 " S E R V I C E L I N E S S S TW : 4 9 0 . 0 0 ' BW : 4 8 9 . 0 0 ' TW : 4 8 9 . 0 0 ' BW : 4 8 7 . 0 0 ' 18 " x 1 8 " D R A I N I N L E T . 12 " H D P E P I P E . S T A N D P I P E C O N N E C T I O N S I A M E S E F I R E C O N N E C T I O N WA T E R - R O O M , L O C A T I O N OF T H E W A T E R S Y S T E M CO M P O N E N T S . 1 9 . 6 ' PR O P O S E D 8 " S D R 3 5 S E W E R MA I N . ( T Y P . ) SS SS SS SS PO R T I O N O F E X I S T I N G 6 " W A T E R SE R V I C E L I N E T O R E M A I N PO R T I O N O F E X I S T I N G WA T E R S E R V I C E L I N E TO B E R E M O V E D 1 0 ' MA I N T A I N 1 0 ' H O R I Z O N T A L A N D 18 " V E R T I C A L S E P A R A T I O N FR O M W A T E R M A I N W W W W W W W W W W W W10' WS WS WS WS 6" D . I . P F I R E S E R V I C E 4" D . I . P D O M E S T I C WA T E R S E R V I C E EX I S T I N G B R I D G E T O B E RE M O V E D A N D R E P L A C E D WI T H H D P E E N D S E C T I O N S AN D T W O 3 6 " Ø H D P E P I P E ON O F T H E ON E N T S MA I N T A I N M I N I M U M 1 0 ' H O R I Z O N T A L S E P A R A T I O N ST O N E R I P - R A P EM B A N K M E N T A N D OU T L E T P R O T E C T I O N SM H - 8 SE W E R S E R V I C E . SM H - 9 SM H - 1 0 SM H - 1 1 EX I S T I N G M A N H O L E . WS WS WS WS WS WS WS 6" D . I . P F I R E S E R V I C E 3" D . I . P D O M E S T I C WA T E R S E R V I C E WA T E R - R O O M , L O C A T I O N OF T H E W A T E R S Y S T E M CO M P O N E N T S . 6" C L 5 2 D . I . P W A T E R M A I N WS WS WS O N D O M I N I U M B U I L D I N G . F F E L E V . : 4 9 8 . 0 GF E L E V . : 4 8 6 . 0 S E N I O R C E N T E R ( N O T P A R T O F T H I S P R O J E C T ) RETAIL S P A C E FF ELEV. : 4 7 6 . 0 0 ' 8,100 SF E X I S T I N G U N D E R H I L L H O U S E . S W I M M I N G P O O L C O P I N G E L E V . = 4 9 0 . 0 0 ' A P A R T M E N T B L D G . F F E L E V . : 4 9 0 . 0 0 ' G A R . F L . E L E V . : 4 7 6 . 0 0 ' 4 9 5 47 5 480 485 4 8 5 49 0 490 490 4 9 0 475 470 475 49 0 49 0 490 49 1 49 2 49 1 49 1 48 9 4 9 0 490 4 9 4 4 9 3 49 6 4 9 7 4 9 8 49 9 50 0 5 0 1 488 48 0 47 5 476 477 478 47 8 479 481 4 8 1 482 48 2 483 4 8 3 4 8 4 484 486 4 8 6 487 4 8 7 48 8 488 4 8 8 489 48 9 48 9 49 1 473 491 492 474 472 47 4 47 3 47 6 49 4 49 3 49 2 49 1 49 3 49 4 49 2 49 2 492 491 490 492 4 9 1 . 5 48 6 . 0 T S 48 7 . 7 BS 49 0 . 2 TS 47 6 47 6 . 5 T S 47 3 . 5 BS 47 3 . 4 TS 46 9 . 9 B S 4 9 0 494 495 4 9 2 492 490 TS / T R 49 7 . 9 49 5 . 5 BR 4 9 6 . 5 496 493 48 5 +4 8 9 . 9 7 ' +4 8 9 . 9 7 ' +489.60' +489.60' 4 9 1 491 49 4 49 3 49 1 4 9 1 . 5 4 9 1 . 5 4 9 1 . 5 49 1 . 5 492 49 2 491.5 49 2 492 479 476 477 CB-13 CB-15 CB-17 CB-18 CB-19 CB-14CB-16 DMH-3 CB-21 DMH-5 CB-22 CB-24 BYPASS #1 DD-2 DMH-6 BYPASS #2 CB-23 DMH-11 DMH-10 DI-7 CB-25 OS-1 DMH-7 DMH-8 DMH-9 TD-1 DMH-13 DD-3 NYLOPLAST DRAIN DMH-12 CB-26 Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D 1: 2 0 IM P V . P L A N C PR O J E C T - PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 U N D E R H I L L F A R M C U R R E N T S I T E P L A N . D W G 4/ 2 2 / 2 0 2 4 1 2 : 5 2 : 1 0 P M 20 - 2 0 C-105C No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n 36 . 2/ 1 7 / 2 6 Up d a t e s t o C u l - D e - S a c G r a d i n g 37 . 8/ 0 7 / 2 6 Re v i s i o n s T o B u i l d i n g 9 38 . 9/ 1 0 / 2 6 Re v i s i o n s T o B u i l d i n g 9 39 . 10 / 0 6 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NO T E S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F:\2020\20-20 UNICORN - SOUNDVIEW\ENGINEERING\CAD\C3D-20-20 UNICORN - SOUNDVIEW\DWG\20-20 SOUNDVIEW SITE PLAN DETAILS 5-2-23.DWG 4/12/2023 11:41:20 AM 20 - 2 0 G-101 GENERAL STORM DRAINAGE & UTILITY NOTES GENERAL CONSTRUCTION NOTES: 5. ROCK CUT STABILITY IS TO BE FIELD VERIFIED BY GEOTECHNICAL ENGINEER AND SHALL BE MODIFIED IF REQUIRED. 3. EACH BUILDING CONSTRUCTED HEREON SHALL BE OF SUCH AN ELEVATION THAT THE GROUND WILL SLOPE AWAY FROM IT IN ALL DIRECTIONS. IN THE EVENT THAT THIS IS NOT FEASIBLE, THE CONTRACTOR SHALL INSTALL TYPICAL YARD DRAINS AS REQUIRED AND CONNECT THEM TO THE STORM DRAINAGE SYSTEM OR AS DIRECTED BY THE PROJECT ENGINEER. 1. BENCH MARKS USING U.S.G.S. DATUM SHALL BE OF SUCH ELEVATION THAT THE GROUND WILL SLOPE AWAY FROM IT IN ALL DIRECTIONS. 2. LOCATION OF GAS AND WATER VALVES, ELECTRIC AND TELEPHONE POLES ARE TO BE DETERMINED BY PROPER AUTHORITIES AND APPROVED, AS TO LOCATION, BY THE TOWN ENGINEER. 8. ALL EXISTING UNDERGROUND DRAINS ENCOUNTERED DURING CONSTRUCTION OF PROPOSED ROADS ARE TO BE CONNECTED TO PROPOSED DRAINAGE IMPROVEMENTS. CONNECTIONS TO BE APPROVED BY THE TOWN ENGINEER. 7. INTERCEPTOR DRAINS ARE TO BE INSTALLED WHERE REQUIRED BY THE TOWN OR PROJECT ENGINEER DURING ROAD CONSTRUCTION. 6. STORM DRAIN PIPING TO BE HIGH DENSITY POLYETHYLENE AS SHOWN ON THE CONSTRUCTION DRAWINGS. MINIMUM COVER TO BE 2' UNLESS OTHERWISE NOTED. 4. NO TOPSOIL SHALL BE REMOVED FROM THE SITE. 11. STREET OPENING PERMIT FROM THE TOWN OF YORKTOWN D.P.W. MAY BE REQUIRED FOR INSTALLATIONS IN PUBLIC ROADS. 10. ALL STRUCTURES SHALL BE SET ONE INCH BELOW PAVEMENT. 9. PRIOR TO FINAL APPROVAL AND OPERATION OF DRAINAGE SYSTEM, CONTRACTOR SHALL CLEAR ALL ACCUMULATED SEDIMENT AND/OR DEBRIS FROM DRAINAGE STRUCTURES, MANHOLES, CULVERTS, OUTLETS AND DRAIN INLETS. ENGINEER SHALL BE NOTIFIED FOR FINAL INSPECTION. 5. ANY REVISIONS AND/OR ADDITIONS TO THE ROAD STORM DRAINAGE SYSTEMS CURRENTLY SHOWN ON THE PLANS WHICH ARE DEEMED NECESSARY DURING CONSTRUCTION MUST BE MADE BY THE CONTRACTOR AS REQUIRED BY THE TOWN AND SHALL BE SHOWN ON THE AS-BUILT DRAWINGS. 1. ALL UTILITIES, INCLUDING ELECTRIC LINES, TELEPHONE, WATER, SANITARY SEWER LINES, AND STORM SEWER LINES SHALL BE LOCATED UNDERGROUND AND SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE TOWN OF YORKTOWN AND THE UTILITY COMPANIES HAVING JURISDICTION. 3. ANY SOIL THAT IS UNSUITABLE FOR DEVELOPMENT OF BUILDINGS OR ROADWAYS SHALL BE REMOVED FROM AREAS TO BE DEVELOPED AND SHALL BE DISPOSED OF WITHIN THE SITE IN NEW EMBANKMENTS WHERE STRUCTURAL LOADING, I.E. A BUILDING OR ROADWAY, WILL NOT TAKE PLACE. WHEN CONSTRUCTION IS PROPOSED TO OCCUR IN SPECIFIC AREAS WHERE SOILS ARE OF QUESTIONABLE SUITABILITY, THE APPLICANT SHALL PROVIDE SOILS ENGINEERING REPORTS AS REQUIRED BY THE PLANNING BOARD ENGINEER, PRIOR TO THE CONSTRUCTION OF ROADWAYS AND, AS REQUIRED BY THE BUILDING INSPECTOR, PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. 2. CONSTRUCTION ACTIVITY SHALL BE LIMITED FROM 8:00 A.M. TO 6 P.M., AND NO CONSTRUCTION ACTIVITY SHALL OCCUR ON SUNDAYS OR LEGAL NEW YORK STATE HOLIDAYS. WHERE BLASTING IS NECESSARY, IT SHALL OCCUR FROM MONDAY THROUGH FRIDAY BETWEEN THE HOURS OF 8:00 A.M. AND 6:00 P.M. NO BLASTING SHALL OCCUR ON HOLIDAYS, SATURDAY OR SUNDAY. ALL BLASTING SHALL ALSO BE COMPLETED IN ACCORDANCE WITH THE TOWN OF YORKTOWN AND NEW YORK STATE BLASTING ORDINANCES. I. DISTRIBUTION SYSTEM - WATERMAIN A. GENERAL THE CONTRACTOR SHALL PERFORM THE NECESSARY EXCAVATION, BACKFILLING, CLEARING, GRUBBING, SHEETING, SHORING, DO ALL SHAPING OF TRENCHES, PUMPING AND BAILING, LAYING AND JOINING OF ALL PIPES, PROTECT AND SUPPORT EXISTING STRUCTURES AND REPAIR THEM, IF DAMAGED, AND ALL ELSE NECESSARY TO COMPLETE THE WORK. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, EQUIPMENT, LABOR, AND TOOLS NECESSARY TO COMPLETE THE WORK IN A SAFE, NEAT, AND WORKMANLIKE MANNER. B. SITE AND ACCESS CLEARING (WITHIN EASEMENTS) THE CONTRACTOR SHALL CONFINE ALL CLEARING OPERATIONS TO WITHIN THE IMMEDIATE AREAS THAT ARE ESSENTIAL FOR CONSTRUCTION OF THE WORK. C. STOCKPILING OF SUITABLE BACKFILL MATERIAL THE CONTRACTOR SHALL BE PREPARED WHEN EXCAVATING THE TRENCH TO SEPARATE SUITABLE BACKFILL MATERIAL FROM UNSUITABLE MATERIAL FOR USE AS BACKFILL ADJACENT TO THE PIPE. WATERMAIN NOTES 6. NO CRUSHING/PROCESSING IS PERMITTED ON THE SITE WITHOUT PRIOR APPROVAL BY THE TOWN OF YORKTOWN PLANNING BOARD. 1. EXCAVATION IN GENERAL SHALL CONFORM TO THE LINES AND GRADES SHOWN ON THE CONTRACT DRAWINGS. 6. SOILS USED AS BACKFILL SHALL CONSIST OF CLEAN DRY SOIL. THE MATERIAL SHALL BE GRANULAR AND FREE OF ORGANIC OR OTHER DELETERIOUS MATERIAL. IN GENERAL THE SOIL SHALL BE NON- PLASTIC WITH A PLASTICITY INDEX LESS THAN 5 AND SHALL CONFORM TO THE AASHTO SOIL CLASSIFICATION SYSTEM FOR AN "A-1-A" SOIL . HOWEVER THE MAXIMUM SIZE SHALL BE 6". IN GENERAL ALL FILL SHALL BE APPROVED BY THE ENGINEER PRIOR TO IT'S USE. WET MATERIAL OR UNSUITABLE MATERIAL SHOULD NOT BE USED. 10. THE CONTRACTOR SHALL NOT USE LARGE OR HEAVY CONSTRICTION EQUIPMENT WITHIN 5' OF THE RETAINING WALLS OR NEW FOUNDATION WALLS. HAND OPERATED COMPACTING EQUIPMENT SHALL BE USED WITHIN 5' OF THE WALL FACE. 3. WALLS TO BE CONSTRUCTED ON VIRGIN IN-SITU SOIL SHALL HAVE A MINIMUM ALLOWABLE BEARING CAPACITY OF 2 TSF. ALL OTHER CONDITIONS SHALL BE APPROVED BY THE GEOTECHINICAL ENGINEER. 4. TO INSURE A PROPER BEARING SURFACE, THE WALL SHALL BE CONSTRUCTED ON NATURAL IN-SITU SOIL, THE CONTRACTOR SHALL STRIP ALL TOP SOIL. THE AREA SHALL THEN BE COMPACTED USING SUITABLE COMPACTION EQUIPMENT. A MINIMUM OF 3 PASSES SHALL BE MADE. 7. BACKFILL SHALL BE PLACED AND COMPACTED IN A MAXIMUM 12" LIFTS. 5. WALLS SHALL NOT BE CONSTRUCTED ON WET OR FROZEN GROUND. 2. THE ENGINEER SHALL BE NOTIFIED OF UNSUITABLE SUB-GRADE SOILS PRIOR TO PLACEMENT OF WALL. 11. ALTERNATE WALL DESIGNS MUST BE SEALED BY A NEW YORK STATE LICENSED PROFESSIONAL ENGINEER THE MINIMUM FACTORS OF SAFETY FOR SLIDING AND OVERTURNING SHALL BE 2.0. WALL NOTES: 12. ALTERNATE WALL DESIGNS MUST BE SEALED BY A NEW YORK STATE LICENSED PROFESSIONAL ENGINEER THE MINIMUM FACTORS OF SAFETY FOR SLIDING AND OVERTURNING SHALL BE 2.0. 8. ALL BOULDER RETAINING WALLS SHALL HAVE A GEOTEXTILE FABRIC BACKING FOR THE FULL HIEGHT OF THE WALL AS MANUFACTURED BY MIRAFI OR APPROVED EQUAL. 9. IF GROUNDWATER IS ENCOUNTERED, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY TO DETERMINE IF THE ADDITION OF AN UNDERDRAIN MAY BE REQUIRED. SPECIAL PRECAUTIONS SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT OVERHEAD POWER LINES, WATERMAINS, GAS MAINS, ELECTRIC AND TELEPHONE CONDUITS, STORM AND SANITARY SEWERS, CULVERTS, BUILDINGS AND OTHER EXISTING STRUCTURES IN AND NEAR THE EXCAVATION. IN ALL CASES, WHETHER UNDERGROUND STRUCTURES HAVE OR HAVE NOT BEEN DELINEATED, THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE ACCEPTS NO RESPONSIBILITY FOR THEIR LOCATION. 'UNDERGROUND UTILITIES" LOCATES EXISTING UNDERGROUND UTILITIES FREE OF CHARGE. THE PHONE NUMBER IS 1-800-245-2828. GUTTERS, SEWERS, DRAINS AND DITCHES SHALL BE KEPT OPEN AT ALL TIMES FOR SURFACE DRAINAGE. NO DAMMING OR PONDING OF WATER IN GUTTERS OR OTHER WATERWAYS WILL BE PERMITTED EXCEPT WHERE STREAM CROSSINGS ARE NECESSARY AND THEN ONLY TO AN EXTENT WHICH THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE SHALL CONSIDER NECESSARY. THE CONTRACTOR SHALL NOT DIRECT ANY FLOW OF WATER ACROSS OR OVER PAVEMENTS EXCEPT THROUGH APPROVED PIPES OR PROPERLY CONSTRUCTED TROUGHS OF SUCH SIZES AND LENGTHS AS MAY BE REQUIRED, AND PLACE THE SAME AS DIRECTED. THE GRADING IN THE VICINITY OF TRENCHES SHALL BE CONTROLLED SO THAT THE GROUND SURFACE IS PROPERLY PITCHED TO PREVENT WATER RUNNING IN THE TRENCHING. THE CONTRACTOR SHALL NOT COMMENCE OPERATIONS INVOLVING ANY PUBLIC UTILITY BEFORE HAVING GIVEN WRITTEN NOTICE TO THE COMPANY OR OWNER, OR ITS AGENTS, AND SHALL COOPERATE WITH THE COMPANY'S OR OWNER'S FORCES IN PROTECTING AND PREVENTING DAMAGE TO THE PROPERTY. THE CONTRACTOR WILL, AT HIS OWN EXPENSE, BE RESPONSIBLE FOR DIRECT OR INDIRECT DAMAGE THAT MAY BE DONE TO ANY UTILITY OR STRUCTURE IN THE PROSECUTION OF HIS WORK. THE LIABILITY OF THE CONTRACTOR IS ABSOLUTE AND IS NOT DEPENDENT UPON ANY QUESTIONS OF NEGLIGENCE ON HIS PART OR ON THE PART OF HIS AGENT, OR EMPLOYEES, AND THE NEGLECT OF THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE TO DIRECT THE CONTRACTOR TO TAKE ANY PARTICULAR PRECAUTION OR TO REFRAIN FROM DOING SUCH DAMAGE. SHOULD THE POSITION OF ANY PIPE, CONDUIT, POLE OR OTHER STRUCTURES, ABOVE OR BELOW THE GROUND, BE SUCH AS TO REQUIRE ITS REMOVAL, REALIGNMENT, OR CHANGE DUE TO WORK TO BE DONE, REALIGNMENT OR CHANGE WILL BE DONE BY OR UNDER SUPERVISION OF THE OWNER OF THE OBSTRUCTIONS. THE CONTRACTOR SHALL UNCOVER AND SUSTAIN THE STRUCTURES, AFTER SUCH REALIGNMENT OR CHANGE. THE CONTACTOR SHALL NOT INTERFERE WITH ANY PERSONS, OR WITH THE OWNER IN PROTECTING, REMOVING, CHANGING OR REPLACING THEIR PIPES, CONDUITS, POLES OR OTHER STRUCTURES; BUT HE SHALL SUFFER SAID PERSONS OR THE OWNER TO TAKE ALL SUCH MEASURES AS THEY MAY DEEM NECESSARY OR ADVISABLE FOR THE PURPOSE AFORESAID, AND THE CONTRACTOR SHALL THEREBY BE IN NO WAY RELIEVED OF ANY OF HIS RESPONSIBILITIES. THE CONTRACTOR SHALL MAKE ALL NECESSARY ARRANGEMENTS WITH THE OWNER OF THE RESPECTIVE UTILITY PRIOR TO RELOCATION OR INTERRUPTION OF SERVICE. ALL WORK NECESSARY FOR THE RELOCATION SHALL BE PERFORMED BY THE CONTRACTOR, OR BY THE OWNER AT THE OWNER'S OPTION, AND TO THE SATISFACTION OF THE OWNER. WHERE SERVICE IS INTERRUPTED, THE CONTRACTOR SHALL COOPERATE IN RESTORING SERVICE PROMPTLY. ALL CHARGES FOR DAMAGES DONE TO UTILITIES SHALL BE PAID BY THE CONTRACTOR. CONSTRUCTION IN THE ROAD RIGHT-OF-WAY SHALL AT ALL TIMES BE PERFORMED WITH MINIMUM DISTURBANCE TO TRAFFIC WITH SUFFICIENT BARRICADES AND DIRECTION. DETOURS CAN BE INSTITUTED WITH APPROVAL OF THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE, OR STATE, COUNTY, OR LOCAL AUTHORITIES. PAVEMENT SHALL BE CUT PRIOR TO REMOVAL. HOLES AND SETTLEMENTS IN THE TRENCHES SHALL BE IMMEDIATELY FILLED TO THE ORIGINAL GRADE ELEVATION WITH THE SPECIFIED MATERIALS. THE CONTRACTOR SHALL PROCEED WITH CAUTION IN THE EXCAVATION AND PREPARATION OF THE TRENCH SO THAT THE EXACT LOCATION OF UNDERGROUND STRUCTURES, BOTH KNOWN AND UNKNOWN, MAY BE DETERMINED. THE TRENCH SHALL BE EXCAVATED SO THAT THE PIPE CAN BE LAID TO THE ALIGNMENT AND DEPTH REQUIRED. MINIMUM DEPTH OF COVER FROM SURFACE OF GROUND TO TOP OF PIPE BARREL SHALL BE FOUR FEET (4'). NO TRENCH SHALL BE EXCAVATED MORE THAN FIVE HUNDRED LINEAL FEET (500 LF) IN ADVANCE OF PIPE LAYING UNLESS AUTHORIZED BY THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE. THE TRENCH SHALL BE SO BRACED AND DRAINED THAT THE WORKMEN MAY WORK THEREIN SAFELY AND EFFICIENTLY. IT IS ESSENTIAL THAT THE DISCHARGE OF THE TRENCH DEWATERING PUMPS BE CONDUCTED TO NATURAL DRAINAGE CHANNELS OR DRAINS, AS IN ACCORDANCE WITH OSHA REQUIREMENTS. THE WIDTH OF THE TRENCH SHALL BE OF ADEQUATE SIZE TO PERMIT THE PIPE TO BE LAID AND JOINTED PROPERLY, BUT SHALL NOT EXCEED THE SUM OF TWENTY-FOUR INCHES(24") PLUS THE PIPE OUTSIDE DIAMETER, AND THE BACKFILL TO BE PLACED AND COMPACTED AS SPECIFIED. LEDGE ROCK, BOULDERS AND LARGE STONES SHALL BE REMOVED TO PROVIDE A CLEARANCE OF AT LEAST SIX INCHES (6") BELOW AND ON EACH SIDE OF ALL PIPES AND FITTINGS. THE TRENCH SHALL BE EXCAVATED TO THE DEPTH REQUIRED SO AS TO PROVIDE A UNIFORM AND CONTINUOUS BEARING AND SUPPORT FOR THE PIPE ON SOLID AND UNDISTURBED GROUND AT EVERY POINT. WHERE THE BOTTOM OF THE TRENCH AT A SUBGRADE IS FOUND TO BE UNSTABLE, OR TO INCLUDE ASHES, CINDERS, ALL TYPES OF REFUSE, VEGETABLE OR OTHER ORGANIC MATERIAL OR LARGE PICES OF FRAGMENTS OR INORGANIC MATERIAL WHICH IN THE JUDGEMENT OF THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE SHOULD BE REMOVED, THE CONTRACTOR SHALL EXCAVATE AND REMOVE SUCH UNSUITABLE MATERIAL TO THE WIDTH AND DEPTH ORDERED BY THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE. ANY PART OF THE BOTTOM OF THE TRENCH EXCAVATED BELOW THE SPECIFIED GRADE SHALL BE CORRECTED WITH APPROVED BEDDING MATERIAL, SUCH AS THOROUGHLY COMPACTED CRUSHED STONE, GRAVEL, OR CONCRETE AS DIRECTED BY THE TOWN ENGINEER, WATER SUPERINTENDENT, OR AUTHORIZED REPRESENTATIVE. THE FINISHED SUBGRADE SHALL BE PREPARED ACCURATELY BY MEANS OF HAND TOOLS. 4. ROOF LEADERS AND FOOTING DRAINS SHALL EMPTY INTO THE STORM DRAINAGE SYSTEM OR DISCHARGE DIRECTLY TO STORMWATER MANAGEMENT SYSTEMS IF GRADES PERMIT, AND CONNECTION TO THE STORM SYSTEM IS NOT FEASIBLE, FOOTING DRAINS ONLY MAY DISCHARGE TO DAYLIGHT AT THE REAR OF BUILDINGS. FOOTING DRAINS SHALL EXTEND A MINIMUM OF 30 FT. FROM THE REAR FACE OF THE BUILDING WHEN POSSIBLE. UNDER NO CIRCUMSTANCES SHALL THE DISCHARGE OF GROUND WATER OR STORM WATER, EITHER BY GRAVITY OR BY PUMPING, BE DISCHARGED TO ANY SANITARY SEWER SYSTEM. CONTRACTOR RESPONSIBILITIES: 1. ALL WORK ON THE PROJECT SHALL BE PERFORMED IN A WORKMAN LIKE MANNER AND SHALL BE IN ACCORDANCE WITH THE STANDARDS OF THE INDUSTRY. THE OWNER WILL BE THE SOLE JUDGE OF THE ACCEPTABILITY OF THE WORK. MATERIALS AND WORK DEEMED UNACCEPTABLE WILL BE REMOVED AND REDONE AT THE SOLE COST AND RESPONSIBILITY OF THE CONTRACTOR. 2. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT HIS WORK AND WILL BE HELD RESPONSIBLE FOR CONSEQUENTIAL DAMAGES DUE TO HIS ACTIVITIES. THE CONTRACTOR SHALL BE RESPONSIBLE TO THE OWNER FOR THE ACTS AND OMISSIONS OF HIS EMPLOYEE, AND THEIR AGENTS AND EMPLOYEES, AND ANY OTHER PERSONS PERFORMING ANY THE WORK UNDER A SEPARATE CONTRACT WITH THE CONTRACTOR. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROPERLY SHORE EXISTING UTILITIES IF REQUIRED BY CONSTRUCTION. 4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE BUILDING INSPECTOR IN ADVANCE OF HIS WORK OR AS THE INSPECTOR DEEMS APPROPRIATE. 5. ALL CONDITIONS, LOCATIONS AND DIMENSIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR AND THE OWNER/ENGINEER NOTIFIED IN WRITING OF ANY DISCREPANCIES PRIOR TO THE START OF WORK. THE OWNER/ENGINEER WILL EVALUATE THE SITUATION AND MODIFY THE PLAN AS NECESSARY. 6. ALL CHANGES MADE TO THIS PLAN SHALL BE APPROVED BY THE ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS. ANY UNAUTHORIZED ALTERATION OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING HIS BEST SKILL AND ATTENTION. HE SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THIS CONTRACT. 9. THE CONTRACTOR SHALL VERIFY ALL SUBSTRUCTURES ENCOUNTERED DURING CONSTRUCTION. 10. THE CONTRACTOR SHALL SECURE & PAY FOR A BUILDERS RISK POLICY TO COVER THE PERIOD OF CONSTRUCTION. THE ENGINEER & OWNER SHALL BE NAMED AS ADDITIONAL INSURED. ALL CONTRACTORS EMPLOYED AT THE SITE SHALL BE COVERED BY WORKMAN'S COMPENSATION. GENERAL NOTES: 1. THE ENGINEER WHOSE SEAL APPEARS HEREON HAS NOT BEEN RETAINED FOR SUPERVISION OF CONSTRUCTION, SUBSEQUENTLY,HE IS NOT RESPONSIBLE FOR CONSTRUCTION AND THEREFORE ASSUMES NO RESPONSIBILITY FOR CONSTRUCTION PRACTICES, PROCEDURES, AND RESULTS THEREFROM. 2. THE ENGINEER SHALL NOT BE HELD RESPONSIBLE OR HELD ACCOUNTABLE FOR THE INTEGRITY OF ANY STRUCTURES CONSTRUCTED OR UNDER CONSTRUCTION PRIOR TO THE APPROVAL OF THE PLANS. 3. THE TOWN ENGINEER'S OFFICE AND WATER DISTRICT OFFICE IS TO BE NOTIFIED 24 HOURS BEFORE COMMENCING SITE CONSTRUCTION OR WATER MAIN CONNECTION. 4. ALL WORK IS TO BE IN ACCORDANCE WITH THE TOWN CODE OF PRACTICE AND SPECIFICATIONS. 5. ALL CONDITIONS, LOCATIONS, AND DIMENSIONS SHALL BE FIELD VERIFIED AND THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED OF ANY DISCREPANCIES. 6. ALL CHANGES MADE TO THE PLANS SHALL BE APPROVED BY THE ENGINEER WHOSE SEALAPPEARS ON THESE DRAWINGS. ANY SUCH CHANGES SHALL BE FILED AS AMENDMENTS TO THE ORIGINAL BUILDING PERMIT. 7. ALL WRITTEN DIMENSIONS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER ANY SCALED DIMENSIONS. 8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CALL IN A "CODE 53" PRIOR TO CONSTRUCTION FOR UNDERGROUND UTILITY LOCATIONS. 9. SUBSTRUCTURES AND THEIR ENCROACHMENTS BELOW GRADE, IF ANY, ARE NOT SHOWN. 9. ANY PROPOSED ELECTRIC AND/OR TELEPHONE SERVICE LINES ARE TO BE PLACED UNDERGROUND. 10. THE DESIGN ENGINEER DISCLAIMS ANY LIABILITY FOR DAMAGE OR LOSS INCURRED DURING OR AFTER CONSTRUCTION. 11. ALL CONDITIONS, LOCATIONS AND DIMENSIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR AND THE OWNER/ENGINEER NOTIFIED IN WRITING OF ANY DISCREPANCIES PRIOR TO THE START OF WORK. THE OWNER/ENGINEER WILL EVALUATE THE SITUATION AND MODIFY THE PLAN AS NECESSARY. 12. MAINTENANCE OF EASEMENTS ON SITE ARE THE RESPONSIBILITY OF THE GRANTOR. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO THE OWNER FOR THE ACTS AND OMISSIONS OF HIS EMPLOYEES, SUBCONTRACTORS, AND THEIR AGENTS AND EMPLOYEES, AND ANY OTHER PERSONS PERFORMING ANY OF THE WORK UNDER A CONTRACT WITH THE CONTRACTOR. D. PROTECTION OF EXISTING STRUCTURES AND UTILITIES E. CONSTRUCTION OF ROAD RIGHT-OF-WAY F. EXCAVATION AND PREPARATION OF TRENCH GENERAL WATER MAIN NOTES: 1.ALL PROPOSED WATERMAIN MATERIALS, CONSTRUCTION AND INSTALLATION SHALL CONFORM TO ALL APPLICABLE RULES AND REGULATIONS OF THE TOWN OF YORKTOWN WATER DEPARTMENT AND THE WESTCHESTER COUNTY HEALTH DEPARTMENT STANDARDS AND SPECIFICATIONS. CONSTRUCTION MUST BE UNDER THE SUPERVISION OF A LICENSED AND REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF NEW YORK WHO SHALL FURNISH A CERTIFICATE OF CONSTRUCTION COMPLIANCE AND TWO (2) SETS OF AS-BUILT PLANS AFTER THE COMPLETION OF THE PROJECT. 2.THE RECORDS OF THE TOWN OF YORKTOWN INDICATE THAT THERE IS ADEQUATE WATER PRESSURE AND CAPACITY AS REQURIED TO SERVE THIS PROJECT. 3.ALL BACKFLOW PREVENTION DEVICES ASSOCIATED WITH THE FIRE AND DOMESTIC SERVICES FOR EACH OF THE PROPOSED OFFICE SPACES IN THE TYPE "B" UNITS SHALL BE LOCATED INTERNAL TO THE BUILDING AND SHALL REQUIRE SEPARATE APPROVAL BY THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. 4.ALL FIRE AND DOMESTIC SERVICE CONNECTIONS FROM THE PROPOSED WATER MAIN SHALL BE INSTALLED WITH WET TAPS AFTER THE CONTRACTOR HAS INSTALLED THE MAIN AND IT HAS BEEN APPROVED BY THE TOWN OF YORKTOWN WATER DEPARTMENT AND THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. 5.THE CONTRACTOR IS ADVISED THAT BEFORE HE CONNECTS TO THE EXISTING WATER SYSTEM, HE MUST ADVISE AND COORDINATE HIS OPERATIONS WITH THE TOWN OF YORKTOWN WATER DEPARTMENT'S SUPERINTENDENT. MEANS AND METHODS USED TO CONNECT TO THE EXISTING SERVICE SHALL BE APPROVED BY THE TOWN AND SHALL INCLUDE BUT NOT BE LIMITED TO WET TAPS OR OTHERWISE. 6.THE CONTRACTOR IS TO MAINTAIN CONSTANT FLOW AND PRESSURE IN ALL WATER MAINS AT ALL TIMES. IF THE NEED SHOULD ARISE THAT WATER SERVICE IS TO BE INTERRUPTED FOR A SHORT PERIOD, IT MUST BE COORDINATED WITH AND APPROVED BY THE ENGINEER AND THE TOWN OF YORKTOWN SUPERINTENDENT OF WATER. 7.WATER MAINS CROSSING HOUSE SEWERS, STORM SEWERS OR SANITARY SEWERS SHALL BE LAID TO PROVIDE A VERTICAL SEPARATION OF A MINIMUM OF 18" BETWEEN THE BOTTOM OF WATER MAIN AND TOP OF SEWER. 8.WATER MAINS PASSING UNDER HOUSE SEWERS, IN ADDITION, SHALL BE PROTECTED BY PROVIDING A VERTICAL SEPARATION OF 18" MINIMUM FROM THE BOTTOM OF THE SEWER TO THE TOP OF THE WATER MAIN AND ADEQUATE STRUCTURAL SUPPORT FOR THE SEWER TO PREVENT EXCESSIVE DEFLECTION OF THE JOINTS AND THE SEWER SETTLING AND BREAKING THE WATER MAIN. IN ADDITION THE LENGTH OF WATER PIPE IS TO BE CENTERED AT THE POINT OF CROSSING SO THAT THE JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE SEWER. NO WATER MAIN SHALL PASS THROUGH OR COME IN CONTACT WITH ANY PART OF A SEWER OR SEWER MANHOLE. 9.THE COVER OVER THE TOP OF THE WATER MAIN SHALL BE A MINIMUM OF 4 FEET TO A MAXIMUM OF 5.5 FT. 10.WATER MAINS SHALL BE CLASS 52 DUCTILE IRON PIPES (DIP) TYTON JOINT TYPE AND FITTINGS SHALL BE FACTORY CEMENT LINED CLASS 52. ALL FITTINGS SHALL HAVE MECHANICAL JOINTS AND SHALL BE PRESSURE RATED AT 250 PSI. ALL NECESSARY JOINT MATERIALS SHALL BE FURNISHED. WATER MAINS SHALL BE INSTALLED IN ACCORDANCE WITH AWWA STANDARDS, LATEST REVISION. 11.ALL GATE VALVES SHALL BE MUELLER RESILIENT WEDGE (TURN LEFT OPEN) TYPE AND SHALL MEET AWWA STANDARDS, LATEST REVISION. 12.ALL SERVICE CONNECTIONS AND SMALL DIAMETER EXTENSIONS SHALL CONFORM TO AWWA C-151. 13.RETAINER GLANDS AND CONCRETE THRUST BLOCKS OR RODS SHALL BE USED AT ALL LOCATIONS WHERE RESTRAINTS EXIST. 14.INSTALLATION AND TESTING OF THE WATER MAIN SHALL BE INSPECTED BY THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. THE CONTRACTOR SHALL PROVIDE THE HEALTH DEPARTMENT A MINIMUM 48 HOURS NOTICE PRIOR TO ANY PRESSURE/LEAKAGE TESTS AND/OR DISINFECTION AND BACTERIOLOGICAL TESTS PERFORMED ON THE PROPOSED WATER MAIN. THE RESULTS OF THE ABOVE TESTS MUST BE ACCEPTED BY THE WCHD PRIOR TO USE OF THE MAIN. 15.ASBUILT DRAWINGS SHALL SHOW DIMENSIONS BETWEEN ALL VALVE TURNING NUTS AND FINISH GRADE. 16.INSTALLATION, DISINFECTION AND TESTING TO BE WITNESSED AND CERTIFIED BY A LICENSED PROFESSIONAL ENGINEER OR TOWN OF YORKTOWN ENGINEER. 17.ALL HYDRANTS AND VALVES SHALL BE AS MANUFACTURED BY THE MUELLER COMPANY. 18.THE FINAL LOCATIONS OF FIRE HYDRANTS AND SIAMESE CONNECTIONS SHALL BE DETERMINED BY AND COORDINATED WITH THE TOWN OF YORKTOWN FIRE DEPARTMENT. 19.IF, DURING CONSTRUCTION, IT IS FOUND THAT THE REQUIRED SEPARATION OF WATER MAINS, SANITARY SEWERS, STORM SEWERS, AND BUILDING SEWERS CANNOT BE MET, THE DEVELOPER OR HIS AUTHORIZED REPRESENTATIVE SHALL CONTACT THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. APPROVAL BY THE WCHD IS REQUIRED PRIOR TO ANY FIELD CHANGES THAT WILL AFFECT MINIMUM WATER/SEWER SEPARATION DISTANCES. 20.ALL TYPES OF INSTALLED PIPE SHALL BE PRESSURE TESTED AND LEAKAGE TESTED IN ACCORDANCE WITH THE LATEST EDITION OF AWWA STANDARD C-600. 21.ALL NEW, CLEANED OR REPAIRED WATER MAINS SHALL BE DISINFECTED AND BACTERIOLOGICAL TESTING PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF AWWA STANDARD C-651-05 (EXCEPT FOR SECTION 4.4.2 WHICH IS NOT APPROVABLE). THE SPECIFICATIONS INCLUDE DETAILED PROCEDURES FOR THE ADEQUATE FLUSHING, DISINFECTION, AND MICRO- BIOLOGICAL TESTING OF ALL WATER MAINS. 22.ROAD OPENINGS SHALL BE DONE IN ACCORDANCE WITH CONDITIONS OF PERMIT, AND COORDINATED WITH THE TOWN OF YORKTOWN. 23.UPON COMPLETION AND PRIOR TO USE, TWO (2) SETS OF AS-BUILT PLANS AND ACCEPTABLE BACTERIOLOGICAL SAMPLE AND WATER MAIN HYDROSTATIC TEST RESULTS MUST BE SUBMITTED ALONG WITH THE DESIGN PROFESSIONAL'S CERTIFICATION OF CONSTRUCTION TO THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. SANITARY SEWER NOTES: 1.ALL WORK TO BE DONE IN ACCORDANCE WITH THE CODE OF THE TOWN OF YORKTOWN AND THE REGULATIONS OF THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH. 2.SANITARY MANHOLES/CLEANOUT MANHOLES SHALL BE PRECAST CONCRETE. 3.ALL WORK SHALL BE MANUFACTURED IN ACCORDANCE WITH APPROVED STANDARDS AND SHALL BE SPACED A MAXIMUM DISTANCE OF 300' ON STRAIGHT RUNS AND INSTALLED AT EVERY CHANGE IN ALIGNMENT. MANHOLE POSITIONING SHALL BE AS TO PREVENT THE ENTRANCE OF SURFACE WATER DURING STORMS. MANHOLE RIMS ARE TO BE WATER TIGHT IN AREAS SUBJECT TO POSSIBLE FLOODING CONDITIONS. 4.ALL BUILDING LATERALS TO BE INSTALLED BY PLUMBERS, LICENSED IN THE TOWN OF YORKTOWN ACCORDING TO THE REQUIREMENTS OF THE TOWN OF YORKTOWN. 5.SANITARY SEWER CONSTRUCTION SHALL MEET ALL SEWER CONSTRUCTION SPECIFICATIONS FOR THE TOWN OF YORKTOWN. 6.THE TOWN ENGINEER SHALL BE NOTIFIED 48 HOURS PRIOR TO THE START OF ANY WORK. 7.A CODE 53 SHALL BE CALLED BEFORE THE START OF ANY EXCAVATION WORK. 8.A STREET OPENING PERMIT SHALL BE OBTAINED BY THE CONTRACTOR PRIOR TO ANY WORK BEING STARTED IN PUBLIC ROADS. 9.ALL SEWERS SHALL BE LAID AT LEAST 10 FT HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE IT IS IMPRACTICAL TO MAINTAIN A 10 FOOT SEPARATION, THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH MAY ALLOW DEVIATION ON A CASE-BY-CASE BASIS, IF SUPPORTED BY DATA FROM THE DESIGN ENGINEER. 10.MANHOLE STEPS SHALL BE CAST IRON NEENAH NO. R-1981-0 OR CAMPBELL FOUNDRY NO. 2588-1 OR POLYPROPYLENE COATED STEEL (SEE SPECIFICATIONS) OR APPROVED EQUAL. 11.UNLESS OTHERWISE SPECIFIED, SANITARY SEWER MANHOLES SHALL HAVE THE LETTERS "SEWER" CAST ON THE COVER. 12.MANHOLE COVERS AND STRUCTURES SHALL MEET OR EXCEED A.S.T.M. AND O.S.H.A. REQUIREMENTS AND MUST BE RATED FOR H-20 LOADING. MANHOLES MUST BE MIN. 48" DIAMETER. 13.ALL SANITARY STRUCTURES SHALL RECEIVE 2 MIL COATS OF BITUMINOUS MATERIAL "INERTOL NO. 49" KOPPERS SUPPER SERVICE BLACK OR APPROVED EQUAL, APPLIED IN ACCORDANCE WITH MANUFACTURE'S SPECIFICATIONS. 14.0-RING JOINTS TO CONFORM TO A.S.T.M. DESIGNATION C-443 LATEST REVISION. JOINTS TO BE MORTARED INSIDE AND OUT USING NON-SHRINKING MORTAR. 15.PRE-CAST MANHOLE SECTIONS TO BE IN ACCORDANCE WITH "PRE-CAST REINFORCED CONCRETE MANHOLE SECTIONS" A.S.T.M. DESIGNATION C-478, LATEST REVISION, MINIMUM COMPRESSIVE STRENGTH TO BE 4000 P.S.I. 22. WHERE SEWER MAIN IS TO BE INSTALLED 10' DEEP OR GREATER, PVC SDR-26 SHALL BE USED. 16.WHEN SEWER IS TO BE INSTALLED IN FILL MATERIAL, THE SUPPORTING FILL IS TO BE COMPACTED TO MINIMUM STANDARD PROCTOR DENSITY OF 95%, AND SHALL BE CERTIFIED TO THE TOWN. 17.WATER MAINS CROSSING HOUSE SEWERS, STORM SEWERS OR SANITARY SEWERS SHALL BE LAID TO PROVIDE A VERTICAL SEPARATION OF A MINIMUM OF 18" BETWEEN THE BOTTOM OF WATER MAIN AND TOP OF SEWER. IN ADDITION, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE SEWER TO PREVENT EXCESSIVE DEFLECTION OF THE JOINTS AND THE SEWER SETTLING AND BREAKING THE WATER MAIN. IN ADDITION THE LENGTH OF WATER PIPE IS TO BE CENTERED AT THE POINT OF CROSSING SO THAT THE JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE SEWER. NO WATER MAIN SHALL PASS THROUGH OR COME IN CONTACT WITH ANY PART OF A SEWER OR SEWER MANHOLE. 18.MANHOLES AND SANITARY SEWER LINES SHALL BE TESTED TO CONFORM WITH WESTCHESTER COUNTY DEPARTMENT OF HEALTH RULES AND REGULATIONS AND AS PER SANITARY SEWER TESTING NOTES BELOW. 19.THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH SHALL BE PROVIDED A 48 HOUR NOTICE PRIOR TO THE TESTING OF THE INSTALLED UTILITIES TO ALLOW WITNESSING OF TESTING BY THE DEPARTMENT. 20.ALL INSTALLATIONS AND TESTING SHALL BE IN ACCORDANCE WITH ASTM STANDARDS F-1417, C-1244 AND THE TEN STATES STANDARDS, LATEST VERSION. SANITARY SEWER TESTING PROCEDURE AND METHOD OF TESTING - THE TEST LENGTH INTERVALS AND TYPE OF LEAKAGE TEST SHALL BE APPROVED BY THE OWNER'S FIELD REPRESENTATIVE AND SITE ENGINEER. IN THE CASE OF SEWERS LAID ON STEEP GRADES, THE LENGTH OF LINE TO BE TESTED BY EXFILTRATION AT ANY ONE TIME MAY BE LIMITED BY THE MAXIMUM ALLOWABLE INTERNAL PRESSURE ON THE PIPE AND JOINTS AT THE LOWER END OF THE LINE. THE WCHD SHALL BE NOTIFIED 48 HRS IN ADVANCE SO THEY MAY WITHNESS THE TESTING DEPENDING ON FIELD CONDITIONS AND/OR DESIRE OF THE CONTRACTOR, THE FOLLOWING TESTS FOR LEAKAGE MAY BE EMPLOYED: 1. HYDROSTATIC TEST THE TEST PERIOD, WHEREIN THE MEASUREMENTS ARE TAKEN SHALL NOT BE LESS THAN FOUR (4) HOURS IN EITHER TYPE OF TEST. THE TOTAL LEAKAGE OF ANY SECTION TESTED SHALL NOT EXCEED THE RATE OF 100 GALLONS PER MILE OF PIPE PER 24 HOURS PER INCH OF NOMINAL PIPE DIAMETER. FOR PURPOSES OF DETERMINING THE MAXIMUM ALLOWABLE LEAKAGE, MANHOLES SHALL BE CONSIDERED AS SECTIONS OF PIPE AND SHALL BE TESTED AT A LEVEL ABOVE THE HIGHEST JOINT PRIOR TO THE CONCRETE/RIM CONNECTION. (I) INFILTRATION TEST - THIS TEST MAY BE USED ONLY WHEN GROUND WATER LEVELS ARE AT LEAST TWO (2) FEET ABOVE THE TOP OF THE PIPE FOR THE ENTIRE LENGTH OF THE SECTION TO BE TESTED DURING THE ENTIRE PERIOD OF THE TEST. GROUND WATER LEVELS MAY BE MEASURED IN AN OPEN TRENCH OR IN STANDPIPES PREVIOUSLY PLACED IN BACKFILLED TRENCHES DURING THE BACKFILLING OPERATIONS. WHEN STANDPIPES ARE INSTALLED IN THE BACKFILL FOR GROUND WATER MEASUREMENT, THE LOWER ENDS OF THESE SHALL BE SATISFACTORILY EMBEDDED IN A MASS OF CRUSHED STONE OR GRAVEL TO MAINTAIN FREE PERCOLATION AND DRAINAGE. INFILTRATION THROUGH JOINTS SHALL BE MEASURED BY USING A WATERTIGHT WEIR OR ANY OTHER APPROVED DEVICE FOR VOLUMETRIC MEASUREMENT INSTALLED AT THE LOWER END OF THE SECTION UNDER TEST. (II) EXFILTRATION TEST - THIS TEST CONSISTS OF FILLING THE PIPE WITH WATER TO PROVIDE A HEAD OF AT LEAST TWO (2) FEET ABOVE THE TOP OF THE PIPE OR TWO (2) FEET ABOVE GROUND WATER, WHICHEVER IS HIGHER, AT THE HIGHEST POINT OF THE PIPE LINE UNDER TEST, AND THEN MEASURING THE LOSS OF WATER FROM THE LINE BY THE AMOUNT WHICH MUST BE ADDED TO MAINTAIN THE ORIGINAL LEVEL. IN THIS TEST THE LINE MUST REMAIN FILLED WITH WATER FOR AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE TAKING OF MEASUREMENTS. EXFILTRATION SHALL BE MEASURED BY THE DROP OF WATER LEVEL IN A CLOSED-END STANDPIPE OR IN ONE OF THE SEWER MANHOLES AVAILABLE FOR CONVENIENT MEASURING. WHEN A STANDPIPE AND PLUG ARRANGEMENT IS USED IN THE UPPER MANHOLE OF A LINE UNDER TEST, THERE MUST BE SOME POSITIVE METHOD OF RELEASING ENTRAPPED AIR IN THE SEWER PRIOR TO TAKING MEASUREMENTS. 2. VACUUM TESTING OF MANHOLES - TESTED AS PER ASTM STANDARD - C-1244 THIS TEST METHOD IS ONLY APPLICABLE TO PRECAST CONCRETE MANHOLES. ALL LIFTING HOLES AND EXTERIOR JOINTS SHALL BE FILLED AND POINTED WITH AN APPROVED NON-SHRINKING MORTAR. NO STANDING WATER SHALL BE ALLOWED IN THE MANHOLE EXCAVATION WHICH MAY AFFECT THE ACCURACY OF THE TEST. ALL PIPES AND OTHER OPENINGS INTO THE MANHOLE SHALL BE SUITABLY PLUGGED IN SUCH A MANNER AS TO PREVENT DISPLACEMENT OF THE PLUGS WHILE THE VACUUM IS DRAWN. INSTALLATION AND OPERATION OF THE VACUUM EQUIPMENT AND INDICATING DEVICES SHALL BE IN ACCORDANCE WITH EQUIPMENT SPECIFICATIONS AND INSTRUCTIONS PROVIDED BY THE MANUFACTURER. THE TEST HEAD MAY BE PLACED IN THE CONE SECTION OF THE MANHOLE. THE RIM-CONE JOINT IS NOT USUALLY TESTED. A VACUUM OF 10 INCHES OF MERCURY SHALL BE DRAWN. THE TIME FOR THE VACUUM TO DROP TO 9 INCHES OF MERCURY SHALL BE RECORDED. ACCEPTANCE FOR 4 FT. DIAMETER MANHOLES SHALL BE DEFINED AS WHEN THE TIME TO DROP TO 9 INCHES OF MERCURY MEETS OR EXCEEDS THE FOLLOWING: FOR MANHOLES 5 FT. IN DIAMETER, ADD AN ADDITIONAL 15 SECONDS; FOR MANHOLES 6 FT. IN DIAMETER, ADD AN ADDITIONAL 30 SECONDS TO THE TIME REQUIREMENTS FOR FOUR FOOT DIAMETER MANHOLES. 3. LOW-PRESSURE AIR TEST OF PIPE LINES - TESTED PER ASTM STANDARD F-1417 PLUG ALL OPENINGS IN THE TEST SECTION. ADD AIR UNTIL THE INTERNAL PRESSURE OF THE LINE IS RAISED TO APPROXIMATELY 4.0 PSI. AFTER THIS PRESSURE IS REACHED, ALLOW THE PRESSURE TO STABILIZE. THE PRESSURE WILL NORMALLY DROP AS THE AIR TEMPERATURE STABILIZES. THIS USUALLY TAKES 2 TO 5 MIN. DEPENDING ON THE PIPE SIZE. THE PRESSURE MAY BE REDUCED TO 3.5 PSI BEFORE STARTING THE TEST. WHEN THE PRESSURE HAS STABILIZED AND IS AT OR ABOVE THE STARTING TEST PRESSURE OF 3.5 PSI, START THE TEST. IF THE PRESSURE DROPS MORE THAN 1.0 PSI DURING THE TEST TIME, THE LINE IS PRESUMED TO HAVE FAILED THE TEST. IF A 1.0-PSI DROP DOES NOT OCCUR WITHIN THE TEST TIME, THE LINE HAS PASSED THE TEST. TEST TIMES ARE FOR A 1.0 PSI PRESSURE DROP FROM 3.5 TO 2.5 PSI. IF THE SECTION OF LINE TO BE TESTED INCLUDES MORE THAN ONE PIPE SIZE, CALCULATE THE TEST TIME FOR EACH SIZE AND ADD THE TEST TIMES TO ARRIVE AT THE TOTAL TEST TIME FOR THE SECTION. MINIMUM TEST TIMES FOR VARIOUS PIPE SIZES IN INCHES ARE AS FOLLOWS: SIZE TIME (INCHES) (MIN./100 FT.) UP TO 8 1.2 10 1.5 12 1.8 NO PIPE SHALL EXCEED A DEFLECTION OF 5 PERCENT. IF DEFLECTION EXCEEDS 5 PERCENT, THE PIPE SHALL BE EXCAVATED. REPLACEMENT OR CORRECTION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH REQUIREMENTS IN THE APPROVED SPECIFICATIONS. THE RIGID BALL OR MANDREL USED FOR THE DEFLECTION TEST SHALL HAVE A DIAMETER NOT LESS THAN 95 PERCENT OF THE BASE INSIDE DIAMETER OR AVERAGE INSIDE DIAMETER OF THE PIPE DEPENDING ON WHICH IS SPECIFIED IN THE ASTM SPECIFICATION, INCLUDING THE APPENDIX, TO WHICH THE PIPE IS MANUFACTURED. THE TEST SHALL BE PERFORMED WITHOUT MECHANICAL PULLING DEVICES. IN ACCORDANCE WITH THE TEN STATES "RECOMMENDED STANDARDS FOR WASTEWATER FACILITIES - SECTION 33.85"-LATEST EDITION. C. B. A. DEFLECTION TESTS SHALL BE PERFORMED ON ALL FLEXIBLE PIPE. THE TEST SHALL BE CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE AT LEAST 30 DAYS TO PERMIT STABILIZATION OF THE SOIL-PIPE SYSTEM. 4. DEFLECTION TESTING OF PIPES- GENERAL EROSION CONTROL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH ALL SEDIMENT AND EROSION CONTROL PRACTICES. THE SEDIMENT AND EROSION CONTROL PRACTICES ARE TO BE INSTALLED PRIOR TO ANY MAJOR SOIL DISTURBANCES, AND MAINTAINED UNTIL PERMANENT PROTECTION IS ESTABLISHED. ROAD SURFACE FLOWS FROM THE SITE SHOULD BE DISSIPATED WITH TRACKING PAD OR APPROPRIATE MEASURES DURING ADJACENT ROAD SHOULDER REGRADING. CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL SOIL EROSION AND SEDIMENTATION CONTROL DEVICES THROUGHOUT THE COURSE OF CONSTRUCTION. 2.CATCH BASIN INLET PROTECTION MUST BE INSTALLED AND OPERATING AT ALL TIMES UNTIL TRIBUTARY AREAS HAVE BEEN STABILIZED. WHEN POSSIBLE FLOWS SHOULD BE STABILIZED BEFORE REACHING INLET PROTECTION STRUCTURE. TIMELY MAINTENANCE OF SEDIMENT CONTROL STRUCTURES IS THE RESPONSIBILITY OF THE CONTRACTOR. 3.ALL STRUCTURES SHALL BE MAINTAINED IN GOOD WORKING ORDER AT ALL TIMES. THE SEDIMENT LEVEL IN ALL SEDIMENT TRAPS SHALL BE CLOSELY MONITORED AND SEDIMENT REMOVED PROMPTLY WHEN MAXIMUM LEVELS ARE REACHED OR AS ORDERED BY THE ENGINEER. ALL SEDIMENT CONTROL STRUCTURES SHALL BE INSPECTED ON A REGULAR BASIS, AND AFTER EACH HEAVY RAIN TO INSURE PROPER OPERATION AS DESIGNED. AN INSPECTION SCHEDULE SHALL BE SET FORTH PRIOR TO THE START OF CONSTRUCTION. 4.THE LOCATIONS AND THE INSTALLATION TIMES OF THE SEDIMENT CAPTURING STANDARDS SHALL BE AS SPECIFIED IN THESE PLANS, AS ORDERED BY THE ENGINEER, AND IN ACCORDANCE WITH THE LATEST EDITION OF THE "NEW YORK STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL" (NYSSESC). 5.ALL TOPSOIL SHALL BE PLACED IN A STABILIZED STOCKPILE FOR REUSE ON THE SITE. ALL STOCKPILE MATERIAL REQUIRED FOR FINAL GRADING AND STORED ON SITE SHALL BE TEMPORARILY SEEDED AND MULCHED WITHIN 7 DAYS. REFER TO SOIL STOCKPILE DETAILS. 6.ANY DISTURBED AREAS THAT WILL BE LEFT EXPOSED MORE THAN 7 DAYS AND NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL IMMEDIATELY RECEIVE TEMPORARY SEEDING. MULCH SHALL BE USED IF THE SEASON PREVENTS THE ESTABLISHMENT OF A TEMPORARY COVER. DISTURBED AREAS SHALL NOT BE LIMED AND FERTILIZED PRIOR TO TEMPORARY SEEDING. 7.IN AREAS WHERE SOIL DISTURBANCE ACTIVITY HAS TEMPORARILY OR PERMANENTLY CEASED, THE APPLICATION OF SOIL STABILIZATION MEASURES MUST BE INITIATED BY THE END OF THE NEXT BUSINESS DAY AND COMPLETED WITHIN SEVEN (7) DAYS FROM THE DATE THE CURRENT SOIL DISTURBANCE ACTIVITY CEASED. 8.ALL DISTURBED AREAS WITHIN 500 FEET OF AN INHABITED DWELLING SHALL BE WETTED AS NECESSARY TO PROVIDE DUST CONTROL. 9.THE CONTRACTOR SHALL KEEP THE ROADWAYS WITHIN THE PROJECT CLEAR OF SOIL AND DEBRIS AND IS RESPONSIBLE FOR ANY STREET CLEANING NECESSARY DURING THE COURSE OF THE PROJECT. 10.SEDIMENT AND EROSION CONTROL STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE DRAINAGE AREA HAS BEEN PROPERLY STABILIZED BY PERMANENT MEASURES. 11.ALL SEDIMENT AND EROSION CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH CURRENT EDITION OF NYSSESC. 12.ALL REGRADED AREAS MUST BE STABILIZED APPROPRIATELY PRIOR TO ANY ROCK BLASTING, CUTTING, AND/OR FILLING OF SOILS. SPECIAL CARE SHOULD BE TAKEN DURING CONSTRUCTION TO INSURE STABILITY DURING MAINTENANCE AND INTEGRITY OF CONTROL STRUCTURES. 13.ANY SLOPES GRADED AT 3:1 OR GREATER SHALL BE STABILIZED WITH EROSION BLANKETS TO BE STAKED INTO PLACE IN ACCORDANCE WITH THE MANUFACTURES REQUIREMENTS. EROSION BLANKETS MAY ALSO BE REQUIRED AT THE DISCRETION OF TOWN OFFICIALS OR PROJECT ENGINEER. WHEN STABILIZED BLANKET IS UTILIZED FOR CHANNEL STABILIZATION, PLACE ALL OF THE VOLUME OF SEED MIX PRIOR TO LAYING NET, OR AS RECOMMENDED BY THE MANUFACTURER. 14.TO PREVENT HEAVY CONSTRUCTION EQUIPMENT AND TRUCKS FROM TRACKING SOIL OFF-SITE, CONSTRUCT A PERVIOUS CRUSHED STONE PAD. LOCATE AND CONSTRUCT PADS AS DETAILED IN THESE PLANS. 15.CONTRACTOR IS RESPONSIBLE FOR CONTROLLING DUST BY SPRINKLING EXPOSED SOIL AREAS PERIODICALLY WITH WATER AS REQUIRED. CONTRACTOR TO SUPPLY ALL EQUIPMENT AND WATER. 16.CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION INSPECTIONS AS PER NYSDEC GP-0-20-001 AND TOWN OF YORKTOWN CODE. 17.ALL HYDRAULIC LINES ON ALL CONSTRUCTION EQUIPMENT AND VEHICLES MUST BE CHECKED AT THE END OF EACH WORKDAY TO MINIMIZE THE POSSIBILITY OF ACCIDENTAL LEAKAGE OF ANY HYDRAULIC FLUIDS. MAINTENANCE OF TEMPORARY EROSION AND SEDIMENT CONTROL STRUCTURES: N.Y.S.D.E.C. GP-0-20-001 EXPOSURE RESTRICTIONS - STATES THAT ANY EXPOSED EARTHWORK SHALL BE STABILIZED IN ACCORDANCE WITH THE GUIDELINES OF THIS PLAN. 1.TREES AND VEGETATION SHALL BE PROTECTED AT ALL TIMES AS SHOWN ON THE DETAIL DRAWING AND AS DIRECTED BY THE ENGINEER. 2.CARE SHOULD BE TAKEN SO AS NOT TO CHANNEL CONCENTRATED RUNOFF THROUGH THE AREAS OF CONSTRUCTION ACTIVITY ON THE SITE. 3.FILL AND SITE DISTURBANCES SHOULD NOT BE CREATED WHICH CAUSES WATER TO POND OFF SITE OR ON ADJACENT PROPERTIES. 4.RUNOFF FROM LAND DISTURBANCES SHALL NOT BE DISCHARGED OR HAVE THE POTENTIAL TO DISCHARGE OFF SITE WITHOUT FIRST BEING INTERCEPTED BY A CONTROL STRUCTURE, SUCH AS A SEDIMENT TRAP OR SILT FENCE. SEDIMENT SHALL BE REMOVED BEFORE EXCEEDING 50% OF THE RETENTION STRUCTURE'S CAPACITY. 5.FOR FINISHED GRADING, ADEQUATE GRADE SHALL BE PROVIDED SO THAT WATER WILL NOT POND ON LAWNS FOR MORE THAN 24 HOURS AFTER RAINFALL, EXCEPT IN SWALE FLOW AREAS WHICH MAY DRAIN FOR AS LONG AS 48 HOURS AFTER RAINFALL. 6.ALL SWALES AND OTHER AREAS OF CONCENTRATED FLOW SHALL BE PROPERLY STABILIZED WITH TEMPORARY CONTROL MEASURES TO PREVENT EROSION AND SEDIMENT TRAVEL. SURFACE FLOWS OVER CUT AND FILL AREAS SHALL BE STABILIZED AT ALL TIMES. 7.ALL SITES SHALL BE STABILIZED WITH EROSION CONTROL MATERIALS WITHIN 7 DAYS OF FINAL GRADING. 8.TEMPORARY SEDIMENT TRAPPING DEVICES SHALL BE REMOVED FROM THE SITE WITHIN 30 DAYS OF FINAL STABILIZATION. TOPSOIL: Existing topsoil will be removed and stored in piles sufficiently as to avoid mixing with other excavation. Stockpiles shall be surrounded by erosion control as outlined on these plans. The furnishing of new topsoil shall be of a better or equal to the following criteria (SS713.01 NYSDOT): 1.The pH of the material shall be 5.5 to 7.6. 2.The organic content shall not be less than 2% or more than 70%. 3.Gradation: SIEVE SIZE % PASSING BY WGT. 2 INCH 100 1 INCH 85 TO 100 1/4 INCH 65 TO 100 NO. 200 MESH 20 TO 80 PERMANENT VEGETATIVE COVER: 1.Site preparation: 1.1.Install erosion control measures. 1.2.Scarify compacted soil areas. 1.3.Lime as required to ph 6.5. 1.4.Fertilize with 10-6-4 4 lbs/1,000 S.F. 1.5.Incorporate amendments into soil with disc harrow. 2.Seed mixtures for use on swales and cut and fill areas. MIXTURE LBS./ACRE ALT. A KENTUCKY BLUE GRASS 20 CREEPING RED FESCUE 28 RYE GRASS OR REDTOP 5 ALT. B CREEPING RED FESCUE 20 REDTOP 2 TALL FESCUE/SMOOTH BLOOMGRASS 20 3.SEEDING 3.1.Prepare seed bed by raking to remove stones, twigs, roots and other foreign material. 3.2.Apply soil amendments and integrate into soil. 3.3.Apply seed uniformly by cyclone seeder culti-packer or hydro-seeder at rate indicated. 3.4.Stabilize seeded areas in drainage swales. 3.5.Irrigate to fully saturate soil layer, but not to dislodge planting soil. 3.6.Seed between April 1st and May 15th or August 15th and October 15th. 3.7.Seeding may occur May 15th and August 15th if adequate irrigation is provided. TEMPORARY VEGETATIVE COVER: SITE PREPARATION: 1.Install erosion control measures. 2.Scarify areas of compacted soil. 3.Fertilize with 10-10-10 at 400/acre. 4.Lime as required to ph 6.5. SEED SPECIES: MIXTURE LBS./ACRE Rapidly germinating annual ryegrass 20 (or approved equal) Perennial ryegrass 20 Cereal oats 36 SEEDING: Same as permanent vegetative cover MAINTENANCE SCHEDULE: POST CONSTRUCTION MAINTENANCE SCHEDULE: INSP.INSP.SILT FENCE REMOVE DAILY WEEKLY MONTHLY AFTER RAINFALL REMOVEINSP. REMOVEINSP.INSP. STABILIZED CONST. ENT. SEDIMENT BASIN INSP. SOIL STOCKPILE INSP.INSP.REMOVEINSP.MAINTAIN VEGETATIVE COVER WITH SEEDING DEWATERING PIT INSP.INSP.REMOVEINSP. INSP.INSP.REMOVEINSP. CLEAN OF SEDIMENT NECESSARY TO MAINTAIN FUNCTION AFTER APPROVAL OF INSPECTOR POND DRAIN NOTES: 1.THERE IS NO POND DRAIN PROVIDED FOR THE EXISTING STORMWATER POND. FOR EMERGENCY AND MAINTENANCE NEEDS, A PORTABLE PUMP WITH SUCTION HOUSE, FILTER SOCK AND DISCHARGE HOSE SHALL BE USED FOR DRAINING. OWNER/OPERATOR CERTIFICATION: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" Name (please print): _____________________________________________________ Title: _________________________________________________________________ Date: _________________________________________________________________ Address: ______________________________________________________________ Phone: ________________________________________________________________ E-mail: ________________________________________________________________ Signature: ______________________________________________________________ Name of Trained Individual: ________________________________________________ CONTRACTOR CERTIFICATION: Contractor Certification Statement - All contractors and subcontractors identified in a SWPPP in accordance with Part III.A.6 (SPDES General Permit for Stormwater Runoff from Construction Activity, GP-0-20-001, January 2020) of this permit shall sign a copy of the following certification statement before undertaking any construction activity at the site identified in the SWPPP: “I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the Owner or Operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings.” Individual Contractor: Name and Title (please print)________________________________________ Signature of Contractor ________________________________________ Name of Trained Individual ________________________________________ Company / Contracting Firm: Name of Company _________________________________________ Address of Company _________________________________________ Telephone / Cell Number _________________________________________ Site Information: _________________________________________ Address of Site _________________________________________ Tody's Date: _________________________________________ WCHD NOTES: 1.UPON COMPLETION AND PRIOR USE, TWO SETS OF AS-BUILT PLANS MUST BE SUBMITTED ALONG WITH P.E. CERTIFICATION OF CONSTRUCTION AND ACCEPTABLE RESULTS OF AIR OR WATER TESTING OF SEWER AND MANHOLES. 2.WCHD MUST NE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO ANY LEAKAGE TEST. OUTLET/ INLET STRUCTURES & PROTECTION INSP.INSP.REMOVEINSP.CONCRETE WASHOUT INSPECTION (INSP.) REMOVE HARDENED CONCRETE WHEN 75% FULL INSP.INSP.INSP.EROSION CONTROL BLANKET REMOVE AFTER 80% UNIFORM VEGETATION GROWTH 11. THE CONTRACTOR SHALL PREPARE SPECIFIC MEASURES NECESSARY TO PREVENT AND CLEAN UP CHEMICAL AND PETROLEUM PRODUCT SPILLS THAT MAY OCCUR DURING ALL PHASES OF WORK ON THE PROJECT SITE. INSP.INSP.WATER BARS REMOVE SEDIMENT BUILD UP OR DAMAGE REMOVE Sh e e t INSP.INSP.CONSTRUCTION REMOVEFENCE CONSTRUCTION SEQUENCE RECOMMENDED SEQUENCE OF CONSTRUCTION USE OF EROSION AND SEDIMENT CONTROL STRUCTURES AND PRACTICES ARE IMPORTANT FOR MAINTAINING SITE STABILITY UNDER RUNOFF AND DURING DAILY CONSTRUCTION ACTIVITIES. THE CONSTRUCTION SEQUENCE SHOULD BE STAGED WITH EROSION AND SEDIMENT CONTROLS, AS FOLLOWS, WITH ALL CONTROLS IN PLACE AND IMPLEMENTED PRIOR TO RESPECTIVE INFRASTRUCTURE CONSTRUCTION. AS CONSTRUCTION PROCEEDS, THE CONTROLS SHOULD BE MONITORED, MAINTAINED AND REPLACED AS NEEDED. ADDITIONAL CONTROLS MAY BE REQUIRED AS NEEDED TO ADDRESS UNFORESEEN SITUATIONS. REFER TO THE CONSTRUCTION DRAWINGS FOR ALL PLANS AND DETAILS WHICH RELATE TO THE CONSTRUCTION SEQUENCE. THIS SEQUENCE SHOULD BE FOLLOWED IN CONJUNCTION WITH ALL PLANS, NOTES, AND THE STORMWATER POLLUTION PREVENTION PLAN. PRIOR TO THE COMMENCEMENT OF WORK, THE OWNER AND GENERAL CONTRACTOR SHALL READ AND UNDERSTAND THE SEQUENCE FOR CONSTRUCTION. THE SEQUENCE SHALL BE DISCUSSED AT THE TIME OF THE PRE-CONSTRUCTION MEETING. DURING CONSTRUCTION OF THE PROJECT, THE CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL REQUIRED INSPECTIONS WITH VARIOUS AGENCIES AND THE PROJECT ENGINEER. GENERAL SEQUENCE: THE GENERAL SEQUENCE APPLIES TO THE START OF ALL WORK FOR THE PROJECT. THE REQUIREMENTS IN SUCH SHALL BE APPLIED AS APPROPRIATE AND SHALL BE ASSUMED IN PLACE PRIOR TO THE START OF THE WORK OUTLINED IN THE SEQUENCE. 1.PRIOR TO THE BEGINNING OF ANY SITE WORK THE MAJOR FEATURES OF THE CONSTRUCTION MUST BE FIELD STAKED BY A LICENSED SURVEYOR. THESE INCLUDE THE BUILDINGS, ROADS, LIMITS OF DISTURBANCE, UTILITY LINES, AND STORMWATER PRACTICES. 2.PRIOR TO THE START OF THE PROJECT, AN ON-SITE PRE-CONSTRUCTION MEETING WILL BE HELD. THIS WILL BE ATTENDED BY THE PROJECT OWNER, THE OPERATOR RESPONSIBLE FOR COMPLYING WITH THE APPROVED CONSTRUCTION DRAWINGS INCLUDING THE EROSION AND SEDIMENT CONTROL (E&SC) PLAN AND DETAILS, THE DESIGN ENGINEER, THE ENGINEER RESPONSIBLE FOR E&SC MONITORING DURING CONSTRUCTION, TOWN REPRESENTATIVES FROM THE ENGINEERING DEPARTMENT AND CODE ENFORCEMENT, AND REPRESENTATIVES FROM THE NYC DEP. THE DEP SHALL BE NOTIFIED 48HRS PRIOR TO THE PRECONSTRUCTION MEETING. 3.CUT AND CLEAR TREES WITHIN THE WORK LIMITS AS NECESSARY FOR THE AREAS TO BE DISTURBED. INSTALL TREE PROTECTIVE MEASURE AT MARKED LOCATIONS ON E&SC PLAN. 4.INSTALL ALL TEMPORARY EROSION CONTROL MEASURES AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN FOR THE PROJECT'S IMMEDIATE DISTURBANCE AREAS. THIS SHALL INCLUDE, BUT NOT LIMITED TO SILT FENCE, STABILIZED CONSTRUCTION ENTRANCES, CONSTRUCTION FENCE, ETCTHIS SEQUENCE MUST BE FOLLOWED TO INSURE PROPER IMPLEMENTATION OF THE EROSION AND SEDIMENT CONTROL PLAN (E&SC) AND STORMWATER POLLUTION PREVENTION PLAN (SWPPP). CORDON OFF STORMWATER PRACTICES AS SHOWN ON THE E&SC PLAN TO PREVENT COMPACTION OF UNDERLYING SOILS. DURING CONSTRUCTION, RUNOFF WILL SHEET FLOW ACROSS THE SITE TO THE PERIMETER WHERE IT WILL BE PASS THROUGH SILT FENCING. 5.TIMBERED TREES AND WOODCHIPS SHALL BE TEMPORARILY STORED IN THE STOCKPILE AND/OR STAGING AREA IF NECESSARY, BEFORE BEING REMOVED OFF-SITE. WOODCHIPS MAY BE USED FOR MULCH TO STABILIZE DISTURBED AREAS. WOODCHIP MULCH SHALL BE APPLIED AT A MINIMUM RATE OF 500 LBS. PER 1000 SF (2” THICK MINIMUM). 6.REMOVE EXISTING VEGETATIVE COVER, CUT AND CLEAR TREES, GRUB, REMOVE STUMPS AND OTHER SURFACE FEATURES IN THE LIMIT OF CONSTRUCTION ONLY. ANY DISTURBANCE THAT RESULTS FROM TREE CLEARING AND GRUBBING SHALL BE IMMEDIATELY STABILIZED WITH WOODCHIPS MULCH, HYDRO-MULCH, OR STRAW AND SEED. TIMBERED TREES, WOOD CHIPS, AND STUMPS SHALL BE REMOVED OFF-SITE UNLESS OTHERWISE DIRECTED. AS STATED, WOODCHIPS MAY BE STOCKPILED FOR USE AS STABILIZING GROUND COVER. DEMOLISH AND/OR REMOVE EXISTING FEATURES, I.E.: FENCE, CONCRETE SLAB, ASPHALT ETC., AND DISPOSE OF OR STOCKPILE AS REQUIRED BY THE OWNER. ALL CONSTRUCTION DEBRIS SHALL BE PROPERLY DISPOSED OF IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REQUIREMENTS. 7.NO MORE THAN FIVE ACRES SHALL BE DISTURBED ON SITE AT ONE TIME. THE FOLLOWING IS THE GENERAL ORDER FOR CONSTRUCTION OF THE PROJECT AND MAY BE MODIFIED AFTER APPROVED BY THE SUPERVISING ENGINEER. THIS IS MEANT TO MINIMIZE THE AMOUNT OF OPEN DISTURBANCE. UNDER NO CIRCUMSTANCES SHALL MORE THAN FIVE (5) ACRES OR GREATER BE DISTURBED DURING THE SAME PERIOD OF TIME. IN THE EVENT GREATER DISTURBANCE IS NECESSARY OUTSIDE OF THE LIMIT OF DISTURBANCE SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER OF RECORD, AND MUNICIPALITY FOR AN ON-SITE MEETING TO DISCUSS THE ALTERNATIVE APPROACH TO THE CONSTRUCTION. PHASE I: CONSTRUCTION OF TOWNHOUSE MODELS AND APARTMENT COMPLEX - 4.96 ACRES THIS PHASE WILL CONSTRUCT THE INITIAL PORTION OF THE TOWNHOUSE ROAD UP TO THE CONDO ROAD, THE CONDO ROAD, THEN CONTINUE AROUND AND CONSTRUCT THE ROADWAY AND PARKING INFRASTRUCTURE FOR THE MAIN ACCESS ROAD AND APARTMENT BUILDING. 8.THE SURVEYOR SHALL STAKE-OUT THE PROPOSED ROADWAY CENTERLINES, PARKING LOT LIMITS, LIMITS OF CUT AND BUILDINGS. 9.IMPLEMENT THE GENERAL SEQUENCE NOTES 1 THROUGH 6 WHERE APPLICABLE PRIOR TO CONTINUING. 10.ONCE THE TREE REMOVAL OPERATION IS COMPLETE, STRIP THE TOPSOIL WITHIN THE WORK BOUNDARY AND PLACE EXCAVATED TOPSOIL WITHIN THE IDENTIFIED STOCKPILE LOCATIONS. ANY SOILS SO DEEMED BY THE DESIGN OR MONITORING ENGINEER SHALL BE STOCKPILED FOR FUTURE USE AS LANDSCAPED AREA TOPSOIL. CONTRACTOR SHALL TAKE EVERY PRECAUTION FEASIBLE TO REDUCE THE AMOUNT OF DISTURBED/EXPOSED SOILS DURING CONSTRUCTION. 11.ANY DISTURBED AREA THAT WILL NOT BE FURTHER DISTURBED WITHIN SEVEN (7) DAYS SHALL BE IMMEDIATELY STABILIZED WITH WOODCHIPS, HYDRO-MULCH, OR STRAW AND SEED IN ACCORDANCE WITH SOIL STABILIZATION REQUIREMENT FOR EAST OF HUDSON WATERSHED SPECIFIED IN PART 1.B.1. B OF THE SPDES GENERAL PERMIT GP-015-002. 12.INSTALL GLENROCK STREET DRAINAGE AND CURBING. STABILIZE SOILS BEFORE PROCEEDING TO ENSURE NO MORE THAN 5 ACRES IS DISTURBED AT A TIME. 13.PRIOR TO STARTING THE WORK INSTALL ALL EROSION AND SEDIMENT CONTROLS INCLUDING THE INSTALLATION OF THE STABILIZED CONSTRUCTION ENTRANCE, SILT FENCE, STAGING AREA, AND CONCRETE WASHOUT AS PER THE PLAN. 14.BEGIN THE DEMOLITION OF THE EXISTING BUILDINGS, ASPHALT DRIVEWAY AND PARKING, AND UTILITIES. MATERIAL SHALL BE PROPERLY DISPOSED OF OFFSITE AT A LOCATION PERMITTED BY THE NYS DEC TO RECEIVE SUCH DEBRIS. THIS AREA SHALL BE UTILIZED AS THE STAGING AREA FOR STOCKPILES, DUMPSTERS, AND MATERIALS TO BE EXPORTED AND IMPORTED. 15.BEGIN ROUGH GRADING OF ROADWAYS WITHIN WORK LIMITS AND ADJACENT AREAS. SLOPES IN EXCESS OF 3H:1V SHALL NOT BE LEFT EXPOSED AND MUST BE STABILIZED. INSTALL WATER BARS AS PER PLAN. ONCE SUBGRADE ELEVATION IS SET, INSTALL ITEM BASE COURSE. BEGIN GRADING WORKING FROM INSIDE THE SITE. ONCE GRADES HAVE BEEN ESTABLISHED, INSTALL OR REPLACE THE CONSTRUCTION ENTRANCE. 16.CUT MATERIAL SHALL FIRST BE MOVED TO THE FILL LOCATIONS REQUIRED TO COMPLETE THE ACCESS DRIVE AND STAGING AREA AND BRING THE AREA UP TO FINAL GRADES. BLASTED ROCK THAT IS NOT SUITABLE TO REMAIN ON SITE SHALL BE HAULED AWAY AND PROPERLY DISPOSED OF. 17.BEGIN ROUGH GRADING THE BUILDING PADS FOR THE BUILDINGS. ALL COMPACTION REQUIREMENTS SHALL BE MET WITHIN THE FILL SECTIONS. (THIS WORK SHALL INCLUDE THE COMMENCEMENT OF THE RETAINING WALLS AROUND THE PROPOSED BUILDING CONSTRUCTION.) UPON COMPLETION OF THE GRADING, TEMPORARY SEED OR HYDRO-MULCH THE EMBANKMENT AND INSTALL EROSION CONTROL BLANKETS AS SHOWN ON THE PLANS ALONG THE NORTHERN PERIMETER OF THE FILL SECTION. DURING BUILDING AND SITE CONSTRUCTION, MAINTAIN AND RE-ESTABLISH AS REQUIRED, EROSION CONTROL AND STABILIZATION MEASURES AS REQUIRED BY THE SITE PLAN AND DETAILS. AREAS WHICH ARE TO REMAIN UNDISTURBED FOR MORE THAN SEVEN (7) DAYS SHALL BE STABILIZED WITH TEMPORARY SEEDING OR MULCH. 18.A LICENSED SURVEYOR MUST DEFINE THE BUILDING LOCATIONS. 19.INSTALL OR CHECK THE CONDITION OF ALL TEMPORARY EROSION CONTROL MEASURES AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN. 20.BEGIN PREPARATION OF THE BUILDING SITE AND EXCAVATION OF THE BUILDING FOUNDATION AS WELL AS CONSTRUCTION OF ALL RETAINING WALLS. REBAR AND FOOTINGS OF ALL RETAINING WALLS SHALL BE INSPECTED BY THE DESIGN ENGINEER OR TOWN PRIOR TO CONCRETE POUR. AREAS IN WHICH FINAL GRADE IS ACHIEVED SHALL BE IMMEDIATELY STABILIZED WITH PERMANENT VEGETATIVE COVER. PERMANENT SLOPES OF 3:1 OR GREATER SHALL RECEIVE EROSION BLANKETS. 21.BEGIN CONSTRUCTION OF THE FOUNDATION. UPON COMPLETION AND AFTER PROPER CURING TIME IS ACHIEVED, BACKFILL THE FOUNDATION AND BRING SITE TO ROUGH GRADE. IN AREAS WHERE SOIL DISTURBANCE ACTIVITY HAS TEMPORARILY OR PERMANENTLY CEASED, THE APPLICATION OF SOIL STABILIZATION MEASURES MUST BE INITIATED BY THE END OF THE NEXT BUSINESS DAY AND COMPLETED WITHIN SEVEN (7) DAYS FROM THE DATE THE CURRENT SOIL DISTURBANCE ACTIVITY CEASED. 22.ONCE BUILDING FOUNDATIONS AND RETAINING WALLS HAVE BEEN COMPLETED, BRING THE SITE TO THE FINAL SUBGRADE ELEVATION. 23.PROCEED WITH THE CONSTRUCTION OF THE BUILDINGS. THIS INCLUDES THE BUILDING STRUCTURE ITSELF, RETAINING WALLS, AND ROUGH GRADES. AT ANY POINT DURING THIS BEGIN INSTALLATION OF THE UTILITIES INCLUDING THE WATER AND SEWER CONNECTIONS, DRAINAGE AND POWER UTILITIES. CONCRETE TRUCKS SHALL BE WASHED OUT IN THE LOCATION SHOWN ON THE PLANS. 24.STAKE-OUT THE LOCATION OF UTILITIES AND UTILITY STRUCTURES. BEGIN INSTALLATION OF SUBSURFACE INFILTRATION AND DETENTION CHAMBERS. 25.WHEN THE SUBSURFACE UNITS ARE INSTALLED, THE UPSTREAM DRAINAGE STRUCTURE SHALL BE BLOCKED TO NOT ALLOW SEDIMENT LADEN WATER FROM REACHING THE SUBSURFACE CHAMBERS. 26.BACKFILL AS INSTALLATION IS COMPLETE AND STABILIZE THE AREA. IF TRENCHES ARE TO BE LEFT OPEN, PLACE EXCAVATED MATERIAL ON THE UP-SLOPE SIDES OF THE TRENCH AND PROTECT AND STABILIZE IF IT IS TO REMAIN OPEN FOR AN EXTENDED PERIOD OF SEVEN (7) DAYS OR MORE. 27.UPON COMPLETION OF THE SUBSURFACE CHAMBERS, REINSTALL CONSTRUCTION FENCING AROUND CHAMBERS TO PREVENT LARGE CONSTRUCTION VEHICLES FROM DRIVING OVER THE CHAMBERS UNTIL THE MINIMUM COVER REQUIREMENT IS MET. 28.BEGIN INSTALLATION OF PROPOSED BYPASS AND OUTLET STRUCTURES. 29.INSTALL STORM SEWER PIPING, CATCH BASINS AND MANHOLES, WORKING DOWNSTREAM TO UPSTREAM. DURING THE INSTALLATION OF CATCH BASINS, INSTALL INLET PROTECTION AND WATER BAR AS PER E&SC PLAN TO ASSURE THAT SEDIMENT LADEN WATER WILL NOT ENTER THE STORM SYSTEM. ONCE THE FINAL GRADE ABOVE THE SYSTEM IS ACHIEVED, PUT INTO PLACE THE FINAL TOPSOIL COVER, SEED MIX, AND EROSION CONTROL BLANKET, OR HYDRO-MULCH. REFER TO THE LANDSCAPE PLAN FOR THE SEED MIX REQUIREMENTS. NOTE: NO STORMWATER IS PERMITTED TO ENTER THE INFILTRATION SYSTEM FROM THE UPSTREAM CONVEYANCE SYSTEM AND SHALL BE BLOCKED UNTIL THE COMPLETION AND STABILIZATION OF ALL AREAS TRIBUTARY TO THE SYSTEM. AN AREA SHALL BE CONSIDERED TO HAVE ACHIEVED FINAL STABILIZATION WHEN IT HAS A MINIMUM UNIFORM 80% PERENNIAL VEGETATIVE COVER OR OTHER PERMANENT NON-VEGETATIVE COVER WITH A DENSITY SUFFICIENT TO RESIST ACCELERATED SURFACE EROSION AND SUBSURFACE CHARACTERISTICS SUFFICIENT TO RESIST SLIDING AND OTHER MOVEMENTS. 