SW6231103_Plansheet - Proposed Conditions/Site Plan_20240307

TO" OF GODWIN
CUMBERLAND COUNTY, NORTH CAROLINA
CONSTRUCTION DRAWINGS
CUMBERLAND COUNTY PROJECT # X-X-X S'
SUBMITTED TO REVIEW AGENCIES: OCTOBER 25, 2023 SITE
q
TRFFT
C-5.1 .2 STREET A PLAN AND PROFILE II D
DRAWING INDEX �
C-5.1 .3 STREET A PLAN AND PROFILE III
C-0.0 COVER SHEET C-5.2.1 STREET B PLAN AND PROFILE
C-0.1 CIVIL NOTES C-5.2.2 STREET B PLAN AND PROFILE II
PROJECT#REFERENCES C-0.2 PWC NOTES VICINITY MAP
C-5.3 STREET C PLAN AND PROFILE SCALE: 1" = 1000'
CUMBERLAND COUNTY REZONING: ZON-23-0001 C-1 .0 EXISTING CONDITIONS PLAN
TOWN OF GODWIN REZONING: DEV-0018-2023 C-5.4 STREET D PLAN AND PROFILE
C-2.0 OVERALL SUBDIVISION PLAN C-5.5 STREET E PLAN AND PROFILE
SITE INFORMAT/ON C-2.1 PARTIAL SUBDIVISION PLAN I C-5.6 STREET F PLAN AND PROFILE
LOCATION: 0 WASHBURN ROAD C-2.2 PARTIAL SUBDIVISION PLAN II C-6.0 SITE AND STREET DETAILS
GODWIN, NC 28344 C-2.3 PARTIAL SUBDIVISION PLAN III
COUNTY: CUMBERLAND C-6.1 RETAINING WALL DETAILS
PARENT PIN: (1)0593-65-7760 C-2.4 PARTIAL SUBDIVISION PLAN IV
(2)0593-64-5876 ROW C-6.2 WATER DETAILS
DB/PG: (1) 11554/36 C-2.5 MCLEAN STREET ROADWAY IMPROVEMENTS 1
(2) 11554/36 C-6.3 WATER DETAILS 11
ORIGINAL ACREAGE: 31.69AC FRONT + FRONT C-3.0 OVERALL UTILITY PLAN C-6.4 WATER DETAILS III
ROW DEDICATION: 0.16 AC
NET ACREAGE: 31.53AC 1 C-3.1 PARTIAL UTILITY PLAN
LAND CLASS: VACANT C-6.5 SANITARY SEWER DETAILS
ZONING: R6 C-3.2 PARTIAL UTILITY PLAN II C-6.6 SANITARY SEWER DETAILS II
WATER SUPPLY: TOWN OF GODWIN w w w
WASTEWATER TREATMENT: NORCRESS z C-3.3 PARTIAL UTILITY PLAN III C-6.7 SANITARY SEWER DETAILS III
RIVER BASIN: CAPE FEAR o 12'(2-STORY) o C-3.4 PARTIAL UTILITY PLAN IV C-6.8 STORM DRAINAGE DETAILS
SURFACE WATER CLASSIFICATION: CAPE 18-(0.7)ARRIVER, B 25' 10'(1-STORY)) 10'(1 STORY) C-3.5 ENLARGED PUMP STATION PLAN MUNICIPAL CONTACTS.
WATERSHED: NONE 12'(2-STORY) C-6.9 STORM DRAINAGE DETAILS II
FEMA MAP PANEL NUMBER: 3720058200J 10'(1-STORY) C-4.0 OVERALL GRADING AND DRAINAGE PLAN EC-1 .0 EROSION CONTROL PLAN - INITIAL PHASE GOVERNING AGENCIES:
MINIMUM BUILDING SETBACKS: PLANNING
FRONT YARD: 25' C-4.1 PARTIAL GRADING AND DRAINAGE PLAN I EC-2.0 EROSION CONTROL PLAN - CONSTRUCTION PHASE CUMBERLAND COUNTY PLANNING DEPARTMENT
130 GILLESPIE ST#107
SIDE YARD: 10'/12' J C-4.2 PARTIAL GRADING AND DRAINAGE PLAN II FAYETTEVILLE, NC28301
REAR YARD: 30' � � EC-3.0 EROSION CONTROL DETAILS
910.678.7609
CORNER YARD: 25' REAR REAR
C-4.3 PARTIAL GRADING AND DRAINAGE PLAN III EC-3.1 EROSION CONTROL DETAILS II STREETS
RIGHT OF WAY&OTHER AREAS: I- 60' -;- 60'�I C-4.4 PARTIAL GRADING AND DRAINAGE PLAN IV NCDOT DISTRICT
2
RIGHT OF WAY DEDICATION: 7,175 SF(0.16 AC) CORNER LOT STANDARD LOT EC-3.2 EROSION CONTROL DETAILS 111 600 SOUTHERN AVENUE
Uj
= NATURAL WETLANDS: 0.76 AC C-4.5 STORMWATER CONTROL MEASURE PLAN & SECTION 910.364.0601LE, NC 28306
EC-3.3 EROSION CONTROL DETAILS IV STORMWATER
w LOTA NUMBS: C-4.6 SCM PLANTING PLAN
o TOTAL NUMBER PROPOSED LOTS: 116 TYPICAL LOT BUILDING SETBACKS SW-1 .0 PRE-DEVELOPMENT DRAINAGE AREAS NCDENR-FAYETTEVILLE REGIONAL OFFICE
MINIMUM ALLOWED LOT SIZE: 4,000 SF
q MINIMUM PROPOSED LOT SIZE: 5,790 SF C_0.0 SCALE: NTS C-4.7 DESIGN TABLES 225 GREEN STREET SUITE 714
w MAXIMUM PROPOSED LOT SIZE: 15,593 SF SW-2.0 POST-DEVELOPMENT DRAINAGE AREAS FAYETTEVILLE, NC 28301-5095
U_ AVERAGE PROPOSED LOT SIZE: 7,753 SF C-5.1 .1 STREET A PLAN AND PROFILE I 910.433.3300
LU w NUMBER OF PHASES: 1 SW-3.0 STORM DRAINAGE AREA MAP UTILITYAGENCIES:
C„ OPEN SPACE BREAKDOWN:
WATER&SEWER
z PROPERTY BOUNDARY: 31.53 AC 50'PROPOSED PUBLIC ROW FAYETTEVILLE PUBLIC WORKS COMMISSION(PWC)
955 OLD WILMINGTON ROAD
REQUIRED OPEN SPACE(500 SF/UNIT): 1.33AC
FAYETTEVILLE, NC 28301
o OPEN SPACE PROVIDED: 1.58AC 11.5' 27' ROADWAY 11.5'
z 910.223.4370
CONSERVATION&PRESERVATION ESMT. PROVIDED: 2.13 AC
CONTACT: MR. SAMUEL POWERS, PE
STREET NETWORK: so .02.5' 11' 11' 2.5'
TOTAL LENGTH OF STREETS: 5,261 LF
z
o ENTRANCES REQUIRED: 2 ?�M 2.5"S9.5B
z ENTRANCES PROVIDED: 2 f
a PX, 2% , 2% 2% 2% 22.E
z IMPERVIOUS AREAS: 21� o000 00 00 000 0 0 \�q,� Owner/Deve%per. SUiveyor. Civil Eng�ine eli g.
ROADWAYS/PARKING: 3.35 AC 30"VALLEY/ROLLED / 7 30'VALLEY/ROLLED
�� �� �� �� �� �� �� �� �� �� �� �� ����� �� �� Susan Tart Property, LLC ATLAS Surveying and Mapping The Cur Engineering Group, PLLC
c� LOTS EST.3,000 SF/LOT : 7.99 AC CURB&GUTTER j� /�/�/�/�/� A \/\iV�iV�iV�/�A/��/i�//; /�%�%%%�/� CURB&GUTTER p ��
( ) % %�%�,.�, y� 9 pp 9 ►Y 9 9 p,
zo TOTAL ON SITE IMPERVIOUS AREA: 11.41 AC Q TIE TO EXISTING COMPACTED 8"CABC 126 N. Ennis St. 1503 Old Carbonton Road NC License#P-0799
� TOTAL ON-SITE IMPERVIOUS PERCENT: 36.2% SUBGRADE TIE TO EXISTING Fuquay-Varina, NC 27526 Sanford, NC 27330 205 S. Fuquay Ave
m U LITY DEMA S
SEWAGE USAGE: 41,760 GPD MINOR RESIDENTIAL PUBLIC STREET 919.602.2351 919.721.9618 Fuquay-Varina, NC 27526
0 348 BED X 120 GPD/BED 2 TYPICAL STREET SECTION Contact: Zach Angle Contact: Steven Mullins, PLS 919.552.0849 (o)
WATER USAGE: 41,760 GPD C_0 0 SCALE: NTS [e-mail] 919.880.9857(m)
LU 348 BED X 120 GPD/BED
Contact: Don Curry, PE
Q [e-mail]
LO
0
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CARO
... B'' ENG7
.•''E � " J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m N c� N F [phone] Fu ua Varina,NC 27526
N EST Q 1 o q y Fuquay-Varina, NC 27526 urr
G919.602.2351 OD WIN S UBDI VISION
o N STATUS = 026970 = �T �`
0 o FOR REVIEW ONLY ; o .LU 0 • y CARD Contact: Zach Angle M NOT FOR CONSTRUCTION �'.,�ti9'FN�I NE��'y��,�� ENGINEERING NC LIC N0 P-0799 [e-mail] CD vER SHEET
0 o DATE: FEBRUARY8,2023 HORZ.SCALE:N.T.S ''� 0�� ��� ��`
0 FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 C-0.0
N d

GENERAL CONSTRUCTION NOTES: GENERAL ABBREVIATIONS:
1. BOUNDARY&TOPOGRAPHY SURVEY PERFORMED BY ATLAS SURVEYING AND MAPPING. SURVEY IS REFERENCED TO NC GRID NAD 83. 25. PRIOR TO PLACING CABC STONE BASE,THE CONTRACTOR SHOULD NOTIFY THE GEOTECHNICAL ENGINEER TO INSPECT THE PROOF ROLL IDENTIFIER DESCRIPTION IDENTIFIER DESCRIPTION
REFER TO EXISTING CONDITIONS PLAN. OF THE SUBGRADE. ANY STONE PLACED WITHOUT PRIOR APPROVAL WILL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND & AND __M__
SUBJECT TO RE-CONSTRUCTION IF SUBGRADE DOES NOT MEET TOWN AND NCDOT STANDARDS&SPECIFICATIONS. C CENTERLINE MAX MAXIMUM
2. ALL WORK, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CUMBERLAND COUNTY, NCDOT&FAYETTEVILLE PUBLIC 0 DIAMETER OR ROUND MH MANHOLE
WORKS COMMISSION STANDARDS AND SPECIFICATIONS, LATEST EDITION. 26. ALL UTILITY SERVICES, (POWER,TELEPHONE, CABLE, ETC.)ARE PROPOSED TO BE UNDERGROUND. DO NOT SEED OR MULCH DISTURBED E PROPERTY LINE MIN MINIMUM
AREAS UNTIL ALL UNDERGROUND UTILITIES HAVE BEEN INSTALLED.THE CONTRACTOR SHALL COORDINATE WITH THE PRIVATE UTILITY --A--
3. ALL WORK, CONSTRUCTION AND MATERIALS WITHIN NCDOT RIGHT-OF-WAY SHALL BE IN ACCORDANCE WITH THE 2018 NCDOT STANDARD SERVICE COMPANIES FORANY REQUIRED CONDUITS OR POINT OF CONTACT CONDITIONS. ABC AGGREGATE BASE ASPH N
ASPHALT N NORTH, NORTHING
SPECIFICATIONS FOR ROADS AND STRUCTURES.
27. ALL PUBLIC UTILITIES THAT REQUIRE AN ENGINEERING CERTIFICATION MUST BE INSPECTED BY A PROFESSIONAL ENGINEER ON A AVE B AVENUE NCDENR NORTH CAROLINA DEPARTMENT OF
4. ALL RIGHT OF WAYS SHALL BE PUBLIC. PERIODIC BASIS. THE CONTRACTOR SHALL CONTACT THE PROJECT ENGINEER WHEN INSTALLING UTILITIES FOR PERIODIC INSPECTIONS. BLVD BOULEVARD ENVIRONMENT&NATURAL RESOURCES
THE CONTRACTOR SHALL CONTACT THE PROJECT ENGINEER AT THE TIME OF PRESSURE TESTING AND WATERLINE DISINFECTION. THE BLDG BUILDING NCDOT NORTH CAROLINA DEPARTMENT OF
5. THIS SITE IS NOT LOCATED IN A FLOOD HAZARD ZONE PER FEMA MAPS 3720058200J DATED 01/05/2007. CONTRACTOR SHALL SUPPLY THE PROJECT ENGINEER PRESSURE TEST RESULTS. BOC BACK OF CURB TRANSPORTATION
BW BOTTOM OF WALL NTS NOT TO SCALE
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO NCDOT RIGHT-OF-WAY. TRAFFIC 28. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS AND FIELD CONDITIONS WHEN C__ --O--
CONTROL SHALL BE MAINTAINED AT ALL TIMES WITH PROPER SIGNAGE, SIGNALS, LIGHTING, FLAGMEN. ALL SIGNS, PAVEMENT MARKINGS POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING TEST CB CATCH BASIN OH OVERHEAD
AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD), LATEST PITS BY HAND AT ALL UTILITY CROSSINGS WELL IN ADVANCE OF TRENCHING. IF THE CLEARANCES ARE LESS THAN SPECIFIED ON THE Cl CURB INLET OCB OFF-SET CATCH BASIN
EDITION. PLANS OR 12 INCHES, WHICH EVER IS LESS, CONTACT THE PROJECT ENGINEER PRIOR TO PROCEEDING WITH CONSTRUCTION. CIP CAST IRON PIPE --P--
CLS CLASS PCC PORTLAND CEMENT CONCRETE
7. COPIES OF ALL PERMITS AND APPROVED PLANS MUST BE KEPT ON SITE IN A PERMIT BOX THAT IS CONSPICUOUSLY LOCATED AND EASILY 29. THE CONTRACTOR SHALL INCLUDE IN HIS CONTRACT PRICE THE REMOVAL AND DISPOSAL OF ANY EXCESS TOPSOIL HE DETERMINES IS CJ CONTROL JOINT PE POLYETHYLENE
ACCESSIBLE DURING CONSTRUCTION.THIS INCLUDES APPROVED CONSTRUCTION PLANS,APPROVED EROSION CONTROL PLANS, NOT REQUIRED TO PERFORM THE FINAL GRADING AND LANDSCAPING OPERATION. CO CLEANOUT PKWY PARKWAY
ENCROACHMENT AGREEMENTS, DRIVEWAY PERMITS,WATER/SEWER PERMITS, ETC. CONC CONCRETE POC POINT OF CONNECTION
30. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE DAILY RECORD KEEPING OF THE AS-BUILT CONDITION OF ALL OF THE D PVC POLYVINYL CHLORIDE
8. LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE AND MUST BE FIELD VERIFIED. CONTACT THE NC ONE CALL CENTER AT LEAST UNDERGROUND UTILITIES, CONSTRUCTION STAKEOUT ASSOCIATED WITH THE PROJECT. PREPARATION OF THE NECESSARY/REQUIRED --R--
48 HOURS PRIOR TO DIGGING @ 1.800.632.4949. UNDERGROUND LINES SHOWN HEREON ARE APPROXIMATE ORAS REPORTED BYVARIOUS AS-BUILT PLANS TO BE SUBMITTED TO PWC AND/OR ALL OTHER INFORMATION REQUIRED IN CONNECTION WITH RELEASE OF BONDS. DI DROP INLET R RADIUS
RESPONSIBLE PARTIES. THE SURVEYOR DOES NOT GUARANTEE THAT ANY UNDERGROUND STRUCTURES SUCH AS UTILITIES,TANKS AND DIA DIAMETER RCP REINFORCED CONCRETE PIPE
PIPES ARE LOCATED HEREON. 31. THE CONTRACTOR SHALL INCLUDE IN THE PRICE,ANY AND ALL COSTS ASSOCIATED WITH PROVIDING A PROFESSIONAL ENGINEER ON DIP DUCTILE IRON PIPE R.O.W.RIGHT OF WAY
SITE IF REQUIRED, DURING THE CONSTRUCTION OF THE STORMWATER MANAGEMENT FACILITIES, UNDERGROUND UTILITIES, ETC.AS DOM DOMESTIC RPDA REDUCED PRESSURE
9. THE CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES ON OR ADJACENT TO THE REQUIRED FOR AS-BUILT CERTIFICATION. DR DRIVE DETECTOR ASSEMBLY
SITE BEFORE DISTURBING,ALTERING, REMOVING, RELOCATING,ADJUSTING OR CONNECTING TO SAID FACILITIES. -E RPZ REDUCED PRESSURE ZONE
32. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL REQUIRED/NECESSARY SHEETING, SHORING,AND (XX) EXISTING ELEVATION __S__
10. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR OF ANY TOWN OR NCDOT DAMAGED PROPERTY. THE CONTRACTOR SHALL REPAIR THE SPECIAL EXCAVATION MEASURES REQUIRED ON THE PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL REGULATIONS PURSUANT E EAST, EASTING S SOUTH
DAMAGED PROPERTY TO THE LATEST STANDARDS AND SPECIFICATIONS OF THE AGENCY HOLDING JURISDICTION AT NO COST TO THE TO THE INSTALLATION OF THE WORK INDICATED ON THE DRAWINGS. NCDOT, CUMBERLAND COUNTY, PWC&CURRY ENGINEERING EL ELEVATION SD STORM DRAIN
OWNER. ACCEPT NO RESPONSIBILITY FOR THE DESIGN TO INSTALL SAID ITEMS. EJ EXPANSION JOINT SDMH STORM DRAIN MANHOLE
EOP EDGE OF PAVEMENT SIDE SIGHT DISTANCE EASEMENT
11. ANY DAMAGE DONE TO PRIVATE PROPERTY OWNERS SIGNS, MAILBOX, DRIVEWAY CULVERTS, OR OTHER PROPERTY SHALL BE RESTORED 33. TESTING BY CONTRACTOR: CONTRACTOR SHALL EMPLOY AT HIS EXPENSE AN OUTSIDE INDEPENDENT SOIL TESTING SERVICE EX EXISTING SSMH SANITARY SEWER MANHOLE
TO ORIGINAL CONDITION. (APPROVED BY THE OWNER)TO PERFORM SOIL TESTING AND INSPECTION SERVICE FOR QUALITY CONTROL TESTING DURING EVAP EVAPORATIVE SS SANITARY SEWER
EARTHWORK OPERATIONS. COPIES OF RESULTS OF TESTS SHALL BE SUBMITTED BY THE TESTING SERVICE DIRECTLY TO THE F STA STATION
12. CONTRACTOR IS RESPONSIBLE FOR FENCING AND SECURITY OF HIS LAYDOWN AND STORAGE AREA. CONTRACTOR,THE OWNER,AND THE APPLICABLE APPROVING AGENCY.--THE TESTING SERVICE WILL CLASSIFY PROPOSED ON-SITE AND FDC FIRE DEPARTMENT STD STANDARD
BORROW SOILS TO VERIFY THAT SOILS COMPLY WITH SPECIFIED REQUIREMENTS AND TO PERFORM REQUIRED FIELD AND LABORATORY CONNECTION ST.STL STAINLESS STEEL
