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Home My WebLink AboutGrishaj Final Subdivision Improvement PlansHIGH POINT DR I V E UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROVE D R I G H T O F W A Y S U N N Y C O U R T N 74° 22' 51" W N 68° 54' 28" W 43.92 S 3 3 ° 4 0 ' 0 0 " W 12 9 . 6 2 S 40° 14' 59" W 20.27 S 26° 54' 02" W 23.06 S 33° 32' 17" W 28.03 S 30° 30' 29" W 46.00 S 2 7 ° 5 1 ' 0 0 " W 10 2 . 1 4 S 2 5 ° 0 4 ' 0 1 " W 15 1 . 9 9 S 27° 02' 16" W 23.26 S 77° 47' 5 7 " E 98.20 S 78° 28' 4 1 " E 438.33 S 80° 32 ' 0 9 " E 100.67 S 78° 24' 4 7 " E 126.27 S 73° 23' 00" E 58.32 N 1 3 ° 2 6 ' 5 8 " E 2 9 7 . 6 6 N 1 3 ° 3 6 ' 5 2 " E 1 3 0 . 3 6 N 74° 23' 04" W 68.39 N 72° 48' 54" W 100.23 N 71° 37' 19" W 132.40 N 73° 40' 51" W 147.20 N 70° 28' 17" W 142.53 45.05 S 1 5 ° 5 8 ' 3 8 " W 1 7 . 1 8 ' S 71° 37' 19" E 132.21' S 73° 40' 51" E 147.41' S 70° 38' 17" E 142.38' S74° 22' 51" E 45.43' S 68° 55' 28" E 50.69' N 68° 26' 09" W 226.62' S 68° 26' 09" E 234.19' 1 1 4 . 0 0 ' S 1 2 ° 1 8 ' 0 6 " E 1 2 3 . 7 5 ' N 5 8 ° 0 6 ' 4 4 " E 187 . 6 0 ' S 4 2 ° 0 5 ' 0 5 " E 10 2 . 7 5 ' S 2 7 ° 5 1 ' 0 0 " E 79 . 0 8 ' S 1 2 ° 1 8 ' 0 6 " E DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 - 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 4 P M T- 1 21 - 1 8 PR O J E C T # 1" = 4 0 ' TI T L E S H E E T PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 0 20 40 80 SCALE: 1"=40'-0" PROJECT SITE PROPOSED SUBDIVISION FOR NIKOLLA GRISHAJ T I T L E S H E E T T -1 S I T E P L A N 1 o f 1 8 E X I S T I N G C O N D I T I O N S P L A N 2 o f 1 8 I M P R O V E M E N T P L A N 3 o f 1 8 E R O S I O N & S E D I M E N T C O N T R O L P L A N 4 o f 1 8 T R E E P L A N 5 o f 1 8 R O A D W A Y P R O F I L E S 6 o f 1 8 D R I V E W A Y P R O F I L E S 7 o f 1 8 D R A I N A G E P R O F I L E S 8 o f 1 8 D R A I N A G E & S E W E R P R O F I L E S 9 o f 1 8 W A T E R M A I N P R O F I L E S 1 0 o f 1 8 N O T E S 1 1 o f 1 8 E R O S I O N & S E D I M E N T C O N T R O L N O T E S 1 2 o f 1 8 E R O S I O N & S E D I M E N T C O N T R O L D E T A I L S 1 3 o f 1 8 S I T E D E T A I L S 1 4 o f 1 8 W A T E R M A I N D E T A I L S 1 5 o f 1 8 S E W E R D E T A I L S 1 6 o f 1 8 D R A I N A G E D E T A I L S 1 7 o f 1 8 S T O R M T E C H D E T A I L S 1 8 o f 1 8 PLAN INDEX DateDaniel Ciarcia, P.E. Town Engineer TOWN ENGINEER'S CERTIFICATION Acceptable for Health Department Application Submission No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n HIGH POINT DR I V E Town Utility Easemen t Per Filed Map #26397 Concervatio n E a s e m e n t Per Filed Ma p # 2 6 3 9 7 Concervatio n E a s e m e n t Per Filed Ma p # 2 6 3 9 7 UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D P E A C H C O U R T SUNNY RIDGE RO A D SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROV E D R I G H T O F W A Y Sanitary Sewer & Storm D r a i n a g e E a s e m e n t Per Liber 9905, Page 11 2 Sanitary Sewer & Storm Drainage Easem e n t Per Liber 9905, Page 112 Wa t e r C o u r s e Wa t e r C o u r s e Water Cou r s e Water Course Water Cou r s e Water Cou r s e Water Co u r s e WETLANDS FLAGGED BY TIM MILLER ASSOCIATES, INC. NOVEMBER 22, 2019 100' W E T L A N D B U F F E R 100' WETLAND BU F F E R S U N N Y C O U R T 2 0 . 0 0 ' 20 . 0 0 ' WF 24A WF 25A WF 22A WF 21A WF 20A WF 19A WF 18A WF 17A WF 16A WF 15A WF 14A WF 3A WF 2A WF 1A WF 4A WF 5A WF 6A WF A13 WF A12 WF A12 WF A11 WF A10 WF A9 WF 8A WF 7A WF 23A N 74° 22' 51" W N 68° 54' 28" W 43.92 S 3 3 ° 4 0 ' 0 0 " W 12 9 . 6 2 S 40° 14' 59" W 20.27 S 26° 54' 02" W 23.06 S 33° 32' 17" W 28.03 S 30° 30' 29" W 46.00 S 2 7 ° 5 1 ' 0 0 " W 10 2 . 1 4 S 2 5 ° 0 4 ' 0 1 " W 15 1 . 9 9 S 27° 02' 16" W 23.26 S 77° 47' 5 7 " E 98.20 S 78° 28' 4 1 " E 438.33 S 80° 32 ' 0 9 " E 100.67 S 78° 24' 4 7 " E 126.27 S 73° 23' 00" E 58.32 N 1 3 ° 2 6 ' 5 8 " E 2 9 7 . 6 6 N 1 3 ° 3 6 ' 5 2 " E 1 3 0 . 3 6 N 74° 23' 04" W 68.39 N 72° 48' 54" W 100.23 N 71° 37' 19" W 132.40 N 73° 40' 51" W 147.20 N 70° 28' 17" W 142.53 45.05 APPROXIMATE WATERMAIN LOCATION LIMITS OF TOWN OF YORKTOWN WETLANDS 5+20.83 0+00 1+00 2+00 3+00 4+00 5+00 0 + 0 0 1 + 0 0 2 + 0 0 2 + 1 9 . 5 2 40.0' 1 2 3 . 9 ' 25.2' 9 5 . 1 ' 45.2' S 10° 43' 05" E 13.66' N 78° 31' 20" E 16.01' N 78° 31' 2 0 " E 139.21' 24.0' 4 0 . 0 ' F Y S B 40.0' FYSB 4 0 . 0 ' R Y S B 15.0' SYSB Z O N I N G E N V E L O P E ( T Y P ) 40.0' FYSB 4 0 . 0 ' F Y S B 40 . 0 ' R Y S B 15.0' SYSB 4 0 . 0 ' F Y S B 4 0 . 0 ' R Y S B 15.0' SYSB 15.0' SYSB 15.0' SYSB 4 0 . 0 ' R Y S B 40 . 0 ' RY S B 40.0' RYSB 15 . 0 ' SY S B 4 0 . 0 ' R Y S B 40.0' RYSB 1 5 . 0 ' S Y S B 4 0 . 0 ' R Y S B 15.0' SYSB 4 0 . 0 ' R Y S B 15.0' SYSB 15.0' SYSB 4 0 . 0 ' F Y S B ZONING ENVELOP E ( T Y P ) Z O N I N G E N V E L O P E ( T Y P ) ZO N I N G E N V E L O P E ( T Y P ) ZONING E N V E L O P E ( T Y P ) 12.0' 17.1' PROPOSED RE S I D E N C E PROPOSED RE S I D E N C E PROP O S E D R E S I D E N C E P R O P O S E D R E S I D E N C E PROPOS E D R E S I D E N C E PROPOSED RESIDE N C E PROPOSED RES I D E N C E PROPOSED RESIDENCE PROPOSED RESIDENCE PROP O S E D R E S I D E N C E PROPOSED UTILITY EASEMENT PROPOSED 6" CONC. CURB (TYP.) PROPOSED 24' WIDE ASPHALT ROADWAY R1-1 PROPOSED STOP BAR (TYP.) EXISTING CUL DE SAC TO BE REMOVED AND REPLACED WITH STRAIGHT SECTION OF ROAD TO CONNECT TO PROPOSED ROAD 4 0 . 0 ' 18.6' 5 3 . 7 ' 15.0' SYSB 15.0' 15.0' SYSB 4 4 . 4 ' 15.0' 28.0' 6 6 . 1 ' 11 7 . 3 ' 36.4' 3 5 . 8 ' 144.2 ' 60.7' 22.2' 92.4' 62 . 2 ' 4 9 . 1 ' 18.1' 28.6' 88 . 8 ' 28.0' 53 . 1 ' 15.2' 8 5 . 4 ' 15.0' 9 0 . 1 ' 15.5' 8 2 . 2 ' 7 0 . 4 ' 40.5' 7 6 . 2 ' 7 3 . 0 ' 35.2 ' 7 3 . 2 ' 25.7' OPEN CONSERVATION SPACE TO BE DEEDED TO THE TOWN OF YORKTOWN FF ELEV: 545.0 5 GF ELEV: 544.5 5 BF ELEV: 536.0 5 FF ELEV: 536.5 0 GF ELEV: 536.0 0 BF ELEV: 527.5 0 FF EL E V : 5 2 9 . 0 0 GF EL E V : 5 1 9 . 5 0 BF EL E V : 5 2 0 . 0 0 F F E L E V : 5 1 8 . 3 3 G F E L E V : 5 1 7 . 0 0 B F E L E V : 5 0 9 . 3 3 FF EL E V : 5 2 3 . 0 3 GF EL E V : 5 1 3 . 7 0 BF EL E V : 5 1 4 . 0 3 FF ELEV : 5 3 2 . 0 0 GF ELEV : 5 2 2 . 6 8 BF ELEV : 5 2 3 . 0 0 FF ELEV: 545.50 GF ELEV: 535.00 BF ELEV: 535.5FF ELEV: 554.00 GF ELEV: 543.50 BF ELEV: 544.00 FF ELEV: 555.93 GF ELEV: 554.60 BF ELEV: 546.93 FF ELEV: 567.67 GF ELEV: 566.34 BF ELEV: 558.67 47. 0 ' STONEWALL TO BE CONTINUED ALONG PROPERTY BOUNDARY PROPOSED UTILITY EASEMENT LOT 10 0.47 AC. 20,479 SQ. FT. LOT 9 0.47 AC. 20,527 SQ. FT. LOT 8 0.48 AC. 21,000 SQ. FT. LOT 7 0.46 AC. 20,016 SQ. FT. LOT 11 1.43 AC. 62,178 SQ. FT. LOT 1 0.51 AC. 22,205 SQ. FT. LOT 12 0.96 AC. 41,646 SQ. FT. LOT 4 0.99 AC. 43,282 SQ. FT. LOT 2 0.46 AC. 20,122 SQ. FT. LOT 3 0.55 AC. 23,996 SQ. FT. LOT 6 0.51 AC. 22,015 SQ. FT. LOT 5 0.78 AC. 34,080 SQ. FT. S 1 5 ° 5 8 ' 3 8 " W 1 7 . 1 8 ' S 71° 37' 19" E 132.21' S 73° 40' 51" E 147.41' S 70° 38' 17" E 142.38' S74° 22' 51" E 45.43' S 68° 55' 28" E 50.69' N 68° 26' 09" W 226.62' S 68° 26' 09" E 234.19' 1 1 4 . 0 0 ' S 1 2 ° 1 8 ' 0 6 " E 1 2 3 . 7 5 ' N 5 8 ° 0 6 ' 4 4 " E 187 . 6 0 ' S 4 2 ° 0 5 ' 0 5 " E 10 2 . 7 5 ' N 2 1 ° 0 8 ' 4 7 " W 2 8 . 2 9 ' S 2 7 ° 5 1 ' 0 0 " E 79 . 0 8 ' S 1 2 ° 1 8 ' 0 6 " E W W W W W W W W W W W5+20.83 4+00 5+00 S S S CB-8 CB-9 S S S S S S S S S S S S S S W S W S W S WS WS WS WS WS WS WS WS WS WS WS W S W S W S W S W S W S W S W S W S W S FD D Y H 16 . 7 ' S S S S S S S S S SMH-2 SMH-1 SMH-3 PROPOSED 8" PVC SDR-35 SEWER MAIN 1-6" GATE VALVES PROP. FIRE HYDRANT #1 ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTIONUEUE U E UE UE UE UE UE UE U E U E U E UE UE UE UE UE 1 0 ' M I N ROAD CENTERLINE DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 Daniel T Merritts, L.S., DATED 09/03/2020. 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 4 P M 1 21 - 1 8 PR O J E C T # 1" = 4 0 ' SI T E P L A N PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 ZONING SCHEDULE: 20,000 SF. 35 FEET 100 FT. 40 FT. 40 FT. 15 FT. REQUIRED PRINCIPAL BUILDING COVERAGE: FRONT YARD SETBACK: REAR YARD SETBACK: ONE SIDE YARD SETBACK: MAXIMUM HEIGHT: MINIMUM LOT WIDTH: MINIMUM LOT AREA: 40 FT. MINIMUM SIZE OF LOT: MINIMUM YARD DIMENSIONS: PRINCIPAL BUILDING: NONE NONE NONE VARIANCE REQUIRED NONE NONE NONE R1-20, SINGLE FAMILY RESIDENTIALZONING DISTRICT: DIMENSIONAL REGULATIONS: COMBINED SIDE YARD SETBACK:NONE MAXIMUM % OF LOT TO BE OCCUPIED: PRINCIPAL BUILDING - FEET:NONE PRINCIPAL BUILDING - STORIES:NONE2 1/2 35 FEETACCESSORY BUILDING - FEET:NONE ACCESSORY BUILDING - STORIES:NONE2 1/2 SITE DATA: OWNER / DEVELOPER:NIKOLLA GRISHAJ 11 MUDROCK ROAD NEW CITY, NY, 10596 PROJECT LOCATION: 3319 STONY STREET YORKTOWN, NY, 10598 EXISTING TOWN ZONING: R1-20, RESIDENTIAL PROPOSED USE: R1-20, RESIDENTIALDESCRIPTION TOWN TAX MAP DATA: SECTION 16.17, BLOCK 2, LOT 77 SITE AREA : 8.07 ACRES (351,544 SF) SEWAGE FACILITIES: PUBLIC SEWERS WATER FACILITIES:PUBLIC WATER FACILITIES 100 FT.MINIMUM LOT DEPTH:NONE 100 FT.MINIMUM ROAD FRONTAGE:NONE 20% OF LOT AREA WETLAND DISTURBANCE: WETLAND IMPERVIOUS DISTURBANCE 3,176 SF10,833 SF PROPOSED 100' WETLAND ADJACENT AREA 18,083 SF59,111 SF 22,800 SF PROPOSED MITIGATION CREATED WETLAND 22,205 SF. 35 FEET 105 FT. 123.9 FT. 44.4 FT. 15.0 FT. LOT 1 41.0 FT. 2 1/2 35 FEET 2 1/2 205.9 FT. 108.2 FT. 8.3% OF LOT AREA 20,122 SF. 35 FEET 108.1 FT. 95.1 FT. 53.7 FT. 18.6 FT. LOT 2 43.8 FT. 2 1/2 35 FEET 2 1/2 205.9 FT. 91.6 FT. 9.2% OF LOT AREA 23,996 SF. 35 FEET 125.7 FT. 49.4 FT. 124.8 FT. 15.0 FT. LOT 3 61 FT. 2 1/2 35 FEET 2 1/2 190.43 FT. 28.1 FT. 7.7% OF LOT AREA 43,282 SF. 35 FEET 159.6 FT. 45.2FT. 165.5 FT. 36.0 FT. LOT 4 79.4 FT. 2 1/2 35 FEET 2 1/2 265.6 FT. 277.39 FT. 4.3% OF LOT AREA 34,080 SF. 35 FEET 116.8 FT. 46.0 FT. 74.9 FT. 39.4 FT. LOT 5 94.6 FT. 2 1/2 35 FEET 2 1/2 223.2 FT. 244.22 FT. 5.4% OF LOT AREA 22,015 SF. 35 FEET 111.6 FT. 88.8 FT. 49.1 FT. 18.1 FT. LOT 6 46.7 FT. 2 1/2 35 FEET 2 1/2 192.4 FT. 54.23 FT. 8.4% OF LOT AREA 20,016 SF. 35 FEET 108.4 FT. 85.4 FT. 53.1 FT. 15.2 FT. LOT 7 43.2 FT. 2 1/2 35 FEET 2 1/2 184.4 FT. 119.52 FT. 9.2% OF LOT AREA 21,000 SF. 35 FEET 105.02 FT. 90.1 FT. 73.2 FT. 15.0 FT. LOT 8 40.7 FT. 2 1/2 35 FEET 2 1/2 198.24 FT. 105.02 FT. 8.8% OF LOT AREA 20,527 SF. 35 FEET 198.24 FT. 82.2 FT. 40.5 FT. 15.5 FT. LOT 9 56 FT. 2 1/2 35 FEET 2 1/2 104.99 FT. 293.15 FT. 9.0% OF LOT AREA 20,479 SF. 35 FEET 188.53 FT. 73.0 FT. 40 FT. 17.1 FT. LOT 10 57.1 FT. 2 1/2 35 FEET 2 1/2 103.34 FT. 297.6 FT. 9.0% OF LOT AREA 0 20 40 80 SCALE: 1"=40'-0" No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n DETAILED VIEW OF CULDESAC UTILITY LAYOUT SCALE: 1" = 20' 16.17-2-76 Now or For m e r l y Robert & T o b y H e i l i g m a n n Deed Liber 7 6 6 3 , P a g e 3 7 7 16.17-2-65 Now or For m e r l y Robert & S u s a n B u c h a n a n Deed Liber 1 1 8 0 7 , P a g e 2 4 Filed Map L o t 5 4 F.M.