30.NEW POND OUTLET STRUCTURE: THE NEW PRECAST CONCRETE OUTLET STRUCTURE WILL OCCUR AT THIS POINT OF THE CONSTRUCTION. FIRST THE CONTRACTOR SHALL INSTALL A COFFERDAM AND TURBIDITY CURTAIN AROUND THE WORK AREA. THE AREA WILL INITIALLY BE DEWATERED BEFORE ANY EXCAVATION WORK WILL BEGIN AND THE DEWATERING PIT INSTALLED. ONCE THE DEWATERING PIT AND PUMP IS INSTALLED THE INSTALLATION OF THE STRUCTURE CAN OCCUR. THE PUMP WILL DISCHARGE BACK TO THE POND. UPON COMPLETION THE PUMP WILL BE REMOVED FOLLOWED BY THE COFFERDAM. INSTALL OUTLET PIPE TO FIRST DRAINAGE STRUCTURE AS PER PLAN AND BLOCK FLOW UNTIL COMPLETION OF OUTLET PIPE. 31.STAKE OUT AND INSTALL CURBING AS PER PLAN. ONCE CURBING IS COMPLETED AROUND CATCH BASINS, RE-INSTALL INLET PROTECTION WITHIN CATCH BASINS. AS CURBING IS COMPLETE, BACKFILL WITH TOPSOIL. AREAS THAT ARE FILLED WITH TOPSOIL ARE TO BE RAKED, SEEDED, AND HAY MULCHED. 32.UPON COMPLETION OF THE MAJORITY OF THE INFRASTRUCTURE, INSTALL PAVEMENT BASE AND BINDER COURSE TO THE THICKNESS AND ELEVATION AS PER THE CONSTRUCTION PLANS. 33.AS WORK IS AT THE COMPLETION STAGE INSTALL FINAL ASPHALT SURFACE. 34.INSTALL HARDSCAPE SUCH AS PATIOS, WALKS STEPS ETC., AND FINAL VEGETATION INCLUDING SOD AND LANDSCAPING. REFER TO LANDSCAPE PLANS FOR LOCATION AND IDENTIFICATION OF GROUND COVER AND PLANTINGS. CLEAR SITE OF DEBRIS AND ALL UNWANTED MATERIALS. DISPOSAL SHALL BE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REQUIREMENTS. 35.DURING THE FINAL PHASE OF BUILDING CONSTRUCTION, FINISH GRADE, PERFORM SOIL RESTORATION REQUIREMENTS (SEE FIGURE 8.1), TOPSOIL, RAKE, AND SEED ALL AREAS AS REQUIRED. WHERE REQUIRED OR RECOMMENDED, HYDRO-MULCH OR INSTALL EROSION CONTROL BLANKETS. 36.UPON COMPLETION, THE CONTRACTOR SHALL BE REQUIRED TO STABILIZE DISTURBED SOILS IN THE EVENT THE DISTURBED AREA WILL REMAIN NOT WORKED FOR GREATER THAN SEVEN (7) DAYS, AT THE DIRECTION OF THE ENGINEER OF RECORD OR PERMITTING ENTITY INSPECTOR, AND WHEN SIGNIFICANT PRECIPITATION IS IN THE IMMEDIATE FORECAST. ALL DISTURBED AREAS SHALL BE TEMPORARILY STABILIZED WITH HYDRO-MULCH OR WHERE APPROPRIATE WOODCHIPS. IT IS RECOMMENDED THAT ANY GRADING THAT IS AT THE FINISH STAGE WILL RECEIVE NO FURTHER DISTURBANCE AND THAT PERMANENT STABILIZATION SUCH AS TOPSOIL, SEED, MULCHING OR BLANKETS AS PER THE PLAN BE INSTALLED. NOTE: IT IS NOT PERMITTED TO DISTURB ANOTHER PHASE UNLESS THE PRIOR PHASE IS FULLY STABILIZED. PHASE II: TOWNHOUSE UNIT BUILDING 4, WETLAND MITIGATION, AND PATHWAY AROUND POND-2.65 ACRES THIS WILL INVOLVE THE CONSTRUCTION OF TOWNHOUSE BUILDING #4 AND THE AREA AROUND THE POND WHICH WILL INCLUDE THE WETLAND MITIGATION AREA, POCKET WETLAND AND PATHWAY WHILE ESTABLISHING THE FINAL LANDSCAPING OF THESE AREAS. 37.CONSTRUCT AND STABILIZE SEDIMENT BASIN AND OUTLET PIPE AS PER PLAN. INSTALL TEMPORARY PIPE FROM CATCH BASIN AS PER PLAN.DETERMINE SEASONAL GROUNDWATER ELEVATION BEFORE CONSTRUCTION TO ENSURE THE BOTTOM OF BASIN IS ABOVE GROUNDWATER. 38.FOLLOW STEPS OUTLINED IN GENERAL SEQUENCE AND PHASE I EXCEPT FOR 23-27. 39.BEGIN POND DREDGING AS PER PLAN. 40.BEGIN CONSTRUCTION OF POCKET WETLAND. ONCE THE ROADWAY AND DRIVEWAYS HAVE BEEN COMPLETED AND ALL DISTURBED AREA'S TRIBUTARY TO THE POCKET WETLAND STABILIZED AS PER THE DETAIL. CLEAN OUT THE ACCUMULATED SEDIMENT AND GRADE OUT FOREBAYS, MICRO POOLS, AND AREAS OF HIGH AND LOW MARSH. INSTALL IMPERVIOUS LINER IN FOREBAY AND MICRO POOL, POCKET WETLAND VEGETATION, AND OUTLET STRUCTURES. ONCE COMPLETED AND STABILIZED, ALLOW RUNOFF TO ENTER POCKET WETLAND FOREBAY. NOTE: NO STORMWATER IS PERMITTED TO ENTER THE POCKET WETLAND SYSTEM FROM THE UPSTREAM CONVEYANCE SYSTEM AND SHALL BE BLOCKED UNTIL THE COMPLETION AND STABILIZATION OF ALL AREAS TRIBUTARY TO THE BASIN. AN AREA SHALL BE CONSIDERED TO HAVE ACHIEVED FINAL STABILIZATION WHEN IT HAS A MINIMUM UNIFORM 80% PERENNIAL VEGETATIVE COVER OR OTHER PERMANENT NON-VEGETATIVE COVER WITH A DENSITY SUFFICIENT TO RESIST ACCELERATED SURFACE EROSION AND SUBSURFACE CHARACTERISTICS SUFFICIENT TO RESIST SLIDING AND OTHER MOVEMENTS. NOTE: IT IS NOT PERMITTED TO DISTURB ANOTHER PHASE UNLESS THE PRIOR PHASE IS FULLY STABILIZED. PHASE IIIA: CONDOMINIUM BUILDING - 0.86 ACRES THIS PHASE WILL REVOLVE AROUND THE CONSTRUCTION OF THE CONDOMINIUM BUILDING. 41.FOLLOW STEPS OUTLINED IN GENERAL SEQUENCE AND PHASE I EXCEPT FOR 23-27. 42.THE BUILDING PAD FOR TOWNHOUSE BUILDING 6 WILL BE UTILIZED AS THE STAGING AREA. INSTALL ALL EROSION AND SEDIMENT CONTROLS WITHIN THE WORK LIMITS AS PER PLAN. 43.BEGIN ROUGH GRADING THE BUILDING PAD FOR THE CONDOMINIUM. 44.BEGIN PREPARATION OF THE BUILDING SITE AND EXCAVATION AS WELL AS THE CONSTRUCTION OF THE RETAINING WALL TO THE NORTH OF THE BUILDING. 45.BEGIN CONSTRUCTION OF THE FOUNDATION. ONCE COMPLETED, BRING THE AREA TO FINAL ELEVATION. 46.BEGIN INSTALLATION OF SUBSURFACE UTILITIES. COMPLETE POND OUTLET PIPE INSTALLATION AND REMOVE BLOCK. 47.BEGIN CONSTRUCTION OF THE POOL AREA AND HARDSCAPE. 48.INSTALL HARDSCAPE AND FINAL VEGETATION AS PER PLAN. NOTE: IT IS NOT PERMITTED TO DISTURB ANOTHER PHASE UNLESS THE PRIOR PHASE IS FULLY STABILIZED. PHASE IIIB: REMAINDER OF TOWNHOUSE ROAD AND TOWNHOUSE BUILDINGS - 4.41 ACRES THIS PHASE WILL INITIALLY START BY ESTABLISHING THE REMAINDER OF THE ROADWAY FOR THE TOWNHOUSE BUILDINGS. 49.FOLLOW STEPS OUTLINED IN GENERAL SEQUENCE AND PHASE I EXCEPT FOR 23-27. 50.INSTALL WATERBARS PER PLAN, ONCE SUBGRADE ELEVATION IS SET, INSTALL ITEM BASE COURSE. 51.AFTER INITIAL ROAD GRADES ARE ESTABLISHED, INSTALL RETAINING WALLS ON THE EAST AND WEST SIDE OF THE WORK LIMITS IN ORDER TO ESTABLISH THE BUILDING PADS. SLOPES IN EXCESS OF 3H:1V SHALL NOT BE LEFT EXPOSED AND MUST BE STABILIZED. 52.BEGIN ROUGH GRADING FOR THE NORTHMOST BLOCK OF TOWNHOMES AND CUL-DE-SAC AREA. 53.BEGIN INSTALLATION OF SUBSURFACE UTILITIES. 54.ONCE BUILDING PAD GRADES ARE ESTABLISHED, BEGIN THE CONSTRUCTION OF TOWNHOMES. 55.INSTALL FINAL STABILIZATION AND LANDSCAPING AS EACH TOWNHOUSE BUILDING IS COMPLETED. NOTE: IT IS NOT PERMITTED TO DISTURB ANOTHER PHASE UNLESS THE PRIOR PHASE IS FULLY STABILIZED. FINAL SITE STABILIZATION AND COMPLETION OF NEW CONSTRUCTION: 56.REMOVE SEDIMENT BASIN AND TEMPORARY PIPES, BRING AREA TO FINAL GRADE BY LEVELING SEDIMENT DEPOSITS AND BACKFILLING. STABILIZE SOILS AND INSTALL VEGETATED FILTER STRIPS. 57.UPON COMPLETION OF ALL WORK, THE SITE SHALL BE INSPECTED BY THE SUPERVISING ENGINEER AND TOWN INSPECTOR TO DETERMINE COMPLETION OF ALL WORK AND PERMANENT STABILIZATION OF THE SITE. 58.ANY AREAS DEEMED INCOMPLETE OR NOT PROPERLY STABILIZED SHALL BE DONE SO TO THE SATISFACTION TO THE SUPERVISING ENGINEER AND TOWN INSPECTOR. 59.ONCE THE SITE IS DEEMED ADEQUATELY STABLE THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES CAN BE REMOVED. AT THAT TIME IF DEEMED APPROPRIATE DRAINAGE STRUCTURES UPSTREAM FROM THE SUBSURFACE STORMWATER MANAGEMENT SYSTEMS SHALL BE CLEANED OF SEDIMENT AND DEBRIS. THEY CAN THEN BE UNBLOCKED TO ALLOW FOR FLOW OF COLLECTED SURFACE RUNOFF. REMOVE SEDIMENT AT 50% STORAGE CAPACITY MAINTAIN CONDITION TO PREVENT SEDIMENT TRACKING CLEAN OF SEDIMENT/ REPLACE IF BULGES FORM REMOVE ACCUMULATED SEDIMENT IN PIT AND FILTER CLOTH REMOVE SEDIMENT AT 50% STORAGE CAPACITY REPLACE DAMAGED AREAS AND REMOVE SEDIMENT MAINTAIN COVER WITH SEEDING AND ANCHORING No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-501 E& S C D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 SILT FENCE DETAIL NOT TO SCALEE-1 WOOD OR METAL DRIVE POSTS AT 8'-0" O.C. MAX. ATTACH SILT FABRIC ON UPHILL SIDE OF POSTS AND BACKFILL OVER FABRIC PROPEX SILT STOP FABRIC OR APPROVED EQUAL SOIL TO BE RETAINED DIG 6"X6" TRENCH INSTALL FABRIC AND BACKFILL NATIVE SOIL EXISTING AREA TO BE PROTECTED FLOW FLOW 10' O.C. MAX.36" MIN. FENCE POSTS, DRIVEN MIN. 16" INTO GROUND 18" MIN. HEIGHT OF FILTER ABOVE GROUND 6" MIN. EMBEDMENT PERSPECTIVE VIEW SECTION FLOW WOODEN FENCE POST 4 FT. LENGTH SUPPORT NET FILTER FABRIC ANCHOR FABRIC 6" BELOW EXISTING CHANNEL WHEN CROSSING STREAM CHANNEL 36 " M I N . 12 " M I N . ELEVATION PLAN VIEW: JOINING SECTIONS SECTION POSTS FASTENED TOGETHER EMBED FILTER CLOTH MIN. 6" INTO GROUND FLOW UNDISTURBED GROUND NOTES: 1.Filter cloth to be fastened securely to post: steel either t or u type or 2" hardwood posts at top and mid section. 2.When two sections of filter cloth adjoin each other they shall be overlapped by 6 inches and folded. Filter cloth shall be mirafi 100x, stabilinka t140n or approved equal 3.Maintenance shall be performed as needed and material removed when "bulges" develop in the silt fence. 4.Excavate 4 inch trench along the lower perimeter of the site. 5.Unroll a section at a time and position the post against the back (downstream) wall of the trench (net side away from direction of flow). 6.Drive the post into the ground until the netting is approximately 2 inches from the trench bottom. 7.Lay the toe-in flap of fabric onto the undisturbed bottom of the trench, backfill the trench and tamp the soil. Steeper slopes require an intercept trench. 8.Join sections as shown above. 20 " M I N . 16 " M I N . SYMBOL STONE & BLOCK INLET PROTECTION DETAILE-2 E-6 EXISTING GRADE COMPACTED SUBGRADE FILTER CLOTH SECTION A-A 3" CLEAN STONE MOUNTABLE BERM (OPTIONAL SEE NOTE 5) 10'-0" MINIMUM WIDTH 6" M I N . EXISTING PA V E M E N T 10 ' - 0 " 30'-0" MINIMUM EX I S T I N G PA V E M E N T 10 ' - 0 " 12'-0" MINIMUM 10 ' - 0 " MI N I M U M START AT EXIST. PAVEMENT PLANSYMBOL INSTALLATION NOTES: 1.Stone size - use 3" min. Stone, or reclaimed or recycled concrete equivalent. 2.Length - as required, but not less than 50 feet (except on a single residence lot where a 30 foot minimum length would apply. 3.Thickness - not less than six (6) inches. 4.Width - 10 foot minimum, but not less than the full width at points where ingress or egress occur. 24 ft if single entrance to site. 5.Surface water - all surface water flowing or diverted toward construction entrances shall be piped across the entrance. If piping is impractical, a mountable berm with 5:1 slopes will be permitted. 6.Maintenance - the entrance shall be maintained in a condition which will prevent tracking or flowing of sediment onto public right of way this may require periodic top dressing with additional stone as conditions demand and repair and/or cleanouts of any measures used to trap sediment. All sediment spilled, dropped, washed or tracked onto public right of way must be removed immediately. 7.Washing - wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When washing is required, it shall be done on an area stabilized with stone and which drains into an approved sediment trapping device. 8.Periodic inspection and needed maintenance shall be provided after each rain AA NOT TO SCALE NOT TO SCALE STABILIZED CONSTRUCTION ENTRANCE DETAIL SOIL STOCKPILE DETAIL NOT TO SCALE E-7 NOTES: 1.Area chosen for stockpiling operations shall be dry and stable. 2.Maximum slope of stockpile shall be 1:2. 3.Upon completion of soil stockpiling, each pile shall be surrounded with either silt fencing or strawbales, then stabilized with vegetation or covered. 4.See detail for installation of silt fence. STRAWBALES OR SILT FENCE MIN. SLOPEMIN. SLOPE SLOPE OR LESS STABILIZE ENTIRE PILE WITH VEGETATION OR COVER SYMBOL 2 1 SS BOARD FENCE WRAPPED AROUND TRUNK. 1" GAP BETWEEN BOARDS TREE TRUNK ARMOR / TREE PROTECTION DETAIL NOT TO SCALEE-4 NOTES: 1.Contractor shall use the tree trunk armor detail for isolated trees that require protection. 2.As an alternate, the contractor may protect trees in the vicinity of regular heavy traffic / construction areas or clusters of trees to be protected as per the construction fence detail. SMALL FEEDER ROOTS AT EDGE OF BRANCH SYSTEM TEMPORARY ORANGE CONSTRUCTION FENCE SYMBOL 36 " Drawing Not To Scale Disclaimer: The information presented herein is general design information only. For specific applications, consult an independent professional for further design guidance. A B C A B C CRITICAL POINTS A. Overlaps and Seams B. Projected Water Line C. Channel Bottom/Side Slope Vertices Load Bearing Plate Tendon Anchor Head (Load-Locked Position) Em b e d m e n t (As D e s i g n e d ) NOTES: * The performance of ground anchoring devices is highly dependent on numerous site/project specific variables. It is the sole responsibility of the project engineer and/or contractor to select the appropriate anchor type and length. Anchoring shall be selected to hold the mat in intimate contact with the soil subgrade and resist pullout in accordance with the project's design intent. * Anchor Pattern Guide can vary based on earth anchor and blanket selection. * If desired, the system can be soil-filled and sodded after TRM installation. Sod should be staples/staked according to plan specifications. Earth Anchor Detail 2"-5" (5-12.5cm) 3.3' (1m) 6' (1.8m) 3' (0.9m) 4' (1.2m) 1.6' (0.5m) 2' (0.6m) 0.7 Anchors per SQ.YD. (0.8 Anchors per SQ. M.) A B C D 2"-5" (5-12.5cm) 2"-5" (5-12.5cm) 2"-5" (5-12.5cm) 2"-5" (5-12.5cm) 6' (1.8m) 3.3' (1m) 3.3' (1m) 3' (0.9m) 3.3' (1m) 3.3' (1m)1.6' (0.5m) 3' (0.9m) 1.5'(0.45m) 2"-5" (5-12.5cm) 2"-5" (5-12.5cm) 2"-5" (5-12.5cm) 1.15 Anchors per SQ.YD. (1.35 Anchors per SQ. M.) 1.7 Anchors per SQ.YD. (2.0 Anchors per SQ. M.) 2.3 Anchors per SQ.YD. (2.7 Anchors per SQ. M.) St e e p S l o p e s Sh a l l o w S l o p e s Channel & Shoreline Slopes 2:1 3:1 1.6' (0.5m) 0.7 Anchors/SQ.YD.(0.8 Anchors/SQ. M.) 1.15 An c h o r s / S Q . Y D . ( 1 . 3 5 A n c h o r s / S Q . M . ) 1.7 An c h o r s / S Q . Y D . ( 2 . 0 A n c h o r s / S Q . M . ) 2.3 A n c h o r s / S Q . Y D . ( 2 . 7 A n c h o r s / S Q . M . ) 1:1 Drawn on: 01-28-13 5401 St. Wendel - Cynthiana Rd. Poseyville, IN 47633 PH: 800-772-2040 www.tensarnagreen.com SLOPE INSTALLATION EARTH ANCHOR (EA) DETAIL *NOTE: In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the HP-TRMs. 1.Prepare soil before installing high-performance turf reinforcement mats (HP-TRMs), including any necessary application of lime, fertilizer, and seed. 2.Begin at the top of the slope by anchoring the HP-TRMs in a 6” (15 cm) deep x 6” (15cm) wide trench with approximately 12” (30 cm) of HP-TRMs extended beyond the up-slope portion of the trench. Anchor the HP-TRMs with a row of staples and anchors approximately 12” (30 cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Apply seed to compacted soil and fold remaining 12” (30 cm) portion of HP-TRMs back over seed and compacted soil. Secure HP-TRMs over compacted soil with a row of staples/stakes spaced approximately 12" (30 cm) apart across the width of the HP-TRMs. 3.Roll the HP-TRMs (A) down or (B) horizontally across the slope. HP-TRMs will unroll with appropriate side against the soil surface. All HP-TRMs must be securely fastened to soil surface by placing staples/stakes in appropriate locations as shown in the staple pattern guide. 4.The edges of parallel HP-TRMs must be stapled with approximately 2" - 5" (5-12.5cm) overlap depending on the HP-TRM type. 5.Consecutive HP-TRMs spliced down the slope must be end over end (Shingle style) with an approximate 3"(7.5cm) overlap. Staple through overlapped area, approximately 12"(30cm) apart across entire HP-TRM width. SLOPE INSTALLATION EARTH ANCHOR (EA) DETAIL Drawing Not To Scale 3B 1 3A *NOTE: In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the HP-TRMs. 2 30"(76.2cm) 12" (30cm) 12" (30cm) 4" (10 cm) 4 Earth Anchor Earth Anchor Staples/Stakes Drawn on: 01-28-13 5401 St. Wendel - Cynthiana Rd. Poseyville, IN 47633 PH: 800-772-2040 www.tensarnagreen.com 1.Prepare soil before installing high-performance turf reinforcement mats (HP-TRMs), including any necessary application of lime, fertilizer, and seed. 2.Begin at the top of the slope by anchoring the HP-TRMs in a 12” (30 cm) deep x 12” (30cm) wide trench with approximately 30” (76.2 cm) of HP-TRMs extended beyond the up-slope portion of the trench. Anchor the HP-TRMs with an alternating row of staples and anchors approximately 30” (76.2 cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Fold remaining 30” (76.2 cm) portion of HP-TRMs back over compacted soil. Secure HP-TRMs over compacted soil with an alternating row of staples/anchors spaced approximately 18" (45 cm) apart across the width of the HP-TRMs. 3.Roll the HP-TRMs (A) down or (B) horizontally across the slope. HP-TRMs will unroll with appropriate side against the soil surface. All HP-TRMs must be securely fastened to soil surface by placing staples/anchors in appropriate locations as shown in the staple pattern guide. 4.The edges of parallel HP-TRMs must be stapled between earth anchors with approximately 4" (10 cm) overlap depending on the HP-TRM type. For curved sections, adjust the overlap edges of parallel HP-TRMs accordingly with a minimum of 4" (10 cm) overlap to accommodate transitional segments. NOT TO SCALEE-3 TREE PROTECTION PLAN FOR GRADE CHANGE DETAIL FINISHED GRADE RETAINING WALL FINISHED GRADE D R I P L I N E D R I P L I N E 3:1 SLOPE 2:1 SLOPE FLOW PLAN INLET 3/4" WASHED GRAVEL SURROUNDING INLET TEMPORARY SEDIMENT POOL 1 FT MIN 2 FT MAX SUBGRADE SYMBOL SECTION 1' OF GRAVEL FILTER INLET 3/4" WASHED GRAVEL SURROUNDING INLET CONCRETE BLOCK CONCRETE BLOCK NOTE: 1.Upon hardening of washout concrete residual, material shall be left in place and buried or broken up for removal and disposal. 2.Once the washout material reaches 6" from the surface, a new pit should be created for additional washout concrete residual. 3.The washout pit shall be located at least 50 ft. from storm drains, open ditches,or waterbodies. 4.Inspections shall be made daily. When 75% capacity has been reached a determination shall be made as to whether materials shall be removed. Upon removal and disposal of materials the liner shall be checked for tears. If so liner shall be replaced. Liquids shall be shall be removed by pumping out and disposed of in a proper manner. Solid washout waste can be broken up and buried on site or disposed of off site. 3.5 +/- APPROX. 10' LONG X 6 FT WIDE EXCAVATE PIT TO APPROXIMATE DIMENSIONS SHOWN CEMENT TRUCK WASHOUT SPOILSSTAKED STRAW BALE AROUND PERIMTER 10 MIL. PLASTIC SHEETING LINING THE WASHOUT PIT AND EXTENDING OVER THE HAYBALES CEMENT TRUCK WASHOUT PIT DETAILE-5 NOT TO SCALE EROSION BLANKET SLOPE STABILIZATION DETAILE-11 NOT TO SCALE SILTSACK DETAIL NOT TO SCALEE-9 1'' REBAR FOR BAG REMOVAL FROM INLET 1'' REBAR FOR BAG REMOVAL FROM INLET DUMP LOOP DUMP STRAP SILT SACK INSTALLATION DETAIL BAG DETAIL EXPANSION RESTRAINT S1#4';'' NYLON ROPE. 2'' FLAT WASHERS] 2 EACH DUMP STRAPS DEPTH=D LENGTH=L RIP RAP SLOPE DETAIL NOT TO SCALEE-8 6" 2'-0" 2' MIN. FINISHED GRADE 1 MAX 1 SELECT BOULDERS FROM SITE SET BY HAND OR BY MACHINE CHINK JOINTS POROUS BACKFILL COMPACTED SUBGRADE TEMPORARY SEDIMENT BASIN OUTLET DETAIL NOT TO SCALEE-10 MIN. 6"Ø PERF PIPE 1" PERFORATIONS FILTER CLOTH OVER WIRE MESH PERFORATIONS OR SLITS MUST NOT BE MADE ANY LESS THAN 6" ABOVE TOP OF THE HORIZONTAL OUTFALL BARREL 2" STONE CORE CONTINUOUS BAND SYMBOL PERFORATED STANDPIPE SIDE SLOPE VARIES WITH SOIL TYPE 2" AGGREGATE (CLEAN) GROUND WATER STEP IF GREATER THAN 4 FT. CLEAN WATER DISCHARGE INSTALLATION NOTES: 1.Pit dimensions are variable. 2.The standpipe should be a perforated 12" to 24" diameter corrugated metal, PVC or HDPE pipe. 3.A base of 2" clean aggregate should be placed in the pit to a depth of 12". After installing the standpipe, the pit surrounding the standpipe should then be backfilled with 2" aggregate. 4.The standpipe should extend 12" - 18" above the lip of the pit. 5.If discharge will be pumped directly to a storm drainage system, the standpipe should be wrapped with filter fabric before installation. If desired, 1/4" - 1/2" hardware cloth may be placed around the standpipe, prior to attaching the filter fabric, this will increase the rate of water seepage into the pipe. 12"-18" 6" 12" 12" MIN RISER Dr L PIPE CONDUIT OR BARREL Dp 1 2.5 10 ' 1' 1' h DEWATERING ZONE SE D I M E N T S T O R A G E Z O N E H = HEAD ON PIPE SPILLWAY (PIPE FLOW), FT. (CENTERLINE OF OUTLET TO EMERGENY SPILLWAY CREST OR TO DESIGN HIGH WATER IF NO EMERGENCY SPILLWAY) h = HEAD OVER RISER CREST, FT. L = LENGTH OF PIPE IN, FT. Dp = DIAMETER OF PIPE CONDUIT (BARREL) Dr = DIAMTER OF RISER H EMERGENCY SPILLWAY CREST OUTLET SLOPE FREE OUTLET ROCK SPLASH PAD ANTI-SEEP COLLARS TRASH RACK/ ANTI-VORTEX TOP OF DAM DESIGN HIGH WATER RISER CREST SEDIMENT POOL SKIMMER DEVICE PIPE SPILLWAY DESIGNE-14 NOT TO SCALE DEWATERING PIT DETAIL NOT TO SCALEE-13 NOTE: WHERE GEOTEXTILE MATERIAL IS USED, IT IS TO BE 100% NON-SYNTHETIC BIODEGRADABLE MATERIAL INV. 497.00' Sediment Trap # Drainage Area (Ac.) Required Storage Volume (CF) Provided Storage Volume (CF) 1 3.21 14,766 14,942 SYMBOL EMBANKMENT S=FLOW PORTION MAXIMUM DRAINAGE AREA = 50 ACRES 20' LEVEL LENGTH ' WIDTH ' ELEV. 497 ' CREST ELEV. FLOOD POOL TOP ELEV. 499' EMERGENCY SPILLWAY PLAN VIEW NOT TO SCALE CROSS SECTION AT CONTROL SECTION NOT TO SCALE PROFILE ALONG C OF SPILLWAY NOT TO SCALE ANTI-FLOTATION BLOCK OFF-DAM EMERGENCY SPILLWAY CREST ELEV. 498' ANTI-SEEP COLLAR CUTOFF TRENCH STABILIZED OUTLET PRINCIPAL SPILLWAY PROFILE NOT TO SCALE ELEVATION OF TOP OF DAM INVERT ELEV.: 497' DIAM. OF RISER 12" TOP WIDTH 2' 2.0'MIN. FREEBOARD 1.0'MIN. 1.0'MIN. APPROACH CHANNEL BOTTOM WIDTH = ' BERM EXIT SECTION 1.5b LEVEL SECTION 20'MINIMUM BOTTOM WIDTH=71' APPR O A C H CHAN N E L SLOP E = FREEBOARD 1.0'MIN.FLOOD POOL EXIT SECTION DIAM. OF PRINCIPAL SPILLWAY BARREL: 12" 4.0'MIN. L S= SEDIMENT BASIN NOT TO SCALE E-12 6" 9"18" WATER BAR DETAIL NOT TO SCALE E-14 NOTE: BOTTOM OF SEDIMENT BASIN TO BE ABOVE GROUNDWATER ELEVATION No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-502 SI T E D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 NOT TO SCALE TYPICAL DRIVEWAY AND PARKING LOT SECTION VARIES 2% SLOPE 3/4" PER F T . 2'-0"2'-0" 1 1/2" ASPHALT CONC. NYSDOT ITEM 403.17 8" SUBBASE NYSDOT ITEM 304.05 2 1/2" ASPHALT CONC. NYSDOT ITEM 403.13 COMPACTED SUBGRADE 2% SLOPE 3/4" PER F T . R-3 SEE PLAN R-8 R = VARIES SEE PLAN VARIES 8.0 FT R = VARIES SEE PLAN "RESERVED PARKING" SIGN R7-8 4" WIDE EPOXY RESIN REFLECTIVE SOLID BLUE LINE, CROSS HATCH AND H.C. SYMBOL (TYP) "NO PARKING ANYTIME" SIGN R7-1 4" WIDE EPOXY RESIN REFLECTIVE SOLID WHITE LINE (TYP) EDGE OF ROADWAY CONCRETE CURB (TYP) NOTE: 1.Handicap parking spaces shall be located as shown on plan. TYPICAL PARKING STALL LAYOUT NOT TO SCALE OR B/B BR MT. OH MT. GR. MT. 10 ' - 0 " M A X 4' - 0 " M I N . (PAV'T. EDGE) 7' - 0 " M I N . MIN.2'-0" GENERAL NOTES: 1.All signage shall be in accordance with the latest edition of the national MUTCD and the N.Y.S Supplement (MUTCD), September 2007, including the following: A. Letter size and series B. Legend and background color C. Reflectivity D. Size of sign 2.The type of characters as specified in the standard specifications shall be as follows: MUTCD CODE LETTER TYPE OF CHARACTER G.I. TYPE IV R.P.W.M. TYPE IV OR V. 3.Sign locations as shown on plans are approximate. The Contractor shall relocate existing signs and install new signs in accordance with the MUTCD, latest edition. The Contractor shall contact the Town Engineer to discuss/resolve problem areas. 4.Except where otherwise specified, parking signs shall be placed facing approaching traffic at an angle of between 30 and 45 degrees with the line of traffic flow. Parking signs shall be placed at each end of a regulation (single-headed arrows) and, within the regulation (double-headed arrows), at intervals not to exceed 200 ft 5.Where new signs are installed the Contractor shall affix a label to the back of the sign panel. This label will show the date of installation and identification numbers. 6.Placement of W3-17 sign is prescribed in the General Municipal Law. TWO WAY DRIVEWAY 12 INCH WIDTH (WHITE) R1-1 EQUAL EQUAL CURB ROADWAY ELEVATION TYPICAL INSTALLATION GUIDELINES APPROXIMATE LOCATION OF SIGN GROUND MOUNTED OVERHEAD MOUNTED BRIDGE MOUNTED BACK TO BACK DESCRIPTIONSYMBOL PLAN SIGN M.U.T.C.D. NUMBER SIZE OF SIGN TYPE OF MOUNT R1-1 30" X 30"GR. MT. TRAFFIC SIGN DETAIL NOT TO SCALER-7 SEE PLAN VARIES 8.0 FT 8.0 FT (SEE NOTE 4) P1-2 12" X 18"GR. MT. 5'-0" 50' R.O.W. CL 1 TYPICAL 24 FT ROAD SECTION NOT TO SCALER-1 CORROSION PROTECTED STEEL REFLECTOR POST TO BE INSTALLED AT CENTERLINE OF EACH CATCH BASIN. REFLECTOR TO FACE TRAFFIC FIRE HYDRANT PAINTED WITH TWO COATS OF APPROVED PAINT. COLOR AS PER TOWN STANDARDS. 5' WIDE SIDEWALK (IF REQUIRED) CORROSION PROTECTED STEEL REFLECTOR POST TO BE INSTALLED AT CENTERLINE OF EACH CATCH BASIN. REFLECTOR TO FACE TRAFFIC MAX SLOPE 3/4" PER FT 2.5 1'2'2' TEL.ELEC.CABLE ST. TREE 2" ASPHALT CONC. NYSDOT ITEM 403.16 TACK COAT NYSDOT ITEM 407.0101 4" ASPHALT CONC. NYSDOT ITEM 403.13 8" SUBBASE NYSDOT ITEM 304.05 STORM DRAINAGE 3' - 0 " 2'-0" 12'-0" TO INSIDE FACE OF CURB 7'-0" 12'-0" TO INSIDE FACE OF CURB 6" BELGIUM BLOCK CURB 3'-0" 6'-0"1'-0" 2.5 1 ST. TREE CURB STOP WATER SERVICE FIRE HYDRANT GATE VALVE WATER MAINNOTES: 1.Rock cut & fill - treatment to be determined by the Design Engineer and or Town Engineer. 2.All rock fill shall be top soiled, seeded and mulched. 3.Catch basin to be in line with traveled way. 4.Gas line to be installed on opposite side of traveled way from water main and 5' behind curb line. 5.Invert to be installed in all storm manholes. 6.Where sidewalks are installed, mailboxes shall be placed on opposite side of road. 7.See subdrain detail for subdrain location. COMPACTION NOTE: 1.The Contractor shall be responsible to ensure that all road courses meet the following NYSDOT compaction specifications: Subbase Compaction: Item 203-3.12. Asphalt Compaction: Item 401-3.12. SLOPES: SUBBASE 3/8" PER FT. PAVEMENT: 3/8" PER FT. SHOULDER: 3/4" PER FT. 5'-4" DisclaimerThis drawing and/or file has been prepared by Langan Engineering and Environmental Services Inc. ("Langan")and is being provided solely as a convenience to the recipient. Langan makes no representation regarding thesuitability for the intended use of the recipient. In addition to Langan's ownership and copyright interests of theseelectronic files, Langan makes no representation regarding fitness for any particular purpose, or suitability foruse with any software or hardware. It is the recipient's obligation to understand the design intent and to use thisdigital data appropriately.Due to the alterable nature of electronic documents, Langan does not make any expressed or implied warrantyfor the accuracy or completeness of this information. The information, design and ideas contained in this file areproprietary and shall not be copied or used for any purpose that is not authorized, in writing, by Langan.Only current, signed and sealed plans shall be considered valid construction documents. Because ofthe constantly changing nature of construction documents, it is the recipient's responsibility to request the latestdocuments from Langan for their particular task.If any discrepancies are discovered, the recipient must notify Langan Engineering and Environmental Services, Inc.immediately in writing.Viewing the contents of this file shall serve as your acknowledgement of acceptance of the above terms andconditions.To view the graphic contents of this file, you must type "Zoom Extent". By opening this file or through the use of theinformation contained herein, the recipient agrees to indemnify and hold Langan harmless from any loss, damage,liability or cost, including reasonable attorney's fees that Langan incurs defending such claims, arising from any useor reuse of this electronic document or information. BIKE RACK DETAIL NOT TO SCALER-12 NOTE: 1.Install "Loop Rack" bicycle rack by Landscape Structures, c/o General Recreation, Newtown Sq. PA, 215-353-3332, Model No. 887-0040, yellow, or approved equivalent. HEIGHT AS PER MANUFACTURERS RECOMMENDATION FINISHED GRADE 4" CONCRETE PAD 2 FT x 6'-4" UNDISTURBED SUBGRADE EARTH FORMED CONCRETE FOOTING 3'-6" 6" EACH SIDE 6"6"2 FT 6'-4" PLAN SECTION 10" 18" PAINTED CROSS WALK 36 ' 1 12 TYPICAL CROSSWALK MARKINGS WHITE EPOXY PAINT SIDEWALK RAMP-SEE DETAIL SIDE W A L K VAR I E S 2'-6" SPA C I N G 12" DRIV E W A Y VARI E S 5' C R O S S W A L K NOT TO SCALER-9 5'- 0 " 6'-0" W 12 " 6" 18 " 5" 5'-0" 6" 6"6" 4" CONCRETE CURB & SIDEWALK DETAIL NOT TO SCALE CONTRACTION JOINT (TYP.) PLAN FINISHED GRADE TO BE FLUSH WITH WALKWAY. 4" THICK CLASS "A" CONCRETE APPROVED COMPACTED SUBGRADE 5" CRUSHED STONE SECTION WITHOUT CURB CONCRETE TO BE SCORED WITH EDGING TOOL TO SIMULATE CURBING CROSS SLOPE SEE DRAWINGS FINISHED GRADE (SEE PLAN) 1" R 1" BATTER CLASS "A" CONCRETE 4" AGGREGATE BASE SECTION WITH CURB NOTES: 1.Minimum cross slope 1/8" per ft. unless otherwise indicated on drawings. 2.Provide 1/4" premolded expansion joints at 6' intervals. 3.At the juncture of driveways and sidewalks, one-half (1/2") inch, premolded bituminous joints shall be installed R-5 RESIDENTIAL DRIVEWAY/ STONE CURB DETAIL NOT TO SCALER-2 2" 2" 6" 2'-6" 5'-0" MIN. 2'-6" MIN. 6'-0" o.c. (TYP.) 3" 6" 3" 2"4" END POST CONNECTION DETAIL INTERMEDIATE POST CONNECTION DETAIL RAIL SPLICE CONNECTION DETAIL 2" RECESS PLANK 1" INTO POST (TYP) 4" 2"2"4" 4"4"4" 2"2"4" 4-5/8"Ø GALVANIZED STEEL BOLTS W/1-1/2" GALV. WASHERS (TYP. RECESSED) 3"x8"x12'-0" PLANK (PRESSURE TREATED) FINISHED GRADE AT POSTS ELEVATION 8" SQUARE PRESSURE TREATED WOOD POST (TYP.) CU R B SECTION TIMBER GUARDRAIL DETAIL NOT TO SCALER-11 3" 6" 3" 3" 6" 3" (TRENCH WIDTH) SAW CUT PAVEMENT TRENCH WIDTH 12"TEMPORARY PAVEMENT PERMANENT PAVEMENT 12" PAVEMENT REPLACEMENT DETAILR-4 NOT TO SCALE FINISHED GRADE 2" ASPHALT CONCRETE TOP COURSE - TYPE 6F NYSDOT ITEM NO. 403.1701 4" ASPHALT CONCRETE BINDER COURSE - TYPE 3 NYSDOT ITEM NO. 403.13 8" COMPACTED SUBBASE COURSE NYSDOT ITEM 304.05 TACK COAT EXPOSED EDGES, (TYP). BACKFILL MATERIAL- CLEAN FILL FREE OF FINES AND ROCK GREATER THEAN 4" IN DIAMETER OR K-RETE IF REQ'D BY ENGINEER NOTE: 1.Pavement layer thickness shown are minimum values and shall match existing if greater. R-14 NOTE: 1.Pipe bollards shall be installed at locations shown on the plan. 2.In no case shall bollards be placed in such a way as to hinder the proper access, maintenance and operation of the structure, utility or other feature intended to be protected. 3.Contractor shall coordinate placement of bollards at fire hydrants with the local Fire or Water Department as appropriate. PIPE BOLLARD DETAIL NOT TO SCALE 6"6"6" 4 F T B . F . G . 4 F T A . F . G . 6" 4" TOP SOIL AND SEED SEE PAVEMENT DETAIL EXTEND CONCRETE FILL 1 INCH ABOVE TOP WITH ROUNDED, TROWEL FINISH 7'-6" LONG, 6"Ø CONCRETE FILLED, GALVANIZED STEEL PIPE PAINTED SAFETY YELLOW BEVEL CONCRETE APRON AROUND PIPE BOLLARD (TYP) 3000 PSI CONCRETE UNDISTURBED SOIL (TYP) PIPE BOLLARD IN LAWN AREA PIPE BOLLARD IN PAVED AREA 36 ' 1 12 1 21 D D 4" 4" C C 5'-0" MIN.RAMPRAMP 1 12 1 2 1 121 A A B B 45° SIDEWALK CURB-RAMP DETAIL NOT TO SCALER-6 DETECTABLE WARNING SURFACE 29/32"- 1 13/32" 3/16" 50%-65% OF BASE DIAMETER 2'-0" 10/16"(TYP)15/16"(TYP) 1 10/16"- 2 12/32" 1 10/16"- 2 12/32" C.C DOME(TYP) 10/16" TRUNCATED DOME SECTIONPLAN NOTES: GENERAL: 1.Sidewalk curb ramp type and location are as shown on the plans or as directed. 2.All sidewalk curb ramp types may be used as straight or curved curb sections. 3.Sidewalk curb ramp types may be different at each location within an intersection. SIDEWALK CURB RAMP CRITERIA: 4.The maximum slope of a sidewalk curb ramp shall be 1:12. 5.The maximum width of a sidewalk curb ramp shall be five feet. Exclusive of flared sides. 6.All sidewalk curb ramps shall have flush, smooth transitions to the adjacent street or highway surface. SURFACE FINISH: 7.The surface of all sidewalk curb ramps shall be stable, firm, and slip resistant (E.G. A coarse broom finish perpendicular to the ramp slope is acceptable on cement concrete curb ramps.) 8.All proposed sidewalk curb ramps shall have a detectable warning surface installed from the back of the curb for a distance of 2 feet in the direction of travel on the ramp and extending the full width of the ramp, excluding the ramp sides or flares. The detectable warning surface shall comply with the requirements of section 4.29.2 of the Americans with Disabilities Act accessibility guidelines (ADAAG). SIDEWALK CURB RAMP PLACEMENT: 9.At a corner, where the curb radius is 25-feet or less, a single ramp (either type a or b) located diagonally can often serve crosswalks in two directions. However, a single ramp shall only be used where there is a minimum clear space of 48" falling entirely within the projection of the intersection curbs (see figure 1). Where the radius exceeds 25' or the minimum 48" clear space is not achievable, then separate ramps should be provided for each crosswalk. PAVEMENT MARKINGS AT CROSSWALKS: 10.Sidewalk curb ramps at marked crossings shall be wholly contained within the markings excluding any flared sides. 11.At a corner where a single ramp (either type a or b; located diagonally serves two crosswalks, this shall be a 48" minimum clear space at the ramp bottom wholly contained within the intersection crosswalk markings (see figure 1). 12.Where stop lines are necessary, they shall be located in advance of sidewalk curb ramps. UTILITIES - DRAINAGE INLETS OR GRATES: 13.Where feasible, provide for drainage inlets or grates immediately upstream from the curb ramps. Reticuline or rectangular drainage grates are to be used in the area of curb ramps. 14.Do not place signal poles, sign posts, utility poles, fire hydrants, etc., within the ramp or side flare areas. TYPICAL CROSSWALK MARKINGS CURB SEE NOTES 8 &10 FIGURE 1 1/4" /FT. MAX 5'0 " M I N . CURB SIDEWALK RAMP TYPE "A" CURB E D G E O F P A V E M E N T CURB FLUSH,SMOOTH, TRANSITION SECTION "A - A" EDGE OF SIDEWALK 1:12 SIDE FLARE 5'-0" MIN. RAMP 1:12 SIDE FLARE CURB SECTION "B - B" PAVEMENT SURFACE SECTION "D - D" 1/4" /FT. MAX. 5'-0" MIN. CURB E D G E O F P A V E M E N T FLUSH,SMOOTH, TRANSITION SLOPE EARTH TO MEET SIDEWALK CURB (OPTIONAL) RAMP PAVEMENT SURFACE SECTION "C - C" CURB 1:121:12 CURB SIDEWALK RAMP TYPE "B" TYPICAL CROSSWALK MARKINGS (SEE NOTE #9) CURB (OPTIONAL AT BACK OF SIDEWALK) 5' SI D E W A L K 1/4" / F T . 1/4" / F T . 5' SI D E W A L K 5'-0" M I N . 18 " 27 " 14" 16 ' - 0 " 18 " 12" FINISHED GRADE LIGHT STANDARD ELEVATION ORNAMENTAL POLE BASE CLASS "A" CONCRETE (3500 PSI) CABLE ENTRANCE LOCATED ABOVE CONCRETE FINISHED GRADE 16'-0" FIBER GLASS POLE LIGHT POLE CLEAR LENS WITH CHIMNEY LUMINAIRE STREET LIGHT DETAIL NOT TO SCALER-13 TO CENTER OF LAMP GR. MT.12" X 18"R7-8 R-10 18 " 8" 1"R 4" 6" NOT TO SCALE 12" EXPANSION JOINT WHEN CURB MEETS SIDEWALK OR PVMT. IN LAWN AREAS, BACKFILL TO TOP OF CURB WITH MIN. 4" TOPSOIL. 1" REVEAL FOR MOUNTABLE CURB ALTERNATIVE WITH 5" RISE TO BACK OF CURB 6" REVEAL FOR STANDARD CURB FACE OF CURB FOR MOUNTABLE CURB ALTERNATIVE 1"R STANDARD AND MOUNTABLE CONCRETE CURB DETAIL 2% MIN PITCH ASPHALT TOP COURSE ASPHALT BINDER COURSE BASE COURSE COMPACTED SUBGRADE 3/4" CRUSHED STONE UNDISTURBED EARTH NOTE: 1.Provide 1/2" expansion joint in concrete curb every ten feet. Construct curb with class a concrete (3000 psi). 2.Mountable curb alternative shall be installed at locations shown on the plan. 3.Transition from standard to mountable curb sections shall be smooth and tapered. 8" 4" UNILOCK PERMEABLE PAVERS. CLEAR CHIP STONE JOINT. 1/4" CLEAR CHIP STONE (ASTM No. 9) SETTING BED. 3/4" - ASTM No.57 CLEAN GRAVEL BASE. FILTER FABRIC. TOPSOIL. PLASTIC OR CONCRETE EDGE RESTRAINT. GALVANIZED SPIKE UNDISTURBED SOIL. PERMEABLE PAVER DETAIL NOT TO SCALER-15 TYPICAL CROSS SECTION BELGIUM BLOCK CURB TO BE INSTALLED IN A 45° ANGLE. 18" COMPACTED SUBGRADE. 8" ITEM 4 BASE. 2-1/2" ASPHALT PAVEMENET. TOPSOIL AND SEED SHOULDERS. 2% SLOPE CONCRETE FOUNDATION. (4000 PSI) UNDISTURBED SOIL. 4" 8" 1' R-16 EV CHARGING STATION DETAIL NOT TO SCALE 95.5" 9.2" 46.6" 18.5" 11.4" 13.7" 11.0" 18.3" TYPICAL PLAN LAYOUT TYPICAL CHARGER DIMENSION WHEEL STOP ASPHALT PARKING SPACE CONCRETE PAD 24"x24"x12" 28"12" DUAL PORT EV CHARGER SAFETY BOLLARD (OPTIONAL) CONDUIT No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-503 DR A I N A G E D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 D-14 NOT TO SCALE PRECAST CONCRETE STORM DRAIN MANHOLE DETAIL STORM PIPE BEDDING DETAIL NOT TO SCALE D-7 D-11 NOT TO SCALE TYPICAL CATCH BASIN DETAIL ROOF & FOOTING DRAIN CONNECTION DETAIL NOT TO SCALE BUILDING CORNER GRADE 4" PVC ROOF DRAIN 6" HDPE ROOF DRAIN PARKING LOT 12" MIN. SLOPE 1% MIN SLOPE 2% MIN 4" HDPE FOOTING DRAIN TO CONNECT FOOTING DRAIN INSTALLED BY OWNER LC RIP-RAP APRON/ENERGY DISSIPATOR DETAIL NOT TO SCALED-17 W = Do + 0.4 * La H= G R E A T E R T H A N 5 ' - 0 " FRAME TO BE THOROUGHLY BEDDED IN 1:2 CEMENT MORTAR MIX 30"Ø FOR 3'-0" 24" Ø FOR 4'-0" RIM TO BE 3" ABOVE GRADE IN ALL NO TRAFFIC AREAS FINISHED PAVEMENT CAMPBELL FOUNDRY FRAME & COVER No. 1105 OR APPROVED EQUAL ADJUST TO GRADE WITH BRICK (ASTM C-32, GRADE MA.) 12" MAX. OR PRE CAST CONCRETE RING SECTIONS. 0-RING JOINT TO CONFORM TO A.S.T.M. DESIGNATION C443 LATEST REVISION. JOINTS TO BE MORTARED INSIDE AND OUT USING NON- SHRINKING MORTAR. PRE CAST MANHOLE SECTIONS TO BE IN ACCORDANCE WITH "PRE CAST REINFORCED CONCRETE MANHOLE SECTIONS" A.S.T.M. DESIGNATION C-478, LATEST REVISION, MINIMUM COMPRESSIVE STRENGTH TO BE 4000 P.S.I. INLET PIPE JOINT FILLER APPROVED SUB GRADE APPROVED COMPACTED CRUSHED STONE FOUNDATION COURSE ALL LIFT PIN HOLES TO BE PLUGGED AND MORTARTED INSIDE AND OUT MANHOLE STEPS 12" O.C. (SEE NOTE 1) 1' , 2 ' , 3 ' O R 4 ' PR E C A S T R I S E R 24 " MA X 4'-0"/ 6'-0" INSIDE DIAMETER 5" THICK WALLS 6" 12 " VE R T . SP A C I N G OUTLET PIPE 6" 8" 8" NOTES: 1.Manhole steps shall be cast iron Neenah No. R-1981-0 or Campbell Foundry no. 2588-1 or polypropylene coated steel (see specifications) or approved equal. 2.Unless otherwise specified, storm manholes shall have letters "DRAIN" cast on cover. The covers shall have vent holes. 3.Manholes shall meet or exceed A.S.T.M. and O.S.H.A. requirements and be rated for H-20 vehicle design loading. 4.All pipes shall be cut flush with inside walls. 5.Where depth of manhole exceeds 10 ft, inside diameter shall be 60 ". 3' - 0 " O R 4 ' - 0 " SE C T I O N C O N E MANHOLE WALL BUTYL RUBBER FEDERAL SPECIFICATION SS-S-00210 (GSA-FSS) MANHOLE SECTION JOINT DETAIL REINFORCED POLYPROPYLENE MANHOLE STEP DETAIL CROSS SECTION STEEL REINFORCING ISOMETRIC 9 3/4" 15 7 / 1 6 " 1 3 / 8 " 5/8" 3 3/8" 1 3 / 1 6 " 1" 1 1 / 2 " DIA. VARIES PAVEMENT FINISHED GRADE. SEE DRIVEWAY DETAIL FOR NEW INSTALLATIONS. SEE PAVEMENT REPLACEMENT DETAIL FOR INSTALLATIONS UNDER EXISTING ROADWAYS. FINISH GRADE 2 ' - 0 " M I N CO V E R 1'-0"1'-0" 42 " M I N D/ 2 CLEAN FILL BEDDING MATERIAL SEE NOTES APPROVED SUB GRADE 8" MIN - IF GROUND WATER TABLE S ENCOUNTERED NOTES: 1.Pipe shall be laid and connected in the bedding which shall consist of: A. Compacted existing subsoil when laid above ground water or; B. 3/4" crushed stone when laid below ground water. 2.If subsoil is determined to be unsuitable by the Engineer, all unsuitable material shall be removed for at least 2'-6" below the pipe invert or twice the pipe diameter, whichever is greater, and replaced with compacted bedding material. SEE PLAN FOR PIPE MATERIAL SET FLUSH WITH PAVEMENT FINISHED GRADE NOTES: 1.Where depth of catch basin exceeds 10 ft, inside dimensions shall be 48" x 48". 2.Catch basin covers and structures shall meet or exceed A.S.T.M. and O.S.H.A. requirements. 3.Pre-cast sections shall be in accordance with "Pre-cast Reinforced Manhole Sections", A.S.T.M. Designation C-478, latest revision. Minimum compressive strength shall be 4000 psi. Structures shall be rated for H-20 vehicle loading. FACE OF CURB PROVIDE 1/2" EXPANSION & BITUMINOUS SEAL WHERE CURB MEETS FRAME CAST IRON FRAME & GRATE MANUFACTURED BY CAMPBELL FOUNDRY 2'-6" x 4'-0" HEAVY DUTY BIKE SAFE MODEL NO. 2617 WITH CURBS MODEL NO. 3408 WITHOUT CURBS OR APPROVED EQUAL BRICK LEVELING COURSE (12" MAX) CUT PIPE FLUSH WITH WALL PRECAST CONC. BASIN WITH 18" SUMP CAST IRON OR POLYPROPYLENE COATED STEEL STEPS AT 12" O.C. REINFORCEMENT AS REQUIRED FOR PRE CAST CONCRETE STRUCTURE 6" OF 3/4" CRUSHED STONE JOINT FILLER SEE PLAN OR PROFILE FOR PIPE INVERT 6" 4'- 0 " 6" 6"2'-6"6" PLAN 2' M I N . CO V E R 6"2'-6"W x 4'-0" L 6" 18 " M I N . SU M P 15 " MA X 6" APPROVED SUB GRADE SECTION HOODED OUTLET WHERE REQUIRED 12" SUMP STRUCTURE ID Do (IN)La (FT)D50 (IN)W (FT)DMAX (IN) OUTLET PROTECTION DESIGN PARAMETERS MIN. BLANKET THINCKNESS (IN) 6" 6" PIPEØ W/2 W/2 La RIP-RAP PLAN SIDE SLOPE DIA . ELEVATION SIDE SLOPE END SECTION ARRANGE RIP-RAP IN FIELD TO CREATE VELOCITY DISSIPATION EFFECT AS SHOWN1/ 3 P I P E Ø PI P E Ø SECTION SPLASH PADS 4 6 2.9 4.8 6 9 D-12 NOTES: 1.Where depth of catch basin exceeds 10 ft, inside dimensions shall be 48" x 48". 2.Top of basin shall be built with precast concrete structural slab designed for H-20 loading. PRECAST CATCH BASIN - NO CURB DETAIL NOT TO SCALE 6"2'-6"6" 6" 4'- 0 " 6" PLAN 15 " MA X 6" 2' M I N . C O V E R 6"2'-6"W x 4'-0" L 6" SECTION APPROVED SUB GRADE BRICK LEVELING COURSE (12" MAX) CUT PIPE FLUSH WITH WALL PRECAST CONC. BASIN WITH 18" SUMP CAST IRON FRAME & GRATE MANUFACTURED BY CAMPBELL FOUNDRY HEAVY DUTY BIKE SAFE MODEL NO. 3408 OR APPROVED EQUAL CAST IRON OR POLYPROPYLENE COATED STEEL STEPS AT 12" O.C. REINFORCEMENT AS REQUIRED FOR PRE CAST CONCRETE STRUCTURE 6" OF 3/4" CRUSHED STONE SEE PLAN FOR PIPE MATERIAL SEE PLAN OR PROFILE FOR PIPE INVERT FILLER JOINT SET FLUSH WITH PAVEMENT FINISHED GRADE NOTE: 1.At least 50% of stone shall weigh in excess of 300lbs. and the remainder shall weigh between 1550lbs. and 300lbs.; the minimum dimension of any stone is 12". 2 1 DIA 2 1 18 " 2D 1.50D 2D ELEVATION VARIES- SEE PLAN 12" GRADE 3" 12"12 " D/ 2 D 24 "12 " SECTION GRADE 2 1 FIELDSTONE WITH MORTARED JOINTS OR 2000 P.S.I. CONCRETE RIP-RAP 12" MIN. 6" BANKRUN GRAVEL BASE OPPOSITE BROOK BANK SWALE GRADE STORM SEWER SEE PLAN FOR PIPE SIZE AND MATERIAL. PLAN 1 2-1/2" ELEVATION SECTION HDPE PIPE END SECTION DETAIL NOT TO SCALE NOTE: 1.HDPE END SECTION SHALL BE FITTED AND FASTENED TO PROPOSED PIPE AS PER MANUFACTURER RECOMMENDATIONS. HDPE END SECTION PIPE Ø OPTIONAL TOE PLATE EXTENSTION HDPE END SECTION OPTIONAL TOE PLATE EXTENSTION 6" PRECAST CONCRETE. 24" MANHOLE COVER INSPECTION PORT. 24" Ø HDPE PIPE TO DETENTION CHAMBERS INV OUT. = 469.32' 24" Ø HDPE PIPE FROM CB-19 INV IN = 470.70' 24" HDPE PIPE TO WATER QUALITY INV OUT = 470.67' BY PASS COVER CONCRETE SLAB. BRICK LEVELING COURSE (12" MAX) 24" ROUND MANHOLE COVER. 6" PRECAST REINFORCED CONCRETE WITH #4 REBAR. 24" Ø HDPE PIPE TO DETENTION CHAMBERS INV OUT. = 469.32' WEIR ELEV. = 471.67' 24" Ø HDPE PIPE WATER QUALITY INV OUT = 470.67' 24" Ø HDPE PIPE FROM CB #19 INV IN = 470.70' CONCRETE SLAB TO BE DESIGNED BY PRECAST COMPANY. WEIR INV. = 471.61' PLAN PLAN SECTION D-1 NOT TO SCALE STORM BYPASS #1 STRUCTURE DETAIL PLAN 60" 72" 72" 84 " 72" 72" 60° V-NOTCH WEIR INV. OUT: 489.70' PLAN 6" PRECAST CONCRETE. 72" 72 " 60" 60 " 24" Ø PIPE OUTLET INV. OUT: 485.94' D-5 NOT TO SCALE POND OUTLET STRUCTURE D-6 NOT TO SCALE FILTER STAND PIPE OUTLET 36" 48" 48" 48" 48" SECTION PLAN 6" PRECAST CONCRETE. 48" 48 " 48" 48 " 3" DIAMETER ORIFICE INV. ELEV. = 492.00' TOP OF GRATE ELEVATION = 493.20' ES-1 ES-3 30 16 18.5 4.8 6 9 15 8 9.3 3.0 6 9 TRENCH DRAIN DETAIL NOT TO SCALE D-15 PLAN NOTES:Nominal Diameter, ID, in. (mm) Depth of Invert, H, in. (mm) Minimum Maximum 6 (150)12.50 (318)30.00 (762) 8 (200)14.50 (368)32.00 (813) 10 (250)16.50 (419)34.00 (864) 12 (300)19.00 (483)48.00 (1219) 15 (375)22.00 (559)51.00 (1295) 18 (450)25.00 (635)54.00 (1372) 24 (600)31.25 (794)60.00 (1524) 30 (750)38.25 (972)66.00 (1676) 36 (900)44.25 (1024)72.00 (1829) ID H 1 4" - 1 8" RECESS INTO FINISHED PAVEMENT COMPRESSIVE STRENGTH CONCRETE (BY OTHERS) ASPHALT OR CONCRETE PAVEMENT (BY OTHERS) BASE MATERIAL AS APPROPRIATE STABLE, UNDISTURBED EARTH OR COMPACTED FILL EXPANSION JOINT (BY OTHERS) SLOTTED DRAIN PIPE DETAIL NOT TO SCALE D-16 Advanced Drainage Systems, Inc. D-13 NOTES: 1.Where depth of catch basin exceeds 10 ft, inside dimensions shall be 48" x 48". 2.Top of basin shall be built with precast concrete structural slab designed for H-20 loading. DRAIN INLET CATCH BASIN NOT TO SCALE PLAN 18 " M I N . SU M P 18 " M I N . C O V E R 6"18"6" SECTION APPROVED SUB GRADE BRICK LEVELING COURSE (12" MAX) CUT PIPE FLUSH WITH WALL PRECAST CONC. BASIN WITH 18" SUMP REINFORCEMENT AS REQUIRED FOR PRE CAST CONCRETE STRUCTURE 6" OF 3/4" CRUSHED STONE SEE PLAN FOR PIPE MATERIAL SEE PLAN OR PROFILE FOR PIPE INVERT FILLER JOINT SET FLUSH WITH FINISHED GRADE 18" 30" 30 " CAST IRON FRAME & GRATE MANUFACTURED BY CAMPBELL FOUNDRY HEAVY DUTY BIKE SAFE MODEL NO. 3408 OR APPROVED EQUAL FIELDSTONE HEADWALL DETAIL NOT TO SCALED-8 D-9 D-10 GRATE ELEV. 492.20' 6" PRECAST CONCRETE. 24" MANHOLE COVER INSPECTION PORT. 24" Ø HDPE PIPE. GOING TO DETENTION CHAMBERS. INV OUT. = 469.32' 24" Ø HDPE PIPE FROM DMH-6 INV IN = 469.50' 24" HDPE PIPE TO WATER QUALITY INV OUT = 470.76' BY PASS COVER CONCRETE SLAB. BRICK LEVELING COURSE (12" MAX) 24" ROUND MANHOLE COVER. 6" PRECAST REINFORCE CONCRETE WITH #4 REBAR. 24" Ø HDPE PIPE DETENTION CHAMBERS INV OUT. = 469.32' WEIR ELEV. = 471.47' 24" Ø HDPE PIPE TO WATER QUALITY INV OUT = 470.67' 24" Ø HDPE PIPE FROM DMH-6 INV IN = 469.50' CONCRETE SLAB TO BE DESIGNED BY PRECAST COMPANY. WEIR INV. = 471.47' SECTION D-2 STORM BYPASS #2 STRUCTURE DETAIL TOP ELEV. = 475.24' SUMP ELEV. = 468.32' TOP ELEV. = 475.82' SUMP ELEV. = 468.32' RECTANGULAR WEIR INV. OUT: 491.5' RECTANGULAR WEIR INV. OUT: 492.00' RECTANGULAR WEIR INV. OUT: 491.5' RECTANGULAR WEIR INV. OUT: 492.00' 24" Ø PIPE OUTLET INV. OUT: 485.94' 18 " M I N . SU M P ES-5 12 12 13 4.8 6 9 2" WIDE X 12" LOND GRAVEL PADHDPE SPLASH PAD6" HDPE ROOF DRAIN FOOTING DRAIN SPLASH PAD 24" Ø PIPE OUTLET INV. OUT: 491.75' ES-6 SEDIMENT BASIN 4.8 6 9 12 4.8 6 9 ES-9 24 12 14 4.8 6 9 9 ES-4 36 20 23 7.2 6 9 12 12 13 12 13 ES-10 24 12 14 4.8 6 9 RECTANGULAR WEIR INV. OUT: 489.70' RECTANGULAR WEIR INV. OUT: 490.70' RECTANGULAR WEIR INV. OUT: 491.25' 5x5 GRATE INV.: 492.20' 24" OUTLET PIPE INV. OUT: 485.94' 5x5 GRATE INV.: 492.20' 1' 4'.5 5 ' 6.5'.7 5 ' 1' 24" OUTLET PIPE INV. OUT: 485.94' D-5 NOT TO SCALE POND OUTLET STRUCTURE TOP OF EXISTING WALL TOP OF EXISTING WALL RECTANGULAR WEIR INV. OUT: 489.70' RECTANGULAR WEIR INV. OUT: 490.70' RECTANGULAR WEIR INV. OUT: 491.25' 1' 4'.5 5 ' 6.5'.7 5 ' 1' No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n REV E7001-110-298DWG NO.1 OF 1SHEET1:40SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH SOLID COVER QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 09-14-07DATE EBCDRAWN BY 06-12-18 NMH (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 8" - 36" 8" MIN THICKNESS GUIDELINE (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" & 12" MIN. ON 36" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" & 36" MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 36" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NYLOPLAST DRAIN BASIN WITH SOLID COVER (6, 7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (1, 2) INTEGRATED DUCTILE IRON FRAME & COVER TO MATCH BASIN O.D. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST.©2013 NYLOPLAST 1 - 8" - 30" SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 8" & 10" SOLID COVERS FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO. 7001-110-045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 36"). 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 6 - 12" - 30" SOLID COVERS SHALL MEET H-20 LOAD RATING. 7 - 8" & 10" SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY; NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. 18" MIN WIDTH GUIDELINE Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-504 ST O R M W A T E R D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 INSERTA TEE CONNECTION CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) PLACE ADSPLUS WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION SIDE VIEWSECTION A-A A A DO NOT INSTALL INSERTA-TEE AT CHAMBER JOINTS (X) CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) SC-310 6" (150 mm)4" (100 mm) SC-740 10" (250 mm)4" (100 mm) DC-780 10" (250 mm)4" (100 mm) MC-3500 12" (300 mm)6" (150 mm) MC-4500 12" (300 mm)8" (200 mm) MC-7200 12" (300 mm)8" (200 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON NOTES: ·PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. CONTACT STORMTECH FOR MORE INFORMATION. ·CONTACT ADS ENGINEERING SERVICES IF INSERTA TEE INLET MUST BE RAISED AS NOT ALL INVERTS ARE POSSIBLE. NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB CREEPING BENTGRASS ROUGHBLUEGRASS MEADOW FOXTAIL DEERTONGUE AGROSTIS STOLONIFERA POA TRIVIALS PANICUM CLANDESTINUM NORTHEAST WETLAND GRASS SEED MIX ALOPECURUS ARUNDINACEUS AS SUPPLIED BY SOUTHERN TIER CONSULTING, INC. WEST CLARKSVILLE NY (716) 968-8120 APPLY AT 1 LB/3000 SF TEMPORARY VEGETATIVE COVER SPECIFICATIONS FOR DETENTION BASIN SIDE SLOPES NOTES: 1.THE BASIN SHOULD BE SEEDED WITH THE TEMPORARY SEED MIX DURING THE CONSTRUCTION PHASE WHEN IT IS BEING USED AS A SEDIMENT TRAP. ONCE THE ENTIRE SITE IS STABLE, THE FINAL SHAPING AND PREPARATION OF THE POCKET POND SHALL BE COMPLETED. THE PLANTINGS SHALL BE DONE AT THE START OF SPRING OR FALL WET SEASONS TO INSURE SURVIVAL OF PLANT MATERIALS. 2.ALL PLUGS SHALL BE SPACED 18" O.C. FOR HIGH AND LOW MARSH 3.BUFFER FRINGE SHRUBS SHALL BE PLACED 5' O.C. 4.BUFFER UPLAND PLANTINGS SHALL BE PER THE PLAN SPACED 20' O.C 5.SHRUBS PLANTINGS SHALL BE OF MATURE PLANTS. 6.IF A MINIMUM COVERAGE OF 50% IS NOT ACHIEVED IN THE PLANTED WETLAND ZONES AFTER THE SECOND GROWING SEASON, A REINFORCEMENT PLANTING IS REQUIRED. POCKET WETLAND (W-4) TYPICAL SECTION NOT TO SCALE SW-9 Pickerel Weed (Pontederia cordata) Blue Flag (Iris Versicolor) Redosier Dogwood (Cornus sericea) Shadblow (Amelanchier canadensis) Buttonbush (Cephalanthus occidentalis) Black Chokeberry (Aronia melanocarpa) Inkberry (Ilex glabra) Lizard's Tail (Saururus cernuus) PLANTINGS BUFFER UPLAND White Ash (Fraxinus americana) White Oak (Quercus alba) Tulip Poplar (Lirodendron tulipifera) BUFFER FRINGE Meadowsweet (Spirea latifolia) Rose-Rugosa (Rosa rugosa) Flowering Dogwood (Cornus florida) HIGH MARSH Silky Dogwood (Cornus amomum) LOW & HIGH MARSH Narrowleaf Cattail (Typha angustifolia) Soft Stem Bulrush (Scirpus validus) Swamp Milkweed (Asclepias incarnata) SUGGESTED POCKET WETLAND PLANTINGS Arrow arum (Peltandra virginica) Smartweed (Polygonum spp.) Blue Joint (Calamagrotis canadensis) Yellow Flag (Iris Pseudocorus) Marsh Marigold (Caltha Palustris) 1 YEAR STORM WATER ELEV. 493.02' 3:1 SIDE SLOPE TOP OF BERM 495.00' SEE PLANTING PLAN FOR DETAILS 4"-6" IMPERVIOUS LAYER OF A 50/50 HUMUS - CLAY MIX TO BE PLACED AT THE BOTTOM STAGE OF THE WET POND 6" MAX. 18" ± PERMANENT WATER ELEV. 492.70' 2:1 SIDE SLOPE 100 YEAR STORM WATER ELEV. 493.97' 10 YEAR STORM WATER ELEV. 493.49' MICRO POOL BOTTOM ELEV.: 488.00' SEE OUTLET STRUCTURE DETAIL D-6 PROPOSED SEDIMENT MARKER BOTTOM ELEV.: 488.00'HIGH MARSH ELEV.: 492.00' FOREBAY MICRO POOL LOW MARSH ELEV.: 490.00' PLANTING SOIL MIX 4" PVC INSPECTION PORT DETAIL NOT TO SCALESW-2 END CAP INSERTION DETAIL NOT TO SCALESW-3 INSERTA-TEE SIDE INLET DETAIL NOT TO SCALESW-5 MC-7200 TECHNICAL SPECIFICATIONS NOT TO SCALESW-6 MC-7200 CROSS SECTION DETAIL NOT TO SCALESW-7 GRASS LINED BERM RIP RAP CHANNEL 3:1 SIDE SLOPE FLUCTUATING MARSH ZONE NOTE: THESE PAGES HAVE BEEN TAKE FROM THE DOWNSTREAM DEFENDER MAINTENANCE AND OPERATIONS MANUAL. THEY ILLUSTRATE THE INPSECTION AND MAINTENANCE PROCEDURE FOR THE SYSTEM DOWNSTREAM DEFENDER NOT TO SCALESW-8 DOWNSTREAM DEFENDER (DD-1) DETAIL NOT TO SCALESW-10 TEST PIT DESCRIPTION WATER LAVEL DROP IN INCHES SOIL RATE (INCH/HR) TOTAL DEPTH TEST HOLE NO.DEEP TEST PIT DESCRIPTION TP - #1 6" T.SOIL, 12" - 36" GREY FILL SANDY LOAM WELL GRADED, 42" - 48" LIGHT BROWN SILTY LAOM, 54" - 78" GREY / BROWN SANDY LOAM, WATER AT 8' 8'.8 INCHES .8 TP - #2 6" T.SOIL, 12" - 44" DARK BROWN SANDY SILTY LOAM, 42" -54" LIGHT BROWN SANDY LOAM, 54" - 78" COBBLES 8'2 INCHES 2 TP - #3 TP - #4 6" T.SOIL, 12" - 36" DARK GREY ORGANIC, 30" LIGHT BROWN, 36" - 42" SILTY BROWN, SOME GRAVEL 8'2 INCHES 2 6" TRACE TOPSOIL, 12" - 48" BROWN SANDY LOAM, WATER THROUGHOUT, WATER @ 2'4'17 INCHES 17 TP - #5 6" TOPSOIL, 12" - 18" ? , 24" - 54" BROWN SILTY LOAM MOTTLING, 60" GWT , 66" - 96" COBBLE'S GRAVEL TP - #6 6" TOPSOIL, 6" - 30" LIGHT BROWN SANDY LOAM, 30" - 96" MOTTLING. TP - #7 2" TOPSOIL, 4" BANK RUN, 15" SANDY LOAM, 31" ASPHALT, 36" - 48" BANK RUN, 50" - 96" SANDY LOAM WITH SOME SILT, SEEP @ 72". TP - #8 6" TOP SOIL, 6" - 96" SILT LOAM MOTTLED, GWT @ 60" ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED. 7.0' (2.1 m) MAX 24" (600 mm) MIN* 12" (300 mm) MIN100" (2540 mm) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-7200 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 60" (1524 mm) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. MC-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC7200IEPP06B ---0.86" (22 mm) MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC7200IEPP08B ---1.01" (26 mm) MC7200IEPP10T 10" (250 mm)38.37" (975 mm)--- MC7200IEPP10B ---1.33" (34 mm) MC7200IEPP12T 12" (300 mm)35.69" (907 mm)--- MC7200IEPP12B ---1.55" (39 mm) MC7200IEPP15T 15" (375 mm)32.72" (831 mm)--- MC7200IEPP15B ---1.70" (43 mm) MC7200IEPP18T 18" (450 mm) 29.36" (746 mm)---MC7200IEPP18TW MC7200IEPP18B ---1.97" (50 mm)MC7200IEPP18BW MC7200IEPP24T 24" (600 mm) 23.05" (585 mm)---MC7200IEPP24TW MC7200IEPP24B ---2.26" (57 mm)MC7200IEPP24BW MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm) MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm) MC7200IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³) WEIGHT (NOMINAL)205 lbs.(92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 83.4" (2120 mm) 79.1" (2010 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS 4" (100 mm) INSERTA TEE PART# 4P26FBSTIP INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS PAVEMENT CONCRETE COLLAR CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER PART# 2712AG4IP SOLID COVER: 1299CGC 4" (100 mm) SDR35 PIPE MC-7200 CHAMBER DOWNSTREAM DEFENDER (DD-2 AND DD-3) DETAIL SW-11 SECTION A-A PARTS LIST ITEM QTY SIZE (in)DESCRIPTION PRECAST MANHOLE (BY HYDRO VIA PRECASTER) 1 1 144 2 3 24 FRAME AND COVER (QTY 3) 3 1 30 INLET PIPE 4 1 30 OUTLET PIPE 5 1 PIPE COUPLING INTERNAL COMPONENTS (PRE-INSTALLED) 6 1 A A WEIGHT: N/A SHEET SIZE: B SHEET: 1 OF 1 DRAWING NO.: DD GA-12 STOCK NUMBER: hydro-int.com HYDRO INTERNATIONAL Rev: A Title 12ft-DIAMETER DOWNSTREAM DEFENDER DRAWN BY: ER CHECKED BY: MRJ APPROVED BY DATE: 12/7/2020 SCALE: 1 / 50 PROJECTION MATERIAL: GENERAL ARRANGEMENT IF IN DOUBT ASK 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING DOWNSTREAM DEFENDER MANHOLE. 1 6 INLET:509.05' OUTLET: 512.05' 1 5 5 6 SUMP: 500.87' TOP OF STRUCTURE.: 517.29' 4 RIM: 517.79' 2 STONE BASE PER PROJECT SPECIFICATIONS PIPE COUPLING/ REDUCER REQUIRED BY CONTRACTOR 3 3 HYDRO FRAME AND COVER (INLCUDED) GRADE RINGS BY OTHERS AS REQUIRED EQUIPMENT PERFORMANCE The stormwater treatment unit shall adhere to the hydraulic parameters given in the chart below and provide the removal efficiencies and storage capacities as follows: 1. The treatment system shall use an induced vortex to separate pollutants from stormwater runoff. 2. Peak Hydraulic Capacity: 38.0 cfs (1076 l/s) 3. Sediment Storage Capacity: 14.70cu. yd. (11.24 cu. m) 4. Continuous Oil Storage Capacity: 1770 gal. (6700 liters) 5. Sediment shall be stored in a zone that is isolated from the main flow path and protected from reintrainment by a benching skirt. 6. For more product information including regulatory acceptances, please visit https://hydro-int.com/en/products/downstream-defender SKIRT: 506.41' BOTTOM OF INTERNALS: 504.04' LEDGER: 515.55' OUTLET STUB ID: 36" (900 mm) OUTLET STUB OD: 42" (1050 mm) NOTE: NOT FOR CONSTRUCTION. CONTACT HYDRO FOR SITE SPECIFIC DETAIL NOT TO SCALE INFILTRATION ELEV.: 468.75'STONE INVERT.: 468.00' ELEV.: 473.75' ELEV.: 468.75' PIPE INVERT: 470.67' OUTLET TO ES-1 POCKET WETLAND PLANTING ZONES NOT TO SCALESW-12 NYLOPLAST DRAIN DETAIL NOT TO SCALESW-1 GROUNDWATER ELEV.:494' SECTION A-A PARTS LIST ITEMQTYSIZE (in)SIZE (mm)DESCRIPTION PRECAST MANHOLE (BY HYDRO VIA PRECASTER) 1 1 96 2400 2 2 24 600 FRAME AND COVER 3 1 24 (MAX)600 (MAX)INLET PIPE (BY OTHERS) 4 1 24 (MAX)600 (MAX)OUTLET PIPE (BY OTHERS) 5 1 PIPE COUPLING (BY OTHERS) INTERNAL COMPONENTS (PRE-INTALLED) 6 1 A A WEIGHT: N/A SHEET SIZE: B SHEET: 1 OF 1 DRAWING NO.: DD GA-8 STOCK NUMBER: hydro-int.com HYDRO INTERNATIONAL Rev: B Title 8ft DIAMETER DOWNSTREAM DEFENDEER DRAWN BY: ER CHECKED BY: MRJ APPROVED BY DATE: 12/8/2020 SCALE: 1 / 50 PROJECTION MATERIAL: GENERAL ARRANGEMENT IF IN DOUBT ASK 1.MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2.CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING DOWNSTREAM DEFENDER MANHOLE. 