13. CONTRACTOR SHALL KEEP ALL ROADS FREE OF DIRT AND DEBRIS AT ALL TIMES. TESTING. (MINIMUM REQUIRED SOIL BEARING CAPACITY IS NOTED ON THE STRUCTURAL DRAWINGS).--IN PAVED AND BUILDING SLAB FES FLARED END SECTION SWPPP STORMWATER POLLUTION
AREAS,THE TESTING SERVICE SHALL MAKE AT LEAST ONE FIELD DENSITY TEST FOR EACH 2O00 SQUARE FEET OF FILL IN EACH FFE FINISHED FLOOR ELEVATION PREVENTION PLAN
14. CONTRACTOR SHALL PROTECT EXISTING PAVEMENTS AND UTILITIES FROM HEAVY EARTH MOVING EQUIPMENT. PROVIDE TRAFFIC COMPACTED FILL LAYER. IF A TEST SHOULD FAIL TO MEET REQUIRED DENSITY,THE CONTRACTOR SHALL RE-COMPACT THAT LAYER. THE FG FINISHED GRADE --T--
CONTROL AND ADEQUATE PROTECTION METHODS AT ALL EQUIPMENT CROSSINGS. SOIL TESTING SERVICE SHALL PERFORM ADDITIONAL TESTS AT THE CONTRACTOR'S EXPENSE TO SHOW THAT THE FAILED LAYER HAS FHA FIRE HYDRANT ASSEMBLY
REACHED THE REQUIRED COMPACTION. --IN FOUNDATION WALL AREAS,THE TESTING SERVICE SHALL MAKE AT LEAST ONE FIELD FL FLOW LINE TB TOP OF BARRIER
15. ALL EXCAVATION IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED. DENSITY TEST FOR EACH 100 FEET OR LESS OF WALL LENGTH OF FILL IN EACH COMPACTED FILL LAYER,WITH NO LESS THAN TWO TESTS FT FOOT OR FEET TC/TOC TOP OF CURB
ALONG A WALL FACE. IF A TEST SHOULD FAIL TO MEET REQUIRED DENSITY,THE CONTRACTOR SHALL RE-COMPACT THAT LAYER.THE TD TEMPORARY DIVERSION
16. ALL STRUCTURAL FILL MATERIAL SHALL BE FREE OF ALL STICKS, ROCKS,AND CLUMPS OF MUD.ALL ROCKS GREATER THAN 3"DURING SOIL TESTING SERVICE SHALL PERFORM ADDITIONAL TESTS AT THE CONTRACTOR'S EXPENSE TO SHOW THAT THE FAILED LAYER HAS G G GAS TH TEST HEADER EXCAVATION SHALL BE REMOVED. REACHED THE REQUIRED COMPACTION. GALV GALVANIZED TOP TOP OF PIPE
TP TOP OF PAD
17. UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE DISPOSED OF OFF-SITE BY THE 34. COMPACTION: COMPACT EACH LAYER OF BACKFILL AND FILL SOIL MATERIALS AND THE TOP 12"OF SUBGRADE IN CUT AREAS TO 100%OF GB GRADE BREAK TYP TYPICAL
CONTRACTOR IN AN APPROVED, LEGAL DISPOSAL SITE. MAXIMUM DENSITY IN ACCORDANCE WITH AASHTO T99 FOR STRUCTURES, SLABS,AND PAVEMENTS AND 95%OF MAXIMUM DENSITY FOR GE GENERAL ELECTRIC TW TOP OF WALL
EMBANKMENTS OR UNPAVED AREAS. MAX LIFT THICKNESS FOR FILL AREAS IS 8 INCHES. GR GRADE -_U-_
18. CONCRETE SIDEWALKS THAT ARE TO BE REMOVED SHALL BE CUT BACK TO NEAREST EXPANSION OR CONTROL JOINT AND REPLACED WITH --H UG UNDERGROUND
4-INCH CONCRETE SIDEWALK FINISHED TO MATCH EXISTING SIDEWALKS. 35. DISTURBED AREA IS IN EXCESS OF 1 ACRE AND FORMAL SEDIMENTATION&EROSION CONTROL PLAN APPROVAL IS REQUIRED AS A HDPE HIGH DENSITY POLYETHYLENE --V--
CONDITION OF CONSTRUCTION PLAN APPROVAL.A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE KEPT ON SITE AT ALL HORIZ HORIZONTAL VEG VEGETATED
19. CONTRACTOR TO COORDINATE WITH FAYETTEVILLE PWC FOR TEMPORARY WATER NEEDED DURING CONSTRUCTION. IF PERMITTED TO TIMES.THE APPROVED SEDIMENTATION &EROSION CONTROL PLAN SHOULD BE REGARDED AS MINIMUM REQUIREMENTS;ADDITIONAL HOV HIGH OCCUPANCY VEHICLE VERT VERTICAL
CONNECT TO EXISTING FIRE HYDRANT A REDUCED PRESSURE ZONE(RPZ) BACKFLOW PREVENTER WILL BE REQUIRED. MEASURES SHALL BE PUT IN PLACE AS NEEDED TO ENSURE THAT NO SEDIMENT IS RELEASED FROM THE SITE.THE CONTRACTOR IS HP HIGH POINT W-_
RESPONSIBLE FOR PICKING UP AND PAYING FOR GRADING PERMIT ISSUED BY NORTH CAROLINA DEPARTMENT OF NATURAL RESOURCES- I W WEST
20. THE TRANSITION OF PROPOSED ROADWAY TO EXISTING ROADWAY SHALL BE DONE WITH A MINIMUM 8-FT TRANSITION WHERE THE LAND QUALITY. IAW IN ACCORDANCE WITH W/ WITH
EXISTING PAVEMENT IS MILLED TO A MINIMUM DEPTH OF 1-1/2"AND OVERLAID. I.H. INTERSTATE HIGHWAY W/0 WITHOUT
36. DESIGN/FIELD CONDITIONS QUITE EASILY MAY VARY FROM THAT REPRESENTED IN THE INITIAL SOILS REPORT AND/OR TOPOGRAPHICAL INV INVERT Y
21. ALL PAVEMENT SAW CUTS SHALL BE NEAT, STRAIGHT AND FULL DEPTH. REPORT. ISOLATED AREAS MAY SHOW UP WEAK AND ADVERSE SOILS OR GROUNDWATER CONDITIONS MAY BE DISCOVERED THAT WERE L__ YI YARD INLET
NOT REVEALED DURING THE INITIAL SOILS INVESTIGATION. THEREFORE, THE OWNER/CLIENT IS TO BE AWARE THAT CURRY ENGINEERING LEN LENGTH
22. ALL RIP-RAP IS TO BE INSTALLED WITH NON-WOVEN FILTER FABRIC BENEATH(MIRAFI 140N OR APPROVED EQUAL). GROUP, PLLC WILL NOT AND CANNOT BE HELD RESPONSIBLE FOR ANY FAILURES TO EITHER A STREET OR PARKING LOT PAVEMENT LEV LOW EMISSION VEHICLE
DESIGN UNLESS WE CAN BE FULLY AND TOTALLY INVOLVED IN THE CONSTRUCTION PROCESS WHICH MAY INCLUDE, BUT MAY NOT LF LINEAR FEET
23. ALL EXCESS TOPSOIL AND UNCLASSIFIED EXCAVATION IS TO BE HAULED OFF-SITE, UNLESS OTHERWISE DIRECTED BY THE OWNER TO AN NECESSARILY BE LIMITED TO,TESTING SUBGRADE AND BASE DENSITY, ENGAGING THE GEOTECHNICAL ENGINEER FOR THE EVALUATION ALL SYMBOLS&ABBREVIATIONS SHOWN ON THIS SHEET
MAY OR MAY NOT BE USED IN THIS DRAWING PACKAGE
APPROVED NCDENR LOCATION. OF THE SUBGRADE AND FOR THE OBSERVATION OF PROOF ROLLING SUBGRADE AND BASE AT VARIOUS STEPS OF CONSTRUCTION, LP LOW POINT M **
OPPORTUNITY FOR THE DESIGN ENGINEER TO CALL IN A GEOTECHNICAL ENGINEER FOR CONSULTATION AND ADVICE, ETC.-STEPS
24. ALL SITE CONSTRUCTION MUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER AT THE FOLLOWING STAGES: WHICH TAKEN ALTOGETHER WITH THE INITIAL DESIGN SHOWN ON THE PLANS, CONSTITUTE THE COMPLETE DESIGN OF THE ROAD,
STREET OF PARKING AREA(PRIVATE OR PUBLIC).THE DESIGN ENGINEER MUST BE GIVEN THE FULL LATITUDE AND OPPORTUNITY TO
A. COMPLETION OF GRADING SUBGRADE PRIOR TO PLACING STONE BASE. COMPLETE THE DESIGN BY FULLY PARTICIPATING IN THE CONSTRUCTION PROCESS. PLAN DESIGN IS A SMALL PORTION OF THE DESIGN
B. COMPLETION OF STONE PLACEMENT PRIOR TO PAVING. AND CANNOT BE SEPARATED FROM THE CONSTRUCTION PROCESS IF THE OWNER'S/CLIENT'S DESIRE IS TO HAVE THE DESIGN ENGINEER
C. FINAL INSPECTION WHEN ALL WORK IS COMPLETE. STAND BEHIND THE COMPLETED DESIGNED PROJECT.
c�
0
U)
W
O
z
J_
U
0
U
LU
W
J_
LL
H
W
W
2
C�
Z_
Z
O
U
H
U
Z
O
U
Z
Q
J
d
z
BEFORE YOU DIG,
S CALL
z
O
0
m
z
z_
0
o NORTH CAROLINA
w ONE CALL CENTER
www.ncocc.org
z
Q
v
0 CONS
'►
N 1 20231129 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS N NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
t1jJ1111111", Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �0 �N CARo ENG7
m ������.�FESS/p '.,�/G�i� J�P NFF� T [phone] 205S.FuquayAvenue 126 N. Ennis St.
c u F [phone] Fu ua Varina,NC 27526
N Q� /E 9l 2T 010
q y- Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
w o rl/`!� 919.602.2351
C r
o N STATUS 026970
0 o FOR REVIEW ONLY : o • H CARS Contact: Zach Angle
. O ' .F,y�IN���. ' , ,: ENGINEERING CIVIL NOTES
w o NOT FOR CONSTRUCTION '%�'Lq� •. ��,���� NC LIC N0 P-0799 [e-mail] O DATE: FEBRUARY8,2023 HORZ.SCALE:N.T.S '�i3O�����1104 v�
J FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 � C-0. 1
N d

GENERAL UTILITY NOTES: WATER UTILITY NOTES:
1. PRIOR TO COMMENCEMENT OF ANY WORK WITHIN EASEMENTS OR RIGHTS-OF-WAYS THE CONTRACTOR IS REQUIRED TO NOTIFY CONCERNED UTILITY 1. ALL WATER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC
COMPANIES IN ACCORDANCE WITH GS 87-102. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. NO STANDARDS.
SEPARATE PAYMENT. EXISTING UTILITIES SHOWN ARE TAKEN FROM MAPS FURNISHED BY VARIOUS UTILITY COMPANIES AND HAVE NOT BEEN PHYSICALLY
LOCATED(IE:TELEPHONE, GAS, CABLE, ETC.). 2. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION.
2. THE CONTRACTOR SHALL DIG UP EACH UTILITY WHICH MAY CONFLICT WITH CONSTRUCTION 14 DAYS IN ADVANCE TO VERIFY LOCATIONS(HORIZONTALLY 3. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE FOR ALL WATER OUTAGES.
AND VERTICALLY)TO ALLOW THE ENGINEER AN OPPORTUNITY TO ADJUST THE DESIGN TO AVOID CONFLICTS(NO SEPARATE PAYMENT).
4. CONSTRUCTION STAKING IS REQUIRED FOR ALL PWC WATER AND SEWER UTILITY INSTALLATIONS. CUT SHEETS, SIGNED AND SEALED BY A
3. ALL SANITARY SEWER AND WATER CONSTRUCTION SHALL BE IN ACCORDANCE WITH STANDARDS AND SPECIFICATIONS OF THE FAYETTEVILLE PUBLIC NC PLS, SHALL BE PROVIDED TO THE PWC WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE OF
WORKS COMMISSION. STORM DRAINAGE, STREET CONSTRUCTION AND PAVING SHALL BE IN ACCORDANCE WITH THE CITY OF FAYETTEVILLE. CONSTRUCTION FOR PWC WATER AND SEWER UTILITIES.
4. UTILITY SERVICES TO INDIVIDUAL PROPERTIES ARE NOT SHOWN IN THE PROFILES FOR SIMPLICITY OF THE DRAWINGS. SERVICES MAY INCLUDE WATER 5. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB SITE. CONSTRUCTION ON PWC WATER AND
LATERALS, TELEPHONE, ELECTRIC, CABLE, GAS, ETC. SEWER UTILITIES CANNOT BEGIN UNTIL THE CONTRACTOR POSSESSES, ON SITE, A SIGNED AND SEALED CUT SHEET FROM THE
5. CONTRACTOR SHALL COORDINATE WITH UTILITY OWNER AND BE RESPONSIBLE FOR TEMPORARY RELOCATION AND/OR SECURING EXISTING UTILITY POLES PROFESSIONAL LAND SURVEYOR.
AND SIGNS AND/OR UTILITIES IN ACCORDANCE WITH UTILITY OWNER REQUIREMENTS DURING THE UTILITY MAIN INSTALLATION AND STREET CONSTRUCTION. 6. ALL NEW WATER AND SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE TESTED AND/OR DISINFECTED IN ACCORDANCE WITH
(NO SEPARATE PAYMENT). FAYETTEVILLE PWC STANDARDS PRIOR TO PLACING INTO SERVICE.
6. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORTS FOR UTILITY CROSSINGS AND REPAIR DAMAGES DUE TO CONSTRUCTION TO THE SATISFACTION OF
THE UTILITY INVOLVED AT NO ADDITIONAL EXPENSE TO THE OWNER. UNDERGROUND ELECTRICAL CROSSINGS SHALL BE CROSSED IN ACCORDANCE WITH 7. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE PWC PROJECT COORDINATOR.
THE N.E.C.AND TECHNICAL SPECIFICATION SECTION UNDERGROUND ELECTRICAL CROSSING REQUIREMENTS.
7. WHERE DEEMED NECESSARY BY THE ENGINEER THAT A SUBSURFACE DRAINAGE SYSTEM IS REQUIRED,THE CONTRACTOR SHALL PROVIDE ALL MATERIALS, 8. CONTRACTOR SHALL REPAIR ALL WATER LATERALS AND MAINS DAMAGED DURING CONSTRUCTION. THE CONTRACTOR SHALL REPORT
IMMEDIATELY ALL WATER MAIN AND LATERAL BREAKS TO THE PWC PROJECT COORDINATOR. THE CONTRACTOR SHALL INITIATE IMMEDIATE
TOOLS, LABOR, EQUIPMENT,TIE-IN'S TO EXISTING DRAINAGE STRUCTURES AND ALL OTHER INCIDENTALS NECESSARY TO PROVIDE COMPLETE INSTALLATION
REPAIRS IN ACCORDANCE WITH PWC STANDARDS. CONTRACTOR SHALL NOT OPERATE PWC WATER MAIN VALVES WITHOUT PWC APPROVAL
IN ACCORDANCE WITH CITY OF FAYETTEVILLE STANDARDS. IMPROPERLY INSTALLED AND NON-FUNCTIONING DRAINAGE SHALL BE REMOVED AND REPLACED AND SHALL COORDINATE ALL VALVE CLOSINGS WITH PWC.
AT THE CONTRACTOR'S EXPENSE. EXISTING FRENCH DRAINAGE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED AND/OR REPAIRED AT NO
ADDITIONAL EXPENSE TO THE OWNER. 9. THE CONTRACTOR SHALL NOT USE HOUSE HOSE BIBBS OR ANY OTHER METHOD OF BLOW OFF WHICH ALLOWS DOMESTIC WATER
CONTAINING SEDIMENTS OR HIGH LEVELS OF CHLORINE TO PASS THRU RESIDENT'S METERS. THE CONTRACTOR SHALL BE RESPONSIBLE
8. STORM DRAINAGE REPAIRS BY CONTRACTOR DUE TO CONSTRUCTION DAMAGE AND JOINTS EXPOSED DURING CONSTRUCTION SHALL BE INSPECTED BY THE FOR ALL DAMAGES RESULTING FROM ALLOWING "DIRTY" WATER TO ENTER RESIDENT'S PLUMBING SYSTEM, SUCH AS WATER HEATERS,
OWNER PRIOR TO BACKFILLING. STAINED CLOTHING, CLOGGED SCREENS, ETC.
SANITARY SEWER NOTES: 10. TRANSFER OF WATER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS:
A. INSTALL, TEST AND STERILIZE NEW MAIN AND LATERALS. LATERALS SHALL BE INSTALLED 18" INSIDE RIGHT-OF-WAY UNLESS
1. ALL SEWER MAINS, LATERALS,AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC OTHERWISE DIRECTED BY PWC.
STANDARDS.
B. TRANSFER EXISTING METER TO NEW METER BOX AND TIE NEW WATER LATERAL TO EXISTING DOMESTIC SERVICE UTILIZING BRASS
2. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. FITTINGS. SAME METER NUMBER SHALL BE INSTALLED ON SAME ADDRESS AND/OR CUSTOMER. BLOW OFF SERVICE AT HOSE BIBB
ON HOUSE ONLY AFTER METER HAS BEEN TRANSFERRED.
3. CONSTRUCTION STAKING IS REQUIRED FOR ALL PWC WATER AND SEWER UTILITY INSTALLATIONS. CUT SHEETS, SIGNED AND SEALED BY
NC PLS, SHALL BE PROVIDED TO THE PWC WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE OF C. AFTER ALL SERVICES ARE TRANSFERRED TO THE NEW SYSTEM, SHUT OFF VALVE ON EXISTING SYSTEM AND ABANDON EXISTING
CONSTRUCTION FOR PWC WATER AND SEWER UTILITIES. MAINS IN ACCORDANCE WITH PWC DETAILS.
4. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB SITE. CONSTRUCTION ON PWC WATER AND D. CONTRACTOR SHALL SUPPLY NEW METER BOXES AND DISPOSE OF EXISTING METER BOXES.