#1735 2 16.17-2-64 Now or For m e r l y Joseph & A n n C a s t e l l i Deed Con t r o l # 4 4 3 5 5 0 6 8 1 Filed Map L o t 5 3 F.M.#1735 2 16.17-2-90 Now or For m e r l y Thomas J. V a s s a l l o & Anne Mari e M c A l l i s t e r Deed Con t r o l # 4 0 3 4 7 0 0 5 4 Filed Map L o t 8 F.M.#2639 7 HIGH POINT DR I V E 16.17-2-89 Now or For m e r l y Michelle Blu n d e l l Deed Con t r o l # 5 3 3 1 0 3 2 3 8 Filed Map L o t 9 F.M.#2639 7 Town Utility Easem e n t Per Filed Map #26 3 9 7 Concervat i o n E a s e m e n t Per Filed M a p # 2 6 3 9 7 Concervat i o n E a s e m e n t Per Filed M a p # 2 6 3 9 7 UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D 16.17-2-81 Now or For m e r l y Edward & P a m e l a E r e n b e r g Deed Con t r o l # 4 7 2 5 5 0 2 2 6 Filed Map L o t 3 1 F.M.#2317 8 16.17-2-80 Now or For m e r l y Raymond H a y e s Deed Con t r o l # 5 2 2 7 2 3 5 5 2 Filed Map L o t 3 8 F.M.#2317 8 16.13-1-8 Now or For m e r l y Dagmara L a l e w i c z & A n t h o n y D r a g o Deed Con t r o l # 5 4 1 6 3 3 4 2 5 Filed Map L o t 3 9 F.M.#2317 8 16.14-1-1 Now or For m e r l y James & J o a n n D a m m Deed Libe r 9 3 5 9 , P a g e 2 9 7 Filed Map L o t 4 5 F.M.#2317 8 Tax Lot 77 Area = 351,544.429 S.F. = 8.070 Acres W W W W W W W W W W W W W W W W W W W SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROV E D R I G H T O F W A Y Sanitary Sewer & Sto r m D r a i n a g e E a s e m e n t Per Liber 9905, Page 1 1 2 Sanitary Sewer & Storm Drainage E a s e m e n t Per Liber 9905, Page 112 W a t e r C o u r s e Wa t e r C o u r s e UPole UPole Water Co u r s e Water Course Water Co u r s e Water Cou r s e Water Co u r s e UPole UPole UPole UPole UPole UPole UPole WETLANDS FLAGGED B Y T I M M I L L E R A S S O C I A T E S , I N C . NOVEMBER 2 2 , 2 0 1 9 100' W E T L A N D B U F F E R 100' WETLAND B U F F E R S U N N Y C O U R T 2 0 . 0 0 ' 2 0 . 0 0 ' 377 378 379 380 381 43 22 85 69 71 1 20 29 13 76 40 73 68 15 50 35 72 5 5234 48 78 25 60 84 4 39 42 31 18 41 11 44 8 36 74 80 58 62 83 9 6 33 45 2 70 19 82 32 81 63 53 49 75 21 14 61 59 79 38 17 64 55 28 46 56 26 3 12 86 27 77 66 47 65 54 16 51 30 7 10 24 67 57 23 37 99 139 202 173 108 172 141 87 119 206 163 182 233 159 220 145 167 113 142 221 89 114 222 195 217 152 225 151 186 137 218 164 153 149 123 138 181 115 193 126 150 105 179 106 166 198 192 190 157 132 136 122 231 128 121 156 88 134 110 112168 216 207 223 140 92 146 107 213 204 104 147 178 143 188 185 214 111 160 201 97 135 211 196 161 125 95 180 102 205 171 94 183 130 176 144 131 90 127 101 187 120 116 155 174 109 177 203 98 100 194 209 219 208 210 93 224 184 170 129 118 189 197 227 199 230 154 148 226 215 229 133 191 228 169 103 232 162 117 96 124 175 158 165 212 200 91 281 238 253 282 249 275 235 268 267 245 250 237 271 263 244 269 255 236 272 241 248 285 265 286 277 251 279 252 239 242 262 234 283 269 274 257 246 273 247 240 256 284 260 254 276 266 259 243 261 264 278 279 258 298 299 303 301 290 287 300 302 293 294 291 288 292 296 289 295 297348 375 353 309 322 350 333 319 367 369 329 330 325 342 340 374 335 328 376 366 331 318 320 324351 307 339 315 365368 326 311 345 371 364 308 346 361 343 310 313 352 336 355 338 332 356 347 357 349 372 306 337 354 312 362 304 360 323 344 327 359 358 305 321 363 373 314 334 316 370 341 317 483 466 392 400 477 387 484 472 461 385 1509 383 496497 468 1521 467 1523 398 393 465 448 439 1508 415 409 394 418463 420 473 486 492 457 388 403 1513 1515 397 500 384 479 425 426 441 389 416 444 1507 391 413 437 421 487 1518 1516 464 1503 1501 1504 485 417 488 446 495 493 453 390 459 423 440 462 435 410 443 408 1511 411 474 489 449 432 494 458 445 442 412 396 428 404 482 1512 401 429 475 424 406 405 1522 407 455 436 470 471 498 427 386 430 499 460 414 490 1505 1519 452 395 433 481 1510 1502 451 1520 402 478 1514 422 469 1506 454 438 431 434 476 456 1524 480 399 491 419 450 447 382 1517 1606 1588 1541 1528 1603 1550 1579 1590 1578 1532 1564 1643 1555 1526 1626 1623 1580 1540 1563 1600 1613 1539 1560 1611 1616 1565 1575 1527 1639 1554 1572 1584 1536 1547 1551 1608 1559 1571 1618 1641 1577 1601 1585 1634 1569 1619 1529 1544 1546 1605 1612 1583 1538 1595 1620 1581 1621 1574 1615 1614 1645 1525 1533 1558 1543 1596 1610 1635 1568 1636 1549 1629 1640 1557 1633 1589 1587 1604 1630 1548 1647 1638 1632 1591 1535 1561 1573 1556 1592 1534 1562 1594 1582 1567 1531 1566 1607 1570 1631 1598 1542 1586 1602 1537 1545 1642 1627 1628 1599 1530 1609 1597 1646 1617 1644 1576 1625 1552 1622 1637 1593 1624 WF 24A WF 25A WF 22A WF 21A WF 20A WF 19A WF 18A WF 17A WF 16A WF 15A WF 14A WF 3A WF 2A WF 1A WF 4A WF 5A WF 6A WF A13 WF A12 WF A12 WF A11 WF A10 WF A9 WF 8A WF 7A WF 23A N 74° 22' 51" W N 68° 54' 28" W 43.92 S 3 3 ° 4 0 ' 0 0 " W 12 9 . 6 2 S 40° 14' 59" W 20.27 S 26° 54' 02" W 23.06 S 33° 32' 17" W 28.03 S 30° 30' 29" W 46.00 S 2 7 ° 5 1 ' 0 0 " W 10 2 . 1 4 S 2 5 ° 0 4 ' 0 1 " W 15 1 . 9 9 S 27° 02' 16" W 23.26 S 77° 47' 5 7 " E 98.20 S 78° 28' 4 1 " E 438.33 S 80° 32 ' 0 9 " E 100.67 S 78° 24' 4 7 " E 126.27 S 73° 23' 00" E 58.32 N 1 3 ° 2 6 ' 5 8 " E 2 9 7 . 6 6 N 1 3 ° 3 6 ' 5 2 " E 1 3 0 . 3 6 N 74° 23' 04" W 68.39 N 72° 48' 54" W 100.23 N 71° 37' 19" W 132.40 N 73° 40' 51" W 147.20 N 70° 28' 17" W 142.53 45.05 APPROXIMATE WATERMAIN LOCATION W W W W W W LIMITS OF TOWN OF YORKTOWN WETLANDS DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 - 0 15 30 60 SCALE: 1"=30'-0" 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 4 P M 2 21 - 1 8 PR O J E C T # 1" = 3 0 ' EX I S T I N G CO N D I T I O N S PL A N PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY Daniel T Merritts, L.S., DATED 09/03/2020. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WHIGH POINT DR I V E Town Utility Easemen t Per Filed Map #26397 Concervatio n E a s e m e n t Per Filed Ma p # 2 6 3 9 7 Concervatio n E a s e m e n t Per Filed Ma p # 2 6 3 9 7 UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D W W W W W W W W W W W W W W W W W W W SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROVE D R I G H T O F W A Y Sanitary Sewer & Storm D r a i n a g e E a s e m e n t Per Liber 9905, Page 11 2 Sanitary Sewer & Storm Drainage Easem e n t Per Liber 9905, Page 112 Wa t e r C o u r s e Wa t e r C o u r s e UPole UPole Water Cou r s e Water Course Water Cou r s e Water Cou r s e Water Co u r s e UPole UPole UPole UPole UPole UPole UPole S U N N Y C O U R T 2 0 . 0 0 ' 2 0 . 0 0 ' APPROXIMATE WATERMAIN LOCATION W W W W W W 5+20.83 0+00 1+00 2+00 3+00 4+00 5+00 0 + 0 0 1 + 0 0 2 + 0 0 2 + 1 9 . 5 2 TP#1 TP#2 TP#4 TP#3 TP#5 TP#6 TP#7 TP#8 TP#12 TP#9 TP#10 TP#11 D D D D D D S S 0 + 0 0 1+ 0 0 1+19.98 0 + 0 0 0 + 9 4 . 2 1 0 + 0 0 1 + 0 0 S S PROPOSED RE S I D E N C E PROPOSED RE S I D E N C E PROP O S E D R E S I D E N C E P R O P O S E D R E S I D E N C E PROPOS E D R E S I D E N C E PROPOSED RESIDE N C E PROPOSED RESI D E N C E PROPOSED RESIDENCE PROPOSED RESIDENCE PROP O S E D R E S I D E N C E 53 0 532 53 4 53 6 5 3 8 5 4 2 5 4 4 5 4 6 5 4 8 5 5 2 55 4 55 6 55 8 52 8 53 2 5 3 4 53 8 5 4 4 552 544 516 518520522 5 2 4 5 2 6 5 1 2 5 1 6 5 1 8 5 2 0 5 2 2 52 8 5 2 6 536 5 3 6 5 4 2 5 4 4 5 4 6 5 4 8 54 2 54 2 544 544 54 6 556 562 564 566 5 3 8 5 3 4 5 3 2 5 2 4 5 2 6 5 1 4 562 564 564 56 6 55 0 558 560 PROPOSED RIP RAP LINED CHANNEL 5 - PROPOSED CHECK DAMS EVERY 20' CB-2 CB-1 CB-3 CB-4 CB-5 CB-6 CB-7 BYPASS STRUCTURE DOWNSTREAM DEFENDER UNIT DMH-2 DMH-1 DMH-5 DMH-5 PROPOSED LOT 10 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 558.0 BERM ELEV.: 559.0 CHAMBER INV.: 552.0 PROPOSED LOT 6 RAIN GARDEN BASIN INV. : 521.0 BERM ELEV.: 522.0 PROPOSED LOT 5 RAIN GARDEN BASIN INV. : 509.0 BERM ELEV.: 510.0 PROPOSED LOT 1 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 539.0 BERM ELEV.: 540.0 CHAMBER INV.: 533.0 PROPOSED LOT 2 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 529.00 BERM ELEV.: 530.0 CHAMBER INV.: 523.0 PROPOSED LOT 3 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 516.0 BERM ELEV.: 517.0 CHAMBER INV.: 510.0 PROPOSED LOT 4 RAIN GARDEN BASIN INV. : 505.0 BERM ELEV.: 506.0 PROPOSED LOT 7 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 531.0 BERM ELEV.: 532.0 CHAMBER INV.: 525.0 PROPOSED DC-780 INFILTRATION CHAMBERS CHAMBER INV.: 497.25 PROPOSED DC-780 DETENTION CHAMBERS CHAMBER INV.: 492.5 PROPOSED DETENTION CHAMBERS BENEATH RAIN GARDEN 5 4 0 5 2 4 52 2 52 0 560 56 0 5 5 0 5 3 0 5 2 8 5 2 6 5 2 4 5 2 2 5 2 0 51 0 50 8 PROPOSED LOT 8 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 539.0 BERM ELEV.: 540.0 CHAMBER INV.: 533.0 CB-8 CB-9 52 8 52 6 52 4 5 2 2 51 4 51 2 5 2 8 5 2 2 5 2 0 51 8 51 6 514 0 + 0 0 0+97.19 1+87.47 0+0 0 1+0 0 0+00 1+0 0 1 + 9 3 . 