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SB Cottages Plans TRC Review_v1© 2024 Microsoft Corporation © 2023 TomTom CA R O L I N A B E A C H R O A D U.S . 4 2 1 (P U B L I C ) VICINITY MAP NTS PROJECT SITE SITE 1"=100' RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N CO V E R S H E E T C-001 CLIENT SB COTTAGES INVESTMENT, LLC WES RYNOLDS - MANAGER 4004 NC 55 HWY CARY, NC 27519 PHONE: (919)420-7801 EMAIL: WREYNOLDS@MC1.BIZ SURVEYOR MICHAEL UNDERWOOD AND ASSOCIATES, PA 102 CINEMA DRIVE, SUITE A WILMINGTON, NC 28403 PHONE: (910) 815-0650 EMAIL: MUA-OFFICE@MUA-PA.COM DESIGNER CONTACT: ZACHRY L. NICHOLS, JR. NICHOLS ENGINEERING PLLC 400 CARL ST. SUITE 101, WILMINGTON, NC 28405 ZACK@NICHOLSENGPLLC.COM OFFICE 910.945.9941 PARCELS R08518-001-000 (1.95 AC) R08518-001-014-004 (0.28 AC) R08518-001-014-003 (2.43 AC) R08518-001-014-001 (1.5 AC) R08518-001-014-002 (1.49 AC) SB COTTAGES NEW HANOVER COUNTY, NC for SB COTTAGES INVESTMENT, LLC PROJECT INFORMATION SITE DATA PROJECT ADDRESS TOTAL PROPERTY ACREAGE PROPERTY OWNER ZONING PROPOSED USE SETBACKS FRONT SIDE INTERIOR REAR PROPOSED STRUCTURES PROPOSED NUMBER OF BUILDINGS BUILDING SQUARE FOOTAGE BUILDING HEIGHT CONSTRUCTION TYPE BUILDING COVERAGE IMPERVIOUS COVERAGE EXISTING PROPOSED PROPOSED OFFSITE DISTURBED AREA SITE DATA PARKING ADA COMPLIANT 7641, 7645, AND 7647 CAROLINA 7.65 AC SB COTTAGES INVESTMENT, LLC 20 FT PERFORMANCE 20 FT PERFORMANCE 20 FT PERFORMANCE 46 -- -- N/A N/A N/A N/A REQUIRED PROVIDED GENERAL NOTES 1.ALL MATERIALS AND CONSTRUCTION METHODS FROM THE LATEST EDITION OF NEW HANOVER COUNTY SPECIFICATIONS AND DETAILS. 2.ALL SITE WORK, AT A MINIMUM, SHALL BE PERFORMED IN ACCORDANCE WITH THE 2024 NCDOT ROADWAY STANDARD DRAWINGS AND STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES UNLESS OTHERWISE NOTED OR DIRECTED. 3.UNDERGROUND UTILITIES MAY EXIST ON, ALONG OR WITHIN CONFLICT OF THIS PROJECT. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING NC 811 OR THE APPROPRIATE UTILITY COMPANIES PRIOR TO ANY EXCAVATION. 4.THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE DEMOLITION OF ANY EXISTING ON SITE ITEMS AS SHOWN ON THE DEMO PLAN, ABOVE AND BELOW GROUND. THE CONTRACTOR IS ALSO RESPONSIBLE FOR REMOVAL OF ALL WASTE RESULTING FROM DEMOLITION. 5.THE CONTRACTOR SHALL OBSERVE ALL REQUIRED SAFETY PRECAUTIONS IN THE PERFORMANCE OF ALL WORK IN ACCORDANCE WITH CURRENT OSHA REGULATIONS. 6.THE CONTRACTOR SHALL GRADE, SEED, AND SOD OR OTHERWISE PROVIDE TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED AREAS. 7.WORK WITHIN PUBLIC RIGHT-OF-WAYS SHALL BE IN ACCORDANCE WITH ALL STATE AND LOCAL REQUIREMENTS, NOTIFICATIONS, STANDARDS AND POLICIES. 8.ANY SUBSTITUTIONS, CHANGES, OR MODIFICATIONS SHALL BE APPROVED BY THE PROJECT ENGINEER, PLANNING DEPARTMENT STAFF, AND OWNER PRIOR TO INSTALLATION/CONSTRUCTION. 9.THE GRADE LINES DENOTE THE FINISHED ELEVATIONS OF THE PROPOSED SURFACE. GRADE LINES MAY BE ADJUSTED AT THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY THE ENGINEER IN ORDER TO PROVIDE A PROPER TIE-IN. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED INVERTS, FFE'S, AND FINISHED SURFACES TO ENSURE THAT MINIMUM SLOPE AND COVER REQUIREMENTS ARE PROVIDED PRIOR TO INSTALLATION. 10.THE EARTHWORK ON THIS PLAN DOES NOT NECESSARILY BALANCE. OFFSITE BORROW OR WASTE MAY BE REQUIRED. 11.ALL PIPE INVERTS TO BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTING GRAVITY SYSTEMS AND SHALL BE ADJUSTED BY THE ENGINEER IF NECESSARY. ALL CONCRETE PIPE SHALL BE REINFORCED CLASS III. 12.NEW SIGNS REQUIRE ZONING COMPLIANCE AND BUILDING PERMITS PER UDO. A PERMIT IS REQUIRED FOR THE SITE IDENTIFICATION SIGN. SIGN SHALL MEET NEW HANOVER COUNTY STANDARDS. 13.NO ADDITIONAL OUTDOOR LIGHTING IS PROPOSED. NEW LIGHTING REQUIRES ADDITIONAL PLANS AND PERMITS TO ENSURE COMPLIANCE WITH UDO. NEW HANOVER COUNTY R-5 (CZD) R-5 (CZD) 1352 SQ. FT. EACH 40' MAX N/A 62,192 SQ. FT. 120,360.9 SQ. FT. -- BEACH RD INDEX OF SHEETS C-001 COVER C-002 SHEET INDEX CD101 EXISTING CONDITIONS AND DEMOLITION PLAN CS101 SITE AND DIMENSIONING PLAN CS201 PLAN AND PROFILE ALIGNMENT A CS202 PLAN AND PROFILE ALIGNMENT A CS203 PLAN AND PROFILE SEWER CONNECTION CS204 PLAN AND PROFILE ALIGNMENT B CS205 PLAN AND PROFILE ALIGNMENT C CS206 PLAN AND PROFILE ALIGNMENT D CS207 PLAN AND PROFILE ALIGNMENT E C-501 NOTES AND DETAILS C-502 NOTES AND DETAILS C-503 NOTES AND DETAILS C-504 NOTES AND DETAILS C-505 NOTES AND DETAILS C-506 NOTES AND DETAILS C-507 NOTES AND DETAILS PROJECT SITE CA R O L I N A B E A C H R O A D U. S . 4 2 1 (P U B L I C ) 10 0 10 0 10 0 100 100 100 10 0 100 100 100 100 10 0 100 100 10 0 10 0 10 0 10 0 100 100 100 1 0 0 10 0 10 0 1 0 0 10 0 100 100 10 0 10 0 10 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 H A T T E R A S C O U R T (4 0 ' P R I V A T E ) T1 T2 T3 T4 T6 T5 T7 T8 T9 T10 T11 T12T13T14 T15 T16 T17 T18 T19 T20 T21 T22 T23 T24 T25 T26 T27 T28 T29T30 T32 T31 T33 T34 T35 T36 T37 20' PERFORMANCE BUFFER 20 ' P E R F O R M A N C E B U F F E R 20' PERFORMANCE BUFFER 20' PERFORMANCE BUFFER 20 ' F R O N T S E T B A C K 20' PERFORMANCE BUFFER 20 ' F R O N T S E T B A C K PROPOSED WELL SITE W E L L R A D I U S 1 0 0 ' R WELLHEAD ACCESS AND PARKING FIRE TURNAROUND PROPOSED WELL RADIUS PROPOSED 26 FT. BY 52 FT LOTS WITH 18' WIDE DRIVEWAY PROPOSED 20 FT. WIDE ACCESS ROAD WITH 2 FT. WIDE VALLEY CURB PROPOSED OPEN GREENSPACE (TYP.) PROPOSED WELL ACCESS NOT OPEN SPACE PROPOSED EASEMENT SH E E T C S 2 0 1 SH E E T C S 2 0 2 SHEE T C S 2 0 4 SHEE T C S 2 0 5 SH E E T C S 2 0 7 SHEET PP105 SH E E T C S 2 0 6 SH E E T C S 2 0 3 TIE IN TO EXISTING SANITARY SEWER SYSTEM AT RIM=10.61' INV=1.11' RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N IN D E X S H E E T C-002 LEGEND 0 SCALE IN FEET 1"= 12080402040 40 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) CONCRETE DRIVES AND SIDEWALKS PERVIOUS OPEN AREAS TREE TO BE SAVED WITH DRIPLINE TREE TO BE REMOVED 20' WIDE ACCESS/UTILITY EASEMENT MAP BOOK 50 PAGE 354 FREEMAN WILLIAM E PID:R08514-004-009-000 DB 6565, PG 1678 MB 16, PG 49 ZONING: R-15 CLASS: RED 1.50 ACRES N/F WADE CAROLYN LOUISE R08518-001-015-000 ZONING: R-15 CLASS: RES DB 1093, PG 374 0.10 AC BARNETT LEONARD F PID: R08518-001015-002 DB 1035, PG 0445 ZONING: R-15 CLASS: RES 0.10 AC ELDER FREDRICK FRANCES PID:R08514-004-003-000 ZONE: R-15 CLASS: RES DB 3389, PG 0588 MB 42, PG 344 0.48 AC HINNANT CORDELIA ANN PID: R08514-004-001-000 ZONING: R-15 CLASS: RES DB6565, PG1678 MB 16, PG 49 0.125 AC MAYS CHRIS DRU PID:R08518-008-030-000 ZONING:R-15 CLASS:RES DB 5843, PG 0399 MB 50, PG 354 0.59 AC. KING GRADY L MARILYN N PID: R08518-008-031-000 ZONING: R-15 CLASS: RED DB 9904, PG 2623 0.23 AC MOORE BRAD B AUDRA S PID:R08518-008-032-000 ZONING: R-15 CLASS: RES DB 6246, PG 1069 MB 50, PG 354 0.57 AC M O Y E C H A R L E S W . J R . T A M M Y P I D : R 0 8 5 1 8 - 0 0 8 - 0 4 3 - 0 0 0 Z O N I N G : R - 1 5 C L A S S : R E S D B 5 9 9 7 , P G 2 5 2 7 M B 5 0 , P G 3 5 4 0 . 2 9 A C M U C C I A J O S E P H A J R . I R E N E M P I D : R 0 8 5 1 8 - 0 0 8 - 0 4 4 - 0 0 0 R - 1 5 R E S D B 6 6 2 2 , P G 2 4 9 6 M B 5 0 , P G 3 5 4 0 . 2 1 A C H E M B R E E T H O M A S J P I D : R 0 8 5 1 8 - 0 0 8 - 0 4 5 - 0 0 0 R - 1 5 R E S D B 6 4 1 9 , P G 8 6 1 0 . 2 4 A C FL O U R N O Y L A I R D B R E N D A PI D : R 0 8 5 1 8 - 0 0 8 - 0 4 6 - 0 0 0 R- 1 5 R E S DB 6 0 0 3 , P G 2 7 2 3 MB 5 0 , P G 3 5 4 0 . 3 1 A C TE A G U E P H I L I P B PI D : R 0 8 5 1 8 - 0 0 8 - 0 4 7 - 0 0 0 R- 1 5 R E S DB 6 1 4 2 , P G 1 5 2 0 . 2 5 A C TE A G U E P H I L I P B PI D : R 0 8 5 1 8 - 0 0 8 - 0 4 8 - 0 0 0 R- 1 5 R E S DB 6 1 4 1 , P G 2 4 5 7 0 . 2 6 A C SMITH CAROL MARIE PID: R08518-001-006-000 ZONING: R-15 CLASS:RES DB 5692, PG 2830 0.59 ACSMITH CAROL MARIE PID: R08518-001-005-000 ZONING: R-15 CLASS:RES DB 5692, PG 2830 0.58 AC DEW TAMMY LAND PID: R08518-001-004-000 ZONING: R-15 CLASS: RES DB 4918, PG 1648 MB 43, PG 358 0.48 AC N/F LAND PATSY J PID: R08518-001-003-000 ZONING: R-15 CLASS: RES DB 9901 PG 2321 O.46 AC LAND PATSY R08518-001-018-000 ZONING: R-15 CLASS: RES CA R O L I N A B E A C H R O A D U. S . 4 2 1 (P U B L I C ) 10 0 100 100 100 100 100 100 100 100 100 100 10 0 100 100 10 0 10 0 10 0 10 0 100 100 100 1 0 0 10 0 10 0 1 0 0 10 0 100 100 1 0 0 10 0 10 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 10 0 ZONE AE10 ZONE "X" (SHADED) ZONE "X" (SHADED) ZONE "X" (SHADED) ZONE "X" (SHADED) 30 ' P V T A C C E S S & U T I L I T Y E S M T S0 0 ° 4 9 ' 0 2 " E 4 5 8 . 