SEWER UTILITIES CANNOT BEGIN UNTIL THE CONTRACTOR POSSESSES, ON SITE,A SIGNED AND SEALED CUT SHEET FROM THE
PROFESSIONAL LAND SURVEYOR. 11. CONTRACTOR SHALL ABANDON ("KILL-OUT")ANY EXISTING WATER SERVICES THAT WILL NOT BE UTILIZED BY CUTTING THE SERVICE AT THE
MAIN, PLUGGING THE CORPORATION,AND TURNING OFF THE CORPORATION AT THE METER BOX, THE ABANDONED SERVICE IS TO BE CUT OR
5. ALL NEW WATER AND SEWER MAINS, LATERALS,AND APPURTENANCES SHALL BE TESTED AND/OR DISINFECTED IN ACCORDANCE WITH CRIMPED,AND BURIED A MINIMUM OF 3 FEET BELOW GRADE.
FAYETTEVILLE PWC STANDARDS PRIOR TO PLACING INTO SERVICE.
12. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED GRADE, IN ACCORDANCE WITH PWC REQUIREMENTS.
6. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE PWC PROJECT COORDINATOR.
13. ALL WORK ON PWC WATER UTILITIES(MAINS, LATERALS, ETC)SHALL BE PERFORMED BYA LICENSED UTILITY CONTRACTOR. THE
7. ALL DUCTILE IRON PIPE IN SANITARY SEWER SERVICE SHALL HAVE AN INTERIOR LINING OF PROTECTO 401 OR APPROVED EQUAL. FAYETTEVILLE PUBLIC WORKS COMMISSION SHALL OBSERVE AND APPROVE ALL WORK ON PWC WATER UTILITIES. ALL WORK SHALL BE
COMPLETED IN ACCORDANCE WITH PWC REQUIREMENTS.
8. ALL NEW MANHOLES ARE TO BE VACUUM-TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
14. SEPARATION REQUIREMENTS:
9. CONTRACTOR SHALL REPAIR ALL SEWER LATERALS AND MAINS DAMAGED DURING CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY
REPORT ALL SEWER MAIN AND LATERAL BREAKS TO THE PWC PROJECT COORDINATOR. THE CONTRACTOR SHALL INITIATE IMMEDIATE A. LATERAL SEPARATION OF SEWERS AND WATER MAINS: WATER MAINS SHALL
REPAIRS IN ACCORDANCE WITH PWC STANDARDS. BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER
MAIN/LATERAL, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A
10. TRANSFER OF SEWER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS: 10-FOOT LATERAL SEPARATION-IN WHICH CASE:
A. INSTALL AND TEST NEW MAINS, MANHOLES,AND LATERALS. CLEANOUTS SHALL
BE INSTALLED 18"INSIDE R/W UNLESS OTHERWISE DIRECTED BY PWC. i. THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION
B. CONNECT EXISTING PLUMBING TO NEW LATERAL UTILIZING THE NECESSARY OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE
FITTINGS AS DIRECTED BY PWC. TOP OF THE SEWER MAIN/LATERAL; OR
C. AFTER ALL SERVICES HAVE BEEN TRANSFERRED TO THE NEW MAIN, THE
EXISTING SEWER SYSTEM SHALL BE ABANDONED IN ACCORDANCE WITH ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER
PWC REQUIREMENTS. MAIN/LATERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH AND WITH THE ELEVATION OF THE
11. CONTRACTOR SHALL ABANDON("KILL-OUT")ANY EXISTING SEWER SERVICES THAT WILL NOT BE UTILIZED BY UNCOVERING THE EXISTING BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF
LATERAL AT THE MAIN, CUT AND PLUG AT BOTH ENDS, REMOVE THE EXISTING CLEANOUT AND COMBINATION,AND PLUG THE TAP OR TEE AT THE SEWER MAIN/LATERAL.
THE MAIN. FOR LATERALS THAT CONNECT TO A MANHOLE AND ARE TO BE ABANDONED("KILLED-OUT"), THE LATERAL SHALL BE REMOVED
FROM THE MANHOLE AND THE REMAINING VOID IN THE MANHOLE SHALL BE FILLED WITH BLOCK AND MORTAR. B. CROSSING A WATER MAIN OVER A SEWER:WHENEVER IT IS NECESSARY FOR
A WATER MAIN TO CROSS OVER A SEWER MAIN/LATERAL,THE WATER MAIN
12. SEWER PLUGS SHALL BE INSTALLED TO ELIMINATE ANY DEBRIS OR OTHER MATERIAL FROM ENTERING THE ACTIVE SEWER SYSTEM. UPON SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER
ACCEPTANCE OF THE NEW SEWER SYSTEM,THE CONTRACTOR SHALL CLEAN THE NEW MAINS, REMOVE ALL DEBRIS,AND THEN REMOVE THE MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAIN/LATERAL,
PLUG. UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL
SEPARATION-IN WHICH CASE BOTH THE WATER MAIN AND SEWER
13. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED GRADE, IN ACCORDANCE WITH PWC MAIN/LATERAL SHALL BE DUCTILE IRON IN ACCORDANCE WITH PWC
REQUIREMENTS. REQUIREMENTS.
14. ALL WORK ON PWC SEWER UTILITIES(MAINS, LATERALS, ETC)SHALL BE PERFORMED BY A LICENSED UTILITY CONTRACTOR. THE C. CROSSING WATER MAIN UNDER A SEWER:WHENEVER IT IS NECESSARY FOR
FAYETTEVILLE PUBLICWORKS COMMISSION SHALL OBSERVE AND APPROVE ALL WORK ON PWCSEWER UTILITIES. ALL WORK SHALL BE A WATER MAIN TO CROSS UNDER A SEWER MAIN/LATERAL, BOTH THE WATER
COMPLETED IN ACCORDANCE WITH PWC REQUIREMENTS. MAIN AND THE SEWER MAIN/LATERAL SHALL BE DUCTILE IRON IN
ACCORDANCE WITH FAYPWC REQUIREMENTS. A FULL JOINT OF DUCTILE IRON
15. SEPARATION REQUIREMENTS: PIPE SHALL BE INSTALLED ON THE WATER MAIN CENTERED AT THE POINT OF
CROSSING.
A. LATERAL SEPARATION OF SEWERS AND WATER MAINS: WATER MAINS
SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR D. CROSSING STORM DRAINAGE LINES:A MINIMUM OF 12-INCHES OF VERTICAL
PROPOSED SEWER MAIN/LATERAL, UNLESS LOCAL CONDITIONS OR CLEARANCE SHALL BE MAINTAINED BETWEEN A WATER LINE CROSSING OVER
BARRIERS PREVENT A 10-FOOT LATERAL SEPARATION-IN WHICH CASE: A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS USED. IN ADDITION,
THREE AND A HALF(3.5) FEET OF COVER MUST BE MAINTAINED OVER THE
i. THE WATER MAIN IS LAID IN A SEPARATE TRENCH,WITH THE ELEVATION WATER MAIN OR IT SHALL BE DUCTILE IRON. IF DUCTILE IRON PIPE IS USED
OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE THEN TWO AN A HALF(2.5) FEET OF COVER MUST BE MAINTAINED OVER THE
TOP OF THE SEWER MAIN/LATERAL; OR WATER MAIN AND A MINIMUM OF 4-INCHES OF VERTICAL CLEARANCE SHALL
BE MAINTAINED BETWEEN THE WATER MAIN AND THE STORM DRAINAGE LINE.
o ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WHERE A WATER MAIN CROSSES UNDER A STORM DRAINAGE LINE THE
w MAIN/LATERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A MINIMUM OF TWELVE(12) INCHES OF VERTICAL SEPARATION SHALL BE
z BENCH OF UNDISTURBED EARTH AND WITH THE ELEVATION OF THE MAINTAINED AND THE WATER MAIN SHALL BE DUCTILE IRON FOR A DISTANCE
BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF OF 10-FEET ON EACH SIDE OF THE CROSSING.
THE SEWER MAIN/LATERAL
N
q B. CROSSING A WATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR 16. WATER OUTAGES: THE CONTRACTOR SHALL SCHEDULE A COORDINATION MEETING WITH THE PWC PROJECT COORDINATOR AND PROJECT ENGINEER A MINIMUM OF THREE(3)
w A WATER MAIN TO CROSS OVER A SEWER MAIN/LATERAL,THE WATER MAIN WORKING DAYS PRIOR TO ANY PLANNED WATER OUTAGE. THECOORDINATION MEETING SHALL BE CONDUCTED PRIOR TO ANY NOTICES BEING ISSUED. ADDITIONALLY, THE
SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER CONTRACTOR SHALL LOCATE(VERTICALLY AND HORIZONTALLY)ANY UTILITIES WITHIN THE WORK AREA, IN ACCORDANCE WITH THESE CONTRACT DOCUMENTS. THE LOCATIONS
w MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAIN/LATERAL, OF ALL UTILITIES WITHIN THE WORK AREA SHALL BE DETERMINED PRIOR TO THE COORDINATION MEETING. ANY CONFLICTS WITH THE PENDING WORK AND THE EXISTING
= UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL UTILITIES SHALL BE IDENTIFIED AND A PLAN FOR RESOLVING ANY CONFLICTS SHALL BE PRESENTED. THE PURPOSE OF THIS COORDINATION MEETING IS TO ENSURE THAT THE
SEPARATION-IN WHICH CASE BOTH THE WATER MAIN AND SEWER CONTRACTOR HAS A GOOD UNDERSTANDING OF THE REQUIREMENTS RELATED TO THE PENDING OUTAGE,VERIFY THAT THERE ARE NO UTILITY CONFLICTS THAT WILL PREVENT
MAIN/LATERAL SHALL BE CONSTRUCTED OF FERROUS MATERIAL AND WITH THE WORK FROM BEING COMPLETED,ALL EQUIPMENT IS IN GOOD WORKING ORDER, ALL EQUIPMENT IS FUNCTIONAL,ALL MATERIALS ARE ON SITE,ALL NECESSARY TOOLS ARE
z JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE ON SITE, DISCUSS ANY NECESSARY CONTINGENCY PLANS, AND ANY OTHER ITEMS NECESSARY TO ENSURE THAT THE FAYETTEVILLE PUBLIC WORKS COMMISSION HAS
OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. CONFIDENCE THAT THE WORK CAN BE ACCOMPLISHED WITHIN THE GIVEN TIME PERIOD. SHOULD, FOR ANY REASON, THE FAYETTEVILLE PUBLIC WORKS COMMISSION DEEM
o THAT THE CONTRACTOR IS NOT PREPARED FOR THE PROPOSED OUTAGE, THE OUTAGE NOTIFICATIONS WILL NOT BE DISTRIBUTED AND THE OUTAGE SHALL BE POSTPONED A
o C. CROSSING WATER MAIN UNDER A SEWER: WHENEVER IT IS NECESSARY FORA MINIMUM OF TWO (2) WEEKS. THE FAYETTEVILLE PUBLIC WORKS COMMISSION WILL PROVIDE WRITTEN NOTIFICATION TO THE CONTRACTOR OF THIS DECISION. NO ADDITIONAL
WATER MAIN TO CROSS UNDER A SEWER MAIN/LATERAL, BOTH THE WATER CONTRACT TIME WILL BE GRANTED FOR THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE WITHIN THAT TWO(2)WEEK PERIOD,THE FAYETTEVILLE PUBLIC WORKS COMMISSION
MAIN AND THE SEWER MAIN/LATERAL SHALL BE CONSTRUCTED OF DUCTILE RESERVES THE RIGHT TO ASSESS LIQUIDATED DAMAGES,AS OUTLINED IN THESE CONTRACT DOCUMENTS.
IRON MATERIAL AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS ONCE THE WATER OUTAGE NOTIFICATIONS HAVE BEEN ISSUED,A FOLLOW-UP COORDINATION MEETING WITH THE PWC PROJECT COORDINATOR AND PROJECT ENGINEER SHALL
z FORA DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. A
SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF BE HELD A MINIMUM OF 24 HOURS PRIOR TO THE SCHEDULE THE PURPOSE OF THIS MEETING IS TO VERIFY THAT THE CONTRACTOR IS
Q CROSSING. PREPARED TO PROCEED WITH THE OUTAGE,AND THAT ALL EQUIPMENT, MATERIALS,TOOLS,AND ALL OTHER INCIDENTALS ARE ON THE PROJECT SITE AND FUNCTIONING. IF FOR
ANY REASON THE FAYETTEVILLE PUBLIC WORKS COMMISSION DEEMS THAT THE CONTRACTOR IS NOT PREPARED, THE OUTAGE SHALL BE POSTPONED AND ALL CUSTOMERS
z D. CROSSING STORM DRAINAGE LINES:A MINIMUM OF 24 INCHES OF VERTICAL IMMEDIATELY NOTIFIED OF THE CANCELLATION. THE OUTAGE SHALL BE POSTPONED A MINIMUM OF TWO (2) WEEKS. NO ADDITIONAL CONTRACT TIME WILL BE GRANTED FOR BEFORE YOU DIG,
THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE WITHIN THAT TWO (2) WEEK PERIOD, THE FAYETTEVILLE PUBLIC WORKS COMMISSION RESERVES THE RIGHT TO ASSESS
in
o CLEARANCE SHALL BE MAINTAINED BETWEEN A SEWER MAIN/LATERAL CROSSING UNDER A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS LIQUIDATED DAMAGES,AS OUTLINED IN THESE CONTRACT DOCUMENTS. CALL
USED. IF DUCTILE IRON PIPE IS USED,A MINIMUM OF SIX(6) INCHES OF THE CONTRACTOR SHALL COMPLETE THE REQUIRED WORK AND RESTORE WATER SERVICE WITHIN THE GIVEN TIME PERIOD FOR THE OUTAGE. IF THE FAYPWC PROJECT
o SEPARATION SHALL BE MAINTAINED, UNLESS OTHERWISE APPROVED BY PWC. COORDINATOR DETERMINES THAT THE CONTRACTOR WILL NOT RESTORE WATER SERVICE WITHIN THE APPROVED TIMEFRAME,THE FAYPWC PROJECT COORDINATOR WILL
DIRECT THE CONTRACTOR N HOW TO RESTORE WATER SERVICE. THE CONTRACTOR SHALL ADHERE TO ALL INSTRUCTIONS GIVEN BY THE PWC PROJECT COORDINATOR.
0
m
z SHOULD THE CONTRACTOR FAIL TO COMPLETE THE WORK WITHIN THE ALLOTTED TIME, THE FAYETTEVILLE PUBLIC WORKS COMMISSION SHALL ASSESS A PENALTY OF$500 PER
zz�S4, Ile
5-MINUTE INTERVAL OR ANY PORTION THEREOF UNTIL WATER SERVICE IS RESTORED. THIS PENALTY WILL BE DEDUCTED FROM THE CONTRACTOR'S PAY APPLICATION OR BE
0 BILLED DIRECTLY TO THE CONTRACTOR. THE PENALTY MAY BE WAIVED FOR CIRCUMSTANCES BEYOND THE CONTRACTOR'S CONTROL,AS DEEMED BY THE FAYETTEVILLE NORTH CAROLINA
o PUBLIC WORKS COMMISSION. THE PWC PROJECT COORDINATOR AND/OR PROJECT ENGINEER RESERVE THE RIGHT TO CANCEL OR POSTPONE THE OUTAGE AT ANY GIVEN TIME, ONE CALL CENTER
w IF DEEMED NECESSARY.
www.ncocc.org
z
Q
v
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �,.�`�N CARp�'' ENG7
m �`��.�FESS/ / �i� J�� NF T [phone] 205S.FuquayAvenue 126 N. Ennis St.
c N F [phone] Fu ua Varina,NC 27526
N : 4EAL
EST. Q 10 q y Fuquay-Varina, NC 27526 G OD WIN S UBDI VIS/ON
wo = 919.602.2351
o N STATUS = urr
026970 = r �`�
0 o FOR REVIEW ONLY ; o . h CARD Contact: Zach Angle
C, NOT FOR CONSTRUCTION �'.��L 'FNCINE��'y��,�� ENGINEERING NC LIC N0 P-0799 [e-mail] PWC NOTES
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S � ' � L. C���```��
o FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 0'2
N 0-

GENERAL NOTES:
1. THIS PLAN IS NOT INTENDED FOR PLATTING OR RECORDATION. /
2. THE INTENT OF THIS PLAN IS TO ILLUSTRATE THE EXISTING FEATURES, STRUCTURES AND TOPOGRAPHY OF THE
PROPERTY.THE INFORMATION SHOWN ON THIS PLAN WAS PROVIDED AND DEVELOPED BY OTHERS. CURRY
ENGINEERING DOES NOT GUARANTEE THE ACCURACY OF THE INFORMATION,THUS IT HAS NOT BEEN SEALED.THE
BOUNDARY&ENVIRONMENTAL INFORMATION SHOWN REPRESENTS A SERIES OF FIELD SURVEYS.
3. TOPOGRAPHY SHOWN ON THIS PLAN IS PER FIELD SURVEY. 60,- - D[�NN RO
4. EXISTING WATER LINES SHOWN ON THIS PLAN FROM CUMBERLAND COUNTY AND REQUIRED FIELD SURVEY. — euc RIGHT-'AD
oUS HWy��
WAY p
5. THE ENGINEER UNDERSTANDS THE SURVEY INFORMATION PROVIDED TO MEET THE FOLLOWING CRITERIA: _24"RCP (PA
• THE PROPERTY SHOWN HEREON IS SUBJECT TO ALL EASEMENTS OF RECORD AFFECTING SAME. TOP=154 09'
PROPERTY BOUNDARY SHOWN BASED PER MAPS AND DEEDS OF RECORD ONLY. I/ \ S 44'0,3 `\ - - -
• NO TITLE SEARCH HAS BEEN PERFORMED BY THIS FIRM DURING THE COURSE OF THIS SURVEY. M - 173.15' —
• THIS INFORMATION DOES NOT CERTIFY TO THE EXISTENCE OR NON-EXISTENCE OF ANY UNDER GROUND �L� —, S q 2 _
2
UTILITIES THAT MAY OR MAY NOT BE PRESENT ON THIS SITE. Hj��_
—ON PIPE TOw w 133 fig' —
• HORIZONTAL DATUM=NAD83,VERTICAL DATUM=NAVD88 / / =C5HE �H F GODWIN WATER M
C.L. TART 6. FLOOD HAZARD SOILS ARE NOT ANTICIPATED ON THIS PROPERTY PER CUMBERLAND COUNTY GIS. / ___�� E 18 RCP - —
MARY TART FOWLER ���� TOP=154.87'
DEED BOOK 2807, PAGE 593
7. WETLAND DELINEATION PERFORMED BY ADAM CARTER,WETLAND SOLUTIONS, LLC, JUNE 2023. _�� STING GEAR �� OHE
PIN:0593-76-7664 S 27-51-49"W 539.84' - - - - _ AXLE AT STONE ti
\ ^ �— 18"RCP 0HE
REID:0593767664000 EXISTING 1 1/2" — — . — �� \ /� I TOP=155.86'
IRON PIPE — A56 �/ I
/ I — EXISTING of I j I p
( 1 28°00'15" 572.93' - - - - — BUGGY AXLE GEORGE L.YARICK ^,I Il J
- - - - r - AT STONE DEED
BOOK
2 01H.YARICK I l C
I -14g — / DEED BOOK 2901, PAGE 697 rn 1 \
EXISTINGCOP I PIN:0593 75 1389 -� \
STONE ` q$ o REI D:0593751389000 NI EXISTING 5/8"
\ / �1 ` 1 / \ IRON PIPE� �
l I � /
\ V 147 <r _ 5 � o2
EXISTING GEA ��/ \ \ 1 / � I o
_ - i--
'' � W a
/ AXLE AT STONE
\ —146, 00
LO
\ �145 156 o
z U?