0 9 0+00 1+00 2 + 0 0 2+19. 6 3 0 + 0 0 1 + 0 0 1+32.11 0 + 0 0 0+90.11 0 + 0 0 1+ 0 0 1+18.24 5 3 0 RD RD RD RD RD RD RD R D R D R D RD RD RD RD RD RD RD RD RD RD RD PROPOSED LOT 9 RAIN GARDEN W/ DETENTION CHAMBERS BASIN INV. : 549.0 BERM ELEV.: 550.0 CHAMBER INV.: 543.0 PROPOSED 8"Ø HDPE PIPE W/ RIP-RAP OUTLET INV. IN: MATCH EXITING 15" INV OUT.: AT GRADE FF ELEV: 545.0 5 GF ELEV: 544.5 5 BF ELEV: 536.0 5 FF ELEV: 536.5 0 GF ELEV: 536.0 0 BF ELEV: 527.5 0 FF EL E V : 5 2 9 . 0 0 GF EL E V : 5 1 9 . 5 0 BF EL E V : 5 2 0 . 0 0 F F E L E V : 5 1 8 . 3 3 G F E L E V : 5 1 7 . 0 0 B F E L E V : 5 0 9 . 3 3 FF EL E V : 5 2 3 . 0 3 GF EL E V : 5 1 3 . 7 0 BF EL E V : 5 1 4 . 0 3 FF ELEV : 5 3 2 . 0 0 GF ELEV : 5 2 2 . 6 8 BF ELEV : 5 2 3 . 0 0 FF ELEV: 545.50 GF ELEV: 535.00 BF ELEV: 535.5FF ELEV: 554.00 GF ELEV: 543.50 BF ELEV: 544.00 FF ELEV: 555.93 GF ELEV: 554.60 BF ELEV: 546.93 FF ELEV: 567.67 GF ELEV: 566.34 BF ELEV: 558.67 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS SS SS SS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WS WS WS WS WS WS WS WS WS WS W S W S W S WS W S W S W S W S W S W S W S WS WS WS WS WS WS WS WS WS WS W S W S W S W S WS WS WS WS WS WS WS WS WS WS WS W S W S W S W S W S W S W S W S W S W S W S FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD F D F D F D F D F D F D F D F D FD FD F D F D FD FD FD FD FD F D F D F D F D F D FD FD FD FD FD FD FD FD 544 FOOTING DRAIN (TYP.) FOOTING DRAIN (TYP.) FOOTING DRAIN (TYP.) ROOF DRAIN (TYP.) ROOF DRAIN (TYP.) ROOF DRAIN (TYP.) D Y H MINIMUM OF 18" VERTICAL SEPARATION AT UTILITY CROSSINGS, TYP. DRAIN INLET PROPOSED VEGETATED SWALE 12" Ø HDPE S DMH-3 DMH-4 D YH 16 . 7 ' 10 ' MI N . SS S S S S S S S S S S 1 0 ' M I N . 10 ' MI N . SMH-4 SMH-2 SMH-1 PROPOSED 8" PVC SDR-35 SEWER MAIN PROPOSED DROP SEWER MANHOLE (TYP.) SMH-3 PROPOSED 8" PVC SDR-35 SEWER MAIN SMH-5 PROPOSED 8" CL-52 DIP WATERMAIN WATER SERVICE (TYP.) SEWER SERVICE (TYP.) PROPOSED 8" Ø CL. 52 D.I.P WATERMAIN TO CONNECT TO EXISTING WATERMAIN - EXACT LOCATION TO BE FIELD VERIFIED TOTAL LENGTH = 823' PROPOSED 8" Ø CL. 52 D.I.P WATERMAIN TO CONNECT TO EXISTING WATERMAIN - EXACT LOCATION TO BE FIELD VERIFIED TOTAL LENGTH = 233' PROPOSED 8" CL-52 DIP WATERMAIN PROPOSED 8" CL-52 DIP WATERMAIN PROPOSED 8" x 8" x 8" TEE W/ GATE VALVE WET TAP 3-8" GATE VALVES 1-6" GATE VALVES EXISTING FIRE HYDRANT PROP. FIRE HYDRANT #1 ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTION ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTION ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTION PROP. FIRE HYDRANT #2 ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTION (TYP.) 5 4 0 UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE U E U E UEUE UE UNDERGROUND POWER UTILITIES EXISTING WATERMAIN AS PER TOWN RECORDS. TO BE CONFIRMED AT TIME OF CONSTRUCTION. ENCASE WATERMAIN IN K-CRETE 10' IN EACH DIRECTION 1 0 ' M I N ROAD CENTERLINE NEW 8" GATE VALVES DA T E : SC A L E : DR A W N B Y : Sh e e t of 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. 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 4 P M 3 21 - 1 8 PR O J E C T # 1" = 3 0 ' IM P R O V E M E N T PL A N PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 0 15 30 60 SCALE: 1"=30'-0" PIPE UPSTREAM STRUCTURE RIM DOWNSTREAM STRUCTURE RIM LENGTH (FT)UPSTREAM INV. DOWNSTREAM INV.SLOPE (%) PIPE DIAMETER (INCHES) DRAIN INLET TO CB-1 DRAIN INLET 563.90 CB-1 557.10 100.00 552.90 552.40 0.50 12 CB-1 TO CB-2 CB-1 557.10 CB-2 557.10 19.03 552.36 552.25 0.50 18 CB-2 TO CB-4 CB-2 557.10 CB-4 553.50 39.28 552.00 550.00 4.72 18 CB-3 TO CB-4 CB-3 553.50 CB-4 553.50 18.97 550.00 549.90 0.50 18 CB-4 TO CB-5 CB-4 553.50 CB-5 546.32 86.10 549.65 542.82 7.61 18 CB-5 TO CB-7 CB-5 546.32 CB-7 537.50 106.70 542.57 533.42 8.30 18 CB-6 TO CB-7 CB-6 537.50 CB-7 537.50 19.08 533.42 533.31 0.50 18 CB-7 TO CB-8 CB-7 537.50 CB-8 531.18 106.63 532.35 527.68 4.22 18 CB-8 TO CB-9 CB-8 531.18 CB-9 529.66 49.40 524.31 524.04 0.50 18 CB-9 TO BYPASS CB-9 526.99 BYPASS 509.33 265.05 522.65 503.83 7.03 18 DMH-1 TO DMH-2 DMH-1 527.09 DMH-2 510.57 164.13 521.84 505.37 9.85 18 DMH-2 TO BYPASS DMH-2 510.57 BYPASS 509.33 63.73 505.23 504.33 1.33 18 BYPASS TO DOWNSTREAM DEFENDER BYPASS 509.33 DOWNSTREAM DEFENDER 507.37 15.05 500.80 498.65 1.00 12 DOWNSTREAM DEFENDER TO INFILTRATION CHAMBERS DOWNSTREAM DEFENDER 507.37 INFILTRATION CHAMBERS 505.79 11.17 499.65 499.50 1.00 12 BYPASS TO DETENTION CHAMBERS BYPASS 509.33 DETENTION CHAMBERS 507.31 9.73 501.40 500.11 1.00 12 INFILTRATION CHAMBERS TO DMH-3 INFILTRATION CHAMBERS 502.29 DMH-3 502.37 25.80 499.00 498.63 2.32 12 DMH-3 TO DMH-4 DMH-3 502.37 DMH-4 502.49 75.79 498.38 497.98 0.50 12 DMH-4 TO EX CB DMH-4 502.49 EX CB 501.70 39.29 497.73 497.51 0.50 12 DETENTION CHAMBERS TO RIP RAP CHANNEL DETENTION CHAMBERS 494.85 RIP RAP CHANNEL 492.00 27.09 492.50 492.00 4.62 12 NOTE: THERE ARE NO WELLS WITHIN 25 FEET OF SANITARY SEWER. PIPE UPSTREAM STRUCTURE DOWNSTREAM STRUCTURE LENGTH (FT)INVERT IN INVERT OUT SLOPE (%)PIPE DIAMETER (INCHES) SMH-1 TO SMH-2 SMH-1 SMH-2 69.05 -531.05 2.00 8 PVC SDR 35 SMH-2 TO SMH-3 SMH-2 SMH-3 67.22 529.50 529.35 4.36 8 PVC SDR 35 SMH-3 TO SMH-4 SMH-3 SMH-4 209.40 526.26 526.01 11.46 8 PVC SDR 35 SMH-4 TO SMH-5 SMH-4 SMH-5 49.44 501.73 499.82 4.38 8 PVC SDR 35 SMH-5 TO EXI. SMH SMH-5 EXI. SMH 15.31 497.48 494.36 14.13 8 PVC SDR 35 NOTE: THERE ARE NO WELLS WITHIN 25 FEET OF THE SANITARY SEWER. No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY Daniel T Merritts, L.S., DATED 09/03/2020. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WHIGH POINT DR I V E UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D W W W W W W W W W W W W W W W W W W W SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROV E D R I G H T O F W A Y W a t e r C o u r s e Wa t e r C o u r s e Water Co u r s e Water Course Water Co u r s e Water Cou r s e Water Co u r s e WETLANDS FLAGGED B Y T I M M I L L E R A S S O C I A T E S , I N C . NOVEMBER 2 2 , 2 0 1 9 100' W E T L A N D B U F F E R 100' WETLAND B U F F E R S U N N Y C O U R T WF 24A WF 25A WF 22A WF 21A WF 20A WF 19A WF 18A WF 17A WF 16A WF 15A WF 14A WF 3A WF 2A WF 1A WF 4A WF 5A WF 6A WF A13 WF A12 WF A12 WF A11 WF A10 WF A9 WF 8A WF 7A WF 23A W W W W W W LIMITS OF TOWN OF YORKTOWN WETLANDS D D D D D D S S SS SS SS SS SS SS SS SS SS SS SS SS PROPOSED SILT FENCE (TYP.) PROPOSED SOIL STOCKPILE (TYP.) PROPOSED INLET PROTECTION (TYP.) PROPOSED LIMIT OF DISTURBANCE 4.95 ACRES PROPOSED CONSTRUCTION ENTRANCE (TYP.) S S PROPOSED RE S I D E N C E PROPOSED RE S I D E N C E PROP O S E D R E S I D E N C E P R O P O S E D R E S I D E N C E PROPOS E D R E S I D E N C E PROPOSED RESIDE N C E PROPOSED RESI D E N C E PROPOSED RESIDENCE PROPOSED RESIDENCE PROP O S E D R E S I D E N C E 53 0 532 53 4 53 6 5 3 8 5 4 2 5 4 4 5 4 6 5 4 8 5 5 2 55 4 55 6 55 8 52 8 53 2 5 3 4 53 8 5 4 4 552 544 516 518520522 5 2 4 5 2 6 5 1 2 5 1 6 5 1 8 5 2 0 5 2 2 52 8 5 2 6 536 5 3 6 5 4 2 5 4 4 5 4 6 5 4 8 54 2 54 2 544 544 54 6 556 562 564 566 5 3 8 5 3 4 5 3 2 5 2 4 5 2 6 5 1 4 562 564 564 56 6 55 0 558 560 5 4 0 5 2 4 52 2 52 0 560 56 0 5 5 0 5 3 0 5 2 8 5 2 6 5 2 4 5 2 2 5 2 0 51 0 50 8 52 8 52 6 52 4 5 2 2 51 4 51 2 5 2 8 5 2 2 5 2 0 51 8 51 6 514 5 3 0 RD RD RD RD RD RD RD R D R D R D RD RD RD RD RD RD RD RD RD RD RD S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS SS SS SS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WS WS WS WS WS WS WS WS WS WS W S W S W S WS W S W S W S W S W S W S W S WS WS WS WS WS WS WS WS WS WS W S W S W S W S WS WS WS WS WS WS WS WS WS WS WS W S W S W S W S W S W S W S W S W S W S W S FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD F D F D F D F D F D F D F D F D FD FD F D F D FD FD FD FD FD F D F D F D F D F D FD FD FD FD FD FD FD FD 544 SS D Y H S D YH SS S S S S S S S S S S 5 4 0 DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 - 0 5 10 20 SCALE: 1"=10'-0" 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 4 P M 4 21 - 1 8 PR O J E C T # 1" = 3 0 ' E& S C P L A N PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY Daniel T Merritts, L.S., DATED 09/03/2020. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. HIGH POINT DR I V E UNIMPROVED R I G H T O F W A Y ST O N Y S T R E E T SCOFIELD R O A D SH E L L E Y ST R E E T SCOFIELD ROA D UNIMPROV E D R I G H T O F W A Y W a t e r C o u r s e Wa t e r C o u r s e UPole UPole Water Co u r s e Water Course Water Co u r s e Water Cou r s e Water Co u r s e UPole UPole UPole UPole UPole UPole UPole S U N N Y C O U R T 377 378 379 380 381 43 22 85 69 71 1 20 29 13 76 40 73 68 15 50 35 72 5 5234 48 78 25 60 84 4 39 42 31 18 41 11 44 8 36 74 80 58 62 83 9 6 33 45 2 70 19 82 32 81 63 53 49 75 21 14 61 59 79 38 17 64 55 28 46 56 26 3 12 86 27 77 66 47 65 54 16 51 30 7 10 24 67 57 23 37 99 139 202 173 108 172 141 87 119 206 163 182 233 159 220 145 167 113 142 221 89 114 222 195 217 152 225 151 186 137 218 164 153 149 123 138 181 115 193 126 150 105 179 106 166 198 192 190 157 132 136 122 231 128 121 156 88 134 110 112168 216 207 223 140 92 146 107 213 204 104 147 178 143 188 185 214 111 160 201 97 135 211 196 161 125 95 180 102 205 171 94 183 130 176 144 131 90 127 101 187 120 116 155 174 109 177 203 98 100 194 209 219 208 210 93 224 184 170 129 118 189 197 227 199 230 154 148 226 215 229 133 191 228 169 103 232 162 117 96 124 175 158 165 212 200 91 281 238 253 282 249 275 235 268 267 245 250 237 271 263 244 269 255 236 272 241 248 285 265 286 277 251 279 252 239 242 262 234 283 269 274 257 246 273 247 240 256 284 260 254 276 266 259 243 261 264 278 279 258 298 299 303 301 290 287 300 302 293 294 291 288 292 296 289 295 297348 375 353 309 322 350 333 319 367 369 329 330 325 342 340 374 335 328 376 366 331 318 320 324351 307 339 315 365368 326 311 345 371 364 308 346 361 343 310 313 352 336 355 338 332 356 347 357 349 372 306 337 354 312 362 304 360 323 344 327 359 358 305 321 363 373 314 334 316 370 341 317 483 466 392 400 477 387 484 472 461 385 1509 383 496497 468 1521 467 1523 398 393 465 448 439 1508 415 409 394 418463 420 473 486 492 457 388 403 1513 1515 397 500 384 479 425 426 441 389 416 444 1507 391 413 437 421 487 1518 1516 464 1503 1501 1504 485 417 488 446 495 493 453 390 459 423 440 462 435 410 443 408 1511 411 474 489 449 432 494 458 445 442 412 396 428 404 482 1512 401 429 475 424 406 405 1522 407 455 436 470 471 498 427 386 430 499 460 414 490 1505 1519 452 395 433 481 1510 1502 451 1520 402 478 1514 422 469 1506 454 438 431 434 476 456 1524 480 399 491 419 450 447 382 1517 1606 1588 1541 1528 1603 1550 1579 1590 1578 1532 1564 1643 1555 1526 1626 1623 1580 1540 1563 1600 1613 1539 1560 1611 1616 1565 1575 1527 1639 1554 1572 1584 1536 1547 1551 1608 1559 1571 1618 1641 1577 1601 1585 1634 1569 1619 1529 1544 1546 1605 1612 1583 1538 1595 1620 1581 1621 1574 1615 1614 1645 1525 1533 1558 1543 1596 1610 1635 1568 1636 1549 1629 1640 1557 1633 1589 1587 1604 1630 1548 1647 1638 1632 1591 1535 1561 1573 1556 1592 1534 1562 1594 1582 1567 1531 1566 1607 1570 1631 1598 1542 1586 1602 1537 1545 1642 1627 1628 1599 1530 1609 1597 1646 1617 1644 1576 1625 1552 1622 1637 1593 1624 N 74° 22' 51" W N 68° 54' 28" W 43.92 S 3 3 ° 4 0 ' 0 0 " W 12 9 . 6 2 S 40° 14' 59" W 20.27 S 26° 54' 02" W 23.06 S 33° 32' 17" W 28.03 S 30° 30' 29" W 46.00 S 2 7 ° 5 1 ' 0 0 " W 10 2 . 1 4 S 2 5 ° 0 4 ' 0 1 " W 15 1 . 9 9 S 27° 02' 16" W 23.26 S 77° 47' 5 7 " E 98.20 S 78° 28' 4 1 " E 438.33 S 80° 32 ' 0 9 " E 100.67 S 78° 24' 4 7 " E 126.27 S 73° 23' 00" E 58.32 N 1 3 ° 2 6 ' 5 8 " E 2 9 7 . 6 6 N 1 3 ° 3 6 ' 5 2 " E 1 3 0 . 3 6 N 74° 23' 04" W 68.39 N 72° 48' 54" W 100.23 N 71° 37' 19" W 132.40 N 73° 40' 51" W 147.20 N 70° 28' 17" W 142.53 45.05 APPROXIMATE WATERMAIN LOCATION SIGNIFICANT TREE TO BE PROTECTED TREES TO BE REMOVED (TYP.) DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 - 0 15 30 60 SCALE: 1"=30'-0" 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 S I T E P L A N 5 - 6 - 2 5 . D W G 7/ 3 1 / 2 0 2 4 6 : 0 5 : 0 3 P M 5 21 - 1 8 PR O J E C T # 1" = 3 0 ' TR E E P L A N PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 TREE PRESERVATION - GRISHAJ, STONY STREET TOTAL # OF SURVEYED TREES 658 TREES 8" OR GREATER 558 DEAD TREES 31 INVASIVE / NON-NATIVE 52 TOTAL PROTECTED TREES 475 TOTAL PROTECTED TREES TO BE REMOVED 253 TOTAL PROTECTED TREES TO BE PRESERVED 253 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 11 9- 1 6 - 2 6 Fi n a l S u b d i v i s i o n NOTE: 1.THIS IS NOT A SURVEY. ALL SURVEY INFORMATION SHOWN ON THIS PLAN HAS BEEN TAKEN FROM SURVEY MAP PREPARED BY Daniel T Merritts, L.S., DATED 09/03/2020. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY. EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) PROPOSED ROAD VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 520 525 530 535 540 545 550 555 560 565 570 0+00 56 1 . 7 56 1 . 7 3 0+50 55 9 . 5 55 9 . 4 6 1+00 55 7 . 6 55 7 . 6 3 1+50 55 5 . 1 55 5 . 0 6 2+00 55 2 . 0 55 2 . 0 2 2+50 54 9 . 9 54 9 . 9 4 3+00 54 7 . 9 54 7 . 8 8 3+50 54 5 . 0 54 4 . 9 9 4+00 54 0 . 7 54 0 . 6 6 4+50 53 2 . 2 53 2 . 1 9 5+00 53 0 . 7 53 0 . 6 5 5+20.82 52 9 . 9 52 9 . 9 5 4.4 % 3.0% 8. 0 % 7. 0 % 3.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 6 1 . 2 4 GR A D E B R E A K S T A = 5 + 2 0 . 8 2 EL E V = 5 2 9 . 6 0 LOW PT STA: 1+30.00 LOW PT ELEV: 554.74' PVI STA: 1+00.00 PVI ELEV: 555.64' K: 15.00 LENGTH: 60.00' HEADLIGHT DIST: 141.94' BV C S : 0 + 7 0 . 0 0 BV C E : 5 5 7 . 7 4 ' EV C S : 1 + 3 0 . 0 0 EV C E : 5 5 4 . 7 4 ' LOW PT STA: 4+48.18 LOW PT ELEV: 532.77' PVI STA: 4+20.96 PVI ELEV: 533.96' K: 15.00 LENGTH: 54.44' HEADLIGHT DIST: 158.59' BV C S : 3 + 9 3 . 7 3 BV C E : 5 3 6 . 1 4 ' EV C S : 4 + 4 8 . 1 8 EV C E : 5 3 2 . 7 7 ' HIGH PT STA: 0+05.00 HIGH PT ELEV: 561.09' PVI STA: 0+35.00 PVI ELEV: 560.19' K: 15.00 LENGTH: 60.00' PASSING SIGHT DIST: 416.59' STOPPING SIGHT DIST: 196.14' BV C S : 0 + 0 5 . 0 0 BV C E : 5 6 1 . 0 9 ' EV C S : 0 + 6 5 . 0 0 EV C E : 5 5 8 . 0 9 ' HIGH PT STA: 1+42.50 HIGH PT ELEV: 554.36' PVI STA: 1+80.00 PVI ELEV: 553.24' K: 15.00 LENGTH: 75.00' PASSING SIGHT DIST: 346.77' STOPPING SIGHT DIST: 170.42' BV C S : 1 + 4 2 . 5 0 BV C E : 5 5 4 . 3 6 ' EV C S : 2 + 1 7 . 5 0 EV C E : 5 5 0 . 2 4 ' EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Connecting Road VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 545 550 555 560 565 570 575 0+00 56 7 . 5 56 7 . 5 1 0+50 56 3 . 6 56 3 . 6 3 1+00 56 1 . 3 56 1 . 2 6 1+50 55 9 . 1 55 9 . 0 8 2+00 55 6 . 6 55 6 . 5 7 2+19.52 55 5 . 6 55 5 . 5 7 2.0% 3.0% 8. 0 % 3.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 6 6 . 8 0 GRADE BREAK STA = 2+19.52 ELEV = 554.40 GRADE BREAK STA = 2+07.52 ELEV = 554.16 LOW PT STA: 1+93.71 LOW PT ELEV: 554.57' PVI STA: 1+68.55 PVI ELEV: 555.32' K: 10.00 LENGTH: 50.33' HEADLIGHT DIST: 99.36' BV C S : 1 + 4 3 . 3 8 BV C E : 5 5 7 . 3 3 ' EV C S : 1 + 9 3 . 7 1 EV C E : 5 5 4 . 5 7 ' HIGH PT STA: 0+02.50 HIGH PT ELEV: 566.72' PVI STA: 0+40.00 PVI ELEV: 565.60' K: 15.00 LENGTH: 75.00' PASSING SIGHT DIST: 346.77' STOPPING SIGHT DIST: 170.42'BV C S : 0 + 0 2 . 5 0 BV C E : 5 6 6 . 7 2 ' EV C S : 0 + 7 7 . 5 0 EV C E : 5 6 2 . 6 0 ' DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 G R A D E B A S E A L T 4 - 2 0 - 2 2 . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 6 21 - 1 8 PR O J E C T # NT S RO A D W A Y PR O F I L E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Lot 9 Driveway VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 540 545 550 555 560 565 -0+25 0+00 55 1 . 6 55 1 . 5 8 0+50 55 3 . 3 55 3 . 2 9 0+94.21 55 5 . 2 55 5 . 2 0 3.0% 7.7% 3.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 4 9 . 9 8 GR A D E B R E A K S T A = 0 + 9 4 . 2 1 EL E V = 5 5 4 . 6 0 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) LOT 1 DRIVEWAY VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 535 540 545 550 555 -0+25 0+00 54 6 . 3 54 6 . 2 6 0+50 54 5 . 2 54 5 . 1 9 0+97.19 54 2 . 3 54 2 . 3 1 3.0% 5.0% 1.6% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 4 1 . 1 6 GR A D E B R E A K S T A = 0 + 9 7 . 1 9 EL E V = 5 4 4 . 5 5 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Lot 2 VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 525 530 535 540 545 0+00 53 5 . 4 53 5 . 4 0 0+50 53 6 . 8 53 6 . 8 2 1+00 53 6 . 9 53 6 . 9 5 1+19.98 53 6 . 4 53 6 . 4 0 1.9% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 3 3 . 9 5 GR A D E B R E A K S T A = 1 + 1 9 . 9 8 EL E V = 5 3 6 . 2 3 DISTANCE ALONG BASELINE (FT) LOT 3 DRIVE VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 510 515 520 525 530 535 540 -0+25 0+00 53 2 . 1 53 2 . 0 9 0+50 53 0 . 0 52 9 . 9 6 1+00 52 5 . 8 52 5 . 7 6 1+50 52 1 . 6 52 1 . 6 5 1+93.42 52 1 . 3 52 1 . 3 3 1.0% 1.0% 1 0 . 0 % GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 3 0 . 8 8 GR A D E B R E A K S T A = 1 + 9 3 . 4 2 EL E V = 5 1 9 . 5 0 DISTANCE ALONG BASELINE (FT) LOT 4 DRIVE VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 505 510 515 520 525 530 535 540 -0+25 0+00 53 1 . 2 53 1 . 2 1 0+50 52 9 . 1 52 9 . 0 8 1+00 52 3 . 9 52 3 . 8 6 1+50 51 9 . 8 51 9 . 8 2 2+00 51 4 . 9 51 4 . 8 7 2+12.85 51 4 . 0 51 3 . 9 9 3.0% 1 0 . 0 % 1.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 2 9 . 9 5 GR A D E B R E A K S T A = 2 + 1 2 . 8 5 EL E V = 5 1 7 . 0 0 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Lot 7 VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 520 525 530 535 540 0+00 52 9 . 7 52 9 . 7 3 0+50 53 3 . 4 53 3 . 3 6 0+90.11 53 4 . 6 53 4 . 5 7 3.0% 4.5% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 3 1 . 3 8 GR A D E B R E A K S T A = 0 + 9 0 . 1 1 EL E V = 5 3 5 . 0 0 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Lot 8 VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 530 535 540 545 550 555 0+00 54 3 . 9 54 3 . 8 7 0+50 54 4 . 9 54 4 . 9 4 1+00 54 5 . 5 54 5 . 5 3 1+18.24 54 6 . 7 54 6 . 6 7 3.0% 7.8% 2.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 3 7 . 9 4 GRADE BREAK STA = 1+18.24 ELEV = 543.50 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) LOT 6 DRIVE VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 515 520 525 530 535 540 -0+25 0+00 52 8 . 8 52 8 . 8 3 0+50 52 6 . 3 52 6 . 3 3 1+00 52 3 . 7 52 3 . 7 4 1+32.11 52 6 . 5 52 6 . 4 9 3.0% 10.0% 1.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 3 0 . 6 8 GR A D E B R E A K S T A = 1 + 3 2 . 1 1 EL E V = 5 2 2 . 