0 5 ' EIP EIP EIPEIPN89°05'39"E 203.62' EIP N89°19'21"E 374.46' S88°32'58"W 375.28' S89°06'14"W 301.51' N1 3 ° 4 0 ' 0 8 " E 99 . 7 0 ' N1 3 ° 4 4 ' 1 6 " E 10 0 . 0 3 ' GEO DISC GEO DISC GEO DISC EIP EIP EIP EIR N1 3 ° 4 5 ' 3 9 " E 1 7 0 . 0 5 ' N89°13'10"E 103.90' N89°55'57"E 39.86' EIP GEO DISC R/W R/ W R/ W 41 . 3 7 ' N1 3 ° 4 3 ' 3 2 " E 2 3 8 . 0 2 ' S89°17'47"W 374.39' N33 ° 1 0 ' 4 5 " E 3 2 1 . 2 0 ' N88°48'46"E 677.16' 408.76'IPS IPS IPS EIP IPS 30' ACCESS EASEMENT BOOK 1179 PAGE 1767 UPLAND AREA UPLAND AREA UPLAND AREA SEABREEZE SOUND MAP BOOK 50 PAGE 354 SEABREEZE SOUND MAP BOOK 50 PAGE 354 20 ' B U F F E R S E T B A C K MA P B O O K 5 0 P A G E 3 5 4 20 ' B U F F E R S E T B A C K 20' BUFFER SETBACK MAP BOOK 50 PAGE 354 65,434 SQ.FT.± 1.50 AC.± BOLES R08518-001-001-000 BK 2770 PG 87 1.95 AC. +/- BOLES R08518-001-014-001 TRACT 1 BK 2349 PG 727 BOLES R08518-001-014-002 TRACT 3 BK 2349 PG 727 ACCESS EASEMENT FOR INGRESS, EGRESS AND REGRESS TO LAND DESCRIBED IN TRACT 2. BOOK 2349 PAGE 727 BOLES R08518-001-014-003 TRACT 2 BK 2349 PG 727 2.43 AC. +/- 2.3434 STORAGE SHED DETACHED GARAGE COVERED PORCH RA M P ON E S T O R Y WO O D F R A M E PP W/ GUYPP W/ GUY AC C E S S E A S E M E N T F O R I N G R E S S , E G R E S S A N D R E G R E S S TO L A N D D E S C R I B E D I N T R A C T 2 . BO O K 2 3 4 9 P A G E 7 2 7 ONE ST O R Y WOOD F R A M E ZONE "X" (SHADED) WETLAND AREA 0.72 AC. ± WETLAND AREA 0.06 AC. ± WETLAND AREA 0.50 AC. ± R-15 2.43 AC. R-15 1.50 AC. R-15 1.49 AC. R-15 1.95 AC. R-15 R-15 R-15 R-15 WETLAND AREA 0.40 AC. ± DRIVE MA P B O O K 5 0 P A G E 3 5 4 SS MANHOLE RIM 11.74 INV 6.40 AE 10 BFE FLOODPLAIN H A T T E R A S C O U R T (4 0 ' P R I V A T E ) FLOOD HAZARD ZONE S1 3 ° 4 5 ' 0 5 . 3 8 " W 23 7 . 8 6 8 ' N33 ° 0 8 ' 1 8 . 0 0 " E 277 . 4 9 1 ' SB COTTAGES INVESTMENT LLC PID:R08518-001-001-000 BOOK & PAGE: BK006556PG001372 ZONING: R-15 CLASS: RES 1.95 AC WADE LEON MORRIS ETAL PID: R08518-001-014-004 DB & PD: BK001213PG001469 SB COTTAGES INVESTMENT LLC PID:R08518-001-014-003 BOOK & PAGE: BK006556PG001372 ZONING: R-15 CLASS: RES 2.43 AC SB COTTAGES INVESTMENT LLC PID:R08518-001-014-001 BOOK & PAGE: BK006556PG001372 ZONING: R-15 CLASS: RDW 1.5 AC SB COTTAGES INVESTMENT LLC PID:R08518-001-014-002 BOOK & PAGE: BK006556PG001372 ZONING: R-15 CLASS: RES 1.49 AC T1 T2 T3 T4 T6 T5 T7 T8 T9 T10 T11 T12T13T14 T15 T16 T17 T18 T19 T20 T21 T22 T23 T24 T25 T26 T27 T28 T29T30 T32 T31 T33 T34 T35 T36 T37 52 ' P A V E M E N T W I D T H LEGEND RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N EX I S T I N G C O N D I T I O N S AN D D E M O L I T I O N P L A N CD1010 SCALE IN FEET 1"= 12080402040 40 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) CONTOURS MAJOR CONTOURS MINOR PROJECT BOUNDARY ADJACENT PARCEL EXISTING WETLAND 100 100 100100 100 YEAR AE10 ZONE TREE TO BE SAVED WITH DRIPLINE PROPOSE DEMOLITION TREE TABLE TREE TO BE REMOVED T1 T2 T4 T6 T3 T7 T8 T9 T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 T23 T24 T25 T26 T27 T28 T29 T30 T31 T32 T33 T34 T36 T37 NUMBER TYPE SIZE ACTION P P LO O LO O O O O P P P P O O P O DBL O P O P P P P P P P O O P P P P P LO 24" 34" 45" 32" 48" 36" 48" 61" 27" 27" 22" 25" 27" 26" 32" 25" 23" 21"/25" 24" 23" 24" 24" 24" 26" 24" 26" 24" 30" 24" 19" 25" 26" 26" 28" 24" SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE REMOVE REMOVE SAVE SAVE SAVE SAVE REMOVE REMOVE SAVE REMOVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE SAVE REMOVE T5 O 23"REMOVE T35 P 30"SAVE 100 100 100100 100 YEAR FLOOD ZONE CA R O L I N A B E A C H R O A D U. S . 4 2 1 (P U B L I C ) 10 0 100 100 100 100 10 0 100 100 10 0 10 0 10 0 10 0 100 100 100 1 0 0 10 0 10 0 1 0 0 10 0 100 100 1 0 0 10 0 10 0 20' PERFORMANCE BUFFER 20 ' P E R F O R M A N C E B U F F E R 20' PERFORMANCE BUFFER 20' PERFORMANCE BUFFER 20 ' F R O N T S E T B A C K 20 ' F R O N T S E T B A C K PROPOSED WELL SITE W E L L R A D I U S 1 0 0 ' R WELLHEAD ACCESS AND PARKING FIRETURNA R O U N D N33° 10' 34.04"E 292.40' L=33.985 R=35.000 CHORD=32.7' N88° 48' 45.73"E 408.97' S14° 49' 31.04"W 89.03' L=55.894 R=200.000 CHORD=55.7'S1 ° 1 1 ' 1 4 . 2 7 " E 25 . 7 9 ' N14° 03' 01.52"E 178.87' L=29.254 R=110.000 CHORD=29.2' N1° 11' 14.27"W 15.15' S5 6 ° 4 8 ' 4 2 . 4 0 " E 13 8 . 3 2 ' L=34.130 R=35.000 CHORD=32.8' N89° 03' 35.35"E 441.27'L=93.988 R=60.000 CHORD=84.7' S1° 11' 18.40"E 35.62' S14° 49' 31.04"W 89.03' ALIGNMENT=A STATION=10+08.03 OFFSET=0.00 NORTHING=115707.66 EASTING=2333659.97 PROPOSED WELL RADIUS PROPOSED 20' WIDE ACCESS ROAD 26.0' 52.0' 52.0' 26.0' 52.0' 26.0' 52.0' 18.0' 16.0' 20.0' 40.0' 26.0' 52.0' 20.0' 20.0' 36.7' 37.1' 51.5' 20.0' 20.0' 20.0' 26.0' 52.0' 30.1' 12.3' 20.0' R15.0' R15.0' R10.0' R69.9' R50.0' R5.0' R15.0' R30.0' R30.0' R15.0'R15.0' R10.0' R10.0' R45.0' R25.0' R25.0' R15.0' R45.0' R25.0' R15.0' R15.0' 26.0' 52.0' 16.0' PROPOSED 20' UTILITY EASEMENT 20.0' 45.1' R110.0' R90.0'18.0' 70.0' 18.0' 95.4' 20.0' 18.0' 10.7' PROPOSED OPEN GREENSPACE (TYP.) 20.0' 26.0' N1 2 ° 2 8 ' 5 6 . 9 1 " E 12 6 . 8 8 ' N89° 25' 08.30"E 351.63' 20.0' PROPOSED 20' UTILITY EASEMENT EXISTING SS MANHOLE RIM EL = 10.61' INV = 1.11' PROPOSED 20' UTILITY EASEMENT RIM EL = 10.61' INV = 1.11' RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N SI T E A N D DI M E N S I O N I N G P L A N CS101 LEGEND 0 SCALE IN FEET 1"= 12080402040 40 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) PERFORMANCE BUFFER ROAD CENTERLINE DRIVEWAY GREEN SPACE NOTES TOTAL PROPOSED IMPERVIOUS = 128,360.9 SQ. FT. TOTAL PROPOSED PERVIOUS = 208,542.6 SQ. FT. MA T C H L I N E A MA T C H L I N E A 20.0' PROPOSED CONTOUR 1' EXISTING CONTOUR 1' A2 RIM:12.56 SUMP:6.12 INV IN:6.12 8" PVC INV OUT:6.12 8" PVC A1 RIM:12.65 SUMP:6.80 INV IN:6.90 8" PVC INV OUT:6.80 8" PVC C1 RIM:12.52 SUMP:6.21 INV IN:6.31 8" PVC INV OUT:6.21 8" PVC A3 RIM:12.32 SUMP:5.46 INV IN:5.56 8" PVC INV OUT:5.46 8" PVC PROPOSED WELL RADIUS 20' PERFORMANCE BUFFER PROPOSED OPEN GREEN SPACE FIRE HYDRANT 8" PVC PROPOSED 20' WIDE ASPHALT ACCESS ROAD WITH 2' VALLEY CURB PROPOSED 2' VALLEY CURB PROPOSED KIOSK/MAILBOXES P R O P O S E D 2 6 ' X 5 2 ' T O W N H O M E U N I T ( T Y P . ) 8" GV 8" X 8" MJ TEE 8" X 8" MJ TEE (2)8" GV 8" X 8" MJ TEE (3)8" GV 8" X 4" MJ TEE (2)8" GV (1)4" GV 8" PVC 4" X 2" REDUCER 4" PVC 2" PVC 8" PVC 6" PVC 8" X 8" CROSS 8"X4" REDUCER (N) (4)8" GV FIRE HYDRANT 8" X 8" MJ TEE (3)8" GV (1)8"X4" REDUCER 3" PVC 2" PVC 4" X 2" REDUCER 8" X 6" REDUCER 8" X 3" PVC 8" PVC 146' of 8" PVC @ 0.47% 139' of 8" PVC @ 0.40% A1 RIM:12.65 SUMP:6.80 INV IN:6.90 8" PVC INV OUT:6.80 8" PVC A3 RIM:12.32 SUMP:5.46 INV IN:5.56 8" PVC INV OUT:5.46 8" PVC 6" PVC 8" PVC 8" PVC PROPOSED GRADE EXISTING GRADE TIE TO EXISTING GRADE CONNECT TO EXISTING WATERLINE A2 RIM:12.56 SUMP:6.12 INV IN:6.12 8" PVC INV OUT:6.12 8" PVC 8" X 6" REDUCER 8' X 8" TEE 8' X 8" CROSS 18" MIN. SEP. RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T A CS201 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) M A T C H L I N E S T A : 1 4 + 5 0 LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS VERTICAL SCALE: 1"=2' EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 A5 RIM:10.40 SUMP:4.07 INV IN:4.17 8" PVC INV OUT:4.07 8" PVC A3 RIM:12.32 SUMP:5.46 INV IN:5.56 8" PVC INV OUT:5.46 8" PVC PROPOSED ROAD CENTERLINE A 6" PVC PROPOSED 20' WIDE ASPHALT ROAD WITH 2' VALLEY CURB (2)6" MJ 45° BEND 6" X 6" MJ TEE (3)6" GV FIRE HYDRANT 6"X3" REDUCER 3" PVC 0.4% SLOPE TO TIE IN 215' of 8" PVC @ 0.45% A5 RIM:10.40 SUMP:4.07 INV IN:4.17 8" PVC INV OUT:4.07 8" PVC 83' of 8" PVC @ 0.40% 6" PVC 6" PVC PROPOSED GRADE EXISTING GRADE A4 RIM:10.06 SUMP:4.50 INV IN:4.50 8" PVC INV IN:6.95 8" PVC INV OUT:4.50 8" PVC TIE TO EXISTING GRADE 207' of 8" PVC @ 0.40% 6" PVC6" PVC (2) 45 DEGREE BENDS 18" MIN. SEP. RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T A CS202 MA T C H L I N E S T A : 1 4 + 5 0 MA T C H L I N E S E W E R C O N N E C T I O N 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 BO A1 RIM:12.65 SUMP:6.80 INV IN:6.90 8" PVC INV OUT:6.80 8" PVC B2 RIM:12.36 SUMP:7.20 INV IN:7.30 8" PVC INV OUT:7.20 8" PVC B3 RIM:11.92 SUMP:7.84 INV OUT:7.84 8" PVC C1 RIM:12.52 SUMP:6.21 C2 RIM:13.38 SUMP:7.00 INV OUT:7.00 8" PVC PROPOSED 26' X 52' TOWNHOME UNIT (TYP.) PROPOSED ROAD CENTERLINE A PROPOSED 20' WIDE ASPHALT ROAD WITH 2' VALLEY CURB PROPOSED ROAD CENTERLINE B PROPOSED WELL RADIUS PROPOSED WELL ACCESS2" PVC 