\ \ IZ
Oct CD
L \ `J EXISTING 5/8" V m
IRON PIPE a
CD
\ I /
' \ ) _ _ _ _ —157 CLEAN OUT
�� SAN4TARYSEWER
--�/V I I I o / / / MANHOLE
- I RIM�158.50'
\ \ �/ — — — — of INV RT=151.93'
WTLD� ' / I NOT PART OF (CLEAN OUT
co
SUBDIVISION
00
EXISTING
IfN PIPE — —
7 \ I D ISTIN 3 5/8"
N 31°24'36"E 149.95 IRON PIPE
� I
\ / �j / "s� \ / SUSAN TART PROPERTY LLC
cil �6 / \ \ I� I PIN: 0593-65-7760 DAVID C. GILMORE
o \ I •N��O/ / \ \ \ D.B.11646, PG.860 DEED BOOK 3664, PAGE 851
�
R; I �i \ I REID: 0593657760000 MAP BOOK 11, PAGE 23
I /
31.977 ACRES \ PIN:0593 64 3978
CALCULATED BY COORDINATE METHOD 1 M REID:0593643978000
00
'142,
� a 1
S 31°24'36"W 150.00' EXISTING 1/2"
C.L.TART AND F / \ \ / \ \ - - - - IR N PIPE
MARY TART FOWLER
DEED BOOK 2807, PAGE 593PIN:0593-76-7664
REID:0593767664000 \ / / \ \ \ \
I � '141-
o \ \ UCAS STREET
/� �� ` I \ \ v L _ _
� 6 I 30'PUBLIC RIGHT OFF AVED)_
o �LZ
139
/ I Q 1 1 I (TO MANHOLE 442 .4')
l s /
x 138 /� / S NITARYSEWER
r r— ` / - M NHOLE
00
LU
\ \�� ^rr I / \ IN ERT=150.64'
4.
LU
LU
>
LU
LU
\ / �i� LL
LL
' Z (D
Iw0.
L n� / \ / I U co
a
\ / o
M
z EXISTING 1/2" / / / / = ' / \ C EXISTING 1/2"
p — — IRON PIPE / — — — — / — — — — `� IRON PIPE — — —
L _ _
N�22'31" E 1751.92'
o - — — — s- — — — — — — - — — — — — — — — — — —
0
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
z SCALE: 1 IN=60 FT
0 60' 30' 0 60' 120'
c?
LU
SCALE IN FEET
z HORIZONTAL
Q
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024 03 06 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property, LLC
z ENG7 SINGLE FAMILY SUBDIVISION
0 T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
919 552-2043
PROFESSIONAL EST. 0 10 F ( ) Fuquay-Varina,NC 27526 Fuquay-Varina, NC 27526 GOD( /� S�BD/�/S/O�
� '�o'. AFFIXED TO SHEET AS ENGINEER
w DOES NOT CERTIFY INFORMATION o �� 919.602.2351
o N STATUS PROVIDED BY OTHERS �T
0 o FOR REVIEW ONLY ENGINEERING y CARS Contact: Zach Angle
w o NOT FOR CONSTRUCTION NC LIC N0 P-0799 [e-mail] EXIS TING CONDITIONS PLAN
o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=60'
a o FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 1.0
N d

GENERAL NOTES: LEGEND: SIGNAGE NOTES:
THE FOLLOWING NOTES ARE APPLICABLE TO SITE SHEETS C-2.0 THRU C-2.4 9. ANY AND ALL QUANTITIES SHOWN OR IMPLIED ON THE PLANS ARE FOR ESTIMATION PURPOSES ONLY. STREET LIGHT 1. ALL SIGNS SHALL BE I.A.W.THE LATEST EDITIONS OF THE MANUAL ON UNIFORM TRAFFIC
1. ALL DIMENSIONS ARE IN FEET AND TO EDGE OF PAVEMENT UNLESS OTHERWISE NOTED. 10. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS i SIGN CONTROL DEVICES(MUTCD)AND NORTH CAROLINA DEPARTMENT OF TRANSPORTATION /
WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS.
2. ALL SITE ELEMENTS ARE PERPENDICULAR TO EACH OTHER UNLESS OTHERWISE NOTED. WCR WHEELCHAIR RAMP (NCDOT)STANDARDS&SPECIFICATIONS.
2. ALL SIGNS SHALL BE FABRICATED FROM ALUMINUM ALLOY SHEETS WITH HIGH INTENSITY
11. ENTRY SIGNS SHALL BE LOCATED IN A DEDICATED EASEMENT. SIGN MUST REMAIN OUT OF SIGHT TRIANGLES AS SHOWN ON
3. CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, RIGHT-OF-WAYS AND UTILITIES, PUBLIC OR PRIVATE, BEFORE CBU CLUSTER MAILBOX UNIT SHEETING. COLORS SHALL BE RETROREFLECTIVE.
WORKING IN THESE AREAS. PLANS. 3. STOP&STREET SIGNS SHALL BE MOUNTED ON GALVANIZED U-CHANNEL POSTS.
12. ALL ASPHALT EDGES SHALL BE SAW CUT TO PROVIDE A GOOD LONGITUDINAL JOINT. MILL 1.5 FEET 1.5 INCHES DEEP
ROADWAY CENTER LINE
� � D
U
_ _ 4. ALL OTHER SIGNS SHALL BE MOUNTED ON A 3-LB U CHANNEL GALVANIZED STEEL(12 IyN
4. PROTECT ALL PROPERTY MONUMENTS AND PINS. MONUMENTS AND PINS THAT WILL BE DISTURBED DURING CONSTRUCTION @ LOT LINE � � _ ROAD,
SHALL BE REFERENCED AND REPLACED BY A LICENSED LAND SURVEYOR AT THE COST OF THE CONTRACTOR. MINIMUM TO PROVIDE A LONGITUDINAL LAP JOIN FOR FINAL SURFACE LAYER. NO MILLING SHALL BE LEFT FOR A PERIOD OF RIGHT OF WAY LINE GUAGE) MOUNTING POST WITH MINIMUM CLEARANCE OF 84". SIGNS SHALL BE BURIED PUBLIC RIGHT-pts lq r .3o y
TIME GREATER THAN 48 HOURS BEFORE A STREET IS TO BE PAVED OR RESURFACED. MINIMUM 3.5' FEET IN GROUND WITH A BREAKAWAYS. �� - WAY(PAVED
5. CONTRACTOR SHALL MAINTAIN THE SITE IN SUCH A MANNER THAT WORKMEN AND THE PUBLIC WILL BE PROTECTED FROM SETBACK LINE 5. MOUNTING HARDWARE FOR SIGNS SHALL BE GALVANIZED STEEL. 24'RCP _
INJURY AND ADJOINING PROPERTY PROTECTED FROM DAMAGE 13. COMMON OPEN SPACE AND PERIMETER BUFFERS SHALL BE OWNED&MAINTAINED BY HOMEOWNERS ASSOCIATION. TOP=154.09'
14. ANY SPECIALITY STREET SIGNS INCLUDING POSTS SHALL BE SUBMITTED TO THE CUMBERLAND COUNTY FOR REVIEW AND - - - - - - - EASEMENT 6. ALL SIGNS SHALL BE DESIGNATED AS FOLLOWS PER MUTCD STANDARDS. - - -
6. CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND AT LEAST BUFFER
ONCE A WEEK DURING CONSTRUCTION. APPROVAL PRIOR TO INSTALLATION. x FENCE x 44� w 1`
7. CONTRACTOR IS RESPONSIBLE FOR DAMAGE TO ANY EXISTING ITEM AND/OR MATERIAL DUE TO CONSTRUCTION 15. ALL PUBLIC AND PRIVATE EASEMENTS SHALL BE RECORDED AS PART OF THE FINAL PLAT OF THE SUBDIVISION. EASEMENTS o I Y_ x`
OPERATIONS.ALL STREET SURFACES, UTILITY POLES, CULVERTS, DITCHES, CURB AND GUTTER OR OTHER STRUCTURES BASED OF CENTER OF UTILITY OR PIPE SHALL BE PER AS BUILT LOCATIONS. STANDARD CURB&GUTTER �, �, o E Exlsr " S 40°Og'29.,W
d -�OHE I ��t@QN PIPETOWNX �33.58'
SPILL CURB&GUTTER
THAT ARE DISTURBED OR DAMAGED IN ANY MANNER AS A RESULT OF CONSTRUCTION SHALL BE REPLACED OR REPAIRED 16. AREAS OF PARENT PARCEL THAT ARE NOT SUBDIVIDED TO CREATE SINGLE FAMILY RESIDENTIAL LOTS ARE TO REMAIN AS � ��
20 PERIMETER BUFFER UTILIZING I- = _ oHE �►� 0 GO WII WA
BY THE CONTRACTOR IN ACCORDANCE WITH THE APPROPRIATE SPECIFICATIONS. ONE PARCEL TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS'ASSOCIATION OF THE NEIGHBORHOOD. + EXISTING VEGETATION(TYP.ALL y �� _ R MA + - -
OPEN SPACE / --�18 CP
8. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF 17. PERIMETER LANDSCAPING BUFFERS SHALL PRESERVE EXISTING VEGETATION TO THE MAXIMUM EXTENT PRACTICAL. IF + + PERIMETER BUFFERS) / + I �
SUCH DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED IN WRITING TO THE FACILITY DESIGNER FOR REVIEW. NO DISTURBED,TREES SHALL BE PLANTED AT THE RATE OF ONE PER FIFTY FEET, MINIMUM 2"CALIPER,6" HEIGHT. EXI ING GEAR I I F_ OHE -
DEPARTURES FROM THE CONTRACT DOCUMENTS WILL BE ALLOWED WITHOUT APPROVAL BY THE FACILITY DESIGNER. S 27-51'49"W 539.84' �- x AxLS AT STONE - I F �8"RCP
20'PERIMETER BUFFER UTILIZING EXISTING
PIPE/2 s x - _ . -_ - -- x I I TOP 155.86'
-� x X LOT LOT I I I
EXISTING VEGETATION (TYP.ALL + _ -- I LOT 1 I I LOT I 10'ROW DEDICATION
FUTURE PUBLIC PERIMETER BUFFERS) EXISTING CONSERVA II ON &PRESERVATION ESMT. x_ --- I I 60 I 61 1 LOT
86 �9 11,674SQFT. I O 62 G (FUTURE 50 ULTIMATE ROW)
° _ �O 0.27 AC. 10,860 SQFT.
ROADWAY CONNECTION S 28°00' ` + x + BUGGY AXLE GEORGE L.YARICK ;, + \ - - I - 9,018 SQFT.
0.21 AC. I 0.25 AC. 10000 SQFT. I 13,554 SQFT.
+ + AT STONE MARGARET H.YARICK I \ ` - - - 1 I I LOT I LOT I I I o.z3Ac.
= x LOT� � LOT I LOT LOT I I I 1 I 0.31 Ac.
DEED BOOK 2901, PAGE 697 m I - I 58
_ x x _ -- --- --- - i o° PIN:0593-75-1389 x I \ V LOT \ \ 53 V 54 55 56 6 S ' 7,05 I I
EXISTING X _-�� e \ \ O \ 1 \ 6,377 SQFT. I 6,659 SQFT. 6,614 SQFT. I 6,836 SQFT. 0.16 AC. I EXISTINGC 8"
STONE x_ x o REID:0593751389000 N \ \ \ 52 \ e 7,zsssQFT i 0.16AC.
1 V A e A 0.17 AC. 1 0.15 AC. 0.15 AC. 0.15 AC. I I V
I XI - - � - I 7 , i z 1 \ 9,419 SQFT. \ - J L J L L I A - J 1 L 1 L J L j I I IRON PI
TX LOT - 1 - - -1 1 - LOT I F i \ x �- X 1 LOT\ \0.22AC. \ \ I I I i 1
_ I �m
\
i e „
\ 1 � + rn ° 340.27 � _ \ \ \ �
x II 31 I �LOT I 1 I LOT I � �, S �
1 8,397 SQFT. 7,296 SQFT. X� A9,475 SQFT. A \
1 I 11,671 SQFT. / \ EXST G GEA x I \0.22AC.
0 15 A6. 7,471 SQFT. 6,279 SQFT. 0.17 AC. �/ V
1 0.27 AC. w
I 0.14 AC. I i AXLE A TONE mix _ 1 v v I >
0.17 AC PROP.VARIABLE WIDTH PUBLIC \ X_y�- A \ \ STREET A W a
- - V - / LOT LOT V A I W Q
1 LOT f DRAINAGE EASEMENT --
1 LOT I LOT II 1 50 A \ /
30 \ 1LL
5,593 SQFT. ` 1 O \ (A p
l 6,343 SQFT. \ 0.36 AC. \ 49 7,634 SQFT. \ �� I ^L- F
--015A6.- J . 6,873SQFT. 0.18AC. \ PROP.VARIABLE WIDTH PUBLIC PROP.VARIABLE WIDTH PUBLIC
_ - \ \ 47 \ 7,061 SQFT. 0.16AC. I , - I \ - I \ DRAINAGE EASEMENT -i � - DRAINAGE EASEMENT I I W rr
STREET F - x \\ - \ LOT ` S,oszsQFT. \ \ 0.16Ac. I 1 LOT I I I �� 1 LOT E ISTINC` 8" _j
rr
- 46 v A 019AC. A - - I e LOT LOT LOT LOT 108 U
x COT \ v �� A v \ \ / ` \ 82 83 84 85 86 8,025SQFT. IRONS E
107 I I _
I
LOT \ \ \ e \ \5,790 SQFT. I 6,165 SQFT. I 6,165 SQFT. I 6,165 SQFT. I 7,303 SQF�. - 0�18 AC. �- 6,889 SQFT. 1 8,241 SQFT.
I I \ \ COT V9,667 SQFT.
29 k \ \ 0.22 C. \ \ / / -LOT \ 0.13 AC. I 0.14 AC. I 0.14 AC. I 0.14 AC. I 0.17 AC. - - - L 0.16 AC_ L - -H9 AC
1 �1 6,289 SQFT. / 37 x k \ 45 \\ \ \ ` \ e J J - -- I CLEAN 0 T :`�TARY SEWER
_ - 7,988 SQFT. x V vv \ v 81 e _ \NNOLE
X -LOT \ 0.18 AC.- ' X 1,239 SQFT. \ A 7,160 SQFT - -- - -
__ X \ y \\ ca "� RT 8.551.93'
\ V 0.26 AC. A V / "� 'AC. LOT
x _ \ -I- -- I -- --1 -- 1-- --
-LOT 11,as x ���0 x x X x o A V v COT \\�v A I I I I 109 PROP.20'PRIVATE
k CO� \ \ \ 6,903SQFT.
28 PROP.VARIABLE WIDTH PUBLIC I x x X + W�� X X x \ _ x x x 44 \ vv \ / $� \\ PROP. 20'PRIVATE I co
L__ o�� DRAINAGE EASEMENT ;.�ouT
6,235SQFT. J __ DRAINAGE EASEMENT 1 X X Q/ + x. \ s 7y Q T \ / - - o97SGFT �\ DRAINAGE EASEMENT
14As. x \ �", LOT I LOT I LOT I LOT C', I
I � v �zznc. \ v 1 LOT\ e- � I I I I I I °
__ -- + x x EXISTING \ \ _ \ 11 -0 1 / ` g1 gC $g $$ 87 LOT z I +/-5'ROADWAY
LOT J �, x x WETLANDS -L-0� 71 PROP.VARIABLE WIDTH I I I I ExsrwG 1/2°
/ I 6,165 SQFT. 6,165 SQFT. 6,165 SQFT. 7,303 SQF�. WIDENING
\ \ < 70 O\ PUBLIC DRAINAGE \ 8,621SQFT. 0.14AC. 0.14AC. 0.14AC. 0.17AC. 110 IIRONPIPE
3g 7,621 SQFT. 0.20AC. I
6,847 SQFT. I 0.179C.J \ \ L \ L \ L \ L \ 7,307 SQFT. - - N
+ 1 LOT \ 10,636SQFT. / A \ \6,578SQFT. \ \ \ EASEMENT - I I I I .
/ i x 1 - LOT\ \ 0.16 AC. I - i ee - - - �' - N 31°24'36"E 149.95' 20 TOTAL
0.24 c. �x X x x X � \ v �.15Ac. // V PROP.VARIABLE WIDTH 27' BC/BC
x \ V A \ 42 \ \ / 92 _ I ROADWAY WIDTH
27 \ / �
I 8,6o8sQFr. V � � LOT\ e � v � A PUBLIC DRAINAGE __ � � �
Cn 0.20 AC. / i X + x X, X x 1 \ \7,386 SQFT. \ \50'ROW \ V A LOT
N 1X I X x I \ V ` V0.17AC. \ v A \ v EASEMENT PROP.VARIABLE
. x x PEN SF'A� x \ LOT �1 \ 41 V v // A V A - - LOT�I WIDTH PUBLIC 111 DAVID C. GILMORE
o x �� .87 x V A7,684 SQFT. A A �\ LOT DRAINAGE EASEMENT STREET E
w x x + x x 1 40 V A e v V v \ 69 \ 72 V L - o�A& -
o.18AC. A \ \ V \ J DEED BOOK 3664, PAGE 851
f1l X A X X I 7,612 SQFT. V A V A10,212 SQFT. _ 7,387 SQFT.