6 8 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) LOT 5 DRIVE VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 505 510 515 520 525 530 535 -0+25 0+00 52 9 . 4 52 9 . 4 2 0+50 52 6 . 6 52 6 . 6 4 1+00 52 1 . 7 52 1 . 7 3 1+50 51 6 . 3 51 6 . 3 5 2+00 51 2 . 9 51 2 . 8 8 2+19.63 51 4 . 3 51 4 . 3 2 3.0% 10.0% 1.0% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 2 9 . 4 7 GR A D E B R E A K S T A = 2 + 1 9 . 6 3 EL E V = 5 1 3 . 7 0 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) Lot 10 Driveway VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 550 555 560 565 570 575 -0+25 0+00 56 0 . 5 56 0 . 4 8 0+50 56 3 . 3 56 3 . 3 5 1+00 56 5 . 8 56 5 . 8 0 3.0% 10. 0 % 4.4% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 5 9 . 4 8 GR A D E B R E A K S T A = 1 + 0 0 . 0 0 EL E V = 5 6 6 . 3 4 DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 G R A D E B A S E A L T 4 - 2 0 - 2 2 . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 7 21 - 1 8 PR O J E C T # NT S DR I V E W A Y PR O F I L E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) CB-1 TO TREATMENT VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 490 495 500 505 510 515 520 525 530 535 540 545 550 555 560 565 2.8% 0+00 55 8 . 5 55 7 . 9 1 0+50 55 5 . 1 55 5 . 1 8 1+00 55 1 . 7 55 0 . 8 5 1+50 54 9 . 6 54 6 . 8 5 2+00 54 7 . 3 54 2 . 8 5 2+50 54 4 . 1 53 8 . 8 5 3+00 53 8 . 5 53 6 . 8 5 3+50 53 0 . 1 53 2 . 5 4 4+00 52 9 . 3 53 0 . 0 8 4+50 53 0 . 5 52 9 . 2 7 5+00 52 8 . 7 52 8 . 0 2 5+50 52 4 . 3 52 6 . 0 5 6+00 51 9 . 6 52 0 . 6 4 6+50 51 4 . 5 7+00 50 9 . 2 7+37.26 50 5 . 3 ~16' of 12" Ø CORR HDPE @ 1.00% ~22' of 18" Ø CORR HDPE @ 0.50% ~268' of 18" Ø CORR HDPE @ 7.03% ~111' of 18" Ø CORR HDPE @ 4.22% ~20' of 12" Ø CORR HDPE @ 1.00% ~90' of 18" Ø CORR HDPE @ 7.61% ~111' of 18" Ø CORR HDPE @ 8.30% ~54' of 18" Ø CORR HDPE @ 0.50% ~43' of 18" Ø CORR HDPE @ 4.72% 8" SEWER CROSSING 6" WATER CROSSING EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) DMH-2 TO DETENTION VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 485 490 495 500 505 510 515 520 525 530 535 0+00 52 7 . 9 0+50 52 3 . 5 1+00 51 9 . 4 1+50 51 2 . 6 2+00 51 0 . 2 2+50 50 8 . 1 2+58.30 50 6 . 9 ~14' of 12" Ø CORR HDPE @ 1.00% ~ 1 6 8 ' o f 1 2 " Ø C O R R H D P E @ 9 . 8 5 % ~68' of 12" Ø CORR HDPE @ 1.33% DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 NAME OF SURVEYOR, DATED XX/XX/XX, LAST REVISED XX/XX/XX. 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 U T I L I T Y P R O F I L E S 5 - 1 6 - 2 2 . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 8 21 - 1 8 PR O J E C T # NT S DR A I N A G E PR O F I L E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) CB-3 TO CB-4 VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 540 545 550 555 560 0+00 55 2 . 6 55 3 . 8 1 0+27.17 55 3 . 7 55 3 . 9 9 ~21' of 18" Ø CORR HDPE @ 0.50% EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) CB-5 TO CB-6 VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 525 530 535 540 545 550 0+00 54 2 . 3 53 8 . 0 0 0+26.79 54 2 . 7 53 8 . 3 5 ~22' of 18" Ø CORR HDPE @ 0.50% EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) TREATMENT TO EX CB VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 490 495 500 505 510 0+00 50 2 . 3 0+50 50 3 . 2 1+00 50 3 . 1 1+50 50 1 . 7 1+56.72 50 1 . 9 ~44' of 12" Ø CORR HDPE @ 0.50% ~80' of 12" Ø CORR HDPE @ 0.50% ~29' of 12" Ø CORR HDPE @ 2.32% 8" SEWER CROSSING EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) SANITARY SEWER VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 485 490 495 500 505 510 515 520 525 530 535 540 545 550 0+00 53 9 . 9 53 5 . 4 3 0+50 53 3 . 9 53 3 . 9 3 1+00 53 2 . 4 53 1 . 3 4 1+50 53 0 . 2 52 8 . 7 7 2+00 52 5 . 8 2+50 51 9 . 2 3+00 51 2 . 7 3+50 50 6 . 7 4+00 50 1 . 3 4+32.10 IN V O U T : 5 3 1 . 0 5 ' T O S M H - 2 SU M P : 5 3 1 . 0 5 ' RI M : 5 3 4 . 8 1 ' SM H - 1 IN V I N : 5 2 6 . 2 6 ' F R O M S M H - 2 IN V O U T : 5 2 6 . 0 1 ' T O S M H - 4 SU M P : 5 2 6 . 0 1 ' RI M : 5 3 0 . 7 8 ' SM H - 3 IN V I N : 5 0 1 . 7 3 ' F R O M S M H - 3 IN V O U T : 4 9 9 . 8 2 ' T O S H M - 5 SU M P : 4 9 9 . 8 2 ' RI M : 5 0 5 . 3 5 ' SM H - 4 IN V I N : 4 9 1 . 6 7 ' F R O M S H M - 5 SU M P : 4 9 0 . 0 3 ' RI M : 5 0 1 . 6 1 ' EX S M H ~73' of 8 inch PVC @ 2.00% ~54' of 8 inch PVC @ 4.38% ~ 2 1 2 ' o f 8 i n c h P V C @ 1 1 . 4 6 % IN V I N : 5 2 9 . 6 0 ' F R O M S M H - 1 IN V O U T : 5 2 9 . 3 5 ' T O S M H - 3 SU M P : 5 2 9 . 3 5 ' RI M : 5 3 2 . 2 6 ' SM H - 2 ~71' of 8 inch PVC @ 4.36% 4. 3 ' 4. 8 8 ' 4. 6 ' 18" Ø HDPE PIPE CB-9 TO DMh-3 ~20' of 8 inch PVC @ 14.13% IN V I N : 4 9 7 . 4 8 ' F R O M S M H - 4 IN V O U T : 4 9 4 . 3 6 ' T O E X S M H SU M P : 4 9 4 . 3 6 ' RI M : 5 0 1 . 1 3 ' SH M - 5 DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 NAME OF SURVEYOR, DATED XX/XX/XX, LAST REVISED XX/XX/XX. 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 U T I L I T Y P R O F I L E S 5 - 1 6 - 2 2 . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 9 21 - 1 8 PR O J E C T # NT S DR A I N A G E AN D S A N I T A R Y SE W E R PR O F I L E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) HIGHPOINT DRIVE WATERMAIN PROFILE VERT. SCALE: 1" = 5 HORIZ. SCALE: 1" = 50 490 495 500 505 510 515 520 525 530 535 540 545 550 555 560 565 570 45° ELBOW 8" TEE TO CONNECT TO EXISTING WATERMAIN -0+25 0+00 0+50 56 0 . 0 56 0 . 0 4 1+00 55 8 . 4 55 6 . 9 5 1+50 55 6 . 1 55 4 . 6 8 2+00 55 3 . 1 55 2 . 6 6 2+50 55 0 . 6 54 9 . 0 8 3+00 54 8 . 7 54 5 . 0 8 3+50 54 6 . 2 54 1 . 0 8 4+00 54 2 . 5 53 7 . 0 8 4+50 53 5 . 4 53 3 . 8 5 5+00 53 3 . 0 53 2 . 2 0 5+50 53 1 . 1 52 9 . 9 1 6+00 52 8 . 0 6+50 52 2 . 0 52 1 . 6 9 7+00 51 6 . 4 51 6 . 7 6 7+50 51 0 . 1 8+00 50 2 . 4 8+22.84 50 2 . 0 6" GATE VALVE 6" CL-52 D.I.P. 65' 6" CL-52 D.I.P. 61' 6" CL-52 D.I.P. 219' 6" CL-52 D.I.P. 37' 22.5° ELBOW EXISTING GRADE FINISH GRADE 4' M I N . CO V E R PROP. HYDRANT #1 ENCASE WATERMAIN IN K-CRETE 10 FEET IN EACH DIRECTION AT CROSSING EXISTING WATER MAIN 18 " M I N . 22.5° ELBOW 8" CL-52 D.I.P. 410' 18 " M I N . 11.25° ELBOW 18" Ø HDPE PIPE CB-3 TO CB-4 18" Ø HDPE PIPE CB-6 TO CB-7 18" Ø HDPE PIPE CB-9 TO DMh-3 18 " M I N . 4' 8" TEE TO CONNECT TO PROPOSED WATERMAIN ON SHELLEY ST. PROP. HYDRANT #2 EL E V A T I O N ( F T ) DISTANCE ALONG BASELINE (FT) SHELLEY DRIVE WATERMAIN PROFILE VERT. SCALE: 1" = 10 HORIZ. SCALE: 1" = 50 545 550 555 560 565 570 575 EXIST. HYDRANT 0+00 56 6 . 6 0+50 56 5 . 0 56 5 . 1 9 1+00 56 2 . 1 56 1 . 7 6 1+50 55 9 . 7 55 7 . 7 9 2+00 55 7 . 3 55 4 . 8 5 2+32.53 55 5 . 6 55 4 . 4 0 22.5° ELBOW 8" CL-52 D.I.P. 36' CONNECT TO EXISTING WATER MAIN 8" CL-52 D.I.P. 195 8" TEE TO CONNECT TO PROPOSED WATERMAIN ON HIGH POINT. 18" Ø HDPE PIPE CB-1 TO CB-2 1. 8 ' EXISTING GRADE FINISH GRADE ENCASE WATERMAIN IN K-CRETE 10 FEET IN EACH DIRECTION AT CROSSING DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 NAME OF SURVEYOR, DATED XX/XX/XX, LAST REVISED XX/XX/XX. 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 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 U T I L I T Y P R O F I L E S 5 - 1 6 - 2 2 . D W G 1/ 1 6 / 2 0 1 7 3 : 1 9 : 5 2 P M 10 21 - 1 8 PR O J E C T # NT S WA T E R M A I N PR O F I L E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 MA - A M 5/ 7 / 2 1 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s GENERAL STORM DRAINAGE & UTILITY NOTES GENERAL CONSTRUCTION NOTES: CONTRACTOR RESPONSIBILITIES: 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. 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-651-86 (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. 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 - 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 F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G PR O J E C T # NT S 5/ 7 / 2 1 MA - A M NO T E S PR E P A R E D F O R NI K O L L A G R I S H A J FI N A L S U B D I V I S I O N 33 1 9 S T O N Y S T R E E T 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 21 - 1 8 Sh e e t of 11 18 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 SIZE TIME (INCHES) (MIN./100 FT.) UP TO 8 1.2 10 1.5 12 1.8 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 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. 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. 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. 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.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. 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. 4.NO TOPSOIL SHALL BE REMOVED FROM THE SITE. 5.ROCK CUT STABILITY IS TO BE FIELD VERIFIED BY GEOTECHNICAL ENGINEER AND SHALL BE MODIFIED IF REQUIRED. 6.NO CRUSHING/PROCESSING IS PERMITTED ON THE SITE WITHOUT PRIOR APPROVAL BY THE TOWN OF YORKTOWN PLANNING BOARD. 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. 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. 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. 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. 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. 6.STORM DRAIN PIPING TO BE HIGH DENSITY POLYETHYLENE AS SHOWN ON THE CONSTRUCTION DRAWINGS. MINIMUM COVER TO BE 2' UNLESS OTHERWISE NOTED. 7.INTERCEPTOR DRAINS ARE TO BE INSTALLED WHERE REQUIRED BY THE TOWN OR PROJECT ENGINEER DURING ROAD CONSTRUCTION. 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. 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. 10.ALL STRUCTURES SHALL BE SET ONE INCH BELOW PAVEMENT. 