1 6 INLET: 469.25' OUTLET: 471.25' 1 5 5 6 SUMP: 463.58' TOP OF STRUCTURE: 475.25' 4 RIM: VARIES 2 STONE BASE PER PROJECT SPECIFICATIONS PIPE COUPLING/ REDUCER REQUIRED BY CONTRACTOR 4 3 3 HYDRO FRAME AND COVER (INLCUDED) GRADE RINGS BY OTHERS AS REQUIRED EQUIPMENT PERFORMANCE The stormwater treatment unit shall adhere to the hydraulic parameters given in the chart below and provide the removal efficiencies and storage capacities as follows: 1.The treatment system shall use an induced vortex to separate pollutants from stormwater runoff. 2.Peak Hydraulic Capacity: 15.0 cfs 425 l/s) 3.Sediment Storage Capacity: 4.65 cu. yd. (3.56 cu. m) 4.Continuous Oil Storage Capacity: 540 gal. (2044 liters) 5.Sediment shall be stored in a zone that is isolated from the main flow path and protected from reintrainment by a benching skirt. 6.For more product information including regulatory acceptances, please visit https://hydro-int.com/en/products/downstream-defender BOTTOM OF INTERNALS: 465.81' SKIRT: 467.52' 2 2 LEDGER: 473.52' OUTLET STUB ID: 24" (600 mm) OUTLET STUB OD: 24.8" (630 mm) NOTE: NOT FOR CONSTRUCTION. CONTACT HYDRO FOR SITE SPECIFIC DETAIL No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-505 ST O R M W A T E R D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 H (GRASS AREA) X H (FLEX PVMT) H (RIGID PVMT) C FILTER FABRIC (WHERE REQUIRED BY ENGINEER) FINAL FILL MATERIAL (PER PROJECT SPECIFICATIONS) SUITABLE FOUNDATION UNDISTURBED EARTH NON-TRAFFIC INSTALLAT I O N TRAFFIC INSTALLATION ~ ~ NOMINAL DIAMETER TYPICAL SIDE WALL "X" MIN. H (NON-TRAFFIC) MIN. H (TRAFFIC) NOMINAL O.D. TYPICAL SPACING "C"MAX. H* CLASS I OR II MATERIAL PLACED AND COMPACTED IN ACCORDANCE WITH ASTM D2321 IN PIPE ZONE 36" (900 mm) 18" (457 mm) 42" (1067 mm) 63" (1600 mm) 8' (2.4 m) 12" (305 mm) 12" (305 mm) BEDDING (CLASS I OR II MATERIAL) = 6" (152 mm) MIN. FOR 36" (900 mm) PIPE * MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m). NOTES: 1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST EDITION. 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. 3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. SEE ASTM D2321. 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR II. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR 4"-24" (100-600 mm); 6" (152 mm) FOR 30-60" (750-900 mm). 7. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" (152 mm) ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION SYSTEMS IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60" (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR INSTALLATION CONSIDERATIONS. Advanced Drainage Systems, Inc. ADS RETENTION/DETENTION PIPE SYSTEM SPECIFICATION SCOPE THIS SPECIFICATION DESCRIBES ADS RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON-PRESSURE GRAVITY-FLOW STORM WATER COLLECTION SYSTEMS UTILIZING A CONTINUOUS OUTFALL STRUCTURE. PIPE REQUIREMENTS ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: ·N-12 WTIB PIPE (PER AASHTO) SHALL MEET AASHTO M 294, TYPE S OR ASTM F2306 ·N-12 WTIB PIPE (PER ASTM F2648) SHALL MEET ASTM F2648 ·N-12 MEGA GREEN WTIB SHALL MEET ASTM F2648 ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND ANNULAR EXTERIOR CORRUGATIONS. ALL STIB PIPE PRODUCTS ARE AVAILABLE AS PERFORATED OR NON-PERFORATED. WTIB PIPE PRODUCTS ARE ONLY AVAILABLE AS NON-PERFORATED. PRODUCT-SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". JOINT PERFORMANCE WATERTIGHT (WTIB): WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212. GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. 12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER. PIPE AND FITTING CONNECTIONS SHALL BE WITH A BELL AND SPIGOT CONNECTION UTILIZING A SPUN-ON OR WELDED BELL AND VALLEY OR SADDLE GASKET. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE CISTERNS". FITTINGS FITTINGS SHALL CONFORM TO ASTM F2306 AND MEET JOINT PERFORMANCE INDICATED ABOVE FOR FITTINGS CONNECTIONS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON-TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED) OR CLASS II (MINIMUM 95% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACKFILL IS 8 FT (2.4 m); CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADDITIONAL INSTALLATION REQUIREMENTS ARE PROVIDED IN THE DRAINAGE HANDBOOK SECTION 6 "RETENTION/DETENTION". ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. DETENTION CHAMBER SECTION DETAIL NOT TO SCALEDC-1 188.9" 63" 63" 36.8" 26.2" Ø36" WT WELDED BELL (TYP) Ø36" WT GASKET 188.9" 63" 63" 26.2" 36.7" Ø36" WT GASKET (TYP) Ø36" WT WELDED BELL DETENTION CHAMBER DETAILDC-2 36" TRIPLE MANIFOLD TEE [3653AN65G] ITEM # : 2 QTY: 1 36" TRIPLE MANIFOLD TEE [3653AN65B] ITEM # : 1 QTY: 1 26.2" 26.2" 47.1" 47.1" Ø36" WT WELDED BELL (TYP)26.2" 36.7" 47.1" 57.6" Ø36" WT GASKET Ø36" WT WELDED BELL 36.7" 36.7" 57.6" 57.6" Ø36" WT GASKET (TYP) 36" 90° MANIFOLD BEND [3698AN65BB] ITEM # : 3 QTY: 1 36" 90° MANIFOLD BEND [3698AN65BG] ITEM # : 4 QTY: 2 36" 90° MANIFOLD BEND [3698AN65GG] ITEM # : 5 QTY: 1 146.7" Ø36" WT WELDED BELL Ø36" WTIB SPIGOT "FULL STICK (NO MINI CORRUGATIONS) Ø36" WTIB BELL Ø36" WT GASKET* 36" PIPE STICK-1 SOLID ITEM # : 6 QTY: 5 36" PIPE STICK-2 SOLID ITEM # : 7 QTY: 5 ITEM QTY ALT. QTY PART #DESCRIPTION STAN.VENDOR NOTE 1 1 3652AN65B 36" WT.DOUBLE MANIFOLD TEE (BxBxBxG)STAN ADS SEE DETAIL 2 1 3652AN65G 36" WT.DOUBLE MANIFOLD TEE (GxGxGxB)STAN ADS SEE DETAIL 3 3 3653AN65B 36" WT TRIPLE MANIFOLD.TEE (BxBxBxBxG)STAN ADS SEE DETAIL 4 3 3653AN65G 36" WT TRIPLE MANIFOLD TEE.(GxGxGxGxB)STAN ADS SEE DETAIL 5 1 3698AN65BB 36".WT MANIFOLD 90 DEG BEND (BxB)STAN ADS SEE DETAIL 6 2 3698AN65BG 36".MNFD 90 WT (BELL-GASKET)STAN ADS SEE DETAIL 7 1 3698AN65GG 36".WT MANIFOLD 90 DEG BEND (GxG)STAN ADS SEE DETAIL 8 13 STICKS STICK-1 36".N12 HWY.WTIB.SOLID.20'CUS ADS SEE DETAIL 9 13 STICKS STICK-2 36".N12 HWY.WTIB.SOLID.20'CUS ADS SEE DETAIL 10 26 STICKS 512 LF 36650020IB 36".N12 HWY.WTIB.SOLID.20'STAN ADS AS SHOWN 11 4 ROLLS 2000 SY 0601TG 601.15' X 300'.(500 SY).(NTPEP SCAN) (20% OVERAGE)STAN ADS SEE DETAIL 12 26352 CF 976 CY NA EXCAVATION NA NA NOT SHOWN 196.9'18" (TYP EXCAVATION LIMITS) 24 . 5 ' NOTES •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE PIPE COVER REQUIREMENTS ARE MET. •STUB SIZES AND INVERTS TO BE VERIFIED BY THE SITE DESIGN ENGINEER PRIOR TO FABRICATION. •ADS RISERS ARE FABRICATED 36" (900 mm) FROM TOP OF PIPE TO TOP OF RISER DUE TO SHIPPING LIMITATIONS. ADDITIONAL PIPE AND COUPLERS CAN BE USED TO EXTEND THE RISERS TO GRADE. •LAYOUT SHOWN DOES NOT INCLUDE ADDITIONAL PIPE & MANIFOLD NEEDED FOR PROPER PIPE INSERTION INTO STRUCTURES. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 1 2 3 4 4 5 67 8 8 6888887 8 8 8 8 8 ADS GEOTEXTILE FABRIC DETENTION CHAMBER LAYOUT NOT TO SCALEDC-3 STORM DRAIN CALCULATIONS NOT TO SCALE 88 8 8 PIPE INVERT: 469.50' No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n Sh e e t DA T E : SC A L E : DR A W N B Y : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 1 2 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D C-506 WA T E R S E W E R D E T A I L S PR O J E C T # PR E P A R E D F O R UN D E R H I L L F A R M SI T E P L A N UN D E R H I L L A V E N U E We s t c h e s t e r C o u n t y , N e w Y o r k To w n o f Y o r k t o w n 6- 2 2 - 2 0 TK F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G 4/ 1 2 / 2 0 2 3 1 1 : 4 1 : 2 0 A M 20 - 2 0 F: \ 2 0 2 0 \ 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ E N G I N E E R I N G \ C A D \ C 3 D - 2 0 - 2 0 U N I C O R N - S O U N D V I E W \ D W G \ 2 0 - 2 0 S O U N D V I E W S I T E P L A N D E T A I L S 5 - 2 - 2 3 . D W G FIRE HYDRANT DETAIL NOT TO SCALE MUELLER "SUPER CENTURION" HYDRANT, CAT NO. A-423, 5 1/4" DIA. MAIN VALVE OPENING, 5'-0 BURY 6" DIA. MECHANICAL JOINT INLET CONNECTION, 1 1/2" PENTAGON OPERATING NUT, OPEN LEFT (COUNTER CLOCKWISE), 2-2 1/2" HOSE NOZZLES AND 1-4 1/2" PUMPER NOZZLE ALL WITH NATIONAL STANDARD THREADS. 2'-0" MIN. 6'-0" MAX. GRADE 3/4" CLEAN STONE (1/3 CUBIC YARD MIN.) COVER WITH 8 MIL POLYETHYLENE SHEET. UNDISTURBED EARTH SELECT STONE SLAB OR 12"x 12" x 6" (MIN.) CONCRETE BASE ON FIRM GROUND. THRUST BLOCK PROVIDE OPENING FOR DRAIN HOLE DISCHARGE 2500 P.S.I. CONCRETE (MIN.). 18" 6" 4'- 0 ' M I N . 1'-0" CURB VALVE BOX MARKED "WATER" RIGHT HAND TURN RED NUTS 8" EXISTING C.I. WATER MAIN 45' MIN. UNDISTURBED EARTH THRUST BLOCK 2500 P.S.I. CONCRETE (MIN.) 6" DUCTILE IRON PIPE-CLASS 54 MEGA LUG KITS NOTES: 1.Retainer glands, concrete thrust blocks and tie rods shall be used at all locations where restraints are required. 2.If groundwater is encountered within 7 feet of grade, hydrant drain holes shall be plugged. When the drains are plugged the barrels must be pumped dry after use during freezing weather. Where hydrant drains are not plugged, a gravel pocket or dry well shall be provided unless the natural soils will provide adequate drainage. Hydrant drains shall not be connected to or located within 10 feet of sanitary sewers or storm drains. 3.If hydrant is within 10 feet of sewers, hydrant drain holes shall be plugged. 4.Hydrant shall be painted with two coats of Electro- Farrothane, plastic finish, No. 44 red paint. 5.All gate valves shall be Mueller AWWA standard. 6" THRUST BLOCKING FOR HORIZONTAL BENDS NOT TO SCALE A C A C B C D/4 D/4 BLOCKS TO BE POURED AGAINST UNDISTURBED EARTH. NOTES: 1.Min. 2,500 psi concrete to be used. 2.Block dimensions are minimum and are based upon soil bearing pressure of 2,000 psf and water pressure of 150 psi. Where soil bearing is less or water pressure is greater, a special design will be required. 3.All bolts shall be covered with burlap before pouring concrete. 4.Bend to be set against disturbed earth, backfill to be firmly tamped, or block to be furnished as directed by the engineer. PI P E DI A M . I N . BE N D A IN. BLOCK DIMENSIONS CONCRETE VOLUME FT.3B IN. C IN. 16 12 10 8 6 11.25 22.5 45 90 11.25 22.5 45 90 11.25 22.5 45 45 22.5 11.25 90 90 11.25 22.5 45 90 80 48 30 20 56 38 20 18 48 28 18 16 34 20 14 24 14 12 12 14 16 14 18 20 16 18 20 22 18 20 22 26 18 22 28 32 32 30 26 12 20 10 12 12 16 12 12 12 12 12 12 12 12 12 (3) 1.2 1.5 2.5 (3) 1.6 2.5 4.4 2.2 2.7 4.0 8.9 3.0 3.6 7.7 15.0 3.8 10.0 19.7 39.5 A A A C A PLAN 90° BEND SECTION A-A PLAN TYPICAL FOR 11-1/4°; - 22-1/2°; - 45° BENDS W-8 NOT TO SCALEW-5 MUELLER 6" x 6" TEE 6" DUCTILE IRON CL-52 MUELLER GATE VALVE A-2361 6" DUCTILE IRON CL-52 WATER SERVICE 3000 P.S.I CONC. 6" C.I. WATERMAIN-EXISTING PLAN D.I. VALVE BOX TO GRADE 6" DUCTILE IRON CI.-52 WATER SERVICE 6" DUCTILE IRON CL-52 TEE EXISTING 8" C.I. WATERMAIN SECTION TEE AND GATE VALVE CONNECTION DETAIL SEE THRUST BLOCK DETAIL W-1 W-2 W-3 W-7 WATER SERVICE CONNECTION DETAIL NOT TO SCALE 4" CLASS A CONCRETE PAD IN LAWN AREA FOR PAVEMENT APPLICATIONS SET FLUSH WITH FINISHED GRADE. 4" TOP SOIL AND SEED ADJUSTABLE CURB BOX MUELLER H-10350 BUFFALO TYPE OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS CURB STOP AND DRAIN MUELLER H-15210 OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS CORPORATION STOP MUELLER H-15000 OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS TYPE "K" COPPER PIPE (SEE PLAN FOR SIZE) 6"Ø WATER MAIN (SEE PLAN FOR SIZE) FINISHED GRADE SLOPE SLOPE BRICK BLOCKING 1'-6" 4 ' - 0 " M I N . C O V E R P E R SP E C I F I C A T I O N S 1/4 CUBIC YARD OF CRUSHED STONE UNDER DRAIN OPENING CL NOT TO SCALE L/2 L = FULL LENGTH OF PIPE L/2 WATER MAIN 18 " M I N . SANITARY OR STO R M S E W E R 18 " M I N . WATER MAIN VERTICAL SEPARATION 10'-0" (MIN.) EDGE TO EDGE WATER MAIN SANITARY SEWER MAIN, OR STORM SEWER HORIZONTAL SEPARATION SEPARATION OF WATER MAINS, SANITARY SEWERS OR STORM SEWERS L THRUST BLOCKING FOR TEES NOT TO SCALE M K BLOCKS TO BE POURED AGAINST UNDISTURBED EARTH. NOTES: 1.Min. 2,500 psi concrete to be used. 2.Block dimensions are minimum and are based upon soil bearing pressure of 2,000 psf and water pressure of 150 psi. Where soil bearing is less or water pressure is greater, a special design will be required. 3.All bolts shall be covered with burlap before pouring concrete. BRANCH OF TEE A A PLAN SECTION A-A BRANCH SIZE IN. 6 8 10 12 16 60 50 42 30 18 K IN. L IN. 16 18 20 24 36 24 16 12 12 12 M IN. 2.4 4.0 6.3 11.3 30.0 3 CONCRETE VOLUME FT. BLOCK DIMENSIONS CL WATER MAIN BEDDING DETAIL NOT TO SCALE PAVEMENT OR GROUND SURFACE SIDES OF TRENCH MAY BE SLOPED TO SUIT SOIL CONDITION SOIL ROCK SELECT WELL-GRADE TAMPED BACKFILL (12" LIFTS MAX.) 4'- 0 " M I N . 5' - 0 " M A X T O G R A D E 24 " MI N . 12" MAX 8" MIN. WATER MAIN CL-52 DIP 12" MAX 8" MIN.24 " MI N .12" MAX 8" MIN. 4'- 0 " M I N . 5' - 0 " M A X T O G R A D E PIPE 6" MI N . ROCKSUITABLE SOIL 6" MI N . NO ROCK TO PROTECT WITHIN THESE LINES GRAVEL OR CRUSHED STONE FOUNDATION MATERIAL SELECT WELL-GRADE TAMPED BACKFILL (12" LIFTS MAX.) NOTES: 1.In materials to be considered as unsuitable (i.e. Muck) material is to be replaced 24" below the pipe invert and replaced with item no. 4 bedding. 2.A continuous and uniform bedding shall be provided in the trench for all buried pipe. Backfill material shall be tamped in layers around the pipe and to a sufficient height above the pipe to adequately support and protect the pipe. Stones found in the trench shall be removed for a depth of at least six inches below the bottom of the pipe. 3.See Pavement Replacement Detail for backfill specifications in local and main TOWN roads. 12" MAX 8" MIN. W-4 SEE THRUST BLOCK DETAIL NOTES: 1. WHERE THE SANITARY SEWER MAIN CROSSES THE WATER MAIN AN 18" MINIMUM VERTICAL SEPARATION SHALL BE MAINTAINED. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. 2. WHERE THE SANITARY SEWER MAIN RUNS PARALLEL TO AN EXISTING OR PROPOSED WATER MAIN A 10' MINIMUM HORIZONTAL SEPARATION SHALL BE MAINTAINED. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. 3. ANY DEVIATION FROM THE REQUIRED MINIMUM SEPARATIONS SHALL BE SUBJECT TO A REVIEW AND APPROVAL BY THE WESTCHESTER COUNTY DEPARTMENT OF HEALTH PRIOR TO CONSTRUCTION. WATER MAIN SEWER MAIN ENCASE WATER MAIN IN K-CRETE WHEN SEPARATION IS LESS THAN 10' HORIZONTAL ENCASE WATER MAIN IN K-CRETE WHEN SEPARATION IS LESS THAN 18" VERTICAL OR WHEN PLACED BENEATH SEWER. SEWER MAIN ENCASEMENT SHALL EXTEND MIN. 6" BEYOND PIPE JOINTS AND EDGE OF PIPE IN ALL DIRECTIONS. WATER MAIN ENCASEMENT SHALL EXTEND MIN. 6" BEYOND EDGE OF PIPE IN ALL DIRECTIONS. WATER MAIN ENCASEMENT DETAIL NOT TO SCALEW-6 VERTICAL SEPARATION HORIZONTAL SEPARATION NOTES: 1.In the event that there is a deviation from any of the separation requirements, said changes or use of encasement must be approved by the Westchester County Department of Health. 2.Encasement of the water main shall apply only at locations where the minimum required separation distances can not be maintained or whenever a water main crosses beneath a sewer main. 3.Encasement of the water main shall be limited to those locations indicated on the plans. 4.Encasement shall be completed with k-crete having a minimum compressive strength of 50 psi. 5.One full length of sewer pipe shall be laid so both joints will be as far from the water main as possible. 6.Where the sewer has already been installed, the water main shall be placed so that the joints on the water main are equidistant from the sewer. No water pipe shall pass through or come in contact with any sewer manhole. LESS THAN REQUIRED 10' MIN. 6" TYP. ALL SIDES C = LENGTH OF PIPE C/2 C/2 18" MIN. PIPES SHALL BE BACKFILLED WITH SELECT FILL MATERIAL FROM 6" TO 24" ABOVE THE TOP OF THE PIPE. SELECT FILL SHALL CONSIST OF SOIL WITH NO STONES GREATER THAN 2" IN DIAMETER. BACKFILL MATERIAL MAY CONTAIN STONES UP TO 6" IN THEIR GREATEST DIMENSION FROM 24" ABOVE THE TOP OF THE PIPE TO THE BOTTOM OF THE SUBGRADE. ALL BACKFILL MATERIAL SHALL BE FREE OF ORGANIC AND FROZEN MATERIAL, PLACED IN 12" LIFTS (PRIOR TO COMPACTION) AND COMPACTED WITH A MECHANICAL TAMPER. H= G R E A T E R T H A N 5 ' - 0 " S-6 NOT TO SCALE PRECAST CONCRETE SEWER MANHOLE DETAIL FRAME TO BE THOROUGHLY BEDDED IN 1:2 CEMENT MORTAR MIX 30"Ø FOR 3'-0" 24" Ø FOR 4'-0" RIM TO BE 3" ABOVE GRADE IN ALL NO TRAFFIC AREAS FINISHED PAVEMENT CAMPBELL FOUNDRY FRAME & COVER No. 1105 OR APPROVED EQUAL - MIN. 24" OPENING REQ'D ADJUST TO GRADE WITH BRICK (ASTM C-32, GRADE MA.) 12" MAX. OR PRE CAST CONCRETE RING SECTIONS. 2-2MIL COATS OF BITUMINOUS MATERIAL "INERTOL NO. 49" KOPPERS SUPPER SERVICE BLACK OR APPROVED EQUAL, APPLIED IN ACCORDANCE WITH MANUFACTURE'S SPECIFICATIONS. (REQUIRED FOR SANITARY SEWER MANHOLES ONLY) 0-RING JOINT TO CONFORM TO A.S.T.M. DESIGNATION C443 LATEST REVISION. JOINTS TO BE MORTARED INSIDE AND OUT USING NON- SHRINKING MORTAR. PRE CAST MANHOLE SECTIONS TO BE IN ACCORDANCE WITH "PRE CAST REINFORCED CONCRETE MANHOLE SECTIONS" A.S.T.M. DESIGNATION C-478, LATEST REVISION, MINIMUM COMPRESSIVE STRENGTH TO BE 4000 P.S.I. INLET PIPE JOINT FILLER APPROVED SUB GRADE APPROVED COMPACTED CRUSHED STONE FOUNDATION COURSE FILL AND SHAPE INVERT CHANNEL IN FIELD USING CLASS A (3500 PSI) CONCRETE. INVERT CHANNEL TO HAVE STEEL TROWEL FINISH ALL LIFT PIN HOLES TO BE PLUGGED AND MORTARTED INSIDE AND OUT MANHOLE STEPS 12" O.C. (SEE NOTE 1) 1' , 2 ' , 3 ' O R 4 ' PR E C A S T R I S E R 24 " MA X 4'-0" INSIDE DIAMETER 5" THICK WALLS 6" 12 " VE R T . SP A C I N G OUTLET PIPE 6" 8" 8" NOTES: 1.Manhole steps shall be cast iron Neenah No. R-1981-0 or Campbell Foundry no. 2588-1 or polypropylene coated steel (see specifications) or approved equal. 2.Unless otherwise specified, sanitary sewer manholes shall have letters "SEWER" and storm manholes shall have letters "DRAIN" cast on cover. The covers shall have vent holes. 3.Manholes shall meet or exceed A.S.T.M. and O.S.H.A. requirements and be rated for H-20 vehicle design loading. 4.All pipes shall be cut flush with inside walls. 5.Where depth of manhole exceeds 10 ft, inside diameter shall be 60 ". 3' - 0 " O R 4 ' - 0 " SE C T I O N C O N E SANITARY MANHOLE INLET AND OUTLET SHALL HAVE A KOR-N-SEAL BOOT MANHOLE WALL BUTYL RUBBER FEDERAL SPECIFICATION SS-S-00210 (GSA-FSS) MANHOLE SECTION JOINT DETAIL REINFORCED POLYPROPYLENE MANHOLE STEP DETAIL CROSS SECTION STEEL REINFORCING ISOMETRIC 9 3/4" 15 7 / 1 6 " 1 3 / 8 " 5/8" 3 3/8" 1 3/ 1 6 " 1" 1 1 / 2 " NOT TO SCALE GRAVITY SEWER LATERAL CLEAN-OUT DETAILS-7 ACCESS FRAME & COVER DETAIL FOR CLEANOUT UNDER PAVEMENT MIN 6" THICK CONCRETE PAD TO EXTEND MIN. 12" AROUND ALL SIDES OF ACCESS FRAME FINISHED GRADE 6" DIA. PVC THREADED CAP AT GRADE 6" DIA. PVC SDR-35 6" x 8"Ø "Y" BRANCH CAPPED END SEE PLAN FOR INVERT 8" DIA. PVC SDR-35FLOW8" DIA. PVC SDR-35 SEWER CLEANOUT DETAIL AT GRADE UNDISTURBED EARTH 6" - 3/4" CRUSHED STONE 6" DIA. PVC THREADED CAP PAVEMENT ACCESS FRAME & COVER PATTERN NUMBER 4153 AS MANUFACTURED BY CAMPBELL FOUNDRY COMPANY OR APPROVED EQUAL NOTES: 1.Clean-outs shall be spaced at minimum 50 ft intervals and/or at all changes in vertical and horizontal alignment. 2.All fittings to be white H.D. As manufactured by GPK Products Inc. or approved equal. 12 " 12" 10" 7- 1 / 2 " 6" 16" 1'-0" NOT TO SCALE S-2 NOTES: 1.Provide cleanouts as required (see detail). 2.Contractor to follow manufacture's installation guide. 3.The contractor shall be responsible for protecting all persons during construction from harm in accordance with all applicable codes, rules & regulations, standards and good practices. 4.Contractor to notify Town of Yorktown 48 hours in advance for trench inspection. 5.All fittings to be white H.D. as manufactured by GPK Products Inc. or approved equal. 6.For backfilling requirements of sewer service see "Sewer Main/Sewer Service Trench Detail".FR O M P R O P O S E D RE S I D E N C E PROPOSED 4"Ø PVC SDR-35 OR DIP SANITARY SEWER SERVICE LATERAL CONNECTION 4" Ø WYE BRANCH SIZED TO FIT MAIN LINE PROPOSED SANITARY SEWER MAIN FLOW SLOPE 0.4% MIN FLOW PLAN 6" MIN. BED OF 3/4" WASHED GRAVEL OR CRUSHED STONE UNDER SEWER SERVICE LINE AND ABOVE PIPE 30° OR 45° BEND PROPOSED 4"Ø PVC SDR-35 OR DIP SANITARY SEWER SERVICE LATERAL CONNECTION (2.0% - MIN. PITCH) 4" Ø WYE BRANCH SIZED TO FIT MAIN LINE 3/4" WASHED GRAVEL OR CRUSHED STONE ALL AROUND UNDISTURBED OR COMPACTED EARTH PROPOSED SANITARY SEWER MAIN SECTION 45° MAX. 6" MIN . MIN 1/4 " P E R F T ( 2 % ) FROM P R O P O S E D RESIDE N C E SEWER MAIN / SEWER SERVICE TRENCH DETAIL NOT TO SCALES-4 GROUND SURFACE FINISHED GRADE TOPSOIL (4" MIN.), SEED AND MULCH OR WHEN IN PAVEMENT SEE PAVEMENT DETAIL SEWER SERVICE LINES SHALL HAVE METALLIC TAPE LABELED "CAUTION SEWER LINE BELOW" SET AT BOTH 12" AND 24" BELOW FINISHED GRADE OVER CENTERLINE OF SEWER PIPES. PIPES SHALL BE BACKFILLED WITH SELECT FILL MATERIAL FROM 6" TO 24" ABOVE THE TOP OF THE PIPE. SELECT FILL SHALL CONSIST OF SOIL WITH NO STONES GREATER THAN 2" IN DIAMETER. BACKFILL MATERIAL MAY CONTAIN STONES UP TO 6" IN THEIR GREATEST DIMENSION FROM 24" ABOVE THE TOP OF THE PIPE TO THE BOTTOM OF THE SUBGRADE. ALL BACKFILL MATERIAL SHALL BE FREE OF ORGANIC AND FROZEN MATERIAL, PLACED IN 12" LIFTS (PRIOR TO COMPACTION) AND COMPACTED WITH A MECHANICAL TAMPER. SHEETING, IF REQUIRED, SHALL BE CUT OFF AT TOP OF THE LOWEST SET OF BRACING UNLESS OTHERWISE SPECIFIED BY TOWN ENGINEER (TYP.) INITIAL BACKFILL HANDFILL OR MACHINE PLACED LITTLE OR NO TAMPING REQUIRED ON TOP OF PIPE DE P T H V A R I E S PI P E E M B E D M E N T D 4' M I N . ( S E W E R M A I N S ) 3' - 6 " M I N . ( S E W E R S E R V I C E ) 6" 4" - 6 " SPRING LINE HAUNCHING BEDDING TRENCH WIDTH = D+2' MIN. PAYMENT LIMITS, BEDDING, HAUNCHING AND INITIAL BACKFILLS CONCRETE STRUCTURAL SUPPORT IF NEEDED SEE CONCRETE CRADLE DETAIL SEWER MAIN & SEWER SERVICE UNDISTURBED EARTH 3 / 4 " W A S H E D G R A V E L OR C R U S H E D S T O N E NOTES: 1.Sewer pipe shall be PVC SDR-35 in all cases except where depth of cover exceeds 10 ft. In cases where cover exceeds 10 ft, sewer pipe shall be a min. PVC SDR-26. When a sewer main is installed in a fill section, the fill shall be compacted to a min. 95% standard proctor and certified to the Town of Yorktown. 2.No rock is to project into within the edges of the trench. In rock excavation pipe shall be a min. of 6" over and away from rock. 3.Backfill shall be placed so as to not disturb the pipe alignment. 4.In areas where adequate cover can not be maintained for sewer main, proper protection shall be provided against freezing and superimposed loading. TYPICAL DETAIL OF TIE-IN TO EXISTING SEWER MANHOLE NOT TO SCALES-5 NOTES: 1.Connections to existing precast concrete manholes with P.V.C. SDR-35 or higher class pipe shall be made, as follows: A. The existing manholes shall be core drilled to receive a kor-n-seal flexibility connector. B. The opening shall be cleaned and the connector set in place with the korband using a hydraulic lift. C. The contractor may substitute another system for one described provided that a seal of the same reliability is maintained with the manhole. The pipe clamps and all devices, including screws, shall be stainless steel. NOT TO SCALE EXISTING SANITARY FLEXIBLE CONNECTIONS-1 KORBAND PIPE CLAMP FLEXIBLE CONNECTOR KOR-N-SEAL ASSEMBLY SCHEMATIC EXISTING MANHOLE KORBAND INTERCEPTOR LINE PIPE CLAMP FLEXIBLE CONNECTOR FOR CONNECTION TO EXISTING SANITARY MANHOLE REINFORCED POLYPROPYLENE STEPS (SEE DETAIL) INLET AND OUTLET SHALL HAVE A KOR-N-SEAL BOOT BASE AND RISER SECTION MONOLITHIC POUR CONTRACTOR SHALL BUILD INVERT TO HALF DIAMETER OF PIPE IN FIELD. INVERT SHALL BE TROWELED TO A SMOOTH FINISH. CONTRACTOR SHALL BUILD INVERT TO HALF DIAMETER OF PIPE IN FIELD. INVERT SHALL BE TROWELED TO A SMOOTH FINISH. INLET AND OUTLET SHALL HAVE A KOR-N-SEAL BOOT OUTLET ANGLE AS REQUIRED EXTERIOR OF MANHOLE SHALL HAVE A BITUMASTIC COATING HEIGHT LESS THAN 24 INCHES. 4"- 6" MIN. 3/4" WASHED GRAVEL OR CRUSHED STONE UNDISTURBED EARTH CHUTE TROUGH INL E T OUTLET A A TYPICAL PLAN VIEW PITCH 1" PER FT. PIPE BENCH CENTER LINE OF PIPE MANHOLE BASE TROUGH SECTION 8" 60" 12 " 48" BENCH OUTLET ANGLE AS REQUIRED IN L E T OUTLET A A INLET AND OUTLET SHALL HAVE A KOR-N-SEAL BOOT INCLUDED UNDER MANHOLE ITEM. EXISTING TROUGH PLAN VIEW EXIST. SMH TIE-IN 60" SEWER CONNECTION TO PROPOSED MAIN-LINE DETAIL SANITARY SEWER DESIGN CT-1 SANITARY SEWER BEDDING DETAIL NOT TO SCALES-3 PAVEMENT FINISHED GRADE. SEE DRIVEWAY DETAIL FOR NEW INSTALLATIONS. SEE PAVEMENT REPLACEMENT DETAIL FOR INSTALLATIONS UNDER EXISTING ROADWAYS. MIN. 4" TOP SOIL AND SEED. TOP SOIL SHALL BE MOUNDED TO PERMIT SETTLEMENT OF SOILS TO DESIRED FINISHED GRADE. TRENCH IN PAVED AREA TRENCH IN GRASS AREA 12" MIN.12" MIN. 12" MIN 12" MIN 4"Ø PVC SDR 35 SEWER PIPE ENCASED IN MIN. 12" K-CRETE (50 PSI) 6"Ø CAST IRON PIPE SLEEVE FOR SEWER PIPE LAID BENEATH DRIVEWAY OR ROAD WITHOUT MINIMAL 4' COVER. SLEEVE TO EXTEND A MIN. 10 FT BEYOND EDGE OF PAVEMENT. SEWER SERVICE LINE SHALL HAVE METALLIC TAPE LABELED "CAUTION SEWER LINE BELOW" SET 12" BELOW FINISHED GRADE OVER CENTERLINE OF SEWER PIPE. NOTES: 1.Pipe shall be laid and connected in the bedding which shall consist of: A. Compacted existing subsoil when laid above ground water or; B. 3/4" crushed stone when laid below ground water. 2.If subsoil is determined to be unsuitable by the engineer, all unsuitable material shall be removed for at least 2'-6" below the pipe invert or twice the pipe diameter, whichever is greater, and replaced with compacted bedding material. FINISH GRADE MIN. 12" K-CRETE ALL SIDES APPROVED SUB GRADE S-8 NOT TO SCALE INTERIOR DROP MANHOLE DETAIL 30 " M I N . F O R 8 " D I A . P I P E C MANHOLE WALL "T" BRANCH MASONRY DAM CLAMP SHALL BE BOLTED INTO WALL. 1/4" Ø MIN. GALVANIZED OR SS BOLT SHALL BE DRILLED AND GROUTED INTO THE MANHOLE WALL. 8" PVC SDR-35 PIPE GALVANIZED OR STAINLESS STEEL 1/4"Ø MIN. U-CLAMP @ 18" O.C. MAX. 90° CUT ELBOW INVERT LEVEL WITH OF OUTLET SEWER MANHOLE INVERT MANHOLE BASE INLET L CL OPEN END OVERFLOW CONTRACTOR SHALL BUILD INVERT TO HALF DIAMETER OF PIPE IN FIELD. INVERT SHALL BE TROWELED TO A SMOOTH FINISH INCLUDED UNDER MANHOLE ITEM. THE INVERT SHALL BE SLOPED TO MEET THE IN/OUT PIPES AND SHALL HAVE A MINIMUM SLOPE OF 0.40% No . Re v i s i o n s : Da t e Co m m e n t s : No . Re v i s i o n s : Da t e Co m m e n t s : 13 . 9/ 8 / 2 0 2 3 Si t e P l a n u p d a t e 14 . 10 / 1 1 / 2 3 DE P C o m m e n t s 15 . 2/ 2 / 2 0 2 4 DE P C o m m e n t s 16 . 2/ 1 4 / 2 0 2 4 WC H D C o m m e n t s 17 . 3/ 1 2 / 2 0 2 4 DE P S e w e r C o m m e n t s 18 . 3/ 2 1 / 2 0 2 4 DE P C o m m e n t s 19 . 4/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 20 . 5/ 1 0 / 2 0 2 4 DE P C o m m e n t s 21 . 5/ 2 2 / 2 0 2 4 WC H D C o m m e n t s 22 . 5/ 3 0 / 2 0 2 4 WC H D C o m m e n t s 23 . 8/ 1 5 / 2 0 2 4 WC H D R e s u b m i s s i o n 24 . 10 / 2 1 / 2 0 2 4 TE A M C O O R D I N A T I O N 25 . 11 / 1 1 / 2 0 2 4 Si t e P l a n U p d a t e s 26 . 11 / 1 4 / 2 0 2 4 Si t e P l a n U p d a t e s 27 . 12 / 1 3 / 2 0 2 4 WC H D R e s u b m i s s i o n 28 . 2/ 0 7 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 29 . 2/ 1 1 / 2 5 Up d a t e t o U n d e r h i l l H o u s e E x p & P a r k i n g 30 . 2/ 1 8 / 2 5 Up d a t e t o U n d e r h i l l H o u s e T r a s h E n c . - C u l v e r t s 31 . 4/ 0 4 / 2 5 Up d a t e t o S e n i o r C e n t e r 34 . 1/ 0 7 / 2 6 Re l o c a t e C u l d e s a c & B l d g 1 1 32 . 4/ 1 8 / 2 5 Up d a t e t o C o m m o n A r e a A d j . t o U n d e r h i l l H o u s e 33 . 6/ 0 5 / 2 5 To w n S u b m i s s i o n 35 . 1/ 2 7 / 2 6 To w n S u b m i s s i o n PLANNING BOARD TOWN OF YORKTOWN RESOLUTION APPROVING AN AMENDED SITE PLAN FOR UNDERHILL FARMS RESOLUTION NUMBER: #__-__ DATE: __________ On motion of _____, seconded by _____, and unanimously voted in favor by, Fon, LaScala, Bock, Garrigan, and Haughwout, the following resolution was adopted: WHEREAS, the property owned by the Applicant is located at 370 Underhill Avenue, Yorktown Heights, also known as Section 48.06, Block 1, Lot 30 on the Town of Yorktown Tax Map (hereinafter referred to as “the Property”), and the applicant has represented to this Board that they are the lawful owners of the land within said subdivision; and WHEREAS, the Property was the subject of a Subdivision, Site Plan, Stormwater Pollution Prevention Plan, Wetland, and Tree Permit approval for the project known as Underhill Farms that consists of a mixed-use development with 80 condominium units including: 48 townhouses, a 32-unit 55+ senior restricted condominium building, and a mixed-use building consisting of 68 apartments and 15,600 square feet of retail/office space that includes 8,100 square feet of new retail space in addition to the reuse of the existing Underhill house on two separate parcels (hereinafter referred to as “the Site Plan Approval”); and WHEREAS, the Site Plan Approval and Subdivision were approved by Planning Board Resolutions #23-13, #24-12, #24-13, #25-09, #25-11, and #26-07; and WHEREAS, an application for a setback variance for Townhouse Building #9 of 5 feet, providing 35 feet where 40 feet is required, was submitted to the Zoning Board of Appeals on August 7, 2026; and WHEREAS, the applicant has submitted as part of this request the following maps and documents: Plans 1. A title theet, titled “Muti-Use Development Known As Underhill Farms,” proposed by Unicorn Contracting, dated January 27, 2026; and 2. Sheet C-101, titled “Zoning Data,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 3. Sheet C-102, titled “Site Plan,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 4. Sheet C-103, titled “Existing Conditions,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and Underhill Farms Resolution #00-00 Amended Site Plan Approval Page 2 of 3 5. Sheet C-104, titled “E&SC Plan,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 6. Sheet C-105, titled “Improvement Plan,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 7. Sheet C-106, titled “Open Space and Recreation,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 8. Sheet C-301, titled “Roadway Profiles,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 9. Sheet C-302, titled “Utilities Profile,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 10. Sheet C-303, titled “Drainage Profile,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 11. Sheet C-304, titled “Drainage Profile,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 12. Sheet C-305, titled “Drainage Profile,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 13. Sheet C-105A, titled “Improvement Plan A,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 14. Sheet C-105B, titled “Improvement Plan B,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 15. Sheet C-105C, titled “Improvement Plan C,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 16. Sheet G-101, titled “Notes,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 17. Sheet C-501, titled “E&SC Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 18. Sheet C-502, titled “Site Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 19. Sheet C-503, titled “Drainage Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 20. Sheet C-504, titled “Stormwater Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 21. Sheet C-505, titled “Stormwater Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and 22. Sheet C-506, titled “Water Sewer Details,” prepared by Site Design Consultants, dated June 22, 2020, and last revised October 6, 2026; and WHEREAS, the Planning Board reviewed the setback variance referral at its meeting on September 14, 2026, and concluded that it had no relevant planning objections; and WHEREAS, the Zoning Board of Appeals approved the setback variance at its meeting on Underhill Farms Resolution #00-00 Amended Site Plan Approval Page 3 of 3 September 24, 2026; and WHEREAS, the Planning Board has referred this application to the following boards and agencies and has received and considered reports of the following: Boards & Agencies Report Date Building Inspector No report submitted Town Engineer No report submitted BE IT NOW RESOLVED the Planning Board finds the following in regards to the requested changes to the approved site plan: RESOLVED, the Planning Board finds the variance of 5 feet, providing 35 feet where 40 is required will benefit Building #9 by allowing for longer driveways while having minimal impact on the design of the overall site; and BE IT THEREFORE NOW RESOLVED the request of Underhill Soundview, LLC for minor change to the approved site plan known as Underhill Farms and as shown on the plans listed herein, are approved as noted below and that the Chairman of this Board be and hereby is authorized to endorse this Board's approval of said plan; and BE IT FURTHER RESOLVED, all requirements of Planning Board Resolutions #23-13, #24-12, #24-13, #25-09, #25-11, and #26-07 remain in full force and effect. Nantucket Sound Sons LLC From: Felicity Arengo Sent: Monday, December 8, 2025 10:44 AM To: Robyn Steinberg <rsteinberg@yorktownny.gov> Cc: mjmacdon; John Tegeder <jtegeder@yorktownny.gov>; Ian Richey <irichey@yorktownny.gov>; Susan Siegel Subject: 385 Kear Street - Mohansic Trail Head Proposed Additional Improvement Plan The New York New Jersey Trail Conference (NYNJTC) assists the Town of Yorktown in planning, developing, maintaining, and protecting trails managed by their Parks and Recreation Department as per the Memorandum of Understanding signed on 7/8/2013. As volunteer supervisors for the NYNJTC, we have been asked to comment on the impact of the mitigation proposed by Nantucket Sound Sons LLC in the Amended Site Plan Application for the Mohansic Trailway access on Baldwin Rd. NYNJTC trail maintainers are responsible for clearing vegetation on a path sufficiently wide and high enough so that users can easily walk the trail without touching surrounding growth. On boardwalks, maintainers trim and remove vegetation directly on the trail and within 12–18 inches of the boardwalk edge. The applicant proposes removing invasive Japanese knotweed, multiflora rose, and Japanese barberry, and replanting the trail entry area with native species. These invasives grow rapidly and heavily encroach on the trail, so their removal should improve conditions and support routine maintenance needed to keep the trail accessible. However, eliminating Japanese knotweed and restoring the area with native plants is a long-term effort requiring a multi-pronged, multi-year strategy that should extend beyond the two proposed interventions and the one-year post-planting guarantee. Basic establishment of a restored area typically takes 3–5 years, while developing a robust, resilient ecosystem can take 5–10 years with continued invasive-species management. The plan also calls for protecting an existing patch of Queen Anne’s lace, but because this species is non-native, often considered invasive, and classified as a noxious weed in some states, special protection is not necessary. The applicant also proposes installing two benches along the trail. Because the boardwalk is designed to be accessible, the placement of benches should not reduce the current trail width. NYNJTC volunteers are responsible for maintaining trail infrastructure such as boardwalks and bridges but not park infrastructure such as benches; any issues with these are promptly reported to the Parks and Recreation Department. The P&R Department can advise on the type of bench that would be appropriate for a high-use site exposed to the elements. Please let us know if you have any additional questions, Sincerely, Felicity Arengo, Michael MacDonald New York New Jersey Trail Conference Volunteer Trail Co-Supervisors, Yorktown On Thu, Dec 4, 2025 at 3:35 PM Robyn Steinberg <rsteinberg@yorktownny.gov> wrote: Attached please find an updated plan that includes the label leaders so the items on the plan are identified. ************************************************* Robyn A. Steinberg, AICP, CPESC Town of Yorktown Planning Department Albert A. Capellini Community & Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Email: rsteinberg@yorktownny.gov Web: http://www.yorktownny.gov/planning From: Robyn Steinberg Sent: Thursday, December 4, 2025 9:36 AM To: 'Felicity Arengo' 'mjmacdon Cc: John Tegeder <jtegeder@yorktownny.gov>; Ian Richey <irichey@yorktownny.gov> Subject: FW: 385 Kear Street- Mohansic Trail Head Proposed Additional Improvement Plan Felicity, Please take a look at the attached plan from the applicant who is supposed to remove the knotweed. They need to provide more mitigation for their site, so when they remove the knotweed, they also are proposing the improvements in red. As those that maintain the trail, we would like to know your thoughts about the proposed plan. Thanks, Robyn ************************************************* Robyn A. Steinberg, AICP, CPESC Town of Yorktown Planning Department Albert A. Capellini Community & Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Email: rsteinberg@yorktownny.gov Web: http://www.yorktownny.gov/planning From: Joseph Thompson Sent: Thursday, December 4, 2025 6:40 AM To: John Tegeder <jtegeder@yorktownny.gov> Cc: Robyn Steinberg <rsteinberg@yorktownny.gov>; Ian Richey <irichey@yorktownny.gov>; Nancy Calicchia <ncalicchia@yorktownny.gov>; Marsel Prela Subject: 385 Kear Street- Mohansic Trail Head Proposed Additional Improvement Plan Good Morning John, In response to recent discussions on proposing additional improvements to the Mohansic Trail Head on Baldwin Road, please find a revised plan attached for Town review/ consideration: • Benches Added • New Sign Added • Fifty (50) New Plantings • Additional invasive species mitigation in the expanded planting area added. If you could please advise with any comment prior to presenting at an upcoming Planning Board Meeting it would be appreciated. Thank You Joe Joseph G. Thompson, RA, M.ARCH, NCARB, CSBA, LEED AP 108 North Division Street, Suite 100, Peekskill, New York 10566 PH: (845) 532-8156 From:Robyn Steinberg To:Joseph Thompson; Ian Richey Cc:Marsel Prela; Sergio Esposito; Nancy Calicchia Subject:RE: Draft Resolution for the Nantucket Amended Site Plan Date:Thursday, August 6, 2026 2:31:12 PM Joe, Thanks for finally getting this done. The contractor can get the permit before spring. It will be a condition of the approval. Are you able to attend Monday night? The site plan is being amended to deal with the HVAC situation which results in the change and increase in mitigation plan work the contractor will perform. The focus of the discussion will be on the site plan andfinalizing the approval. The only questions for the contractor will be when and how the work will be done if the Board wants clarification. Is there any type of wetland scientist that will follow the mitigation to certify it is done properly? Or anyone on staff with the contractor that can enumerate steps that are completed during the process? Robyn ************************************************* Robyn A. Steinberg, AICP, CPESC Director of Planning Town of Yorktown Planning Department Albert A. Capellini Community & Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone | 914-962-6565 Email | rsteinberg@yorktownny.org Web | https://yorktownny.gov/planning Attention: The Planning Department will never ask for payment via wire transfer. Any payments made to the Town of Yorktown will only be in the form of a check made payable to the Town of Yorktown and sent by mail or delivered in person. If you are asked to pay fees, please contact Planning Department staff to verify the request before making any payments. Thank you for your attention to this matter. From: Joseph Thompson Sent: Thursday, August 6, 2026 1:58 PM To: Ian Richey <irichey@yorktownny.gov> Cc: Marsel Prela ; Sergio Esposito <sesposito@yorktownny.gov>; Robyn Steinberg <rsteinberg@yorktownny.gov>; Nancy Calicchia <ncalicchia@yorktownny.gov> Subject: Re: Draft Resolution for the Nantucket Amended Site Plan CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless yourecognize the sender and know the content is safe. Good Afternoon Ian, Apologies our schedule has been overloaded the past few months. Please find an updated Baldwin Road Trail Entrance Additional Improvement Diagram, a Drawing Sheet depicting the Bench Detail and a basic order of magnitude cost estimate for the proposed work attached for review. It is my understanding from the Owner that the contractor performing the work in the Wetland area will be applying for the permit and that they can be available to attend the Planning Board meeting. Is this permit needed now, or a condition of approval prior to performing the work in the Spring? Owner is away until August 23rd. Please advise if any comments or additional information is needed. Thanks, Joe Joseph G. Thompson, RA, M.ARCH, NCARB, CSBA, LEED AP NYS Registered Architect 108 North Division Street, Suite 100Peekskill, New York 10566PH: (845) 532-8156 EM:WEB: www.jthompsonarch.com On Tue, Jun 23, 2026 at 10:49 AM Ian Richey <irichey@yorktownny.gov> wrote: Hello Marsel, Please see the email chain below for the materials required to approve your amended site plan resolution. I have also attached the draft resolution for your review. Best, Ian Ian Richey Assistant Planner Town of Yorktown Planning Department Albert A. Capellini Community and Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Ext: 325 Fax: 914-962-3986 Email: irichey@yorktownny.gov Web: http://www.yorktownny.org/planning Attention: The Planning Department will never ask for payment via wire transfers. Any payments made to the Town of Yorktown will only be in the form of a check made payable to the Town of Yorktown and sent by mail or delivered in person. If you are asked to pay fees, please contact Planning Department staff to verify the request before making any payments. Thank you for your attention to this matter. From: Ian Richey Sent: Friday, May 8, 2026 11:51 AM To: Joseph Thompson > Cc: Marsel Prela >; Sergio Esposito<sesposito@yorktownny.gov>; Robyn Steinberg <rsteinberg@yorktownny.gov>; Nancy Calicchia <ncalicchia@yorktownny.gov> Subject: RE: Draft Resolution for the Nantucket Amended Site Plan Hi Joe, Just following up on you progress with Nantucket. I will need your submission by the end of the day in order to get you on the May 18th Planning Board agenda. Best, Ian Ian Richey Assistant Planner Town of Yorktown Planning Department Albert A. Capellini Community and Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Ext: 325 Fax: 914-962-3986 Email: irichey@yorktownny.gov Web: http://www.yorktownny.org/planning From: Ian Richey Sent: Wednesday, April 15, 2026 12:01 PM To: 'Joseph Thompson' <> Cc: 'Marsel Prela' <>; Sergio Esposito<sesposito@yorktownny.gov>; Robyn Steinberg <rsteinberg@yorktownny.gov>; Nancy Calicchia <ncalicchia@yorktownny.gov> Subject: RE: Draft Resolution for the Nantucket Amended Site Plan Hi Joe, Please submit the following items so that the Board can approve the draft resolution at our meeting on Monday: 1. Wetland Application and Fee. 2. Sheet showing the new bench locations and bench detail. 3. Amend the plan to show only the additional plantings and trail sign, as the benches are no longer being proposed along the trail. 4. Cost estimate for proposed benches and trail sign. Best, Ian Ian Richey Assistant Planner Town of Yorktown Planning Department Albert A. Capellini Community and Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Ext: 325 Fax: 914-962-3986 Email: irichey@yorktownny.gov Web: http://www.yorktownny.org/planning From: Ian Richey Sent: Friday, April 10, 2026 5:09 PM To: 'Joseph Thompson' Cc: Marsel Prela <>; Sergio Esposito<sesposito@yorktownny.gov>; Robyn Steinberg <rsteinberg@yorktownny.gov>; Nancy Calicchia <ncalicchia@yorktownny.gov> Subject: Draft Resolution for the Nantucket Amended Site Plan Hi Joe, Attached is the draft resolution for your review. Please note that the proposed digging within the wetland to remove the invasivespecies will require a wetland permit. We would like to approve that permit with a quick resolution at the same time as this one. Please submit the permit application and fee at your earliest convenience. Have a nice weekend! Ian Ian Richey Assistant Planner Town of Yorktown Planning Department Albert A. Capellini Community and Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Phone: 914-962-6565 Ext: 325 Fax: 914-962-3986 Email: irichey@yorktownny.gov Web: http://www.yorktownny.org/planning Item Estimated Cost New Bench $3,483.17 New Bench Install $2,000.00 Trail Sign $500.00 Additional Plantings/ Mitigation $5,000.00 Total $10,983.17 August 6, 2026 Order of Magnitude Cost Estimate Off-Site Improvement 385 Kear Street SK-1 New Wooden Bench Detail Scale: 1/2" = 1'-0" 1 SK-1 036 0 5 7 JOSE P H G . THOM P S O N KE A R S T R E E T B U I L D I N G FO R P L A N N I N G B O A R D R E V I E W & A P P R O V A L Date: August 25, 2020 Revisions: Joseph G. Thompson Architect, PLLC 108 N Division Street, Suite 100 Peek s k i ll , N ew Y o r k 1 0 5 6 6 PH: (8 4 5) 5 3 2 - 8 1 5 6 EM: joe@jthompsonarch.com NOTES: IT IS A VIOLATION OF THE LAW FOR ANY PERS ON, UNLESS ACTING UN D E R T H E DI RE CTI O N OF A LICENSED ARCHITECT OR ENGINEER, TO ALTER AN ITEM IN ANY WAY. IF AN ITE M BEARING THE SEAL OF AN ARC HI T EC T OR E N G IN EER I S ALTERED, THE ALTERING ARCHITECT OR ENGINEER SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECI FI C DESCRIPTION OF THE ALTERATION. D O N O T S C AL E D R A W I N G S . WRITTEN DIMENSIONS GOVERN. ©JOSEPH G THOMPSON ARCHITECT, PLLC. ALL RIGHTS RE SERVED. July 15, 2024 August 6, 2026 Joseph G. Thompson, RA New York State License #036057 SEAL Na n t u c k e t S o u n d S o n s , L L C 38 5 K e a r S t r e e t Yo r k t o w n H e i g h t s , N e w Y o r k 1 0 5 9 8 S- B - L : 3 7 . 1 8 - 2 - 3 6 To w n o f Y o r k t o w n - W e s t c h e s t e r C o u n t y · · · · New Bench Location Map Scale: N.T.S. 2 SK-1 REPLACE EXISTING BENCH New Bench Location Map Scale: N.T.S. 3 SK-1 REPLACE EXISTING BENCH Baldwin Road Trail Entrance Additional Improvement Diagram Joseph G Thompson, RA August 6, 2026 Iris Versicolor Northern Blue Flag Eupatorium Fistulosurn Joe Pye Typha Latfolia Broadleaf Cattail Cornus Stolonifera Red Osier Dogwood Aronia Arbutifolia Red Chokecherry Betula Allehaniensi Yellow Birch 10 Cattail 15 Iris Versicolor 15 Iris Versicolor 10 Cattail Proposed New Trail Entrance Sign New Trail Entrance Sign Note: Additional Invasive Species Removal Work proposed to be Expanded into area of proposed Additional Plantings. PLANNING BOARD TOWN OF YORKTOWN RESOLUTION APPROVING AN AMENDED SITE PLAN FOR NANTUCKET SOUND SONS, LLC. RESOLUTION NUMBER: #00-00 DATE: ____________ On motion of _____, seconded by _____ and unanimously voted in favor by Fon, Bock, LaScala, Garrigan, and Haughwout, the following resolution was adopted: WHEREAS in accordance with the Planning Board's Land Development Regulations, Town of Yorktown Town Code Chapter 195, adopted February 4, 1969 and as amended, a formal application for the approval of an amended site plan titled “Site Plan Prepared for Nantucket Sound Sons, LLC.,” prepared by Site Design Consultants, dated March 14, 2020, and last revised June 6, 2024, was submitted to the Planning Board on behalf of Marsel Prela (hereinafter referred to as “the Applicant”); and WHEREAS the property owned by Marsel Prela is located at 385 Kear Street, also known as Section 37.18, Block 2, Lot 86 on the Town of Yorktown Tax Map (hereinafter referred to as “the Property”); and WHEREAS pursuant to SEQRA this action is a TYPE II action and requires no further review WHEREAS the applicant has submitted as part of his application the following maps and documents: 1. A drawing, Sheet 1 of 1, titled “Amended Site Plan,” prepared by Site Design Consultants, dated March 14, 2020, and last revised June 6, 2026; and 2. A drawing, Sheet 1 of 1, titled “Baldwin Road Trail Entrance Additional Improvement Diagram,” prepared by Joseph G. Thompson, RA, dated December 3, 2025; and WHEREAS a site plan for the subject property was previously approved by Resolution #21- 14, dated August 9, 2021; and WHEREAS a stormwater pollution prevention permit and a tree permit for the subject property were previously approved by Resolution #22-05; and WHEREAS in accordance with Chapter 270, Resolution #21-14 required tree mitigation in the form of invasive species removal and plantings on the Mohansic Trailway adjacent to Baldwin Road as a result of the site development; and Nantucket Sound Sons, LLC. Resolution #00-00 Amended Site Plan Page 2 of 5 WHEREAS the mitigation shall adhere to the following requirements as previously approved by Resolution #21-14: 1. INVASIVE SPECIES REMOVAL: The Japanese Knotweed is the main invasive species in the area. However; there are small communities off Multiflora Rose and Japanese Barberry within the limit of the work area as well. All invasive species within the limit of work line shall be cut to within 6”-12” from the ground. All cut stems and branches shall be removed off site. The remaining plant stems shall be brushedinjected with the herbicide “Rodeo” (not Roundup). Label directions should be followed for – Direct stem “Painted” Application. After one growing season, any new growth shall be cut again to 6”-12” from the ground, and another application, as stated above – of “Rodeo,” shall be applied. After all invasive species have been eliminated,treated for four seasons (final treatment in spring 2028), the new plantings shall be planted. 2. GENERAL: All plants shall meet the specifications for “plant material” as per the American Horticultural Society. All plants shall be guaranteed for one full year from the time the landscaping is formally accepted by the owner and the Town of Yorktown, NY. 3. PLANTING: All plants shall be planted in planting pits two times the diameter of the plant ball or container, and 12” deeper than the plant ball or container. The plants shall be planted so the root flare is exposed. Backfill for all planting pits shall be as follows: two parts native soil, one-part screened topsoil. 4. MULCHING: The entire area shall be mulched with 3” of shredded Cedar Bark. 5. WATERING: Landscape contractor shall keep all plantings well-watered until final approval by the owner and the Town of Yorktown, NY. WHEREAS the Applicant relocated the condensers from the parapet roof to the side of the building along Kear Street; and a building permit was issued for a site planinstallation of mechanical equipment that is in directwas in conflict with the site plan approved by the Planning Board by Resolution #21-14; and WHEREAS said site plan was doctorededited to show an updated condensers locationed on a concrete pad on the side of the building along Kear Street, and not within the parapet roof as approved; and WHEREAS the Applicant installed the condensers at this updated new location without acquiring an amended site plan approval from the Town of Yorktown Planning Board; and Nantucket Sound Sons, LLC. Resolution #00-00 Amended Site Plan Page 3 of 5 WHEREAS a stop work order was issued by order of the Yorktown Planning Board under Chapter 195, Article VIII, Section 195-42(C) of the Yorktown Town Code on May 21, 2024; and WHEREAS the Applicant filed an Amended Site Plan Application on September 5, 2025 to have the site plan accurately reflect the condenser location as installed; and WHEREAS the Applicant has screened the condensers with additional landscaping and fencing with an opaque background; and WHEREAS the Planning Board has requested additional mitigation to compensate for the condensers not being located on the roof where they were approved; and WHEREAS the Applicant installed fencing and landscaping to screen view of the condensers from Kear Street; and WHEREAS the Applicant has proposed the following additional offsite mitigation: 1. Increased invasive species removal and plantings along the Mohansic Trailway; 2. Installation of a Mohansic Trailway entrance sign on Baldwin Road; 3. Replacement of a bench near the intersection of Commerce Street and Veterans Road; 4. Relocation of the existing bench at this location, to the satisfaction of the Planning Board; and WHEREAS the Applicant has posted a bond in the amount of $15,000.00 for the condenser relocation and $20,000.00 for the trail mitigation; and WHEREAS the Planning Board has referred this application to the following boards and agencies and has received and considered reports of the following: Boards & Agencies Report Date NYNJTC 12/8/2025, 10/4/2026 WHEREAS the requirements of this Board's Land Development Regulations, Town Code Chapter 195, have been met; and BE IT NOW RESOLVED that the application of Marsel Prela for the approval of an amended site plan titled “Site Plan Prepared for Nantucket Sound Sons, LLC.,” prepared by Site Design Consultants, dated March 14, 2020, and last revised June 6, 2024, be approved subject to the modifications and conditions listed below, and that the Chairman of this Board be and hereby is authorized to endorse this Board's approval of said plan upon compliance by the applicant with such modifications and requirements as noted below; and Nantucket Sound Sons, LLC. Resolution #00-00 Amended Site Plan Page 4 of 5 BE IT FURTHER RESOLVED that the Applicant must complete the following mitigation measures to offset the visual impacts of the relocated condensers: 1. Additional mitigation on the Mohansic Trailway consisting of increased invasive species removal and additional plantings. 2. Install a Mohansic Trailway entrance sign on Baldwin Road. 3. Provide a check made payable to the Town of Yorktown in the amount of $5,400.00 for the purchase and installation of the new bench. 4. The existing bench shall be relocated to the satisfaction of the Planning Board. BE IT FURTHER RESOLVED that the Applicant will conduct invasive species removal as enumerated herein; and , and shall provide an executed, enforceable agreement with a landscaping contractor to provide these services, that is satisfactory to the Planning Board and Town Attorney; and RESOLVED the Applicant will not begin planting within the area of invasive species removal until the Planning Board has deemed the invasive species removal as complete; and RESOLVED all plantings shall be guaranteed for one full year from the time the landscaping is formally accepted by the Planning Board; and RESOLVED all plants shall be planted in planting pits two times the diameter of the plant ball or container, and 12” deeper than the plant ball or container. The plants shall be planted so the root flare is exposed. Backfill for all planting pits shall be as follows: two parts native soil, one-part screened topsoil; and RESOLVED the entire area shall be mulched with 3” of shredded Cedar Bark; and RESOLVED the landscape contractor shall keep all plantings well-watered until final approval by the Planning Board; and RESOLVED the $15,000.00 bond for the air handlers will be kept by the Planning Department for the additional plantings, increased mitigation, one new bench, existing bench relocation, and new trail sign; and Additional requirements: Additional conditions that must be completed prior to the signature of the approved amended site plan by the Planning Board Chairman: 1. The Applicant must obtain all necessary permits from outside agencies if required. Nantucket Sound Sons, LLC. Resolution #00-00 Amended Site Plan Page 5 of 5 2. The Applicant shall submit the $5,400.00 check for the purchase and installation of the new bench no later than September 30, 2026. 3. The Applicant shall submit the Amended Site Plan for signature no later than September 30, 2026.revise the amended site plan to reflect the invasive species removal instructions enumerated herein. Additional requirements prior to bond release: 1. The Applicant shall obtain a formal determination from the Planning Board confirming that all required offsite mitigation is complete. BE IT FURTHER RESOLVED that all requirements of Planning Board Resolution #21-14 and Resolution #22-05 remain in full force and effect. Poggioreale Figure 1. Building entrance Figure 2. Proposed entrance relocation area Figure 3. East side of the property Figure 4. Proposed entrance relocation area Figure 5. Playground area Figure 6. Playground area UP UP DN PERVIOUS PAVERS (3"± THICKNESS) PAVERS TO BE FLUSH WITH CONCRETE GUTTER LINES 2" BEDDING COURSE 6" BASE COURSE 6" (MIN.) SUB-BASE LAYER NON-WOVEN GEOTEXTILE FABRIC ON SIDES ONLY BOTTOM OF BASE LAYER TO BE LEVEL 2" CHOCKER COURSE UNCOMPACTED SUBGRADE, SCARIFY TO DEPTH OF 3" TO 4" NO. 8 STONE IN JOINTS BETWEEN PAVERS 6" CONCRETE EDGE RESTRAINT TO BE INSTALLED ALONG INTERFACE WITH EXISTING ASPHALT PAVEMENT. PAVERS TO BE FLUSH WITH CONCRETE BANDING #4 @ 12"OC BOTH WAYS; TOP AND BOTTOM6" COMPACTED SUBGRADE UNDISTURBED SOIL OR FILL 10 MIL POLYETHYLENE VAPOR BARRIER (ALL SAWCUT JOINTS SHALL BE MADE WITHIN 8 HOURS OF CONCRETE PLACEMENT. FILL WITH JOINT SEALANT.) TOP OF SLAB 1/ 4 " SAWCUT BY SOFT-CUT SAW SP-05 5 GRADING PLAN Sheet Title B&V CONTRACTING ENTERPRISES, INC. Project Title Description Date Phase Page of Seal & Signature Scale Revisions CONSTRUCTION DOCUMENTS Drawn by Checked by Date Drawing Number Project Number Project Key AS SHOWN PROPOSED DAYCARE CENTER 2829 CROMPOND ROAD, YORKTOWN HEIGHTS NY 10598 TG GS 10-1ϱ-2026 P-5228-2024 Structural/Civil Engineer Sorkin Engineering Services, PC 208 Anderson Parkway Cedar Grove, NJ 07009 p. 973.727.4063 12 OWNER ATTN: MR VINCENT POGGIOREALE 1025 SAW MILL RIVER ROAD, 2ND FLOOR YONKERS, NY 10710 I FOR CONSTRUCTION 1/13/26 J FOR CONSTRUCTION 2/5/26 K FOR CONSTRUCTION 4/9/26 L SITE ADJUSTMENTS 10/1ϱ/26 00000000000000 16' 32' SCALE: 1"=16' 8' GRADING PLAN1 SP-5 NOTES: 1. (2) STANDARD 50-GALLON TRASH CANS AND (2) STANDARD 50-GALLON RECYCLING CANS TO BE UTILIZED. LOCATION TO BE CONFIRMED WITH THE LOCAL SANITATION SERVICE COMPANY. DUMPSTER NOT NEEDED. 