6,854SQFT. I MAP BOOK 11, PAGE 23
� I r LOT \ xo x 0.17 AC. A LOT V 0.23 AC. 0�� -
o % / A A PIN:0593 64 3978
w x 26 A� x x/fix X �x PROP. 20'PRIVATE % v / \ v \ 68 \ vv A I I I 1 LOT h REID:0593643978000
10,697SQFT. / x� DRAINAGE EASEMENT v LOT \ v A8,639SQFT. \ \ - I F -1 F -1 F -1 F_ W "
x l o.zSAc. // / x \ \ 20nc. LOT 7388sQFT, DRAINAGE EASEMENT
20' PERIMETER \ V 67
/ � � � PROP.20'PRIVATE
� � \� � _ - v 1 I I I LOT � LOT � LOT � LOT � LOT �
BUFFER / v \7,370sQFr. v i I I I I - - -oaA�/ � x \ v I 73 III I � I I � I I � I I H
LOT \ ` �.17AC. ` _ 6,029 FAT 0 / 94 95 96 97 98 I __ __ _
_ �LOT 6,606 SQFT. 6,777 SQFT. 6,776 SQFT. 6,775 SQFT. 7,507 SQFT. i"W 1 ' G 1/2°
i / LOT / / e 0.15 AC. 0.16 AC. 0.16 AC. 0.16 AC. 0.17 AC. - - - -- - - -t�[ 50 00
C.L.TART AND 1 / O / i o + \ \ 66 �\ -- -- I I I I I F_ LOTS I 2:�IpE
MARY TART FOWLER �� \ I W 93 - J L J J J J J
/ 25 / �Nx x / ` LOT \ \ \7,o71/QFT. i - - 1 LOT Q.' ' 113 '
DEED BOOK 2807, PAGE 593 . / \ ' v 11,27aSOFr.- I PROP.20'PRIVATE
13,913 SQFT.
PIN:0593-76-7664 � o.3znc. / � � x x� � ' \ e \ 65 � `v �� _ - -� F F�/�' � - - 0.26Ac. �I �DRAINAGE EASEMENT I
\ 6,615 SQFT. I 74 V I -_ _I- -- -- -- 6,657 SQFT. I
REID:0593767664000 I X 11 / /x I LOT \ ` I I O _ -- - - PROP.VARIABLE WIDTH LOT I LOT
PROP.20' PUBLIC Q \ 0.15AF I I 5,953SQFT.
I ��`•,x I � 64 \ � ✓ �� I � � � 11 �oa¢A� � _�_ � I 11 � I I 1
x DRAINAGE EASEMENT O I I _ - PUBLIC DRAINAGE 115 I 116 I
x PUMP I C.
LOT \ \8,249 SQFT. i LOT COT -- -- I I I I EASEMENT 7,0.1 SQFT. I 8,0.1 SQFT. I
\0.19AC. \ / , I 7V - - I �I IF LU I I 0.18AC.� I 0.18A
STATION I LOT 77 I 1
PUBLIC SANITARY SEWER I ;�Lo.17 A 24 \ PROPOSED 20 PRIVATE I 1 910� I 9,796SQFr. I LOT I I LOT I h LOT LOT LOT LOT17so5sQFr. \ DRAINAGE EASEMENT 78 0.22AC. � I I I Il iPUMP STATION0.18AC. i LOT I o.z1 Ac. I LOT 103 I 1 II 102 1 101 1 100 1 99 7, sAr. /+//�� p E�
d + / / I % 7,982 SQFT. 105 104 g 77 6,773 6 77� 6 77�3 SQFT. 8 33� LV GI`1S ��RAY
� � �-
z0 XI X + / c 7g 7 SQFT.
0.18 AC. 1 I 75 6 533 SQFT. I 6,447 SQFT. I 0.16 AC. 0.16 AC. 0.16 AC. I 0.16 AC. I 0.19 AC. \ 30'pUBL
1 I X X �� i i / X OPEN SPACE 7,336SQFT. R5R7InFT 0.15AC. I 0.15AC. I i
+ q�0 I I 1 I I I PROP.VARIABLE WIDTH PUBLIC
> O EN/ PROPOSED 20 PRIVATE 0.16 AC L 0.17 AC. J I \ L J I L J L J L J L J
m + I ' k / �� I I I PROP.VARIABLE WIDTH 1 1 DRAINAGE EASEMENT // T
i DRAINAGE EASEMENT e / LOT \ + X PUBLIC DRAINAGE EASEMENT I I �-
+ SPACrE �/ e�/i \ x F -(TO MANHOLE 244.4')
S NITARY SEWER
o x �k e Vo.16A% /� o RI =159.20'
x X �� 10'LANDSCAPE STREET B - - o
C�l � BUFFER INI ERT=150.64'
x,� SCM e BUT V A V zI o
w x ' 1.21 AC `/ 22Uj
�\ � \� V �� A V A \ V LOT LOT I Q
x I 9,709 SQFT. �� - - A LOT \ 2 1
x \ o.zz AC. / / LOT I - - I I I I I I I I I I I I I 1 A \ V � 1 I r
1 I STORMWATER `� � � I LOT I I I I I I I I I I I I I I I I I \ ` \ LOT \ � 3 \ � \ s,35osQFr. i
11,o73sQFil. �
z x \ \ i / 21 LOT L T I LOT LOT LOT LOT LOT LOT LOT LOT LOT LOT LOT LOT LOT 1 A 0 �"
CONTROL e 0.21 AC. 0
\ \ 20 \ 1 A \ \8,215 SQFT. A 0.25 AC.
� MEASURE 19 � 18 7 16 15 14 13 12 11 10 TOOOQFT
© � \ \7,481 SQFT. V 0.19 AC. \ \ Z\ 9,166 SQFT.10.21 AC. 6,101 SQFT. , 6,000 SQFT. 6,00 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6000 SQFT. . 6,000 SQFT. 6,452 SQFT. 0.17 AC. A 1 A I C�
p 1 0.14 AC. I I I I I I I I I I I I I I 1 I 7,608 SQFL \ 1
1 VARIABLE WIDTH PRIVATE SCM \ \ V J I 0.14 AC. J 0.14 AC. J Of
AC. J L 0.14 AC. 0.14 AC. J L 0.14 AC. L 0.14 AC. L 0.14 AC. L 0.14 AC. L 0.14 AC. L 0.14 AC. L 0.14 AC. L 0.14 AC. L �1�, 7� _ \ \ -1 L -1 _j U
zo X + I 1 , ,_j J
1 ACCESS&MAINTENANCE ` , I U 00
+ - I EASEMENT _ _�__ __�__ 1_ __ 1 __ 1_ __ _L __�__ �_ __ _ __ � M
W EXISTING 1/2" k XCD
X k X + + k + EXISTIP
p IRON PIPE x x + x + x X x x x X x X x x x X x CONSERVATION &PRESERVATION ESMTX X x X x x X x X x �x x X x
0 X X < k X v X X k X k X k X x v X X k X k X X k + X + X + X x XIROf
- - .
Q 20' PERIMETER BUFFER UTILIZING q 31022 1751.92 20' PERIMETER BUFFER UTILIZING
EXISTING VEGETATION(TYP.ALL EXISTING VEGETATION(TYP.ALL
PERIMETER BUFFERS) PERIMETER BUFFERS)
0
0
0
z
0
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
W
SCALE: 1 IN =60 FT
0 60' 30' 0 60' 120'
c?
w - - - - - -
-
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
" Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z C/�R 0` �i� E N G 7
m %p�•OFESS�p' �� J�� NF�� T [phone] 205 S.Fuquay Avenue
126 N. Ennis St.
c� N F [phone] Fu ua Varina,NC 27526 G OD WIN S UED/VISION
N Q� 9 u rEST p 1 o q y Fuquay-Varina, NC 27526
LP w o _ o =� 919.602.2351
N STATUS 026970 = �Tti m Contact: Zach Angle
0 o FOR REVIEW ONLY : o cARo 9
M NOT FOR CONSTRUCTION s'•��o�9�F!1!G I NEE��y,``a��� ENGINEERING
- o L C�� `` NC LIC N0 P-0799 [e-mail] OVERALL SUBDIVISIONPLAN
LU o O DATE. FEBRUARY8,2023 HORZ.SCALE: 60 s,� 1aiiiiti„" C-2.0
N FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 1 2a2

LINE TABLE LEGEND:
BEGIN ENDS STREET LIGHT
NAME ROADWAY LENGTH DIRECTION STATION STATION SIGN
wcR WHEELCHAIR RAMP
L1 STREET A 592.08' N31°23'46"E 10+00.00 15+92.08
cau CLUSTER MAILBOX UNIT
L2 STREET A 81.14' N1°35'35"W 17+07.24 17+88.38 ROADWAY CENTER LINE
L3 STREET A 84.81' N22°42'01"E 18+73.18 19+57.99 - - LOT LINE
RIGHT OF WAY LINE
L4 STREET A 179.66' N5°02'06"W 20+54.80 22+34.46 SETBACK LINE
- _
L5 STREET A 68.19' N19°34'01"E 24+49.15 25+17.34 EASEMENT LV zz-
BUFFER Q z
Z � Q
L6 STREET A 274.07' S61°59'45"E 28+43.77 31+17.84 x FENCE J ¢ a
STANDARD CURB&GUTTER = o 0
SPILL CURB&GUTTER
CURVE TABLE Q I LUUJ
m
ARC CHORD CHORD BEGIN END + + OPEN SPACE co
NAME ROADWAY RADIUS LENGTH LENGTH DIRECTION STATION STATION �-
CONCRETE SIDEWALK CONSERVATION & PRE ERVATION
20'PERIMETER BUFFER UTILIZING Cl STREET A 200.00' 115.15' 113.57' N14°54'05"E 15+92.08 17+07.24 1 0.86 A�
EXISTING VEGETATION (TYP.ALL C2 STREET A 200.00' 84.80' 84.17' N10°33'13"E 17+88.38 18+73.18 30 0
PERIMETER BUFFERS) ASPHALT PAVEMENT r 21
END OF ROAD C3 STREET A 200.00' 96.81' 95.87' N8°49'58"E 19+57.99 20+54.80
MARKER _ I
k x x x C4 STREET A 500.00' 214.69' 213.04' N7°15'57"E 22+34.46 24+49.15 ASPHALT MILLING/OVERLAY
C5 STREET A 190.00' 326.43' 287.74' N68°47'08"E 25+17.34 28+43.77
60.00' x
-7268 LINE TABLE 1
M I \
--- --- T-
-fo.FO-6' I 1 I
I I - - - - - - - - � �\ NAME ROADWAY LENGTH DIRECTION BEGIN END I
/ STATION STATION I
L18 STREET F 208.76' S28°00'15"W 10+00.00 12+08.76 1 1 I
I I - - - - I F
LOT I o 25 SIDE CORNER -1 11 I I / / / - \
Io 31 I �, SETBACK,TYP. I I I I LOT I MI I LOT // / \ �\� L19 STREET F 25.00' N61°59'45"W 12+08.76 12+33.76 - 46
I C I LOT I I 34 0l I / �o --'44.
6,0.1 SQFT. I I cfl1 33 7,296 SQFT. _ I \ \
Ic9 I 0.15AC. I I I LOT I I I 'qI I I of I 35 / �yov/ / \ �\ _ __0
O!I 0.17 AC. I 11,671 SQFT.
_ CD I 6,279 SQFT. I I I 0.27 AC. / ' / \ �i \ _••- 1
L - - 7,471 SQFT. I 0.14AC. -�73.45 I \
- I 0.17 AC. I I I I I I I � � // \ � k �-
60'
106 PROP.VARIABLE WIDTH PUBLIC - - - - -
DRAINAGE EASEMENT I I 40 / \ I x
</ LOT \\ \ � __�320-� \\ \ - - - - II LOT \\
LOT I o \ I \
/ \ 36 �
M
II 30 I 0 392j, \ R1 1 51.08 10.07 30 � \ 15,593 SQFT. - , 12.91�0.36 AC. ,--'-30'' \ I - - - - -\ \ I 1 I LOT I 50 \
QFT
o 47.68 9 \ III _ - � \ \ \ \ \ LOT II I 49 I �1 I 7,0.18AC.
c9 6,343 SQFT. 51 60
0.15 AC. I \ I I I I 4 - - -
\ I \ \ \ \ \ 48 ` I 6,873 SQFT. I 1 I
\ O I �1 I 0.16 AC. I I
_ _ _ � v A LOT \ v
- - - I
I `� R30' - 12+OBI:12+08.8 � � � - _ _ N \ - - \ � \ \ �\ 7,061 SQFT.
J � 0.16 AC. 1 I I I
_ -- -- 11+00 18 - �- - - / \ I - - \ \ -
_ _ + 121 I- - -\\ \ \ \ \\ 8,092 SQFT. \ \ \ I I I I11 1 L
`� C \ \\ \ \ \ 0.19 AC. \ \ \ I I J 1
105.2T 10 00 - STREST F R30' �' __� \ - -
II � �a \\ \ \ \ LOT \
F R30' M I _ I x
+ I A A V A \� 9,667 SQFT. A A V A
LOT I b - I \ \ \ \ 0.22AC. \ \ \ \ 1 20.52'
I29 I 88.05' 27'BC/BC 34�j 29' I LOT \ \ \ \ \\ \ \ \ \\ / 1 60.00'
k I 6,28L. I 'c / 50'ROW 60' 37 I x , \ \ LOT \ ?�' \ \ \ / / \ 4.2
C.
0.14 AC. I ��'
II / �/ 7,988
,98 8AQFT.0. I i
\ \\ 4545 58
I - - / J \ \ 11,239 SQFT. \ \ \ \ $ o
PROP.VARIABLE WIDTH PUBLIC _ - R38.5' /
x I I F- DRAINAGE EASEMENT \ L, \\ \ 0.26AC. \ \ , \ g09 _ 1g+0�PT'18+73.
-- --- 1(4.37' -- I 25' FRONT LOT \\ 06, - ' g4.25,� s\ \ \ \ \ / -01 -
SETBACK,TYP. 6305, 0 x \ \
- - - - - - - CD I 11,495 SQFT. \ k k ��' /\ / /\ \ \ \\ \ \ / � i3 TY0) 1
N o II 0.26Ac. 30'REAR ��
LOT I o SETBACK,TYP.- J Ni L �0 ' �'
x LOB \ \ \\ \ �� / 50.70' �'sj,
co I 6,235 SQFT. -_- --- \ / \ \ 1 1
o.1 a AC. I __162.46 __ --- x N1Z�o x x 27N 20, 9 0 AQFT. \ \ / x`' 8p 1 I 1
k / L L \ \ \ / e ' PROP.VARIABLE WIDTH
12SIDE d- \ / \ / w
L- SETBACK,TYP. - - - - - - -7 <v x x x� l \ \ / PUBLIC DRAINAGE EASEMENT 1
Q __ L
x L \ \\ \ \ oo° 3� 1 I 1
z �--- - 103.48' o � 1 I \ I LOT
o s' _ \ \ x°° '`� / ' LOT I I 1
> j - - - - - - - N I LOT / J x D3 \\ ROW of I 71 1 co
m \ / / \ / �\ \ LOT `9c$\\ \ / \ O of I 7,621 SQFT. 1 �"
I I I 39 / /' x \x' / 1 \ \ \ \ `95T / \ 6,847 SQFT. I co
o 0.17 AC.
Q I I 1 10,636 SQFT. \i1 6,578 SQFT. \\ \ \\/ / 27 BC/BC Oho \ 0.16 AC. I I -
H I 1 0.24 AC. / i \ � \ \ \ \ 0.15 AC. \ / \\ -
/��' \ \ N �\ \ 1 L -
II LOT II \ \ // �� x x �oti`� \ - - - � \\ \ \ �. \ \ o / \ �s \ _ - - � 1STREETD
N I I 27 1CO- \ // o ��a L /o/ 11 \ \ LOT \ \\ \\ > \ //
wI� 8,608SQFT. 1 \ / �5� x x � 1 \ \\ \ \ \
0.20 AC. \ / x
rn I \ o �? / ' x 7,386 SQFT. 4' ---
w 1 \ \ � \ 0.17 AC. \ \ \ / �00 Op0 \ \ \ \ _�.5
k / �� x � x 1 \ 1 \ LOT \ �\ \ \ \ v oo \ \ \ \ 1'
z I II / \ % / 11LLX 50 - - - - -1
< OPEN SPACE \ M� \ 7,684 SQFT.
\ \ \
136� `� x �0 0.87AC � �� L 1 LOT \ �1 \ 0.18AC. \ \ \ / \\ \\ \\ \\ \ LOT I
z I ,/112 , x 1 1 \ \ \ \ \ \ / / �X°�. / \ \ LOT \ \ \ I 17-1
I /� \ \\ \ 72 I
MATC H L I N '' ' / \ 6 j � wO 1p 1 7,612 SQFT. 1 \ \ \ \ \ 10,21E \ 6'p \ 6,854 SQFT. I -
i 1 \ \ \ \ 0.16 AC.
lid
C. �Tl
z REFER TO PARTIAL I
o SUBDIVISION PLAN II I I \ x
Q I LOT \\ x L o ®� 1 \ 1 , ' � / / \ \ \ LOT \\ \ \ I
100.00,
10,697 SQFT. , \ L/ ®� 1 1 - / L3 J 8,639 SQFT. \ \ \
O 0.25 AC. - 3 1 VALLEY 06, 0� \ \ �\ \ 0.20 AC. \ \ \
0 CURB AND GUTTER
z I I / / �./ LOT
I S�6 00 � / 11 21a6 � 'C� MI
/ sr PROP.20'PRIVATE
0 20'PERIMETER o I / �' / 40 45 \ \ \ 7,37osQFr. -
03 rn / / \ cs ��y DRAINAGE EASEMENT / \ 0.17AC. \
� BUFFER rn I / \ SCALE: 1 IN=30 FT
/ / \ / \
2Qkoo \ `�\ \ \ 44.2_3'_
/ �3 / \ , „ / \ \ \ \ 716 _-� c 30 15 0 30 60
/ / ' �53 / / R15' Q' / \ \ LOT \ \ 16• f
u; v / / / / / / \ R15 49.Z / / \ \ \ 66 \\ \ 49� SCALE IN FEET
/ \
Q K I // LOT / / x �� C5 R30 5g93 \ / ' \ \ \ 7,073SQFT. HORIZONTAL
I I
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property LLC
o `�,.�`�N CARo ENG7� SINGLE FAMILY SUBDIVISION
� ES �� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m < cJ N F [phone] Fu ua Varina,NC 27526
N � �'Q v = EST. p 10 q y Fuquay-Varina, NC 27526
w o = = o =� 919.602.2351
urrG OD WIN S UBDI VISION
N STATUS = 026970
0 o FOR REVIEW ONLY oLU Lo • F •: ti CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION ti ' N�I NE�. ' ENGINEERING
,,,s�q�o L C���y;,,, NC LIC N0 P-0799 [e-mail] PARTIAL SUBDIVISIONPLANI
o O DATE. FEBRUARY8,2023 HORZ.SCALE:1 30 Za C-2. 1
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

LINE TABLE CURVE TABLE LINE TABLE CURVE TABLE
NAME ROADWAY LENGTH DIRECTION BEGIN END NAME ROADWAY RADIUS ARC CHORD CHORD BEGIN END NAME ROADWAY LENGTH DIRECTION BEGIN END NAME ROADWAY RADIUS ARC CHORD CHORD BEGIN END
STATION STATION LENGTH LENGTH DIRECTION STATION STATION STATION STATION LENGTH LENGTH DIRECTION STATION STATION DUNK
ROgp
L1 STREET A 592.08' N31°23'46"E 10+00.00 15+92.08 Cl STREET A 200.00' 115.15' 113.57' N14°54'05"E 15+92.08 17+07.24 L13 STREET D 124.09' N70°57'29"W 10+00.00 11+24.09 C10 STREET D 350.00' 75.34' 75.19' N64°47'29"W 11+24.09 11+99.43 so PUBLIC RIGHT-p�SAAY r 3O
L2 STREET A 81.14' N1°35'35"W 17+07.24 17+88.38 C2 STREET A 200.00' 84.80' 84.17' N10°33'13"E 17+88.38 18+73.18 L14 STREET D 231.44' N58°37'29"W 11+99.43 14+30.87
L3 STREET A 84.81' N22°42'01"E 18+73.18 19+57.99 C3 STREET A 200.00' 96.81' 95.87' N8°49'58"E 19+57.99 20+54.80
L4 STREET A 179.66' N5°02'06"W 20+54.80 22+34.46 C4 STREET A 500.00' 214.69' 213.04' N7°15'57"E 22+34.46 24+49.15 LINE TABLE
L5 STREET A 68.19' N19°34'01"E 24+49.15 25+17.34 C5 STREET A 190.00' 326.43' 287.74' N68°47'08"E 25+17.34 28+43.77 BEGIN END
NAME ROADWAY LENGTH DIRECTION STATION STATION
L6 STREET A 274.07' S61°59'45"E 28+43.77 31+17.84 x TIE TO EXISTING EOP
CURVE TABLE L15 STREET E 282.58' N31°23'46"E 10+00.00 12+82.58 `___
urr
-99, -`-X x ` o
--"
LINE TABLE ARC CHORD CHORD BEGIN END L16 STREET E 57.46' N6°25'24"E 13+47.96 14+05.42
NAME ROADWAY RADIUS LENGTH LENGTH DIRECTION STATION STATION L17 STREET E 26.09' N31°22'31"E 14+70.74 14+96.83 -OHE _
NAME ROADWAY LENGTH DIRECTION BEGIN END ° 0� I -OHE
STATION STATION C9 STREET C 250.00 64.70 64.52 N66 0105 W 13+83.87 14+48.57 -OHE I 6151 _ w
1 �OHE X -
L11 STREET C 383.87' N58°36'14"W 10+00.00 13+83.87 / ! I �0� 21.9�L _ OWN GODWjWATE WX : .