11.STREET OPENING PERMIT FROM THE TOWN OF YORKTOWN D.P.W. MAY BE REQUIRED FOR INSTALLATIONS IN PUBLIC ROADS. I. DISTRIBUTION SYSTEM - WATERMAIN WATERMAIN NOTES 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. D.PROTECTION OF EXISTING STRUCTURES AND UTILITIES 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. E.CONSTRUCTION OF ROAD RIGHT-OF-WAY 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. F.EXCAVATION AND PREPARATION OF TRENCH 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. 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 LEAKAGE OR INFILTRATION SHALL NOT EXCEED THE RATE OF 100 GALLONS PER MILE OF PIPE OF ANY SECTION OF THE SYSTEM. AN EXFILTRATION OR INFILTRATION TEST SHALL BE PERFORMED WITH A MINIMUM POSITIVE HAD OF 2 FEET. THE AIR TEST SHALL, AS A MINIMUM, CONFORM TO THE TEST PROCEDURE DESCRIBED IN ASTM C-828 FOR CLAY PIPE, ASTM C-924 FOR CONCRETE PIPE, AND ASTM F1417 FOR PLASTIC PIPE. FOR OTHER MATERIALS, TEST PROCEEDURES SHALL BE APPROVED BY THE REGULATORY AGENCY. VACUUM TESTING IS PERMITTED FOR MANHOLES, BUT IS NOT PERMISSIBLE FOR PIPES. (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:SS PROPOSED DRAINAGE LINE DYH PROPERTY LINE / RIGHT OF WAY EDGE OF WETLAND PROPOSED CURB 200 100' WETLAND BUFFER CONSERVATION EASEMENT LINE EXISTING WATER LINE PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT APPROX. AREA OF ROCK OUTCROP PROPOSED ROAD CENTERLINE PROPOSED DRAINAGE MANHOLE PROPOSED CATCH BASIN EXISTING DRAINAGE INLET EXISTING STONE WALL PROPOSED GRADING EXISTING SANITARY LINE EXISTING GRADING EXISTING SPOT GRADE AREA OF POTENTIAL BLASTING PROPOSED LIGHT POST PROPOSED HEADWALL WITH RIP RAP EXISTING HEADWALL PROPOSED OUTLET STRUCTURE CONSTRUCTION ENTRANCE LEGEND PROPOSED HOUSE AND DRIVE PROPOSED SOIL STOCKPILES PROPOSED SILT FENCE PROPOSED STABILIZED PROPOSED LIMIT OF DISTURBANCE SS SS D PROPOSED UTILITY CROSSING FD RD LPSS FM PROPOSED FOOTING DRAIN PROPOSED ROOF DRAIN SS W WS UE GAS PROPOSED WATER MAIN PROPOSED GAS SERVICE PROPOSED LOW PRESSURE SEWER PROPOSED SEWER FORCE MAIN EXISTING STONE WALLS TO BE REMOVED PROPOSED SEWER SERVICE CONNECTION PROPOSED WATER SERVICE CONNECTION PROPOSED UNDERGROUND ELECTRIC SERVICE PROPOSED SANITARY MANHOLE AND LINE PROPOSED CRUSHED STONE INLET PROTECTION 4.DEFLECTION TESTING OF PIPES- IN ACCORDANCE WITH THE TEN STATES "RECOMMENDED STANDARDS FOR WASTEWATER FACILITIES -SECTION 33.85"-LATEST EDITION. 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. B. 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. C. 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. No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 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 - N. T . S 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR E P A R E D F O R E& S C N O T E S FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y 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 u n t y , N e w Y o r k MA - A M 5/ 7 / 2 1 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. 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 CONTRACTOR CERTIFICATION STATEMENT Certification Statement - All contractors and subcontractors as identified in a SWPPP, by the Owner or Operator, in accordance with Part III.A.5 of the SPDES General Permit for Stormwater Runoff from Construction Activity, GP-0-20-001, dated January 12, 2015, Page 10 of 40, 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 Discharge 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: Company / Contracting Firm: Name of Company: Address of Company: Telephone Number / Cell Number: Site Information: Address of Site: Today's Date: OWNER / OPERATOR CERTIFICATION "I CERTIFY UNDER PENALTY OF LAW THAT THIS DOCUMENT AND ALL ATTACHMENTS WERE PREPARED UNDER MY DIRECTION OR SUPERVISION IN ACCORDANCE WITH A SYSTEM DESIGNED TO ASSURE THAT QUALIFIED PERSONNEL PROPERLY GATHERED AND EVALUATED THE INFORMATION SUBMITTED. BASED ON MY INQUIRY OF THE PERSON OR PERSONS WHO MANAGE THE SYSTEM, OR THOSE PERSONS DIRECTLY RESPONSIBLE FOR GATHERING THE INFORMATION, THE INFORMATION SUBMITTED IS, TO THE BEST OF MY KNOWLEDGE AND BELIEF, TRUE, ACCURATE, AND COMPLETE. FURTHER, I HEREBY CERTIFY THAT THE SWPPP MEETS ALL FEDERAL, STATE, AND LOCAL EROSION AND SEDIMENT CONTROL REQUIREMENTS. I AM AWARE THAT FALSE STATEMENTS MADE HEREIN ARE PUNISHABLE AS A CLASS A MISDEMEANOR PURSUANT TO SECTION 210.45 OF THE PENAL LAW." NAME (PLEASE PRINT): TITLE: DATE: ADDRESS: PHONE: E-MAIL: SIGNATURE: Sh e e t of 12 18 MAINTENANCE SCHEDULE: POST CONSTRUCTION MAINTENANCE SCHEDULE: Control to be Inspected Inspection Frequency Maintenance Threshold Criteria Maintenance Procedure Drain Inlets Quarterly 3" + Accumulated Sediment Remove debris and sediment annually. Infiltration Basin Bi-annually Debris Leaves and Sediment at 5%Cut Grass – Remove debris and leaves Downstream Defender Bi-annually Sediment at 25%Remove debris and sediment annually; flush and vacuum Rain Garden Quarterly Ponding for more than 48 hrs Remove accumulated sediment and debris; weed and replace plants and mulch as needed. Swale and Channels Semi-Annually Debris and Leaves Remove Debris and Sediment Annually INSP.INSP.SILT FENCE CLEAN OF SEDIMENT/ REPLACE IF NEEDED REMOVE DAILY WEEKLY MONTHLY AFTER RAINFALL REMOVEREPLACEINSP. REMOVEINSP.INSP. STABILIZED CONST. ENT. SEDIMENT TRAP INSP. SOIL STOCKPILE INSP.INSP.REMOVEINSP.SEED AS NECESSARY DEWATERING PIT INSP.INSP.REMOVEINSP. OUTLET/ INLET STRUCTURES INSP.INSP.REMOVEINSP. & PROTECTION CLEAN OF SEDIMENT/ REPLACE IF NEEDED CLEAN OF SEDIMENT/ REPLACE IF NEEDED CLEAN OF SEDIMENT/ REPLACE IF NEEDED CLEAN OF SEDIMENT NECESSARY TO MAINTAIN FUNCTION AFTER APPROVAL OF INSPECTOR F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G CONSTRUCTION SEQUENCE: GENERAL SEQUENCE: THE GENERAL SEQUENCE APPLIES TO THE START OF ALL PHASES OF THE PROJECT. THE REQUIREMENTS IN SUCH SHALL BE APPLIED AS APPROPRIATE IN THAT PHASE AND SHALL BE ASSUMED IN PLACE PRIOR TO THE START OF THE WORK OUTLINED IN THE SEQUENCE FOR EACH PHASE. 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, LIMITS OF DISTURBANCE, UTILITY LINES, AND STORMWATER PRACTICES. STORMWATER PRACTICES SHALL BE FENCED OFF TO PREVENT DISTURBANCE TO THE UNDERLYING SOILS. 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. 3.CUT AND CLEAR TREES WITHIN THE PHASE 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, DIVERSION SWALES, SEDIMENT TRAPS, CONSTRUCTION FENCE, ETC. THIS SEQUENCE MUST BE FOLLOWED TO INSURE PROPER IMPLEMENTATION OF THE EROSION AND SEDIMENT CONTROL PLAN (E&SC) AND STORMWATER POLLUTION PREVENTION PLAN (SWPPP). 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. PHASE I: PROJECT INFRASTRUCTURE 1.ESTABLISH MAIN ROAD ENTRANCE AND INSTALL THE STABILIZED CONSTRUCTION ENTRANCE. 2.CLEAR THE AREA FOR THE PROPOSED ROAD AND THE TO THE EXTENTS SHOWN ON THE PLAN. INSTALL PERIMETER EROSION CONTROL PRACTICES. SILT FENCING SHALL BE INSTALLED AT THE BASE OF SLOPES PARALLEL TO CONTOURS AS SHOWN ON THE PLAN. 3.BEGIN INSTALLATION OF THE DRAINAGE SYSTEM. DO NOT CONNECT THE OUTLET TO THE INFILTRATION SYSTEM FROM THE BYPASS STRUCTURE. 4.BEGIN EXCAVATION FOR THE ROUGH GRADE OF THE PROPOSED ROADWAY AND THE PROPOSED INFILTRATION BASIN TO THE EXTENTS SHOWN ON THE PLANS. CLEARING SHALL ONLY OCCUR WITHIN THE LIMITS OF DISTURBANCE FOR PHASE 1. ESTABLISH THE ELEVATION FOR INSTALLATION OF ROAD BASE. EROSION CONTROL MEASURES SHALL BE INSTALLED SIMULTANEOUSLY WITH CLEARING AND GRADING. WHEN COMPLETED INSTALL EROSION BLANKETS ON SLOPES EXCEEDED 3H:1V. INSTALL WATER BARS ALONG AS SHOWN ON THE PLANS. 5.INSTALL WATER MAIN MAIN AND CONNECT TO THE EXISTING MAIN IN STONY STREET AND SOUTH SHELLEY STREET. FOR EACH SERVICE CONNECTION EXTEND SERVICE AT LEAST 5' BEYOND THE EDGE OF PAVEMENT AND INSTALL CURB BOX. SERVICE CONNECTIONS SHALL CONTINUE FROM THE CURB BOX DURING THE INDIVIDUAL LOT CONSTRUCTION. 6.INSTALL SEWER MAIN AND CONNECT TO THE MANHOLE STONY STREET. FOR EACH SERVICE CONNECTION EXTEND SERVICE AT LEAST 5' BEYOND THE EDGE OF PAVEMENT AND CAP THE SERVICE LINE. SERVICE CONNECTIONS SHALL CONTINUE FROM THE CAP DURING THE INDIVIDUAL LOT CONSTRUCTION. 7.UPON COMPLETION OF THE DRAINAGE AND UTILITIES, INSTALL THE ASPHALT PAVEMENT BASE COURSE OVER THE ROADWAY AND DRIVEWAY. BACKFILL TO GRADE, PLACE FINAL SOIL TOPPING AND PUT IN PLACE PERMANENT VEGETATIVE COVER OVER ALL DISTURBED AREAS, LANDSCAPE BEDS, SLOPES, ETC. 8.DURING SITE CONSTRUCTION MAINTAIN AND RE-ESTABLISH AS REQUIRED EROSION CONTROL AND STABILIZATION MEASURES AS REQUIRED BY THE SITE PLAN AND DETAILS. 9.CONNECT THE INFILTRATION BASIN TO THE UPSTREAM BYPASS STRUCTURE AS SHOWN ON THE PLAN. RUNOFF WILL BE BLOCKED FROM ENTERING THE INFILTRATION BASIN UNTIL FINAL STABILIZATION. 10.ONCE ALL AREAS HAVE ACHIEVED FINAL GRADES, ANY REMAINING STOCKPILED MATERIAL SHALL BE REMOVED FROM THE SITE WITHIN 24 HRS. 11.ONCE SITE STABILIZATION HAS TAKEN PLACE (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), REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS, UNPLUG THE DRAINAGE SYSTEM TO ALLOW RUNOFF TO ENTER THE STORMWATER MANAGEMENT SYSTEM. THIS SHALL BE DONE DURING OPTIMUM WEATHER CONDITIONS IF POSSIBLE TO AVOID SEDIMENT TRANSPORT. THIS WORK SHALL NOT OCCUR IF PRECIPITATION IS FORECASTED DURING THE WORK. DURING CONSTRUCTION OF LOTS 1-10, THE INFILTRATION SYSTEM FOR THE ROAD SHALL BE INSPECTED MONTHLY AND AFTER MAJOR STORM EVENTS TO ENSURE SEDIMENT FROM CONSTRUCTION DOES NOT ENTER THE SYSTEM. ANY SEDIMENT DEPOSITS WILL BE REMOVED. 