2. PROPOSED GRADES SHOWN WITH A BOX AND ASTERISK (I.E. *392) 3. AS PER SITE CONDITIONS, THE DISTANCE FROM THE BUILDING TO THE FENCE LINE HAS BEEN PROVIDED IN BOLD WITH THE DOUBLE ASTERISKS (I.E. **) PERVIOUS PAVERS SECTION4 SP-5 N.T.S. PERVIOUS CONCRETE PAVERS - SCHEMATIC5 SP-5 N.T.S. SLAB ON GRADE DETAIL - SIDEWALK3 SP-5 N.T.S. CONTROL JOINT DETAIL2 SP-5 N.T.S. NOTES: 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING STRIPS WHERE EACH SINGLE STRIP DOES NOT EXCEED 36 TIMES SLAB THICKNESS IN INCHES 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB THICKNESS. JOINTS SHALL BE SAWED NO LATER THAN 24 HOURS AFTER CONCRETE IS PLACED. 3. GRAVEL OR CRUSHED STONE BASE SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT. NOTES: 1. ALL SLABS ON GRADE SHALL BE CONSTRUCTED IN THE ABOVE MANNER UNLESS OTHERWISE NOTED ON THE PLANS 2. PROVIDE CONSTRUCTION JOINTS TO ISOLATE GRADE SUPPORTED SLAB REGIONS FROM PILE/GRADE BEAM SUPPORTED SLAB REGIONS 3. REFER TO ARCH DWGS FOR SUB-SLAB INSULATION DETAILS PERVIOUS PAVERS - ADDITIONAL SCHEMATIC6 SP-5 N.T.S.NOTE: 1. SCHEMATIC DIAGRAM PROVIDED AS A GUIDE, REFER TO DETAIL 4 ABOVE. NOTE: 1. SCHEMATIC DIAGRAM PROVIDED AS A GUIDE, REFER TO DETAIL 4 ABOVE. NOTE: 1. 6” (MIN.) SUB-BASE LAYER, PER THE DRAINAGE DESIGN CALCULATIONS, THIS SUB-BASE DEPTH IS NOT REQUIRED, AS THE SEEPAGE PITS HAVE MORE THAN ENOUGH CAPACITY TO HANDLE ALL DRAINAGE NEEDS. SP-09 9 NYS ROADWAY DETAILS Sheet Title B&V CONTRACTING ENTERPRISES, INC. Project Title Description Date Phase Page of Seal & Signature Scale Revisions CONSTRUCTION DOCUMENTS Drawn by Checked by Date Drawing Number Project Number Project Key AS SHOWN PROPOSED DAYCARE CENTER 2829 CROMPOND ROAD, YORKTOWN HEIGHTS NY 10598 TG GS 2-5-2026 P-5228-2024 Structural/Civil Engineer Sorkin Engineering Services, PC 208 Anderson Parkway Cedar Grove, NJ 07009 p. 973.727.4063 12 OWNER ATTN: MR VINCENT POGGIOREALE 1025 SAW MILL RIVER ROAD, 2ND FLOOR YONKERS, NY 10710 I FOR CONSTRUCTION 1/13/26 J FOR CONSTRUCTION 2/5/26 GUIDE RAIL ANCHOR POST DETAIL2 SP-9 RADIUS ENTRANCE LAYOUT1 SP-9 N.T.S. N.T.S. DRIVEWAY-ENTRANCE PROFILE – SCHEMATIC3 SP-9 N.T.S. -6% 6% TOP OF SLAB 1/2" EXPANSION JOINT FOOTING SIZE PER SCHEDULE COMPACTED SUBGRADE REBAR PER SCHEDULE6" CRUSHED STONE (MIN.) EXTERIOR GRADE FOOTING SIZE PER PLANS - (2' WIDE EXTERIOR; 2'6" WIDE INTERIOR BEARING WALLS) COMPACTED SUBGRADE S-02 11 FOOTING DETAILS Sheet Title B&V CONTRACTING ENTERPRISES, INC. Project Title Description Date Phase Page of Seal & Signature Scale Revisions CONSTRUCTION DOCUMENTS Drawn by Checked by Date Drawing Number Project Number Project Key AS SHOWN PROPOSED DAYCARE CENTER 2829 CROMPOND ROAD, YORKTOWN HEIGHTS NY 10598 TG GS 10-13-2026 P-5228-2024 Structural/Civil Engineer Sorkin Engineering Services, PC 208 Anderson Parkway Cedar Grove, NJ 07009 p. 973.727.4063 12 OWNER ATTN: MR VINCENT POGGIOREALE 1025 SAW MILL RIVER ROAD, 2ND FLOOR YONKERS, NY 10710 I FOR CONSTRUCTION 1/13/26 J FOR CONSTRUCTION 2/5/26 K FOR CONSTRUCTION 4/9/26 L SITE ADJUSTMENTS 10/13/26 INTERIOR FOOTING DETAIL2 S-02 TYPICAL WALL FOOTING DETAIL1 S-02 COLUMN BASE PLATE DETAIL3 S-02 RETAINING WALL DETAIL4 S-02 N.T.S. MASONRY NOTES 1. MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402-2016) AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES (TMS 602-2016), EXCEPT WHERE OTHERWISE MODIFIED BY THESE GENERAL NOTES AND SPECIFICATIONS. 2. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I. LIME SHALL CONFORM TO ASTM C207 AND MASONRY CEMENT SHALL CONFORM TO ASTM C91. 3. GROUT SHALL CONFORM TO ASTM C476 AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES AND THE MAXIMUM AGGREGATE SIZE SHALL BE 3/8" (AGGREGATE GRADED TO PRODUCE FINE GROUT IN CONFORMANCE WITH ASTM C476 AND C404). CONCRETE BLOCK UNITS: 3.1. SOLID AND HOLLOW LOAD BEARING UNITS PER ASTM C90, TYPE N-1, AS REQUIRED TO PROVIDE 28 DAY 3.2. COMPRESSIVE STRENGTH AS NOTED BELOW. 4. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF MASONRY, I'M SHALL BE 1,500 PSI, UNLESS NOTED OTHERWISE . FULL BED AND HEAD JOINTS SHALL BE PROVIDED. HORIZONTAL JOINT REINFORCING: ASTM A82; 9-GUAGE TRUSS-TYPE, GALVANIZED. 5. DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60 AND SHALL BE FULL HEIGHT OF WALLS UNLESS OTHERWISE NOTED. PROVIDE BAR SPACERS AND POSITIONERS AS REQUIRED TO PROPERLY \ LOCATE AND STABILIZE REINFORCING DURING GROUTING OPERATIONS. GROUT ALL REINFORCED CELLS SOLID WITH GROUT. 6. HOLLOW CONCRETE UNITS BELOW GRADE AND SLAB ON GRADE SHALL BE NORMAL WEIGHT AND ALL CELLS SHOULD BE FULLY GROUTED. 7. PROVIDE AND INSTALL TEMPORARY BRACING REQUIRED INSURING STABILITY OF ALL WALLS DURING CONSTRUCTION AND UNTIL ERECTION OF ATTACHED STRUCTURAL FRAMING IS COMPLETED. 8. PROVIDE GALVANIZED HORIZONTAL JOINT REINFORCEMENT IN ALL WALLS AT 16" O.C. UNLESS OTHERWISE SHOWN OR NOTED. PROVIDE ONE (1) PIECE PREFABRICATED UNITS AT 8" O.C. AT ALL WALL COMERS AND INTERSECTIONS. 9. LAP SPLICES FOR DEFORMED REINFORCING BARS USED IN MASONRY CONSTRUCTION SHALL BE 50 BAR DIAMETERS. 10. GROUT PLACEMENT SHALL NOT START UNTIL THE PLACEMENT OF REINFORCING HAS BEEN APPROVED BY THE INSPECTION AGENCY. FILL ALL CELLS IN TOP TWO COURSES BELOW BOND BEAMS AND CELLS WITH REINFORCEMENT FULL HEIGHT SOLID WITH GROUT. 11. ALLOW GROUT IN REINFORCED CMU WALLS TO CURE A MINIMUM OF 48 HOURS BEFORE IMPOSING CONCENTRATED OR OTHER LOADS FROM ABOVE. 12. PROVIDE BOND BEAMS WITH TWO (2) #4 HORIZONTAL REINFORCEMENT CONTINUOUS IN ALL MASONRY WALLS AT EACH FRAMING LEVEL. PROVIDE A MINIMUM OF TWO (2) # 4 BARS AT THE ENDS OF THE WALLS AND ON EACH SIDE OF EACH OPENING. 13. ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER CONSTRUCTION FOUND IN THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402-2016) AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES (TMS 602-2016) WITH THE FOLLOWING ADDITIONS: FOR ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY SHALL BE MAINTAINED ABOVE 32 DEGREES F FOR A MINIMUM OF 24 HOURS USING THE METHODS DESCRIBED IN ACI 530.1. 14. THE TESTING AND INSPECTION AGENCY SHALL MONITOR THE PROPORTIONING, MIXING, AND CONSISTENCY OF MORTAR AND GROUT; THE PLACEMENT OF MORTAR, GROUT, AND MASONRY UNITS; AND THE PLACEMENT OF REINFORCING STEEL FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. NOTES: 1. CONSTRUCTION PLANS TO DETAIL THE RETAINING WALLS (MATERIALS, REINFORCEMENT, AS NEEDED, ETC.). 2. RETAINING WALL DRAIN LINES (4"Ø TYP.) TO BE INDEPENDENT OF THE FLOOR DRAIN LINES UNLESS NOTED OTHERWISE. 3. STRUCTURAL STABILITY CALCULATIONS ADDRESSING THE RETAINING WALL DESIGN COMPONENTS SHALL BE PROVIDED ALONG WITH THE STRUCTURAL CONSTRUCTION PLAN SET. 450 Hilltop Real Estate LLC Po l e Lt. HILLTOP R O A D Ma c . D r i v e Cu r b St o n e Sh e d P&W Fence He d g e Ce m e n t Po n d Utility W i r e s Wi r e s He d g e Ma c . D r i v e Mas. Ret.Wa l l 1 St Fr. Dwg. P O O L Conc. Patio St o c k a d e F e n c e Ch a i n L i n k F e n c e Ret.Wall Ret. Wall G G Ma c . Driv e Conc. Patio Bsmt. Entr. Wi r e s 1 St. Fr. Dwg. SU L T A N A DR I V E E A S E M E N T 20' TOWN UTILITY 18" HDPE Storm Drain 18" H D P E S t o r m D r a i n 18" HDPE Storm Drain Deck 2 St. Fr. Dwg. Ma c . D r i v e Pool YORK HI L L R O A D YO R K CT . Sh e d s Pole Pole 12" C.M . P . T.F . IN V . T. F . IN V . 47 3 . 3 2 47 7 . 4 7 D. M . H . D. M . H . 45 0 . 8 5 IN V . 4 4 4 . 5 5 T. F . 3 0 " H D P E Op e n Op e n S. M . H . S T R E A M S T R E A M S T R E A M S T R E A M S T R E A M CL . W a l l ±2 . 1 ' E . CL . W a l l 7. 6 ' W . CL . W a l l 2. 9 ' W . Bo w i n W a l l ±3 . 5 ' E a s t Mean Centerlin e o f S t o n e W a l l G e n e r a l l y A l o n g L i n e Me a n C e n t e r l i n e o f S t o n e W a l l G e n e r a l l y A l o n g L i n e CL . W a l l on L i n e St o n e W a l l CL . W a l l 2. 5 ' N . CL. Wall On Line St o n e W a l l CL.End Wall 6.3' South Pic k ' t . Fe n c e Co r . F e n c e 0. 4 ' N o r t h Me a n C e n t e r l i n e o f S t o n e W a l l Me a n C e n t e r l i n e o f S t o n e W a l l IN V . 4 4 3 . 3 3 IN V . 4 4 0 . 5 D D D S YO R K CT . HILL YORK ROAD HILLTOP ( R O U T E 2 0 2 & 3 5 ) C R O M P O N D ELIZABETH ROAD S T R E E T ELIZABETH ROAD RI D G E R I D G E S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S PROPOSED SEWER EASEMENT FOR EXTENSION OF PUBLIC SEWERS TO ELIZABETH ROAD. THE TOWN WILL OBTAIN THE EASEMENT FROM THE ADJACENT PROPERTY OWNER PROPOSED SANITARY SEWER APPROXIMATE WETLAND LIMIT (TYP.) APPROXIMATE 100' WETLAND BUFFER LINE (TYP.) PROPOSED SANITARY SEWER PROPOSED SANITARY SEWER EASEMENT ZONING SETBACK LINES (TYP.) APPROXIMATE WETLAND LIMIT (TYP.) APPROXIMATE 100' WETLAND BUFFER LINE (TYP.) PROPOSED RESIDENCE & DRIVEWAY 50 . 0 ' R.O . W . 24 . 0 ' TO W N RO A D PROPOSED WATERMAIN EXISTING SANITARY SEWER EASEMENT LOT #1 142,346 SF LOT #2 125,686 SF LOT #3 65,785 SF LOT #4 51,823 SF LOT #5 50,071 SF LOT #6 55,828 SF LOT #7 40,626 SF LOT #8 41,230 SF LOT #9 44,127 SF LOT #10 66,403 SF LOT #11 64,764 SF LOT #12 44,533 SF LOT #13 39,001 SF LOT #14 42,930 SF LOT #15 85,698 SF LOT #16 65,622 SF LOT #17 130,665 SF LOT #18 43,431 SF LOCATION MAP NOT TO SCALE ZONING SCHEDULE: 40,000 SF. 35 FEET 150 FT. 50 FT. 15% OF LOT AREA 50 FT. 20 FT. REQUIRED PRINCIPAL BUILDING COVERAGE: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: MINIMUM LOT WIDTH: MINIMUM LOT AREA: -- -- 175 FT. 570,200 SF. PROVIDED 50 FT. -- -- -- -- MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS: PRINCIPAL BUILDING: 10 FT. 50 FT.FRONT YARD SETBACK: REAR YARD SETBACK: -- -- ACCESSORY BUILDINGS: NONE NONE NONE VARIANCE REQUIRED NONE NONE NONE NONE NONE R1-40, SINGLE FAMILY RESIDENTIALZONING DISTRICT: DIMENSIONAL REGULATIONS: COMBINED SIDE YARD SETBACK:NONE 10 FT.ONE SIDE YARD SETBACK: 20 FT.-- --NONE COMBINED SIDE YARD SETBACK:NONE MAXIMUM % OF LOT TO BE OCCUPIED: 15% OF LOT AREAACCESSORY BUILDING COVERAGE:--NONE PRINCIPAL BUILDING - FEET:NONE PRINCIPAL BUILDING - STORIES:NONE3 1/2 -- 15 FEET --ACCESSORY BUILDING - FEET:NONE ACCESSORY BUILDING - STORIES:NONE1 1/2 -- SITE DATA: OWNER / DEVELOPER:450 HILLTOP REAL ESTATE, LLC 59 MAIN STREET DOBBS FERRY, NY, 10522 PROJECT LOCATION: 450 HILLTOP ROAD YORKTOWN HEIGHTS, NY, 10598 2526 CROMPOND ROAD, YORKTOWN HEIGHTS, NY, 10598 EXISTING TOWN ZONING: R1-40, SINGLE FAMILY PROPOSED USE: R1-40, SINGLE FAMILY TOWN TAX MAP DATA: SECTION 37.06, BLOCK 1, LOT 25 SECTION 37.05, BLOCK 2, LOT 2 SITE AREA : 13.09 ACRES (570,200 SF) 16.6 ACRES (723,446 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES 1" = 6 0 ' 4 450 HILLTOP RO A D 25 2 6 C R O M P O N D R O A D 450 FT. 723,446 SF. 450 HILLTOP RD PROVIDED 2526 CROMPOND RD -- -- -- -- -- -- -- -- -- -- -- -- -- R1 - 4 0 Z O N I N G C O M P L I A N T OV E R A L L S U B D I V I S I O N PL A N Sh e e t of DA T E : SC A L E : DR A W N B Y : No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - No . Re v i s i o n s : Da t e Co m m e n t s : NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 4 PR O J E C T # 26 - 1 0 PR E P A R E D F O R 45 0 H i l l t o p R e a l E s t a t e , L L C PR E L I M I N A R Y S U B D I V I S I O N P L A N 45 0 H i l l t o p R o a d & 2 5 2 6 C r o m p o n d R o a d We s t c h e s t e r C o . , N e w Y o r k To w n o f Y o r k t o w n 5- 1 3 - 2 6 JP F: \ 2 0 2 6 \ 2 6 - 1 0 P L I T N I C K - H I L L T O P R E A L E S T A T E , L L C , H I L L T O P & C R O M P O N D M A J O R S U B D I V I S I O N \ E N G I N E E R I N G \ C A D \ C 3 D - 2 6 - 1 0 H I L L T O P R O A D L L C \ D W G \ 2 6 - 1 0 S I T E P L A N P L I T N I C K - Z O N I N G C O M P L I A N T . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 1. 09 / 0 1 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n 2. 10 / 0 5 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n 0 30 60 120 SCALE: 1"=60'-0" IMPERVIOUS PERVIOUS TOTAL IMPERVIOUS INCREASE EXISTING 0.21 29.49 29.70 CLUSTER PLAN 1.48 28.21 29.70 1.27 R-40 ZONE PLAN 2.63 27.07 29.70 2.42 Po l e Lt. HILLTOP R O A D Ma c . D r i v e Cu r b St o n e Sh e d P&W Fence He d g e Ce m e n t Po n d Utility W i r e s Wi r e s He d g e Ma c . D r i v e Mas. Ret.Wa l l 1 St Fr. Dwg. P O O L Conc. Patio St o c k a d e F e n c e Ch a i n L i n k F e n c e Ret.Wall Ret. Wall G G Ma c . Driv e Conc. Patio Bsmt. Entr. Wi r e s 1 St. Fr. Dwg. SU L T A N A DR I V E E A S E M E N T 20' TOWN UTILITY 18" HDPE Storm Drain 18" H D P E S t o r m D r a i n 18" HDPE Storm Drain Deck 2 St. Fr. Dwg. Ma c . D r i v e Pool YORK HI L L R O A D YO R K CT . Sh e d s Pole Pole 12" C.M . P . T.F . IN V . T. F . IN V . 47 3 . 3 2 47 7 . 4 7 D. M . H . D. M . H . 45 0 . 8 5 IN V . 4 4 4 . 5 5 T. F . 3 0 " H D P E Op e n Op e n S. M . H . S T R E A M S T R E A M S T R E A M S T R E A M S T R E A M CL . W a l l ±2 . 1 ' E . CL . W a l l 7. 6 ' W . CL . W a l l 2. 9 ' W . Bo w i n W a l l ±3 . 5 ' E a s t Mean Centerlin e o f S t o n e W a l l G e n e r a l l y A l o n g L i n e Me a n C e n t e r l i n e o f S t o n e W a l l G e n e r a l l y A l o n g L i n e CL . W a l l on L i n e St o n e W a l l CL . W a l l 2. 5 ' N . CL. Wall On Line St o n e W a l l CL.End Wall 6.3' South Pic k ' t . Fe n c e Co r . F e n c e 0. 4 ' N o r t h Me a n C e n t e r l i n e o f S t o n e W a l l Me a n C e n t e r l i n e o f S t o n e W a l l IN V . 4 4 3 . 3 3 IN V . 4 4 0 . 5 D D D S YO R K CT . HILL YORK ROAD HILLTOP ( R O U T E 2 0 2 & 3 5 ) C R O M P O N D ELIZABETH ROAD S T R E E T ELIZABETH ROAD RI D G E R I D G E S S S S S W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S 15 . 0 ' 15.0' 25.0' 25.0' 15.0'15.0' 25.0' 25.0' 15 . 0 ' 15 . 0 ' 25.0'25.0' 15.0'25.0' 15.0' 15.0' 25 . 0 ' 15 . 0 ' 2 5 . 0 ' 1 5 . 0 ' 25 . 0 ' 15 . 0 ' 15 . 0 ' 25 . 0 ' 25 . 0 ' 24 . 0 ' 50 . 0 ' R.O . W . 15.0' 25 . 0 ' 40.0' 40.0' 40.0' 40.0' 40.0' 40.0' 40.0' 40.0' 40.0' 4 0 . 0 ' 40 . 0 ' 40 . 0 ' 40 . 0 ' 40 . 0 ' 40. 0 ' 4 0 . 0 ' 40 . 0 ' 4 0 . 0 ' 40 . 0 ' 40 . 0 ' 40.0 ' LOT #2 32,768 SF LOT #3 44,559 SF LOT #4 47,165 SF LOT #5 37,320 SF LOT #6 44,293 SF LOT #7 40,858 SF LOT #8 64,495 SF LOT #9 63,631 SF LOT #14 43,170 SF LOT #15 85,698 SF LOT #16 65,622 SF LOT #17 130,665 SF LOT #18 43,431 SF LOT #1 34,572 SF LOT #11 20,078 SF LOT #12 20,106 SF LOT #13 21,476 SF LOT #10 20,160 SF LOT 19 OPEN SPACE AREA TO BE DEEDED TO THE TOWN OF YORKTOWN 8.25 AC. PROPOSED SEWER EASEMENT FOR EXTENSION OF PUBLIC SEWERS TO ELIZABETH ROAD. THE TOWN WILL OBTAIN THE EASEMENT FROM THE ADJACENT PROPERTY OWNER PROPOSED SANITARY SEWER WETLAND LIMIT (TYP.) 100' WETLAND BUFFER LINE (TYP.) PROPOSED SANITARY SEWER PROPOSED SANITARY SEWER EASEMENT ZONING SETBACK LINES (TYP.) WETLAND LIMIT LINE (TYP.) 100' WETLAND BUFFER LINE (TYP.) PROPOSED RESIDENCE & DRIVEWAY LAYOUT, TYP. PROPOSED WATERMAIN, TYP. EXISTING SANITARY SEWER EASEMENT PROPOSED 10' LIMIT OF NO CLEARING OR GRADING PROPOSED 10' LIMIT OF NO CLEARING OR GRADING LOCATION MAP NOT TO SCALE ZONING SCHEDULE: 40,000 SF. 35 FEET 150 FT. 50 FT. 15% OF LOT AREA 50 FT. 20 FT. REQUIRED PRINCIPAL BUILDING COVERAGE: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: MINIMUM LOT WIDTH: MINIMUM LOT AREA: -- -- 175 FT. 570,200 SF. PROVIDED 50 FT. MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS: PRINCIPAL BUILDING: 10 FT. 50 FT.FRONT YARD SETBACK: REAR YARD SETBACK: -- -- ACCESSORY BUILDINGS: NONE NONE NONE VARIANCE REQUIRED NONE NONE NONE NONE NONE R1-40, SINGLE FAMILY RESIDENTIAL (PROPOSED FLEXIBILITY STANDARDS)ZONING DISTRICT: DIMENSIONAL REGULATIONS: COMBINED SIDE YARD SETBACK:NONE 10 FT.ONE SIDE YARD SETBACK: 20 FT.-- --NONE COMBINED SIDE YARD SETBACK:NONE MAXIMUM % OF LOT TO BE OCCUPIED: 15% OF LOT AREAACCESSORY BUILDING COVERAGE:--NONE PRINCIPAL BUILDING - FEET:NONE PRINCIPAL BUILDING - STORIES:NONE3 1/2 -- 15 FEET --ACCESSORY BUILDING - FEET:NONE ACCESSORY BUILDING - STORIES:NONE1 1/2 -- SITE DATA: OWNER / DEVELOPER:450 HILLTOP REAL ESTATE, LLC 59 MAIN STREET DOBBS FERRY, NY, 10522 PROJECT LOCATION: 450 HILLTOP ROAD YORKTOWN HEIGHTS, NY, 10598 2526 CROMPOND ROAD, YORKTOWN HEIGHTS, NY, 10598 EXISTING TOWN ZONING: R1-40, SINGLE FAMILY PROPOSED USE: R1-40, SINGLE FAMILY TOWN TAX MAP DATA: SECTION 37.06, BLOCK 1, LOT 25 SECTION 37.05, BLOCK 2, LOT 2 SITE AREA : 13.09 ACRES (570,200 SF) 16.6 ACRES (723,446 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES 1" = 6 0 ' 4 450 HILLTOP RO A D 25 2 6 C R O M P O N D R O A D 450 FT. 723,446 SF. 450 HILLTOP RD PROVIDED 2526 CROMPOND RD -- -- -- -- -- -- -- -- -- FL E X I B I L I T Y S T A N D A R D R 1 - 2 0 CL U S T E R L A Y O U T OV E R A L L S U B D I V I S I O N P L A N Sh e e t of DA T E : SC A L E : DR A W N B Y : No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - No . Re v i s i o n s : Da t e Co m m e n t s : NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com 4 PR O J E C T # 26 - 1 0 PR E P A R E D F O R 45 0 H i l l t o p R e a l E s t a t e , L L C PR E L I M I N A R Y S U B D I V I S I O N P L A N 45 0 H i l l t o p R o a d & 2 5 2 6 C r o m p o n d R o a d We s t c h e s t e r C o . , N e w Y o r k To w n o f Y o r k t o w n 5- 1 3 - 2 6 JP F: \ 2 0 2 6 \ 2 6 - 1 0 P L I T N I C K - H I L L T O P R E A L E S T A T E , L L C , H I L L T O P & C R O M P O N D M A J O R S U B D I V I S I O N \ E N G I N E E R I N G \ C A D \ C 3 D - 2 6 - 1 0 H I L L T O P R O A D L L C \ D W G \ 2 6 - 1 0 S I T E P L A N P L I T N I C K - C L U S T E R B . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 1. 09 / 0 1 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n 2. 10 / 0 5 / 2 6 Pl a n n i n g B o a r d S u b m i s s i o n 0 30 60 120 SCALE: 1"=60'-0" IMPERVIOUS PERVIOUS TOTAL IMPERVIOUS INCREASE EXISTING 0.21 29.49 29.70 CLUSTER PLAN 1.48 28.21 29.70 1.27 R-40 ZONE PLAN 2.63 27.07 29.70 2.42 40 FT. 40 FT. 15 FT. 20 FT. 40 FT. 40 FT. 15 FT. 20 FT. Wallack Management Weston & Sampson, PE, LS, LA, Architects, PC 1 Winners Circle, Suite 130, Albany, NY 12205 tel: 518-463-4400 westonandsampson.com M E M O R A N D U M TO: Robyn A. Steinberg, AICP, CPESC Town of Yorktown, New York FROM: Daniel P. Biggs, RLA, ISA, CERP DATE: March 26, 2026 SUBJECT: Wallack Subdivision at Field Street – Wetland Verification Town of Yorktown, New York As requested, Daniel Biggs of Weston & Sampson PE, LS, LA, ARCHITECTS, PC (Weston & Sampson) completed a review of the wetland boundary delineated by Sarah Babyak, WPIT, of Tim Miller Associates, Inc. (TMA). A Wetland Permit Application, and Site Plans prepared by Site Design Consultants, were provided for review. A field visit was conducted on March 25, 2026, to inspect the wetland boundary flagging for wetlands located on the 2.44 acre parcel. Wetland flagging was in place and visible. This wetland meets the delineation criteria of The Town of Yorktown Code Chapter 178. As a result, the wetland delineation in the field and on the above referenced maps accurately depicts the limits of the wetland and 100-foot wetland buffer on the site. It should be noted that a request for jurisdictional determination by the NYSDEC was filed by TMA, and NYSDEC identified the wetlands as non-jurisdictional. The NYSDEC non-jurisdictional determination shall be submitted for the project files, confirming non-jurisdiction. Please do not hesitate to reach out with any comments or questions regarding our findings and summary of work for this project. Page 2 westonandsampson.com Certification I certify that all the statements of fact in this appraisal are true, complete, and correct to the best of my knowledge and belief, and that they are made in good faith. 3/25/2026 Daniel P. Biggs, RLA, ISA (MA-5119A) Date Registered Landscape Architect NY-002443-01 exp. 1/31/2029 1 0 0 f t W E T L A N D B U F F E R 10 0 f t W E T L A N D B U F F E R O OO O O O A S P H A L T C U R B CATCH BASIN O O O O O10 0 f t W E T L A N D B U F F E R 10 0 f t W E T L A N D B U F F E R S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S DYH W W W W W W W W W W W W W W W W 30' SIDE YARD SETBACK 30' SIDE YARD SETBACK 50 ' F R O N T Y A R D S E T B A C K 50 ' R E A R Y A R D S E T B A C K 20' SIDE YARD SETBACK 20' SIDE YARD SETBACK 50 ' R E A R Y A R D S E T B A C K 50 ' F R O N T Y A R D S E T B A C K FF: 476.0 GF: 475.5 LSE: ±472.10 FF: 482.0 GF: 480.50 LSE: ±475.10 PROPOSED RESIDENCE PROPOSED LOT BOUNDARIES(TYP.) PROPOSED RESIDENCE LOT 1 40,640 SF LOT 2 65,596 SF 12.0' 12.0' PROPOSED 12' WIDE ASPHALT DRIVEWAY WITH CURBING PROPOSED 12' WIDE ASPHALT DRIVEWAY WITH CURBING 100' WETLAND BUFFER LINE FLAGGED WETLAND LINE TP#2 TP#1 TP#3 PROPOSED RAIN GARDEN 12. 5 ' 12.5' 52 . 1 ' 58 . 2 ' 54 . 9 ' 61 . 0 ' 23.3'77.7' 53.7' 218.5' 12 0 . 9 ' 11 8 . 1 ' PROPOSED RAIN GARDEN DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : LOCATION MAP NOT TO SCALE Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SITE DATA: OWNER / DEVELOPER:MARC WALLACK, ESQ. WALLACK MANAGEMENT COMPANY, INC. 441 LEXINGTON AVE NEW YORK, NY 10017 PROJECT LOCATION: FIELD STREET TOWN OF YORKTOWN, NY EXISTING TOWN ZONING: R1-40, ONE FAMILY RESIDENTIAL PROPOSED USE: R1-40, ONE FAMILY RESIDENTIAL TOWN TAX MAP DATA: SECTION 36.09, BLOCK 1, LOT 1 SITE AREA : 2.44 ACRES (106,236 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 1 24 - 1 6 PR O J E C T # 1" = 2 0 ' 10/06/2 6 1 re v s u r v e y & l a y o u t SI T E P L A N PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" ZONING SCHEDULE: 40,000 SF. 35 FEET 150 FT. 50 FT. 15% OF LOT AREA 50 FT. 20 FT. REQUIRED PRINCIPAL BUILDING COVERAGE: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: MINIMUM LOT WIDTH: MINIMUM LOT AREA: 5.2% OF LOT AREA 35 FT MAX 500 FT. 40,640 SF. LOT 1 50 FT. 58.2 FT. 120.9 FT. 131.4 FT. 53.7 FT. MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS: PRINCIPAL BUILDING: 10 FT. 50 FT.FRONT YARD SETBACK: REAR YARD SETBACK: -- FT. -- FT. ACCESSORY BUILDINGS: NONE NONE NONE VARIANCE REQUIRED NONE NONE NONE NONE NONE R1-40, ONE FAMILY RESIDENTIALZONING DISTRICT: DIMENSIONAL REGULATIONS: COMBINED SIDE YARD SETBACK:NONE 20 FT.ONE SIDE YARD SETBACK: 50 FT.-- FT. -- FT.NONE COMBINED SIDE YARD SETBACK:NONE MAXIMUM % OF LOT TO BE OCCUPIED: 15% OF LOT AREAACCESSORY BUILDING COVERAGE:-- % OF LOT AREA NONE PRINCIPAL BUILDING - FEET:NONE PRINCIPAL BUILDING - STORIES:NONE2 1/2 15 FEET 15 FT MAXACCESSORY BUILDING - FEET:NONE ACCESSORY BUILDING - STORIES:NONE2 1/2 -- FT. -- FT. 3.2% OF LOT AREA 35 FT MAX 500 FT. 106,236 SF. LOT 2 61 FT. 118.1 FT. 241.8 FT. 23.3 FT. -- FT. -- FT. -- FT. -- FT. -- % OF LOT AREA 15 FT MAX -- FT. -- FT. No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t 1 0 0 f t W E T L A N D B U F F E R 10 0 f t W E T L A N D B U F F E R O OO O O O S T O N E W A L L A S P H A L T C U R B CATCH BASIN N 8 6 ° 0 0 ' 2 6 " W 21 7 . 0 0 ' N 3° 59' 34" E 297.00' N 1° 02' 15" E 232.44' S 6 5 ° 1 0 ' 3 0 " E 24 5 . 0 0 ' S 3° 59' 34" W 442.00' ROADFACE OF S T O N E W A L L G E N E R A L L Y O N L I N E ST O N E W A L L G E N E R A L L Y O N L I N E 20 f t W I D E T O W N U T I L I T Y E A S E M E N T A S P E R F I L E D M A P N o . 2 3 8 5 1 N O P H Y S I C A L B O U N D S N O P H Y S I C A L B O U N D S O O O O O10 0 f t W E T L A N D B U F F E R 10 0 f t W E T L A N D B U F F E R S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S DYH W W W W W W W W W W W W W W W W APPROXIMATE LOCATION OF OLD TEST HOLES (TYP) APPROXIMATE LOCATION OF SWALES (TYP) EXISTING STONE WALL TO BE REMOVED APPROXIMATE LOCATION OF EXISTING 8" DIAMETER SEWER MAIN APPROXIMATE LOCATION OF WATER MAIN TO BE FILLED DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 2 24 - 1 6 PR O J E C T # 1" = 2 0 ' EX I S T I N G CO N D I T I O N S PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t 1 2 3 4 5 10 30 59 72 54 A 43 14 41 52 55 B TIE DISTANCES Tree Species On Site Species Number Beech 6 Black Locust 8 Black Oak 4 Hickory 4 Red Maple 106 Red Oak 12 Shagbark Hickory 3 Sugar Maple 13 Sweet Birch 11 Tulip Tree 6 White Oak 1 TOTAL 174 DBH On Site DBH (inches)Number 8 36 10 44 12 28 14 24 16 8 18 14 20 3 24 11 30 3 36 3 TOTAL 174 No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t O OO O O O S T O N E W A L L A S P H A L T C U R B CATCH BASIN ROADFACE OF S T O N E W A L L G E N E R A L L Y O N L I N E ST O N E W A L L G E N E R A L L Y O N L I N E 20 f t W I D E T O W N U T I L I T Y E A S E M E N T A S P E R F I L E D M A P N o . 2 3 8 5 1 N O P H Y S I C A L B O U N D S N O P H Y S I C A L B O U N D S O O O O O S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S DYH W W W W W W W W W W W W W W W W APPROXIMATE LOCATION OF SWALES (TYP) RD RD RDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRD PROPOSED GRADE FF: 476.0 GF: 475.5 LSE: ±472.10 FF: 482.0 GF: 480.50 LSE: ±475.10 WS WS WS WS SS SS SS SS WS WS WS WS WS SS SS SS SS PROPOSED 4" SDR-35 PVC SEWER SERVICE, TYP. PROPOSED 1" COPPER WATER SERVICE AND CURB STOP, TYP.APPROXIMATE LOCATION OF EXISTING 8" DIAMETER SEWER MAIN PROPOSED RESIDENCE PROPOSED RESIDENCE TP#2 TP#1 TP#3 4 8 2 480 476 RD RD RD LOCATION OF DEEP TEST PITS (TYP) PROPOSED DRAIN INLET RIM ELEV. = 475.0 INV = 472.79 474 472 4 7 0 478 PROPOSED 12"x12" DRAIN INLET RIM ELEV. = 480.0 INV = 478.6 PROPOSED 4" PVC ROOF DRAIN TO TIE INTO DRAIN INLET LOT 1 LOT 2 APPROXIMATE LOCATION OF WATER MAIN PROPOSED 8" Ø HDPE PIPE L =39' SLOPE = 2% MIN. COMPACTED EARTH BERM WATER QUALITY ELEV. = 468.00' EMERGENCY OVERFLOW OUTLET PIPE NDS 6" DOME GRATE ASSEMBLY 6" PERFORATED UNDERDRAIN FILTER MEDIA RIP-RAP ENERGY DISSIPATER PROPOSED END SECTION PROPOSED 12"x12" DRAIN INLET RIM ELEV. = 476.25 INV IN = 475.25 INV OUT = 475.10 PROPOSED 8" Ø HDPE PIPE L =37' SLOPE = 2% MIN. PROPOSED 8" Ø HDPE PIPE L =98' SLOPE = 2% MIN. COMPACTED EARTH BERM WATER QUALITY ELEV. = 474.00' EMERGENCY OVERFLOW NDS 6" DOME GRATE ASSEMBLY 6" PERFORATED UNDERDRAIN FILTER MEDIA RIP-RAP ENERGY DISSIPATER PROPOSED END SECTION PROPOSED 4" PVC ROOF DRAIN TO TIE INTO DRAIN INLET TO BE FILLED 474 DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : LOCATION MAP NOT TO SCALE Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. SITE DATA: OWNER / DEVELOPER:MARC WALLACK, ESQ. WALLACK MANAGEMENT COMPANY, INC. 441 LEXINGTON AVE NEW YORK, NY 10017 PROJECT LOCATION: FIELD STREET TOWN OF YORKTOWN, NY EXISTING TOWN ZONING: R1-40, ONE FAMILY RESIDENTIAL PROPOSED USE: R1-40, ONE FAMILY RESIDENTIAL TOWN TAX MAP DATA: SECTION 36.09, BLOCK 1, LOT 1 SITE AREA : 2.44 ACRES (106,236 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 3 24 - 1 6 PR O J E C T # 1" = 2 0 ' IM P R O V E M E N T PL A N PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t 1 2 3 4 5 10 30 59 72 54 A 43 14 41 52 55 B TIE DISTANCES No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t O OO O O O A S P H A L T C U R B CATCH BASIN O O O O O S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S DYH W W W W W W W W W W W W W W W W W APPROXIMATE LOCATION OF OLD TEST HOLES (TYP) APPROXIMATE LOCATION OF SWALES (TYP) RD RD RDRDRD RD RD RD RD RD RD RD RD RD RD RD RD RD RDRD SS SS SS SS PROPOSED STOCK PILE AREA PROPOSED AREA OF DISTURBANCE (22,546 SF) PROPOSED STOCK PILE AREA PROPOSED AREA OF DISTURBANCE (20,709 SF) PROPOSED SILT FENCE (TYP.) PROPOSED CONSTRUCTION ENTRANCE FF: 476.0 GF: 475.5 LSE: ±472.10 FF: 482.0 GF: 480.50 LSE: ±475.10 WS WS WS WS SS SS SS SS WS WS WS WS WS SS SS SS SS PROPOSED RESIDENCE PROPOSED RESIDENCE PROPOSED GRADE EXISTING TREES WITHIN AREA OF DISTURBANCE TO BE REMOVED, TYP. PROPOSED CONSTRUCTION ENTRANCEEXISTING TREES TO BE PROTECTED, TYP. 4 8 2 480 476 RD RD RD 474 472 4 7 0 478 PROPOSED SILT FENCE (TYP.) EXISTING TREES WITHIN AREA OF DISTURBANCE TO BE REMOVED, TYP. PROPOSED INLET PROTECTION (TYP) TO BE FILLED 474 DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 4 24 - 1 6 PR O J E C T # 1" = 2 0 ' E & S C P L A N PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 5 24 - 1 6 PR O J E C T # ## # # # # # # TR E E RE M O V A L LI S T PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t Tag #DBH (inches)Species Condition To be removed?Invasive or Native Lot (N or S) 601 14 Hickory Yes Native s 602 8 Hickory Yes Native s 603 14 Red Oak No Native 604 8 Hickory No Native 605 8 White Oak Yes Native s 606 10 Tulip Tree Yes Native s 607 10 Sweet Birch Yes Native s 608 10 Beech Poor Yes Native s 609 8 Beech Poor Yes Native s 610 10 Red Maple No Native 611 12 Red Oak Base rot Yes Native s 612 14 Red Oak Yes Native s 613 12 Red Maple Yes Native s 614 16 Red Maple Yes Native s 615 18 Shagbark Hickory Yes Native s 616 8 Sugar Maple Yes Native s 617 8 Beech Poor Yes Native s 618 8 Sweet Birch Yes Native s 619 10 Beech Poor Yes Native s 620 30 Red Oak No Native 621 10 Black Oak Yes Native s 622 18 Black Oak Yes Native s 623 10 Red Maple No Native 624 10 Sweet Birch Yes Native s 625 10 Sweet Birch Yes Native s 626 8 Sweet Birch Yes Native s 627 10 Sweet Birch Yes Native s 628 8 Red Maple Yes Native s 629 12 Red Maple No Native 630 12 Black Locust No Invasive 631 8 Red Maple No Native 632 12 Sweet Birch Yes Native s 633 12 Sweet Birch Yes Native s 634 10 Red Maple Yes Native s 635 20 Black oak Yes Native s 636 14 Beech Poor Yes Native s 637 8 Red Maple Yes Native s 638 18 Red Oak Yes Native s 639 12 Sweet Birch Yes Native s 640 8 Black Oak Yes Native s 641 24 Red Oak Yes Native s 642 12 Shagbark Hickory Yes Native s 643 16 Shagbark Hickory Yes Native s 644 12 Tulip Tree Yes Native s 645 24 Red Maple Yes Native s 646 24 Red Maple No Native 647 10 Sweet Birch No Native 648 14 Red Maple No Native 649 10 Beech Poor No Native 650 8 Red Maple Yes Native s 651 16 Tulip Tree Yes Native s 652 12 Red Oak Yes Native s 653 14 Red Oak Yes Native s 654 12 Sweet Birch Yes Native s 655 8 Red Maple No Native 656 8 Red Maple No Native 659 12 Red Maple No Native 660 8 Red Maple No Native 661 8 Red Maple No Native 662 8 Red Maple No Native 663 10 Red Oak No Native 664 36 Tulip Tree No Native 665 14 Red Maple No Native 666 10 Sugar Maple No Native 667 30 Red Oak No Native 668 30 Red Oak No Native 669 24 Red Maple No Native 670 14 Red Maple No Native 671 16 Red Maple No Native 672 8 Red Maple No Native 673 8 Red Maple No Native 674 16 Red Maple No Native 675 18 Red Maple No Native 676 18 Red Maple No Native 677 24 Red Maple No Native 678 10 Sugar Maple No Native 679 24 Red Maple No Native 680 10 Red Maple No Native 681 10 Red Maple Yes Native 682 12 Red Maple Yes Native 683 10 Red Maple Yes Native 684 14 Red Maple No Native 685 18 Red Maple No Native 686 10 Red Maple No Native 687 36 Tulip Tree Yes Native 688 8 Red Maple Yes Native 689 8 Red Maple Yes Native 690 12 Red Maple No Native 691 12 Red Maple Yes Native s 692 10 Red Maple Yes Native s 693 14 Red Maple No Native 694 12 Sugar Maple No Native 695 8 Red Maple Yes Native n 696 36 Tulip tree No Native 697 12 Red Maple Yes Native n 698 12 Red Maple Yes Native n 699 10 Red Maple Yes Native n 700 10 Red Maple Yes Native n 701 8 Sugar Maple Yes Native n 702 14 Red Maple Yes Native n 703 8 Red Maple Yes Native n 704 18 Black Locust Yes Invasive n 705 8 Red Maple Yes Native n 706 18 Red Maple Yes Native n 707 10 Red Maple Yes Native n 708 18 Red Maple Yes Native n 709 8 Red Maple Yes Native n 710 14 Red Maple Yes Native n 711 10 Red Maple Yes Native n 712 10 Red Maple No Native 713 14 Red Maple No Native 714 12 Sugar Maple No Native 715 12 Red Maple No Native 716 10 Red Maple No Native 717 18 Red Maple No Native 718 14 Red Maple No Native 719 18 Red Maple Yes Native n 720 12 Red Maple Yes Native n 721 10 Red Maple Yes Native n 722 14 Red Maple Yes Native n 723 12 Red Maple Yes Native n 724 12 Red Maple Yes Native n 725 10 Red Maple Yes Native n 726 24 Red Maple Yes Native n 727 10 Red Maple Yes Native n 728 14 Black Locust Yes Invasive n 729 14 Red Maple Yes Native n 730 8 Red Maple Yes Native n 731 10 Black Locust Yes Invasive n 732 8 Red Maple Yes Native n 733 8 Black Locust Yes Invasive n 734 20 Red Oak Yes Native n 735 12 Black Locust Yes Invasive n 736 14 Black Locust Yes Invasive n 737 12 Red Maple Yes Native n 738 12 Hickory No Native 739 8 Sugar Maple No Native 740 10 Black Locust No Invasive 741 10 Red Maple No Native 742 8 Red Maple No Native 743 10 Sugar Maple No Native 744 12 Sugar Maple No Native 745 10 Sugar Maple No Native 746 8 Red Maple No Native 747 10 Sugar Maple No Native 748 14 Red Maple No Native 749 10 Red Maple No Native 750 10 Sugar Maple No Native 751 18 Red Maple No Native 752 14 Red Maple No Native 753 20 Red Maple No Native 754 24 Red Maple No Native 755 10 Red Maple No Native 756 8 Sugar Maple No Native 757 14 Red Maple No Native 758 10 Red Maple No Native 759 10 Red Maple No Native 760 12 Red Maple No Native 761 8 Red Maple No Native 762 14 Red Maple No Native 763 14 Red Maple No Native 764 8 Red Maple No Native 765 24 Red Maple No Native 766 10 Red Maple Yes Native n 767 18 Red Maple Yes Native n 768 18 Red Maple Yes Native n 769 16 Red Maple Yes Native n 770 10 Red Maple No Native 771 24 Red Maple No Native 772 10 Red Maple No Native 773 14 Red Maple No Native 774 16 Red Maple No Native 775 16 Red Maple No Native 776 24 Red Maple No Native Trees to be removed 89 Trees to remain 85 Total 174 Invasive trees to be removed 6 Native trees to be removed 83 Total 89 Tree Species to be removed Beech 5 Black Locust 6 Black Oak 4 Hickory 2 Red Maple 45 Red Oak 7 Shagbark Hickory 3 Sugar Maple 2 Sweet Birch 10 Tulip tree 4 White Oak 1 TOTAL 89 Tree DBH to be Removed DBH (inches)Number 8 21 10 21 12 18 14 10 16 4 18 9 20 2 24 3 30 0 36 1 TOTAL 89 No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 6 24 - 1 6 PR O J E C T # ## # # # # # # WE T L A N D MI T I G A T I O N PL A N PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t EL E V A T I O N ( F T ) DRIVEWAY LOT 1 VERT. SCALE: 1" = 2 HORIZ. SCALE: 1" = 10 470 475 480 485 490 EL E V A T I O N ( F T ) DRIVEWAY LOT 2 VERT. SCALE: 1" = 2 HORIZ. SCALE: 1" = 10 465 470 475 480 485 2.4% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 4 8 3 . 7 2 GR A D E B R E A K S T A = 1 + 0 3 . 6 3 EL E V = 4 8 0 . 5 0 1.6% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 4 7 5 . 3 0 GR A D E B R E A K S T A = 1 + 0 1 . 8 9 EL E V = 4 7 5 . 5 0 PROPOSED GRADE PROPOSED GRADE EXISTING GRADE EXISTING GRADE DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY LINK LAND SURVEYORS, DATED 12/17/24, LAST REVISED 12/17/24. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. SAFE DIG Before You Dig, Drill or Blast! CALL US TOLL FREE 811 or 1-800-962-7962 NY Industrial Code Rule 753 requires no less than two working days notice, but not more than ten days notice. www.digsafelynewyork.com F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 7 24 - 1 6 PR O J E C T # 1" = 1 0 ' PR O F I L E S PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 0 10 20 40 SCALE: 1"=20'-0" 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 8 24 - 1 6 PR O J E C T # -- E& S C DE T A I L S PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 SILT FENCE DETAIL NOT TO SCALEE-1 WOOD OR METAL DRIVE POSTS AT 8'-0" O.C. MAX. ATTACH SILT FABRIC ON UPHILL SIDE OF POSTS AND BACKFILL OVER FABRIC PROPEX SILT STOP FABRIC OR APPROVED EQUAL SOIL TO BE RETAINED DIG 6"X6" TRENCH INSTALL FABRIC AND BACKFILL NATIVE SOIL EXISTING AREA TO BE PROTECTED SECTION FLOW WOODEN FENCE POST 4 FT. LENGTH SUPPORT NET FILTER FABRIC ANCHOR FABRIC 6" BELOW EXISTING CHANNEL WHEN CROSSING STREAM CHANNEL 3'- 0 " M I N . 1'- 0 " M I N . ELEVATION PLAN VIEW: JOINING SECTIONS POSTS FASTENED TOGETHER NOTES: 1.Filter cloth to be fastened securely to post: steel either t or u type or 2" hardwood posts at top and mid section. 2.When two sections of filter cloth adjoin each other they shall be overlapped by 6 inches and folded. Filter cloth shall be mirafi 100x, stabilinka t140n or approved equal 3.Maintenance shall be performed as needed and material removed when "bulges" develop in the silt fence. 4.Excavate 4 inch trench along the lower perimeter of the site. 5.Unroll a section at a time and position the post against the back (downstream) wall of the trench (net side away from direction of flow). 6.Drive the post into the ground until the netting is approximately 2 inches from the trench bottom. 7.Lay the toe-in flap of fabric onto the undisturbed bottom of the trench, backfill the trench and tamp the soil. Steeper slopes require an intercept trench. 8.Join sections as shown above. SYMBOL SOIL STOCKPILE DETAIL NOT TO SCALE E-3 NOTES: 1.Area chosen for stockpiling operations shall be dry and stable. 2.Maximum slope of stockpile shall be 1:2. 3.Upon completion of soil stockpiling, each pile shall be surrounded with either silt fencing or strawbales, then stabilized with vegetation or covered. 4.See detail for installation of silt fence. STRAWBALES OR SILT FENCE MIN. SLOPEMIN. SLOPE SLOPE OR LESS STABILIZE ENTIRE PILE WITH VEGETATION OR COVER SYMBOL 2 1 SS STABILIZED CONSTRUCTION ENTRANCE DETAIL NOT TO SCALEE-2 EXISTING GRADE COMPACTED SUBGRADE FILTER CLOTH SECTION A-A 3" CLEAN STONE MOUNTABLE BERM (OPTIONAL SEE NOTE 5) 10'-0" MINIMUM WIDTH 6" M I N . EXISTING P A V E M E N T 10 ' - 0 " 30'-0" MINIMUM EX I S T I N G PA V E M E N T 10 ' - 0 " 12'-0" MINIMUM 10 ' - 0 " MI N I M U M START AT EXIST. PAVEMENT PLAN INSTALLATION NOTES: 1.Stone size - use 3" min. Stone, or reclaimed or recycled concrete equivalent. 2.Length - as required, but not less than 50 feet (except on a single residence lot where a 30 foot minimum length would apply. 3.Thickness - not less than six (6) inches. 4.Width - 10 foot minimum, but not less than the full width at points where ingress or egress occur. 24 ft if single entrance to site. 5.Surface water - all surface water flowing or diverted toward construction entrances shall be piped across the entrance. If piping is impractical, a mountable berm with 5:1 slopes will be permitted. 6.Maintenance - the entrance shall be maintained in a condition which will prevent tracking or flowing of sediment onto public right of way this may require periodic top dressing with additional stone as conditions demand and repair and/or cleanouts of any measures used to trap sediment. All sediment spilled, dropped, washed or tracked onto public right of way must be removed immediately. 7.Washing - wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When washing is required, it shall be done on an area stabilized with stone and which drains into an approved sediment trapping device. 8.Periodic inspection and needed maintenance shall be provided after each rain A A MAINTENANCE SCHEDULE: GENERAL EROSION CONTROL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH ALL SEDIMENT AND EROSION CONTROL PRACTICES. THE SEDIMENT AND EROSION CONTROL PRACTICES ARE TO BE INSTALLED PRIOR TO ANY MAJOR SOIL DISTURBANCES, AND MAINTAINED UNTIL PERMANENT PROTECTION IS ESTABLISHED. ROAD SURFACE FLOWS FROM THE SITE SHOULD BE DISSIPATED WITH TRACKING PAD OR APPROPRIATE MEASURES DURING ADJACENT ROAD SHOULDER REGRADING. CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL SOIL EROSION AND SEDIMENTATION CONTROL DEVICES THROUGHOUT THE COURSE OF CONSTRUCTION. 2.CATCH BASIN INLET PROTECTION MUST BE INSTALLED AND OPERATING AT ALL TIMES UNTIL TRIBUTARY AREAS HAVE BEEN STABILIZED. WHEN POSSIBLE FLOWS SHOULD BE STABILIZED BEFORE REACHING INLET PROTECTION STRUCTURE. TIMELY MAINTENANCE OF SEDIMENT CONTROL STRUCTURES IS THE RESPONSIBILITY OF THE CONTRACTOR. 3.ALL STRUCTURES SHALL BE MAINTAINED IN GOOD WORKING ORDER AT ALL TIMES. THE SEDIMENT LEVEL IN ALL SEDIMENT TRAPS SHALL BE CLOSELY MONITORED AND SEDIMENT REMOVED PROMPTLY WHEN MAXIMUM LEVELS ARE REACHED OR AS ORDERED BY THE ENGINEER. ALL SEDIMENT CONTROL STRUCTURES SHALL BE INSPECTED ON A REGULAR BASIS, AND AFTER EACH HEAVY RAIN TO INSURE PROPER OPERATION AS DESIGNED. AN INSPECTION SCHEDULE SHALL BE SET FORTH PRIOR TO THE START OF CONSTRUCTION. 4.THE LOCATIONS AND THE INSTALLATION TIMES OF THE SEDIMENT CAPTURING STANDARDS SHALL BE AS SPECIFIED IN THESE PLANS, AS ORDERED BY THE ENGINEER, AND IN ACCORDANCE WITH THE LATEST EDITION OF THE "NEW YORK STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL" (NYSSESC). 5.ALL TOPSOIL SHALL BE PLACED IN A STABILIZED STOCKPILE FOR REUSE ON THE SITE. ALL STOCKPILE MATERIAL REQUIRED FOR FINAL GRADING AND STORED ON SITE SHALL BE TEMPORARILY SEEDED AND MULCHED WITHIN 7 DAYS. REFER TO SOIL STOCKPILE DETAILS. 6.ANY DISTURBED AREAS THAT WILL BE LEFT EXPOSED MORE THAN 7 DAYS AND NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL IMMEDIATELY RECEIVE TEMPORARY SEEDING. MULCH SHALL BE USED IF THE SEASON PREVENTS THE ESTABLISHMENT OF A TEMPORARY COVER. DISTURBED AREAS SHALL NOT BE LIMED AND FERTILIZED PRIOR TO TEMPORARY SEEDING. 7.ALL DISTURBED AREAS WITHIN 500 FEET OF AN INHABITED DWELLING SHALL BE WETTED AS NECESSARY TO PROVIDE DUST CONTROL. 8.THE CONTRACTOR SHALL KEEP THE ROADWAYS WITHIN THE PROJECT CLEAR OF SOIL AND DEBRIS AND IS RESPONSIBLE FOR ANY STREET CLEANING NECESSARY DURING THE COURSE OF THE PROJECT. 9.SEDIMENT AND EROSION CONTROL STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE DRAINAGE AREA HAS BEEN PROPERLY STABILIZED BY PERMANENT MEASURES. 10.ALL SEDIMENT AND EROSION CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH CURRENT EDITION OF NYSSESC. 11.ALL REGRADED AREAS MUST BE STABILIZED APPROPRIATELY PRIOR TO ANY ROCK BLASTING, CUTTING, AND/OR FILLING OF SOILS. SPECIAL CARE SHOULD BE TAKEN DURING CONSTRUCTION TO INSURE STABILITY DURING MAINTENANCE AND INTEGRITY OF CONTROL STRUCTURES. 12.ANY SLOPES GRADED AT 3:1 OR GREATER SHALL BE STABILIZED WITH EROSION BLANKETS TO BE STAKED INTO PLACE IN ACCORDANCE WITH THE MANUFACTURES REQUIREMENTS. EROSION BLANKETS MAY ALSO BE REQUIRED AT THE DISCRETION OF TOWN OFFICIALS OR PROJECT ENGINEER. WHEN STABILIZED BLANKET IS UTILIZED FOR CHANNEL STABILIZATION, PLACE ALL OF THE VOLUME OF SEED MIX PRIOR TO LAYING NET, OR AS RECOMMENDED BY THE MANUFACTURER. 13.TO PREVENT HEAVY CONSTRUCTION EQUIPMENT AND TRUCKS FROM TRACKING SOIL OFF-SITE, CONSTRUCT A PERVIOUS CRUSHED STONE PAD. LOCATE AND CONSTRUCT PADS AS DETAILED IN THESE PLANS. 14.CONTRACTOR IS RESPONSIBLE FOR CONTROLLING DUST BY SPRINKLING EXPOSED SOIL AREAS PERIODICALLY WITH WATER AS REQUIRED. CONTRACTOR TO SUPPLY ALL EQUIPMENT AND WATER. 15.CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTION INSPECTIONS AS PER NYSDEC GP-0-020-001 AND TOWN OF YORKTOWN CODE. MAINTENANCE OF TEMPORARY EROSION AND SEDIMENT CONTROL STRUCTURES: N.Y.S.D.E.C. GP-0-15-002 EXPOSURE RESTRICTIONS - STATES THAT ANY EXPOSED EARTHWORK SHALL BE STABILIZED IN ACCORDANCE WITH THE GUIDELINES OF THIS PLAN. 1.TREES AND VEGETATION SHALL BE PROTECTED AT ALL TIMES AS SHOWN ON THE DETAIL DRAWING AND AS DIRECTED BY THE ENGINEER. 2.CARE SHOULD BE TAKEN SO AS NOT TO CHANNEL CONCENTRATED RUNOFF THROUGH THE AREAS OF CONSTRUCTION ACTIVITY ON THE SITE. 3.FILL AND SITE DISTURBANCES SHOULD NOT BE CREATED WHICH CAUSES WATER TO POND OFF SITE OR ON ADJACENT PROPERTIES. 4.RUNOFF FROM LAND DISTURBANCES SHALL NOT BE DISCHARGED OR HAVE THE POTENTIAL TO DISCHARGE OFF SITE WITHOUT FIRST BEING INTERCEPTED BY A CONTROL STRUCTURE, SUCH AS A SEDIMENT TRAP OR SILT FENCE. SEDIMENT SHALL BE REMOVED BEFORE EXCEEDING 50% OF THE RETENTION STRUCTURE'S CAPACITY. 5.FOR FINISHED GRADING, ADEQUATE GRADE SHALL BE PROVIDED SO THAT WATER WILL NOT POND ON LAWNS FOR MORE THAN 24 HOURS AFTER RAINFALL, EXCEPT IN SWALE FLOW AREAS WHICH MAY DRAIN FOR AS LONG AS 48 HOURS AFTER RAINFALL. 6.ALL SWALES AND OTHER AREAS OF CONCENTRATED FLOW SHALL BE PROPERLY STABILIZED WITH TEMPORARY CONTROL MEASURES TO PREVENT EROSION AND SEDIMENT TRAVEL. SURFACE FLOWS OVER CUT AND FILL AREAS SHALL BE STABILIZED AT ALL TIMES. 7.ALL SITES SHALL BE STABILIZED WITH EROSION CONTROL MATERIALS WITHIN 7 DAYS OF FINAL GRADING. 8.TEMPORARY SEDIMENT TRAPPING DEVICES SHALL BE REMOVED FROM THE SITE WITHIN 30 DAYS OF FINAL STABILIZATION. MAINTENANCE OF PERMANENT CONTROL STRUCTURES DURING CONSTRUCTION: THE STORMWATER MANAGEMENT SYSTEM AND OUTLET STRUCTURE SHALL BE INSPECTED ON A REGULAR BASIS AND AFTER EVERY RAINFALL EVENT. SEDIMENT BUILD UP SHALL BE REMOVED FROM THE INLET PROTECTION REGULARLY TO INSURE DETENTION CAPACITY AND PROPER DRAINAGE. OUTLET STRUCTURE SHALL BE FREE OF OBSTRUCTIONS. ALL PIPING AND DRAIN INLETS SHALL BE FREE OF OBSTRUCTION. ANY SEDIMENT BUILD UP SHALL BE REMOVED. MAINTENANCE OF CONTROLS AFTER CONSTRUCTION: CONTROLS (INCLUDING RESPECTIVE OUTLET STRUCTURES) SHOULD BE INSPECTED PERIODICALLY FOR THE FIRST FEW MONTHS AFTER CONSTRUCTION AND ON AN ANNUAL BASIS THEREAFTER. THEY SHOULD ALSO BE INSPECTED AFTER MAJOR STORM EVENTS. DEBRIS AND LITTER REMOVAL: TWICE A YEAR, INSPECT OUTLET STRUCTURE AND DRAIN INLETS FOR ACCUMULATED DEBRIS. ALSO, REMOVE ANY ACCUMULATIONS DURING EACH MOWING OPERATION. STRUCTURAL REPAIR/REPLACEMENT: OUTLET STRUCTURE MUST BE INSPECTED TWICE A YEAR FOR EVIDENCE OF STRUCTURAL DAMAGE AND REPAIRED IMMEDIATELY. EROSION CONTROL: UNSTABLE AREAS TRIBUTARY TO THE BASIN SHALL IMMEDIATELY BE STABILIZED WITH VEGETATION OR OTHER APPROPRIATE EROSION CONTROL MEASURES. SEDIMENT REMOVAL: SEDIMENT SHOULD BE REMOVED AFTER IT HAS REACHED A MAXIMUM DEPTH OF FIVE INCHES ABOVE THE STORMWATER MANAGEMENT SYSTEM FLOOR. TOPSOIL: EXISTING TOPSOIL WILL BE REMOVED AND STORED IN PILES SUFFICIENTLY AS TO AVOID MIXING WITH OTHER EXCAVATION. STOCKPILES SHALL BE SURROUNDED BY EROSION CONTROL AS OUTLINED ON THESE PLANS. THE FURNISHING OF NEW TOPSOIL SHALL BE OF A BETTER OR EQUAL TO THE FOLLOWING CRITERIA (SS713.01 NYSDOT): 1.THE PH OF THE MATERIAL SHALL BE 5.5 TO 7.6. 2.THE ORGANIC CONTENT SHALL NOT BE LESS THAN 2% OR MORE THAN 70%. 3.GRADATION: SIEVE SIZE % PASSING BY WGT. 2 INCH 100 1 INCH 85 TO 100 1/4 INCH 65 TO 100 NO. 200 MESH 20 TO 80 PERMANENT VEGETATIVE COVER: 1.SITE PREPARATION: 1.1.INSTALL EROSION CONTROL MEASURES. 1.2.SCARIFY COMPACTED SOIL AREAS. 1.3.LIME AS REQUIRED TO PH 6.5. 1.4.FERTILIZE WITH 10-6-4 4 LBS/1,000 S.F. 1.5.INCORPORATE AMENDMENTS INTO SOIL WITH DISC HARROW. 2.SEED MIXTURES FOR USE ON SWALES AND CUT AND FILL AREAS. MIXTURE LBS./ACRE ALT. A KENTUCKY BLUE GRASS 20 CREEPING RED FESCUE 28 RYE GRASS OR REDTOP 5 ALT. B CREEPING RED FESCUE 20 REDTOP 2 TALL FESCUE/SMOOTH BLOOMGRASS 20 3.SEEDING 3.1.PREPARE SEED BED BY RAKING TO REMOVE STONES, TWIGS, ROOTS AND OTHER FOREIGN MATERIAL. 3.2.APPLY SOIL AMENDMENTS AND INTEGRATE INTO SOIL. 3.3.APPLY SEED UNIFORMLY BY CYCLONE SEEDER CULTI-PACKER OR HYDRO-SEEDER AT RATE INDICATED. 3.4.STABILIZE SEEDED AREAS IN DRAINAGE SWALES. 3.5.IRRIGATE TO FULLY SATURATE SOIL LAYER, BUT NOT TO DISLODGE PLANTING SOIL. 3.6.SEED BETWEEN APRIL 1ST AND MAY 15TH OR AUGUST 15TH AND OCTOBER 15TH. 3.7.SEEDING MAY OCCUR MAY 15TH AND AUGUST 15TH IF ADEQUATE IRRIGATION IS PROVIDED. TEMPORARY VEGETATIVE COVER: SITE PREPARATION: 1.INSTALL EROSION CONTROL MEASURES. 2.SCARIFY AREAS OF COMPACTED SOIL. 3.FERTILIZE WITH 10-10-10 AT 400/ACRE. 4.LIME AS REQUIRED TO PH 6.5. SEED SPECIES: MIXTURE LBS./ACRE RAPIDLY GERMINATING ANNUAL RYEGRASS 20 (OR APPROVED EQUAL) PERENNIAL RYEGRASS 20 CEREAL OATS 36 SEEDING: SAME AS PERMANENT VEGETATIVE COVER OWNER/OPERATOR CERTIFICATION "I HEREBY CERTIFY UNDER PENALTY OF LAW THAT I UNDERSTAND AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THE SWPPP AND AGREE TO IMPLEMENT ANY CORRECTIVE ACTIONS IDENTIFIED BY THE QUALIFIED INSPECTOR DURING A SITE INSPECTION. I ALSO UNDERSTAND THAT THE OWNER OR OPERATOR MUST COMPLY WITH THE TERMS AND CONDITIONS OF THE MOST CURRENT VERSION OF THE NEW YORK STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM ("SPDES") GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES AND THAT IT IS UNLAWFUL FOR ANY PERSON TO CAUSE OR CONTRIBUTE TO A VIOLATION OF WATER QUALITY STANDARDS. FURTHERMORE, I AM AWARE THAT THERE ARE SIGNIFICANT PENALTIES FOR SUBMITTING FALSE INFORMATION, THAT I DO NOT BELIEVE TO BE TRUE, INCLUDING THE POSSIBILITY OF FINE AND IMPRISONMENT FOR KNOWING VIOLATIONS" NAME (PLEASE PRINT) _____________________________________________________ TITLE _______________________________________________________________ DATE _______________________________________________________________ ADDRESS _____________________________________________________________ PHONE _______________________________________________________________ E-MAIL _______________________________________________________________ SIGNATURE _____________________________________________________________ NAME OF TRAINED INDIVIDUAL _______________________________________________ CONTRACTOR CERTIFICATION CONTRACTOR CERTIFICATION STATEMENT - ALL CONTRACTORS AND SUBCONTRACTORS IDENTIFIED IN A SWPPP IN ACCORDANCE WITH PART III.A.6 (SPDES GENERAL PERMIT FOR STORMWATER RUNOFF FROM CONSTRUCTION ACTIVITY, GP-0-20-001, JANUARY 2020) OF THIS PERMIT SHALL SIGN A COPY OF THE FOLLOWING CERTIFICATION STATEMENT BEFORE UNDERTAKING ANY CONSTRUCTION ACTIVITY AT THE SITE IDENTIFIED IN THE SWPPP: “I HEREBY CERTIFY THAT I UNDERSTAND AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THE SWPPP AND AGREE TO IMPLEMENT ANY CORRECTIVE ACTIONS IDENTIFIED BY THE QUALIFIED INSPECTOR DURING A SITE INSPECTION. I ALSO UNDERSTAND THAT THE OWNER OR OPERATOR MUST COMPLY WITH THE TERMS AND CONDITIONS OF THE NEW YORK STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM (“SPDES”) GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES AND THAT IT IS UNLAWFUL FOR ANY PERSON TO CAUSE OR CONTRIBUTE TO A VIOLATION OF WATER QUALITY STANDARDS. FURTHERMORE, I UNDERSTAND THAT CERTIFYING FALSE, INCORRECT OR INACCURATE INFORMATION IS A VIOLATION OF THE REFERENCED PERMIT AND THE LAWS OF THE STATE OF NEW YORK AND COULD SUBJECT ME TO CRIMINAL, CIVIL AND/OR ADMINISTRATIVE PROCEEDINGS.” INDIVIDUAL CONTRACTOR: NAME AND TITLE (PLEASE PRINT)________________________________________ SIGNATURE OF CONTRACTOR ________________________________________ NAME OF TRAINED INDIVIDUAL ________________________________________ Construction Sequence RECOMMENDED SEQUENCE OF CONSTRUCTION USE OF EROSION AND SEDIMENT CONTROL STRUCTURES AND PRACTICES ARE IMPORTANT FOR MAINTAINING SITE STABILITY UNDER RUNOFF AND DURING DAILY CONSTRUCTION ACTIVITIES. THE CONSTRUCTION SEQUENCE SHOULD BE STAGED WITH EROSION AND SEDIMENT CONTROLS, AS FOLLOWS, WITH ALL CONTROLS IN PLACE AND IMPLEMENTED PRIOR TO RESPECTIVE INFRASTRUCTURE CONSTRUCTION. AS CONSTRUCTION PROCEEDS, THE CONTROLS SHOULD BE MONITORED, MAINTAINED AND REPLACED AS NEEDED. ADDITIONAL CONTROLS MAY BE REQUIRED AS NEEDED TO ADDRESS UNFORESEEN SITUATIONS. REFER TO THE CONSTRUCTION DRAWINGS FOR ALL PLANS AND DETAILS WHICH RELATE TO THE CONSTRUCTION SEQUENCE. THIS SEQUENCE SHOULD BE FOLLOWED IN CONJUNCTION WITH ALL PLANS, NOTES, AND THE STORMWATER POLLUTION PREVENTION PLAN. PRIOR TO THE COMMENCEMENT OF WORK, THE OWNER AND GENERAL CONTRACTOR SHALL READ AND UNDERSTAND THE SEQUENCE FOR CONSTRUCTION. THE SEQUENCE SHALL BE DISCUSSED AT THE TIME OF THE PRE-CONSTRUCTION MEETING. DURING CONSTRUCTION OF THE PROJECT, THE CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL REQUIRED INSPECTIONS WITH VARIOUS AGENCIES AND THE PROJECT ENGINEER. GENERAL SEQUENCE: THE GENERAL SEQUENCE APPLIES TO THE START OF ALL WORK FOR THE PROJECT. THE REQUIREMENTS IN SUCH SHALL BE APPLIED AS APPROPRIATE AND SHALL BE ASSUMED IN PLACE PRIOR TO THE START OF THE WORK OUTLINED IN THE SEQUENCE. 1.PRIOR TO THE BEGINNING OF ANY SITE WORK THE MAJOR FEATURES OF THE CONSTRUCTION MUST BE FIELD STAKED BY A LICENSED SURVEYOR. THESE INCLUDE THE BUILDING, LIMITS OF DISTURBANCE, UTILITY LINES, AND STORMWATER PRACTICES. 2.PRIOR TO THE START OF THE PROJECT, AN ON-SITE PRE-CONSTRUCTION MEETING WILL BE HELD. THIS WILL BE ATTENDED BY THE PROJECT OWNER, THE OPERATOR RESPONSIBLE FOR COMPLYING WITH THE APPROVED CONSTRUCTION DRAWINGS INCLUDING THE EROSION AND SEDIMENT CONTROL (E&SC) PLAN AND DETAILS, THE DESIGN ENGINEER, THE ENGINEER RESPONSIBLE FOR E&SC MONITORING DURING CONSTRUCTION, TOWN REPRESENTATIVES FROM THE ENGINEERING DEPARTMENT AND CODE ENFORCEMENT, AND REPRESENTATIVES FROM THE NYC DEP. THE DEP SHALL BE NOTIFIED 48HRS PRIOR TO THE PRECONSTRUCTION MEETING. 3.CUT AND CLEAR TREES WITHIN THE WORK LIMITS AS NECESSARY FOR THE AREAS TO BE DISTURBED. INSTALL TREE PROTECTIVE MEASURE AT MARKED LOCATIONS ON E&SC PLAN. 4.INSTALL ALL TEMPORARY EROSION CONTROL MEASURES AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN FOR THE PROJECT'S IMMEDIATE DISTURBANCE AREAS. THIS SHALL INCLUDE, BUT NOT LIMITED TO SILT FENCE, STABILIZED CONSTRUCTION ENTRANCES, CONSTRUCTION FENCE, ETC. INSTALL THE SEDIMENT TRAPS IN THE LOCATION SHOWN ON THE PLANS. THIS SEQUENCE MUST BE FOLLOWED TO INSURE PROPER IMPLEMENTATION OF THE EROSION AND SEDIMENT CONTROL PLAN (E&SC) AND STORMWATER POLLUTION PREVENTION PLAN (SWPPP). CORDON OFF STORMWATER PRACTICES AS SHOWN ON THE E&SC PLAN TO PREVENT COMPACTION OF UNDERLYING SOILS. DURING CONSTRUCTION, RUNOFF WILL SHEET FLOW ACROSS THE SITE TO THE PERIMETER WHERE IT WILL BE PASS THROUGH SILT FENCING. 5.TIMBERED TREES AND WOODCHIPS SHALL BE TEMPORARILY STORED IN THE STOCKPILE AND/OR STAGING AREA IF NECESSARY, BEFORE BEING REMOVED OFF-SITE. WOODCHIPS MAY BE USED FOR MULCH TO STABILIZE DISTURBED AREAS. WOODCHIP MULCH SHALL BE APPLIED AT A MINIMUM RATE OF 500 LBS. PER 1000 SF (2” THICK MINIMUM). 6.REMOVE EXISTING VEGETATIVE COVER, CUT AND CLEAR TREES, GRUB, REMOVE STUMPS AND OTHER SURFACE FEATURES IN THE LIMIT OF CONSTRUCTION ONLY. ANY DISTURBANCE THAT RESULTS FROM TREE CLEARING AND GRUBBING SHALL BE IMMEDIATELY STABILIZED WITH WOODCHIPS MULCH, HYDRO-MULCH, OR STRAW AND SEED. TIMBERED TREES, WOOD CHIPS, AND STUMPS SHALL BE REMOVED OFF-SITE UNLESS OTHERWISE DIRECTED. AS STATED, WOODCHIPS MAY BE STOCKPILED FOR USE AS STABILIZING GROUND COVER. DEMOLISH AND/OR REMOVE EXISTING FEATURES, I.E.: FENCE, CONCRETE SLAB, ASPHALT ETC., AND DISPOSE OF OR STOCKPILE AS REQUIRED BY THE OWNER. ALL CONSTRUCTION DEBRIS SHALL BE PROPERLY DISPOSED OF IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REQUIREMENTS. THE FOLLOWING IS THE GENERAL ORDER FOR CONSTRUCTION OF THE PROJECT AND MAY BE MODIFIED AFTER APPROVED BY THE SUPERVISING ENGINEER. THIS IS MEANT TO MINIMIZE THE AMOUNT OF OPEN DISTURBANCE. UNDER NO CIRCUMSTANCES SHALL MORE THAN FIVE (5) ACRES OR GREATER BE DISTURBED DURING THE SAME PERIOD OF TIME. IN THE EVENT GREATER DISTURBANCE IS NECESSARY OUTSIDE OF THE LIMIT OF DISTURBANCE SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER OF RECORD, AND MUNICIPALITY FOR AN ON-SITE MEETING TO DISCUSS THE ALTERNATIVE APPROACH TO THE CONSTRUCTION. NOTE: NO STORMWATER IS PERMITTED TO ENTER THE INFILTRATION SYSTEM FROM THE UPSTREAM CONVEYANCE SYSTEM AND SHALL BE BLOCKED UNTIL THE COMPLETION AND STABILIZATION OF ALL AREAS TRIBUTARY TO THE BASIN. AN AREA SHALL BE CONSIDERED TO HAVE ACHIEVED FINAL STABILIZATION WHEN IT HAS A MINIMUM UNIFORM 80% PERENNIAL VEGETATIVE COVER OR OTHER PERMANENT NON-VEGETATIVE COVER WITH A DENSITY SUFFICIENT TO RESIST ACCELERATED SURFACE EROSION AND SUBSURFACE CHARACTERISTICS SUFFICIENT TO RESIST SLIDING AND OTHER MOVEMENTS. HOME SITE CONSTRUCTION AND DRAINAGE INSTALLATIONS 1.IMPLEMENT THE GENERAL SEQUENCE NOTES 1 THROUGH 6 (EXCEPT NOTE 3) WHERE APPLICABLE PRIOR TO CONTINUING. 2.PROVIDE MAINTENANCE OF SEDIMENT CONTROLS THROUGHOUT CONSTRUCTION. UPON COMPLETION OF FINAL GRADING, INSTALLATION OF VEGETATIVE COVER AND INSTALLATION OF FULL STABILIZATION VEGETATIVE COVER, TEMPORARY EROSION CONTROL MEASURES CAN BE REMOVED. 3.ROUGH-GRADE DRIVEWAYS PRIOR TO CLEARING AND GRUBBING HOUSE AND LAWN AREAS. STABILIZE GRADED AREAS AND SWALES BY SEEDING AND MULCHING. EROSION BLANKETS WILL BE USED WHERE SLOPES ARE 3:1 OR GREATER AND IN SWALES. 4.INSTALL DRAINAGE SYSTEM. THESE AREAS SHALL BE IMMEDIATELY SEEDED AND STABILIZED WITH EROSION BLANKETS. 5.AS STATED ABOVE, ALL EROSION AND SEDIMENT CONTROLS SHOULD BE IN PLACE. CLEAR AND GRUB DRIVEWAYS AND BASIN LOCATION. 6.THE INDIVIDUAL LOTS MAY BE CONSTRUCTED IN ANY ORDER,BUT REQUIRES FOLLOWING THE ABOVE PROCEDURE. 7.PROCEED WITH THE CONSTRUCTION OF THE BUILDINGS. AT ANY POINT DURING THIS BEGIN INSTALLATION OF THE UTILITIES INCLUDING THE WATER AND SEWER CONNECTIONS, DRAINAGE AND POWER UTILITIES. PROVIDE SEDIMENT CONTROLS FOR TRENCHES AS INSTALLATION IS COMPLETED. STABILIZE SOILS AT THE END OF EACH DAY. 8.INSTALL SUB-BASE COURSE MATERIAL FOR DRIVEWAY. 9.INSTALL HARDSCAPE SUCH AS PATIOS, WALKS STEPS ETC., AND FINAL VEGETATION INCLUDING SOD AND LANDSCAPING. REFER TO LANDSCAPE PLANS FOR LOCATION AND IDENTIFICATION OF GROUND COVER AND PLANTINGS. CLEAR SITE OF DEBRIS AND ALL UNWANTED MATERIALS. DISPOSAL SHALL BE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REQUIREMENTS. 10.DURING THE FINAL PHASE OF BUILDING CONSTRUCTION, FINISH GRADE, PERFORM SOIL RESTORATION REQUIREMENTS (SEE FIGURE 8.1), TOPSOIL, RAKE, AND SEED ALL AREAS AS REQUIRED. WHERE REQUIRED OR RECOMMENDED, HYDRO-MULCH OR INSTALL EROSION CONTROL BLANKETS. FINAL SITE STABILIZATION AND COMPLETION OF NEW CONSTRUCTION: 11.UPON COMPLETION OF ALL WORK, THE SITE SHALL BE INSPECTED BY THE SUPERVISING ENGINEER AND TOWN INSPECTOR TO DETERMINE COMPLETION OF ALL WORK AND PERMANENT STABILIZATION OF THE SITE. 12.ANY AREAS DEEMED INCOMPLETE OR NOT PROPERLY STABILIZED SHALL BE DONE SO TO THE SATISFACTION OF THE SUPERVISING ENGINEER AND TOWN INSPECTOR. 