V":
� I I- _ _ 1 � � �AIN :I - _
L12 STREET C 69.69' N73°25'56"W 14+48.57 15+18.26 CURVE TABLE . 1 _ i _ oa- -���_ x x wX
_ 1 8.3 -L
NAME ROADWAY RADIUS ARC CHORD CHORD BEGIN END 20 PERIMETER BUFFER UTILIZING I - I_ I 8 HE
W - LENGTH LENGTH DIRECTION STATION STATION EXISTING VEGETATION(TYP.ALL I - I �tiF ■. OHE
Z Q PERIMETER BUFFERS) -oHE
Cr C11 STREET E 150.00' 65.38' 64.86' N18°54'35"E 12+82.58 13+47.96 - I I - - - - - - I -,�
V � z _ - /
C12 STREET E 150.00' 65.32' 64.81' N18°53'57"E 14+05.42 14+70.74 _ °tiF j I
Qlw m _ _ �, x__ -- -_�/ 1 1
Or: � - k _ _ --- 60.11, 26.52' 1 1 1 1 I 1
--- -- -- 60.11' I I LOT
_� 63.21'
� 1 I
_ I
CONSERVATION &PR ERVATI� �SMT! x -__ --- - 72.32' I LOT o 1 60 I � I LOT
A _ --- --- 77.93'86 I N 11,674 SQFT. I n
k �C_ - I I 1 - - I 61 I LOT77
_ -- 81.57 I ' I _ _ _ _ _ I I o.z7Ac. 1 N 1 LOT a,
M
30 9,018 SQFT. I 10,820 SQFT. �I G2 �I N
0.25 AC. �I 63
0.21 AC. I 10,100 SQFT. O
0.23 AC. 1 Q0 13,554 SQFT. 1
1 I 1 0.31AC.
LOT �' 1 1 1 , 1 1 ' 1 1 1 1 Im I.
x I \ \ \ I LOT - 1 LOT 1 1 1 I
\ \ \ LOT _ I LOT �I 1 1 0l 1 58 1 1
�� \ \ \ LOT 1 57 �I
\ \ , \ 54I 1 55 1 Cl?
56 1 1 7 o5O �I 1 1 1 1 1 1 1 1 ' 1 1
6,614 SQFT. 6,836 SQFT. I I I L
\X' 100. 6,377 SQFT. 0l I 6,659 SQFT. 0.16 AC. I 0.16 AC.
~ I \ \ \ \ 7,299 SQFT. \ °�1 0.15 AC. I I
\ ` \ LOT \ \ 0.17AC. 1 0.15AC. 1 0.15AC. 1 I 1 1 I 1 1 1 1 I 1 1
I �
I \ \ 52 \ o \ \ I I 1 I I 1 I 1 I I 1 I I I I I I 1 I I
I \ 9,419 SQFT. \ \ 1 \ 1 I 1 I I 1 I I I 1 I 1 ! . .. . . .'.'.
x I I \ \ \ 0.22 AC. \ 1 1 1 1 I I I 1 1 1 I
\ ` \ I i I TRANSITIO1 FROM 30 STANDARD CURB&
� � I 30"VAL EY 50' ROW I I I 1
LOT \ \ \ \� CURB AND GUT ER 27'BC/BC ' i I GUTTER T 30"VALLEY CURB&GUTTER 26
\ 51 \ \ \ \ \ 49 09' 2 29' 59.74' 60.00' 60.00' 60.00' 60.00' 60.00' 60.00' 60.00' 62.35' 3� L --1
I.o
\ \ 9,475 SQFT.
1 \ \ 0.22 AC.
�9
R30'
PC:15+92.1 STREET A o L1
\ \ \ -I - - -I - i i - I-
\ \ \ \\ `L9� 16+00 15+00 14+00 13+00 12+00 11+00 R30' . .10+00 . .
y o
I LOT \ \ \ // 'L5� W
1. 60.00' 60.00' 60.00, 47.38' 80.37' 70.00' 62.76' 3 I
I 7,634SQFT ��1-/ x00 ~ ri
0.18AC. \ \ Q �7 �1 �a��
\ �1 25'FRONT ��\> ��/ R1 1 I I I_ 1 I Z o
SETBACK, TYP. I I <
J �
�_� - - - - _ PROP.VARIABLE WIDTH PUBLIC � I I I U
I L - 0� �ti ' - I I I DRAINAGE EASEMENT I L x a
\ I I 12'SIDE LOT I 1 I 1 I m I M
j~I SETBACK,TYP. m
I ` \ LOT 1 8,025 SQFT. 1 LOT 1_ LOT 1 I
6816 �xe�° / c,55 '� ` \ LOT LOT LOT LOT 1 0.18AC. I h 1 I� 1 1 I
I I 107 I h I
\ �
20.52 / \ 5,790 SQFT. �I �I �I �I "' PROP.VARIABLE WIDTH PUBLIC 6,88 SQFT 8,241 SQFL T.T. . .
\ 6,165 SQFT. 6,165 SQFT. 6,165 SQFT. 7,303 SQFT.
DRAINAGE EASEMENT I - I
0.13 AC. 0.14 AC. 0.14 AC. 0.14 AC. 0.17 AC. c4 I I I 0.19 AC.
1 - - - - - - - - - - - - - - - - -I- � 1 L_ - -
z LOT \ \ - - - I L- - - - - - -I I L- - - - - - -I I L- - - - - - I J 106.08' _ I I � ' I
Q \ \ \ 81 I I I I -- -- -- -- I 1 •
z ��13 \ \\ 7,160 SQFT. / `� -
- �PT 1g+73' R30' 25'SIDE CORNER - - - - - - -
30'REAR I [. . ::
19+00 \ ` \\ 0.16A� / \ SETBACK, TYP. SETBACK,TYP. I" - - - - - - - - - - - -
L3 I I I I W � - - - � o
o R30' R1 1 / \ ` \\ �� I I I I LIJ _ 86.98' -
I
\ / / � � � � � � PROP.20'PRIVATE 60.11'
� rr
_ __60.00 _ _ 72.38 LOT \
o O DRAINAGE EASEMENT
.0 10.2 25.97 60.00 60.00
3 LOT 1 LEGEND:
27'BC/BC 6,0.1 SQFT. I I
N �� 1 / 0.16 AC.
80 / \ \ \ 36 I I 1 I M STREET LIGHT
1 7,297SQFT. / \ \ 0,� 50'ROW L - - - - - - - - - - J . . . . .
W 1 0.17 AC. / \ \ 6�
SIGN I\Y
U- `�'' \ PROP.20' PRIVATE - - I I i I 119.35'__ __ __ WCR WHEELCHAIR RAMP
w PROP.VARIABLE WIDTH 1 i 5� DRAINAGE EASEMENT -- -- --
PUBLIC DRAINAGE EASEMENT 1 w PROP.VARIABLE WIDTH PUBLIC I I I Csu CLUSTER MAILBOX UNIT
DRAINAGE EASEMENT ✓ / LOT I� LOT I� LOT I� LOT I� LOT _ - - - - _ I
z 1 to O to O to O to O ti - - LOT CENTER LINE t o
LOT 1 27'BC/BC / \ 91 1 � 1 90 1 � 1 89 1 � 1 88 1 � 1 87 1 I �I I .
6`Z i \ 8,621 SQFT. I 6,165 SQFT. I� 6,165 SQFT. 1� 6,165 SQFT. I� 7,303 SQFT. LOT RIGHT OF WAY LINE
0.14 AC. 0.17 AC.71 1 50'ROW �6• 0.20 AC. 1 0.14 AC. 0.14 AC. o
z 1 / \ I I I I J o 110 I SETBACK LINE
O 7,621 SQFT. �":
U 0.17AC. / / \ \ I I I J.
g m 7,307SQFT. - - - - - - - EASEMENT
1 1 0 / / \ \o \ �, 1 0.17AC. I BUFFER
L - - - - I L - - - - I L - - - - I L - - - -
zo _ - o � i \ � � � - - I I I I L - - - - M x FENCE
r .
�, I I I I STANDARD CURB&GUTTER
Q LOT \ 50 ROWI �1 __ __ __ 123.12'__ __ __ SPILL CURB&GUTTER
1 ' I 9,856 SQFT. / / 62.36' 5.2 ' 60.00' 27 BC/BC 60.00' 60.00' 47.38' 1 + + + OPEN SPACE
0 80.54_ - N D 0.23 AC. / L - - - - I + + +
00
c9 1
z I PROP.VARIABLE WIDTH PUBLIC 139 R30' I
o - - - I DRAINAGE EASEMENT STREET E o LOT 0l CONCRETE SIDEWALK
- - - I , - PC:12+82.6 0 1 111 I o
m I 5� �� E3 - - 12+00 I L15 11+00 �00 7,387SQFr. 0
z LOT I 6; U 13+00 + 0.17AC. ASPHALT PAVEMENT
_ I \ R30' SCALE: 1 IN=30 FT
0in 72 I L - -
O 6,854
05 6 AC. I �788 2��� Q�13xRa R1-1 J MATCH 'I N E 30 15 0 30 60
_ _ _ _ _
u, �23'�� ASPHALT MILLING/OVERLAY SCALE IN FEET
Q - - - - - - - J i F a �16 51.5� 9.88' 60.00' 60.00' 60.00' 42.70' -- -- - ---REFEF�T TIAL HORIZONTAL
SUBDIVISION P-AN IV
CD
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQSTORMWATERCOMMENTS#1 ``%jjjllljj,,�� Susan Tart Property LLC
o `�,.�`�N CARp�'' ENG7� SINGLE FAMILY SUBDIVISION
� �Q�•' FESS/ �Ajii J FF� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m ti c� cn F [phone] Fu ua Varina,NC 27526
N �:•Q� v EST p 1 o q y 919.60 -Varina, NC 27526 G OD WIN S UEDI VISION
w o _ _ o =�- 919.602.2351
o STATUS N FOR REVIEW ONLY ioo 026970 , ry CA'R3 Contact: Zach Angle
M NOT FOR CONSTRUCTION '.,��Gq� N�INEF. �y, ENGINEERING NC LIC. NO. P-0799 [e-mail] in = o ��� PA R T/A L SUBD/VISION PLA NLU
l/
Oo of O DATE. FEBRUARY8,2023 HORZ.SCALE: 30 ��,����iii���� ^ r�,lf- C-2.2
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 `

7.386 SQFT. A A / pip \ <
0.17 AC. \ V A ��. p0� \ go
\
LOT
1000, - - -
-- OPEN SPACE \ M� \ 7,684 SQFT. -
-- 0 0.87 AC . � \ �1 V 0.18 AC. A \ i ` / \ vv \ v LOT rn
LOT \ V A \ 5 i A LOT \ A a
MATC H L N - \ � p ce
7,612 SQFT. ` \ \ \ \ \ 10,210 \ 6'p 6,854 SQFT.
REFER TO PA TIAL I \ A V
SUBDIVISION P AN I I �` ` \ -
y LOT \ �, o �� a \ - ' '��` \ V LOT vv -- -- --
26 100.00, _ N
\ / i ® - 50'ROW /1 z v \ v \ o
10,697SQFT. �/ SEE ENLARGED ®® ° - i ti3 \ 8,639SQFT. A \ A
- - p6, p� c?g� A o.zo Ac. \ v \
o.zSAc. / VIEW THIS SHEET 61 0 \ \ 6' \
i / ��� - 27'BC/BC 0 vv \ LOT X
�'� X°o 1.a6 �� v 67 _ vv LOT
20' PERIMETER o , /X PROP.20' PRI TE 45, A v \ 7,370 SQFT.
DRAINAGE EASE ENT 40 30 VALLEY - \ > A \ v I 73 o
\ 0.17 AC. \
BUFFER rn cs / �� / Gj� 6p0 CURB AND GUTTER \ \ \ X
o / J A 6,029 SQFT. �
I \� T� ca \ 0.14 AC.
ZO
�5�' � \ ,� ! � / � �v \ LOT V v \ � � ` 16.76 -- h X X
R15' R15' p�.2° \ 66 \\ w 99.48' -- -
' / �� �5 5�93 25'FRONT ` A \ 7,073SQFT. v 1123
i LOT / i / / �� _ o- 25+0o R30 \ o� A 0.16 AC. --
�,� 25 / �� X pc.z5 R30' \12'SIDE \ �� A 53'12�
X �N 26+00 -. +A7.3 SETBACK,TYP.
13,913 SQFT. / p`� SETBACK, TYP. LOT -
/ 0.32 AC.
/ PROP.20 PUBLIC ofi "� \ 65 \ �� ��R� '- ' - j F I LOT -
DRAINAGE EASEMENT a/I \ 6,615 SQFT. \ - - to o
R11 0.15AC. 0 74 0
9 25'SIDE CORNER \ o� \ Q0
35.71 ��' - 5,953 SQFT.
S ET13AC K,TYP. 0.14 AC.
TRANSITION FROM 30"VALLEY co LOT -
��� > C&G TO 30 STANDARD C&G \ 64 \ -
bo
� � -
\ � 30'REAR
8,249 09 AC.
I I I __ 98.95' --
�,<:, X 9 / SETBACK, TYP. � I � � � � I � LOT �__
o PUMP A 36�-�
v ti� � ► A v L LOT "' 76
� STATION LOT \ Q - Io �� 9,79�.
/ 0.17 AC o rns PROPOSED 20 PRIVATE Zp59
/ i' 2 O I I I 77 I 0.22 AC.
A o o� DRAINAGE EASEMENT �� I LOT 9,108SCFT.
7,905
0.8 AQFT. \ Q o Q -
�nj
I� // �(��p - I �� 7,982 SQFT. I Cl)
LOT � � o.eAc. � I � LOT �
V _, PROPOSED 20'PRIVATE -- co
a, 79 75
DRAINAGE EASEMENT i i i �oO 7,336SQFT. h $858
2 SQFT.
OPENSPACE I 0.17AC. I o.zonc.
I '� �,o � '� �� • . � � . . � - � � � �� ' ,�p333/ �� � s� � ie"fGAC ' I I i I � ' � � i � � I
�0 � / / '- \ I I PROP.VARIABLE WIDTH PUBLIC
OPEN ,' / 50 ROW I I /
I \ \ACE \ - \ 0 I I I I I DRAINAGE EASEMENT /
i/ 044 AC �a � `�' ���/� LOT �\ 32' c�\ � � I 27'BC/BC I I
�V9 y 70.00' 60.00' 60.00' 60.00' 73.16' / T
-��" � 23
w � \� 6,853 SQFT. �3%�0
\� ��� �- �:22+14.4 STREET B
ioe# �� 34' / 22+00 21+00 20+00 19+00
10'LANDSCAPE BUFFER / �0� / SS64
SCM 0' / 47.71' 12.88' 60.00' 60.00' 60.00' 60.00' 60.00' 60.00'
1.21 AC `� LOT /
9,0.2 SQFT. -
I 0.22 AC.
LOT
21 LOT
►I� _ / / 9,166SQFT. �I IED LOT �o� , LOT �o LOT j
LOT �o LOT j
LOT
0.21 AC. coI 20 Io 19 '� 18 10 17 01 16 10 01 4 01
6 101 SQFT to o to o to o of o to (ID
of o f
I \ \s I 0.14 AC. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT. 6,000 SQFT.
�� 0.14 AC. �� 0.14 AC. � 0.14 AC. � 0.14 AC. � 0.14AC. � 0.14AC.
VARIABLE WIDTH PRIVATE SCM ACCESS
o I I I &MAINTENANCE EASEMENT `
J I I
d
z
o , \_19.39' __ __ 101.34' 60.00' _1 60.00'_ 60.00' __�__ 60_00' _ �__ _ 60.00' __ 1_ 60.00' _1 60.00'
-77
m
X \/ CONSERVATION & PR25 ESERVATION ESMT.