12.UPON STABILIZATION OF ALL DISTURBED AREAS AND APPROVAL FROM THE TOWN REPRESENTATIVE REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. PHASE 2: INDIVIDUAL LOTS EACH LOT WILL BE CONSTRUCTED INDIVIDUALLY. THE LOTS MAY BE CONSTRUCTED IN ANY PARTICULAR ORDER. AT NO ONE TIME SHALL MORE THAN 5 ACRES BE DISTURBED. 1.PREPARE THE INDIVIDUAL LOT FOR CONSTRUCTION BY INSTALLING ALL TEMPORARY PERIMETER EROSION AND SEDIMENT CONTROLS (E&SCS) AS SHOWN ON THE APPROVED CONSTRUCTION DRAWINGS. 2.ESTABLISH THE DRIVEWAY ENTRANCE AND INSTALL THE STABILIZED CONSTRUCTION ENTRANCE. 3.REMOVE EXISTING VEGETATIVE COVER AND OTHER SURFACE FEATURES IN THE LIMIT OF CONSTRUCTION ONLY FOR WORK TO BE IMMEDIATELY DONE AND WITHIN THE LIMITS OF PHASE 2. APPLY STABILIZATION MEASURES AS DESCRIBED IN THE GENERAL SEQUENCE. SILT FENCING SHOULD BE INSTALLED AT THE BASE OF SLOPES, AND STOCKPILES SHALL BE PLACED IN THE LOCATIONS SHOWN ON THE PLAN. 4.ROUGH GRADE DRIVEWAY AND INSTALL EROSION AND SEDIMENT CONTROLS AS NEEDED. SLOPES IN EXCESS OF 3:1 SHALL BE STABILIZED USING EROSION BLANKETS. 5.DURING SITE CONSTRUCTION MAINTAIN AND RE-ESTABLISH AS REQUIRED EROSION CONTROL AND STABILIZATION MEASURES AS REQUIRED BY THE SITE PLAN AND DETAILS. REMOVE ANY SEDIMENT TRACK ON ROADWAY FROM CONSTRUCTION VEHICLES AS NEEDED. 6.EXCAVATE FOR AND INSTALL FOUNDATION. UPON COMPLETION OF FOUNDATION WALLS BACKFILL AND GRADE THE REMAINDER OF THE LOT. 7.BEGIN CONSTRUCTION OF THE REMAINDER OF THE BUILDING. 8.ONCE THE NECESSARY CONNECTIONS HAVE BEEN CONSTRUCTED WITHIN THE BUILDING, BEGIN THE INSTALLATION OF THE SEWER AND WATER CONNECTIONS FOR THE LOTS. THESE SHALL ONLY BE CONSTRUCTED IN THE LOCATIONS SHOWN ON THE PLANS. 9.INSTALL ALL UNDERGROUND UTILITIES. INSTALL THE DRAINAGE SYSTEM AND RAIN GARDENS. FOR THE RAIN GARDENS EXCAVATE TO ELEVATION SHOWN ON PLAN AND INSTALL BASE COURSE OF GRAVEL. INSTALL FILTER MEDIA AND OUTLET STRUCTURE AND INSTALL OUTLET PROTECTION AT ALL OUTLETS. BACKFILL AS NEEDED. ENTRY POINTS TO DRAINAGE SYSTEM SHALL BE BLOCKED UNTIL SITE IS STABLE. ALL EROSION CONTROLS SHALL REMAIN IN PLACE. 10.INSTALL BASE COURSE MATERIAL FOR DRIVEWAY. 11.TOPSOIL, RAKE, SEED AND MULCH ALL DISTURBED AREAS. 12.INSTALL WALKS, FENCES, OTHER SITE IMPROVEMENTS AND FINAL PLANTINGS. 13.ONCE SITE STABILIZATION HAS TAKEN PLACE (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), REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS, UNPLUG THE DRAINAGE SYSTEM TO ALLOW RUNOFF TO ENTER THE STORMWATER MANAGEMENT SYSTEM. THIS SHALL BE DONE DURING OPTIMUM WEATHER CONDITIONS IF POSSIBLE TO AVOID SEDIMENT TRANSPORT. THIS WORK SHALL NOT OCCUR IF PRECIPITATION IS FORECASTED DURING THE WORK. 14.UPON STABILIZATION OF ALL DISTURBED AREAS AND APPROVAL FROM THE TOWN REPRESENTATIVE REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROLS. 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. THE RESPONSIBLE PARTY DURING AND AFTER CONSTRUCTION IS AS FOLLOWS: JOHN COLANGELO 1133 WESTCHESTER AVE. SUITE N-006 WHITE PLAINS, NY 10604 347-231-6959 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s STABILIZED CONSTRUCTION ENTRANCE DETAIL NOT TO SCALEE-1 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 . EXISTIN G 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 AA SILT FENCE DETAIL NOT TO SCALEE-2 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 16" MIN. HEIGHT OF FILTER ABOVE GROUND 6" MIN. EMBEDMENT PERSPECTIVE VIEW SECTION FLOW WOODEN STAKE SUPPORT NET FILTER FABRIC ANCHOR FABRIC 6" BELOW EXISTING GRADE 3' - 0 " M I N . 1' - 4 " 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 upgrade side of post: steel posts (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 or the capacity reaches 50%. 4.Excavate 6 inch trench along the silt fence line and bury the fabric. 5.Unroll a section at a time and position the post against the back (downstream) wall of the trench. 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. 36 " M I N . 16 " M I N . SYMBOL SOIL STOCKPILE DETAILE-4 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 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 (A s 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 A n 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. INLET PROTECTION DETAILE-5 INLET 3/4" WASHED GRAVEL SURROUNDING INLET 3:1 SLOPE 2:1 SLOPE FLOW PLAN 3/4" WASHED GRAVEL SURROUNDING INLET TEMPORARY SEDIMENT POOL 1 FT MIN 2 FT MAX SUBGRADE SYMBOL SECTION 1' OF GRAVEL FILTER 1 FT TYP 1 FT TYP INLET NOT TO SCALE BOARD FENCE WRAPPED AROUND TRUNK. 1" GAP BETWEEN BOARDS TREE TRUNK ARMOR / TREE PROTECTION DETAIL NOT TO SCALEE-3 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 " NOT TO SCALE CHECK DAM DETAIL NOT TO SCALESW-7 CONSTRUCTION SPECIFICATIONS: 1.Stones will be placed on a filter fabric foundation to the lines, grades and locations shown in the plan. 2.Set spacing of check dams to ensure that the elevations of the crest of the downstream dam is the same elevation of the toe of the upstream dam. 3.Extend the stone a minimum of 1.5 ft. Beyond the ditch banks to prevent cutting around the dam. 4.Protect the channel downstream of the lowest check dam from scour and erosion with stone or liner as appropriate. 5.Ensure that channel appurtenances such as culvert entrances below check dams are not subject to damage or blockage from displaced stones. TOP BANK OF SWALE TOE SAME ELEVATION A A CREST B PROFILE FILTER FABRIC 9" M I N . 1.5' MIN. B SECTION A-A SECTION B-B FILTER FABRIC 2 1 2 1 24 " M A X @ CE N T E R SYMBOL SPACING VARIES DEPENDING ON CHANNEL SLOPE CHANNEL SLOPE SPACING (FT) CHECK DAM SPACING 1%100 50 20 16.7 14.3 33.3 25 2% 3% 4% 5% 6% 7% 12.58% 11.19% 1010% 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 - N. T . S 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR E P A R E D F O R E& S C DE T A I L S FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y 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 u n t y , N e w Y o r k MA - A M 5/ 7 / 2 1 Sh e e t of 13 18 F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s DA T E : SC A L E : DR A W N B Y : Sh e e t of 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 - PR E P A R E D F O R 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR O J E C T # F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G SI T E D E T A I L S 21 - 1 8 MA - A M 5/ 7 / 2 1 FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y S T R E E T 14 18 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 u n t y , N e w Y o r k NT S 20 " 8" 1"R 4" 7" 6" CONCRETE CURB DETAIL NOT TO SCALE R-1 EXPANSION JOINT WHEN CURB MEETS SIDEWALK OR PAVEMENT TOP COURSE 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. 2.Construct curb with class A concrete (3000 psi). 2% MIN PITCH RESTORE SURFACE AS REQUIRED 2% SLOPE 6" TYP. 4" TOPSOIL 12' 4" ASPHALT PAVEMENT 6" ITEM 4 GRAVEL BASE R-2 DRIVEWAY DETAIL NOT TO SCALE COMPACTED SUBGRADE PL 5'-0" 50' R.O.W. CL 1 TYPICAL 24 FT ROAD SECTION WITH 50 FT R.O.W. NOT TO SCALER-3 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. 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 12'-0" TO INSIDE FACE OF CURB 7'-0" 12'-0" TO INSIDE FACE OF CURB 6" CONCRETE 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. 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 SIDE STREET CUL-DE-SAC 12 INCH WIDTH (WHITE) W3-17 R1-1 EQUAL EQUAL CURB ROADWAY %%UELEVATION 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-4 (TRENCH WIDTH) SAW CUT PAVEMENT TRENCH WIDTH 12"TEMPORARY PAVEMENT PERMANENT PAVEMENT 12" PAVEMENT REPLACEMENT DETAILR-5 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. No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 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 - PR E P A R E D F O R 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR O J E C T # F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G WA T E R M A I N DE T A I L S 21 - 1 8 MA - A M 5/ 7 / 2 1 FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y S T R E E T We s t c h e s t e r C o u n t y , N e w Y o r k NT S To w n o f Y o r k t o w n 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 1 8 " M I N . SANITARY OR S T O R M S E W E R 1 8 " 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. of 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. Sh e e t of 15 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 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 - PR E P A R E D F O R 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 PR O J E C T # F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G SE W E R DE T A I L S 21 - 1 8 MA - A M 5/ 7 / 2 1 FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y S T R E E T We s t c h e s t e r C o u n t y , N e w Y o r k NT S H= G R E A T E R T H A N 5 ' - 0 " S-1 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 " To w n o f Y o r k t o w n NOT TO SCALE GRAVITY SEWER LATERAL CLEAN-OUT DETAILS-3 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" SEWER CONNECTION TO PROPOSED MAIN-LINE DETAIL NOT TO SCALES-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" MI N . MIN 1/ 4 " P E R F T ( 2 % ) FROM P R O P O S E D RESID E N C E SEWER MAIN / SEWER SERVICE TRENCH DETAIL NOT TO SCALE S-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. NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. TYPICAL DETAIL OF TIE-IN TO EXISTING SEWER MANHOLE NOT TO SCALES-7 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-6 