13.ONCE THE SITE IS DEEMED ADEQUATELY STABLE THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES CAN BE REMOVED. AT THAT TIME IF DEEMED APPROPRIATE DRAINAGE STRUCTURES UPSTREAM FROM THE SUBSURFACE STORMWATER MANAGEMENT SYSTEMS SHALL BE CLEANED OF SEDIMENT AND DEBRIS. THEY CAN THEN BE UNBLOCKED TO ALLOW FOR FLOW OF COLLECTED SURFACE RUNOFF. CONTACT INFORMATION DURING AND AFTER CONSTRUCTION: MARC WALLACK 441 LEXINGTON AVE NEW YORK, NEW YORK 10017 PHONE: (212) 753-3381 WINTER STABILIZATION NOTES: IF CONSTRUCTION ACTIVITIES ARE EXPECTED TO EXTEND INTO OR OCCUR DURING THE WINTER SEASON THE CONTRACTOR SHALL ANTICIPATE PROPER STABILIZATION AND SEQUENCING. CONSTRUCTION SHALL BE SEQUENCED SUCH THAT WHEREVER POSSIBLE AREAS OF DISTURBANCE THAT CAN BE COMPLETED AND PERMANENTLY STABILIZED SHALL BE DONE BY APPLYING AND ESTABLISHING PERMANENT VEGETATIVE COVER BEFORE THE FIRST FROST. AREAS SUBJECT TO TEMPORARY DISTURBANCE THAT WILL NOT BE WORKED FOR AN EXTENDED PERIOD OF TIME SHALL BE TREATED WITH TEMPORARY SEED, MULCH, AND/OR EROSION BLANKETS. E-4 INLET 3" WASHED GRAVEL OVER INLET 3:1 SLOPE 2:1 SLOPE PLANCONSTRUCTION ENTRANCE GRAVEL TEMPORARY SEDIMENT POOL 1 FT MIN 2 FT MAX SUBGRADE SYMBOL SECTION FILTER FABRIC OVER INELT INLET NOT TO SCALE CONSTRUCTION ENTRANCE INLET PROTECTION DETAIL COMPANY / CONTRACTING FIRM: NAME OF COMPANY _________________________________________ ADDRESS OF COMPANY _________________________________________ TELEPHONE NUMBER / CELL NUMBER _________________________________________ SITE INFORMATION: ADDRESS OF SITE ________________________________________ ________________________________________ TODAY'S DATE:________________________________________ BOARD FENCE WRAPPED AROUND TRUNK. 1" GAP BETWEEN BOARDS TREE TRUNK ARMOR / TREE PROTECTION DETAIL NOT TO SCALEE-5 NOTES: 1.Contractor shall use the tree trunk armor detail for isolated trees that require protection. 2.As an alternate, the contractor may protect trees in the vicinity of regular heavy traffic / construction areas or clusters of trees to be protected as per the construction fence detail. SMALL FEEDER ROOTS AT EDGE OF BRANCH SYSTEM TEMPORARY ORANGE CONSTRUCTION FENCE SYMBOL 36 " 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t DA T E : SC A L E : DR A W N B Y : Sh e e t of No . Re v i s i o n s : Da t e Co m m e n t s : Yo r k t o w n H e i g h t s , N Y 1 0 5 9 8 ww w . s i t e d e s i g n c o n s u l t a n t s . c o m F a x : ( 9 1 4 ) 9 6 2 - 7 3 8 6 L a n d P l a n n e r s En g i n e e r : N Y S L i c . N o . 6 4 4 3 1 Jo s e p h C . R i i n a , P . E . 25 1 - F U n d e r h i l l A v e n u e , Ci v i l E n g i n e e r s ( 9 1 4 ) 9 6 2 - 4 4 8 8 - CO P Y R I G H T © 2 0 2 0 B Y S I T E D E S I G N C O N S U L T A N T S , A L L R I G H T S R E S E R V E D NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. F: \ 2 0 2 4 \ 2 4 - 1 6 W A L L A C K M G M T - F I E L D S T , J A C O B R D , J O R D A N D R \ E N G I N E E R I N G \ C A D \ C 3 D - 2 4 - 1 6 W A L L A C K M G M T F I E L D J A C O B J O R D A N \ F I E L D S T R E E T \ 2 4 - 1 6 F I E L D S T R E E T S I T E P L A N . D W G 9/ 2 1 / 2 0 2 6 9 : 4 2 : 1 4 A M 9 24 - 1 6 PR O J E C T # DE T A I L S PR E P A R E D F O R WA L L A C K M G M T SI T E P L A N FI E L D S T R E E T WE S T C H E S T E R C O U N T Y , N Y TO W N O F Y O R K T O W N AM / S C 11 / 1 2 / 2 0 2 5 9 STORM PIPE BEDDING DETAIL NOT TO SCALE D-3 ROOF & FOOTING DRAIN CONNECTION DETAIL NOT TO SCALED-2 BUILDING CORNER GRADE 4" PVC ROOF DRAIN 6" HDPE ROOF DRAIN PARKING LOT 12" MIN. SLOPE 1% MIN SLOPE 2% MIN 4" HDPE FOOTING DRAIN TO CONNECT FOOTING DRAIN INSTALLED BY OWNER DIA. VARIES PAVEMENT FINISHED GRADE. SEE DRIVEWAY DETAIL FOR NEW INSTALLATIONS. SEE PAVEMENT REPLACEMENT DETAIL FOR INSTALLATIONS UNDER EXISTING ROADWAYS. FINISH GRADE 2 ' - 0 " M I N CO V E R 1'-0"1'-0" 42 " M I N D/ 2 CLEAN FILL BEDDING MATERIAL SEE NOTES APPROVED SUB GRADE 8" MIN - IF GROUND WATER TABLE S ENCOUNTERED NOTES: 1.Pipe shall be laid and connected in the bedding which shall consist of: A. Compacted existing subsoil when laid above ground water or; B. 3/4" crushed stone when laid below ground water. 2.If subsoil is determined to be unsuitable by the Engineer, all unsuitable material shall be removed for at least 2'-6" below the pipe invert or twice the pipe diameter, whichever is greater, and replaced with compacted bedding material. -- 09 / 3 0 / 2 6 1 re v s u r v e y & l a y o u t PLAN 1 2-1/2" ELEVATION SECTION HDPE PIPE END SECTION DETAIL NOT TO SCALE D-4 NOTE: 1.HDPE END SECTION SHALL BE FITTED AND FASTENED TO PROPOSED PIPE AS PER MANUFACTURER RECOMMENDATIONS. HDPE END SECTION PIPE Ø OPTIONAL TOE PLATE EXTENSTION HDPE END SECTION OPTIONAL TOE PLATE EXTENSTION D-1 NOT TO SCALE PRECAST DRAIN INLET DETAIL 14 "18 " 4" 4" SAND OR GRAVEL BASE 4"18"4" 4" 18 " 4" 2" 14 " SECTION PLAN 18" CAST IRON FRAME & GRATE MANUFACTURED BY CAMPBELL FOUNDRY H.D. MODEL NO. 2814 FOR TRAFFIC AREAS L.D. MODEL NO. 3192 FOR NON-TRAFFIC AREAS OR APPROVED EQUAL 6x6 W.W.M. TYPICAL RESIDENTIAL DRIVEWAY DETAILR-1 TOPSOIL AND SEED SHOULDERS CURB WHERE REQUIRED - 4" REVEAL 2-1/2" ASPHALT PAVEMENT VARIES - SEE PLAN 2% SLOPE 6" ITEM 4 BASE COMPACTED SUBGRADE NOT TO SCALEWATER SERVICE CONNECTION DETAIL NOT TO SCALEW-1 4" CLASS A CONCRETE PAD IN LAWN AREA FOR PAVEMENT APPLICATIONS SET FLUSH WITH FINISHED GRADE. 4" TOP SOIL AND SEED ADJUSTABLE CURB BOX MUELLER H-10350 BUFFALO TYPE OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS CURB STOP AND DRAIN MUELLER H-15210 OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS CORPORATION STOP MUELLER H-15000 OR APPROVED EQUAL AS PER TOWN SPECIFICATIONS 1" Ø TYPE "K" COPPER PIPE WATER MAIN (SEE PLAN FOR SIZE) FINISHED GRADE SLOPE SLOPE BRICK BLOCKING 1'-6" 4 ' - 0 " M I N . C O V E R P E R SP E C I F I C A T I O N S 1/4 CUBIC YARD OF CRUSHED STONE UNDER DRAIN OPENING SEWER CONNECTION TO PROPOSED MAIN-LINE DETAIL NOT TO SCALES-1 NOTES: 1.Provide cleanouts as required (see detail). 2.Contractor to follow manufacture's installation guide. 3.The contractor shall be responsible for protecting all persons during construction from harm in accordance with all applicable codes, rules & regulations, standards and good practices. 4.Contractor to notify town of Cortlandt 48 hours in advance for trench inspection. 5.All fittings to be white H.D. as manufactured by GPK Products Inc. or approved equal. 6.For backfilling requirements of sewer service see "Sewer Main/Sewer Service Trench Detail". FR O M P R O P O S E D RE S I D E N C E PROPOSED 4"Ø PVC SDR-35 OR DIP SANITARY SEWER SERVICE LATERAL CONNECTION 4" Ø WYE BRANCH SIZED TO FIT MAIN LINE PROPOSED SANITARY SEWER MAIN FLOW SLOPE 0.4% MIN FLOW PLAN 6" MIN. BED OF 3/4" WASHED GRAVEL OR CRUSHED STONE UNDER SEWER SERVICE LINE AND ABOVE PIPE 30° OR 45° BEND PROPOSED 4"Ø PVC SDR-35 OR DIP SANITARY SEWER SERVICE LATERAL CONNECTION (2.0% - MIN. PITCH) 4" Ø WYE BRANCH SIZED TO FIT MAIN LINE 3/4" WASHED GRAVEL OR CRUSHED STONE ALL AROUND UNDISTURBED OR COMPACTED EARTH PROPOSED SANITARY SEWER MAIN SECTION 45° MAX. 6" MIN . MIN 1/4" P E R F T ( 2 % ) FROM P R O P O S E D RESID E N C E General Construction Notes: 1.All construction to be done in accordance with construction specifications and land subdivision regulations of the Town of Yorktown. 2.Permanent survey monuments to be located where specified by Town Consulting Engineering. 3.Bench marks using U.S.G.S. datum shall be of such elevation that the ground will slope away from it in all directions. 4.Location of gas and water valves, electric and telephone poles are to be determined by proper authorities and approved, as to location, by the Town Consulting Engineering. 5.Each dwelling constructed hereon shall be of such an elevation that the ground will slope away from it in all directions. 6.Roof leaders and footing drains shall empty into curtain drains and other town storm drainage systems wherever possible. On plots where this is not possible, then said drain shall empty on the surface of the property in question a minimum distance of 20' from the back of curb. Elevation of footing shall be adjusted accordingly to permit proper drainage. Under no circumstances shall the discharge of ground water or storm water, either by gravity or by pumping, be discharged to any sanitary sewer system. 7.All existing underground drains encountered during construction of proposed roads are to be connected to proposed drainage improvements. Connections to be approved by Town Consulting Engineer. 8.Interceptor drains are to be installed where required by the Town Consulting Engineer during road construction. 9.Storm drain piping to be corrugated metal pipe, aluminized steel, type II pipe as manufactured by Armco Steel Company or approved equal. Minimum cover to be 2'. Driveway grade shall not exceed 10 %. 10.Street signs to be Lakeshore heavy-cast aluminum 21"x4" with 2" inside diameter by 10 1/2" aluminum posts embedded in a 1:2:4 concrete mix in a hole 8" to 10" in diameter and 3' in depth. All street signs to be four-way and installed at locations shown on approved plans. 11.No topsoil shall be removed from the site. 12.Street opening permit from Yorktown Highway Department shall be required for installation in public roads. 13.All trench openings in town roads will be backfilled with either concrete and 2" asphaltic concrete top or compacted item 4 and 3" of asphaltic concrete binder and 2" asphaltic concrete top. 14.All structures shall be set one inch below pavement. 15.Location of houses is schematic and subject to change by the ABACA Review, prior to the issuance of the building permit. 16.Street lighting to be approved by the Town Consulting Engineer. 17.Any cable T.V. conduit shall be installed during construction, prior to acceptance of the Town road. 18.State Highway Permit (if necessary) shall be procured prior to performing any work on state R.O.W. 19.Upon submission of a building permit for each lot of this subdivision, the owner shall submit a site plan or plot plan, to Planning Board, at a minimum scale of 1" = 20' showing the following: 19.A.The location of the proposed house 19.B.The proposed finished floor elevation of the first floor, garage and, basement. 19.C.The proposed grade at the garage entrance, and at each building corner. 19.D.The percentage slope of the proposed driveway. 19.E.All existing and proposed topographic contour lines. All contour lines must extend a minimum of 10'-0" beyond the property line. 19.F.The line of all delineated wetland, wetland buffers, easements, rock outcropping etc. 19.G.A line indicating the limit of the area which will be disturbed by construction. 19.H.Any other pertinent information as shown on the subdivision and improvement plan, 19.I.Retaining walls with complete structural details. 20.Upon application for a building permit for lots in this subdivision, the building inspector shall review the proposed building elevations to determine the requisite grading. Should the building inspector determine that the requisite grading exceeds, by plus or minus two (2) feet, the elevations the Planning Board for approval on the final construction plans, the applicant shall apply to the Planning Board for approval of the proposed excavation is limited to the greatest extent practicable and does not create adverse environmental or aesthetic impacts. The board shall approve or deny the proposed additional grading by resolution.RAIN GARDEN DETAIL - LOT 1 NOT TO SCALESW-1 SOIL MEDIA SPECIFICATIONS: COMPOSITION - 50% SAND, 20-30% TOPSOIL W/ LESS THAN 5% CLAYS, 20-30% LEAF COMPOST POROSITY - 0.20 DRAINAGE LAYER SPECIFICATIONS: POROSITY - 0.40 PLANT SPECIFICATIONS: Suggested Shrubs List Suggested Herbaceous Plant List WITCH HAZEL(Hamemelis virginiana)CINNAMON FERN (Osmunda cinnamomea) WINTERBERRY(Ilex verticillata)CUTLEAF CONEFLOWER (Rudbeckia laciniata) ARROWWOOD (Viburnum dentatum)WOOLGRASS (Scirpus cyperinus) BROOK-SIDE ALDER (Alnus serrulata)NEW ENGLAND ASTER (Aster novea-angliae) RED-OISER DOGWOOD (Cornus stolonifera)FOX SEDGE (Carex culpinoidea) SWEET PEPPERBUSH (Clethra alnifolia)SPOTTED JOE-PYE WEED (Eupatorium maculatum) SWITCH GRASS (Panicum virgatum) GREAT BLUE LOBELIA (Lobelia siphatica) WILD BERGAMOT (Monarda fisulosa) RED MILKWEED (Asclepias incarnata) WATER QUALITY VOLUME WQv = [ P (Rv) A ] / 12 P = 90% RAINFALL = 6.45" Rv = 0.05 + 0.009(I) I = Impervious cover (%) Rv = 0.05 + 0.009(40) Rv = 0.41 A = 10,890 SF WQv = [ 6.45 * 0.41 * 10,890 ] / 12 WQv = 2,400 cf WQv < Vsm + Vdl + (Dp x Arg) 2,400 cf < 303.6+404.8+(0.50 x 1012) 2,400 cf < 1,214.4 cf - O.K. VOLUME OF SOIL MEDIA Vsm = (Arg) (Dsm) (Nsm) Vsm = (1,012 sf) (1.5 ft) (0.2) Vsm = 303.6 cf VOLUME OF DRAINAGE LAYER Vdl = Arg x Ddl x Ndl Vdl = (1,012 sf) (1.0) (0.4) Vdl = 404.8 cf where: WQv = Water Quality Volume (cf) Arg = Proposed Rain Garden Surface Area (sf) Dsm = Soil Media Depth (ft) Ddl = Drainage Layer Depth (ft) Dp = Ponding Depth (ft) Vsm = Volume of Soil Media (cf) Vdl = Volume of Drainage Media (cf) Nsm = Porosity of Soil Media (%) Ndl = Porosity of Drainage Media (%) PONDING LAYER - 6" MAX MULCH LAYER SOIL MEDIA LAYER 12" - 18" MAX DRAINAGE LAYER 0.05 FT - 1 FT TYP. 3" PONDING DEPTH 2" MULCH BED 12" SOIL MEDIA 24" WASHED GRAVEL UPLAND BARRIER SEE NOTE NOTE: 1.The upland side of the rain garden shall be protected from upgradient subsurface conditions with the installation of either a 12" thick clay barrier or placement of 6 mil polyethylene sheeting along the excavated side-walls of the drainage layers. DESIGN RAINGARDEN SURFACE GUIDELINE 2" MULCH BED 3" PONDING DEPTH 12" SOIL MEDIA 24" WASHED GRAVEL RAINGARDEN SIZING CALCULATION LC 2' 2' RIP-RAP APRON/ENERGY DISSIPATOR DETAIL NOT TO SCALE PIPEØ 12 " 5'-0"5'-0" 10 ' - 0 " PLAN DIA . ELEVATION 1/ 3 P I P E Ø PI P E Ø SECTION RIP-RAP SIDE SLOPE SIDE SLOPE END SECTION ARRANGE RIP-RAP IN FIELD TO CREATE VELOCITY DISSIPATION EFFECT AS SHOWN D-5 RAIN GARDEN DETAIL - LOT 2 NOT TO SCALESW-2 SOIL MEDIA SPECIFICATIONS: COMPOSITION - 50% SAND, 20-30% TOPSOIL W/ LESS THAN 5% CLAYS, 20-30% LEAF COMPOST POROSITY - 0.20 DRAINAGE LAYER SPECIFICATIONS: POROSITY - 0.40 PLANT SPECIFICATIONS: Suggested Shrubs List Suggested Herbaceous Plant List WITCH HAZEL(Hamemelis virginiana)CINNAMON FERN (Osmunda cinnamomea) WINTERBERRY(Ilex verticillata)CUTLEAF CONEFLOWER (Rudbeckia laciniata) ARROWWOOD (Viburnum dentatum)WOOLGRASS (Scirpus cyperinus) BROOK-SIDE ALDER (Alnus serrulata)NEW ENGLAND ASTER (Aster novea-angliae) RED-OISER DOGWOOD (Cornus stolonifera)FOX SEDGE (Carex culpinoidea) SWEET PEPPERBUSH (Clethra alnifolia)SPOTTED JOE-PYE WEED (Eupatorium maculatum) SWITCH GRASS (Panicum virgatum) GREAT BLUE LOBELIA (Lobelia siphatica) WILD BERGAMOT (Monarda fisulosa) RED MILKWEED (Asclepias incarnata) WATER QUALITY VOLUME WQv = [ P (Rv) A ] / 12 P = 90% RAINFALL = 6.45" Rv = 0.05 + 0.009(I) I = Impervious cover (%) Rv = 0.05 + 0.009(34) Rv = 0.36 A = 12,632.4 SF WQv = [ 6.45 * 0.36 * 12,632.4 ] / 12 WQv = 2,447 cf WQv < Vsm + Vdl + (Dp x Arg) 2,447 cf < 302.7+403.6+(0.50 x 1009) 2,447 cf < 1,210.8 cf - O.K. VOLUME OF SOIL MEDIA Vsm = (Arg) (Dsm) (Nsm) Vsm = (1,009 sf) (1.5 ft) (0.2) Vsm = 302.7 cf VOLUME OF DRAINAGE LAYER Vdl = Arg x Ddl x Ndl Vdl = (1,009 sf) (1.0) (0.4) Vdl = 403.6 cf where: WQv = Water Quality Volume (cf) Arg = Proposed Rain Garden Surface Area (sf) Dsm = Soil Media Depth (ft) Ddl = Drainage Layer Depth (ft) Dp = Ponding Depth (ft) Vsm = Volume of Soil Media (cf) Vdl = Volume of Drainage Media (cf) Nsm = Porosity of Soil Media (%) Ndl = Porosity of Drainage Media (%) PONDING LAYER - 6" MAX MULCH LAYER SOIL MEDIA LAYER 12" - 18" MAX DRAINAGE LAYER 0.05 FT - 1 FT TYP. 3" PONDING DEPTH 2" MULCH BED 12" SOIL MEDIA 24" WASHED GRAVEL UPLAND BARRIER SEE NOTE NOTE: 1.The upland side of the rain garden shall be protected from upgradient subsurface conditions with the installation of either a 12" thick clay barrier or placement of 6 mil polyethylene sheeting along the excavated side-walls of the drainage layers. DESIGN RAINGARDEN SURFACE GUIDELINE 2" MULCH BED 3" PONDING DEPTH 12" SOIL MEDIA 24" WASHED GRAVEL RAINGARDEN SIZING CALCULATION No . Re v i s i o n s : Da t e Co m m e n t s : 10/06/2 6 1 re v s u r v e y & l a y o u t Wallack Management Company, Inc. Stormwater Management Plan i STORMWATER MANAGEMENT PLAN Prepared for Marc Wallack, ESQ. Wallack Management Company, Inc. Field Street Town of Yorktown, NY Prepared by: Site Design Consultants 251F Underhill Avenue Yorktown Heights, New York 10598 914-962-4488 Joseph C. Riina, P.E. NYS Lic. No. 64431 CPESC No. 2670 CPSWQ No. 0073 October 2026 Wallack Management Company, Inc. Page ii STORMWATER MANAGEMENT PLAN Prepared for Marc Wallack, ESQ. Wallack Management Company, Inc. Field Street Town of Yorktown, NY Property Owner: Marc Wallack, ESQ. Wallack Management Company, Inc. 441 Lexington Ave New York, NY, 10017 Site Engineer: Joseph C. Riina, P.E. NYS Lic. No. 64431 CPESC No. 2670 CPSQW No. 0073 Site Design Consultants 251-F Underhill Avenue Yorktown Heights, NY 10598 914-962-4488 jriina@sitedesignconsultants.com October 2026 Wallack Management Company, Inc. Page iii Table of Contents 1.0 Project Description 2.0 Site Hydrology 3.0 Soils 4.0 Stormwater Regulatory Requirements Stormwater Impacts Regulatory Obligation 5.0 Reducing Pollutant Impacts Stormwater Management During Construction Stormwater Management Post-Construction 6.0 Methodology 7.0 Hydrologic Analysis 8.0 Selected Stormwater Practices (SMPs) 9.0 Stormwater Management Practices Justification and Design 10.0 Erosion and Sediment Control Selection Stabilized Construction Entrance Silt/Sediment Fence Soil Stockpile Temporary and Permanent Vegetative Cover Sediment Trap 11.0 Construction Sequence 12.0 Owner / Owner Responsibilities / Record Retention 13.0 Maintenance of Stormwater Management Practices During Construction 14.0 Maintenance of Stormwater Management Practices After Construction 14.0 Conclusion Wallack Management Company, Inc. Page iv Appendices Figures Figure 1.1 – Location Map Figure 1.2 – Vicinity Map Figure 4.1 – Soil Maps Figure 5.1 – Pre-developed Watershed Map Figure 5.2 – Post-developed Watershed Map Appendix A List of Approvals and Applications -Town of Yorktown Building Permit – approvals pending -Town of Yorktown Planning Board – subdivision approval pending -New York State Department of Environmental Conservation General Permit GP-0-025-001 “Notice of Intent;” -New York State Department of Environmental Conservation “Notice of Termination;” -Town of Yorktown MS4 Permit Appendix B -NYS DEC Permit No. GP-0-025-001 -Town of Yorktown Chapter 248, Stormwater Management and Erosion and Sediment Control Appendix C Owner / Operator Certification Contractor Certification Appendix D Construction Sequence Appendix E Soil Testing Data Appendix F Hydrologic Analysis Stormwater Runoff Calculations and Stormwater Runoff Management Practices Sizing Calculations Appendix G Stormwater Management Practices Design Appendix H Standard and Specifications for Erosion and Sediment Control Measures Appendix I Sample Inspection Reports Appendix J Schedule “B” Appendix K Project Plans Wallack Management Company, Inc. Stormwater Management Plan 1 1.0 Project Description The subject property is located on Field Street in the Town of Yorktown, New York. The town tax map data is Section 36.09, Block 1, Lot 1. The property is 2.44 acres in size. The property is zoned R1-40 (Single-Family Residential). The highpoint on the site is at the southeast corner of the property. The site slopes down from Field Street to the northwest toward the rear of the lot, where the Wetlands area exists. The existing condition contains moderately sloped wooded areas and a large wetland area along the backside of the lot. It is proposed to subdivide the property into two lots and construct a new single-family residence on each lot. A stormwater management system is proposed to capture and treat runoff from the lots. The proposed system will consist of one rain garden per lot which will each overflow into the existing wetland. The total disturbance proposed for the site will be approximately 43,255 SF (±0.99 AC). This disturbance will be managed during construction by implementing this stormwater management plan which will control stormwater runoff and related erosion potential. During construction, temporary erosion and sediment control measures will be kept in place and maintained. After construction surface runoff will be discharged to the stormwater management system. The following Report and Plans describe in detail the design and implementation of the Stormwater Management Plan. 2.0 Site Hydrology The proposed improvements will not significantly alter the surface runoff patterns. Currently, the surface runoff pattern is away from the south side of the site, from the roadway toward the wetland area. Under the proposed conditions the general direction of the surface runoff will not be altered. All the surface runoff from the new impervious areas will be collected and detained. The proposed improvements as shown will result in an increase in the imperviousness of the area. Therefore, there will be an increase in the volume of runoff generated by the project for a given rainfall event. This will be mitigated with the stormwater management system. In the planning, design and construction of the development, stormwater will be managed to minimize or eliminate potential off-site impacts. The proper implementation of temporary sediment and erosion control measures are used to achieve this goal. An Erosion and Sediment Control Plan has been established and will be implemented during all phases of construction until the completion of the project. The Erosion and Sediment Control Plan incorporates the sequence of construction and designed measures to be installed, operated and maintained during all aspects of each phase. The erosion and sediment controls are designed in accordance with the NYS Standards and Specifications for Erosion and Sediment Control. Wallack Management Company, Inc. Stormwater Management Plan 3.0 Soils On-site soils were classified by using the USDA Natural Resources Conservation Service (NRCS) Websoil survey for Westchester County, NY, see Figure 4.1 – Soil Map. The predominant soil types for this project are Ridgebury Complex, RdA, Ridgebury Complex, RgB, and Woodbridge loam, WdB. RdA and RgB soils have a hydrologic classification of “D” and WdB have a hydrologic classification of “C/D”. RdA have 0 to 3 percent slopes, RgB have 0 to 8 percent slopes, and WdB have 3 to 8 percent slopes. The erosion hazard level for these soils are moderate to high. These soil properties are essential in the design and proper construction management of the site. 4.0 Stormwater Regulatory Requirements Regulatory Obligation Since the project disturbance is less than one acre, the filing of a Notice of Intent with the NYS DEC for compliance with General Permit 0-025-001 is required and a basic SWPPP needs to be prepared in the form of an Erosion and Sediment Control Plan. The project needs to comply with the provisions of the NYS DEC GP-0-025-001 and the Town of Yorktown Code Chapter 248 Stormwater Management and Erosion and Sediment Control. This project as designed complies with the Town Code Chapter 248. (See Appendix B) A stormwater analysis has been performed, and Stormwater Management Systems have been designed to provide water quality treatment and the detention of stormwater runoff. The basis of analysis was to capture and detain the one year through 25-year storm event with a runoff depth of 6.45”. 5.0 Reducing Pollutant Impact Stormwater Management During Construction The Erosion and Sediment Control plan will be implemented during all phases of construction until the completion of the project. This will minimize or eliminate the potential short-term adverse impacts which may occur during construction. After completion, the erosion and sediment control will become a maintenance plan to ensure that permanent erosion and sediment controls continue to function and prevent the transport of sediments. The Erosion and Sediment Control plan includes the Sequence of Construction and designed measures to be installed, operated and maintained during all aspects of construction. The appropriate measures were selected and detailed in plan for implementation by the site contractor. The main objective of the plan is to prevent erosion from occurring by stabilization of the construction site where possible. Sediment controls are to be used as a containment system to allow the removal of sediment from runoff to the greatest extent possible before leaving the work site. Control methods and standards utilized are provided in the NYS GUE&SC. Wallack Management Company, Inc. Stormwater Management Plan Potential sources of destabilization of the site have been determined so that proper measures will be used. The locations and methods designed for erosion and sediment control measures change as the construction sequence progresses. The priority is to stabilize disturbed areas subject to erosion and use containment and / or filtering practices where sediment may concentrate. Some of the practices and methods that will be used for this project are:  Minimization of open disturbance by use of stabilizers such as seed, mulch, and erosion blankets, stone, etc. Areas not subject to construction traffic for extended periods will be temporarily stabilized.  The work areas will be contained. Down grade perimeters will be lined with barriers such as silt fence, diversions, berms, etc.  Where possible, clean stormwater will be diverted away or around the work site to reduce the amount of runoff requiring treatment.  Sediment traps will be constructed where heavy concentrations of runoff may accumulate.  Dust control measures will be maintained on-site such as water trucks.  Runoff will be prevented from gaining erosive velocities on long slopes. This can be achieved with seed and mulch, erosion control blankets, curb dams and multiple rows of silt fence.  Existing drainage structures will be protected from sediment-laden runoff. Additional methods of practices may be employed dependent on the situation. The NYS GUE&SC consists of NYS DEC accepted and recommended practices. The design requirements of temporary and permanent erosion and sediment control practices of this Manual have been followed. Prior to completion of the project, all permanent structural features will be cleaned, restored, and re-vegetated as necessary. The erosion and sediment control phase of the project is complete when all work is done and all areas are stabilized. The post-construction Stormwater Management Inspection and Maintenance agreement will describe the long-term inspection schedule, periodic maintenance requirements, and the responsible party. 6.0 Methodology To satisfy the requirements of the NYS DEC and the Town of Yorktown green infrastructure practices have been selected. These practices meet either attenuation or water quality goals. The practices selected, and the sizing analyses are found in Chapters 5 and 6 of the NYS DEC Stormwater Management Design Manual July 2024. On-site rain gardens are proposed. Hydrologic Analysis A hydrologic analysis was performed for the area of interest or subject to development site for existing and proposed conditions. For the purpose of this analysis the existing and proposed conditions were compared to determine the increase in runoff volume to be controlled. The method used to compute project runoff was the Soil Conservation Service TR-55. The basis Wallack Management Company, Inc. Stormwater Management Plan for the analysis was Type III, 24-hour storm, for the one to 25-year storm event. The rainfall depth for the 25-year storm is 6.45 inches. The runoff coefficient “CN” and Time of Concentration for existing and post-development conditions were computed using Standard TR- 55 criteria. The summary of the input can be found in Appendix F. There is a high point ridge line along the southeast edge of the lot. Runoff flows away from this point to the northwest side of the property where the site slopes toward the rear of the lot. Stormwater is directed towards the northwestern corner of the lot. The predevelopment area being considered is 23,424 SF with a weighted CN of 82. The post development area is split into lot 1 and lot 2 for the area and the design of the systems but both lots are directed towards the same reach. Lot 1 consists of 10,959 SF with a weighted CN of 87 and lot 2 consists of 12,465 SF with a weighted CN of 86. The maximum discharge to the design reach expected during the 25-year storm is 2.17 cfs which is significantly less than the 4.22 cfs under the existing conditions. The contributing watershed and design points are limited to the project site. The following table summarizes the runoff calculations shown in Appendix F. Drainage Summary Storm Frequency Existing, cfs Proposed, cfs Net Change, cfs Percentage Inc/Dec, % 1 year 1.19 1.01 -0.18 84.9 2 year 1.68 1.27 -0.41 75.6 10 year 3.08 1.83 -1.25 59.4 25 year 4.22 2.17 -2.05 51.4 The peak rate of discharge from the 24-hour rainfall for each rainfall event shows no increase over the existing discharge. Therefore, there are no downstream impacts associated with this project. 7.0 Stormwater Management Practices Selection, Justification and Design The stormwater management practices selection process detailed in Chapters 3 and 7 of the NYS Stormwater Management Design Manual was followed to help select the practices chosen. These Chapters provide a series of matrices which allows logical selection of treatment practices based on several factors. The factors are as follows: 1. Land Use – rural; 2. Physical Feasibility – location, slope, drainage area, groundwater table; 3. Watershed / Regional Factors – near Croton Reservoir; 4. Stormwater Management Capability – can meet all requirements; 5. Community and Environmental Factors – meets all requirements. The matrices are provided in Appendix G of this Report. The matrices have been commented on or redacted to show elimination criteria through this stepped approach and eventual possible alternatives for treatment. Thermal impacts are not a major concern on this project due to the lack of impervious surfaces. Surface water flows will travel mostly over or through vegetated cover whether through the woods or swales prior to discharge into the Water Quality Basins. Therefore, the Wallack Management Company, Inc. Stormwater Management Plan stormwater collection and management will not contribute to the heating of stormwater where it will have a downstream thermal impact. Rain Garden NYSDEC SMDM: A Water Quality Volume was determined for each of the treatment areas and discharged into the associated Rain Garden. The Stormwater Management Practice selected is a Rain Garden as described in the NYS DEC SMDM. This design is a combination of an extended detention and peat/sand filter bed for the treatment of water. The basin is supplemented with plantings and blended into the landscape features of the project. The Basin has been located at the lowest possible hydraulic location to intercept and treat runoff. As described in earlier sections of this report, the required Water Quality Volume has been exceeded in the design. The Water Quality Volumes are summarized in Section 6.2. A typical cross section of the proposed Rain Garden can be found in the Plan Set. The Rain Garden is designed to have runoff sheet flow directly into the system, and piped from a catch basin in the driveways. The water quality volume is treated by providing extended detention to temporarily store the WQv and pass it through a filter bed of top soil, and a peat/sand mix. Filtered runoff is then collected in an underdrain system and discharged to the main collection system before reaching the discharge point. Partial exfiltration into the surrounding soils may also occur. This will provide the necessary storage for channel and flood protection. The bottom of the pond should maintain a 2 foot separation from the ground water table. The soil logs noted above indicate that sufficient depth is available at the proposed location to provide the required separation. The following is the size criteria for the practice as per Chapter 6 of the NYS SMDM: - Typical length to width ratio of 1.5:1; - Filter media shall be a peat/sand mix (reed-sedge hemic peat shall be used); - Underdrain system; - Provide the required minimum filter bed surface area; The selection of the treatment practice was based on evaluating the site to determine what would best fit the conditions providing maximum benefits. The goal was to select practices which would meet treatment and attenuation standards and minimize the disturbance footprint. The selection of Stormwater Practices was based on the surface and subsurface conditions of the site. In addition, the site design concept is to create a natural and environmentally sensitive setting. The high groundwater table made practices with an underdrain a necessity. 8.0 Selected Stormwater Management Practices (SMPs) Stormwater Management Storage: The Stormwater Management Storage for this project has been designed as a means of filtration. Excess stormwater from the SMS will be released at a controlled rate of discharge and low velocity. In General: Wallack Management Company, Inc. Stormwater Management Plan • Controls should be inspected periodically for the first few months after construction and on a semi-annual basis thereafter. They should also be inspected after major storm events (greater than 0.5 inches). • All stormwater controls shall be inspected and cleaned of any debris or sediment. • Any erosion shall be repaired and stabilized with seeding and mulch or stone. Please note that additional notes regarding maintenance activities are contained on the project Construction Drawings and should be adhered to during and after construction. The selection and justification of green practices can be found in Appendix G of this Report. 9.0 Stormwater Management Practice Justification and Design The selection of the management practice was based on evaluating the site to determine what would best fit the conditions providing maximum benefits. The goal was to select practices which would meet treatment and attenuation standards and minimize the disturbance footprint. The selection of Stormwater Practices was based on the surface and subsurface conditions of the site. In addition, the site design concept is to create a natural and environmentally sensitive setting. Based on site characteristics and findings, it is determined that filtration rain gardens would best fit the property. Soil test data is found in Appendix E. 10.0 Erosion and Sediment Control Selection Stabilized Construction Entrance: This has been specified for the entrance of the driveway in compliance with the NYSSESC. The installation will occur at the beginning of the project as described in the Suggested Construction Sequence. It will be maintained so as to prevent the tracking of sediment off-site. The location and details can be found on the Construction Drawings and in Appendix I of this Report. Silt / Sediment Fence: Silt fence has been specified to control and contain sediment from leaving areas under disturbance to undisturbed areas. The type, placement, and installation shall meet the requirements of the NYSGUESC. The fence shall be installed as best as possible following the contours and will be spaced in accordance with the same criteria. The fence will be inspected daily, repaired, and sediment removed. The location and details can be found on the site plan. Soil Stockpile: Areas are provided for temporary stockpiling of delivered soil material for the construction. These areas will be contained with sediment fences to prevent the movement of sediment. The stockpiles if not active for less than 14 days will be seeded and mulched. The stockpile areas were placed to best suit the proposed construction activity. The stockpile will be Wallack Management Company, Inc. Stormwater Management Plan installed as described in the Construction Sequence. The location and detail can be found on the site plan. Temporary and Permanent Vegetative Cover: Disturbed areas that will not contain structures or other improvements must be stabilized. The stabilization may be temporary and in other cases permanent vegetative cover. The vegetative cover specifications are based on the NYS GUES&C Manual. On the Constructions Plans are notes, locations, and specifications as to the vegetative cover requirements. In the notes, there are specific situations and time constraints related to stabilization of disturbed areas. The specifications give seed and fertilizer mixes as well as placement. 11.0 Construction Sequence A key object of the SWPPP is to reduce erosion and sedimentation potentials for the project. The construction sequence was developed to assist the site contractor. Its intent is to coordinate the installation of E&SCs with the site disturbing activities as a means to minimize the adverse impacts of the site work. The full Construction Sequence can be found in Appendix D of the Report. Recommended Sequence of Construction Use of erosion and sediment control structures and practices are important for maintaining site stability under runoff and during daily construction activities. The Construction Sequence should be staged with erosion and sediment controls, as follows, with all controls in place and implemented prior to respective infrastructure construction. As construction proceeds, the controls should be monitored, maintained and replaced as needed. Additional controls may be required as needed to address unforeseen situations. Refer to The Construction Drawings for all plans and details which relate to the Construction Sequence. This Sequence should be followed in conjunction with all Plans, Notes, and the Stormwater Pollution Prevention Plan. Prior to the commencement of work, the Owner and General Contractor shall read and understand the Sequence for Construction. The Sequence shall be discussed at the time of the Pre-construction Meeting. During construction of the project, the Contractor is responsible for coordinating all required inspections with various agencies and the Project Engineer. The full Construction Sequence can be found in Appendix D of the Report. Contact information during and after construction: Marc Wallack, Esq. Wallack Management Company, Inc 441 Lexington Ave. New York, NY 10017 212-253-3724 Wallack Management Company, Inc. Stormwater Management Plan 12.0 Owner / Contractor Responsibilities 12.1 Owner / Operator Certification Statement Marc Wallack, Esq (Wallack Management Company, Inc) is the Owner/Operator of the project for the purpose of this Permit (see Appendix A). The Owner must sign a copy of the Owner’s Certification Statement before construction commences (see Appendix C). 12.2 Contractor Certification Statement The Owner is responsible for ensuring all Contractors and Subcontractors associated with site work construction activities identified within this SWPPP agree to implement applicable provisions of the SWPPP and sign a copy of the Contractor Certification Statement (see Appendix C) before construction commences. In addition, the Owner/Operator is responsible for making sure that all Contractors and Subcontractors shall identify at least one person representing the Company at the site will be responsible for implementation of the SWPPP. This person will be known as the Trained Contractor and will have the required 4-hour Certification. This Certification is available through the NYS DEC. The listing of courses can be found on the NYS DEC Website. 12.3 Retention of Records The Owner shall retain a copy of the most current SWPPP at the construction site from the date construction is initiated at the site until the date of construction at the site is completed and the N.O.T. has been filed. Once work is completed, the Owner shall submit to the NYSDEC a Notice of Termination (see Appendix A). The Owner shall retain copies of the N.O.I, N.O.T., Acknowledgement Letter, MS4 SWPPP Acceptance Form, SWPPP and all reports required by the General Permit for a period of five (5) years from the date that the site achieves final stabilization unless the NYSDEC specifies another time period in writing. 13.0 Maintenance of Stormwater Management Practices During Construction Regular site inspections will be performed by the Town throughout the construction of the project. Inspections will be made weekly and after major rainfall events, i.e. ½" or greater. A report will be made of each inspection. 14.0 Maintenance of Stormwater Management Practices After Construction This will be clearly detailed in the Stormwater Management Inspection and Maintenance Agreement. These responsibilities will reside with the Town. Wallack Management Company, Inc. Stormwater Management Plan The following is the proposed Inspection and Maintenance Schedule: Control to be Inspected Inspection Frequency Maintenance Threshold Criteria Maintenance Procedure Subsurface Infiltration Bi-annually 3”+ accumulated sediment JetVac debris and sediment. Drain Inlets Quarterly 3"+ accumulated sediment Remove debris and sediment annually. Silt Fence Monthly, After Rainfall 50% sediment accumulation Dig out and reset or replace Drain Inlets: Access through grate structure and remove debris and sediment with hand tools. In General: • Controls should be inspected periodically for the first few months after construction and on a semi-annual basis thereafter. They should also be inspected after major storm events (greater than 0.5 inches). • All stormwater controls shall be inspected and cleaned of any debris or sediment. • Any erosion shall be repaired and stabilized with seeding and mulch or stone. Please note that additional notes regarding maintenance activities are contained on the project Construction Drawings and should be adhered to during and after construction. 15.0 Conclusion The Stormwater Management Plan has been established for this project in accordance with the requirements of Town of Yorktown Code Chapter 248 Stormwater Management and Erosion and Sediment Control. This plan will effectively control stormwater generated by this project during and after construction. The management of the stormwater is based on controlling increases in peak runoff as well as water quality. The design of the water quality component not only will treat runoff due to the project, but also that which is currently not treated. Overall, it would improve even the existing conditions. The effectiveness of the stormwater practices selected in design will be insured by implementing a maintenance plan. The maintenance plan details specific activities, safeguards and provisions to be monitored and performed by specified frequencies. By adhering to the maintenance plan, optimum performance of the stormwater practices can be expected. In conclusion, the Stormwater Management System will not create negative downstream impacts as a result of this project. October 6, 2026 Joseph C. Riina, P.E. NYS Lic. No. 64431 211 Sandpiper Court From:Steven Fraietta To:Nancy Calicchia Cc:Robyn Steinberg Subject:211 Sandpiper Court. Date:Wednesday, September 16, 2026 10:43:54 AM Attachments:20260916105726086.pdf2026-0716.pdf Good morning, This is an application to legalize a enlargement of a deck that requires planning review. Let me know if you need anything else. Stay safe! Steven Fraietta Assistant Building Inspector Town Of Yorktown 363 Underhill Avenue Yorktown Heights, NY 10598 (914) 962-5722 -----Original Message----- From: Steve <sfraietta@yorktownny.gov> Sent: Wednesday, September 16, 2026 10:57 AM To: Steven Fraietta <sfraietta@yorktownny.gov> Subject: Message from "RNP583879B6326B" This E-mail was sent from "RNP583879B6326B" (IM C4510). Scan Date: 09.16.2026 10:57:25 (-0400) Queries to: buildingcopier@yorktownny.org 6 5 4 3 2 1 0 1/ 2 DRAWING NUMBER: DRAWING NAME: REVISIONS: DOB APPROVAL STAMP: CONSULTANTS: PROJECT INFORMATION: PROJECT: IT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ARCHITECT, TO ALTER ANY ITEM ON THIS DRAWING AND/OR RELATED SPECIFICATION. ALTERATIONS MUST BE MADE IN COMPLIANCE WITH THE NEW YORK STATE EDUCATION LAW. THE PROFESSIONAL ARCHITECT WHOSE SEAL APPEARS HEREON ASSUMES NO RESPONSIBILITY FOR ANY SUCH ALTERATION OR RE-USE WITHOUT HIS/HER WRITTEN CONSENT. DOB BSCAN: SEAL & SIGNATURE: ARCHITECT 470 74TH STREET BROOKLYN, NY 11209 T +1 (929) 355-1472 studio@arcnoma.com ARCHITECTURE NOMAD PLLCARCHITECTURE NOMAD PLLC 10 / 2 / 2 0 2 6 1 1 : 0 6 : 0 5 A M N: \ M y D r i v e \ A R C H I T E C T U R E N O M A D \ P r o j e c t s \ 2 0 2 6 \ 2 6 - 0 4 8 2 1 1 S a n d p i p er C o u r t \ 0 6 _ D e s i g n D r a w i n g s \ 2 6 - 0 4 8 _ 2 1 1 S a n d p i p e r C o u r t _ M o d e l _ C e nt r a l . r v t 10/2/2026 11:06:05 AM T-001.00 TITLE SHEETTITLE SHEET 211 SANDPIPER COURT211 SANDPIPER COURT 211 Sandpiper Ct 211 SANDPIPER COURT 211 SANDPIPER COURT, YORKTOWN HEIGHTS, 10598 DESIGN TEAM | CHRISTOPHER MANCIA | CINDY CUANETL-RAMIREZ | NUSRAT NABA 211 SANDPIPER COURT,211 SANDPIPER COURT, YORKTOWN HEIGHTS, 10598YORKTOWN HEIGHTS, 10598 NO.ISSUE DESCRIPTION DATE GENERAL NOTES 1.THESE DRAWINGS DEPICT EXISTING RESIDENTIAL CONDITIONS ONLY. NO NEW CONSTRUCTION, DEMOLITION, OR ALTERATIONS ARE PROPOSED UNDER THIS FILING. 2.DRAWINGS ARE SUBMITTED FOR VILLAGE OF YORKTOWN BUILDING DEPARTMENT FILING PURPOSES ONLY AND DO NOT AUTHORIZE CONSTRUCTION. 3.EXISTING CONDITIONS SHOWN ARE BASED ON FIELD OBSERVATION, OWNER INFORMATION, AND AVAILABLE DOCUMENTATION. ARCHITECT IS NOT RESPONSIBLE FOR UNDOCUMENTED OR CONCEALED CONDITIONS. 4.ALL EXISTING WORK IS ASSUMED TO COMPLY WITH THE NEW YORK STATE UNIFORM FIRE PREVENTION AND BUILDING CODE, NYS PLUMBING CODE, NYS ELECTRICAL CODE, AND ALL APPLICABLE VILLAGE OF YORKTOWN AND NASSAU COUNTY REGULATIONS, UNLESS NOTED OTHERWISE. 5.EXISTING PLUMBING FIXTURES, PIPING, ELECTRICAL PANELS, WIRING, OUTLETS, AND DEVICES ARE SHOWN FOR REFERENCE ONLY. NO CHANGES TO PLUMBING OR ELECTRICAL SYSTEMS ARE PROPOSED. 6.NO CHANGE TO USE, OCCUPANCY CLASSIFICATION, ZONING COMPLIANCE, EGRESS, FIRE SEPARATION, OR LIFE SAFETY SYSTEMS IS PROPOSED. 7.ANY FUTURE ALTERATIONS TO ARCHITECTURAL, PLUMBING, OR ELECTRICAL SYSTEMS SHALL REQUIRE SEPARATE PLANS, PERMITS, AND APPROVALS FROM THE VILLAGE OF YORKTOWN BUILDING DEPARTMENT. 8.ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED IN THE FIELD. DO NOT SCALE DRAWINGS. 9.LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE. CONTRACTOR AND/OR OWNER SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO ANY FUTURE WORK. CALL DIG SAFELY NEW YORK (811) BEFORE EXCAVATION. 10.THESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTION UNLESS REVISED, APPROVED, AND ISSUED FOR CONSTRUCTION. 11.WORK AFFECTING PUBLIC SIDEWALKS, CURBS, OR RIGHTS-OF-WAY IS NOT INCLUDED IN THIS FILING. 12.OWNER IS RESPONSIBLE FOR MAINTAINING THE PROPERTY IN ACCORDANCE WITH ALL APPLICABLE CODES AND ORDINANCES OF THE VILLAGE OF YORKTOWN. 13. ALL WORK AND MATERIALS FURNISHED SHALL COMPLY WITH THE STATE BUILDING CODES, NFPA 101 LIFE SAFETY CODE (2012 EDITION), THE REGULATIONS OF THE NATIONAL BOARD OF FIRE UNDERWRITERS, NATIONAL FIRE PROTECTION ASSOCIATION REQUIREMENTS AND ALL FEDERAL, STATE AND MUNICIPAL AUTHORITIES HAVING JURISDICTION OVER THE WORK. THE BUILDING PERMIT SHALL BE SECURED BY THE GENERAL CONTRACTOR. THE CM SHALL OBTAIN ALL OTHER PERMITS AND APPROVALS AS REQUIRED BY LAW FOR THE COMPLETION OF THE WORK. 14. ERECT TEMPORARY DUST PARTITIONS DURING DEMOLITION AND FOR THE DURATION OF CONSTRUCTION BASED ON SGCs AND PROJECT SPECIFIC PCRA. 15. EXCEPT WHERE OTHERWISE INDICATED, ALL INTERIOR DIMENSIONS ARE TO THE FINISHED SURFACE. 16. EXCEPT WHERE OTHERWISE INDICATED, ALL WALLS AND PARTITIONS ARE DIMENSIONED AS THEIR "NOMINAL" SIZES. 17. THE DISTANCE FROM DOOR JAMBS TO ADJACENT PARTITIONS SHALL NOT BE LESS THAN 4" UNLESS OTHERWISE NOTED OR APPROVED. 18. PROVIDE METAL CLIPS OR ANCHORS AS REQUIRED FOR THE SUPPORT OF ALL FIREPROOFING/FIRE STOPPING. 19. ALL EXTERIOR CORNERS AT GYPSUM WALLBOARD CONSTRUCTION SHALL HAVE METAL CORNER BEADS INSTALLED. 20. AT ALL AREAS WHERE SOFFITS ARE REQUIRED, THE VERTICAL AND HORIZONTAL SURFACES SHALL BE GYPSUM WALL BOARD UNLESS OTHERWISE NOTED. 21. EXCEPT AS OTHERWISE INDICATED, DOOR SADDLES OR DIVIDING STRIPS ARE REQ'D AT INTERIOR DOOR OPENINGS, THUS SEPARATING DIFFERENT TYPES OF FLOOR FINISHES. WHERE ADJOINING ROOMS OR SPACES HAVE THE SAME TYPE OF FLOOR FINISH, BUT ARE A DIFFERENT COLOR, FLOOR COVERING OF ONE ROOM SHALL EXTEND INTO ADJOINING ROOM AND TRANSITION AT ℄OF DOOR (IN THE CLOSED POSITION). 22. ALL VERTICAL PIPES AND DUCTS ARE TO BE FURRED IN WITH MATERIALS TO MATCH ADJACENT SURFACES. 23. ALL OPENINGS AT GYPSUM WALLBOARD PARTITIONS FOR DUCTS, ELECTRIC PANEL BOARD, ETC. ARE TO BE METAL STUD FRAMED OPENINGS. 24. ALL EQUIPMENT, WALL CABINETS, GRAB BARS, ETC. SECURED TO INTERIOR PARTITIONS SHALL BE SCREWED DIRECTLY TO METAL STUDS OR SOLID BLOCKING INSTALLED IN PARTITION. 25. ALL ITEMS RECESSED INTO RATED PARTITIONS SHALL HAVE THOSE OPENINGS PROTECTED WITH BACK-UP MATERIALS SO AS TO RETAIN THE INTEGRITY OF THE PARTITION RATING THROUGHOUT. PROTECTION OF THESE OPENINGS SHALL BE IN STRICT CONFORMITY WITH THE CODES OF ALL AUTHORITIES HAVING JURISDICTION. PLUMBING NOTES 1.PLUMBING DRAWINGS INDICATE EXISTING CONDITIONS ONLY. NO NEW PLUMBING WORK, RELOCATION, OR MODIFICATION IS PROPOSED UNDER THIS FILING. 2.ALL PLUMBING FIXTURES, PIPING, RISERS, VENTS, CLEANOUTS, AND EQUIPMENT SHOWN ARE EXISTING AND FOR REFERENCE PURPOSES ONLY. 3.DRAWINGS ARE BASED ON FIELD OBSERVATION, OWNER INFORMATION, AND AVAILABLE RECORDS. CONCEALED CONDITIONS MAY VARY. 4.EXISTING PLUMBING SYSTEMS ARE ASSUMED TO COMPLY WITH THE NEW YORK STATE PLUMBING CODE AND APPLICABLE VILLAGE OF YORKTOWN REGULATIONS, UNLESS NOTED OTHERWISE. 5.NO CHANGE TO FIXTURE COUNT, WATER SUPPLY, SANITARY DRAINAGE, VENTING, OR STORM DRAINAGE IS PROPOSED. 6.EXISTING WATER SERVICE, SANITARY SEWER CONNECTIONS, AND SHUT-OFF VALVES ARE SHOWN APPROXIMATELY AND SHALL BE VERIFIED IN THE FIELD. 7.NO WORK AFFECTING PUBLIC WATER MAINS, SEWER MAINS, OR RIGHTS-OF-WAY IS INCLUDED IN THIS FILING. 8.ANY FUTURE PLUMBING ALTERATIONS SHALL REQUIRE SEPARATE PLANS, PERMITS, AND APPROVALS FROM THE VILLAGE OF YORKTOWN BUILDING DEPARTMENT. 9.THESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTION. 10.CALL DIG SAFELY NEW YORK (811) PRIOR TO ANY EXCAVATION. ELECTRICAL NOTES 1.ELECTRICAL DRAWINGS INDICATE EXISTING CONDITIONS ONLY. NO NEW ELECTRICAL WORK, RELOCATION, OR MODIFICATION IS PROPOSED UNDER THIS FILING. 2.ALL EXISTING ELECTRICAL PANELS, METERS, FEEDERS, BRANCH CIRCUITS, OUTLETS, SWITCHES, LIGHTING FIXTURES, AND DEVICES ARE SHOWN FOR REFERENCE ONLY. 3.DRAWINGS ARE BASED ON FIELD OBSERVATION, OWNER INFORMATION, AND AVAILABLE DOCUMENTATION. ARCHITECT IS NOT RESPONSIBLE FOR CONCEALED CONDITIONS. 4.EXISTING ELECTRICAL INSTALLATIONS ARE ASSUMED TO COMPLY WITH THE NEW YORK STATE ELECTRICAL CODE (NEC) AND APPLICABLE VILLAGE OF YORKTOWN AND NASSAU COUNTY REGULATIONS, UNLESS NOTED OTHERWISE. 5.NO CHANGE TO SERVICE SIZE, PANEL CONFIGURATION, CIRCUITING, GROUNDING, OR BONDING IS PROPOSED. 6.EXISTING ELECTRICAL SERVICE AND METER LOCATIONS ARE SHOWN APPROXIMATELY AND SHALL BE VERIFIED IN THE FIELD. 7.NO WORK AFFECTING UTILITY COMPANY EQUIPMENT OR SERVICE CONNECTIONS IS INCLUDED IN THIS FILING. 8.ANY FUTURE ELECTRICAL WORK SHALL REQUIRE SEPARATE ELECTRICAL PERMITS, INSPECTIONS, AND APPROVALS FROM THE VILLAGE OF YORKTOWN BUILDING DEPARTMENT. 9.THESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTION. 10.ALL DIMENSIONS ARE APPROXIMATE. DO NOT SCALE DRAWINGS. ZONING BOROUGH COMMUNITY BOARD BLOCK LOT ZONING DISTRICT LOT AREA YORKTOWN N/A 2 27 R-3 2,178 S.F. ABBREVIATIONS ACT ADJ A.F.F. ALUM. BL BO CG CL CLG COL CONC CONT CPT DF DWG EJ EL / ELEV EQ EXIST FE FPSC GA GALV GR GYP BD HC HM HVAC INCL INSUL JT LAV. MTL MTG NIC NOM OC PE P.LAM PLYWD REINF REQ'D RM TYP. UCR UON V.I.F. WD WG ACOUSTIC CEILING TILE ADJUSTABLE ABOVE FINISH FLOOR ALUMINUM BORROWED LIGHT BY OWNER CORNER GUARD CENTER LINE CEILING COLUMN CONCRETE CONTINUOUS CARPET DRINKING FOUNTAIN DRAWING EXPANSION JOINT ELEVATION EQUAL EXISTING FIRE EXTINGUISHER FIRE PROOF SELF CLOSING GAUGE GALVANIZED GROMMET GYPSUM BOARD HANDICAPPED HOLLOW METAL HEATING, VENTILATION & AIR CONDITIONING INCLUDING INSULATION JOINT LAVATORY METAL MOUNTING NOT IN CONTACT NOMINAL ON CENTER PARTITION END PLASTIC LAMINATE PLYWOOD REINFORCING REQUIRED ROOM TYPICAL UNDER COUNTER REFRIGERATOR UNLESS OTHEERWISE NOTED VERIFY IN FIELD WOOD WALL GUARD 25' - 8" 12 ' - 1 " 17' - 1"11' - 8" RO O F O V E R CO N C . L A N D WO O D D E C K (U N D E R C O N S T . ) TWO STORY NO. 211 2153.05 SQFT0.05 ACRES PAVER SIDEWALKDIVIDER 7' - 8"4' - 3" 25 ' - 3 " GAR. WO O D D E C K WO O D D E C K LOT 3.18 LOT 3.17 LOT 3.19 FRONT YARDREAR YARD IT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ARCHITECT, TO ALTER ANY ITEM ON THIS DRAWING AND/OR RELATED SPECIFICATION. ALTERATIONS MUST BE MADE IN COMPLIANCE WITH THE NEW YORK STATE EDUCATION LAW. THE PROFESSIONAL ARCHITECT WHOSE SEAL APPEARS HEREON ASSUMES NO RESPONSIBILITY FOR ANY SUCH ALTERATION OR RE-USE WITHOUT HIS/HER WRITTEN CONSENT. 6 5 4 3 2 1 0 1/ 2 DRAWING NUMBER: DRAWING NAME: REVISIONS: DOB APPROVAL STAMP: DOB BSCAN: SEAL & SIGNATURE: CONSULTANTS: PROJECT INFORMATION: PROJECT: ARCHITECT 470 74TH STREET BROOKLYN, NY 11209 T +1 (929) 355-1472 studio@arcnoma.com ARCHITECTURE NOMAD PLLCARCHITECTURE NOMAD PLLC 10 / 2 / 2 0 2 6 1 1 : 0 6 : 0 6 A M N: \ M y D r i v e \ A R C H I T E C T U R E N O M A D \ P r o j e c t s \ 2 0 2 6 \ 2 6 - 0 4 8 2 1 1 S a n d p i p er C o u r t \ 0 6 _ D e s i g n D r a w i n g s \ 2 6 - 0 4 8 _ 2 1 1 S a n d p i p e r C o u r t _ M o d e l _ C e nt r a l . r v t 10/2/2026 11:06:06 AM T-002.00 GENERAL NOTESGENERAL NOTES 211 SANDPIPER COURT211 SANDPIPER COURT 211 Sandpiper Ct 211 SANDPIPER COURT,211 SANDPIPER COURT, YORKTOWN HEIGHTS, 10598YORKTOWN HEIGHTS, 10598 DRAWING LIST DRAWING NUMBER DRAWING TITLE T-001.00 TITLE SHEET T-002.00 GENERAL NOTES A-100.00 EXISTING PLANS - FIRST FLOOR NO.ISSUE DESCRIPTION DATE SCALE: 1/16" = 1'-0"1 PLOT PLAN UP DN NEW CONSTRUCTION NOTES 1. ALL WORK AND MATERIALS FURNISHED SHALL COMPLY WITH THE STATE BUILDING CODES, NFPA 101 LIFE SAFETY CODE, THE REGULATIONS OF THE NATIONAL BOARD OF UNDERWRITERS, NATIONAL FIRE PROTECTION ASSOCIATION REQUIREMENTS AND ALL FEDERAL, STATE, AND MUNICIPAL AUTHORITIES HAVING JURISDICTION OVER THE WORK. THE BUILDING PERMIT SHALL BE SECURED BY THE GENERAL CONTRACTOR. THE CM SHALL OBTAIN ALL OTHER PERMITS AND APPROVALS AS REQUIRED FOR THE COMPLETION OF THE WORK. 2. EXCEPT WHERE OTHERWISE INDICATED, ALL INTERIOR DIMENSIONS ARE TO THE FINISHED SURFACE. 3. EXCEPT WHERE OTHERWISE INDICATED, ALL WALLS AND PARTITIONS ARE DIMENSIONED AS THEIR "NOMINAL" SIZES 4. THE DISTANCE FROM DOOR JAMBS TO ADJACENT PARTITIONS SHALL NOT BE LESS THAN 4" UNLESS OTHERWISE NOTED OR APPROVED. 5. PROVIDE METAL CLIPS OR ANCHORS AS REQUIRED FOR THE SUPPORT OF ALL FIREPROOFING/FIRESTOPPING 6. ALL EXTERIOR CORNERS AT GYPSUM WALL BOARD CONSTRUCTION SHALL HAVE METAL CORNER BEADS INSTALLED. 7. AT ALL AREAS WHERE SOFFITS ARE REQUIRED. THE VERTICAL AND HORIZONTAL SURFACES SHALL BE GYPSUM WALL BOARD UNLESS OTHERWISE NOTED. 8. EXCEPT AS OTHERWISE INDICATED, DOOR SADDLES OR DIVIDING STRIPS ARE REQUIRED AT INTERIOR DOOR OPENINGS. THUS SEPARATING DIFFERENT TYPES OF FLOOR FINISHES. WHERE ADJOINING ROOMS OR SPACES HAVE THE SAME TYPE OF FLOOR FINISH. BUT ARE AT A DIFFERENT COLOR, FLOOR COVERING OF ONE ROOM SHALL EXTEND INTO ADJOINING ROOM AND TRANSITION AT CENTERLINE OF DOOR (IN THE CLOSED POSITION) 9. ALL VERTICAL PIPES AND DUCTS ARE TO BE FURRED IN WITH MATERIALS TO MATCH ADJACENT SURFACES. 10. ALL OPENINGS AT GYPSUM WALL BOARD PARTITIONS FOR DUCTS. ELECTRIC PANEL BOARD, ETC, ARE TO BE METAL STUD FRAMED OPENINGS 11. ALL EQUIPMENT, WALL CABINETS, GRAB BARS, ETC SECURED TO INTERIOR PARTITIONS SHALL BE SCREWED DIRECTLY TO METAL STUDS OR SOLID BLOCKING INSTALLED IN PARTITION. 12. ALL ITEMS RECESSED INTO RATED PARTITIONS SHALL HAVE THOSE OPENINGS PROTECTED WITH BACK-UP MATERIALS AS TO RETAIN THE INTEGRITY OF THE PARTITION RATING THROUGHOUT. PROTECTION OF THESE OPENINGS SHALL BE IN STRICT CONFORMITY WITH THE CODES OF ALL AUTHORITIES HAVING JURISDICTION. CONSTRUCTION PLAN LEGEND C# SQ FT ROOM NAME #### # EXIST. DOOR TO REMAIN EXISTING PARTITION TO REMAIN SPECIFIC PLAN NOTE NEW MILLWORK ROOM TAG ALIGN ADA CLEARANCE REQUIREMENTS NEW CASEWORK TAG, BY OWNER NEW RAILING ABOVE EXISTING 2X10 JOISTS EXISTING STAIRCASE EXISTING FOOTINGS TO BE REPLACED LINE OF EXISTING WALL EXISTING 1X6 DECK NEW RAILING EXISTING 3'-0" WIDE STAIR NEW STAIRCASE RAILING14 ' - 2 " 14' - 0" 6' - 1 " 3' - 0" 7' - 8 " 17' - 2" GRADE-4' - 7" FIRST FLOOR0' - 0" SECOND FLOOR10' - 0" 1' - 6" 9" 9" 2' - 0 " 1' - 0 " 3' - 0 " 4' - 7 " NEW RAILING AROUND PERIMETER OF EXISTING DECK EXISTING 1X6 DECK EXISTING 2X10 JOISTS 12" O.C. EXISTING (2) 2X10 JOISTS EXISTING 6X6 TIMBER POSTS EXISTING 12" DEEP FOOTINGS TO BE REPLACED WITH NEW DEEP FOOTINGS IT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ARCHITECT, TO ALTER ANY ITEM ON THIS DRAWING AND/OR RELATED SPECIFICATION. ALTERATIONS MUST BE MADE IN COMPLIANCE WITH THE NEW YORK STATE EDUCATION LAW. THE PROFESSIONAL ARCHITECT WHOSE SEAL APPEARS HEREON ASSUMES NO RESPONSIBILITY FOR ANY SUCH ALTERATION OR RE-USE WITHOUT HIS/HER WRITTEN CONSENT. 