8" X 8" MJ TEE (2)8" GV (1)4"X2" REDUCER 4" X 2" REDUCER 50' of 8" PVC @ 0.60% 90' of 8" PVC @ 0.60% B2 RIM:12.36 SUMP:7.20 INV IN:7.30 8" PVC INV OUT:7.20 8" PVC B3 RIM:11.92 SUMP:7.84 INV OUT:7.84 8" PVC 2" PVC 2" PVC PROPOSED GRADE EXISTING GRADE BLOWOFF VALVE 18" MIN. SEP. RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T B CS204 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 BO A2 RIM:12.56 SUMP:6.12 INV IN:6.12 8" PVC INV OUT:6.12 8" PVC C1 RIM:12.52 SUMP:6.21 INV IN:6.31 8" PVC INV OUT:6.21 8" PVC D1 RIM:14.20 SUMP:7.11 INV OUT:7.11 8" PVC PRO P O S E D 2 0 ' WID E A S P H A L T 173' of 8" PVC @ 0.40% C1 RIM:12.52 SUMP:6.21 INV IN:6.31 8" PVC INV OUT:6.21 8" PVC 2" PVC 2" PVC PROPOSED GRADE EXISTING GRADE TIE TO EXISTING GRADE C2 RIM:13.38 SUMP:7.00 INV OUT:7.00 8" PVC BLOWOFF VALVE 18" MIN. SEP RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T C CS205 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) PROPOSED 26' X 52' TOWNHOME UNIT (TYP.) PROPOSED ROAD CENTERLINE C 8" X 8" TEE (4)8" GV PROPOSED 20' WIDE ASPHALT ROAD WITH 2' VALLEY CURB 2" PVC 4" X 2" REDUCER 8" X 4" REDUCER 8" X 6" REDUCER VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 BO A2 RIM:12.56 SUMP:6.12 INV IN:6.12 8" PVC INV OUT:6.12 8" PVC C1 RIM:12.52 SUMP:6.21 INV IN:6.31 8" PVC INV OUT:6.21 8" PVC A3 RIM:12.32 SUMP:5.46 INV IN:5.56 8" PVC INV OUT:5.46 8" PVC D1 RIM:14.20 SUMP:7.11 INV OUT:7.11 8" PVC D2 RIM:13.00 SUMP:4.95 INV IN:6.54 8" PVC INV OUT:4.95 8" PVC STRUCTURE - (24) RIM:9.55 SUMP:5.74 10 0 10 0 100 100 100 PROPOSED 20' WIDE ASPHALT ROAD WITH 2' VALLEY CURB 3" X 2" MJ TEE (2)GV 3" PVC FIRE HYDRANT 4" GV 4" X 4" MJ TEE 4" X 2" REDUCER 8" X 8" MJ CROSS 8" GV D2 RIM:13.00 SUMP:4.95 INV IN:6.54 8" PVC INV OUT:4.95 8" PVC D1 RIM:14.20 SUMP:7.11 INV OUT:7.11 8" PVC 2" PVC 2" PVC 2" PVC 2" PVC PROPOSED GRADE EXISTING GRADE BLOWOFF VALVE 18" MIN. SEP. RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T D CS206 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 A4 RIM:10.06 SUMP:4.50 INV IN:4.50 8" PVC INV IN:6.95 8" PVC INV OUT:4.50 8" PVC E2 RIM:11.01 SUMP:5.99 INV IN:5.99 8" PVC INV OUT:5.99 8" PVC PROPOSED 26' X 52' TOWNHOME UNIT (TYP.) 2" X 2" MJ TEE (2)GV 2" PVC (2)45° BENDS 4" X 4" MJ TEE (2)4" GV (1)4" X 2" REDCUCER E2 RIM:11.01 SUMP:5.99 INV IN:5.99 8" PVC INV OUT:5.99 8" PVC 2" PVC 2" PVC 2" PVC PROPOSED GRADE EXISTING GRADE 3" X 2" TEE 18" MIN. SEP. RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E AL I G N M E N T E CS207 0 SCALE IN FEET 1"= 6040201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 207' of 8" PVC @ 0.40% 137' of 8" PVC @ 0.40% A6 RIM:8.96 SUMP:3.23 INV IN:3.24 8" PVC INV OUT:3.14 8" PVC A7 RIM:9.00 SUMP:2.96 INV IN:3.06 8" PVC INV OUT:2.96 8" PVC 117' of 8" PVC @ 0.49% A8 RIM:10.00 SUMP:2.41 INV IN:2.41 8" PVC INV OUT:2.41 8" PVC EX9 RIM:10.61 SUMP:1.11 INV IN:1.84 8" PVC A8 RIM:10.00 SUMP:2.41 INV IN:2.41 8" PVC INV OUT:2.41 8" PVC A7 RIM:9.00 SUMP:2.96 INV IN:3.06 8" PVC INV OUT:2.96 8" PVC A6 RIM:8.96 SUMP:3.23 INV IN:3.24 8" PVC INV OUT:3.14 8" PVC A5 RIM:10.40 SUMP:4.07 INV IN:4.17 8" PVC INV OUT:4.07 8" PVC RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N PL A N A N D P R O F I L E SE W E R C O N N E C T I O N CS203 M A T C H L I N E S E W E R C O N N E C T I O N 0 SCALE IN FEET 1"= 8060201020 20 N.C.GRID (NAD83 / NS RS2011) VERTICAL DATUM NAVD88 (GEOID 18) PROPOSED CENTERLINE A EXISTING MANHOLE RIM EL= 10.61' INV. EL= 1.11' VERTICAL SCALE: 1"=2' LEGEND CONCRETE DRIVES AND SIDEWALKS PROPOSED CONTOUR 1' PROPOSED WATER PROPOSED SEWER W W W SS SS SS PERVIOUS OPEN AREAS EXISTING CONTOUR 1' WATER SERVICE SEWER SERVICE 13 RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N NO T E S A N D D E T A I L S C-501 1-3/4" X 1-3/4" 12 GAUGE POST 3/8"RIVET (TYP) 2-1/4" ANCHOR SLEEVE EXISTING GROUND 2-1/4"X 2-1/4" 12 GAUGE SLEEVE 2" X 2" 12 GAUGE POST WHITE BORDER 10" WHITE LETTERING RED BACKGROUND NOTES: 1.STRUCTURAL STEEL TUBING USED FOR POST & SLEEVES MUST BE GALVANIZED 12 GAUGE COLD ROLLED STEEL, OF THE NOMINAL DIMENSIONS SHOWN HERON AND MEET THE REQUIREMENTS OF ASTM A446 GRADE A. 2.GALVANIZING MUST BE PER ASTM A525. POSTS & SLEEVES MUST HAVE 7/16" DIA. HOLES SPACED 1" OC ±1/8" AND MUST HAVE NO MORE VARIATION IN STRAIGHTNESS THAN 1/6" IN 3'. POSTS MUST BE SQUARE WITHIN ±0.014", HAVE TWIST NO GREATER THAN 0.062" IN 3' AND HAVE CORNER RADII OF 5/32" ±1/64". 3.THE SIGNS MUST BE MOUNTED ON POSTS IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS DIVISION 900. ALL FASTENING HARDWARE IS TO BE PROVIDED BY THE CONTRACTOR. 4.MAXIMUM SIGN SIZE 5.2 SQ. FT. 5.RIVET SPECIFICATION: DIMENSION:3/8" DIA SHANK 7/8" DIA HEAD GRIP RANGE:.200-.366 FINISH: ELECTRO-GALVANIZE ASTM-B-633 TYPE III SCI NOTE: MOUNT SIGN ON BREAK-AWAY SIGN POST. SEE DETAIL A1, THIS SHEET. 2" NCDOT HMA SURFACE COURSE TYPE S9.5A 6" NCDOT ABC STONE R=1" (TYP) AGGREGATE BASE COURSE 12"12" 7" 6" 12" 11 " 6. 5 " NOTES : 1. EXPANSION JOINT MATERIAL TO COMPLY WITH CURRENT NCDOT STANDARDS 2.50' MAX EXPANSION JOINT SPACING, 10' MAX CONTRACTION JOINT SPACING 3.MINIMUM INSTALLATION LENGTH IS 5 FT. 4.CONCRETE TO BE 3000 PSI MIN 5.VERTICAL CURB AND GUTTER BASE CAN BE SLOPED 3/4" OR USE A FLAT BASE 0.02' 20.0' PAVEMENT 1 2 2" SF9.5B SUPERPAVE HOT MIX ASPHALT SURFACE COURSE (NCDOT SPECIFICATION) 6" AGGREGATE BASE COURSE (NCDOT SPECIFICATION) 2' VALLEY CURB 1 2 3:1 (O R A S S H O W N ) 0.02' ℄ 3:1 ( O R A S S H O W N ) 2.0' VALLEY CURB2.0' VALEY CURB 3 3 SCALE: NOT TO SCALE BREAK-AWAY SIGN POST DETAIL3 SCALE: NOT TO SCALE STOP SIGN DETAIL DETAIL1 SCALE: NOT TO SCALE ASPHALT SECTION DETAIL5 SCALE: NOT TO SCALE VALLEY CURB DETAIL4 SCALE: NOT TO SCALE DRIVE ROADWAY SECTION - CROWNED2 RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N NO T E S A N D D E T A I L S C-502 SCALE: NOT TO SCALE FIRE HYDRANT ON MAINS 12" AND SMALLER1 SCALE: NOT TO SCALE THRUST BLOCKS DETAIL2 SCALE: NOT TO SCALE STANDARD BACKFLOW PREVENTION DEVICE3 SCALE: NOT TO SCALE 3/4" - 2" STANDARD WATER TAP INSTALLATION DETAIL4 RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N NO T E S A N D D E T A I L S C-503 FINAL GRADE STABLE FOUNDATION MATERIAL SCALE: NOT TO SCALE STANDARD MANHOLE RING AND COVER1 SCALE: NOT TO SCALE PRECAST CONCRETE MANHOLE DETAIL2 SCALE: NOT TO SCALE GRAVITY SEWER PIPE TRENCH/BEDDING3 SCALE: NOT TO SCALE WATERMAIN AND/OR SEWER FORCEMAIN4 RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N NO T E S A N D D E T A I L S C-504 NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19 GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH THE NCG01 CONSTRUCTION GENERAL PERMIT Implementing the details and specifications on this plan sheet will result in the constructionactivity being considered compliant with the Ground Stabilization and Materials Handling sections of the NCG01 Construction General Permit (Sections E and F, respectively). The permittee shall comply with the Erosion and Sediment Control plan approved by thedelegated authority having jurisdiction. All details and specifications shown on this sheet may not apply depending on site conditions and the delegated authority having jurisdiction. GROUND STABILIZATION SPECIFICATION Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of thetechniques in the table below: POLYACRYLAMIDES (PAMS) AND FLOCCULANTS 1.Select flocculants that are appropriate for the soils being exposed during construction, selecting from the NC DWR List of Approved PAMS/Flocculants. 2.Apply flocculants at or before the inlets to Erosion and Sediment Control Measures. 3.Apply flocculants at the concentrations specified in the NC DWR List of Approved PAMS/Flocculants and in accordance with the manufacturer's instructions. 4.Provide ponding area for containment of treated Stormwater before discharging offsite. 5.Store flocculants in leak-proof containers that are kept under storm-resistant cover or surrounded by secondary containment structures. HAZARDOUS AND TOXIC WASTE 1.Create designated hazardous waste collection areas on-site. 2.Place hazardous waste containers under cover or in secondary containment. 3.Do not store hazardous chemicals, drums or bagged materials directly on the ground. EQUIPMENT AND VEHICLE MAINTENANCE 1.Maintain vehicles and equipment to prevent discharge of fluids. 2.Provide drip pans under any stored equipment. 3.Identify leaks and repair as soon as feasible, or remove leaking equipment from theproject. 