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" Sh e e t of 16 18 1 2" 12" S-5 NOT TO SCALE DROP MANHOLE DETAIL 30 " M I N . F O R 8 " D I A . P I P E C PROPOSED MANHOLE "T" BRANCH PROVIDE CONCRETE CRADLE TO SPRING LINE MASONRY DAM SAME MATERIAL AND CLASS AS INLET SEWER 3000 P.S.I CONCRETE CAULK WITH MORTAR ALL AROUND 90° CUT ELBOW INVERT LEVEL WITH OF OUTLET SEWER MANHOLE INVERT MANHOLE BASE 8" MIN. INLET L CL PIPE EXTENDED INTO MANHOLE AND CAPPED No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 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 - PR E P A R E D F O R 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR O J E C T # F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G DR A I N A G E DE T A I L S 21 - 1 8 MA - A M 5/ 7 / 2 1 FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y S T R E E T We s t c h e s t e r C o u n t y , N e w Y o r k NT S To w n o f Y o r k t o w n D-8 NOT TO SCALE PRECAST CONCRETE STORM DRAIN MANHOLE DETAIL STORM PIPE BEDDING DETAIL NOT TO SCALE D-6 D-4 NOT TO SCALE TYPICAL CATCH BASIN DETAIL ROOF & FOOTING DRAIN CONNECTION DETAIL NOT TO SCALE D-5 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 of LC RIP-RAP APRON/ENERGY DISSIPATOR DETAIL NOT TO SCALED-7 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 PLANTER OUTLET 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 SHOWN 1/ 3 P I P E Ø PI P E Ø SECTION FOOTING DRAINS 4 6 2.9 4 6 9 D-1 NOT TO SCALE STORM BYPASS 2 STRUCTURE DETAIL OUTLET TO DETENTION ELEV 501.40 INLET PIPES ELEV 455.51 12" SUMP H= G R E A T E R T H A N 5 ' - 0 " 8" FRAME TO BE THOROUGHLY BEDDED IN 1:2 CEMENT MORTAR MIX OUTLET TO BYPASS 2 30"Ø FOR 3'-0" 24" Ø FOR 4'-0" RIM TO BE 3" ABOVE GRADE IN ALL NO TRAFFIC AREAS OUTLET TO CISTERN FINISHED PAVEMENT B CAMPBELL FOUNDRY FRAME & COVER No. 1105 OR APPROVED EQUAL B 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. DRAIN 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. PLAN OUTLET TO DOWNSTREAM DEFENDER ELEV.: 500.80 JOINT FILLER 3' - 0 " O R 4 ' - 0 " SE C T I O N C O N E 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 6'-0" INSIDE DIAMETER 5" THICK WALLS 6" 12 " VE R T . SP A C I N G 6" 8" INLET FROM DMH-3 PLAN 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 ". INLET FROM DMH-2 INLET FROM SAND FILTER 2 FLEX STORM CPS SCREEN 4 6 2.9 4 6 9 WATER QUALITY 6" ELEVATION NYLOPLAST RISER STRUCTURE ORGANIC FILTER PLACEMENT OF PLANTING SOIL TO BE IN 6" TO 12" LOOSELY COMPACTED LIFTS MIRAFI N SERIES FILTER FABRIC 6" PERFORATED PIPE IN 8" GRAVEL JACKET 12" PLANTING SOIL - FREE OF STONES, STUMPS, ROOTS, OR OTHER WOODY MATERIAL OVER 1"Ø. NO BRUSH OR SEEDS FOR NOXIOUS WEEDS. FILTER SURFACE AREA WIDTH LE N G T H MIRAFI N SERIES FILTER FABRIC SOIL MEDIA 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) 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. 6" PERFORATED UNDERDRAIN FILTER FABRIC MIRAFI FH 45 HS SC-740 DETENTION CHAMBERS TYPICAL BIORETENTION DETAIL NOT TO SCALESWM-7 STORMWATER MANAGEMENT PRACTICES RIMS AND INVERTS SYSTEM BASIN INV.BERM ELEV.SOIL MEDIA INV.DRAINAGE LAYER INV.OUTLET RIM Pipe Out Size (in) LOT 1 RAIN GARDEN 537.00 538.00 535.00 534.00 537.50 12 LOT 2 RAIN GARDEN 529.00 530.00 527.00 526.00 529.50 10 LOT 3 RAIN GARDEN 515.00 516.00 513.00 512.00 515.50 10 LOT 4 RAIN GARDEN 505.00 506.00 503.00 502.00 505.50 12 LOT 5 RAIN GARDEN 509.00 510.00 507.00 506.00 509.50 5' WEIR LOT 6 RAIN GARDEN 520.00 521.00 518.00 517.00 520.50 5' WEIR LOT 7 RAIN GARDEN 531.00 532.00 529.00 528.00 531.50 8 LOT 8 RAIN GARDEN 545.00 546.00 543.00 542.00 545.50 8 LOT 9 RAIN GARDEN 558.00 559.00 556.00 555.00 558.50 10 LOT 10 RAIN GARDEN 563 564 561.00 560.00 563.5 12 Sh e e t of 17 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s 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 - PR E P A R E D F O R 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 NOTE: UNAUTHORIZED ALTERATIONS OR ADDITIONS TO THIS DRAWING IS A VIOLATION OF SECTION 7209 (2) OF THE NEW YORK STATE EDUCATION LAW. PR O J E C T # F: \ 2 0 2 1 \ 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ E N G I N E E R I N G \ C A D \ C 3 D - 2 1 - 1 8 G R I S H A J - S T O N Y S T R E E T \ 2 1 - 1 8 D E T A I L S 9 - 3 0 - 2 1 . D W G ST O R M T E C H DE T A I L S 21 - 1 8 MA - A M 5/ 7 / 2 1 FI N A L S U B D I V I S I O N NI K O L L A G R I S H A J 33 1 9 S T O N Y S T R E E T We s t c h e s t e r C o u n t y , N e w Y o r k NT S To w n o f Y o r k t o w n 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 18" (450 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 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ SW-3 STORMTECH SC-740/DC-780 CHAMBER DETAIL NOT TO SCALE PART #STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm)10.9" (277 mm)18.5" (470 mm)--- SC740EPE06B / SC740EPE06BPC ---0.5" (13 mm) SC740EPE08T / SC740EPE08TPC 8" (200 mm)12.2" (310 mm)16.5" (419 mm)--- SC740EPE08B / SC740EPE08BPC ---0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm)13.4" (340 mm)14.5" (368 mm)--- SC740EPE10B / SC740EPE10BPC ---0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm)14.7" (373 mm)12.5" (318 mm)--- SC740EPE12B / SC740EPE12BPC ---1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm)18.4" (467 mm)9.0" (229 mm)--- SC740EPE15B / SC740EPE15BPC ---1.3" (33 mm) SC740EPE18T/ SC740EPE18TPC 18" (450 mm)19.7" (500 mm)5.0" (127 mm)--- SC740EPE18B / SC740EPE18BPC ---1.6" (41 mm) SC740EPE24B*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 46.2 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE*78.4 CUBIC FEET (2.20 m³) WEIGHT 75.0 lbs.(33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, 9" (229 mm) BELOW, AND 6" (152 mm) BETWEEN CHAMBERS STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" DC-780 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END A A C B 51.0" (1295 mm) 30.0" (762 mm) ACCEPTS 4" (100 mm) SCH 40 PVC PIPE FOR INSPECTION PORT. FOR PIPE SIZES LARGER THAN 4" (100 mm) UP TO 10" (250 mm) USE INSERTA TEE CONNECTION CENTERED ON A CHAMBER CREST CORRUGATION 45.9" (1166 mm) 29.3" (744 mm) 12.2" (310 mm) STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH DC-780 OR APPROVED EQUAL.^J 2.CHAMBERS SHALL BE MADE FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.^J 3.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE.^J b.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE.^J c.STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED.^J 8.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE DC-780 CHAMBER SYSTEM 1.STORMTECH DC-780 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.^J 2.STORMTECH DC-780 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.^J STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.^J 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.^J 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.^J 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).^J 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.^J 9.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. NOTES FOR CONSTRUCTION EQUIPMENT^J 1.STORMTECH DC-780 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 2.THE USE OF CONSTRUCTION EQUIPMENT OVER DC-780 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SW-1 STORMTECH SC-740/DC-780 CROSS SECTION DETAIL NOT TO SCALE ACCEPTABLE FILL MATERIALS: STORMTECH DC-780 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. NOTES: 1.DC-780 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 2.DC-780 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.^J 4.THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.^J 5.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.^J 6.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 7.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. SW-2 STORMTECH SC-740/DC-780 ISOLATOR ROW DETAIL NOT TO SCALE INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE^Ji) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY^Jii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.^J 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE DC-780 CHAMBER DC-780/SC-740 END CAP DC-780 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDES FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES PAVEMENT DC-780 CHAMBER 18" (450 mm) MIN WIDTH FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG06N SOLID COVER: 1299CGC GRATE: 1299CGS CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 6" (150 mm) INSERTA TEE PART#06N12ST74IP INSERTA TEE TO BE CENTERED ON CORRUGATION CREST DC-780 6" INSPECTION PORT DETAIL NTS 6" (150 mm) ADS N-12 HDPE PIPE CONCRETE SLAB 8" (200 mm) MIN THICKNESS CONCRETE COLLAR 18" (450 mm) MIN* 12' (3.7 m) MAX 51" (1295 mm) SUBGRADE SOILS (SEE NOTE 5) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-740/DC-780 END CAP 6" (150 mm) MIN 6" (150 mm) MIN D C B A PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) TYP 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER (MIN = 9" DC-780, 6" SC-740) *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). Sh e e t of 18 18 No . Re v i s i o n s : Da t e Co m m e n t s : 1 10 / 7 / 2 1 Pl a n R e v i s i o n s 2 2/ 2 1 / 2 3 Tr e e U p d a t e 3 12 / 1 1 / 2 3 Tr e e U p d a t e 4 2/ 2 9 / 2 4 CB C o m m e n t s 5 4/ 5 / 2 4 Pl a n U p d a t e s 6 7/ 3 1 / 2 4 Pl a n U p d a t e s 7 1/ 0 9 / 2 5 WC H D S u b m i s s i o n 8 6/ 1 2 / 2 5 WC H D C o m m e n t s 9 11 / 1 3 / 2 5 WC H D C o m m e n t s 10 3- 1 4 - 2 6 WC H D C o m m e n t s