6 5 4 3 2 1 0 1/ 2 DRAWING NUMBER: DRAWING NAME: REVISIONS: DOB APPROVAL STAMP: DOB BSCAN: SEAL & SIGNATURE: CONSULTANTS: PROJECT INFORMATION: PROJECT: ARCHITECT 470 74TH STREET BROOKLYN, NY 11209 T +1 (929) 355-1472 studio@arcnoma.com ARCHITECTURE NOMAD PLLCARCHITECTURE NOMAD PLLC 10 / 2 / 2 0 2 6 1 1 : 0 6 : 0 6 A M N: \ M y D r i v e \ A R C H I T E C T U R E N O M A D \ P r o j e c t s \ 2 0 2 6 \ 2 6 - 0 4 8 2 1 1 S a n d p i p er C o u r t \ 0 6 _ D e s i g n D r a w i n g s \ 2 6 - 0 4 8 _ 2 1 1 S a n d p i p e r C o u r t _ M o d e l _ C e nt r a l . r v t 10/2/2026 11:06:06 AM A-100.00 EXISTING PLANS - FIRST FLOOREXISTING PLANS - FIRST FLOOR 211 SANDPIPER COURT211 SANDPIPER COURT 211 Sandpiper Ct 211 SANDPIPER COURT,211 SANDPIPER COURT, YORKTOWN HEIGHTS, 10598YORKTOWN HEIGHTS, 10598 N SCALE: 1/4" = 1'-0"1 EXISTING PLAN - GRADE LEVEL SCALE: 1/4" = 1'-0"2 EXISTING PLAN - FIRST FLOOR SCALE: 3/8" = 1'-0"3 ELEVATION @ NEW RAILING NO.ISSUE DESCRIPTION DATE 17.1'25.8' 12.1' 17.0' LOT 3.17 LOT 3.18 LOT 3.19 11.8' S 30°26'00" E 25.33' S 59°34'00" W85.00' N 30°26'00" W 25.33' N 59°34'00" E85.00' LOT 3.30 LOT 3.16 SANDPIPER COURT 16.5' 7.8' © PLANNING BOARD TOWN OF YORKTOWN RESOLUTION APPROVING A DECK EXTENSION FOR 211 SANDPIPER COURT IN THE MAPLE BROOK TOWNHOUSES RESOLUTION NUMBER: #00-00 DATE: _________________ On motion of _____, seconded by _____, and unanimously voted in favor by Fon, LaScala, Bock, Garrigan and Haughwout the following resolution was adopted: WHEREAS by Resolution #9-86 dated July 14, 1986, the Planning Board approved the subdivision map known as Maple Brook Townhouses pursuant to Flexibility standards of the Town Code thereby setting the setbacks for the lots; and WHEREAS on September 9, 2026, the Building Department received a Building Permit application to legalize the extension of the sundeck by 2 feet at 211 Sandpiper Court also known as Lot 3.18 on Maple Brook Town Houses Section No. 3 plat, also known as Section 16.20, Block 2 Lot 27 on the Town of Yorktown Tax Map; and WHEREAS the sundeck at 211 Sandpiper Court is proposed to have a rear yard setback of 11.8 feet where the previously established setback was approximately 13.8 feet; and BE IT RESOLVED that the Planning Board finds that the reduction of the rear yard setback by 2 feet for the sundeck extension at 211 Sand Piper Court will not have any impacts on the safety, welfare, and services to the public and the community; and THEREFORE BE IT NOW RESOLVED the Planning Board hereby modifies the rear yard setback for the deck at 211 Sand Piper Court to be 11.8 feet. Town Board Referral 3850 Foothill Street Christopher Taormina, RA Ed Lachterman Chairman Town Supervisor TOWN OF YORKTOWN ADVISORY BOARD ON ARCHITECTURE & COMMUNITY APPEARANCE (ABACA) Albert A. Capellini Community and Cultural Center, 1974 Commerce Street, Yorktown Heights, New York 10598, Phone (914) 962 -6565 Crompond / Croton Heights / Huntersville / Jefferson Valley / Kitchawan / Mohegan Lake / Shrub Oak / Sparkle Lake / Teatown / Yorktown / Yorktown Heights To: Town Board From: ABACA Date: August 6, 2026 Subject: Town Board Referral – 3850 Foothill Street; 15.07-1-7 Proposed rezone of a 16.8-acre lot in the R1-40 zone to R-3 to facilitate the development of a 14-unit multi-family rental development. Documents Received and Reviewed: Produced By: -Town Board Referral dated 7/28/2026 with associated documents. -Submission on 8/4/26 to ABACA with narrative, EAF for multi-family units dated 8/3/26; comparative analysis (Sheet SY2) , residential plan (Sheet SY1), multi-family plan (Sheet SY1A), landscape plan (Sheet SY5), floor plans (Sheet A2); elevations (Sheet A3); and unit views (Sheet PH). Town Clerk’s Office PW Scott Engineering & Architecture, PC The Advisory Board on Architecture and Community Appearance reviewed the above referenced subject at their meeting held on Tuesday, August 4, 2026. Peder Scott, Project Engineer; and Tom Racek, property owner, were present. The proposal is to rezone the existing vacant property from R1-40 to R-3 to allow for a 14-unit / 2-bedroom multi-family rental development on a 16.8-acre parcel. A project comparison of the existing residential zone showing a 7-lot subdivision with the proposed 14 multi-family units was discussed. The overall disturbance is slightly lower with the multi-family rental development. The project proposes one 6-unit building with walkouts on the south side, and two 4-unit buildings on the north side located behind double retaining walls with basements only. A septic system or a force main extending along the property to municipal sewer service is proposed. The preliminary landscape plan was discussed with the Board. The ABACA had no issue with the proposed rezone as it seems that based upon the information presented and discussed that the multi-family version is similarly impactful with less overall disturbance to the single-family version. Respectfully submitted for the ABACA: Christopher Taormina Christopher Taormina, RA Chairman /nc cc: Town Clerk Applicant Diane Dreier, Co-Chair Ed Lachterman Phyllis Bock, Co-Chair Town Supervisor TOWN OF YORKTOWN CONSERVATION BOARD Town of Yorktown Town Hall, Yorktown Heights, New York 10598, Phone (914) 962-5722 Crompond / Croton Heights / Huntersville / Jefferson Valley / Kitchawan / Mohegan Lake / Shrub Oak / Sparkle Lake / Teatown / Yorktown / Yorktown Heights To: Town Board From: Conservation Board Date: August 6, 2026 Subject: Town Board Referral – 3850 Foothill Street; 15.07-1-7 Proposed rezone of a 16.8-acre lot in the R1-40 zone to R-3 to facilitate the development of a 14-unit multi-family project. The Conservation Board reviewed the above referenced subject during their meeting held on Wednesday, August 5, 2026. Peder Scott, Project Engineer; and Tom Racek, property owner, were present. The proposal is to rezone the existing vacant property from R1-40 to R-3 to allow for a 14-unit / 2-bedroom multi-family rental development on a 16.8-acre parcel. The Conservation Board has the following comments: • Rezoning will allow the applicant to build the rental units on 4 acres rather than the 6 acres of land that a traditional single-family development would disturb. • The plan would also decrease the amount of impervious surface created. • The applicant is also proposing to link into the existing sewer system. • The applicant shared a planting plan for the area adjacent to Foothill Street. A monitoring plan for the proposed landscaping was noted on the site plan. Who will monitor the plantings? The Conservation Board is in favor of the rezoning as the environmental impacts would be lessened, especially if a sewer connection is installed. We request that the applicant return to the Board once a tree survey is conducted and a fully realized wetland mitigation and landscaping plan is developed. Respectfully submitted: Phyllis Bock For the Conservation Board /nc cc: Town Clerk Applicant From: To:Maura Weissleder; Diana Quast Subject:Re: Referral: Foothill Road Subdivision - Rezoning Request Date:Tuesday, October 7, 2025 11:58:09 AM CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize thesender and know the content is safe. The Yorktown Community Housing Board recognizes that there are both positive and negative considerations associated with the Rezoning Request for the Foothill Road subdivision proposal (as with most proposals). The Board determined that the positive attributes of this proposed rezoning outweigh the negatives and support the rezoning. Our reasons include: the creation of twenty (20) non-age restricted rental units provides more housing diversity thanseven (7) single family homesthe inclusion of four (4) affordable units addresses an urgent need in the communitythe 20 unit clustered proposal would connect to sewers, and disturb less land, both environmentalbenefits Sarah WilsonChair, Yorktown Community Housing Board A R C H I T E C T U R E * E N G I N E E R I N G * S I T E P L A N N I N G F:\clerk\PROJECTS\FOOTHILL SUBDIVISION - MULTI-FAMILY\TB Ltr 4.1.26.doc P.W. Scott Engineering & Architecture, P.C. www.pwscott.com 3871 Danbury Rd (Route 6) (845) 278-2110 Brewster, NY 10509 April 1, 2026 Ed Lachterman Town Supervisor Town Board Yorktown Town Hall 363 Underhill Avenue Yorktown Heights, NY 10598 Re: 3850 Foothill St. Dear Ed and Town Board Members, Our office is requesting an appearance at the Town Board work session on April 14, 2026 to discuss our proposed R1 to R3 zoning modification. A revised site plan shall be presented for discussion consisting of a multifamily proposal consisting of (12) – 2 bedroom units with (2) – 2 bedroom affordable units. Our office would appreciate an opportunity at a work session to discuss the project in detail at this town board meeting. Respectfully Submitted, Peder Scott Peder W. Scott P.E, R.A. President SP1 1 2 3 4 5 7 6 OS1 1 BD G B 6 UN I T S BD G A (358) (38 6 ) BDG C (37 8 ) (39 0 ) (39 5 ) (395) (392 . 5 ) 4 UNI T S 4 UN I T S (396) (404) (362) (412) (396) (397) (394) (395) (8% ) (370) (38 0 ) BREWSTER, NY 10509 845-278-2110 ENGINEERING & ARCHITECTURE, P.C. 3871 ROUTE 6 P. W. SCOTT SY2 THESE DRAWINGS ARE THE SOLE PROPERTY OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. AND WILL NOT BE REPRODUCED BY ANY MEANS AND BE GIVEN TO ANY OTHER TRADES/PERSONS WITHOUT THE EXPRESS PERMISSION OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. NOTE: DO NOT SCALE DRAWINGS DIMENSIONS SUPERCEDE SCALE PROJECT COMPARISON R1-40 RESIDENTAIL MULTI-FAMILY 14 units SP1 68,258 SF 1.56 ACRES 43,800 SF 1.01 ACRES 43,600 SF 1.01 ACRES 45,314 SF 1.04 ACRES 66,592 SF 1.52 ACRES 69,800 SF 1.60 ACRES 49,735 SF 1.14 ACRES SSTS AREA SSTS AREA SSTS AREA SSTS AREA OPEN SPACE LOT #1 305,788 SF 7.01 ACRES 362 4% S L O P E F O R 1 0 0 ' SSTS AREA FF:380 G: 379 B: 370 FF: 4 0 0 G: 4 0 2 FF: 4 2 3 G: 4 1 4 FF: 4 1 3 G: 4 0 1 FF: 4 1 0 G: 3 9 3 FF: 3 6 0 . 0 G: 3 5 8 . 5 FF:3 8 4 G: 3 7 5 BIO-#1 DETENTION BASIN COMMON sep t i c a c c e s s d r i v e w a y @ 1 5 % m a x SSTS AREA SSTS AREA COMMO N p u m p l i n e BREWSTER, NY 10509 845-278-2110 ENGINEERING & ARCHITECTURE, P.C. 3871 ROUTE 6 P. W. SCOTT DateNo.Description Revisions Date Proj. No. Scale Drawn by Project Title Dwg. Title Seal Dwg. No. SY1 SUBDIVISION FEASIBILITY PLAN 1/10/24 PWS 1" = 50' SUBDIVISION FEASIBILITY PLAN THESE DRAWINGS ARE THE SOLE PROPERTY OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. AND WILL NOT BE REPRODUCED BY ANY MEANS AND BE GIVEN TO ANY OTHER TRADES/PERSONS WITHOUT THE EXPRESS PERMISSION OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C.NOTE: DO NOT SCALE DRAWINGS DIMENSIONS SUPERCEDE SCALE FOOTHILL STREET SUBDIVISION 23-165 R1-40 RESIDENTAIL A 3/20/24 ADDED GRADING C 02/12/25 REVISED TO NYSDEC WETLAND ADDED FULL GRADING/CUT&FILLD02/24/25 16.8 ACRES EN T R A N C E D R I V E FOREB A Y I N F I L T R A T I O N B A S I N 1 2 % E M E R G E N C Y A C C E S S - G R A V E L - G R A S S 6 U N I T S 4% S L O P E @ 1 0 0 ' DETE N T I O N 8' R E T A I N I N G W A L L : 3 5 0 L F 8' R E T A I N I N G W A L L : 4 0 5 L F EXIS T I N G T R E E S + SUP P L E M E N T A L P L A N T I N G S (358) (38 6 ) (37 8 ) (39 0 ) (39 5 ) SSDS (395) (39 2 . 5 ) 4 U N I T S 4 U N I T S (396) (404) (362) (412) (396) (397) (394 ) (395) 2 O N 1 C U T S L O P E A B O V E 3 O N 1 C U T S L O P E A B O V E (8 % ) (370 ) (38 0 ) EXIS T I N G T R E E S + SUP P L E M E N T A L P L A N T I N G S BREWSTER, NY 10509 845-278-2110 ENGINEERING & ARCHITECTURE, P.C. 3871 ROUTE 6 P. W. SCOTT DateNo.Description Revisions Date Proj. No. Scale Drawn by Project Title Dwg. Title Seal Dwg. No. SY1A MULTI-FAMILY SITE PLAN 7/28/26 PWS 1" = 50' THESE DRAWINGS ARE THE SOLE PROPERTY OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. AND WILL NOT BE REPRODUCED BY ANY MEANS AND BE GIVEN TO ANY OTHER TRADES/PERSONS WITHOUT THE EXPRESS PERMISSION OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C.NOTE: DO NOT SCALE DRAWINGS DIMENSIONS SUPERCEDE SCALE FOOTHILL STREET SUBDIVISION 23-165 MULTI-FAMILY 14 units 1 BD G B 6 U N I T S BD G A SH PnD CiF SuB ChE PnD PnB NdA Ff ChE CiF ChE SuB PnD PnD NdA LeB Ci F P n D (358) (38 6 ) BDG C (37 8 ) (39 0 ) (39 5 ) (395) (39 2 . 5 ) 4 U N I T S 4 U N I T S (396) (404) (362) (412) (396) (397) (394) (395) (8 % ) (370 ) (38 0 ) BREWSTER, NY 10509 845-278-2110 ENGINEERING & ARCHITECTURE, P.C. 3871 ROUTE 6 P. W. SCOTT SY5THESE DRAWINGS ARE THE SOLE PROPERTY OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. AND WILL NOT BE REPRODUCED BY ANY MEANS AND BE GIVEN TO ANY OTHER TRADES/PERSONS WITHOUT THE EXPRESS PERMISSION OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C.NOTE: DO NOT SCALE DRAWINGS DIMENSIONS SUPERCEDE SCALE LANDSCAPE PLAN NOTE: SITE PLAN IS PRESENTED FOR FEASIBILITY PURPOSES FOR A R1 TO R3 ZONE CHANGE THE PLANTINGS SHALL BE INSPECTED AND SUPPLEMENTAL PLANTINGS ADDED AFTER TWO YEAR GROWING PERIOD IF 85% COVERAGE IS NOT ACHIEVED WITH THE PLANTINGS NOTED ABOVE. THE PERMITTEE SHALL TAKE ALL NECESSARY STEPS TO ENSURE A LEVEL OF SURVIVAL AND REPLANT AND REGRADE WITH TOPSOIL, IF NECESSARY. EXACT LOCATION OF THE PROPOSED PLANTS SHALL BE COORDINATED WITH EXISTING FOLIAGE AND TREES TO ENSURE THAT MINIMAL DISTURBANCE TAKES PLACE WITH EXISTING VEGETATION FINAL PLANT LAYOUT TO BE COMPLETED WHEN THE MITIGATION AREA HAS BEEN APPROVED BY CORNERSTONE ASSOCIATES SEEDS IN LIVE STAKE ZONE WITH WITH JUTE EROSION MATTING, STAKED IN PLACE WETLAND BUFFER MITIGATION PLANS LIVE STAKE SEED MIX LIVE STAKE DETAIL ADDITIONAL REFERENCES: 2016 NYS STANDARDS, EROSION & SEDIMENT CONTROL; PG 4.34 & 4.36 SPECIFICATIONS 2 JC SPECIES NUMBER 8'-TALL FENCE DEER 2 JC SPECIES NUMBER A R C H I T E C T U R E * E N G I N E E R I N G * S I T E P L A N N I N G F:\Office\WordPerfect\ABACA\0 - MEETING AGENDA MATERIALS\August 4th Agenda\7 - 3850 Foothill St - Rezone\Calicchia Cover Ltr 8.3.26.doc P.W. Scott Engineering & Architecture, P.C. www.pwscott.com 3871 Danbury Rd (Route 6) (845) 278-2110 Brewster, NY 10509 August 4, 2026 Nancy Calicchia Town of Yorktown Planning Department Albert A. Capellini Community and Cultural Center 1974 Commerce Street, Room 222 Yorktown Heights, NY 10598 Ref: 3850 Foothill Street - Architectural Review Board outline of Development Dear Nancy, The project presented consists of 14 two-bedroom rental units arranged into a 6-unit building with walkouts on the south side of the lot facing Foothill Street and (2) 4-unit buildings on the north side located behind double-retaining walls with basements only. The units are stepped to match the grading of the driveway and parking areas as noted on the architectural elevation plans provided. There are two types of units, the A1 unit with either a master bedroom on the first floor in the front (MF) or rear (MR) of the unit. The A1 units measure 28’ x 40’ with 1120-sf on the first floor and 604 sf on the second floor with a second bedroom, bathroom and loft with open spaces into the living room below. The A2 unit has the master bedroom on the first-floor rear only. The A2 units measure 25’ x 38’ with 850-sf on the first floor, 476-sf on the second floor with a bedroom, bathroom and loft with open spaces into the living room below. The basement sizes are equal to the first-floor footprint for utility, laundry. The walk out versions contain a family room with sliding doors to grade. Decks or patio extending off the first floor are provided with the A1 unit measuring 8’x18’ wide and the A2 unit measuring 8 ’x 14.66’ wide. A project of similar architectural design is provided for review, the Dunham Hill and the Woods at Dunham Hill in New Fairfield CT. The units are extremely flexible in stepping of the foundation to meet steep grades, making them suitable for the Foothill Street property. Pictures of the completed plan are provided for scale references of the project. The architectural coloring shall be earth tone horizontal vinyl siding with white corner and fascia trim. The windows are Anderson 400 series with white sashes. The roofs are asphalt GAF or equivalent shingles of weathered wood coloring or slate coloring which is constant across the entirety of the building roof. The deck is Trex or equivalent material with white or brown vinyl A R C H I T E C T U R E * E N G I N E E R I N G * S I T E P L A N N I N G F:\Office\WordPerfect\ABACA\0 - MEETING AGENDA MATERIALS\August 4th Agenda\7 - 3850 Foothill St - Rezone\Calicchia Cover Ltr 8.3.26.doc top rail and balusters meeting NYS Code for separation. The patios will be raised 8” above the grass and consist of wood decks or pre-cast concrete terrace stones. Signage for the property consists of a name for the apartments plus an address located at the entrance to the site. This will be submitted under a separate application from the sign company selected. Handicapped signage is also provided per ST NY code. If there are any questions, don’t hesitate to contact this office. With regards, Peder Scott Peder W. Scott, P.E., R.A. President FIRST FLOOR PLANS2 SECOND FLOOR PLANS1 REAR ELEVATION - ONLY 6-UNITS BLGS FACE FOOTHILL ROAD2 FRONT ELEVATION - FACING PARKING 1 SIDE ELEVATION - MF UNITS ONLY3 BREWSTER, NY 10509 845-278-2110 ENGINEERING & ARCHITECTURE, P.C. 3871 ROUTE 6 P. W. SCOTT PHTHESE DRAWINGS ARE THE SOLE PROPERTY OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. AND WILL NOT BE REPRODUCED BY ANY MEANS AND BE GIVEN TO ANY OTHER TRADES/PERSONS WITHOUT THE EXPRESS PERMISSION OF P.W. SCOTT ENGINEERING AND ARCHITECTS, P.C. NOTE: DO NOT SCALE DRAWINGS DIMENSIONS SUPERCEDE SCALE STREET VIEW STREET VIEW SINGLE UNIT ENTRY REAR VIEW OF UNITS REAR OF UNITS NORTH SIDE REAR OF UNIT SOUTH SIDE ZBA Referral #45/26 Festo M ' RECEIVEDZoningBoard of gpPeTtytrctofYorktowna/s otfice S pBUitdictgDep_atrtm-en t 152026ow- HAll 163 Underhill Avenue,Yorktovm t-terghts,NY toss TQwN1el (9141062-t 7712PO 233 1 Fm€it butldingftlyorktownny gbv OF YORF A 1i titian far Z V 'riance wN' NY p . G a on1ng a Please legibly complete all lines on the application) nnOffirz"fie tray Z . lee Palo lV Date: Received by; i Application# A total of 6 co ies of the following are to be submitted to the Legal Assistant. Application Form Notice of Denial A survey map or plot plan showing all existing and proposed buildings and structures All data relating to the variance Please check with the Building Department to determine if you need to fill out an Environmental Assessment Form* Fee of$210.00 Date: 9/3/2026 All items (1-9) must be completed 1. Address of Subject Property: 3027 Old Yorktown Rd Yorktown Heights NY 10598 2. Premises located on the West side of Old Yorktown Rd North,South,East,West) Street, Road,Dnve) near Taconic Woods Rd 3. section 26.08 Block Lot 55 4. Date the title of premise was acquired by the applicant Applicant is Contract Vendee t tm 5 MS o"vW,- + Yaf' t0 8 "I0- ' ."'ftY R 1-20 z C Strc 914) 4.50-1542 cr c (914) 450- 542 i u 2 Elizabeth Ct Katonah NY 10536 i Michael Festo 9r312026 Sitgnatune of Applicant Date 1 1 Steven Stochel ti 9/9/2026 Signatdre I Owner, Date Q 1 C,-'/ b Town of Yorktown ng 80 Tow'Ha11 Under3,yDe l A m Ynttown Hei.hts. NY 10598 ppea s Tel. (914)962-5722 ext.233 Fax 1914)962-1731 Zp Qe Notice of Denial TORNNotice y 2026 OR To. Michael Festo Date: September 3, 2026 SOWN, Ny Regarding: New Single-Family House Name of Applicant: Steven Stochel Location of Proposed Use/ Development: 3027 Old Yorktown Rd Tax#: Section: Block: Lot(s): 26.08-1-55 Type of Application: Building Permit (X) Special Use Permit O Type of Proposed Use: ( ) Other Zoning District: R1-20 Please Take Notice that your application is denied on the following grounds: The applicant is seeking a variance to construct a new single-family house with a road front of 32.94 ft where 100 ft is required as per section 300-21 and Appendix A of the Town Zoning Code. A building permit and certificate of occupancy will be required. Please Take Further Notice that it is the right of the property owner or his/her authorized representative to appeal this determination to the Town of Yorktown Zoning Board of Appeals by applying for a use variance, area variance or interpretation of the applicable section of local law. Appeals applications are available at the Building Department and at the Town web site at >rww.yorktownny.orq. Assistant Building Inspector Steven Fraietta f'°RAT°, f, Town of Yorktown 1788 363 Underhill Avenue, Yorktown Heights, NY 10598 Tel: 914-962-5722 ext.233kFrs•,.PRFtt Application No.45/26 Parcel Address:3027 OLD YORKTOWN RD. Master SBL:26.08-1-55 RECIEPT Paver Name: MIKE FESTO Date: 09/15/2026 Address: 3027 OLD YORKTOWN RD Type: ZONING VARIANCE YORKTOWN HGTS, NY 10598 Date Fee Type PaVTVpe Amount Payer Zoning Variance Check 286 210.00 MIKE FESTO 09/15/2026 TOTAL PAID:$210.00 II II II II II Ii II l II This is a receiptfor application fees. It is not a building permit. 363 Underhill Avenue Yorktown Heights, NY 10598 Short Environmental Assessment Form Part 1 - Project Information Instructions for Completing Part 1 – Project Information. The applicant or project sponsor is responsible for the completion of Part 1. Responses become part of the application for approval or funding, are subject to public review, and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item, please answer as thoroughly as possible based on current information. Complete all items in Part 1. You may also provide any additional information you believe will be needed by or useful to the lead agency; attach additional pages as necessary to supplement any item. Part 1 – Project and Sponsor Information Name of Action or Project: Project Location (describe, and attach a location map): Brief Description of Proposed Action: Name of Applicant or Sponsor: Telephone: E-Mail: Address: City/PO: State: Zip Code: 1. Does the proposed action only involve the legislative adoption of a plan, local law, ordinance, administrative rule, or regulation? If Yes, attach a narrative description of the intent of the proposed action and the environmental resources that may be affected in the municipality and proceed to Part 2. If No, continue to question 2. NO YES 2. Does the proposed action require a permit, approval or funding from any other government Agency? If Yes, list agency(s) name and permit or approval: NO YES 3. a. Total acreage of the site of the proposed action? acres b. Total acreage to be physically disturbed? acres c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor? acres 4. Check all land uses that occur on, are adjoining or near the proposed action: Urban Rural (non-agriculture) Industrial Commercial Residential (suburban) Forest Agriculture Aquatic Other(Specify): Parkland Page 1 of 3 SEAF 2026 SEAF2026Page2of3 5.Is the proposed action, a.A permitted use under the zoning regulations? b.Consistent with the adopted comprehensive plan? NO YES N/A 6.Is the proposed action consistent with the predominant character of the existing built or natural landscape? NO YES 7.Is the site of the proposed action located in, or does it adjoin, a state listed Critical Environmental Area? If Yes, identify: NO YES 8.a. Will the proposed action result in a substantial increase in traffic above present levels? b.Are public transportation services available at or near the site of the proposed action? c.Are any pedestrian accommodations or bicycle routes available on or near the site of the proposed action? NO YES 9.Does the proposed action meet or exceed the state energy code requirements? If the proposed action will exceed requirements, describe design features and technologies: NO YES 10. Will the proposed action connect to an existing public/private water supply? If No, describe method for providing potable water: NO YES 11. Will the proposed action connect to existing wastewater utilities? If No, describe method for providing wastewater treatment: NO YES 12. a. Does the project site contain, or is it substantially contiguous to, a building, archaeological site, or district which is listed on the National or State Register of Historic Places, or that has been determined by the Commissioner of the NYS Office of Parks, Recreation and Historic Preservation to be eligible for listing on the State Register of Historic Places? b.Is the project site, or any portion of it, located in or adjacent to an area designated as sensitive for archaeological sites on the NY State Historic Preservation Office (SHPO) archaeological site inventory? NO YES 13.a. Does any portion of the site of the proposed action, or lands adjoining the proposed action, contain wetlands or other waterbodies regulated by a federal, state or local agency? b.Would the proposed action physically alter, or encroach into, any existing wetland or waterbody? If Yes, identify the wetland or waterbody and extent of alterations in square feet or acres: NO YES SEAF2026Page3of3 14. Identify the typical habitat types that occur on, or are likely to be found on the project site. Check all that apply: Shoreline Forest Agricultural/grasslands Early mid-successional Wetland Urban Suburban 15. Does the site of the proposed action contain any species of animal, or associated habitats, listed by the State or Federal government as threatened or endangered? NO YES 16. Is the project site located in the 100-year or 500-year flood plain?NO YES 17.Will the proposed action create storm water discharge, either from point or non-point sources?If Yes, a.Will storm water discharges flow to adjacent properties? b.Will storm water discharges be directed to established conveyance systems (runoff and storm drains)? If Yes, briefly describe: NO YES 18. Does the proposed action include construction or other activities that would result in the impoundment of water or other liquids (e.g., retention pond, waste lagoon, dam)? If Yes, explain the purpose and size of the impoundment: NO YES 119.Has the site of the proposed action or an adjoining property been the location of an active or closed solid waste management facility? If Yes, describe: NO YES 20.Has the site of the proposed action or an adjoining property been the subject of remediation (ongoing or completed) for hazardous waste? If Yes, describe: NO YES 21. Is the project located within, or within ½ mile of, a disadvantaged community? If No, could impacts from the project affect a disadvantaged community? If Yes to either question in 21, answer the following question. a.Identify the potential pollution impacts of the project, either direct or indirect, that may occur within the disadvantaged community (e.g., wastewater discharges, air emissions, noise, odors, solid or hazardous waste generation or management): NO YES I CERTIFY THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor/name: Date: Signature: Title: EAF Mapper Summary Report Tuesday, September 15, 2026 11:15 AM Disclaimer: The EAF Mapper is a screening tool intended to assist project sponsors and reviewing agencies in preparing an environmental assessment form (EAF). Not all questions asked in the EAF are answered by the EAF Mapper. Additional information on any EAF question can be obtained by consulting the EAF Workbooks. Although the EAF Mapper provides the most up-to-date digital data available to DEC, you may also need to contact local or other data sources to confirm data provided by the Mapper or to obtain data not provided by the Mapper. Part 1 / Question 7 [Critical Environmental Area] No Part 1 / Question 12a [National or State Register of Historic Places or State Eligible Sites] No Part 1 / Question 12b [Archeological Sites]No Part 1 / Question 13a [Wetlands or Other Regulated Waterbodies] Yes - Digital mapping information on local, New York State, and federal wetlands and waterbodies is known to be incomplete. Refer to the EAF Workbook. Part 1 / Question 15 [Threatened or Endangered Animal] No Part 1 / Question 16 [100 or 500 Year Floodplain] No Part 1 / Question 20 [Remediation Site]No Part 1 / Question 21 [Disadvantaged Community] No 1ShortEnvironmentalAssessmentForm - EAF Mapper Summary Report PROPERTY LOCATION 1 LOCATION KEY MAP C-1 SCALE: N.T.S. TREE REMOVAL LIST NO. DIA. BREAST HEIGHT SPECIES LOCATION NOTES 1 10 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 2 20 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 3 8-10 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY__ 4 10 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 5 10 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 6 16 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWA`! 7 18 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 8 12 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWA`' 9 22 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 10 10 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY 11 24 INCH T.B.D. FRONT YARD/PROPOSED DRIVEWAY s 12 8,14,18,24,24,30 INCH T.B.D., MULTI —STEM PROPOSED HOME--' 13 28 INCH T.B.D. PROPOSED HOME 14 24 INCH T.B.D. REAR YARD/PROPOSED SEPTIC SYSTEM 15 24 INCH T.B.D. REAR YARD/PROPOSED SEPTIC SYSTEM 16 10 INCH T.B.D. REAR YARD/PROPOSED SEPTIC SYSTEM 10.0' LO SSTS SETBACK 0 X Q TAX ACT 6GJ GC_ SCALE. 1" a 20'-0* APPLICABLE CODES: 2025 RCNYS LQ 3r. 3?pi SITE WORK NOTES: 1. THE APPLICANT IS AWARE THAT THE ENTIRE SITE MUST BE 100% STABILIZED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, DISTURBED AREAS SHELL BE RESTORED AND STABILIZED APPROPRIATELY AND IN A TIMELY MANNER. 2. NO CONSTRUCTION AND DEMOLITION DEBRIS OR RECYCLED MATERIAL IS PERMITTED ANYWHERE ON SITE. 3. IMPORTED SOIL SHALL MEET THE NYSDEC STANDARDS OF UNRESTRICTED FILL AND BE SUITABLE FOR RESIDENTIAL USE. NO FILL SHALL BE IMPORTED TO THE SITE PRIOR TO REVIEW. ALL CUT SHALL BE LEGALLY AND LAWFULLY DISPOSED OF OFF SITE. TABLE OF ZONING DATA: ID: 26.08-1-55 , ZONING DISTRICT: R1-20 REQUIRED EXISTING PROPOSED ZONING NOTES MINIMUM LOT SIZE 20,000 S.F. 43,561 S.F. NO CHANGE CONFORMS MINIMUM LOT WIDTH 100 FT. N/A 150.00 FT CONFORMS ROAD FRONTAGE 100 FT. 32.94 FT. NO CHANGE 67.06 FT VARIANCE REQ'D FRONT YARD SETBACK 40 FT. N/A 64.35 FT. CONFORMS SIDE YARD SETBACK 1 15 FT. N/A 35.19 FT. CONFORMS SIDE YARD SETBACK 2 40 FT. N/A 82.00 FT. CONFORMS REAR YARD SETBACK 40 FT. N/A 166.38 FT. CONFORMS BUILDING COVERAGE 20% 0.0% 5.4% CONFORMS MAXIMUM HEIGHT 35 FT. N/A 25 FT. CONFORMS MIN. LIVABLE FLOOR AREA 800 SF./DWELLING UNIT N/A 3,000 S.F. CONFORMS OFF STREET PARKING 1 SPACES 0 SPACES 2 SPACES CONFORMS JMER ENGINEERING, P.C. 55 PARK AVE OSSINING, NY 10562 PHONE: 914-255-5780 Michael Festo (Purchasing Property) 2 Elizabeth Ct Katonah, NY 10536 Steven & Amy Stochel 3027 Old Yorktown Road Yorktown Heights, NY 10598 LU V z 00w Q< LU Cr ce zzLn V s H I 00 Q I— o L lfl LU o W cV Q z®zx o®OFa-- tn a-®O C EXISTING SITE/REMOVALS PLAN & ZONING C-1 8/3/2026 AS NOTED UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF OF NEW YORK STATE EDUCATIONAL LAW 7209 ARTICLE 145 q/ r'D , X6 SEAL 1 11" ACDW Al Tl1P e1nI 1PCF 2 )ASPHALT DRIVEWAY QUAIL C-2 J SCALE: 1" = 1'-0° EXPANSION AREA DISTRIBUTION BOX ON MIN. 12" PEA GRAVEL BASE M' 10.0' SSTS SETBACK LO I— O x 4" SCH. 40 PVC, TYP. p0» E PROPOSEDI ASPHALT DRIVEWAY _ $0*C01 0 SIGN TO BE RELOCATEDC o 1 N p O O 0-) / PROPOSEDSTORM Lil O C " WATER INFILTRATORS 1 ' Z p ar LC % 1 O 1 ` 4 gETBCONT'.-" K 11 IJsSw 1 O U7 J -3 I— O L0 ( Ltj O LL- C 7 64.35 Z REAR O.0' - _ _ 51 EQO OF GRRSS i " _ _ N 0 o o - - z I:;tom o 0 I m - - t 50 TAX SOT S2 1 PROPOSED SITE LAYOUT PLAN C- 2 SCALE: 1" = 20'-0" 3 PAVER PATIO DETAIL C- 2 SCALE. 1" — 1'-0a POLYMERIC JOINT SAND CONCRETE PAVERS STONE DUST SETTING BED FILTER FABRIC 4" ITEM #4 SUBBASE APPLICABLE CODES: 2025 RCNYS JMER ENGINEERING, P.C. 55 PARK AVE OSSINING, NY 10562 PHONE: 914-255-5780 Michael Festo (Purchasing Property) 2 Elizabeth Ct Katonah, NY 10536 11 Steven & Amy Stochel O 3027 Old Yorktown Road Yorktown Heights, NY 10598 OPROJECT TITLE SITE WORK NOTES: 1. THE APPLICANT IS AWARE THAT THE ENTIRE SITE MUST BE 100% STABILIZED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, DISTURBED AREAS SHELL BE RESTORED AND STABILIZED APPROPRIATELY AND IN A TIMELY MANNER. 2. NO CONSTRUCTION AND DEMOLITION DEBRIS OR RECYCLED MATERIAL IS PERMITTED ANYWHERE ON SITE. 3. IMPORTED SOIL SHALL MEET THE NYSDEC STANDARDS OF UNRESTRICTED FILL AND BE SUITABLE FOR RESIDENTIAL USE. NO FILL SHALL BE IMPORTED TO THE SITE PRIOR TO REVIEW. ALL CUT SHALL BE LEGALLY AND LAWFULLY DISPOSED OF OFF SITE. TABLE OF ZONING DATA: ID: 26.08-1-55 , ZONING DISTRICT: R1-20 REQUIRED EXISTING PROPOSED ZONING NOTES MINIMUM LOT SIZE 20,000 S.F. 43,561 S.F. NO CHANGE CONFORMS MINIMUM LOT WIDTH 100 FT. N/A 150.00 FT CONFORMS ROAD FRONTAGE 100 FT, 32.94 FT. NO CHANGE 67.06 FT VARIANCE REQ'D FRONT YARD SETBACK 40 FT. N/A 64.35 FT. CONFORMS SIDE YARD SETBACK 1 15 FT. N/A 35.19 FT. CONFORMS SIDE YARD SETBACK 2 40 FT. N/A 82.00 FT. CONFORMS REAR YARD SETBACK 40 FT. N/A 166.38 FT, CONFORMS BUILDING COVERAGE 20% 0.0% 5.4% CONFORMS MAXIMUM HEIGHT 35 FT. N/A 25 FT, CONFORMS MIN. LIVABLE FLOOR AREA 800 SF./DWELLING UNIT N/A 3,000 S.F. CONFORMS OFF STREET PARKING 1 SPACES 10 SPACES 12 SPACES ICONFORMS Uj V Z 00 WQ LIn Woo CC OC >- Ln ZZLn J > r I to 0 = O LU p'-' N D } = D Z Z X FA000LU 0 NO oC m® DRAWING TITLE: PROPOSED SITE LAYOUT, DETAILS & ZONING DRAWING NUMBER: C_ 2 DRAWING DATE: 8/ 3/2026 I AS NOTED UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF OF NEW YORK STATE EDUCATIONAL LAW 7209 ARTICLE 145 097 SEAL EROSION CONTROL NOTES: 1. EROSION CONTROL WORK TO COMPLY WITH ALL NYSDEC SWPPP REQUIREMENTS. 2. CONTRACTOR SHALL INSTALL ANY ADDITIONAL EROSION CONTROL WORK IF NECESSARY. 3. CONTRACTOR TO INSTALL EROSION CONTROL PRIOR TO BEGINNING ANY WORK AND MAINTAIN EROSION CONTROL THROUGHOUT THE DURATION OF CONSTRUCTION. 4. ALL LAWN AREA TO BE RESTORED AND RESEEDED UPON COMPLETION OF THE WORK. EXCAVATION/FILL NOTES: 1. THE APPLICANT IS AWARE THAT THE ENTIRE SITE MUST BE 100% STABILIZED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, DISTURBED AREAS SHELL BE RESTORED AND STABILIZED APPROPRIATELY AND IN A TIMELY MANNER. 2. NO CONSTRUCTION AND DEMOLITION DEBRIS OR RECYCLED MATERIAL IS PERMITTED ANYWHERE ON SITE. 3. IMPORTED SOIL SHALL MEET THE NYSDEC STANDARDS OF UNRESTRICTED FILL AND BE SUITABLE FOR RESIDENTIAL USE. NO FILL SHALL BE IMPORTED TO THE SITE PRIOR TO REVIEW. ALL CUT SHALL BE LEGALLY AND LAWFULLY DISPOSED OF OFF SITE. 4. ONLY CLEAN, VIRGIN MATERIAL TO BE IMPORTED TO BE USED AS FILL ON SITE. O 1" WATER SERVICE ZZ 1,250 GAL. SEPTIC TANK ON AX UNDERGROUND MIN. 3" PEA GRAVEL BASE ELECTRICAL SERVICE,/ 536.42% DISTRIBUTION BOX ON1— MIN. 12" PEA GRAVEL BASE .. W _ — O EXPANSION AREA DISTRIBUTION BOX ON 535.52 TIE535.52' 4" PERF. HDPE, TOMIN. 12" PEA GRAVEL BASE '- - + INTO INFILTRATORS 1535.33+ tIi 6) CULTEC 330XLHD UNITS W/ INSPECTION PORTS EACH ROWC:T '1,535.92' INV IN - 532.00' 53,5:42 P 1 o g 0 04" SCH. 46 PVC,0 (6) CULTEC 330XLHD V<jp TYP_ / p UNITS WI INSPECTION 1T `=3 /' / L"JO tj? 30 FT 6" NDPE W TIE FOOTING DRAIN & l PORTS EACH ROW ROOF LEADERS INTO \ W INV IN - 533.00' j, P — [ 1 T 2 ; ' %I , i tC) NVV OUT DRAINAG 553.50' EM Ifnr a -3 UjIf537.835 -- F"- h J Z / LO a Q c i EXPANSION PRIMARY SSTS IL SSTS AREA 5) 49' TRENCHES 45) 49' TRENCHES @ 6' O.C. i CL1@6'O.C. X 537.70' y VARIES TYPICAL S- C-3 l SCALE: 1 " = 1 1 PROPOSED GR, C-3 SCALE: 1" = 20'-0' CULTEC OR FINISHED CWE SU&BASE1WHENAPPLICABLE) CULTEC NO..410NONWOVEN GECTEXTR.E AROUND STONE TOPAND SIDES MANDATORY, BOTTOM PERENGINEER'S DESIGN PREFERENCE CULTEC.KVLVFC-24 FEED CONNECTOR WHERE SPECIFIED 6.0 INCH.1152mm1. MIN. DEPTH OF 1.21NCH rA5-0 ) WASHED, CRUSHED STONE ABOVE CHAMBERS 6.0 INCH :[152mm) MIN: DEPTH OF 1-2 INCH r4&W =1 WASHED, CRUSHED STONE BENEATH:CHAMBERS CULTEC RECRPRGERSWXLHD HEAVY4)UTY:CHAMBER PIPEPERENGINEER DESIGN. PIPE TO BE INSERTED 12.0INCHES (305.mm} MIN INTO CHAMBER MAXIMUMPIPE•SIZE: ZV IM WI HDPE 24"[BD9WMI PVC IHOP 1-2RJCH {2560mml BORDER SURROUNDING 1MER ENGINEERING, P.C. 55 PARK AVE OSSINING, NY 10562 PHONE: 914-255-5780 Michael Festo (Purchasing Property) 2 Elizabeth Ct Katonah, NY 10536 CURRENT PROPERTY OWNER Steven & Amy Stochel 3027 Old Yorktown Road Yorktown Heights, NY 10598 LU V z 00LU 0 L.fi LLJ O Ln z zLf) v O 00 O L.L.. l6 LU J W CV 0 z®zx 0 0 0 F- 0 Q W 0-rf)0 O E SITE GRADING, DRAINAGE & UTILITY PLAN DRAWING NUMBER: C-3 DRAWING DATE: 8/3/2026 SCALE: AS NOTED UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF OF NEW YORK STATE EDUCATIONAL LAW 7209 ARTICLE 145 Ad 1 - " / 2 SEAL F \ 6) SUBSURFACE INFORMATION: _ r THREE DEEP TEST PITS WERE DUG ON JULY XX„ 2026 AND OBSERVED BY JMER ENGINEERING, P.C. & XXXX OF THE WCDOH, RESULTS I — WERE AS FOLLOWS: I 0.0 REAR _ DEEP TEST RESULTS SETBACK SEE SITE PLAN ON THIS SHEET FOR APPROXIMATE TEST LOCATIONS. QF GRNSS B U HOLE NO. TOTAL DEPTH ROCK DEPTH WATER DEPTH MOTTLING DEPTH SOIL DESCRIPTION t`1 DT-1 )'X'N/A NtAilA y . 8' 84" TBD Z 06 DT-2 XX" N/A NIA N/A 9'-5° TBD 5"-84" TBD Zg1.6 i AX DT-3 XXII N/A N/A N/A 0°-6" TBD OWTS LAYOUT PLAN SCALE: 20'-0" c_i6"-96" TBD THREE PERCOLATION TESTS WERE PERFORMED ON AUGUST XX, 2026 BY JMER ENGINEERING, P.C. WITNESSED BY XXXX OF THE WCDOH). RESULTS WERE AS FOLLOWS: PERC. TEST RESULTS OWTS NOTES: SEE SITE PLAN ON THIS SHEET FOR APPROXIMATE TEST LOCATIONS. 1. If for any reason the approved construction plan cannot be followed, a HOLE NO. TOTAL DEPTH PERC TEST DATA revised plan must be prepared, submitted, and approved by WCDOH. 2. The design professional shallsupervise the construction of the OWTS and RUN 1 2 3 either the design professional and/or an authorized person shall make an open works inspection. PT- 1 XXI, START XX:XX XX:XX XX:XX 3. Within 24—hours of the completion of the OWTS, the design professional FINISH XX:XX XX:XX XX:XX must notify the Westchester County Department of Health (WCDH) that the OWTS is ready for inspection by submitting a completed request for an open TIME X MIN X MIN X MIN works inspection on the appropriate form to WCDH. 4. That no backfilling of a completed OWTS can occur until after it has been PT- 2 XX„ START XX:XX XX:XX XX:XX inspected and accepted by the Westchester County Department of Health. FINISH XX:XX XX:XX XX:XX 5. After backfilling the OWTS, the area shall be covered with a minimum of 4 inches of clean top soil seeded and mulched. TIME X MIN X MIN X MIN 6. The installation of the OWTS shall be in accordance with the most recently enacted Rules and Regulations for the Design and Construction of Residential PT- 3 XX" START XX:XX XX:XX XX:XX Subsurface Sewage Treatment Systems and Drilled Wells in Westchester FINISH XX:XX XX:XX XX:XX 7. County, NY. All pipes connecting to tank and boxes shall be cut flush with the inside wolf TIME X MIN X MIN X MIN of box. 8. The proposed OWTS shall be installed by a Westchester County licensed PERC TEST RESULTS 9. septic contractor. Well shall be installed by a New York State Deportment of Environmental Conservation Registered well driller. PERC HOLE 1 X MIN/IN 10. Prior to any excavation all underground utilities must be located. Call 1- 800-962-7962. PERC HOLE 2 X MIN/IN 11. The Westchester County Health Department approval expires one year from the date on the approval stamp and is required to be renewed on or before PERC HOLE 3 X MIN/IN the expiration date. The approval is revocable for cause or may be amended or modified when considered necessary by the department. 12. There shall be no trees within 10 ft of the OWTS. 13. There are no wells within 200 ft of the OWTS unless otherwise shown on the 7) DESIGN PERCOLATION RATE: 10 MIN/IN (ASSUMPTION) pion.. 14. The proposed OWTS area shall be isolated and protected against damage by 8} ABSORPTION TRENCH REQUIRED: 245 LF erosion, storage of earth materials, displacement, compaction or other adverse physical change in the characteristics of the soil or in the drainage 9 ABSORPTION FIELD TYPE: USE CONVENTIONAL SYSTEM (AT Of the area. LEAST 5' OF USEABLE SOIL EXISTS ON SITE BELOW BOTTOM OF ABSORPTION TRENCHES) NYCDEP NOTES: 10)TRENCH LENGTH PROVIDED: USE 5 TRENCHES @ 49 FT LONG =245 LF 1. There are no reservoirs, reservoir stems or controlled lake within 500 feet of the proposed OWTS unless otherwise shown on the plan. 11) ABSORPTIVE AREA REQUIRED: 489 SF 2. There are no NYCDEC wetlands or watercourses within 200 feet of the proposed OWTS unless otherwise shown on the plan. 12) ABSORPTIVE AREA PROVIDED: 245' X 2' = 490 SF 3. NYCDEP must be contacted at least two days prior to the start of construction of the OWTS so that the NYCDEP may inspect and monitor the 13 PLUMBING FIXTURES THE HOME SHALL HAVE LOW FLOW installation. PLUMBING FIXTURES INSTALLED THROUGHOUT. TOILETS SHALL USE A MAXIMUM OF 1.6 GALLONS PER FLUSH AND SHOWER HEADS & FAUCETS SHALL USE A MAXIMUM OF 2.5 GALLONS PER MINUTE. 1MER ENGINEERING, P.C. 55 PARK AVE OSSINING, NY 10562 PHONE: 914-255-5780 Michael Festo (Purchasing Property) I 2ElizabethCtKatonah, NY 10536 CURRENT PROPERTY OWNER, Steven & Amy Stochel 3027 Old Yorktown Road Yorktown Heights, NY 10598 LU V Z 00 wQ Lr) w O Cr oC >-- Ln ZZLn lLn Ooo C:) LL 1 0 wO,N J = „ 0 Z ® Z X p O O V) cV z 0 of Iz®O 0 DRAWING TITLE; OWTS LAYOUT PLAN & NOTES DRAWING DATE: 7/7/ 2026 SCALE: 1" = 20'- 0" UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF OF NEW YORK STATE EDUCATIONAL LAW 7209 ARTICLE 145 f R XN dfg N!, NOTE: SEPARATION DISTANCE REQUIREMENTS OF THE WCDOH RESIDENTIAL ONSITE WASTEWATER TREATMENT SYSYSTEMS HANDBOOK, TABLE 1 ARE MET FOR THE PROPOSED SYSTEM. S, tiav6 SEAL ASPHALT SHINGLES DGE CAP GxG TRIMMED WD. P05T TYPICAL) 5/4x4 CORNER TRIM 10 Imil 1101 oil X6 no= HARDIE BOARD VINYL SIDING 12 I a I I I I I I I I Irl - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LJ i- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J RIGHT 51DE ELEVATION SCALE 1 /4" = I-0" 12 12 WI NWINDOW 12 — TRIM 12f -LL PJDGE CAP ASPHALT S 11NGLE5- x8 HARDIE BOARD OR VINYL SIDING 2ND FL FIN. CEILING 5/4x4 _ m -- CORNER O TRIM 2ND FL. FINISHED FLOOR ST. FL FINI5HED CEILING 0 GxG TRIMMED WD. POST I ST. FL. FINISHED FLOOR 12 10r- STANDING -SEAM METAL ROOFING 12 G 12 12F7 m11WINDOW TRIM 2 12 5/4x 10 TRIM HARDIE BOARD OR VINYL SIDING BASEMENT CEILI J L J L J L J L J O I / r - / J / LBA5EMENT 5LA13 I / ri- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - / ERONT ELEVATION 5/4x4 CORNER TRIM zC I i Gr - - - - - - - - - -i L — L L-- --- ----- - - - -I v l\ - SCALE 1 /4" = 1 '-0" I I I I I ( I I I I I -- — —— h L _ _ - J LEFT 51 DE ELEVATION SCALE 3/ 1 6" = I '-O" N.Y.5. EDUCATION NOTE IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PER5ON TO ALTER TH15 DOCUMENT IN ANY WAY WITHOUT THE WRITTEN VERIFICATION OR ADOPTION BY A N.Y.S. LICENSED ENGINEER IN ACCORDANCE WITH SECTION 7209(2). D WD. POST AllorRIlm 4 I 'qql DESIGN I PLANNING CONSTRUCTION ROY A. FREDRIKSEN, PE DESIGN. PLANNINGI, CONSULTING ENGINEERING 266 SHEAR HILL RD.•MAHOPAC, NY 10541 •845-621-4000 RAYEXDESIGN@GMAIL.COM OWNER: JOB# MJF DEVELOPMENT CORP. DRNBY: CHKD BY: PROJECT: NEW HOUSE TO BE BUILT AT TAX MAP#: 3027 OLD YORKTOWN RD. IN YORKTOWN, NY. SHEET TITLE: ELEVATIONS E of NEyy r OF 2 'P y P. FF,Rrk `' DEAR ELEVATION SCALE 1 /4" = I '-U" REVISIONS: I I DATE:8/7/2026 OFESSIO P EXPIRATION DATE: b m 1a11111111 O 0 Ga. 01 A— — — — — — — — — — — — — I 10" 21'-10" - BASEMENT I` 4" CONC, SLAB W( N Gx5 #Iat 10 W.W.M. I >-: OVER 6 MIL. VAPOR FW E TO BE SIZED BY MANUFACTURERH. TOILERAND/OR INSTALLER OF W. BARRIER A 4" GRAVEL - MAKER. PROVIDE MANUFACTURER CUTS AND 5(8" NPE 'x GYP. BG SPECIFICATIONS TO BUILDING DEPT. FOR g ONOD WAL5, CLG. AND APPROVAL. GIRDER I ( O w 4" DIAMETER STEEL COLUMN W( 6"x6"xj(;' STEEL PLATES Q p OVER 36"x36"x 12" POURED CONC. FOOTINGS WB8 4 ANe- I m m REBARSEACH WAY. TYPICAL FlREo ILCRr71UNEXCAVATED o j T i y FILL AND TAMP F 25'- 1 0" O C24 304G (4)2x6 SINK JI I TO UP I I I II IIO KITCHENI 00 I I o 51AND I DDNOOKSMOKEANDI0 OC.O. DEF. PIKE RATED DOOR I O: Wl GL05ER t` 4" STEP MIN I x DN. O 36, L — — — — 3)14'LVL -- ----- N O 4, LAV. r ---- - MECH. ( 5) zx6 q VENT O c 24'_ 4" . _ 5'_5" WC - 22'-0" O n REP 4" 6° O 4) 2x4 — — — SIN u _ 0 W 2x 0 STEEL BEAM — — — W 2x40 Sl EEL BEAM — ®I — W 2x40 S ELL BERM — — — — — — - Q o 9 z> zx 1 o Wl xg" STEEL z>zx t o GARAGE ° o T O ( O M 3 ¢ m m FLITCH PLATE (FLUSH) 4" CONC. SLAB WI @) m O I L uF L J ' I o I I (5)Zx6 (s)zxa LANDING - 6x6#IO/IO W.W.M. _ U T DR. OVER G MIL. VAPOR 15) 24 I o I I MAINTAINa m 3O BARRIER 4" GRAVEL I x ove cn j I x. I G'-5" HEADROOM 5/8" TYPE 'X' GYF. BD I b N m - - ABove- O o ( ( ON WONDDGIRDER L - - - - N O - ROUGH PLUMBING — — — — — — — — — — — — — — — — — — — — — N 0I ( ®® Iz WASTE UNE ° FIW ( _ I (3}2x 10(FI H) - - - - - 3) 1 4' LVL - - - - I N t l I FMONE AND Go )ITT.I N I- mI LIVING RM. (5)2x4 uP_(5)2x4 r DINING ROOM 5) 2x6 I ENTRY V( 5,2x6 ILiz I I 3COC; PSI POURED CONS. OK LOAD BEARING I PED ITCHTO DOORS O 5'- 4" - - 14'-2° ' I Lp - O GONG. BLOCK WITH IXJR O-WAL EVERY OTHER sz^. I s'auFo soup - COURSE TOP COURSE TO BE SOLID, OVER- I - mlca43- 1011 - 22111, 1 d' CONTINUOUS POURED CONS. FTC. (3 u oz W1TI 3# 4 RE -BARB. (POICAL) O I I F o_ _ G: _ L — — — — p I — — — — — — -I — — — — J .! L — — — — — — — —6 4 — 4 PIER - I FIER - 14-5 - 15-0 14-5 ._ 22-0 - - Q iy30 , n G` t\ L — — — — — — — — — — — — — 2x5 P.T. LEDGER — — — — 0 — — — — — — — — — — — — — 4' x O J I o - n 6x" ON WD, POSTONO MEOFPORCHABOVEm2" CONC.-FILLED SONO TUBE ( 3 36" 7'-S'I - A3) 2x8 (Ltu O— s {Y l `11= O N L CLO5ET CLOSET FOUNDATION PLAN 3052 2 - 3052 21 I3052 I3052 --- bCOVEREDx7_ 3:, _ 13'_5I_: I 3052- 2 ELECTRIC FIREPLACEN g O tz n W_ FAMILY RM. SUES 1 4'-5" 0 PORCH N 3) 2x 1 O DN (3) 2x 10 (3) 2x 1 O - E) A 45i_ G" Till 1511 __._ ._ ___.- -- 1 S'_62' —_ - 12:_52:, 68.- p:: - -._. FI SST FLOOD PLAN SCALE 1 /4" = 1 '-011 F, ' IIC) a w i 6,: I EE WALL 10. G" 2xIORAFTERS/ 2x5 COLLAR , lu L— Ot I I ' 4 I I I OOCW124O 0 BONUS ROOM m -_h-- 9 N n1I I I I I I I G: 6 5'_ 5': 5:_ 1 I :. 4 0 2, 110 RAFTFR51 2x5 COLLARTIE$ I I O I I i cL. I I i 3) 2%8il (2) Il2"x7" STEEL FI ITCH PLATES (FLUSH) J 30452 3046 - 3046 2 o 5 2x6 (I2x6 N 304G2 — — — — — — J IqL— — — — — —— — — — — —— — — — — —— — — — —— — — — —— 7:_:: . 7:_02:: all 8_p: 7:_0:: -- 7_ :: _ 5'-1 O° - f 5'-1 O" — t 45'_ 6" I I '_8: f Ell - SECOND FLOOK PLAN SCALE 3/ 1 G11 = P-0" 17:_ G'i _. A GN345 2646 2646 3046 2 2646 G Q 411 r 8'-O" ,- 7-p - 5'_0 we we - 8:_5 >, 1`:_I:Tue® m v 24' G,l24" 4 BATH. (a BEDROOM #2 W. 1.C. M. BATH. v SINK 4' t I N 4" 0 in 0LAUNDRY `030" dO N a: K Z U dLINEN 30 p c 24" N Q 1 0" 0" r 2 I 30" I I SD G a HALL 5MOKEA1Dco. DET. sc tD LATTIC ACCE5J KNEEWALLDN 7 q 3d N MASTER BEDROOM TRAY CEILING O @ I O'-O" BE A.F.F. MIN. 5D of N BD 3d ( BEDROOM #3 p I CL. 241 In G:: p 411 4" I 24" N @) N 12'- I" BEDROOM# 4 r--I 4" Afr R Im FE:DESIGN PLANNING CONSTRUCTION ROY A. FREDRIKSEN, PE DESIGN. PLANNING. CONSULTING ENGINEERING 266 SHEAR HILL RD.•MAHOPAC, NY 10541 1845-621-4000 RAYEXDESIGN@GMAIL. COM OWNER: JOB # MJF DEVELOPMENT CORP. DRNBY: CHKD BY: PROJECT: NEW HOUSE TO BE BUILT AT TAX MAP #: 3027 OLD YOKKTOWN KD. IN YOKKTOWN, NY. SHEET TITLE: FLOOR PLANS Of NEy 2OF21 it A J- OP REVISIONS: DATE: 8/7/202G G/- AI P 1 1Ai1 - 11 n" Town Board Referral 3000 Navajo Street Robyn A. Steinberg, AICP, CPESC Ed Lachterman Director of Planning Town Supervisor TOWN OF YORKTOWN PLANNING DEPARTMENT Albert A. Capellini Community and Cultural Center, 1974 Commerce Street, Yorktown Heights, New York 10598, Phone (914) 962-6565, Fax (914) 962-3986 MEMORANDUM To: Planning Board From: Planning Department Date: October 16, 2026 Subject: Town Board Referral 3000 Navajo Street SBL: 6.14-1-2 ____________________________________________________________________________________ The Planning Department has reviewed the subject Town Board Referral for a MS4 Stormwater Management and Wetland Permit to allow for the installation of artificial turf at 3000 Navajo Street. The field that is the subject of this application is located within New York State DEC and Town regulated wetlands. There are no site plans on file that approve the establishment of this field. Both the Town Board and Planning Board approvals from 2013 do not show athletic fields in this location. As a result, this field was never subject to any environmental review to determine its impact. Furthermore, no mitigation is proposed as a part of this application. It was also noted on aerial photos that this field has been expanded beyond what is shown on the submitted plan. The stonewall and stream that was once near the southern property line have been moved approximately 75 to 100 feet off the property to the south. For these reasons, the Planning Department recommends an Amended Site Plan be required for this proposed action and to review other existing conditions on the site that are not shown on the signed site plan. 2013 2016 2018 2021 2023 2025 TOWN OF YORKTOWN TOWN BOARD Resolved, the Town Clerk is authorized to refer out to appropriate agencies for their review and/or recommendation an application for Wetlands and Storm Water Pollution Prevention Permits for the installation of artificial turf located at 3000 Navajo Street, Yorktown Heights, NY. Further Resolved, the Town Board declares its intent to act as Lead Agency. We are transmitting the following referral for your review and recommendations and ask that you respond back to the Town Clerk by October 23, 2026. TO: Westchester County File Planning Department / Board Town Clerk Dept. of Public Works ABACA Dept. of Health Building Inspector Parks & Recreation Community Housing Board Environmental Facilities Conservation Board Soil & Water Fire: Lake Mohegan Yorktown New York State Highway Dept. DEC New Paltz (Region III) Open Space Committee DOT Planning Dept. / Board (6) Parks & Recreation Police Dept. Public Safety Committee NYC DEP Recreation Commission Army Corp. of Engineers School District: Yorktown Bordering Municipality Lakeland Town of Cortlandt Town Attorney Town of Putnam Valley Town Board Town of Somers Town Engineer Town of Carmel Tree Conservation Advisory Committee Water Department HV Gateway Chamber of Commerce Wetlands Inspector Other Yorktown Land Trust Other – Zoning Board of Appeals FROM: DIANA L. QUAST, YORKTOWN TOWN CLERK, MASTER MUNICIPAL CLERK SUBJECT: We are transmitting the following: Application for Wetlands & SWPPP application, EAF, and maps DATE: October 1, 2026 Application/Petition Report Drawings Permit Application EAF SEQRA Scope EAF Addendum Other – Maps FOR YOUR: Information Review Comment From:Maura Weissleder To: l Subject:Referral of Wetlands & SWPPP Application, EAF, Maps - 3000 Navajo Street Date:Friday, October 2, 2026 11:04:24 AM Attachments:Creative Living - Short EAF - Turf Installation.pdf executed signatory page.pdf Yesterday, I sent out the above-referenced referral. Please see the attachedEAF documents. Maura Weissleder Deputy Town ClerkTown of Yorktown363 Underhill Avenue Yorktown, NY 10598 Office: (914)962-5722, ext. 210Fax: (914)962-6951 617.20 Appendix B Short Environmental Assessment Form Instructions for Completing Part 1 – Project Information. The applicant or project sponsor is responsible for the completion of Part 1. Responses become part of the application for approval or funding, are subject to public review, and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item, please answer as thoroughly as possible based on current information. Complete all items in Part 1. You may also provide any additional information which you believe will be needed by or useful to the lead agency; attach additional pages as necessary to supplement any item. Part 1 – Project and Sponsor Information Name of Action or Project:Replacement of an existing natural grass athletic field surface with artificial turf, Navajo Fields. Project Location (describe, and attach a location map): 3000 Navajo Street (a/k/a 3870 Mahopac Street), Jefferson Valley, Town of Yorktown, Westchester County, New York. Tax Map Section 6.14, Block 1, Lot 2. The work area is the western multi-purpose athletic field, being the area marked by the Town Engineer on the Revised Mitigation Plan and annotated "REPLACE EXISTING GRASS FIELD WITH ARTIFICIAL TURF" (Attachment A). Brief Description of Proposed Action:Installation of an artificial turf playing surface over an existing, approved and constructed natural grass multi- purpose athletic field, within the work area shown on Attachment A, as illustrated by the cross-section at Attachment B and in accordance with the approved site plan, with the wetland restoration and mitigation required by NYSDEC Order on Consent, Case No. R3-20180820- 151, installed and in place as shown on Exhibit A to that Order, the Restoration and Mitigation Plan (Attachment C), and confirmed by NYSDEC on October 20, 2023. The section is approximately 1 to 1.5 inches of artificial turf over 2 inches of compacted crushed stone or gravel over natural soil — a total section of approximately 3 to 3.5 inches, the gravel course compacted to facilitate drainage. No grading, no excavation below existing grade beyond that shallow section, no fill, no tree removal, no structures, no lighting, no fencing, no change in field dimensions, no change in field count, no change in hours or programming, and no change in the permitted use of the property. Name of Applicant or Sponsor: Creative Living Development, Inc., a/k/a Navajo Fields Telephone:(914) 403-5517 by Charles J. Diven, Jr., President E-Mail:cjdiven@aol.com Address:3000 Navajo Street City/PO:Yorktown Heights State: NY Zip Code: 10598 1. Does the proposed action only involve the legislative adoption of a plan, local law, ordinance, administrative rule, or regulation? If Yes, attach a narrative description of the intent of the proposed action and the environmental resources that may be affected in the municipality and proceed to Part 2. If no, continue to question 2. NO YES ☒ ☐ 2. Does the proposed action require a permit, approval or funding from any other governmental Agency? If Yes, list agency(s) name and permit or approval: Town of Yorktown only. Town Engineer — Administrative MS4 Stormwater Management Permit and Administrative Wetland Permit, filed August 27, 2026. No other agency approval is required. The western field is the soccer field addressed in Item 2(c) of the Schedule of Compliance to the NYSDEC Order on Consent, which required that field to be reduced in size to create the restored no-mow area; the field as so reduced remains in recreational use under the Order and its Exhibit A (Attachment C). On September 8, 2026 the Town Engineer, Daniel Ciarcia, P.E., stated that the Engineering Department will contact NYSDEC regarding the permitting of the artificial turf installation as part of the instant application. NO YES ☐ ☒ 3.a. Total acreage of the site of the proposed action?49.758 acres b. Total acreage to be physically disturbed?4.68 acres (204,000 sq. ft.) — the existing field surface marked on Attachment A. No disturbance below existing finished grade other than the section described above; no new limits of disturbance. c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor? 49.758 acres 4. Check all land uses that occur on, adjoining and near the proposed action. ☒ Urban ☒ Rural (non-agriculture) ☐ Industrial ☐ Commercial ☒ Residential (suburban) ☒ Forest ☐ Agriculture ☒ Aquatic ☒ Other (specify): Regulated freshwater wetland and adjacent area ☒ Parkland (private park and recreation facility) Note: "Urban" and "Residential (suburban)" are checked as adjoining and near uses. On site the uses are Parkland, Forest, Rural (non-agriculture) and regulated wetland. Page 1 of 4 5. Is the proposed action, a. A permitted use under the zoning regulations? NO YES ☐ ☒ b. Consistent with the adopted comprehensive plan?NO YES ☐ ☒ 5.a. Zoning district R1-80. Private and public parks and recreation facilities are an allowed use in R1-80 under Town Code § 300-21C(1)[5]. 5.b. No change from the use reviewed and approved in 2011 and 2013. 