4.Collect all spent fluids, store in separate containers and properly dispose as hazardous waste (recycle when possible). 5.Remove leaking vehicles and construction equipment from service until the problem has been corrected. 6.Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum productsto a recycling or disposal center that handles these materials. LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE 1.Never bury or burn waste. Place litter and debris in approved waste containers. 2.Provide a sufficient number and size of waste containers (e.g dumpster, trash receptacle) on site to contain construction and domestic wastes. 3.Locate waste containers at least 50 feet away from storm drain inlets and surface waters unless no other alternatives are reasonably available. 4.Locate waste containers on areas that do not receive substantial amounts of runofffrom upland areas and does not drain directly to a storm drain, stream or wetland. 5.Cover waste containers at the end of each workday and before storm events or provide secondary containment. Repair or replace damaged waste containers. 6.Anchor all lightweight items in waste containers during times of high winds. 7.Empty waste containers as needed to prevent overflow. Clean up immediately if containers overflow. 8.Dispose waste off-site at an approved disposal facility. 9.On business days, clean up and dispose of waste in designated waste containers. PAINT AND OTHER LIQUID WASTE 1.Do not dump paint and other liquid waste into storm drains, streams or wetlands. 2.Locate paint washouts at least 50 feet away from storm drain inlets and surfacewaters unless no other alternatives are reasonably available. 3.Contain liquid wastes in a controlled area. 4.Containment must be labeled, sized and placed appropriately for the needs of site. 5.Prevent the discharge of soaps, solvents, detergents and other liquid wastes from construction sites. PORTABLE TOILETS 1.Install portable toilets on level ground, at least 50 feet away from storm drains, streams or wetlands unless there is no alternative reasonably available. If 50 foot offset is not attainable, provide relocation of portable toilet behind silt fence or placeon a gravel pad and surround with sand bags. 2.Provide staking or anchoring of portable toilets during periods of high winds or in high foot traffic areas. 3.Monitor portable toilets for leaking and properly dispose of any leaked material. Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replacewith properly operating unit.HERBICIDES, PESTICIDES AND RODENTICIDES 1.Store and apply herbicides, pesticides and rodenticides in accordance with label restrictions. 2.Store herbicides, pesticides and rodenticides in their original containers with thelabel, which lists directions for use, ingredients and first aid steps in case of accidental poisoning. 3.Do not store herbicides, pesticides and rodenticides in areas where flooding is possible or where they may spill or leak into wells, stormwater drains, ground wateror surface water. If a spill occurs, clean area immediately. 4.Do not stockpile these materials onsite. CONCRETE WASHOUTS 1.Do not discharge concrete or cement slurry from the site. 2.Dispose of, or recycle settled, hardened concrete residue in accordance with local and state solid waste regulations and at an approved facility. 3.Manage washout from mortar mixers in accordance with the above item and in addition place the mixer and associated materials on impervious barrier and withinlot perimeter silt fence. 4.Install temporary concrete washouts per local requirements, where applicable. If an alternate method or product is to be used, contact your approval authority for review and approval. If local standard details are not available, use one of the twotypes of temporary concrete washouts provided on this detail. 5.Do not use concrete washouts for dewatering or storing defective curb or sidewalk sections. Stormwater accumulated within the washout may not be pumped into or discharged to the storm drain system or receiving surface waters. Liquid waste mustbe pumped out and removed from project. 6.Locate washouts at least 50 feet from storm drain inlets and surface waters unless it can be shown that no other alternatives are reasonably available. At a minimum, install protection of storm drain inlet(s) closest to the washout which could receivespills or overflow. 7.Locate washouts in an easily accessible area, on level ground and install a stone entrance pad in front of the washout. Additional controls may be required by the approving authority. 8.Install at least one sign directing concrete trucks to the washout within the projectlimits. Post signage on the washout itself to identify this location. 9.Remove leavings from the washout when at approximately 75% capacity to limit overflow events. Replace the tarp, sand bags or other temporary structural components when no longer functional. When utilizing alternative or proprietaryproducts, follow manufacturer's instructions. 10.At the completion of the concrete work, remove remaining leavings and dispose of in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance caused by removal of washout. EARTHEN STOCKPILE MANAGEMENT 1.Show stockpile locations on plans. Locate earthen-material stockpile areas at least 50 feet away from storm drain inlets, sediment basins, perimeter sediment controls and surface waters unless it can be shown no other alternatives are reasonablyavailable. 2.Protect stockpile with silt fence installed along toe of slope with a minimum offset of five feet from the toe of stockpile. 3.Provide stable stone access point when feasible. 4.Stabilize stockpile within the timeframes provided on this sheet and in accordance with the approved plan and any additional requirements. Soil stabilization is definedas vegetative, physical or chemical coverage techniques that will restrain accelerated erosion on disturbed soils for temporary or permanent control needs. A A BELOW GRADE WASHOUT STRUCTURE 1:1SIDE SLOPE(TYP.) 10 MILPLASTICLINING 3'- 0 " MIN . & X ' MA X . SECTION A-A NOT TO SCALE ABOVE GRADE WASHOUT STRUCTURE NOT TO SCALE PLAN SECTION B-B HIGHCOHESIVE &LOW FILTRATIONSOIL BERM 8" 6" 2' HIGHCOHESIVE &LOW FILTRATIONSOIL BERM1:1 SIDE SLOPE(TYP.) 10 MILPLASTIC LINING B B 3'-0 " MIN . & X ' MA X . A SANDBAGS (TYP.)OR STAPLES SANDBAGS (TYP.)OR STAPLES SANDBAGS (TYP.)OR STAPLES SANDBAGS (TYP.)OR STAPLES NOTES:1. ACTUAL LOCATION DETERMINED IN FIELD 2. THE CONCRETE WASHOUT STRUCTURES SHALL BEMAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES75% OF THE STRUCTURES CAPACITY. 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BECLEARY MARKED WITH SIGNAGE NOTING DEVICE. NOTES:1. ACTUAL LOCATION DETERMINED IN FIELD 2. THE CONCRETE WASHOUT STRUCTURESSHALL BE MAINTAINED WHEN THE LIQUIDAND/OR SOLID REACHES 75% OF THESTRUCTURES CAPACITY TO PROVIDEADEQUATE HOLDING CAPACITY WITH AMINIMUM 12 INCHES OF FREEBOARD. 3.CONCRETE WASHOUT STRUCTURE NEEDSTO BE CLEARY MARKED WITH SIGNAGENOTING DEVICE. ONSITE CONCRETE WASHOUT STRUCTURE WITH LINER CONCRETEWASHOUT CONCRETEWASHOUT PLAN CLEARLY MARKED SIGNAGENOTING DEVICE (18"X24" MIN.)CLEARLY MARKED SIGNAGENOTING DEVICE (18"X24" MIN.) SILT FENCE 10 ' MIN 10'MIN SECTION E: GROUND STABILIZATION Required Ground Stabilization Timeframes Note: After the permanent cessation of construction activities, any areas with temporaryground stabilization shall be converted to permanent ground stabilization as soon as practicable but in no case longer than 90 calendar days after the last land disturbing activity. Temporary ground stabilization shall be maintained in a manner to render thesurface stable against accelerated erosion until permanent ground stabilization is achieved. Site Area Description Timeframe variations -7 days for perimeter dikes, swales,ditches, perimeter slopes and HQW Zones -10 days for Falls Lake Watershed unless there is zero slope Stabilize within thismany calendar days after ceasingland disturbance 7 7 7 14 None None (a)Perimeter dikes,swales, ditches, and perimeter slopes (b)High Quality Water(HQW) Zones (c)Slopes steeper than 3:1 If slopes are 10' or less in length and are not steeper than 2:1, 14 days areallowed (d)Slopes 3:1 to 4:1 (e)Areas with slopesflatter than 4:1 14 -7 days for slopes greater than 50' inlength and with slopes steeper than 4:1 -7 days for perimeter dikes, swales, ditches, perimeter slopes and HQWZones -10 days for Falls Lake Watershed NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19 PART III SELF-INSPECTION, RECORDKEEPING AND REPORTING SECTION A: SELF-INSPECTION Self-inspections are required during normal business hours in accordance with the tablebelow. When adverse weather or site conditions would cause the safety of the inspection personnel to be in jeopardy, the inspection may be delayed until the next business day on which it is safe to perform the inspection. In addition, when a storm event of equal to or greater than 1.0 inch occurs outside of normal business hours, the self-inspection shall beperformed upon the commencement of the next business day. Any time when inspections were delayed shall be noted in the Inspection Record. NOTE: The rain inspection resets the required 7 calendar day inspection requirement. PART III SELF-INSPECTION, RECORDKEEPING AND REPORTING SECTION B: RECORDKEEPING 1.E&SC Plan Documentation The approved E&SC plan as well as any approved deviation shall be kept on the site. The approved E&SC plan must be kept up-to-date throughout the coverage under this permit. The following items pertaining to the E&SC plan shall be kept on site and available for inspection at all times during normal business hours. 