QX - - - - - - - _
- - 20' PERIMETER BUFFER UTILIZING LEGEND' W
M EXISTING VEGETATION(TYP.ALL Z z
`W LINE TABLE CURVE TABLE PERIMETER BUFFERS) STREET LIGHT J
LU
' y SIGN 2 ao 0
I
w BEGIN END ARC CHORD CHORD BEGIN END wcR WHEELCHAIR RAMP V ~
w NAME ROADWAY LENGTH DIRECTION NAME ROADWAY RADIUS
STATION STATION LENGTH LENGTH DIRECTION STATION STATION U o
�- cBu CLUSTER MAILBOX UNIT Q W m
zC\jL1 STREET A 592.08' N31°23'46"E 10+00.00 15+92.08 C1 STREET A 200.00' 115.15' 113.57' N14°54'05"E 15+92.08 17+07.24 ®°° R4.5 Io _ - ROADWAY CENTER LINE co
L2 STREET A 81.14' N1°35'35"W 17+07.24 17+88.38 C2 STREET A 200.00' 84.80' 84.17' N10°33'13"E 17+88.38 18+73.18 CLUSTER BOX UNITS
LOT LINE
o � ° I RIGHT OF WAY LINE
zo L3 STREET A 84.81' N22°42'01"E 18+73.18 19+57.99 C3 STREET A 200.00' 96.81' 95.87' N8°49'58"E 19+57.99 20+54.80 ® ° SETBACK LINE
EASEMENT
U
L4 STREET A 179.66' N5°02'06"W 20+54.80 22+34.46 C4 STREET A 500.00' 214.69' 213.04' N7°15'57"E 22+34.46 24+49.15 30"STANDARD CURB&GUTTER - - - - -
W BUFFER
o L5 STREET A 68.19' N19°34'01"E 24+49.15 25+17.34 C5 STREET A 190.00' 326.43' 287.74' N68°47'08"E 25+17.34 28+43.77 9 x FENCE
z STANDARD CURB&GUTTER
Q L6 STREET A 274.07' S61°59'45"E 28+43.77 31+17.84 WCR 5, $' I SPILL CURB&GUTTER
z CURVE TABLE I
I + + + OPEN SPACE
o LINE TABLE NAME ROADWAY RADIUS ARC CHORD CHORD BEGIN END / 8' + + +
zz BEGIN END LENGTH LENGTH DIRECTION STATION STATION VAN ACCESSIBLE PARKING SIGN / R4.5
LO NAME ROADWAY LENGTH DIRECTION / I CONCRETE SIDEWALK
STATION STATION C6 STREET B 250.00' 64.70' 64.52' N23°58'55"E 11+26.40 11+91.10
o ,
03
L7 STREET B 126.40' N31°23'46"E 10+00.00 11+26.40 C7 STREET B 250.00' 64.61' 64.43' N23°58'17"E 13+21.31 13+85.92
z ENLARGED VIEW ASPHALT PAVEMENT SCALE: 1 IN =30 FT
o L8 STREET B 130.20' N16°34'04"E 11+91.10 13+21.31 C8 STREET B 150.00' 204.71' 189.19' N70°28'16"E 22+14.40 24+19.11 CLUSTER MAILBOX UNIT 30' 15' 0 30' 60'
c�
L9 STREET B 828.48' N31°22'31"E 13+85.92 22+14.40 C_2 3 SCALE: 1"=20' ASPHALT MILLING/OVERLAY SCALE IN FEET
c�
Q L10 STREET B 61.98' S70°25'59"E 24+19.11 24+81.09 HORIZONTAL
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CARQ� �i, ENG7
FEgg /2i J�� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q �� N ' /9 c� U, F [phone] Fuquay-Varina,NC 27526
N o Q urrEST p 1 o 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
w _ _ 919.602.2351
0 o STATUS 026970 _ ��'ry cARo�� Contact: Zach Angle
FOR REVIEW ONLY s�o F �. E N G I N E E R I N G PA R T/A L SUBD/I/lS/0/V PLA NI/l
w o NOT FOR CONSTRUCTION -.,��i9CONGINEF��y, NC LIC N0 P-0799 [e-mail]
ODATE: FEBRUARY8,2023 HORZ.SCALE:1"=30' �'�s, a ilia
N � FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 �r ` ���� F-2-3
a

PROP.VARIABLE WIDTH PUBLIC
I DRAINAGE EASEMENT o LOT 0l 1 I
- PC:12+82.6 o 111 o
� 6
L15c0- I 12+00 - � - 11+00 100 � 7,387 SQFT. m
1 o 13+00 STREET E I 0.17AC.
I C:) I" R30' J M
L - - -
I R1-1 ' MATCHLINE
9.88 60.00' 60.00' 60.00' 42.70' REFER TO PARTIAL
1ako5 a �10 5�57 I I I -- -- - N DEED BOOK 3664, PAGE 851 I I SUBDIVISION PLAN II
9 Q0 MAP BOOK 11, PAGE 23
R30 c -V I 25 FRONT I . M
koo - - - - oo PIN:0593-64-3978
_ N NQ W SETBACK, TYP. L - - - - r,
C o i I I I - -� i
CD
z REI D:0593643978000
IL L17 C12 t�� p6 I - - - � I I I - - - I LOT
14 97 PT:14+70.7 I i i I 2�SFD E CORNER o CDI
I 112 I �I I I
1 SIDE TBACK,TYP. � Q
R30' 27' BC/BC SET ACK,TYP. I 7,00.1AC.SQFT. I 1
1 5523 50' ROW / � LOT m 'v 0 27'BC/BCL - - - - - - - -
1 0 1 'I i LOT i LOT i LOT i LOT 1
1 �I 1 95 1 �I 1 96 1 �I 1 97 1 �I 98 I 50'ROw - - - - - - - - - - -
- - - I
94
123.13' I
1 N' 6,606 SQFT. 6,777 SQFT. 6,776 SQFT. 6,775 SQFT. 7,507 SQFT. ch -- -- -- -- -- -
J CD' 1 0.15 AC. i 0.16 AC. i 0.16 AC. i 0.16 AC. i 0.17 AC. aD I .
_ I 1 (} - - - - - - - - - - - - - - - - �, 4'l � 150.01
LOT-
- - - - - - - - � 1- 59.57' 80.43'
PROP.20'PRIVATE
1 93 L - - - - - L L - - - - - J L - - - - - J L - - - - - J
J I I I I I - - - J W N
11,273SQFT. - - - I I I I W LOT DRAINAGE EASEMENT
0 - 0.26 AC.
PROP.20'PRIVATE I I I 30'REAR I" 6,657 SQFT. �I
DRAINAGE EASEMENT I I I SETBACK,TYP. 0.15 AC. �
t�
Lol r
o W o I I I I I I car, IL L - - -
0
� `0 _ __ 60_00' _ _ 60_00' _ __ _ 60.00' __ _ __ 60.00' __ _ 67_83' ^? a', 1
N o �_ LOT - I LOT 1IT
1 +� -- 6p.98 I I I I I -- -- 107.21
0l 1 116 I I
I I I I I I U I 7,757 SQFT. 8,047
00.$AQFT.
I
_ m r - PROP.VARIABLE WIDTH PUBLIC I 0.18AC.
6, O DRAINAGE EASEMENT I I I
1 50'ROW I _ - - I I LOT I �' L _ _ _ - - - - �
I I I
_ I I I I I I I I 114 I I
1 - 1 LOT I ' I LOT ' LOT ' LOT ' LOT \ \ 7,030 SQFT.0 J TRANSITION FROM 30"STANDARD I I I
LOT LOT O° o0 b, \ \ I C&G TO 30 VALLEY C&G I . . . . .
Cl) Cq
N (V 103 I �_ I 102 �_ 101 �_ 100 �_ 99 ' �' 1
1 ,o I� 0 11 I 0 O O O \ - 53.61' 21.69' 54.71' 3g2 LUCAS STREET
105 1 l0 1 104 I 6,773 SQFT. I� 6,773 SQFT. I� 6,773 SQFT. I� 6,773 SQFT. I� 8,337 SQFT. J PAV
0.16 AC. 0.16 AC. 0.16 AC. 0.16 AC. 0.19 AC. �� 30'PUBLIC RIGHT-OF-WAY
1
1 6,533 015 AC. 0.15 1 6,447 AQFT. 1 I I I I \ \ 56,
1 I I I I� _ -
I I I I I III I I I 39�,
R1-1 o
L - - - - � J - - - - - J I L - - - - - Li ' iL - - - - - L ' L - - - - - L ' L - - - - - L PROP.VARIABLE WIDTH PUBLIC ,
R1 I 1 50'ROW DRAINAGE EASEMENT N p(:1�+9� - C6 PC:11+264 11 0 10+00
R30 R25'
u'y
ro, 0 2j, I I 27'BC/BC I I / o / 12
t 44.66' 60.00' 60.00' I 1 60.00' 60.00' 60.00' 25.60' 35.94' R30' R1 1 I (T
R30' \-a 53 76' 26.62' 49.78' g
3 ?) � SA ITARY SEWER
MA HOLE
R30' R30' �� 's RIM=159.20'
c INV$RT=150.64'
M L9 PT:13+85.9 �� - pC:13+2�3 � I crr
1- - - - - - - - - - I - - -I 0 - - C7 \ _ _ - - - - I ccl
18+00 17+00 16+00 15+00 STREET B 14+00 6p.p0 \ z
r
60.00 60.00 60.00 60.00 60.00 60.00 60.00 35.60
LOT I I
1 I_ 1 LOT 1
-co
J J J J J J J J I I I \ \ \ \ LOT \ � 9,350 SQFT. '� O oO Uj
I I I \ \ \ \ \ \ 0.21 AC. 1 1 "0 25 ACC. W
LOT
LOT LOT LOT LOT LOT LOT LOT I \ \ \ \ 8,0019AC. \ \ \ I F
�I of I _ I I of I of I of I I of of LOT I _ I LOT ® \ \ I in o
' 13 o' 12 Cl11 o1 10 CD 1 g 1 01 1 g 1 01 1 7 1 01 I � I \ \ 7,481 SQFT. \ \ \ I Z
O of O of O of O of O I O I O I © 5 \ \ 0.17 AC. I \ \ _
6,000 SQFT. 6,000 SQFT. 0 6,000 SQFT. 6,000 SQFT. 0 6,000 SQFT. 0 6,000 SQFT. 0 6,000 SQFT. o 6,452 SQFT. I I O ` \ \ \ I < 0
0.14 AC. 0.14 AC. 0.14 AC. 0.14 AC. 0.14 AC. 0.14 AC. 0.14 AC. 0.15 AC. I I 7,6608 SQFT. \ \ \ \ \ \C. I I �,►i
L I L - - - - - J L - - - - - J L - - - - - J L - - - - - J L - - - - - J L - - - - - J L - - - - - J 1 - - - - - - I 1 I` - - - - - - - - � - - - - \ - - - - - - � - - - � L - - - - - - � �
I I I I I I I I I ` 1 \ I o
z _ 60_00' 60_00' 60.00' 60.00' 60.00' 60_00' 60_00' 68.87' 81.04' 62.06' 59.03__ �_ 44.92' 74.78_ I
EXISTIN 1/2"
1 > x x XRON PIPE
W
_ - - 20'PERIMETER BUFFER UTILIZING
Z Q z EXISTING VEGETATION (TYP.ALL
J Q LINE TABLE CURVE TABLE LINE TABLE PERIMETER BUFFERS) LEGEND:
N =l o o STREET LIGHT
S2 CU �- v� BEGIN END ARC CHORD CHORD BEGIN END BEGIN END
LU W � NAME ROADWAY LENGTH DIRECTION NAME ROADWAY RADIUS NAME ROADWAY LENGTH DIRECTION y SIGN
Q � o STATION STATION LENGTH LENGTH DIRECTION STATION STATION STATION STATION
w m WCR WHEELCHAIR RAMP
LU L7 STREET B 126.40' N31°23'46"E 10+00.00 11+26.40 C6 STREET B 250.00' 64.70' 64.52' N23°58'55"E 11+26.40 11+91.10 L15 STREET E 282.58' N31°23'46"E 10+00.00 12+82.58
LU
CBu CLUSTER MAILBOX UNIT
W L8 STREET B 130.20' N16°34'04"E 11+91.10 13+21.31 C7 STREET B 250.00' 64.61' 64.43' N23°58'17"E 13+21.31 13+85.92 L16 STREET E 57.46' N6°25'24"E 13+47.96 14+05.42 ROADWAY CENTER LINE
c�
z - - LOT LINE
� L9 STREET B 828.48' N31°22'31"E 13+85.92 22+14.40 C8 STREET B 150.00' 204.71' 189.19' N70°28'16"E 22+14.40 24+19.11 L17 STREET E 26.09' N31°22'31"E 14+70.74 14+96.83
RIGHT OF WAY LINE
0
z L10 STREET B 61.98' S70°25'59"E 24+19.11 24+81.09 SETBACK LINE
0
CURVE TABLE CURVE TABLE - - - - - - - EASEMENT
BUFFER
W LINE TABLE ARC CHORD CHORD BEGIN END ARC CHORD CHORD BEGIN END x FENCE
0 NAME ROADWAY RADIUS NAME ROADWAY RADIUS
LENGTH LENGTH DIRECTION STATION STATION LENGTH LENGTH DIRECTION STATION STATION STANDARD CURB&GUTTER
W EGIN END
NAME ROADWAY LENGTH DIRECTION STATION STATION SPILL CURB&GUTTER
Q C9 STREET C 250.00' 64.70' 64.52' N66°01'05"W 13+83.87 14+48.57 C11 STREET E 150.00' 65.38' 64.86' N18°54'35"E 12+82.58 13+47.96
'z
L11 STREET C 383.87' N58°36'14"W 10+00.00 13+83.87 C12 STREET E 150.00' 65.32' 64.81' N18°53'57"E 14+05.42 14+70.74 + + + OPEN SPACE
L12 STREET C 69.69' N73°25'56"W 14+48.57 15+18.26 CURVE TABLE
0 4 CONCRETE SIDEWALK
ARC CHORD CHORD BEGIN END
m NAME ROADWAY RADIUS LENGTH LENGTH DIRECTION STATION STATION
LINE TABLE
W ASPHALT PAVEMENT
z BEGIN END C10 STREET D 350.00' 75.34' 75.19' N64°47'29"W 11+24.09 11+99.43 SCALE: 1 IN -30 FT
o NAME ROADWAY LENGTH DIRECTION STATION STATION 30' 15' 0 30' 60'
c?
LU L13 STREET D 124.09' N70°57'29"W 10+00.00 11+24.09 ASPHALT MILLING/OVERLAY SCALE IN FEET
c�
z ...........
HORIZONTAL
Q L14 STREET D 231.44' N58°37'29"W 11+99.43 14+30.87
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
cN 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property LLC
�,,.����, CAROO'%,� ENG7� SINGLE FAMILY SUBDIVISION
T [phone] 205 S.Fuquay Avenue
126 N. Ennis St.
im Q ��••' OF 9'•�9 cJ N F [phone] Fuquay-Varina,NC 27526
N o urrEST p 1 o 919.60Fuquay-Varina, NC 27526 G OD WIN S UEDI VISION
w _ = o =� 919.602.2351
0 N STATUS = 026970 = �Tti Rom Contact: Zach Angle
0 o FOR REVIEW ONLY % o' • CA 9
M NOT FOR CONSTRUCTION 0� 'F!�!G I NE��'' ENGINEERING
��;,,, NC LIC N0 P-0799 [e-mail] PART/AL SUBDIVISIONPLANIV
LU
o O DATE. FEBRUARY8,2023 HORZ.SCALE.1 30 C-2.4
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

o i
I
I
I TIE TO EXISTING EOP
I
MILL/OVERLAY EXISTING ROAD :.:.:. .
I a LU o TERMINATE ASPHALT PAVEMENT
NE
R25'
Q
1 11 00 12 00 o'. 3 0 14 00 1 a QO' 1 OQ ': 17 00 0 18 00 18 97
u
1 . 0 6 .
0 0
. - 1:' . . .I-LT:f: :4: - - I
0 0
O
C�7:5 R7 5
Q R7.5
I O S2 R7TIEJT�O
_ �,, -�F R30' R3 OHE HE
I mif 10'CENTERLINE EOP 10'x70'SDT 4:1 TAPER R30' R30'
z a 10'x70'SDT 4:1 TAPER 4:1 TAPER
z � _
- - - e.
- _ 10'ROW DEDICATION
- - - -� FULL DEPTH WIDENING
xq 30 STANDARD CURB&GUTTER 10x70 SDT WIDTH VARIES I 30"STANDARD CURB&GUTTER R1-1
I XISTING EOP STREET A TRANSITION FROM 30"STANDARD CURB& STREET B TRANSITION FROM 30"STANDARD CURB& I
II GUTTER TO 30"VALLEY CURB&GUTTER I M
GUTTER TO 30 VALLEY CURB&GUTTER
Co MCLEAN STREET PLAN VIEW
�2. SCALE: 1"=30'
I I
EXISTING 8"WATER MAINt/ 4�
I I
(VERIFY LOCATION) CID
co
� ^ - M PROPOSED 8 C900 urr
CID
IL
z " 8"TEE w/TB w� o (3)8 GV w � �� 0 1J PVC WATER MAIN ¢ O - 1
Ll
Lu
1 ' 11+00 12+00 Cl 13+00 c ? Z 14+00 z a ONE 15+00 zim-_ a 16+00- - - - - - - - - - - -14+00 / 18+00 18+97
0 = I \ w � \ \ w z
10 c� W r - _ _ _ _ - W - W
S2 OHE 01 0 OHE OHE R MMH57 69
1 I' m 8"x8"TS&V - - - - - - - - - - - - - - - - - - - - - - - - - -
� 1 \ INV OUT=150.94
co
a Z
Q ' I / 1LU
I I CO I y j w - 8"45° ELBOW w/TB i
I '
STREET A I I STREET
MCLEAN STREET PLAN VIEW
2 UTILITY / GRADING
PAVEMENT NOTES:
�2. SCALE: 1"=30'
1. PAVEMENT DESIGN AS SHOWN IS PER TOWN OF APEX AND/OR NCDOT
MINIMUM. FINAL PAVEMENT DESIGN SHALL BE TAKEN FROM SOIL SAMPLES VARIABLE DEPTH I19.00
TAKEN AFTER COMPLETION OF ROUGH GRADING THE SITE AND EITHER MIN. LIFT 2.5"
PRIOR TO UTILITY CONSTRUCTION, OR AFTER UTILITY CONSTRUCTION A A MAX. LIFT 4"
(PRIOR TO STONE BASE CONSTRUCTION) PROVIDED JOHN CANNON, B B VARIABLE DEPTH S9.5C
INSPECTIONS SUPERVISOR,APPROVES THE LOCATIONS OF SOIL TESTING. 1.5'WIDE, 1.5" TACK COAT STANDARD 30" 1.5'WIDE, 1.5" SHOULDER MIN. LIFT 1.5"
MILL&OVERLAY C CURB&GUTTER MILL&OVERLAY C 1:1 SLOPE MAX. LIFT 2"
2. CABC STONE TO BE COMPACTED TO 100%MODIFIED PROCTOR MAX. DRY LAP JOINT LAP JOINT LAP JOINT
DENSITY(ASTM D1557). CABC STONE TO MEET NCDOT SPECIFICATIONS. 1"/FT
3. TOP 12 INCHES OF SUBGRADE COMPACTED TO 98%MODIFIED PROCTOR --- ------- a 6" - - - - 6" 3"MIN. -
MAX DRY DENSITY(ASTM D1557) 1 1 SLOPE
1:1 SLOPE � � � � � � � � MIN.