6. Is the proposed action consistent with the predominant character of the existing built or natural landscape? The field exists and is in active use; only its wearing surface changes. Artificial turf is already an existing, approved and inspected surface at this facility. NO YES ☐ ☒ 7. Is the site of the proposed action located in, or does it adjoin, a state listed Critical Environmental Area? If Yes, identify: Not applicable. No CEA was identified in the coordinated SEQRA review conducted by the Town Board as lead agency in 2010–2011. NO YES ☒ ☐ 8.a. Will the proposed action result in a substantial increase in traffic above present levels? No increase of any kind. No field is added, no capacity is added, and no programming change is proposed. NO YES ☒ ☐ b. Are public transportation service(s) available at or near the site of the proposed action? NO YES ☒ ☐ c. Are any pedestrian accommodations or bicycle routes available on or near site of the proposed action? Existing on-site pedestrian paths and woodchip trails as shown on the approved plans. Unchanged. NO YES ☐ ☒ 9. Does the proposed action meet or exceed the state energy code requirements? If the proposed action will exceed requirements, describe design features and technologies: Not applicable. No building, structure or energy-consuming system is proposed. NO YES ☒ ☐ 10. Will the proposed action connect to an existing public/private water supply? If No, describe method for providing potable water: Water facilities at the site are an existing private irrigation well. No connection is proposed, and an artificial turf surface requires no irrigation. NO YES ☒ ☐ 11. Will the proposed action connect to existing wastewater utilities? If No, describe method for providing wastewater treatment: Sanitary facilities at the site are existing temporary portable facilities. No connection is proposed and no change is made. NO YES ☒ ☐ 12.a. Does the site contain a structure that is listed on either the State or National Register of Historic Places? NO YES ☒ ☐ b. Is the proposed action located in an archeological sensitive area? A cultural resources survey was completed and a State Historic Preservation Act determination issued in the 2010–2011 review. In any event no subsurface disturbance below existing grade is proposed. NO YES ☒ ☐ 13.a. Does any portion of the site of the proposed action, or lands adjoining the proposed action, contain wetlands or other waterbodies regulated by a federal, state or local agency? NO YES ☐ ☒ NYSDEC Freshwater Wetland A-4 (Class I) and its regulated 100-foot adjacent area, and Town of Yorktown regulated wetland and buffer. b. Would the proposed action physically alter, or encroach into, any existing wetland or waterbody? If Yes, identify the wetland or waterbody and extent of alterations in square feet or acres: Not applicable. The work area is an existing maintained athletic field. The restored, buffered and no-mow revegetated areas required by Exhibit A to the NYSDEC Order on Consent (Attachment C) lie outside the field and are not disturbed. NO YES ☒ ☐ 14. Identify the typical habitat types that occur on, or are likely to be found on the project site. Check all that apply: ☐ Shoreline ☒ Forest ☒ Agricultural/grasslands ☒ Early mid-successional ☒ Wetland ☐ Urban ☒ Suburban Within the work area: maintained turf grass (mowed athletic field) only. 15. Does the site of the proposed action contain any species of animal, or associated habitats, listed by the State or Federal government as threatened or endangered? The Town Board received a report from the NYSDEC Natural Heritage Program dated July 20, 2010 indicating no records of known occurrences. NO YES ☒ ☐ 16. Is the project site located in the 100 year flood plain? The site contains a FEMA Zone A mapped floodplain (FIRM Panel No. 36119C0033F, effective September 28, 2007), and the work area lies within it. The proposed action places no fill, effects no change in grade, and effects no change in flood storage capacity. The existing field was itself constructed under Flood Development Permits issued by the Town. See Attachment E, Item 16, and Attachment F. NO YES ☐ ☒ 17. Will the proposed action create storm water discharge, either from point or non-point sources? No new discharge. Runoff from the field continues to be collected and conveyed by the existing approved grass swales and stormwater basin constructed under the 2011 and 2012 approvals. NO YES ☒ ☐ a. Will storm water discharges flow to adjacent properties? ☒ No ☐ Yes b. Will storm water discharges be directed to established conveyance systems (runoff and storm drains)? ☐ No ☒ Yes If Yes, briefly describe: To the existing approved grass swales and the on-site stormwater / detention basin. No change from the approved and constructed condition. Page 2 of 4 18. Does the proposed action include construction or other activities that result in the impoundment of water or other liquids (e.g. retention pond, waste lagoon, dam)? If Yes, explain purpose and size: Not applicable. NO YES ☒ ☐ 19. Has the site of the proposed action or an adjoining property been the location of an active or closed solid waste management facility? If Yes, describe: Not applicable. NO YES ☒ ☐ 20. Has the site of the proposed action or an adjoining property been the subject of remediation (ongoing or completed) for hazardous waste? If Yes, describe: Not applicable. For completeness and candor, the site was the subject of a wetlands restoration and mitigation program under NYSDEC Order on Consent, Case No. R3-20180820-151, which concerned freshwater wetland disturbance and not hazardous waste. By letter dated October 20, 2023 the Department advised that "[i]t appears that the mitigation has been implemented in accordance with the approved restoration and mitigation plan." NO YES ☒ ☐ I AFFIRM THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor name: Creative Living Development, Inc., a/k/a Navajo Fields, by Charles J. Diven, Jr., President Date: ______________ Signature: ____________________________________________ Original signature required. Digital signatures are not accepted by the Engineering Department. Part 2 – Impact Assessment. The Lead Agency is responsible for the completion of Part 2. Answer all of the following questions in Part 2 using the information contained in Part 1 and other materials submitted by the project sponsor or otherwise available to the reviewer. When answering the questions the reviewer should be guided by the concept "Have my responses been reasonable considering the scale and context of the proposed action?" No, or small impact may occur Moderate to large impact may occur 1. Will the proposed action create a material conflict with an adopted land use plan or zoning regulations? ☐☐ 2. Will the proposed action result in a change in the use or intensity of use of land? ☐☐ 3. Will the proposed action impair the character or quality of the existing community? ☐☐ 4. Will the proposed action have an impact on the environmental characteristics that caused the establishment of a Critical Environmental Area (CEA)? ☐☐ 5. Will the proposed action result in an adverse change in the existing level of traffic or affect ☐☐ existing infrastructure for mass transit, biking or walkway? 6. Will the proposed action cause an increase in the use of energy and it fails to incorporate reasonably available energy conservation or renewable energy opportunities? ☐☐ 7. Will the proposed action impact existing: a. public / private water supplies? b. public / private wastewater treatment utilities? ☐☐ 8. Will the proposed action impair the character or quality of important historic, archaeological, architectural or aesthetic resources? ☐☐ 9. Will the proposed action result in an adverse change to natural resources (e.g., wetlands, waterbodies, groundwater, air quality, flora and fauna)? ☐☐ 10. Will the proposed action result in an increase in the potential for erosion, flooding or drainage problems? ☐☐ 11. Will the proposed action create a hazard to environmental resources or human health? ☐☐ To be completed by the Lead Agency. Page 3 of 4 Part 3 – Determination of significance. The Lead Agency is responsible for the completion of Part 3. For every question in Part 2 that was answered "moderate to large impact may occur", or if there is a need to explain why a particular element of the proposed action may or will not result in a significant adverse environmental impact, please complete Part 3. Part 3 should, in sufficient detail, identify the impact, including any measures or design elements that have been included by the project sponsor to avoid or reduce impacts. Part 3 should also explain how the lead agency determined that the impact may or will not be significant. Each potential impact should be assessed considering its setting, probability of occurring, duration, irreversibility, geographic scope and magnitude. Also consider the potential for short-term, long-term and cumulative impacts. ____________________________________________________________________________________ __________________________________ ____________________________________________________________________________________ __________________________________ ____________________________________________________________________________________ __________________________________ ____________________________________________________________________________________ __________________________________ ____________________________________________________________________________________ __________________________________ ____________________________________________________________________________________ __________________________________ ☐ Check this box if you have determined, based on the information and analysis above, and any supporting documentation, that the proposed action may result in one or more potentially large or significant adverse impacts and an environmental impact statement is required. ☐ Check this box if you have determined, based on the information and analysis above, and any supporting documentation, that the proposed action will not result in any significant adverse environmental impacts. Name of Lead Agency Date Print or Type Name of Responsible Officer in Lead Agency Title of Responsible Officer Signature of Responsible Officer in Lead Agency Signature of Preparer (if different from Responsible Officer) Page 4 of 4 ATTACHMENTS AND SUPPLEMENT Pursuant to the instruction on page 1 of this form — "You may also provide any additional information which you believe will be needed by or useful to the lead agency; attach additional pages as necessary to supplement any item" — the following are submitted with this form: Attachment A — Revised Mitigation Plan, Proposed Site Plan prepared for Creative Living Development, Inc. a/k/a Navajo Fields, scale 1" = 60', dated October 11, 2019, Sheet 1 of 1, as marked and provided by Daniel Ciarcia, P.E., Town Engineer, showing the work area and annotated "REPLACE EXISTING GRASS FIELD WITH ARTIFICIAL TURF." Serves as the location map required by Part 1. Reproduced at the following pages, full sheet and enlarged detail of the work area. Attachment B — Cross-section of the artificial turf system: turf fibers, backing and infill over a compacted aggregate sub-base over native soil. Illustrative; published by Turf Network (turfnetwork.org); not to scale. The section proposed is described in Part 1. Reproduced at the following page. Attachment C — Exhibit A — Restoration and Mitigation Plan, NYSDEC Case No. R3-20180820-151, as annexed to and executed with the NYSDEC Order on Consent of March 29, 2022, and confirmed by NYSDEC on October 20, 2023 to have been implemented. Reproduced at the following pages, full sheet and enlarged detail of the western field, as executed and without alteration. Attachment D — Supporting Statement — Entitlement Under Prior Approvals, setting out the record of disclosure, public hearing, SEQRA Negative Declaration, site plan approval and subsequent Town confirmation relating to artificial turf at this facility. The Statement is submitted herewith; the approvals and records it cites are reproduced in full at Attachment D following Attachments A and B, under the exhibit letters the Statement uses. Attachment E — Supplemental Responses to Part 1, item by item. Attachment F — Flood Insurance Rate Map — Citation and Currency of Panel 36119C0033F, supporting the response to Item 16. Attachment G — The Flood Record — the Town’s own floodplain development permit applications and permits for this parcel, 2011, 2012 and 2013, and the project engineer’s flood certification of October 31, 2013, each reproduced in full. ATTACHMENT A — Revised Mitigation Plan with Work Area Marked (full sheet) Proposed Site Plan prepared for Creative Living Development, Inc. a/k/a Navajo Fields. Scale 1" = 60' on the original 48" x 36" sheet; reduced here. Dated October 11, 2019, Sheet 1 of 1. The work area is shown by red stipple within a green outline, annotated "REPLACE EXISTING GRASS FIELD WITH ARTIFICIAL TURF." ATTACHMENT A — Detail — the Work Area (enlarged) Enlarged from the sheet on the preceding page, without alteration. ATTACHMENT B — Cross-Section of the Artificial Turf System Illustrative cross-section published by Turf Network (turfnetwork.org), reproduced as published. Not to scale and not project-specific. The section proposed is approximately 1 to 1.5 inches of artificial turf over approximately 2 inches of compacted crushed stone or gravel over native soil, as described in Part 1. ATTACHMENT C — Exhibit A — Restoration and Mitigation Plan, NYSDEC Case No. R3-20180820-151 (full sheet) Exhibit A as annexed to and executed with the NYSDEC Order on Consent of March 29, 2022 (the final page of the executed Order, reproduced in full at Attachment D, Exhibit J). Reduced from the original sheet; reproduced as executed and without alteration. ATTACHMENT C — Detail — the Western Field (enlarged) Enlarged from the sheet on the preceding page, without alteration. Compare the work area shown on Attachment A. ATTACHMENT D — THE PRIOR APPROVALS Approvals and Records Cited in the Supporting Statement of Entitlement Under Prior Approvals The Supporting Statement submitted herewith rests on approvals already granted and records already made. Each is reproduced below, in full or by the pages concerning this parcel, under the exhibit letter the Statement uses, so that the Lead Agency need take nothing on description. Where the Statement relies on a record already reproduced elsewhere in this submission, the location is given. Where a record cited in the Statement is not reproduced, that is stated. Ex.Record Where A Revised Mitigation Plan, marked and provided by the Town Engineer Attachment A B Overall Site Plan, Field Layout Plan and Fire Access Plan, Sheets 1–3, approved by the Town Board, Wetland Permit No. 095-12, dated 2-6-13, signed by Supervisor Michael J. Grace; Town Board resolution of February 12, 2013 Reproduced C Town Board minutes, public hearing of June 15, 2010 (pages concerning this application)Reproduced D Tim Miller Associates, Inc. to NYSDEC (A. Peterson), August 10, 2010, with Turf Management Plan Not reproduced — to follow E SEQRA Negative Declaration and Town Board resolution, March 15, 2011; Town Board minutes of March 15, 2011 (pages concerning this application) Reproduced F Wetland/Excavation Permit WP-E-010-10 and Tree Permit WP-T-019-11, dated 04-20-11, with the approving Town Board resolution of April 5, 2011; Resolution #198 of April 20, 2011 Reproduced F-1 Town Board resolutions of February 21, 2012 (dugouts) and March 20, 2012, Resolution #114, amending the permit (cited in the Statement’s chronology) Reproduced G Planning Board Resolution #13-36, December 9, 2013 (certified copy); Building Inspector John Winter correspondence of May 8, 2013 Resolution reproduced; Winter correspondence to follow H Town Clerk letter of June 8, 2016 and Town Board bond release resolution of June 7, 2016 Not reproduced — to follow I Letter of Supervisor Michael J. Grace, November 1, 2016 Reproduced J NYSDEC Order on Consent, Case No. R3-20180820-151, March 29, 2022, with Exhibit A Reproduced; Exhibit A at Attachment C K E-mail of Sarah A. Pawliczak, NYSDEC Region 3, October 20, 2023 Reproduced L NYSDEC letter of August 23, 2013; Tim Miller Associates, Inc. to NYSDEC, October 16, 2013; notes of the NYSDEC meeting of October 2, 2013; NYSDEC closing letter of November 3, 2015 Reproduced, except the closing letter, to follow M Cross-section of the turf system (illustrative)Attachment B EXHIBIT B — Overall Site Plan, Sheet 1 of 3 — Approved by Town Board, Wetland Permit No. 095-12, Dated 2-6-13 Signed by Michael J. Grace, Town Supervisor. Reduced from the original sheet. EXHIBIT B — Sheet 1 of 3 — Detail: Site Data, Clearing and Grading Summary and Zoning Schedule Enlarged from the sheet on the preceding page, without alteration. EXHIBIT B — Sheet 1 of 3 — Detail: Approval Block Enlarged from the lower right of Sheet 1, without alteration. EXHIBIT B — Field Layout Plan, Sheet 2 of 3 — Approved by Town Board, Wetland Permit No. 095-12, Dated 2-6-13 Signed by Michael J. Grace, Town Supervisor. Reduced from the original sheet. EXHIBIT B — Fire Access Plan, Sheet 3 of 3 — Approved by Town Board, Wetland Permit No. 095-12, Dated 2-6-13 Signed by Michael J. Grace, Town Supervisor. Reduced from the original sheet. EXHIBIT B (continued) — Town Board Resolution of February 12, 2013 — Wetlands and Stormwater Permit 095- 12, amending WP-E-010-10 and T-020-11 Town Board work session minutes, February 12, 2013, pages 3 and 4, as produced by the Deputy Town Clerk on February 3, 2023. EXHIBIT C — Town Board Minutes — Public Hearing of June 15, 2010 Regular meeting of the Town Board, June 15, 2010, pages 7 and 8 (Public Hearing, Creative Living Development — Wetlands & Excavation Permit), as produced by the Deputy Town Clerk on February 3, 2023. EXHIBIT E — SEQRA Negative Declaration — Notice of Determination of Non-Significance, March 15, 2011, with the Town Board Resolution Town of Yorktown Town Board as lead agency. Notice, pages 1 through 6 of 6, followed by the Town Board resolution of March 15, 2011 adopting the Negative Declaration (two pages). EXHIBIT E (continued) — Town Board Minutes of March 15, 2011 — Reconvened Public Hearing Pages 6 and 7 of the minutes (Reconvene Public Hearing, Creative Living Development — Request Wetlands & Excavation Permits), as produced by the Deputy Town Clerk on February 3, 2023. EXHIBIT F — Wetland/Excavation Permit WP-E-010-10 and Tree Permit WP-T-019-11, Dated 04-20-11, with the Approving Town Board Resolution of April 5, 2011 Issued over the signature of Sharon L. Robinson, P.E., Approval Authority. Eight pages. EXHIBIT F (continued) — Resolution #198, April 20, 2011 — Approved Modifications for Creative Living Town Board minutes, April 20, 2011, page 13, as produced by the Deputy Town Clerk on February 3, 2023. EXHIBIT F-1 — Town Board Resolution of February 21, 2012 — Amend Wetlands Permit, Creative Living Ball Fields (Dugouts) Town Board minutes, February 21, 2012, page 9, as produced by the Deputy Town Clerk on February 3, 2023. EXHIBIT F-1 (continued) — Town Board Resolution #114, March 20, 2012 — Amend Wetlands Permit, Creative Living Development Town Board minutes, March 20, 2012, pages 6 through 15, as produced by the Deputy Town Clerk on February 3, 2023. The Supporting Statement’s chronology dates this amendment March 21, 2012; the minutes are dated March 20, 2012. EXHIBIT G — Planning Board Resolution #13-36, December 9, 2013 — Site Plan, Lighting Plan, Wetland Mitigation Plan, Wetland Permit, and Stormwater Pollution Prevention Plan & Permit Certified copy, with the Secretary’s certification. Twelve pages. The Building Inspector’s correspondence of May 8, 2013 cited with it in the Statement is to follow. EXHIBIT H — Town Clerk Letter of June 8, 2016 and Town Board Bond Release Resolution of June 7, 2016 Not reproduced in this submission. These records are cited in the Supporting Statement and will be furnished. They are also records of the Town Clerk and the Town Board. EXHIBIT D — Tim Miller Associates, Inc. to NYSDEC (A. Peterson), August 10, 2010, with the Turf Management Plan Not reproduced in this submission. Cited in the Supporting Statement; to be furnished. EXHIBIT I — Letter of Supervisor Michael J. Grace, November 1, 2016 — Creative Living Development Inc. (Facility Use and Maintenance) One page. EXHIBIT J — NYSDEC Order on Consent, Case No. R3-20180820-151, Executed March 29, 2022 Pages 1 through 12. The final page of the executed Order, Exhibit A — Restoration and Mitigation Plan, is reproduced at Attachment C. EXHIBIT K — E-mail of Sarah A. Pawliczak, Biologist, Bureau of Ecosystem Health, NYSDEC Region 3, October 20, 2023 Following the site meeting of October 5, 2023, as forwarded. Two pages. EXHIBIT L — NYSDEC Letter of August 23, 2013 New York State Department of Environmental Conservation, Division of Environmental Permits, Region 3, to Creative Living Development, Inc. Three pages. EXHIBIT L (continued) — Tim Miller Associates, Inc. to NYSDEC, October 16, 2013 — Request for Article 24 Wetland Permit Modification Four pages. EXHIBIT L (continued) — Notes of the NYSDEC Meeting of October 2, 2013 Word document in the applicant’s file, reproduced as it stands. It records the attendees and the statements of Department staff as noted at the meeting. It is not a record issued by NYSDEC, and its author is not stated on its face. EXHIBIT L (continued) — NYSDEC Closing Letter of November 3, 2015 Not reproduced in this submission. Cited in the Supporting Statement; to be furnished. ATTACHMENT E — SUPPLEMENTAL RESPONSES TO PART 1 The following supplements the responses given in Part 1, item by item, pursuant to the instruction on page 1 of the form. Nothing here varies any answer given on the form; each entry states the record support for the answer. Item 2. Does the proposed action require a permit, approval or funding from any other governmental Agency? Town of Yorktown only. Town Engineer — Administrative MS4 Stormwater Management Permit and Administrative Wetland Permit (this application), and written consent to a plan modification under the standing condition of Wetland/Excavation Permit WP-E-010-10 that “[t]here shall be no modifications of the approved plans without prior written consent of the Town Engineer.” No State or federal approval is required. The mitigation works separating the field from the regulated areas are built and were confirmed by NYSDEC on October 20, 2023 to have been “implemented in accordance with the approved restoration and mitigation plan,” which is Exhibit A to the NYSDEC Order on Consent and is reproduced at Attachment C. The western field is the soccer field addressed in Item 2(c) of the Schedule of Compliance to the NYSDEC Order on Consent, which required that field to be reduced in size to create the restored no-mow area; the field as so reduced remains in recreational use under the Order and its Exhibit A (Attachment C). On September 8, 2026 the Town Engineer, Daniel Ciarcia, P.E., stated that the Engineering Department will contact NYSDEC regarding the permitting of the artificial turf installation as part of the instant application. Item 3.a. Total acreage of the site. 49.758 acres (2,167,445 square feet), per the Site Data block, Sheet 1 of 3 of the Overall Site Plan approved by the Town Board, Wetland Permit No. 095-12, dated February 6, 2013. Item 3.b. Total acreage to be physically disturbed — 4.68 acres (204,000 square feet). The 4.68 acres, or 204,000 square feet, is the existing field surface marked by the Town Engineer on Attachment A. There is no disturbance below existing finished grade other than the approximately 3 to 3.5 inch section described in Part 1. There are no new limits of disturbance: the work area lies wholly within the limits of disturbance approved in 2011 and depicted on the approved plans. Item 4. Land uses on, adjoining and near the proposed action. On site: Parkland (private park and recreation facility); Forest; Rural (non-agriculture); regulated wetland. Adjoining and near: Residential (suburban); Rural (non-agriculture); Forest. Item 5.a. Permitted use under the zoning regulations. Zoning district R1-80. Private and public parks and recreation facilities are an allowed use in R1-80 under Town Code § 300-21C(1)[5]. Building Inspector John Winter so advised the Planning Board by correspondence of May 8, 2013 upon the Planning Board’s referral of the zoning question. Planning Board Resolution #13-36 recites that the Town Board’s approvals established the use of the property as a private park. The Town Board resolution of April 5, 2011 states on its face that the approved use is “a temporary private park complex which is a main permitted use in the R1-80 zoning classification.” The Zoning Schedule on Sheet 1 of 3 of the approved plan reads “NONE” under “Variance Required” for every dimensional regulation. Item 6. Consistency with the predominant character of the existing built or natural landscape. The field exists and is in active use; only its wearing surface changes. Artificial turf is already an existing, approved and inspected surface at this facility: the approved Overall Site Plan annotates the north field as a “MULTI-PURPOSE NATURAL TURF ATHLETIC FIELD (FOOTBALL / SOCCER / LACROSSE) AND BASEBALL DIAMOND WITH ARTIFICIAL TURF INFIELD.” Item 7. Critical Environmental Area. No CEA was identified in the coordinated SEQRA review conducted by the Town Board as lead agency in 2010–2011. Item 8.a. Increase in traffic above present levels. No increase of any kind. No field is added, no capacity is added and no programming change is proposed. The traffic study accepted in the 2011 review indicated a maximum increase of 57 peak hour trips for the entire complex and concluded the project would result in “a very small percentage increase in traffic on US Route 6.” This application changes nothing in that analysis. Item 9. State energy code. Not applicable. No building, structure or energy-consuming system is proposed. Item 10. Connection to water supply. Water facilities at the site are an existing private irrigation well (Site Data block, Sheet 1 of 3). No connection is proposed, and an artificial turf surface requires no irrigation. Item 11. Connection to wastewater utilities. Sanitary facilities at the site are existing temporary portable facilities (Site Data block, Sheet 1 of 3). No connection is proposed and no change is made. Item 12.b. Archeological sensitivity. A cultural resources survey was completed and a State Historic Preservation Act determination issued in the 2010–2011 review. In any event no subsurface disturbance below existing grade is proposed. Item 13.a. Wetlands or other regulated waterbodies. NYSDEC Freshwater Wetland A-4 (Class I) and its regulated 100-foot adjacent area, and Town of Yorktown regulated wetlands and wetland control area, are present on the site. This is disclosed affirmatively and is the reason the accompanying Wetland Permit application is filed. Item 13.b. Physical alteration of or encroachment into a wetland or waterbody. The work area is an existing maintained athletic field. The restored, buffered and no-mow revegetated areas required by Exhibit A to the NYSDEC Order on Consent (Attachment C) lie outside the field, which is the soccer field as reduced under Item 2(c) of the Order’s Schedule of Compliance (Attachment D, Exhibit J), and separate it from the regulated areas, together with the stone wall Creative Living was required to restore. The work area is the area marked by the Town Engineer on Attachment A. That the separating mitigation is built and accepted is confirmed by NYSDEC: following a site meeting on October 5, 2023 with the applicant and its ecological consultant, Sarah A. Pawliczak, Biologist, Bureau of Ecosystem Health, NYSDEC Region 3, wrote on October 20, 2023 that “[i]t appears that the mitigation has been implemented in accordance with the approved restoration and mitigation plan.” Item 14. Habitat types. Within the work area: maintained turf grass (mowed athletic field) only. Elsewhere on the site: forested, wetland, meadow/grassland and early successional. Item 15. Threatened or endangered species. The Town Board received a report from the NYSDEC Natural Heritage Program dated July 20, 2010 indicating “that there are no records of rare or state-listed animals or plants, significant natural communities; or other significant habitats, on or in the immediate vicinity of the site.” Item 16. 100 year flood plain — the work area lies within the mapped Zone A. The site contains a FEMA Zone A mapped floodplain (FIRM Panel No. 36119C0033F, effective September 28, 2007), and the work area lies within it. Zone A is a Special Flood Hazard Area for which no Base Flood Elevation has been determined. The proposed action places no fill, effects no change in grade, and effects no change in floodplain storage volume. The section is approximately 1 to 1.5 inches of artificial turf over 2 inches of compacted crushed stone or gravel over natural soil, laid upon the existing field surface; it displaces no floodwater and alters no flood-carrying capacity. Development of this field within the mapped floodplain has already been permitted by the Town: Flood Development Permit No. 20110001FD was issued April 12, 2011, and further Flood Development Permits were issued in 2012 and 2013, each appearing on the Town’s parcel history for Parcel ID 6.14-1-2. The applicant does not seek to alter any condition addressed by those permits. The currency of the cited panel, and the Town of Yorktown’s own adoption of it by local law, are set out in Attachment F. Item 17. Storm water discharge. No new discharge. Runoff from the field continues to be collected and conveyed by the existing approved grass swales and stormwater basin constructed under the 2011 and 2012 approvals. The proposed section is permeable: artificial turf over a compacted gravel drainage course over natural soil, the gravel compacted specifically to facilitate drainage. The project engineer’s position of record, stated to NYSDEC, is that “[i]n drainage calculations, artificial turf is treated the same as natural grass for perviousness. Runoff from the artificial turf is captured and conveyed to the existing detention basin.” Item 20. Remediation for hazardous waste. The site was the subject of a wetlands restoration and mitigation program under NYSDEC Order on Consent, Case No. R3- 20180820-151, a freshwater wetlands matter under ECL Article 24 and 6 NYCRR Part 663. It is not hazardous waste remediation, and no hazardous waste, petroleum or solid waste remediation has been required or undertaken at this site. Exhibit A to that Order, the Restoration and Mitigation Plan, is reproduced at Attachment C. The mitigation was confirmed by NYSDEC on October 20, 2023. Reservation. This Short Environmental Assessment Form is submitted without waiver of, and expressly subject to, Creative Living’s position that the proposed action is a Type II action under 6 NYCRR 617.5(c) requiring no environmental review, and that the relief sought is administrative and assigned by the Town’s own application form to the Town Engineer. Part 1 is completed in full so that, if the Town Engineer treats the action as Unlisted, the record before him is complete and no further submission is required. ATTACHMENT F — FLOOD INSURANCE RATE MAP Citation and Currency of Panel No. 36119C0033F 1. The panel cited in Item 16. Item 16 of Part 1 and Attachment E, Item 16, identify the applicable Flood Insurance Rate Map as Panel No. 36119C0033F of the Flood Insurance Rate Map for Westchester County, New York (All Jurisdictions), with an effective date of September 28, 2007. That is the panel and effective date adopted by the Town of Yorktown itself, and it remains the panel in force for this parcel. 2. The Town of Yorktown’s own adoption of the panel. Chapter 175 of the Code of the Town of Yorktown, “Flood Damage Prevention,” § 175-6A, “Basis for establishing areas of special flood hazard,” identifies by number the very panels the Town administers. Subsection A(1) provides, in pertinent part: “The following Flood Insurance Rate Map Panel Numbers, whose effective date is September 28, 2007, and any subsequent revisions to these map panels that do not affect areas under our community’s jurisdiction: 36119C0028F, 36119C0029F, 36119C0033F, …” Subsection A(2) adopts the accompanying engineering report: “A scientific and engineering report entitled ‘Flood Insurance Study, Westchester County, New York, All Jurisdictions,’ dated September 28, 2007.” Town of Yorktown Code § 175-6A(1), (2) (eCode360, Town of Yorktown, N.Y., https://ecode360.com/, Ch. 175, Flood Damage Prevention, § 175-6). The Town’s floodplain administration therefore rests on the identical panel number and identical effective date stated in Item 16. The applicant has cited the map the Town has enacted. 3. The panel has not been superseded as to this parcel. Two points bear on currency. First, § 175-6A(1) is drafted to absorb later map changes that do not reach Yorktown — it adopts the listed panels “and any subsequent revisions to these map panels that do not affect areas under our community’s jurisdiction.” A revision elsewhere in Westchester County does not displace the panel the Town administers here. Second, the Risk MAP activity in Westchester County since 2007 has been coastal. The Federal Emergency Management Agency issued preliminary Flood Insurance Rate Maps for Westchester County dated December 9, 2014 as part of the Region II coastal flood study for the Atlantic Ocean and Long Island Sound shoreline. Those preliminary maps were the subject of appeal and have not been adopted as effective for this County. They are in any event coastal, addressing still-water elevations and wave effects along tidal waters; they do not revise inland riverine panels such as the panel covering this parcel, which lies in the interior of the Town on a freshwater watercourse and associated NYSDEC Freshwater Wetland A-4. The Town has not amended § 175-6A to adopt any later panel, and the Code as presently in force continues to recite the September 28, 2007 effective date. Accordingly the effective panel for this parcel is Panel No. 36119C0033F, effective September 28, 2007. 4. What Zone A means, and why the proposed action does not disturb it. Zone A is a Special Flood Hazard Area — the area inundated by the flood having a one percent chance of being equaled or exceeded in any given year — for which the flood study performed no detailed hydraulic analysis and therefore published no Base Flood Elevation. It is distinguished from Zone AE, where Base Flood Elevations are determined and printed, and from Zone X, which lies outside the Special Flood Hazard Area. The consequence of a Zone A designation is regulatory, not physical: development within it requires a floodplain development permit and, where the Town requires one, a Base Flood Elevation developed from the best available data. That regulatory step has already been taken at this field, three times. The Town has issued to Creative Living, for Parcel ID 6.14-1-2, Flood Development Permit No. 20110001FD, filed April 12, 2011 and signed by Building Inspector William D. Gregory, for the “FLOOD DEVELOPMENT PERMIT FOR CONSTRUCTION OF BALLFIELDS”; Flood Development Permit No. 20120001FD, filed April 11, 2012 and signed by Building Inspector John Winter, on Floodplain Development Permit Application No. 2012-2082FD received April 11, 2012 for the construction of four dugouts and two temporary membrane structures; and Flood Development Permit No. 20130001FD, filed February 14, 2013 and signed by Assistant Building Inspector Joe Venitucci, on a Floodplain Development Permit Application received February 12, 2013 for “various permitted work in flood zone.” Each application was made, and each permit issued, under Chapter 175 of the Code of the Town of Yorktown. Each of those applications and permits, together with the project engineer’s 2013 flood certification to the Building Inspector, is reproduced in full at Attachment G. The proposed action places no fill, effects no change in grade, and effects no change in flood storage capacity: it lays an approximately 1 to 1.5 inch artificial turf carpet over an approximately 2 inch compacted crushed stone or gravel drainage course upon the existing field surface. The section is permeable and is compacted specifically to drain. No floodwater is displaced and no flood-carrying capacity is altered. 5. Sources. Town of Yorktown Code § 175-6A(1), (2) (Flood Damage Prevention), eCode360, https://ecode360.com/ (Town of Yorktown, N.Y.); Flood Insurance Study, Westchester County, New York, All Jurisdictions, dated September 28, 2007; Flood Insurance Rate Map, Westchester County, New York, Panel 33 of 200, Map No. 36119C0033F, effective September 28, 2007; FEMA Flood Map Service Center, https://msc.fema.gov/portal/home; FEMA Region II Coastal Analysis and Mapping, Westchester County preliminary FIRMs dated December 9, 2014 (preliminary; not adopted). ATTACHMENT G — THE FLOOD RECORD Floodplain Development Permit Applications, Permits Issued, and Engineer’s Flood Certification The responses at Item 16 and at Attachment E, Item 16, rest on a permitting record already made by the Town of Yorktown at this parcel. That record is reproduced here in full so that the Lead Agency need take nothing on description. Six of the seven documents that follow are the Town’s own records, produced by the Building Department; the seventh is the project engineer’s certification addressed to the Building Inspector and copied to the Planning Board, the Town Board, the Planning Department and the Engineering Department. Taken together they establish three things. First, that development of this field within the mapped Zone A floodplain has been applied for and permitted by the Town three separate times, in 2011, 2012 and 2013, on Parcel ID 6.14-1-2, each time under Chapter 175 of the Town Code. Second, that the Town has been on written notice since 2013 of the extent of the floodplain at this site and of encroachment within it, and permitted the work notwithstanding. Third, that the present application proposes materially less than any of them: no fill, no change in grade, no change in flood storage capacity, and no structure. A note on the state of the Town’s production is required for candor. The 2011 application bears the legend "Page 1 of 2." The 2012 and 2013 applications each bear the legend "Page 1 of 4." Only the first page of each was produced to the applicant. The pages not produced are the Local Administrator’s portions of the form, on which the Town records the Flood Insurance Rate Map panel consulted, the flood zone, the base flood elevation developed for a Zone A site, and the certification of compliance. The applicant reproduces what it has and reserves the right to supplement upon production of the balance. WHAT THE TOWN HAS ALREADY PROVIDED The significance of Attachment G is not that Creative Living once applied. It is that the Town of Yorktown has already made, and already granted, every floodplain determination this site requires. On each of three occasions the Town received a Chapter 175 application, reviewed it, fixed and collected the $350 flood development fee, and issued a permit over the signature of its own Building Inspector or Assistant Building Inspector. The Town did not refer the applicant to FEMA, did not require a Letter of Map Amendment, and did not condition any permit on the applicant producing a base flood elevation. It made the determination itself, as the Local Administrator, and it kept the record of having made it. The engineer’s certification at Exhibit G-7 says so in terms. Writing to the Building Inspector in 2013 about an encroachment of some 2,500 square feet beyond the Zone A limit, the project engineer advised that "[a] flood permit was previously issued for this project in conjunction with the original Wetland Permit in 2011," and that the encroachment would have no measurable or adverse effect on the flood zone "nor will any changes be necessary to the information previously provided." The information had been provided. The Town had it, acted on it, and permitted the work. That is the posture in which this application arrives. The present action proposes materially less than anything the Town has previously permitted here: no structure, no fill, no change in grade, no change in flood storage capacity — a wearing surface laid on a field the Town permitted into existence. If the work permitted in 2011, again in 2012 and again in 2013 satisfied Chapter 175 on this parcel, a change of surface on the same field cannot require more. Exhibit G-1 Application for Development Permit — Area of Special Flood Hazard Town of Yorktown Building Department. Permit No. 20110001FD, dated 4/12/11. Owner: Creative Living Development, Inc. Section 6.14, Block 1, Lot 2. Proposed construction: sports fields. Total estimated cost of development: $2.5 million. Fee of $350 received the 4th day of April, 2011, signed by the Building Inspector. Page 1 of 2; page 2 not produced. Exhibit G-2 Building Permit No. 20110001FD Town of Yorktown Building Department. SBL 6.14-1-2. Zoned R1-80. File Date 4/12/2011. Project Description: "FLOOD DEVELOPMENT PERMIT FOR CONSTRUCTION OF BALLFIELDS." Type of Permit: FLOOD DEVELOPMENT. Signed William D. Gregory, Building Inspector. Exhibit G-3 Floodplain Development Permit Application No. 2012-2082FD Town of Yorktown Building Department. Date received 4-11-12; applicant and owner signatures dated 2-9-12. Section 6.14, Block 1, Lot 2. Proposed work: "Construction of (4) dugouts & (2) temp. membrane structures." Page 1 of 4; pages 2 through 4 not produced. Exhibit G-4 Building Permit No. 20120001FD Town of Yorktown Building Department. SBL 6.14-1-2. File Date 4/11/2012; Expiration Date 4/11/2013. Project Description: "FLOOD DEVELOPMENT PERMIT." Type of Permit: FLOOD DEVELOPMENT. Flood Development Fee $350.00. Signed John Winter, Building Inspector. Exhibit G-5 Floodplain Development Permit Application — 2013 Town of Yorktown Building Department. Date received 2-12-13. Address/location of proposed work: 3000 Navajo Street. Section 6.14, Block 1, Lot 2. Proposed work: "various permitted work in flood zone." Page 1 of 4; pages 2 through 4 not produced. Exhibit G-6 Building Permit No. 20130001FD Town of Yorktown Building Department. SBL 6.14-1-2. File Date 2/14/2013; Expiration Date 2/14/2014. Project Description: "FLOOD DEVELOPMENT." Type of Permit: FLOOD DEVELOPMENT. Flood Development Fee $350.00. Signed Joe Venitucci, Assistant Building Inspector. Exhibit G-7 Engineer’s Flood Certification to the Building Inspector, October 31, 2013 Letter to Mr. John Winter, Building Inspector, Town of Yorktown, re Navajo Fields — Creative Living. Copied to the Planning Board, Town Board, Planning Department, Engineering Department, Environmental Consultant, Creative Living Development, A. Capellini and S. Marino. The certification at Exhibit G-7 states that the then-proposed air supported dome structure on the South Field "will encroach within the flood boundary established by FEMA," that "[a]pproximately 2500 SF of the proposed structure will extend beyond the Zone “A” limit," that "[a] flood permit was previously issued for this project in conjunction with the original Wetland Permit in 2011," and that "[t]he encroachment as proposed will have no measurable or adverse effects on the flood zone nor will any changes be necessary to the information previously provided." The present application proposes no structure and no encroachment of any kind; it replaces the wearing surface of a field that is already there. Town Board Referral 144 Dorchester Drive STORMWATER MANAGEMENT PLAN & DRAINAGE ANALYSIS 144 Dorchester Avenue Proposed Pool & Alterations Town of Yorktown - New York September 16, 2026 Hudson Engineering & Consulting, P.C. 45 Knollwood Road – Suite 201 Elmsford, NY 10523 (914) 909-0420 Hudson Engineering & Consulting, P.C. Table of Contents 1) Narrative: a. Introduction b. Methodology c. Pre-Design Investigative Analysis d. Existing Condition e. Post-Developed Condition f. Water Quality Volume g. Construction Phase h. Construction Sequencing i. Erosion and Sediment Control Components j. Construction Practices to Minimize Stormwater Contamination k. Stormwater Management Facilities Maintenance Program l. Conclusion 2) Soils Map & Soils Data 3) Post-Development Analysis of the 100-year storm event 4) Water Quality Volume 5) Deep Hole & Percolation Test Results Hudson Engineering & Consulting, P.C. Narrative Hudson Engineering & Consulting, P.C. STORMWATER MANAGEMENT PLAN & DRAINAGE ANALYSIS 144 Dorchester Avenue Town of Yorktown - New York A. INTRODUCTION This Stormwater Pollution Prevention Plan (SWPPP) presents the proposed Best Management Practices (BMPs) to control erosion and sedimentation, and manage stormwater during the construction of a proposed pool, patio, addition and detached garage on a 2.08 acre parcel of land located at 144 Dorchester Avenue, Yorktown Heights in the Town of Yorktown, Westchester County, New York. This SWPPP consists of this narrative with enclosures and a plan set entitled: “Proposed Pool & Alterations – 144 Dorchester Avenue – Town of Yorktown, Westchester County – New York”, all as prepared by Hudson Engineering and Consulting, P.C., Elmsford, New York, latest date September 16, 2026. The plans have been prepared to meet the requirements of the New York State Department of Environmental Conservation and the Town of Yorktown. B. METHODOLOGY The stormwater analysis was developed utilizing the Soil Conservation Service (SCS) TR-20 methodologies (HydroCad®) to assist with the drainage analysis and design of the mitigating practice. The “Curve Number” (CN) value determination is based on soil type, vegetation and land use. See Soil Map & Report contained herein. The “Time of Concentration” (Tc) was determined as a direct entry of one-minute. The CN and Tc data is input into the computer model. The project site was modeled for the peak rate of runoff from the 100-year Type III – 24-hour storm event in the Post- Developed Condition. The stormwater management design is based on the NYSDEC “New York State Stormwater Management Design Manual”, latest edition and “Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMP'S”, by the Metropolitan Washington Council of Governments. Stormwater quality has been analyzed in accordance with the guidelines set forth in the New York State General Permit for Storm Water Discharge, GP-0-25-001. C. PRE-DESIGN INVESTIGATIVE ANALYSIS A pre-design investigative analysis was performed including a percolation test in the location shown on the plans. Percolation test was performed in the vicinity of the potential stormwater mitigation practice [TP-1] until a constant rate was achieved, the results are as follows: Hudson Engineering & Consulting, P.C. • TP-1: A percolation rate of 3.0-minutes per inch (20.0-inches per hour) was observed. A percolation rate of 10.0-inches per hour was utilized. One (1) deep test hole was excavated and labeled TP-1, as shown on the plan. • TP-1 was excavated to a depth of 102-inches. The test revealed brown sandy loam to the invert. No ledge rock or ground water were observed for the entire depth. • TP-1 was excavated to a depth of 90-inches. The test revealed topsoil to a depth of 6-inches, and silty sand to the invert. No ledge rock or ground water were observed for the entire depth. The deep test hole log and percolation test data sheets are attached. D. PRE-DEVELOPED CONDITION In the pre-developed condition, the site is characterized as sloping from west to east. The soil classification based upon USDA Web Soil Survey is a combination of Paxton fine sandy loam, 8-15% slopes and Ridgebury complex 3-8% slopes. The site vegetation can be characterized as lawn and landscaped. The site is located at the end of the cul-de-sac on Dorchester Avenue. The subject property consists of an existing single-family dwelling, deck, pool, patio, hot tub, retaining walls and asphalt driveway. In the pre-developed condition, the site is modeled as one Watershed denoted as Watershed 1, tributary to Design Point 1. Watershed 1 contains approximately 90,610 square feet, consisting of 9,160 sf of impervious area in the form of the existing dwelling, walkways, pool, patio, deck, walkways, asphalt driveway and retaining walls. The remaining 81,450 sf in Watershed 1 consists of grass areas in “C” soils. The weighted curve number (CN) value is calculated as 76 and the Time of Concentration (Tc) is calculated as 6.0 minutes. Overland flow from this watershed originates in the front yard and flows in an eastern direction eventually exiting the watershed at Design Point 1.. Pre-Developed Conditions 1- Year 10-Year 25-Year 100-Year cfs cfs cfs cfs DP-1 2.28 6.30 8.63 12.99 E. POST-DEVELOPED CONDITION In the Post-Developed Condition, the project site is modeled as two watersheds denoted as Watershed 1 & Watershed 2. Hudson Engineering & Consulting, P.C. Watershed 1 contains approximately 88,194 square feet, consisting of 8,172 sf of impervious area in the form of the existing dwelling, walkways, asphalt driveway, retaining walls and proposed pool, patio,. The remaining 80,022 sf in Watershed 1 consists of grass areas in “C” soils. The weighted curve number (CN) value is calculated as 76 and the Time of Concentration (Tc) is calculated as 6.0 minutes. Overland flow from this watershed originates in the front yard and flows in an eastern direction eventually exiting the watershed at Design Point 1. Watershed 2 contains approximately 2,416 square feet, consisting of impervious area in the form of the proposed gazebo, driveway extension, detached garage and a section of the proposed patio (sunken fire pit area). This watershed has a curve number (CN) value of 98 and a direct entry Time of Concentration (Tc) of 6.0 minutes. The stormwater runoff from this tributary area is conveyed via a comprehensive drainage system to six (6) Cultec Recharger® 330XLHD units set in one foot of gravel at the sides and 18-inches at the invert. The system is designed to fully accept (no release) the entire stormwater runoff volume for all storm events up to and including 100-year storm event from the watershed and ex-filtrate into the surrounding soil sub-strata. Post-Developed Conditions 1- Year 10-Year 25-Year 100-Year cfs cfs cfs cfs DP-1 2.22 6.13 8.40 12.64 SUMMARY OF FLOWS AT DESIGN LINE The peak runoff rates at DP-1 were calculated as follows: Flows at Design Point (DP-1) 1- Year 10-Year 25-Year 100-Year cfs cfs cfs cfs Pre- 2.28 6.30 8.63 12.99 Post- 2.22 6.13 8.40 12.64 Hudson Engineering & Consulting, P.C. F. WATER QUALITY VOLUME The Water Quality Volume (WQv) calculations were performed for all the proposed impervious areas for Watershed 2: (WATERSHED 2) P=90%Rainfall 2.79 Ai =2,416 Ai =0.0555 At =2,416 At =0.0555 I = 100.00% Rv= Rv=0.950 Rv=0.950 Rainfall =2.89 -inches →535.00 cubic feet OKAY 50% Pre-Treatment OKAY acre-feet =267.50 cubic feet Proposed =278.37 cubic feet WQv=(P x Rv x At) 50%WQv=0.006141 533.63 OKAY -inches Impervious Area =-square feet Tributary Area =-square feet -acres -acres % Impervious = cubic feet12 0.05+0.009(I); where I = Percent Impervious written as a percent (0.40 minimum) cubic feet535.00Proposed = =0.01225 acre-feet = The Water Quality Volume (WQv) from the proposed impervious areas results in 533.63 cubic feet. The total water quality volume is equal to a 2.89-inch storm event from Watershed 2. The proposed isolation row consisting of three (3) Cultec Recharger® 330XLHD units provides a total storage volume of 278.37 cubic feet. The isolation row will provide 50% pretreatment of the water quality volume. The total Hudson Engineering & Consulting, P.C. storage volume provided by the six (6) Cultec Recharger® 330XLHD is equal to 556.74 cubic feet. All runoff is initially directed to the isolation row. For storm events greater than the water quality volume, a 6-inch manifold pipe is installed 24-inches above the isolation row outlet and discharges to the remaining Cultec 330XLHD Rechargers. The system is fully capable of storing the full water quality volume without exfiltration. G. CONSTRUCTION PHASE During the construction phase of the project, a sediment and erosion control plan shall be implemented in accordance with the NYSDEC Standards and Specifications for Erosion and Sediment Controls (2015). The primary goals of the sediment and erosion control plan are to prevent the tracking of dirt and mud onto adjacent roads, to prevent mud and silt from entering existing and proposed drainage facilities, and to protect the receiving waters from contamination during the construction. During construction, the party responsible for implementing the temporary (during construction) Stormwater Management facilities Maintenance Program will be the owner. Contact information will be filed with the Town/Village. A New York State Professional Engineer or Certified Professional in Erosion and Sediment Control (P.E. or CPESC) shall conduct an assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment controls shown on the plan have been adequately installed and/or implemented to ensure overall preparedness of the site for construction. Following the commencement of construction, site inspections shall be conducted by the P.E. or CPESC at least every 7 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater. *A trained contractor must inspect erosion and sediment control practices in active work areas daily. During each inspection, the representative shall record the following: 1. On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14-day period. 2. Indicate on a site map all areas of the site that have undergone temporary or permanent stabilization. 3. Indicate all disturbed site areas that have not undergone active site work during the previous 14-day period. 4. Inspect all sediment control practices and record approximate degree of sediment accumulation as a percentage of the sediment storage volume. 5. Inspect all erosion and sediment control practices and record all maintenance requirements. Identify any evidence of rill or gully erosion Hudson Engineering & Consulting, P.C. occurring on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive deposition of sediment or ponding water along the barrier. Record the depth of sediment within containment structures and any erosion near outlet and overflow structures. 6. All identified deficiencies. The construction manager shall maintain a record of all inspection reports in a site logbook. The site logbook shall be maintained on-site and be made available to the Town of New Castle and/or the NYSDEC. A summary of the site inspection activities shall be posted monthly in a publicly accessible location at the site. H. CONSTRUCTION SEQUENCING The following erosion control schedule shall be utilized: 1. Place orange construction fencing around areas to be used for ex- filtration to avoid compaction. 2. Install a construction entrance to the development area. 3. Establish construction staging area. 4. Selective vegetation removal for silt fence installation. 5. Install silt fence down slope of all areas to be disturbed as shown on the plan. 6. Remove trees where necessary (clear & grub) for the proposed construction. 7. Strip topsoil and stockpile at the locations specified on the plans (up gradient of erosion control measures). Temporarily stabilize topsoil stockpiles (hydroseed during May 1st through October 31st planting season or by covering with a tarpaulin(s) November 1st through April 30th. Install silt fence around the toe of the slope. 8. Demolish any existing site features and/or structures noted as being removed from the construction documents and dispose of off-site. 9. Rough grade site. 10. Install additional silt fence, as necessary. 11. Excavate and construct pool. 12. Excavate and install exfiltration gallery per manufacturer’s recommendations and requirements. The exfiltration system shall be Hudson Engineering & Consulting, P.C. temporarily plugged until the completion of construction and the site is stabilized. 13. Install drainage work tributary including all pretreatment devices, catch basins and piping. 14. Construct patio. 15. Unplug previously installed exfiltration system. Install and connect all roof drain leaders and drainage structures to the exfiltration gallery. 16. Install 4”-6” topsoil, fine grade, seed the entire project site and install landscape plantings. Spread salt hay over seeded areas. 17. Clean drain lines, catch basins and pretreatment devices. Clean exfiltration/attenuation galleries. Ensure grass stand is achieved. 