2. Additional Documentation to be Kept on Site In addition to the E&SC plan documents above, the following items shall be kept on the site and available for inspectors at all times during normal business hours, unless the Division provides a site-specific exemption based on unique site conditions that make this requirement not practical: (a)This General Permit as well as the Certificate of Coverage, after it is received. (b)Records of inspections made during the previous twelve months. The permittee shall record the required observations on the Inspection Record Form provided by the Division or a similar inspection form that includes all the required elements. Use of electronically-available records in lieu of the required paper copies will be allowed ifshown to provide equal access and utility as the hard-copy records. PART III SELF-INSPECTION, RECORDKEEPING AND REPORTING SECTION C: REPORTING 1.Occurrences that Must be Reported Permittees shall report the following occurrences: (a)Visible sediment deposition in a stream or wetland. (b)Oil spills if: ·They are 25 gallons or more, ·They are less than 25 gallons but cannot be cleaned up within 24 hours, ·They cause sheen on surface waters (regardless of volume), or ·They are within 100 feet of surface waters (regardless of volume). (c) Releases of hazardous substances in excess of reportable quantities under Section 311of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA(Ref: 40 CFR 302.4) or G.S. 143-215.85. (d)Anticipated bypasses and unanticipated bypasses. (e)Noncompliance with the conditions of this permit that may endanger health or theenvironment. 2.Reporting Timeframes and Other Requirements After a permittee becomes aware of an occurrence that must be reported, he shall contact the appropriate Division regional office within the timeframes and in accordance with the other requirements listed below. Occurrences outside normal business hours may also be reported to the Department's Environmental Emergency Center personnel at (800)858-0368. 3. Documentation to be Retained for Three Years All data used to complete the e-NOI and all inspection records shall be maintained for a period of three years after project completion and made available upon request. [40 CFR 122.41] PART II, SECTION G, ITEM (4) DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather). Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: (a)The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal shall not commence until the E&SC plan authority has approved these items, (b)The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit, (c)Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems, (d)Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above, (e)Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and (f)Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States. TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER AND EARLY SPRING TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER TEMPORARY SEEDING RECOMMENDATIONS FOR FALL Seeding Mixture Species Rye (grain) Annual lespedeza (Kobe in Piedmont and Coastal Plain, Korean in Mountains) Rate (lb/acre) 120 50 Omit annual lespedeza when duration of temporary cover is not to extend beyond June. Seeding Dates Mountains—Above 2500 feet: Feb. 15 - May 15 Below 2500 feet: Feb. 1- May 1 Piedmont—Jan. 1 - May 1 Coastal Plain—Dec. 1 - Apr. 15 Mulch Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately following erosion or other damage. Seeding Mixture Species German millet Rate (lb/acre) 40 Seeding Dates Mountains — May 15 - Aug. 15 Piedmont — May 1 - Aug. 15 Coastal Plain — Apr. 15 - Aug. 15 Mulch Maintenance Seeding Mixture Species Rye (grain) Seeding Dates Mountains — Aug. 15 - Dec. 15 Coastal Plain and Piedmont — Aug. 15 - Dec. 31 Mulch Maintenance Repair and refertilize damaged areas immediately. Topdress with 50 lb/acre of nitrogen in March. If it is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain) or Korean (Mountains) lespedeza in late February or early March. Rate (lb/acre) 120 Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. SEED BED PREPARATION: LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1-112 tons/acre on coarse-textured soils and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed. FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700 - 1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application. SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall causes the surface to become sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. The finished grade shall be a smooth even soil surface with a loosen uniformly fine texture. All ridges and depressions shall be removed and filled to provide the approved surface drainage. Planting is to be done immediately after finished grades are obtained and seedbed preparation is completed. Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately following erosion or other damage. In the Piedmont and Mountains, a small-stemmed Sudangrass may be substituted at a rate of 50 lb/acre. DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesTEMPORARY SEEDING NOTES: 1.Permanent seeding, sodding or other means of stabilization are required when all construction work is completed according to the NPDES timeframes table. 2.A North Carolina Department of Agriculture soils test (or equal) is highly recommended to be obtained for all areas to be seeded, sprigged, sodded or planted. 3.Use a seeding mix that will produce fast0growing nurse crops and includes non-invasive species that will eventually provide a permanent groundcover. Soil blankets may be used in lieu of nurse crops. Mat, tack or crimp mulch, as needed to stabilize seeded areas until root establishment. Mulch must cover at leaser 80% of the soil surface. 4.Ground cover shall be maintained until permanent vegetation is established and stable against accelerated erosion. SEED BED PREPARATION: LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 12 tons/acre on coarse0textured soils and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed. FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application. SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall causes the surface to become sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. the finished grade shall be a smooth even soil surface with a loosen uniformly fine texture. all ridges and depressions shall be removed and filled to provide the approved surface drainage . Planting is to be done immediately after finished grades are obtained and seedbed preparation is completed. SEEDING MIXTURE Species Rate Centipede 5 lbs/acre Indian Woodoats 1.5-2.5 lbs/acre* Virginia Wild Rye 4-6 lbs/acre *Depending upon mix with other species. See table 6.11.d from Chapter 6 of the NC Erosion and Sediment Control Planning and Design Manual. Seeding Dates Coastal or Eastern Piedmont for Centipede- Sept. 1 - May 1 Coastal and Piedmont for Indian Woodoats and Virginia Wild Rye- Feb 15 - April 1 Mountains for Indian Woodoats and Virginia Wild Rye- March 1 - May 15 Maintenance: Significant maintenance may be required to obtain desired cover. SEEDING MIXTURE Species Rate Indian Woodoats 1.5-2.5 lbs/acre* Virginia Wild Rye 4-6 lbs/acre* *Depending upon mix with other species. See table 6.11.d from Chapter 6 of the NC Erosion and Sediment Control Planning and Design Manual. Seeding Dates Mountains - July 15- Aug 15 Piedmont - Aug 15 - Oct 15 Maintenance: Indian Woodoats and Virginia Wild Rye are both sun and shade tolerant. SEEDING MIXTURE Species Rate Hard Fescue 15 lbs/acre Switchgrass 2.5-3.5 lbs/acre* Indian Grass 5-7 lbs/acre* Big Bluestem 5-7 lbs/acre* Indian Woodoats 1.5-2.5 lbs/acre* Virginia Wild Rye 4-6 lbs/acre* *Depending upon mix with other species. See table 6.11.d from Chapter 6 of the NC Erosion and Sediment Control Planning and Design Manual. Seeding Dates Mountains - Hard Fescue- Aug 1 - June 1 Mountains- Switchgrass, Indian Grass, Big Bluestem- Dec 1 - April 15 Piedmont and Coastal- Switchgrass, Indian Grass, Big Bluestem- Dec 1 - April 1 Coastal- Indian Woodoats and Virginia Wild Rye- Sept 1 - Nov 1 Maintenance: Hard Fescue is not recommended for slopes > 5%. Prefers shade. NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS FOR LATE WINTER AND EARLY SPRING NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS FOR SUMMER NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS FOR FALL DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesPERMANENT SEEDING CONSIDERATIONS FOR CONSTRUCTION SCHEDULING CONSTRUCTION ACTIVITY SCHEDULE CONSIDERATION CONSTRUCTION ACCESS: Construction entrance, construction routes, equipment parking areas. First land-disturbing activity- Stabilize bare areas immediately with gravel and temporary vegetation as construction takes place. SEDIMENT TRAPS AND BARRIERS: Basin traps, sediment fences, and outlet protection. Install principal basins after construction site is accessed. Install additional traps and barriers as needed during grading. RUNOFF CONTROL: Diversions, perimeter dikes, water bars, and outlet protection. Install key practices after principal sediment traps and before land grading. Install additional runoff-control measures during grading. RUNOFF CONVEYANCE SYSTEM: Stabilize streambanks, storm drains, channels, inlet and outlet protection, and slope drains. Where necessary, stabilize streambanks as early as possible. Install principal runoff conveyance system with runoff-control measures. Install remainder of system after grading. LANDING CLEARING AND GRADING: Site preparation- cutting, filling and grading, sediment traps, barriers, diversions, drains, and surface roughening. Begin major clearing and grading AFTER principal sediment and key runoff-control measures are installed. Clear borrow and disposal areas only as needed. Install additional control measures as grading progresses. Mark trees and buffer areas for preservation. SURFACE STABILIZATION: Temporary and permanent seeding, mulching, sodding and riprap. Apply temporary or permanent stabilization measures immediately on all disturbed areas where work is delayed or complete. BUILDING CONSTRUCTION: Buildings, utilities, and paving.Install necessary additional erosion and sedimentation control practices as work takes place. LANDSCAPE AND FINAL STABILIZATION: Topsoiling, trees and shrubs, permanent seeding, mulching, sodding, and riprap. Last construction phase: Stabilize all open areas, including borrow and spoil areas. Remove and stabilize all temporary control areas. NOTE: The above are the main aspects of a typical construction sequence in general terms. A detailed Construction Sequence should be site specific based on your project and site needs. As a minimum, the construction sequence schedule should show the following: ·The erosion and sedimentation control practices to be installed, ·Principal development activities, ·What measures should be in place before other activities are begun, and ·Compatibility with the general construction schedule of the contract. Many timely construction techniques can reduce the erosion potential of a site, such as (1) shaping earthen fills daily to prevent overflows and (2) constructing temporary diversions ahead of anticipated storms. These types of activities cannot be put on the construction sequence schedule, but should be used whenever possible. DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesCONSTRUCTION SEQUENCING RE V I S I O N DA T E NO . DATE: SCALE DRAWN: CHECKED: PROJECT NO.: SHEET: 05/28/2024 JAT ZN SB C O T T A G E S MU L T I - F A M I L Y T O W N H O M E S P R O J E C T NE W H A N O V E R C O U N T Y , N O R T H C A R O L I N A DE S I G N P L A N S 91 0 - 6 1 7 - 7 8 9 3 NC P E L i c e n s e # : 0 4 5 4 9 3 NC B E L S F i r m L i c e n s e N u m b e r : P - 2 0 0 6 h t t p : / / n i c h o l s e n g p l l c . c o m / NIC H O L S EN G I N E E R I N G , P L L C DA T A A P P R O X I M A T E D NO T F O R CON S T R U C T I O N NO T E S A N D D E T A I L S C-505 Construction: 1.Clear the entrance and exit area of all vegetation, roots, and other objectionable material and properly grade it. 2.Place the gravel to the specific grade and dimensions shown on the plans, and smooth it. 3.Provide drainage to carry water to a sediment trap or other suitable outlet. 4.Use geotextile fabrics in order to improve stability of the foundation in locations subject to seepage or high water table. Maintenance: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make any required repairs immediately. 2.Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with 2-inch stone. 3.Sediment on roadways is to be removed immediately by broom and shovel, either by manual or mechanical means, and not to be washed off where it has the potential to enter a stream, drainage way or storm drain system. Pub l i c R o a d 2-3" COURSE AGGREGATE 6" MIN. AS R E Q U I R E D 12' M I N . 50' M I N . IF 50 ' C A N N O T B E R E A C H E D , A L E N G T H SUF F I C I E N T E N O U G H T O R E T A I N S E D I M E N T O N SITE A N D O F F R O A D W A Y S . DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual Updates TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT GEOTEXTILE FABRIC TO BE USED IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE. FILTER BLANKET d SECTION AA La AAAA d La FILTER BLANKET PLAN SECTION A PLAN AA d0 3d0 PIPE OUTLET TO WELL-DEFINED CHANNEL PIPE OUTLET TO FLAT AREA NO WELL-DEFINED CHANNEL NOTES: 1.Compact any fill required in the subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprap thickness. 2.The riprap and gravel filter must conform to the specified grading limits shown on the plans. 3.Filter cloth, when used, must meet design requirements, and be properly protected from punching or tearing during installation. Repair any damage by removing the riprap and placing another piece over the damaged area. If the damage is extensive, replace the entire filter cloth. 4.All connecting joints should overlap so the top layer is above the downstream layer a minimum of 1 foot. 5.The minimum thickness of the riprap should be 1.5 times the maximum stone diameter but not less than 6". 6.Riprap may be field stone or rough quarry stone. It should be hard, angular highly weather-resistant and well graded. 7.Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with the receiving area or slightly below it. 8.Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed, place in the upper section of the apron. MAINTENANCE: 1.Inspect outlet structures at least weekly and after each rainfall of 1.0 inch or greater. 2.Check outlets for erosion around or below riprap and for if stones have been dislodged. Make repairs immediately to prevent further damage. La = Length of Riprap Apron d = Thickness of Riprap Apron La = Length of Riprap Apron d = Thickness of Riprap Apron DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesOUTLET STABILIZATION STRUCTURE Notes: 1.Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics. 2.Ensure that the height of the sediment fence does not exceed 24 inches above the ground. (Higher fences may impound volumes of water sufficient to cause failure of the structure) 3.Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When joints are necessary, securely fasten the filter cloth only at a support post with 4 feet minimum overlap to the next post. 4.Support standard strength filter fabric by wire mesh fastened securely to the upslope side of the posts. Extend the wire mesh support to the bottom of the trench. Fasten the wire reinforcement, then fabric on the upslope side of the fence post. Wire or plastic zip ties should have a minimum 50 pound tensile strength. 