18. Remove construction entrance and restore disturbed area. 19. Remove all temporary soil erosion and sediment control measures after the site is stabilized with vegetation. * Soil erosion and sediment control maintenance must occur weekly and prior to and after every ½” or greater rainfall event. I. EROSION AND SEDIMENT CONTROL COMPONENTS The primary aim of the soil and sediment control measures is to reduce soil erosion from areas stripped of vegetation during and after construction and to prevent silt from reaching the off-site drainage structures and downstream properties. As outlined in the Construction Sequencing schedule, the Sediment and Erosion Control Components are an integral component of the construction sequencing and will be implemented to control sedimentation and re-establish vegetation. Planned erosion and sedimentation control practices during construction include the installation, inspection and maintenance of the inlet protection, soil stockpile areas, diversion swales and silt fencing. General land grading practices, including land stabilization and construction sequencing, are also integrated into the Sediment and Erosion Control Plan. Dust control is not expected to be a problem due to the limited area of exposure, the undisturbed perimeter of trees around the project area and the brief time of exposure. Should excessive dust be generated, it will be controlled by sprinkling. All proposed soil erosion and sediment control practices have been designed in accordance with the following publications: Hudson Engineering & Consulting, P.C. ▪ New York State Department of Environmental Conservation Standards and Specifications for Erosion and Sediment Controls (2015). ▪ New York State General Permit for Stormwater Discharges, GP-0-25- 001 (General permit). ▪ “Reducing the Impacts of Stormwater Runoff from New Development,” as published by the New York State Department of Environmental Conservation (NYSDEC), second edition, April 1993. The proposed soil erosion and sediment control devices include the planned erosion control practices outlined below. Maintenance procedures for each erosion control practice have also been outlined below. • SILT FENCE Silt fence (geo-textile filter cloth) shall be placed in locations depicted on the approved plans. The purpose of the silt fence is to reduce the velocity of sediment laden stormwater from small drainage areas and to intercept the transported sediment load. In general, silt fence shall be used at the toe of slopes or intermediately within slopes where obvious channel concentration of stormwater is not present. Maintenance Silt fencing shall be inspected at a minimum of once per week and prior to and within 24 hours following a rain event ½” or greater. Inspections shall include ensuring that the fence material is tightly secured to the woven wire, and the wire is secured to the wood posts. In addition, overlapping filter fabric shall be secured and the fabric shall be maintained a minimum of six (6) inches below grade. If any “bulges” develop in the fence, that section of fence shall be replaced within 24 hours with a new fence section. Any sediment built-up against the fence shall be removed within 24 hours and deposited on- site a minimum of 100 feet outside of any wetland or watercourse. The installation of silt fencing will be maintained or replaced until the fencing is no longer necessary. Once the site is stabilized, all silt fences shall be removed. The immediate area occupied by the silt fence will be shaped to an acceptable grade and stabilized. • GENERAL LAND GRADING The intent of the Erosion & Sediment Control Plan is to control disturbed areas such that soil is protected from erosion by temporary methods and by permanent vegetation. Where practicable, all cut and fill slopes shall be kept to a maximum slope of 2:1. In the event that a slope must exceed a 2:1 slope, it will be stabilized with stone riprap. On fill slopes, all material will be placed in layers not to exceed 12 inches in depth and adequately compacted. Hudson Engineering & Consulting, P.C. Diversion swales shall be constructed on the top of all fill embankments to divert any overland flows away from the fill slopes. • SURFACE STABILIZATION All disturbed areas will be protected from erosion with the use of vegetative measures (i.e., grass seed mix, sod) hydro mulch netting or hay. When activities temporarily cease during construction, soil stockpiles and exposed soil should be stabilized by seed, mulch or other appropriate measures within 7 days after construction activity has ceased, or 24 hours prior to a rain event ½” or greater. All seeded areas will be re-seeded areas as necessary and mulched according to the site plan to maintain a vigorous, dense vegetative cover, Erosion control barriers (silt fencing) shall be placed around exposed areas during construction. Where exposed areas are immediately uphill from a wetland or watercourse, the erosion control barrier will consist of double rows of silt fencing. Any areas stripped of vegetation during construction will be vegetated and/or mulch, but in no case more than 14 days to prevent erosion of the exposed soils. And topsoil removed during construction will be temporarily stockpiled for future use in grading and landscaping. As mentioned above, temporary vegetation will be established to protect exposed soil areas during construction. If growing conditions are not suitable for the temporary vegetation, mulch will be used to the satisfaction of the Town Engineer. Materials that may be used for mulching include straw, hay, salt hay, wood fiber, synthetic soil stabilizers, mulch netting, sod or hydro mulch. In site areas where significant erosion potential exists (steep slopes) and where specifically directed by the Town’s representative, Curlex Excelsior erosion control blankets (manufactured by American Excelsior or approved equal) shall be installed. A permanent vegetative cover will be established upon completion of construction of those areas that have been brought to finish-grade and to remain undisturbed. • SOIL RESTORATION REQUIREMENTS Type of Soil Disturbance Soil Restoration Requirements Comments/Example No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing & grubbing Areas where topsoil is stripped only – no change in grade Apply 6-inches of topsoil Protect area from any ongoing construction activities Areas of cut or fill Aerate and apply 6 inches of topsoil Apply full Soil Restoration Hudson Engineering & Consulting, P.C. Heavy traffic areas on site (decompaction and compost enhancement) Areas where Runoff Reduction and/or Infiltration practices are applied Restoration is not required but may be applied Keep construction equipment from crossing these areas. To protect newly installed practice from any ongoing construction activities construct a single-phase operation fence area Redevelopment projects Soil Restoration is required on redevelopment projects in areas where existing impervious area will be converted to pervious area Soil Restoration Techniques During periods of relatively low to moderate subsoil moisture, the disturbed subsoils are returned to rough grade and the following Soil Restoration steps applied: 1. Apply 3 inches of compost over subsoil. 2. Till compost into subsoil to a depth of at least 12 inches using a cat-mounted ripper, tractor-mounted disc, or tiller, mixing and circulating air and compost into subsoils. 3. Rock-pick until uplifted stone/rock materials of 4 inches and larger size are cleaned off the site. 4. Apply Topsoil to a depth of 6 inches. 5. Vegetate as required by the approved plan. • Temporary Stabilization (May 1st through October 31st planting season) The following seeding application should be used depending on the time of year. • Spring/summer or early fall, seed the area with ryegrass (annual or perennial) at 30 lbs. per acre (Approximately 0.7 lb/1000 sq. ft. or use 1 lb/1000 sq. ft.). • Late fall or early winter, seed Certified ‘Aroostook’ winter rye (cereal rye) at 100 lbs. per acre (2.5 lbs/1000 sq. ft.). Hudson Engineering & Consulting, P.C. • Permanent Stabilization (May 1st through October 31st planting season) 1. Provide a minimum of four (4) inches of topsoil for all new lawn areas. Top dress all existing disturbed lawn areas with two (2) inches of topsoil. 2. Grass seed shall be evenly sown by mechanical seeder at a rate of 3.0- 4.0 pounds per 1,000 square feet. 3. Fine rake, roll and water to a depth of one inch all seeded areas. 4. Apply air-dried hay or straw mulch to provide 90% coverage of surface (approximately 90 lbs. per 1,000 sf). Use small grain straw where mulch is maintained for more than three months. 5. Contractors shall provide, at their own expense, protection against trespassing and other damage to lawn areas. 6. Lawn seed mix shall include: a. General Recreation areas and lawns: • 65% Kentucky Bluegrass blend • 20% Perennial Rye • 15% Fine fescue Sod may be used as an alternative to seeding in select areas. Slow-release fertilizers will be applied by hand to horticultural plantings as part of regular horticultural maintenance program and shall be limited to a single spring application. • Winter Stabilization (November 15th through April 1st) 1. Prepare a snow management plan with adequate storage for snow and control of melt water, requiring cleared snow to be stored in a manner that does not affect ongoing construction activities. 2. Enlarge and stabilize access points to provide for snow management and stockpiling. Snow management activities must not destroy or degrade installed erosion and sediment control practices. 3. A minimum 25-foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes that are visible above the snowpack. 4. Edges of disturbed areas that drain to a waterbody within 100 feet will have 2 rows of silt fence, 5 feet apart, installed on the contour. Hudson Engineering & Consulting, P.C. 5. Drainage structures must be kept open and free of snow and ice dams. All debris, ice, dams, or debris from plowing operations that restrict the flow of runoff and meltwater, shall be removed. 6. Sediment barriers must be installed at all appropriate perimeter and sensitive locations. Silt fence and other practices requiring earth disturbance must be installed before the ground freezes. 7. Soil stockpiles must be protected using established vegetation, anchored straw mulch, rolled stabilization matting, or other durable covering. A barrier must be installed at least 15 feet from the top of the stockpile to prevent soil migration and to capture loose soil. 8. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures should be initiated by the end of the next business day and completed within three (3) days. Rolled erosion control blankets must be used on all slopes 3 horizontal to 1 vertical or steeper. 9. If straw mulch alone is used for temporary stabilization, it shall be applied at double the standard rate of 2 tons per acre, making the application rate 4 tons per acre. Other manufactured mulch should be applied at double the manufacturer's recommended rate. 10. To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil should be stabilized at the end of each workday unless: a. Work will resume within 24 hours in the same area and no precipitation is forecast or; b. The work is in disturbed areas that collect and retain runoff, such as open utility trenches, foundation excavations, or water management areas. 11. Use stone paths to stabilize access perimeters of buildings under construction and areas where construction vehicle traffic is anticipated. Stone paths should be a minimum 10 feet in width but as wide as necessary to accommodate equipment. J. CONSTRUCTION PRACTICES TO MINIMIZE STORMWATER CONTAMINATION Adequate measures shall be taken to minimize contaminant particles arising from the discharge of solid materials, including building materials, grading operations, and the reclamation and placement of pavement, during project construction, including but not limited to: Hudson Engineering & Consulting, P.C. • Building materials, garbage, and debris shall be cleaned up daily and deposited into dumpsters, which will be periodically removed from the site and appropriately disposed of. • Dump trucks hauling material from the construction site will be covered with a tarpaulin. • The paved street adjacent to the site entrance will be swept daily to remove excess mud, dirt, or rock tracked from the site. • Petroleum products will be stored in tightly sealed containers that are clearly labeled. • All vehicles on site will be monitored for leaks and receive regular preventive maintenance to reduce the chance of leakage. • All spills will be cleaned up immediately upon discovery. Spills large enough to reach the storm system will be reported to the National Response Center at 1-800-424-8802. • Materials and equipment necessary for spill cleanup will be kept in the temporary material storage trailer onsite. Equipment will include, but not be limited to, brooms, dust pans, mops, rags, gloves, goggles, kitty litter, sand, saw dust, and plastic and metal trash containers. • All paint containers and curing compounds will be tightly sealed and stored when not required for use. Excess paint will not be discharged to the storm system but will be properly disposed of according to the manufacturer’s instructions. • Sanitary waste will be collected from portable units a minimum of two times a week to avoid overfilling. • Any asphalt substances used on-site will be applied according to the manufacturer's recommendation. • Fertilizers will be stored in a covered shed and partially used bags will be transferred to a sealable bin to avoid spills and will be applied only in the minimum amounts recommended by the manufacturer and worked into the soil to limit exposure to stormwater. • No disturbed area shall be left un-stabilized for longer than 14 days during the growing season. • When erosion is likely to be a problem, grubbing operations shall be scheduled and performed such that grading operations and permanent erosion control features can follow within 24 hours thereafter. Hudson Engineering & Consulting, P.C. • As work progresses, patch seeding shall be done as required on areas previously treated to maintain or establish protective cover. • Drainage pipes and swales/ditches shall be constructed in a sequence from outlet to inlet to stabilize outlet areas and ditches before water is directed to the new installation or any portion thereof unless conditions unique to the location warrant an alternative method. Spill Control & Spill Response: • For all hazardous materials stored on site, the manufacturer’s recommended methods for spill clean-up will be clearly posted. Site personnel will be made aware of the procedures, and the locations of the information and cleanup supplies. • Appropriate cleanup materials and equipment will be maintained by the Contractor in the materials storage area on-site. As appropriate, equipment and materials may include items such as booms, dust pans, mops, rags, gloves, goggles, kitty litter, sand, sawdust, and plastic and metal trash containers specifically for clean-up purposes. • All spills will be cleaned immediately after discovery and the materials disposed of properly. • The spill area will be kept well-ventilated, and personnel will wear appropriate protective clothing to prevent injury from contact with a hazardous substance. • After a spill, a report will be prepared describing the spill, what caused it, and the cleanup measures taken. The spill prevention plan will be adjusted to include measures to prevent this type of spill from reoccurring, as well as clean up instructions in the event of reoccurrences. • The Contractor’s site superintendent, responsible for day-to-day operations, will be the spill prevention and cleanup coordinator. The Contractor is responsible for ensuring that the site superintendent has had appropriate training for hazardous materials handling, spill management, and cleanup. • The Contractor’s site superintendent will be notified immediately when a spill or the threat of a spill is observed. The superintendent will assess the situation and determine the appropriate response. • If spills represent an imminent threat of escaping erosion and sediment controls and entering receiving waters, personnel will be directed to respond immediately to contain the release and notify the superintendent after the situation has been stabilized. • Spill kits containing appropriate materials and equipment for spill response and cleanup will be maintained by the Contractor at the site. Hudson Engineering & Consulting, P.C. • If oil sheen is observed on surface water, action will be taken immediately to remove the material causing the sheen. The Contractor will use appropriate materials to contain and absorb the spill. The source of the oil sheen will also be identified and removed or repaired as necessary to prevent further releases. • If a spill occurs the superintendent or the superintendent’s designee will be responsible for completing the spill reporting form and for reporting the spill to the contacts listed below. • Personnel with primary responsibility for spill response and clean-up will receive training from the Contractor’s site superintendent or designee. The training must include identifying the location of the spill kits and other spill response equipment and the use of spill response materials. • Spill response equipment will be inspected and maintained as necessary to replace any materials used in spill response activities. Spill Control Notification: • A reportable spill is a quantity of five (5) gallons or more or any spill of oil which: (1) violates water quality standards, (2) produces a” sheen” on a surface water, or (3) causes a sludge or emulsion. This spill must be reported immediately to the agencies listed below. • Any spill of oil or hazardous substance to the waters of the state must be reported immediately by telephone to the following agencies: − 911 – Police, Fire and EMS − Yorktown Building Department 363 Underhill Avenue Yorktown Heights, NY 10598 Phone: (914) 962-5722 x233 − Yorktown Police Department 1 Captain Kenneth Sgroi Plaza Yorktown Heights, NY 10598 Phone: (914) 962-4141 − Yorktown Fire Department 1916 Commerce Street Yorktown Heights, NY 10598 Phone: (914) 962-2148 − NYS Department of Environmental Conservation (NYSDEC) Spill Reporting Hotline (1800) 457–7362 − National Response Center: (1800) 424-8802 Hudson Engineering & Consulting, P.C. − Local Emergency Planning Committee (LEPC) Westchester County Office of Emergency Management 200 Bradhurst Avenue Hawthorne, NY 10532 (914) 864–5450 − Westchester County Department of Health (WCDOH) Spill Reporting Hotline (914) 813-5000 − U.S. Environmental Protection Agency (USEPA) EPCRA Information Hotline 1(800) 535–0202 − U.S. Department of Labor and Occupational Safety and Health Administration (OSHA) Tarrytown, NY (914) 524–7510 K. STORMWATER MANAGEMENT FACILITIES MAINTENANCE PROGRAM The following maintenance plan has been developed to maintain the proper function of all drainage and erosion and sediment control facilities: • Erosion & Sediment Control Maintenance: During the construction of the project, the site erosion and sediment control measures as well as the project superintendent will inspect basin embankments and outlet structures once a week and/or within 24 hours following a rainstorm ½” or greater. Any repairs required shall be performed in a timely manner. All sediment removal and/or repairs will be followed within 24 hours by re-vegetation. Remove sediment and correct erosion by re- seeding eroded areas and gullies within 7 days. • General Stormwater Facilities Maintenance (Storm Sewer, Catch Basins/Drain Inlets, Manholes, Pre-treatment Device and Subsurface Infiltration System) All stormwater facilities shall be inspected immediately after completion of construction, and then monthly for the first three (3) months following the completion of the Project. Within the first three (3) months, inspections shall be performed immediately following a large storm event (i.e., producing 1/2" (one-half inch) of rain or more. Thereafter, these facilities shall be inspected as described as follows. Upon inspection, facilities should be immediately maintained and/or cleaned as may be required. Any site area exhibiting soil erosion of any kind shall be immediately restored and stabilized with vegetation, mulch or stone, depending on the area to be stabilized. Hudson Engineering & Consulting, P.C. Upon each inspection, all visible debris including, but not limited to, twigs, leaf and forest litter shall be removed from the swales, overflow discharge points and frames and grates of drainage structures. • Sumps − Catch Basin/Drain Inlets and Drain Manholes All catch basin/drain inlets and drain utility holes with sumps have been designed to trap sediment prior to its transport to the infiltration practice and downstream. These sumps will require periodic inspection and maintenance to ensure that adequate depth is maintained within the sumps. All sums shall be inspected once per month for the first three (3) months (after drainage system has been put into service). Thereafter, all sumps shall be inspected every four (4) months. The Owner, or their duly authorized representative, shall take measurements of the sump depth. If sediment has accumulated to 1/2 (one-half) the depth of the sump, all sediment shall be removed from the sump. Sediments can be removed with hand-labor or with a vacuum truck. The use of road salt shall be minimized for maintenance of roadway and driveway areas. • Subsurface Attenuation/Exfiltration Gallery: The subsurface infiltration chambers shall be inspected immediately after construction. Thereafter, the attenuation/exfiltration gallery shall be inspected every six (6) months (Spring and Fall) for excess sediment accumulation. During dry weather conditions, when sediment has accumulated to an average depth exceeding 3" (three inches), the gallery shall be water jetted clean, and all accumulated sediments shall be vacuumed out or removed manually. A stadia rod may be inserted to determine the depth of the sediment. L. CONCLUSION The stormwater management plan proposed meets and exceeds all the requirements set forth by the Town of Yorktown and the New York State Department of Environmental Conservation (NYSDEC) for redevelopment projects with new development. Design modification requirements that may occur during the approval process, will be performed and submitted for review to the Town of Yorktown. D O R C H E S T E R D R H A N O V E R S T CH A T H A M L N Meta l F e n c e Stone W a l l 2 8 . 4 8 ' 92.52' D r o p Cu r b Drop Curb Edge ofAsph a l t Drive Asph a l t D r i v e Row o f E v e r g r e e n s Tax ID 4 8 . 1 1 - 3 - 7 1 Area = 9 0 , 6 1 0 . 4 0 6 S . F . = 2.080 A c r e s Filed M a p L o t 5 . 7 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 6 9 Now or F o r m e r l y Dawn M . T i n g e r Filed M a p L o t 5 . 6 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 4 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 4 F.M.#30003 Tax ID 4 8 . 1 1 - 3 - 6 3 Now or F o r m e r l y Steven B e n i t e z & Christ a T s c h e r n k o w i t s c h 20' WID E D R A I N A G E E A S E M E N T AS PER F I L E D M A P # 2 7 0 6 4 2 Story Frame Residence#144 Stone R e t a i n i n g W a l l 35 . 3 8 ' Pa v i n g S t o n e W a l k W / S t o n e C u r b Stone W a l l Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e S t o n e R e t a i n i n g W a l l Wo o d D e c k & S t e p s Roof OverDeck Paving Stone Ga t e Me t a l F e n c e Paving S t o n e Patio In-Grou n d Pool Hot Tub Paving S t o n e Patio AC's Asphalt D r i v e Sto n e W a l l Sto n e W a l l Sto n e W a l l Ston e W a l l STO R M W A T E R M A N A G E M E N T B A S I N AS P E R F I L E D M A P # 2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 5 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 5 F.M.#30003100.00' 7 7 . 3 9 ' 85 . 6 1 ' 142. 5 6 ' 1 3 . 8 6 ' Stone Retainin g W a l l SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=550 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof O v e r Flag. P a t i o Propan e T a n k s on Con c . P a d Generat o r Manhol e Chain Li n k F e n c e Stone R e t . Wall Concre t e Lid Metal Fence Chain Li n k Fence Conc. Steps Conc.Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Stake W / Tack Set Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t Approxi m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed Ma p 2 7 0 6 4 Approx i m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed M a p 2 7 0 6 4 Approxi m a t e L o c a t i o n of Wetl a n d s " C " p e r Filed M a p 2 7 0 6 4 HUDSON C-1 HUDSON C-2 Stone W a l l 2 8 . 4 8 ' 92.52' D r o p Cu r b Drop Curb Edge ofAsph a l t Drive Asph a l t D r i v e Row o f E v e r g r e e n s Tax ID 4 8 . 1 1 - 3 - 7 1 Area = 9 0 , 6 1 0 . 4 0 6 S . F . = 2.080 A c r e s Filed M a p L o t 5 . 7 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 6 9 Now or F o r m e r l y Dawn M . T i n g e r Filed M a p L o t 5 . 6 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 4 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 4 F.M.#30003 Tax ID 4 8 . 1 1 - 3 - 6 3 Now or F o r m e r l y Steven B e n i t e z & Christ a T s c h e r n k o w i t s c h 20' WID E D R A I N A G E E A S E M E N T AS PER F I L E D M A P # 2 7 0 6 4 2 Story Frame Residence#144 Stone R e t a i n i n g W a l l 35 . 3 8 ' Pa v i n g S t o n e W a l k W / S t o n e C u r b Stone W a l l Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e AC's Asphalt D r i v e Sto n e W a l l Sto n e W a l l Sto n e W a l l Ston e W a l l STO R M W A T E R M A N A G E M E N T B A S I N AS P E R F I L E D M A P # 2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 5 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 5 F.M.#30003100.00' 1 3 . 8 6 ' Stone Retainin g W a l l SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=550 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof O v e r Flag. P a t i o Propan e T a n k s on Con c . P a d Generat o r Manhol e Chain Li n k F e n c e Concre t e Lid Chain Li n k Fence Conc.Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Stake W / Tack Set Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t Approxi m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed Ma p 2 7 0 6 4 Approx i m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed M a p 2 7 0 6 4 Approxi m a t e L o c a t i o n of Wetl a n d s " C " p e r Filed M a p 2 7 0 6 4 PROPOSED POOL EL. 543.09± PROPOSED GAZEBO SPA PROPOSED GARAGE EL. 536.09± HUDSON C-3 Stone W a l l 2 8 . 4 8 ' 92.52' D r o p Cu r b Drop Curb Edge ofAsph a l t Drive Asph a l t D r i v e Row o f E v e r g r e e n s Tax ID 4 8 . 1 1 - 3 - 7 1 Area = 9 0 , 6 1 0 . 4 0 6 S . F . = 2.080 A c r e s Filed M a p L o t 5 . 7 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 6 9 Now or F o r m e r l y Dawn M . T i n g e r Filed M a p L o t 5 . 6 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 4 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 4 F.M.#30003 Tax ID 4 8 . 1 1 - 3 - 6 3 Now or F o r m e r l y Steven B e n i t e z & Christ a T s c h e r n k o w i t s c h 20' WID E D R A I N A G E E A S E M E N T AS PER F I L E D M A P # 2 7 0 6 4 2 Story Frame Residence#144 Stone R e t a i n i n g W a l l 35 . 3 8 ' Pa v i n g S t o n e W a l k W / S t o n e C u r b Stone W a l l Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e AC's Asphalt D r i v e Sto n e W a l l Sto n e W a l l Sto n e W a l l Ston e W a l l STO R M W A T E R M A N A G E M E N T B A S I N AS P E R F I L E D M A P # 2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 5 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 5 F.M.#30003100.00' 1 3 . 8 6 ' Stone Retainin g W a l l SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=550 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof O v e r Flag. P a t i o Propan e T a n k s on Con c . P a d Generat o r Manhol e Chain Li n k F e n c e Concre t e Lid Chain Li n k Fence Conc.Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Stake W / Tack Set Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t Approxi m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed Ma p 2 7 0 6 4 Approx i m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed M a p 2 7 0 6 4 Approxi m a t e L o c a t i o n of Wetl a n d s " C " p e r Filed M a p 2 7 0 6 4 PROPOSED POOL EL. 543.09± PROPOSED GAZEBO SPA PROPOSED GARAGE EL. 536.09± HUDSON C-4 HUDSON C-5 GENERAL NOTES D O R C H E S T E R D R H A N O V E R S T CH A T H A M L N Meta l F e n c e Stone W a l l 2 8 . 4 8 ' 92.52' D r o p Cu r b Drop Curb Edge ofAsph a l t Drive Asph a l t D r i v e Row o f E v e r g r e e n s Tax ID 4 8 . 1 1 - 3 - 7 1 Area = 9 0 , 6 1 0 . 4 0 6 S . F . = 2.080 A c r e s Filed M a p L o t 5 . 7 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 6 9 Now or F o r m e r l y Dawn M . T i n g e r Filed M a p L o t 5 . 6 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 4 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 4 F.M.#30003 Tax ID 4 8 . 1 1 - 3 - 6 3 Now or F o r m e r l y Steven B e n i t e z & Christ a T s c h e r n k o w i t s c h 20' WID E D R A I N A G E E A S E M E N T AS PER F I L E D M A P # 2 7 0 6 4 2 Story Frame Residence#144 Stone R e t a i n i n g W a l l 35 . 3 8 ' Pa v i n g S t o n e W a l k W / S t o n e C u r b Stone W a l l Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e S t o n e R e t a i n i n g W a l l Wo o d D e c k & S t e p s Roof OverDeck Paving Stone Ga t e Me t a l F e n c e Paving S t o n e Patio In-Grou n d Pool Hot Tub Paving S t o n e Patio AC's Asphalt D r i v e Sto n e W a l l Sto n e W a l l Sto n e W a l l Ston e W a l l STO R M W A T E R M A N A G E M E N T B A S I N AS P E R F I L E D M A P # 2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 5 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 5 F.M.#30003100.00' 7 7 . 3 9 ' 85 . 6 1 ' 142. 5 6 ' 1 3 . 8 6 ' Stone Retainin g W a l l SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=550 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof O v e r Flag. P a t i o Propan e T a n k s on Con c . P a d Generat o r Manhol e Chain Li n k F e n c e Stone R e t . Wall Concre t e Lid Metal Fence Chain Li n k Fence Conc. Steps Conc.Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Stake W / Tack Set Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t Approxi m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed Ma p 2 7 0 6 4 Approx i m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed M a p 2 7 0 6 4 Approxi m a t e L o c a t i o n of Wetl a n d s " C " p e r Filed M a p 2 7 0 6 4 HUDSON C-1 HUDSON C-2 Meta l F e n c e Stone W a l l 2 8 . 4 8 ' 92.52' D r o p Cu r b Drop Curb Edge ofAsph a l t Drive Asph a l t D r i v e Row o f E v e r g r e e n s Tax ID 4 8 . 1 1 - 3 - 7 1 Area = 9 0 , 6 1 0 . 4 0 6 S . F . = 2.080 A c r e s Filed M a p L o t 5 . 7 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 6 9 Now or F o r m e r l y Dawn M . T i n g e r Filed M a p L o t 5 . 6 F.M. #2 7 0 6 4 Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 4 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 4 F.M.#30003 Tax ID 4 8 . 1 1 - 3 - 6 3 Now or F o r m e r l y Steven B e n i t e z & Christ a T s c h e r n k o w i t s c h 20' WID E D R A I N A G E E A S E M E N T AS PER F I L E D M A P # 2 7 0 6 4 2 Story Frame Residence#144 Stone R e t a i n i n g W a l l 35 . 3 8 ' Pa v i n g S t o n e W a l k W / S t o n e C u r b Stone W a l l Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e Ga t e Me t a l F e n c e AC's Asphalt D r i v e Sto n e W a l l Sto n e W a l l Sto n e W a l l Ston e W a l l STO R M W A T E R M A N A G E M E N T B A S I N AS P E R F I L E D M A P # 2 7 0 6 4 Tax ID 4 8 . 0 8 - 1 - 4 . 5 Now or F o r m e r l y John & E l a i n e K i n c a r t Filed M a p L o t 4 . 5 F.M.#30003100.00' 1 3 . 8 6 ' Stone Retainin g W a l l SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=550 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof O v e r Flag. P a t i o Propan e T a n k s on Con c . P a d Generat o r Manhol e Chain Li n k F e n c e Concre t e Lid Metal Fence Chain Li n k Fence Conc.Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Stake W / Tack Set Iron Pin Set Stake W / Tack Se t Iron Pin Set Stake W / Tack Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t Approxi m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed Ma p 2 7 0 6 4 Approx i m a t e L o c a t i o n of 100' W e t l a n d s B u f f e r p e r Filed M a p 2 7 0 6 4 Approxi m a t e L o c a t i o n of Wetl a n d s " C " p e r Filed M a p 2 7 0 6 4 PROPOSED POOL EL. 543.09± PROPOSED GAZEBO SPA HUDSON C-1 PROJECT/ CLIENT: 144 DORCHESTER 06/24/2026 202612 AS AS All rights reserved. All drawings, specifications and copies thereof furnished are and shall remain the property of OMNI Consulting Group, LLC and are not to be used on this or any other project without written consent from OMNI Consulting Group, LLC. ISSUE DESCRIPTION DATE OMNI Consulting Group, LLC 43 UNION AVENUE HARRISON NY 10528 (P) 646.460.5557 DATE: PROJECT NO: DRAWING BY: CHK BY: DWG NO: PROJECT/ CLIENT: TITLE DOB JOB NUMBER 1 SCHEMATIC PLAN 06/24/2026 YORKTOWN HEIGHTS NY 10598 ARCHITECT OF RECORD KRISTEN E. ABRUZZESE, R.A. N.Y.S. LICENSE NO. 043491 KRISTEN E. ABRUZZESE, R.A. A R C H I T E C T 8 8 5 S M I T H T O W N A V E N U E B O H E M I A , N Y 1 1 7 1 6 T E L. 9 1 7. 4 9 9. 8 4 5 0 E : OFFICIAL DOB APPROVAL STAMP/ SIGNATURE PROFESSIONAL STAMP/ SIGNATURE DESIGN CONSULTANT 2 ISSUED FOR PERMIT 07/02/2026 2 OF 3 PROPOSED SITE PLAN G-100.00 144 DORCHESTER DRIVE YORKTOWN HEIGHTS, NY 10598 -POOL SITE PLAN- DRAWING LIST RELOCATE EXISTING POOL SCOPE OF WORK 1 G-100.00 COVER, LEGEND, DRAWING LIST 2 A-100.00 SITE PLAN 3 P-100.00 POOL DRAWING 2025 ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE COMPLIANCE NOTE: TO THE BEST OF THIS ARCHITECT'S KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE PLANS AND SPECIFICATIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE 2025 ECCNYS CODE. A.C. AIR CONDITIONING A.D. AREA DRAIN A.C.T. ACOUSTIC TILE CEILING A.F.F. ABOVE FINISHED FLOOR ALUM. ALUMINUM A.N. AS NOTED APT. APARTMENT B. BATHROOM B.C. BRICK COURSE BLDG. BUILDING BLK. BLOCK BM. BEAM BOTT. BOTTOM BR. BRICK B.S.A. BOARD OF STANDARDS AND APPEALS. B.T. BATH TUB CAB. CABINET CEM.ASB. CEMENT ASBESTOS C.H. CONCRETE HARDENER C.J. CONSTRUCTION JOINT CL. CLOSET CL'G. CEILING CM CARBON MONOXIDE DETECTOR C.M.T. CORRUGATED METAL BRICK TILE COL. COLUMN CONC. CONCRETE CONT. CONTINUOUS CONV. CONVECTOR CPT. CARPET C.R. CEILING REGISTER C.S. CAST STONE C.T. CERAMIC TILE C.W. COLD WATER D. DIAMETER D.E. DRYER EXHAUST DET. DETAIL D.L. DOUBLE LAYER DN. DOWN D.W. DISH WASHER DWG. DRAWING E.C. ESTABLISHED GRADE E.H. ELECTRIC HEATER E.J. EXPANSION JOINT ELEC. ELECTRIC ELEV. ELEVATION EQ. EQUAL E.W.P.M. ELASTOMERIC WATERPROOF MEMBRANE F. FOYER F.A.I. FRESH AIR INTAKE F.D. FLOOR DRAIN F.F. FINISHED FLOOR FIN. FINISH FLASH'G FLASHING FLR. FLOOR F.P. FIRE PROOF F.P.H.B. FROST PROOF HOSE BIB F.P.S.C. FIRE PROOF SELF CLOSING F.S.P. FIRE STAND PIPE GA. GAUGE GALV. GALVANIZED GL. GLASS GR. GRADE G.W.B. GYPSUM WALL BOARD H.B. HOSE BIB H.C. HUNG CEILING H.CAB. HANGING CABINETS H.M. HOLLOW METAL H.P. HIGH POINT H.R. HAND RAIL H.V. HALL VENT(DUCT) H.V.A.C. HEATING, VENTILATION & AIR CONDITIONING I.D. INSIDE DIAMETER INCL. INCLUDING INSUL. INSULATION JT. JOINT LAM. LAMINATED LAV. LAVATORY L.CL. LINEN CLOSET L.P. LOW POINT L.R. LIVING ROOM L.W. LIGHT WEIGHT MAX. MAXIMUM M.C. MEDICINE CABINET M.CL. METER CLOSET MET. METAL M.&G. METAL AND GLASS MIN. MINIMUM M.L. METAL LOUVER M.O. MASONRY OPENING M.V. MECHANICAL VENTILATION O.C. ON CENTER O.D. OUTSIDE DIAMETER O.F. OVER FLOW O.H. OPPOSITE HAND OP'G. OPENING P. PAINTED PART'N PARTITION P.D. PUMP DISCHARGE P.DR. PLANTER DRAIN P.E. PASSENGER ELEVATOR P.H.V. PUBLIC HALL VENT(DUCT) P.R. POWDER ROOM Q.T. QUARRY TILE RM. ROOM RESIL. RESILIENT S.H. SERVICE HALL SM SMOKE DETECTOR SPKL. SPRINKLER S.S. SLOP SINK ST. STEEL S.T.C. SOUND TRANSMISSION CLASS STOR. STORAGE T.R. TOP REGISTER T.V. TOILET VENT(DUCT) U. URINAL V.A.T. VINYL ASBESTOS TILE V.C.J. VERTICAL CONTROL JOINT VEST. VESTIBULE V.W.C. VINYL WALL COVERING ABBREVIATIONS GENERAL CONDITIONS GENERAL CONDITIONS: GENERAL CONDITIONS AND STANDARD DOCUMENTS OF THE AMERICAN INSTITUTE OF ARCHITECTS CAN BE INCLUDED IN THIS CONTRACT UPON THE REQUEST OF THE OWNER. COPIES OF THESE DOCUMENTS AND ALL OTHER REFERENCED MATERIALS ARE AVAILABLE FROM THE ARCHITECT UPON REQUEST. CONSULT THE PROVISIONS OF THE GENERAL CONDITIONS IN DETAIL FOR APPLICABLE INFORMATION AS THEY HAVE IMPORTANT LEGAL CONSEQUENCES. LAWS, ORDINANCES AND PERMITS: THE CONTRACTOR(S) SHALL GIVE ALL NOTICES AND COMPLY WITH ALL APPLICABLE FEDERAL, STATE, MUNICIPAL AND IRC CODES, LAWS, RULES, ORDINANCES AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK. THE CONTRACTOR(S) SHALL SECURE AND PAY FOR THE BUILDING PERMIT AND FOR ALL OTHER PERMITS, AGENCY FEES, LICENSES, CERTIFICATES OF INSPECTION AND APPROVAL NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK. QUALITY OF WORK: ALL WORK SHALL BE WITH ACCEPTED TRADE PRACTICE, AND ALL MATERIALS SHALL BE OF THE PROPER GRADE FOR THEIR PURPOSE. THE CONTRACTOR IS RESPONSIBLE TO NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR NON-CONFORMITIES IN THE DOCUMENTS AND TO BEAR ALL COSTS ARISING FROM RECTIFYING WORK PERFORMED CONTRARY TO LAW OR BEST PRACTICE. SUBSTITUTIONS FOR SPECIFIED PRODUCTS SHALL ONLY BE APPROVED IN WRITING AND MUST BE COORDINATED WITH ADJACENT MATERIALS. WARRANTY: THE CONTRACTOR GUARANTEES THAT ALL WORK PERFORMED UNDER THIS CONTRACT SHALL BE OF GOOD QUALITY USING NEW MATERIALS AND EQUIPMENT UNLESS OTHERWISE STATED. ANY WORK FOUND TO BE DEFECTIVE OR NOT IN ACCORDANCE THE CONTRACT DOCUMENTS WITHIN ONE (1) YEAR OF OWNER ACCEPTANCE SHALL BE PROMPTLY CORRECTED BY THE CONTRACTOR. ANY CORRESPONDING DAMAGE CAUSED DURING THIS REPAIR WORK SHALL BE REPAIRED AT THE CONTRACTOR ’S EXPENSE. PROTECTION OF PERSONS & PROPERTY: THE CONTRACTOR SHALL COMPLY WITH ALL LAWS, CODES AND ORDINANCES NECESSARY TO ADEQUATELY PROTECT ALL PERSONS AND PROPERTY ASSOCIATED WITH THIS CONTRACT FROM INJURY, DAMAGE OR LOSS. HE SHALL INSTALL AND MAINTAIN ALL REASONABLE SAFEGUARDS, NOTICES, BARRIERS, SCAFFOLDING, LADDERS AND PRECAUTIONS REQUIRED TO PROVIDE THIS PROTECTION. INSURANCE: THE CONTRACTOR SHALL PROVIDE THE OWNER WITH CERTIFICATES OF INSURANCE AT ADEQUATE AMOUNTS OF LIABILITY, PROPERTY DAMAGE AND WORKMEN ’S COMPENSATION AS REQUIRED BY LOCAL CODES AND ACCEPTED PRACTICE. THE OWNER WILL PROVIDE THEFT, VANDALISM, MALICIOUS MISCHIEF AND FIRE INSURANCE ON 100% OF INSURABLE VALUE OF THE STRUCTURE. THE OWNER ’S INSURANCE WILL NOT DUPLICATE COVERAGE OF THE CONTRACTOR’S TOOLS AND EQUIPMENT. PROJECT COORDINATION: THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH OTHER TRADES, INCLUDING WORK OR ITEMS SUPPLIED UNDER SEPARATE CONTRACT(S) BY THE OWNER. HE SHALL BE RESPONSIBLE FOR PROPERLY LAYING OUT THE LINES, LEVELS, GRADES AND MEASUREMENTS FOR FIGURES SHOWN ON THE DRAWINGS AND REPORT ERRORS OR INACCURACIES TO THE ARCHITECT BEFORE COMMENCING WORK. TEMPORARY FACILITIES: FURNISH ALL LABOR AND MATERIALS REQUIRED FOR THE INSTALLATION OF TEMPORARY CONNECTIONS TO UTILITIES, SERVICES AND CONTROLS AS SPECIFIED. INSTALL THESE CONNECTIONS IN MANNER AND LOCATION(S) ACCEPTABLE TO THE OWNER, ARCHITECT AND LOCAL AUTHORITIES. MAINTAIN THESE FACILITIES AND RESTORE THE SERVICE AND SOURCES OF SUPPLY TO PROPER OPERATING CONDITIONS WHEN THE TEMPORARY CONNECTIONS ARE NO LONGER REQUIRED. PROTECTIONS: PROVIDE TEMPORARY BARRICADES AND OTHER FORMS OF PROTECTION TO OWNER ’S PERSONNEL AND GENERAL PUBLIC FROM INJURY DUE TO SELECTIVE DEMOLITION WORK. PROVIDE PROTECTIVE MEASURES AS REQUIRED TO PROVIDE FREE AND SAFE PASSAGE OF OWNER PERSONNEL AND GENERAL PUBLIC TO OCCUPIED PORTIONS OF THE BUILDING. PROTECT FROM DAMAGE EXISTING FINISH WORK THAT IS TO REMAIN IN PLACE AND BECOMES EXPOSED DURING DEMOLITIONS OPERATIONS.PROTECT FLOORS WITH SUITABLE COVERINGS WHEN NECESSARY. CONSTRUCT TEMPORARY INSULATED, DUST-PROOF PARTITIONS WHERE REQUIRED TO SEPARATE AREAS WHERE NOISY OR EXTENSIVELY DIRTY OR DUSTY OPERATIONS ARE PERFORMED. EQUIP PARTITIONS WITH DUST-PROOF DOORS AND SECURITY LOCKS. PROVIDE TEMPORARY WEATHER PROTECTION DURING INTERVAL BETWEEN DEMOLITION AND REMOVAL OF EXISTING CONSTRUCTION ON EXTERIOR SURFACES AND INSTALLATION OF NEW CONSTRUCTION TO ENSURE THAT NO WATER LEAKAGE OR DAMAGE OCCURS TO STRUCTURE OR INTERIOR AREAS OF EXISTING BUILDING. REMOVE PROTECTIONS AT COMPLETION OF WORK. SUPERINTENDENT: THE CONTRACTOR SHALL EMPLOY A COMPETENT SUPERINTENDENT AND NECESSARY ASSISTANTS WHO SHALL BE IN ATTENDANCE AT THE PROJECT DURING THE PROGRESS OF THE WORK. THE SUPERINTENDENT SHALL REPRESENT THE CONTRACTOR AND ALL COMMUNICATIONS GIVEN TO THE SUPERINTENDENT SHALL BE AS BINDING AS IF GIVEN TO THE CONTRACTOR. IMPORTANT COMMUNICATIONS SHALL BE CONFIRMED IN WRITING. OTHER COMMUNICATIONS SHALL BE CONFIRMED ON WRITTEN REQUEST IN EACH CASE. FEES, PERMITS AND NOTICES: UNLESS OTHERWISE PROVIDED IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL SECURE AND PAY FOR THE BUILDING PERMIT AND FOR ALL OTHER PERMITS AND GOVERNMENTAL FEES, LICENSES AND INSPECTIONS NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK WHICH ARE CUSTOMARILY SECURED AFTER EXECUTION OF THE CONTRACT AND WHICH ARE LEGALLY REQUIRED AT THE TIME THE BIDS ARE RECEIVED. THE CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK. IF THE CONTRACTOR PERFORMS ANY WORK KNOWING IT TO BE CONTRARY TO SUCH LAWS, ORDINANCES, RULES AND REGULATIONS, AND WITHOUT SUCH NOTICE TO THE ARCHITECT, HE SHALL ASSUME FULL RESPONSIBILITY AND SHALL BEAR ALL COSTS ATTRIBUTABLE THERETO. PROGRESS SCHEDULE: THE CONTRACTOR, IMMEDIATELY AFTER BEING AWARDED THE CONTRACT, SHALL PREPARE AND SUBMIT FOR THE OWNER’S AND ARCHITECT’S INFORMATION AN ESTIMATED PROGRESS SCHEDULE FOR THE WORK. THE PROGRESS SCHEDULE SHALL BE RELATED TO THE ENTIRE PROJECT TO THE EXTENT REQUIRED BY THE CONTRACT DOCUMENTS, AND SHALL PROVIDE FOR EXPEDITIOUS AND PRACTICABLE EXECUTION OF WORK. DOCUMENTS AND SAMPLES AT THE SITE: THE CONTRACTOR SHALL MAINTAIN AT THE SITE FOR THE OWNER ONE RECORD COPY OF ALL DRAWINGS, SPECIFICATIONS, ADDENDA, CHANGE ORDERS AND OTHER MODIFICATIONS, IN GOOD ORDER AND MARKED CURRENTLY TO RECORD ALL CHANGES MADE DURING CONSTRUCTION AND APPROVED SHOP DRAWINGS, PRODUCT DATA AND SAMPLES. THESE SHALL BE AVAILABLE TO THE ARCHITECT AND SHALL BE DELIVERED TO HIM FOR THE OWNER UPON COMPLETION OF THE WORK. USE OF SITE: THE CONTRACTOR SHALL CONFINE OPERATIONS AT THE SITE TO AREAS PERMITTED BY LAW, ORDINANCES, PERMITS AND THE CONTRACT DOCUMENTS AND SHALL NOT UNREASONABLY ENCUMBER THE SITE WITH ANY MATERIALS OR EQUIPMENT. CLEAN UP: THE PREMISES AND THE JOB SITE SHALL BE MAINTAINED IN A REASONABLY NEAT AND ORDERLY CONDITION. REMOVE ACCUMULATED TRASH, WASTE AND REFUSE RESULTING FROM EACH DAY ’S WORK. PRIOR TO OWNER ACCEPTANCE, CLEAN OR RECLINE THE WORK IN ORDER TO PROVIDE "BROOM CLEAN" CONDITION. REMOVE STAINS, DIRT AND FINGERPRINTS FROM WINDOWS DOORS WALLS FLOORS, CEILINGS, FIXTURES AND EQUIPMENT. POLISH HARDWARE AND REMOVE LABELS AND PROTECTIVE COVERINGS AS REQUIRED. 1. ALL CONTRACTORS AND SUBCONTRACTORS SHALL OBTAIN ALL REQUIRED PERMITS BEFORE THE START OF WORK AND SHALL OBTAIN ALL REQUIRED APPROVALS UPON COMPLETION. 2. THE CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, CODES, AND REGULATIONS AND ANY PUBLIC AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK AND SECURE ANY REQUIRED CERTIFICATES OF INSPECTION, TESTING, OR APPROVAL. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. ALL NECESSARY SIGNS SHALL BE POSTED WARNING AGAINST DANGERS. 4. THE CONTRACTOR SHALL PURCHASE AND MAINTAIN SUCH INSURANCE AS WILL PROTECT HIM FROM CLAIMS WHICH MAY ARISE OUT OF OR RESULT FROM THE CONTRACTOR'S OPERATIONS UNDER THE CONTRACT. 5. THE CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE OWNER AND ARCHITECT FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE WORK. 6. ALL CONTRACTORS AND SUBCONTRACTORS SHALL VERIFY CONDITIONS AND DIMENSIONS AT THE SITE AND SHALL INFORM THE ARCHITECT OF ANY AND ALL ERRORS, OMISSIONS, AND CLARIFICATIONS BEFORE THE START OF THE WORK. 7. ANY DEVIATION BETWEEN THE DIMENSIONS FURNISHED ON THE DRAWINGS AND ACTUAL FIELD DIMENSIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL THE CUTTING, FITTING, AND PATCHING THAT MAY BE REQUIRED TO COMPLETE WORK OR TO MAKE ITS SEVERAL PARTS FIT TOGETHER CORRECTLY. 10. ALL WORK SHALL BE PERFORMED BY SKILLED TRADESMEN AND SHALL BE PERFORMED IN A WORKMANLIKE MANNER IN ACCORDANCE WITH GENERALLY ACCEPTED STANDARDS. 11. ALL EQUIPMENT PROVIDED BY THE CONTRACTOR OR THE OWNER SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 12. WHERE THE CODE PRESCRIBES THE USE OF A PARTICULAR MATERIAL AND ALTERNATE MATERIALS ARE TO BE SUBSTITUTED, IT SHALL BE SHOWN TO BE EQUIVALENT TO THE SPECIFIED MATERIAL TO THE SATISFACTION OF THE COMMISSIONER OF BUILDINGS. 13. ALL ELECTRICAL WIRING AND CIRCUITRY SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR. ELECTRICAL WORK SHALL COMPLY WITH NATIONAL AND LOCAL ELECTRICAL CODES, AND THE REQUIREMENTS OF THE LOCAL UTILITY COMPANY. 14. THE CONTRACTOR WARRANTS TO THE TENANT THAT ALL WORK WILL BE OF THE BEST QUALITY, FREE FROM FAULTS AND DEFECTS. ALL WORK SHALL BE GUARANTEED FOR ONE YEAR STARTING WITH THE DATE OF FINAL PAYMENT. DURING THE TIME THE CONTRACTOR SHALL MAKE GOOD ANY DEFECTS IN THE WORK. 15. ALL WORK SHALL COMPLY WITH THE RULES AND REGULATIONS OF THE STATE OF NEW YORK AND ALL OTHER AUTHORITIES HAVING JURISDICTION. 16. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS AND APPROVALS REQUIRED BY NEW YORK LAW PRIOR TO START OF WORK. 17. CONTRACTOR SHALL BE RESPONSIBLE FOR ARRANGING AND PAYING FOR ALL CONTROLLED INSPECTIONS REQUIRED BY LAW AND FOR ARRANGING ALL CONSTRUCTION PLUMBING, ELECTRICAL OR OTHER INSPECTIONS RELATED TO THE PROPOSED WORK. A PROPOSED SCHEDULE OF THESE INSPECTIONS SHALL BE INCLUDED IN THE PROPOSED WORK SCHEDULE. CONTRACTOR SHALL PROVIDE INSPECTION SIGN-OFFS TO OWNER AND ARCHITECT. 18. ALL MATERIALS AND CONSTRUCTION TO BE INCORPORATED IN THE WORK SHALL BE IN STRICT ACCORDANCE WITH THE LATEST EDITIONS OF THE ASTM SPECIFICATIONS APPLICABLE AND SHALL CONFORM TO THE STANDARDS AND RECOMMENDATIONS OF THE VARIOUS TRADE INSTITUTES (A.C.I., A.I.C., ETC.) WHERE APPLICABLE. ALL MATERIALS INCORPORATED INTO THE WORK SHALL BE NEW. 19. CONSTRUCTION SHALL COMPLY WITH ALL FEDERAL, STATE, AND LOCAL CODES, ORDINANCES, RULES AND REGULATIONS PERTAINING TO LABOR, MATERIALS AND INSTALLATIONS. 20. PRIOR TO THE START OF WORK CONTRACTOR SHALL PROVIDE CERTIFICATE OF INSURANCE IN AN AMOUNT TO SATISFY YONKERS AND STATE LAW AND THE PROPERTY OWNER, NAMING THE BUILDING OWNER, THE BUILDING MANAGEMENT, THE ARCHITECT AND OTHER PARTIES AS THEY REQUIRE AS ADDITIONAL INSURED. 21. ALL PLUMBING, ELECTRICAL, HEATING AND OTHER SUB-CONTRACT WORK SHALL BE PERFORMED BY LICENSED SUBCONTRACTORS WHOSE INSURANCE SHALL BE COVERED UNDER THE CONTRACTOR'S POLICY. 22. A WORK PERMIT FROM THE DEPARTMENT OF BUILDINGS SHALL BE ACQUIRED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. GENERAL CONSTRUCTION NOTES 1 OF 5 2 A-100.00 SITE PLAN3 S-100.00 STRUCTURAL DETAILS I4 S-101.00 STRUCTURAL DETAILS II5 P-100.00 POOL DRAWING DETAIL RELOCATE EXISTING POOL, INSTALL NEW PATIO AND RETANIGN WALLS. Tax ID 4 8 . 1 1 - 3 - 7 0 Now or F o r m e r l y Stephe n & L o r i S c a n l a n Filed M a p L o t 5 . 8 F.M. #2 7 0 6 4 R= 5 5 . 0 0 ' L=6 0 . 0 1 ' 170.1 9 ' 82.00' 231. 3 8 ' 25 5 . 0 2 ' N 22° 4 8 ' 0 0 " W N 16 ° 4 1 ' 5 0 " W S 63° 4 8 ' 1 0 " E S 7 8 ° 1 4 ' 2 6 " W 41. 7 5 ' S 8 1 ° 4 8 ' 2 6 " W 24. 3 7 ' S 63° 4 8 ' 1 0 " E S 39° 38' 00" E S 4 ° 0 2 ' 0 0 " E 20 9 . 2 6 ' 153.6 6 ' 26.78' N 3 ° 3 0 ' 0 9 " W L =2 0 .19 '' SEWER M A N H O L E RIM=55 0 . 4 4 CATCH B A S I N RIM=55 0 . 1 4 Transfor m e r Water M e t e r P i t Verizon L i d Utility Ri s e r ( 2 ) Electric Meter Wood F e n c e Roof Ov e r Flag. P a t i o Propan e T a n k s on Con c . P a d Genera t o r Manhol e Chain L i n k F e n c e Chain L i n k Fence Conc. Ret. Wa l l Iron Pin Set Stake W / Tack Se t Iron Pin Set Iron Pin Set V-Cut Set Stake W / Tack Se t Stake W / Tack Se t NEW 6FT IRON FENCE NEW ROW OF 19 ARBORVITAE TREES AT 6FT PLANTED WITHIN PROPERTY BOUNDARY. BOULDER WITH NEW 6FT IRON FENCENEW IN-GROUND POOL 20' X 40'20 ' - 0 " 40'-0" NEW POOL PATIO PO O L C O V E R EXTE N D A S P H A L T D R I V E W A Y GRASS AREA EXISTING SINGLE FAMILY RESIDENCE PO O L EQ U I P M E N T SUNKEN FIRE PIT NEW POOL GAZEBO 14 ' - 8 " 20'-01 8" 20'-0" 17 ' - 0 " 17'-0" 11'-7" 6'-6 " DN PERGOLA MAX CURB APRON WIDTH OF 20FT -534.19 -543.69 -543.09 -541.09 -539.09 -540.09 -539.09 01 0 2 0 3 -541.09 -540.09 -5 3 7 . 0 9 -5 3 5 . 0 9 3 FT RETAINING WALL -537.09 6FT CMU WALL WITH 3 FT HIGH RAILING 3 FT 16 ' - 0 " 16 ' - 0 " POOL SPA 19 ' - 0 14" 37'-2" 4'- 0 58" -543.09 -543.09 30 ' - 8 " 58'-0" ELEV - 536.09 EXISTING GRADING TO REMAIN -530.00 -532 9FT (12 IN BLOCK WALL) 3 FT HIGH RAILING -535.09DN -535.09 MIN 2 X 6 @ 16" O.C. (CRAWL SPACE) NEW CRAWL SPACE PIN INTO EX. FOUNDATION WALL. SEE DETAIL 1 BOF. EL -3.5' BLW GRADE 3FT HIGH BOULDERS 3FT HIGH BOULDERS ELEV - 536.09 3 CAR GARAGE 5'-0" GA T E 6FT CMU WALL WITH 3 FT HIGH RAILING 5'- 0 " BOULDER WITH NEW 6FT IRON FENCE 6'-6 " 24'-0" 36' - 0 " 19'-10 " PROJECT/ CLIENT: 144 DORCHESTER 06/24/2026 202612 AS AS All rights reserved. All drawings, specifications and copies thereof furnished are and shall remain the property of OMNI Consulting Group, LLC and are not to be used on this or any other project without written consent from OMNI Consulting Group, LLC. ISSUE DESCRIPTION DATE OMNI Consulting Group, LLC 43 UNION AVENUE HARRISON NY 10528 (P) 646.460.5557 DATE: PROJECT NO: DRAWING BY: CHK BY: DWG NO: PROJECT/ CLIENT: TITLE DOB JOB NUMBER 1 SCHEMATIC PLAN 06/24/2026 YORKTOWN HEIGHTS NY 10598 ARCHITECT OF RECORD KRISTEN E. ABRUZZESE, R.A. N.Y.S. LICENSE NO. 043491 KRISTEN E. ABRUZZESE, R.A. A R C H I T E C T 8 8 5 S M I T H T O W N A V E N U E B O H E M I A , N Y 1 1 7 1 6 T E L. 9 1 7. 4 9 9. 8 4 5 0 E : OFFICIAL DOB APPROVAL STAMP/ SIGNATURE PROFESSIONAL STAMP/ SIGNATURE DESIGN CONSULTANT 2 ISSUED FOR PERMIT 07/02/2026 2 OF 5 EXISTING SINGLE FAMILY RESIDENCE NEW POOL GAZEBO 14 ' - 8 " 20'-0" 17 ' - 0 " 17'-0" 11'-7" DN PERGOLA -534.19 -543.69 -543.09 -540.09 -5 3 7 . 0 9 -5 3 5 . 0 9 +537.2 6FT CMU WALL WITH 3 FT HIGH RAILING 37'-2" -543.09 -532 +537.2DN 3' High Stonewall - T/W = 531.0 6FT CMU WALL WITH 3 FT HIGH RAILING 5' - 0 " BOULDER WITH NEW 6FT IRON FENCE530 532 TW 536.0 TW 543.2 +537.2 +532.7 4' BOULDER WALL (SEE DETAIL) +537.2 TW 528.0 T/W = 532.0 T/W = 536.0 T/W = 532.0 T/W = 543.2 6FT CMU WALL WITH 3 FT HIGH RAILING 9FT CONC WALL W/ 3 FT HIGH RAILING WELDING OF REINFORCING BARS WILL NOT BE ALLOWED. WALL FOOTINGS -3000 PSI FOUNDATION WALLS -3000 PSI CONCRETE AND REINFORCEMENT GENERAL STRUCTURAL NOTES FOUNDATIONS: MISCELLANEOUS DRAIN PIPE TO DISCHARGE TO A LOCATION AS INDICATED ON LANDSCAPE ARCHITECT'S PLAN. THE LANDSCAPE ARCHITECT MAY VARY PATTERN TO BETTER INTERCEPT AND ACCOMMODATE RUNOFF FROM DRAINS OF RETAINING WALLS. REFER TO LANDSCAPE ARCHITECT PLAN FOR TOP OF WALL AND FINISH GRADE ELEVATIONS. ANY ITEM TO WHICH A SEAL OF A PROFESSIONAL ENGINEER HAS BEEN APPLIED MAY NOT BE ALTERED BY ANY PERSON UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, OR IS A LICENSED PROFESSIONAL ENGINEER. THE ALTERING ENGINEER SHALL AFFIX TO THE ITEM HIS SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION AND THE SPECIFIC DESCRIPTION OF THE ALTERATION. NON-COMPLIANCE IS A VIOLATION OF NEW YORK STATE LAW. ALL DIMENSIONS ON STRUCTURAL DRAWINGS TO BE CHECKED AGAINST LANDSCAPE ARCHITECT'S PLANS BY THE GENERAL CONTRACTOR. ANY DISCREPANCIES ARE TO BE REPORTED TO THE LANDSCAPE ARCHITECT IMMEDIATELY. SURFACE DRAINAGE SHALL BE DIVERTED TO AN APPROVED POINT OF COLLECTION SO AS TO NOT CREATE A HAZARD. FOOTINGS SHALL BEAR ON UNDISTURBED SOIL HAVING A PRESUMED ALLOWABLE BEARING CAPACITY OF 2500 PSF AT APPROXIMATE DEPTH OF 4'-0". IF STRUCTURAL FILL IS REQUIRED ALL COMPACTED FILL SHALL BE PLACED IN LAYERS NOT EXCEEDING 9" AND COMPACTED TO A MINIMUM DENSITY OF 95% UNDER FOOTINGS, 90% UNDER SLABS AND PAVEMENTS, OBTAINED IN ACCORDANCE WITH ASTM D-1557. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE ALL SLAB-ON-GRADE AREAS SHALL BE PROOF ROLLED. ALL SOFT SPOTS ENCOUNTERED SHALL BE REMOVED AND REPLACED TO FINISHED GRADE WITH APPROVED FILL MATERIAL. FILL MATERIAL FOR ALL SLAB AREAS SHALL BE PLACED IN LAYERS NOT EXCEEDING 9", AND COMPACTED TO A MINIMUM DENSITY OF 90%, OBTAINED IN ACCORDANCE WITH ASTM D-1557. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE "AMERICAN CONCRETE INSTITUTE BUILDING CODE" (ACI 318) AND WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301), LATEST EDITIONS. COLD WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI-306, HOT WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI-305. ALL NORMAL WEIGHT CONCRETE (145 PCF) SHALL OBTAIN A MINIMUM 28 DAY COMPRESSIVE STRENGTH AS FOLLOWS: CALCIUM CHLORIDE AND/OR ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL NOT BE USED. ALL CONCRETE SUBJECT TO EXTERIOR EXPOSURE W/SPECIFIED STRENGTH LESS THAN 6000 PSI SHALL BE AIR-ENTRAINED 4% TO 6%. REINFORCING BARS SHALL BE DEFORMED BARS OF NEW BILLET STEEL CONFORMING TO ASTM SPECIFICATION A-615, GRADE 60, WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. ALL REINFORCING AND ACCESSORIES SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI STANDARDS 315-80 AND 315R-80. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFO-RCEMENT AT POSITIONS SHOWN ON THE PLANS AND DETAILS. PLASTIC COATED ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE WORK. 9'- 0 " 2'-0" 1'- 2 " 2'-0"1'-0" 5'-0" #4@16" O.C. VIRGIN SOIL OR COMPACTED STRUCTURAL FILL 1'-6" WALL SCALE: 1/2" = 1'-0" ..\..\..\..\OMNI LOGO.png PROJECT/ CLIENT: 144 DORCHESTER 06/24/2026 202612 AS AS All rights reserved. All drawings, specifications and copies thereof furnished are and shall remain the property of OMNI Consulting Group, LLC and are not to be used on this or any other project without written consent from OMNI Consulting Group, LLC. ISSUE DESCRIPTION DATE OMNI Consulting Group, LLC 43 UNION AVENUE HARRISON NY 10528 (P) 646.460.5557 DATE: PROJECT NO: DRAWING BY: CHK BY: DWG NO: PROJECT/ CLIENT: TITLE DOB JOB NUMBER 1 SCHEMATIC PLAN 06/24/2026 YORKTOWN HEIGHTS NY 10598 ARCHITECT OF RECORD KRISTEN E. ABRUZZESE, R.A. N.Y.S. LICENSE NO. 043491 KRISTEN E. ABRUZZESE, R.A. A R C H I T E C T 8 8 5 S M I T H T O W N A V E N U E B O H E M I A , N Y 1 1 7 1 6 T E L. 9 1 7. 4 9 9. 8 4 5 0 E : OFFICIAL DOB APPROVAL STAMP/ SIGNATURE PROFESSIONAL STAMP/ SIGNATURE DESIGN CONSULTANT 2 ISSUED FOR PERMIT 07/02/2026 2 OF 3 PROPOSED SITE PLAN S-100.00 1 S1.0 3 OF 5 STRUCTURAL DETAILS I BOULDER WITH NEW 6FT IRON FENCE PO O L C O V E R SUNKEN FIRE PIT 14 ' - 8 " 11'-7" -540.09 -539.09 -540.09 -5 3 7 . 0 9 -5 3 5 . 0 9 3 FT RETAINING WALL +537.2 6FT CMU WALL WITH 3 FT HIGH RAILING 3 FT WALL 30 ' - 8 " 3FT HIGH BOULDERS 5'-0" TW 526.0 TW 524.0 T/W = 536.0 T/W = 532.0 6FT CMU WALL WITH 3 FT HIGH RAILING TW 540.1 Chain Link Fence T/W = 530.0 TW 534 EXIST. RETAINING WALL (TO BE REMOVED) STRENGTH f'm OF 1200 psi. UNTIL THEIR DESIGN SUPPORTS ARE IN PLACE. PROVIDE EXTRA HEAVY DUR-O-WALL OR EQUIVALENT REINFORCEMENT AT EVERY SECOND BLOCK COURSE NO EXTERIOR MASONRY SHALL BE LAID WHEN THE OUTSIDE AIR TEMPERATURE IS LESS THE 40 DEGREES F, UNLESS THE RECOMMENDATIONS SPECIFIED BY THE INTERNATIONAL MASONRY INDUSTRY ALL WEATHER COUNCIL IN THEIR BOOK "RECOMMENDED PRACTICES AND GUIDE SPECIFICATIONS FOR COLD WEATHER MASONRY CONSTRUCTION" ARE STRICTLY MASONRY WALL SHALL BE BRACED TO WITHSTAND A MINIMUM HORIZONTAL LOAD OF 20 PSF DURING THEIR ERECTION, AND GROUT ALL CAVITIES CONTAINING REINFORCEMENT IN LIFTS ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530. MASONRY MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING ASTM SPECIFICATIONS: ALL MASONRY WALLS SHALL OBTAIN A COMPRESSIVE FOLLOWED. NOT TO EXCEED 4'-0". MASONRY HOLLOW LOAD BRG. CONCRETE BLOCK: GROUT: MORTAR: ASTM C-90, GRADE N1, AT 28 DAYS. ASTM C-270, TYPE M - MINIMUM COMPRESSIVE STRENGTH=1500 PSI ASTM C-476, MINIMUM COMPRESSIVE STRENGTH=1500 PSI AT 28 DAYS. f'm=1500 psi ON NET AREA GENERAL STRUCTURAL NOTES STONEWALL CONSTRUCTION NOTES FOUNDATIONS: MATERIAL STONES SHALL BE OF APPROVED QUALITY, SOUND, DURABLE AND FREE FROM STRUCTURAL DEFECTS AND WEATHERING IMPERFECTIONS. INDIVIDUAL UNITS SHALL BE ROUGHLY RECTANGULAR IN SHAPE WITH AT LEAST ONE FAIRLY EVEN BEDDING FACE. INDIVIDUAL STRETCHER AND HEADER UNITS SHALL HAVE A VOLUME OF AT LEAST 4 CUBIC FEET (OR WEIGHT OF AT LEAST 600 POUNDS). CONSTRUCT WALL IN ACCORDANCE WITH TYPICAL CROSS SECTION. EACH STONE SHALL TAKE A FIRM BEARING ON NOT LESS THAN THREE SEPARATE POINTS OR CONTACT PLANED WITH THE UNDERLYING COURSE. STRETCHER AND HEADER UNITS SHALL BE ORIENTED TO HAVE A PROJECTED AREA ON BEARING PLANE AT LEAST TWICE THAT OF PROJECTED AREA ON FACE PLANE. ALL DRESSING AND SHAPING SHALL BE DONE BEFORE LAYING UP. NO DRESSING OR CHIPPING SHALL BE PERMITTED AFTER UNIT IS LAID. APPLY FILTER FABRIC OVER INNER FACE OF WALL BEFORE BACKFILLING WALL CONSTRUCTION ALL COMPACTED SUBBASE SHALL BE PLACED IN LAYERS NOT EXCEEDING 9" AND COMPACTED TO A MINIMUM DENSITY OF 95% OBTAINED IN ACCORDANCE WITH ASTM D-1557. SCALE: 1/2" = 1'-0" RUBBLE WALL (UNGROUTED) SCALE: 1/2" = 1'-0" D SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" EXPANSION JOINT ..\..\..\..\OMNI LOGO.png PROJECT/ CLIENT: 144 DORCHESTER 06/24/2026 202612 AS AS All rights reserved. All drawings, specifications and copies thereof furnished are and shall remain the property of OMNI Consulting Group, LLC and are not to be used on this or any other project without written consent from OMNI Consulting Group, LLC. ISSUE DESCRIPTION DATE OMNI Consulting Group, LLC 43 UNION AVENUE HARRISON NY 10528 (P) 646.460.5557 DATE: PROJECT NO: DRAWING BY: CHK BY: DWG NO: PROJECT/ CLIENT: TITLE DOB JOB NUMBER 1 SCHEMATIC PLAN 06/24/2026 YORKTOWN HEIGHTS NY 10598 ARCHITECT OF RECORD KRISTEN E. ABRUZZESE, R.A. N.Y.S. LICENSE NO. 043491 KRISTEN E. ABRUZZESE, R.A. A R C H I T E C T 8 8 5 S M I T H T O W N A V E N U E B O H E M I A , N Y 1 1 7 1 6 T E L. 9 1 7. 4 9 9. 8 4 5 0 E : OFFICIAL DOB APPROVAL STAMP/ SIGNATURE PROFESSIONAL STAMP/ SIGNATURE DESIGN CONSULTANT 2 ISSUED FOR PERMIT 07/02/2026 2 OF 3 STRUCTURAL DETAILS S-101.00 4 OF 5 STRUCTURAL DETAILS II 5 OF 5