5.When a wire mesh support fence is used, space posts a maximum of 8 feet apart. Supports should be driven securely into the ground a minimum of 24 inches. Wire mesh should be a minimum 14-gauge with 6 inch mesh spacing. 6.Extra strength filter fabric with 6 foot post spacing does not require a wire mesh support fence. Securely fasten the filter fabric directly to posts. Wire or plastic zip ties should have a minimum of 50 pound tensile strength. 7.Excavate the trench approximately 4 inches wide and 8 inches deep along the proposed line of the posts and upslope from the barrier. 8.Place 12 inches of fabric along the bottom and side of the trench. 9.Backfill the trench with soil placed over the filter fabric and compact. Thorough compaction of the backfill is critical to silt fence performance. 10.Do not attach filter fabric to existing trees. 11.Do not place across ditches, streams, or any other areas of concentrated flow. Maintenance: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make any required repairs immediately. 2.Should the fabric of a sediment fence collapse, tear, decompose, or become ineffective, replace it promptly. 3.Remove sediment deposits as necessary to provide adequate storage volume for the next rain and reduce pressure on the fence. Take care to avoid undermining the fence during cleanouts. 4.Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage area has been properly stabilized. STEEL POST 8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE 6' MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE 18-24" 8" DOWN & 4" FORWARD ALONG THE TRENCH24" WIRE FENCE FILTER FABRIC PLASTIC OR WIRE TIES 24" 8" MIN. 4" MIN. BACKFILL TRENCH AND COMPACT THOROUGHLY UPSLOPE WIRE FENCE FILTER FABRIC STEEL POST PLASTIC OR WIRE CROSS SECTION VIEW Max. Slope Length and Slope for Which Sediment Fence is Applicable Slope Slope Length (ft)Max. Area (ft2) <2%100 10,000 2 to 5%75 7,500 5 to 10%50 5,000 10 to 20%25 2,500 >20%15 1,500 DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesSEDIMENT FENCE Spacing Between Socks / Wattles (Feet) Channel Slope (%)8-inch Diameter Sock 12-inch Diameter Sock 1 67 100 2 33 50 3 22 33 4 17 25 5 13 20NOTES: 1.Other materials providing equivalent protection against erosive velocities may be substituted for compost use in silt socks or wattles. 2.Fill silt sock/wattle netting uniformly to the desired length such that logs do not deform. 3.Use 24 inch long wooden stakes with a 2 inch x 2 inch nominal cross section. 4.Install silt sock/wattle(s) to a height on slope so flow will not wash around silt sock/wattle and scour slopes, or as directed. 5.Install a minimum of two up-slope stakes and four down-slope stakes at an angle to wedge silt sock/wattle to ground at bottom ditch. Use staples to secure silt sock/wattle to the ground to prevent undermining. 6.The use of flocculants such as Polyacrylamide (PAM) is recommended. Apply flocculants on top of sock/wattle and to matting on either side of sock/wattle according to manufacturer recommended rates. Reapply after each 1.0 inch rainfall. MAINTENANCE: 1.Inspect all measures weekly and after each rainfall of 1.0 inch or greater. Remove accumulated sediment and any debris. 2.Silt sock/Wattle(s) must be replaced if clogged or torn. 3.If ponding becomes excessive, the silt sock/wattle may need to be replaced with a larger diameter or a different measure. 4.Reinstall if damaged or dislodged. 5.Silt socks/Wattles shall be inspected until land disturbance is compete and the area above the measure is permanently stabilized. MATTING STAKES ANGLE STAKES TO WEDGE WATTLE ONTO GROUND DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesSILT SOCK / WATTLE FOR CHECK DAM TRAPEZOIDAL DITCH SECTION VIEW MATTING MIN. 4 STAKES ON DOWNSLOPEMIN. 2 STAKES ON UPSLOPE V- DITCH SECTION VIEW MATTING MIN. 4 STAKES ON DOWNSLOPEMIN. 2 STAKES ON UPSLOPE MATTING WA T T L E WA T T L E MIN. 4 STAKES ON DOWNSLOPEMIN. 2 STAKES ON UPLSOPE DITCH SLOPE FLOW FLOW SILT SOCK/ WATTLE PLAN VIEW ISOMETRIC VIEW MATTING DOWNSLOPE TOP OF BANK NOTES: 1.Lime, fertilize and seed before installation. Planting of shrubs, trees, etc. should occur after installation. 2.Slope surface shall be smooth before placement for proper soil contact. 3.Design velocities exceeding 2 feet/second require temporary blankets, mats or similar liners to protect seed and soil until vegetation becomes established. 4.Terminal anchor trenches are required at RECP ends and intermittent check slots must be constructed across channels at 25 foot intervals. 5.Terminal anchor trenches should be a minimum of 12 inches in depth and 6 inches in width. Intermittent check slots should be 6 inches deep and 6 inches wide. 6.For installation on a slope, place RECP 2-3 feet over the top of the slope and into an excavated end trench measuring approximately 12 inches deep by 6 inches wide. Pin the RECP at 1 foot intervals along the bottom of the trench, backfill and compact. Unroll the RECP down the slope maintaining direct contact between the soil and RECP. Secure using staples or pins in a 3 foot center-to-center pattern. 7.11 gauge, at least 6 inch by 1 inch staples or 12 inch minimum length wooden stakes are recommended for anchoring. 8.Grass-lined channels with design velocities exceeding 6 feet/second should include turf reinforcement mats 9.Check slots to be constructed per manufacturers specifications. 10.Staking or stapling layout per manufacturers specification. 11.If there is a berm at the top of slope, anchor up-slope of the berm. 12.Do not stretch blankets/matting tight, allow the rolls to conform to any irregularities. 13.For slopes less than 3H:1V, rolls may be placed in horizontal strips. MAINTENANCE: 1.Inspect Rolled Erosion Control Products at least weekly and after each rainfall of 1.0 inch or greater; repair immediately. 2.Good contact with the ground must be maintained, and erosion must not occur beneath the RECP. 3.Any areas of the RECP that are damaged or not in close contact with the ground shall be repaired and stapled. 4.If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. 5.Monitor and repair the RECP as necessary until ground cover is established. OVERLAP 6" MIN.LONGITUDINAL ANCHOR TRENCH OVERCUT CHANNEL 2" TO ALLOW BULKING DURING SEEDBED PREPARATION DESIGN DEPTH 6" MIN. 6" MIN. TYPICAL INSTALLATION WITH EROSION CONTROL BLANKETS OR TURF REINFORCEMENT MATS INTERMITTENT CHECK SLOT LONGITUDINAL ANCHOR TRENCH SINGLE-LAP SPLICED ENDS OR BEGIN NEW ROLL IN AN INTERMITTENT CHECK SLOT FLOWPREPARE SOIL AND APPLY SEED BEFORE INSTALLING BLANKETS, MATS OR OTHER TEMPORARY CHANNEL LINER SYSTEMS 6" MIN. OVERLAP ANCHOR 6"X6" MIN. TRENCH AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS MAX. 5" SPACING 3" MIN. OVERLAP BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS. CHECK SLOTS AT 25' INTERVALS CHA N N E L BOTT O M STAKES AT 3'-5' INTERVALS INITIAL CHANNEL ANCHOR TRENCH 12" TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesROLLED EROSION CONTROL PRODUCTS 2' MIN. 18" MIN. 6' TYPICAL COMPACTED SOIL FLOW 9' TYPICAL 18" MIN. 3: 1 M A X COURSE AGGREGATE FLOW TEMPORARY EARTHEN DIVERSION DIKE TEMPORARY GRAVEL DIVERSION DIKE FOR VEHICLE CROSSING NOTES: 1.Remove and properly dispose of all tree, brush, stumps, and other objectionable material. 2.Temporary diversions are to only be used for drainage areas of 5 acres or less. 3.Ridges will have a 2 feet minimum top width, 2:1 or flatter side slopes and a minimum of 0.3 feet freeboard. 4.Channels will have a parabolic, trapezoidal, or V shape with side slopes of 2:1 or flatter. 5.Any point where vehicles will be crossing should have 3:1 or flatter side slopes. 6.Ensure the top of the dike is not lower at any point than the design elevation plus the specified settlement. 7.Provide sufficient room around diversions to permit machine re-grading and cleanout. 8.Vegetate the ridge immediately after construction unless it will remain in place less than 30 working days. MAINTENANCE: 1.Inspect all measures at least weekly and after every rainfall of 1.0 inch or greater. 2.Make all repairs immediately. 3.Immediately remove any sediment from the flow area and repair the diversion ridge. 4.Check outlets and make timely repairs as needed. 2:1 M A X DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesTEMPORARY DIVERSIONS FLOW NATURAL GROUND RIPRAP HEADWALL CLASS B RIPRAP FILTER BERM NCDOT #5 OR #57 WASHED STONE PIPE INVERT, 36' PIPE MAX. 1.5' 2' CLASS B RIPRAPNCDOT #5 OR #57 WASHED STONE RIPRAP HEADWALL, 1' MIN. HEIGHT FROM ROAD SHOULDER NATURAL GROUND 3'1' PIPE INLET NOTES: 1.Clear the area of all debris that might hinder excavation and disposal of spoil. 2.Install the Class B or Class 1 riprap in a semi-circle around the pipe inlet. The stone should be built up higher on each end where it ties into the embankment. The minimum crest width of the riprap should be 3 feet, with a minimum bottom width of 11 feet. The minimum height should be 2 feet, but also 1 foot lower than the embankment of diversions. 3.A 1 foot thick layer of NC DOT #5 or #57 stone should be placed on the outside slope of the riprap. 4.The sediment storage area should be excavated around the outside of the stone horseshoe 18 inches below natural grade. 5.When contributing drainage area has been stabilized, remove the pipe and rock, fill depression, establish final grading elevations, compact the area properly, and stabilize with ground cover. MAINTENANCE: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater and repair immediately. 2.Remove sediment and restore the sediment storage area to its original dimensions when the sediment has accumulated to one-half the design depth of the trap. 3.Place the sediment that is removed in the designated disposal area and replace the contaminated part of the gravel facing. 4.Check the structure for damage. Any riprap displaced from the stone horseshoe must be replaced immediately. 5.After all the sediment-producing areas have been permanently stabilized, remove the structure and all the unstable sediment. Smooth the area to blend with the adjoining areas and provide permanent ground cover. DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesROCK PIPE INLET PROTECTION PERSPECTIVE VIEW ARM ASSEMBLY "C" ENCLOSURE WATER ENTRY UNITPVC ELBOW PVC END CAP PVC END CAP PVC TEE PVC PIPE 1/2" HOLES IN UNDERSIDE FLEXIBLE HOSE Ɵ SCHEDULE 40 PVC PIPE PVC VENT PIPE PVC TEE ORIFICE PLATE BOTTOM SURFACE WATER SURFACE END VIEW FRONT VIEW SKIMMER DEWATERING DEVICE INFLOW STRUCTURE BAFFLES EM B A N K M E N T EMERGENCY SPILLWAY AVERAGE WIDTH (W)=AREA* L * AREA OF BASIN WATER SURFACE AT TOP OF PRINCIPAL SPILLWAY ELEVATION BAFFLESINFLOW STRUCTURE FILTER FABRIC DEWATERING ZONE SEDIMENT STORAGE ZONE EMERGENCY SPILLWAY PLAN VIEW 6" MIN INVERT ELEVATION OF EMERGENCY SPILLWAY ABOVE BAFFLES 1' FREEBOARD AT ALL TIMES EMBANKMENT NOTES: 1.Clear, grub and strip the area under the embankment of all vegetation and root mat. Remove all surface soil containing high amounts of organic matter and stockpile or dispose of it properly. Haul all objectionable material to the designated disposal area. Place temporary sediment control measures below basin as needed. 2.Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow for settlement. 3.Place the barrel on a firm, smooth foundation of impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe. Place the fill around the pipe spillway in 4-inch layers and compact it under and around the pipe to at least the same density as the adjacent embankment. 4.Place a minimum depth of 2 feet compacted backfill over the pipe spillway before crossing with construction equipment. 5.Ensure that the flow length to basin width ratio is at least 2:1 to improve trapping efficiency. Length is measured at the elevation of the principal spillway. 6.Assemble the skimmer following manufacturers instructions or as designed and lay on the bottom of the basin with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the skimmer over the excavated pit or support. Be sure to attach a rope and anchor it to the side of the basin.This will be used to pull the skimmer to the side for maintenance. 7.Install the spillway in undisturbed soil to the greatest extent possible. The spillway should be lined with laminated plastic or impermeable geotextile fabric. The fabric must be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The edges may be secured with 8-inch staples or pins. 8.Filter fabric must be long enough to extend down the slope and exit onto stable ground. The width of the fabric must be one piece, not joined or spliced; otherwise water can get under the fabric. 9.The upper section(s) should overlap the lower section(s) so that water cannot flow under the fabric. Secure the upper edge and sides of the fabric in a trench with staples or pins. 10.Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with outlet protection to divert sediment-laden water to the upper end of the pool area to improve basin trap efficiency. 11.Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after construction. MAINTENANCE: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make necessary repairs immediately. 2.Remove sediment and restore the basin to its original dimensions when sediment accumulates to one-half the height of the first baffle. Pull the skimmer to one side so that the sediment underneath can be excavated. Excavate the sediment from the entire basin, not just around the skimmer or within the first cell. 3.Make sure any vegetation growing in the bottom of the basin does not hold down the skimmer. 4.Repair baffles if they are damaged. Re-anchor the baffles if water is flowing underneath or around them. 5.Ensure the skimmer is not clogged with trash or debris. 6.If the skimmer arm or barrel pipe is clogged, remove orifice and clear debris with a plumber’s snake or by flushing with clean water. Be sure to replace the orifice before repositioning the skimmer. 7.Check fabric lined spillway for damage and make any required repairs with fabric that spans the full width of the spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and settlement. SECTION VIEW DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesSKIMMER SEDIMENT BASIN 4' MAX. VARIABLE DEPTH SECURE BOTTOM OF BAFFLE TO GROUND WITH 12" STAPLES AT 12" MAXIMUM SPACING BAFFLE MATERIAL 9 GAUGE MIN. HIGH TENSION WIRE STRAND SHALL BE SECURED TO POST TO SUPPORT BAFFLE MATERIAL DRAPE BAFFLE MATERIAL OVER WIRE STRAND AND SECURE WITH PLASTIC TIES AT POSTS AND ON WIRE EVERY 12" 3' MIN. BAFFLE MATERIAL SHOULD BE SECURED TO THE BOTTOM AND SIDES OF BASIN USING 12" LANDSCAPE STAPLES 11 GAUGE LANDSCAPING STAPLE BAFFLE MATERIAL STEEL POST 2'-0" DEPTH NOTES: 1.Use matting made of 100% coconut fiber(coir) twine woven into high strength matrix. 2.Staples should be made of 0.125 inch diameter, new steel wire formed into a ‘U’ shape not less than 12 inches in length with a throat of 1 inch in width. The staples anchor the porous baffles into the sides and bottom of the basin. 3.Grade the basin so that the bottom is level front to back and side to side. 4.Install the coir fiber baffles immediately upon excavation of the basins. 5.Install posts across the width of the sediment trap. 6.Steel posts should be driven to a depth of 24 inches and spaced in a maximum of 4 feet apart. The top of the fabric should be a minimum of 6 inches higher than the invert of the spillway. Tops of the baffles should be a minimum of 2 inches lower than the top of the earthen embankment. 7.Install 3 coir fiber baffles in basins at drainage outlets with a spacing of 1/4 the basin length. 2 coir fiber baffles can be installed in the basins less than 20 feet in length with a spacing of 1/3 the basin length. 8.Attach a 9-gauge high tension wire strand to the steel posts at a height of 6 inches above the spillway elevation with plastic ties or wire fasteners to prevent sagging. If the temporary sediment basin will be converted to a permanent stormwater basin of a greater depth, the baffle height should be based on the pool depth during use as a temporary sediment basin. MAINTENANCE: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater and repair immediately. 2.Maintain access to baffles. If the fabric collapses, tears, decomposes, or becomes ineffective, replace immediately. 3.Remove sediment deposits when it reaches half full. Replace if baffle fabric is damaged during clean-out operations. Sediment depth should never exceed half the designed storage depth. STEEL POST EXTEND 9 GAUGE WIRE TO BASIN SIDE OR INSTALL T-POST TO ANCHOR BAFFLE TO SIDE OF BASIN AND SECURE TO VERTICAL POST. DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesPOROUS BAFFLES