- ---------- - - - - - - o o o o o o o - - - - - - - - _ _ EXISTING ASPHALT PAVEMENT 1.5" MIN.
o�OoOoogO� �Oa0oog0�o O0 00g 0Ooo�00.�°0o 0oOoogO og0�oo�000 g0�oo°�Oa oog Ooo�O�0C
4. PRIME COATS AND TACK COATS TO BE APPLIED PER NCDOT STANDARDS. O00000�0000 D00000�00000 0000CO / / / / / /� �. �000000000o CO0000COoo oCOo ooCO0000�0000 - - - - - - - - - -
00 ° 00 ° 00 ° 00 ° 00 ° V��A��A��A��A �� ° 00 ° 00 ° 00 ° O -
7 � �- x<���������������;��i����������������������� 6" MIN. �� �� �� � ���������������;��i����������������� ���������!���� �� VARIABLE DEPTH B25.00
PAVEMENT THICKNESS TABLE SINGLE LIFT DEPTHS TABLE* �/� : / / �� /� /���������/� MIN. LIFT 3"
1:1 SLOPE ������
0 PAVEMENT MINIMUM MAXIMUM PRIME COAT PRIME COAT MAX. LIFT 5.5"
o PAVEMENT THICKNESS TYPE TYPE LIFT(IN) LIFT(IN) EXISTING EXISTING
q SECTION S 4.75A 0.5 1.0 PAVEMENT COMPACTED PAVEMENT COMPACTED TACK COAT
w A SURFACE COURSE 3" S9.5C SF9.5A 1.0 2.0 SUBGRADE SUBGRADE 2 WEDGING DETAIL
ILU B INTERMEDIATE COURSE 4" 119.00 S 9.5X** 1.5 2.0 CURB &GUTTER SECTION SHOULDER SECTION �2. SCALE: NTS
o C CABC BASE COURSE 10" CABC 119.OX** 2.5 4.0
Ir
*SUBSTITUTE 10"ABC WITH 5"ASPHALT BASE(B-25.0C) B 25.OX** 3.0 5.5
WHEN WIDTH OF PAVEMENT IS 6 FEET OR LESS B 37.5C 4.5 6.0
Q
o *MINIMUM LAYER THICKNESS IS
ao APPROXIMATELY 3 TIMES THE ri
PAVEMENT SECTIONS
w NOMINAL MAXIMUM AGGREGATE SIZE. �2. SCALE: NTS
w
of
**CAN BE TYPE B,C OR D.
w LEGEND:
SIGNAGE NOTES:
PAVEMENT MARKING NOTES:
N 1. ALL SIGNS SHALL BE I.A.W.THE LATEST EDITIONS OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD)AND STREET LIGHT ® FLARED END SECTION
S2 NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)STANDARDS&SPECIFICATIONS. SIGN RISER STRUCTURE
w 1. ALL PAVEMENT MARKINGS SHALL BE I.A.W.THE LATEST EDITIONS OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD)AND NORTH WCR WHEELCHAIR RAMP
J- CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)STANDARDS&SPECIFICATIONS. 2. ALL SIGNS SHALL BE FABRICATED FROM ALUMINUM ALLOY SHEETS WITH HIGH INTENSITY SHEETING. COLORS SHALL BE CATCH BASIN
w RETROREFLECTIVE. CBU CLUSTER MAILBOX UNIT
NO YARD INLET
= 2. ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC.
ROADWAY CENTER LINE 0 YARD INLET(2'x2')
z 3. ALL PAVEMENT MARKINGS SHALL BE DESIGNATED AS FOLLOWS PER NCDOT PAVEMENT MARKING SYMBOLS. 3. STOP&STREET SIGNS SHALL BE MOUNTED ON A 3"DIAMETER BLACK POWDER COATED ALUMINUM POST WITH DECORATIVE - - LOT LINE
CAP AND BRACKET PER TOHS STANDARD HS361. OPEN THROAT YARD INLET
RIGHT OF WAY LINE
o KEY DESCRIPTION SIZE COLOR&MATERIAL NCDOT STD. KEY DESCRIPTION SIZE COLOR&MATERIAL NCDOT STD. SETBACK LINE [FG2
95.40
z 4. ALL OTHER SIGNS SHALL BE MOUNTED ON A 3-LB U-CHANNEL GALVANIZED STEEL(12 GUAGE) MOUNTING POST WITH SPOT ELEVATION
q2> STOP BAR 24 INCH WHITE,THERMOPLASTIC 1205.01 TO DIAGONAL LINE 8 INCH WHITE,THERMOPLASTIC 1205.09 MINIMUM CLEARANCE OF 84". SIGNS SHALL BE BURIED MINIMUM 3.5'FEET IN GROUND WITH A BREAKAWAYS. - - - - - -
- EASEMENT 95.32
BUFFER 4.0% FLOW DIRECTION
T3 CROSSWALK LINE 24 INCH WHITE,THERMOPLASTIC 1205.07 TP DIAGONAL LINE(2:1 SLOPE) 8 INCH YELLOW, THERMOPLASTIC 1205.09 5. MOUNTING HARDWARE FOR SIGNS SHALL BE GALVANIZED STEEL. x FENCE
z O (LONGITUDINAL) O
z
S2 T8 2'-6'TYPE MINI-SKIP 4 INCH WHITE,THERMOPLASTIC 1205.01 TQ CROSSWALK LINE(TRAVERSE) 8 INCH WHITE,THERMOPLASTIC 1205.07 STANDARD CURB&GUTTER RIP-RAP OUTLET PROTECTION
W 6. ALL SIGNS SHALL BE DESIGNATED AS FOLLOWS PER MUTCD STANDARDS.
Q SPILL CURB&GUTTER STORM DRAIN LINE
TA EDGE LINE 4 INCH WHITE,THERMOPLASTIC 1205.01 UA LEFT TURN ARROW STD. WHITE,THERMOPLASTIC 1205.01 KEY DESCRIPTION SIZE BACKGROUND LEGEND/SYMBOL MUTCD STD.
z_ COLOR COLOR + -400- MAJOR CONTOUR
� TC 10'-30'SKIP LINE 4 INCH WHITE,THERMOPLASTIC 1205.01 UB RIGHT TURN ARROW STD. WHITE,THERMOPLASTIC 1205.08 + OPEN SPACE
0 R1-1 STOP SIGN 30" RED WHITE R1-1 MINOR CONTOUR
oTD 3'-9'TYPE MINI-SKIP 4 INCH WHITE,THERMOPLASTIC 1205.01 UC STRAIGHT ARROW STD. WHITE,THERMOPLASTIC 1205.08 R2 1 SPEED LIMIT SIGN 45 MPH 24"x30" WHITE BLACK R2 1 Po CONCRETE SIDEWALK
TE SOLID LANE LINE 4 INCH WHITE,THERMOPLASTIC 1205.01 UD COMB. LEFT/RIGHT ARROW STD. WHITE,THERMOPLASTIC 1205.08 R4 7 KEEP RIGHT SIGN 24"x30" WHITE BLACK R4 7
TF 10'-30'SKIP LINE 4 INCH YELLOW,THERMOPLASTIC 1205.01 UE COMB. RIGHT/STRAIGHT ARROW STD. WHITE,THERMOPLASTIC 1205.08 R6-1 ONE WAY SIGN 36"x12" BLACK WHITE ARROW R6-1 ASPHALT PAVEMENT
TH SINGLE CENTER LINE 4 INCH YELLOW,THERMOPLASTIC 1205.01 OF COMB. LEFT/RIGHT ARROW STD. WHITE,THERMOPLASTIC 1205.08 OM1-3 OBJECT MARKER SIGN 18" YELLOW NONE OM1-3 SCALE: 1 IN=30 FT
0 1205.08& OM3 R OBJECT MARKER SIGN 36" YELLOW BLACK OM3-R 30' 15' 0 30' 60'
�' TI DOUBLE YELLOW LINE 4 INCH YELLOW,THERMOPLASTIC 1205.01 UI "SCHOOL"&24"TRAVERSE BAND STD. WHITE,THERMOPLASTIC ASPHALT MILLING/OVERLAY
1205.10 D3 1 STREET SIGN VARIES GREEN WHITE D3-1 SCALE IN FEET
...........
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �,.�`�N CARo� ENG7
`��� .•''ESS �A��i, J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m < N c� N F [phone] Fu ua Varina,NC 27526
N o =:Q EST Q 1 o q y 919.60Fuquay-Varina, NC 27526 G OD WIN S UBDIVISION
w � _ = o =� 919.602.2351
o N STATUS = 026970 = �T �`
0 o FOR REVIEW ONLY ; o .• y CARD Contact: Zach Angle
w o NOT FOR CONSTRUCTION °tiq�o�L�NC� �y E N G I N E E R I N G NC LIC N0 P-0799 [e-mail] MCLEAN STREET ROADWAY IMPROVEMENTS 1
DATE. FEBRUARY 8,2023 HORZ.SCALE.1 30
0- 0
a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 i 202'Ll C-2.5

GENERAL NOTES: LEGEND:
THE FOLLOWING NOTES ARE APPLICABLE TO UTILITY SHEETS C-3.0 THRU C-3.4 8. ALL SANITARY SEWER SERVICES TO LOTS SHALL BE 4"SDR-26 PVC. ..: FIRE HYDRANT ASSEMBLY
1. ALL UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY OR PUBLIC EASEMENTS SHALL BE TO FAYETTEVILLE PUBLIC 9. WHEN A NON-GRAVITY UTILITY MEETS A GRAVITY UTILITY,THE NON-GRAVITY UTILITY MUST BE ADJUSTED TO MEET GATE VALVE
WORKS COMMISSION AND/OR NCDOT STANDARDS AND SPECIFICATIONS. SEPARATION REQUIREMENTS. Fl TEE
2. ALL WATER MAINS&SANITARY SEWER MAINS SHALL BE PUBLIC UTILITIES. 10. ALL NON-METALLIC PIPING MUST BE INSTALLED WITH LOCATION MARKINGS PER FAYETTEVILLE PWC SPECIFICATIONS. ► THRUST(REACTION) BLOCKING
3. CONTRACTOR SHALL CONTACT FAYETTEVILLE PWC AT LEAST 48 HOURS PRIOR TO SCHEDULING CONNECTION TO ANY 11. PRIVATE UTILITIES(TELEPHONE, NATURAL GAS, CABLE TV)ARE NOT SHOWN ON THIS PLAN. THE CONTRACTOR SHALL BLOW OFF VALVE
TOWN OWNED INFRASTRUCTURE. COORDINATE THE INSTALLATION OF THOSE UTILITIES WHEN INSTALLING PUBLIC UTILITIES. BACKFLOW PREVENTER Ju \ \ _ DUNN ROAD,
4. CONTRACTOR CANNOT TAP WATER MAINS WITHOUT AN APPROVED WATER EXTENSION PERMIT ISSUED BY 12. ELECTRICAL TRANSFORMERS SHALL NOT BE LOCATED WITHIN REQUIRED LANDSCAPED BUFFERS. WATER METER/SERVICE - euc RiGHr_pUS H ED) y
FAYETTEVILLE PWC AND APPROVED NCDOT ENCROACHMENT AGREEMENT. 13. ANY SANITARY SEWER CLEANOUTS IN DRIVEWAYS SHALL BE IN ACCORDANCE WITH PWC DETAIL S.10. WATER METERS SANITARY CLEANOUT/SERVICE U S =ABD)
5. ALL WATER MAINS, FITTINGS, &OTHER APPURTENANCES SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF SHALL NOT BE LOCATED WITHIN DRIVEWAYS-NO EXCEPTIONS. O® SANITARY MANHOLE
PWC SPECIFICATIONS. WATER MAINS SHALL BE CLASS 150 C900 PVC OR PRESSURE CLASS 350 DIP PUSH ON JOINTS. 14. ALL ELECTRICAL THROUGHOUT THE SUBDIVISION SHALL BE UNDERGROUND. 0% FLARED END SECTION -
DIP SHALL BE CEMENT-MORTAR LINED AND SEALED WITH BITUMINOUS MATERIAL. ALL DIP BURIED PIPE SHALL HAVE 15. MATERIAL OF EXISTING WATER MAIN IS UNKNOWN. CONTRACTOR SHALL VERIFY MATERIAL PRIOR TO ORDERING E RISER STRUCTURE ����oPo k k`-
AN BITUMINOUS EXTERIOR COATING. MINIMUM BURIAL DEPTH FOR WATER MAIN IS 42 INCHES BELOW FINISHED GRADE. p
WATER MAINS SHALL BE INSTALLED WITH TYPE 1 LAYING CONDITION PER FAYETTEVILLE PWC SPECIFICATIONS. TAPPING SLEEVE TO ENSURE CORRECT TAPPING SLEEVE AND VALVE IS UTILIZED. 2 CATCH BASIN k
Fq x
6. ALL WATER SERVICES TO LOTS SHALL BE 1" IPS POLYETHYLENE PIPE WITH NO JOINTS OR COUPLINGS IN THE RIGHT OF IN YARD INLET TRFFT VICINI N MAP 0 E -OHE Imo, ��� TOWN X �-
WAY. SERVICE FITTINGS SHALL BE COMPRESSION TYPE. MINIMUM BURIAL DEPTH FOR WATER SERVICES IS 42 INCHES. W WATER LINE SCALE: 1" = 1000' --pHE '� 0 GO �R
_W/ A W
k
7. ALL SEWER MAINS, MANHOLES, FITTINGS, &OTHER APPURTENANCES SHALL BE IN ACCORDANCE WITH THE LATEST ss SANITARY SEWER LINE / i - -
E
EDITION OF PWC SPECIFICATIONS. SANITARY SEWER MAINS SHALL BE SDR-26 PVC, CLASS 50 OR 51 DIP PUSH ON STORM DRAIN LINE _ �pSF IS OHE
JOINTS. ALL SEWER DIP SHALL BE LINED WITH PROTECTO 401 CERAMIC EPDXY OR APPROVED EQUAL. k
-�-- k - X x '� _' I
20'PERIMETER BUFFER UTILIZING - �- - k�� k x
EXISTING VEGETATION (TYP.ALL k _ -
O
PERIMETER BUFFERS) x k_- - _ k_ i i 59 i 60 ; 61 i I I
STA:30+99.27
x '` k '`
TEMPORARY BLOW X k I
x - - - x 58 STA: 10+15.50
_ OFF ASSEMBLY k k x - - - - k k J� x \\ 53 54 55 56 57 O STA:QQM13+13.13 8"TEE w/TB
/ \ \ O
k k
k r - - O STA: 13+52.35 +
x SSMH#32 x STA. 12 96.63 '
„ SSMH#15
STA:30+67.64 k i \ SSMH#13 FHA 8 TEE w/TB STA: 10+61.21
k STA: 16+13.14
x a 32 33 35 >< k�- - - SSMH#12 W w w TIA w w w
k__ STA: 16+89.54 - I LU
k - _k� SS SS SS SS SS S SS-SS-SS J j
STA:29+84.69 PROP.VARIABLE WIDTH PUBLIC / x 'k - �'� STA: 17+95.41 I W a
k I FHA \ DRAINAGE EASEMENT STA: 12+08.76 36 x k I FHA ss a
x \ FHA O I 50 STREET A I �. LL
urr
'< to o
i W W - / 48 I 55 PROP.VARIABLE WIDTH PUBLIC �� PROP.VARIABLE WIDTH PUBLIC '
SSMH#31 47 `:
ASS ASS SSMH#33 x \ I SSMH#10 DRAINAGE EASEMENT DRAINAGE EASEMENT I J L
-STA:29+68.19 SS \
-STA: 12+08.76 \ STA: 18+60.41 108 m
x STREET F x / 46 SSMH#9 �I �� 82 83 84 85 86 107 106 o
I 29 Q, \ STA: 19+76.79
O co
U / STA:29+24.79 O >( \ 45 SSMH#8 W \ 81 I
k / FHA x k x I STA:20+33.22 -s y SSMH#11 \ - - - - - - -
x 38 x k , /�k/ x k \ STA: 18+09.22 \ - - - - - - - - - - - - - -
x k k k X' ��p x k / k k o \ \ \ / ` - 109 PROP.20'PRIVATE
x x k x \ DRAINAGE EASEMENT
28 PROP.VARIABLE WIDTH PUBLIC X �� x k tiU \
DRAINAGE EASEMENT 1 x kjkwj� k k k k k 44 \ STA: 18+75.91 \ PROP. 20'PRIVATE I-
DRAINAGE EASEMENT
k l - - k �,y�o k k k �� \ 8"TEE w/TB �` i I i i i I
90 89 88 87 I I
SSMH#30 ,.��� k 2,01
k X k x Le STA:21+ FHA 70 O 91
39 x / O 71 PUBLIC
DRAINAGE WIDTH U) 110
STA:28+36.87 O / k k k \ 43 \\ I _
SSMH#37
k k � \ 55 � i EASEMENT � STA: 12+93.87 � � SSMH#38 �
x I k STA: 10+68.38
x x / \ O PROP.VARIABLE WIDTH SSMH#43 b
k k kk 42 \ PUBLIC DRAINAGE 92 STREET E STA: 12+50.00 Im I
x 'k x k x ./ k \ P.C. ` EASEMENT PROP.VARIABLE
x k /k 41 \ WIDTH PUBLIC SS SS SS 111
O
k / c ���c k
I � � SSMH#29 x k i� x k k � 40 � \ `� 69 � 72 � DRAINAGE EASEM I
x STA:27+63.92 k k ( SSMH#4 x \ STA:24+42.03 STA: 12+72.01
k ` s xo STA:2c�52 51v° i \ \ - - SSMH .97 - -
8"TEE w/TB O STA: 11+55.97 ' �s� 8"TEE w/TB I
26 s k x/ s�k PROP. 20'PRIVATE 68 SSMH#34 SSMH#36 SSMH#32 II
DRAINAGE EASEMENT ` STA: 13+15.32
k � / k x �l _ � \ STA: 12+07.25 STA: 13+43.24 112 PROP.20'PRIVATE
20' PERIMETER k x SSMH#7 67 \ DRAINAGE EASEMENT
BUFFER x SSMH#28 ° k
� x k k W ss STA:22+56.93 � ` i 73 - - - - - - - -
x STA:26+84.90 SSMH#35 94 � 95 � 96 � 97 � 98
/ SSMH#6 �� \- 0 STA: 14+36.31
I � k k 66 � - � � - I
>< / O / N��o / SS SS STA:23+56.40 \ I-' 93 SSMH#41
25 i SSMH#3 FM
SSMH#5 65 PROP.20'PRIVATE STA: 13+89.85 113
x I/ STA:26+13.75 n STA:24+58.51 ` �/ 74 � �-DRAINAGE EASEMENT
k / \ / O L. �r - - -I- - - - - - - - SSMH#40 PROP.VARIABLE WIDTH
PROP.20 PUBLICk STA:24+87.81 64 \ U) - I I STA: 14+42.75 - PUBLIC DRAINAGE 115 116
x DRAINAGE EASEMENT g y
I m ' y FHA O I I EASEMENT .' I
'` / /k I I
x II x�ox x /x k k ' 24 PROPOSED 20'PRIVATE / 77 76 STA: 18+22.68 I I I
c� k k k,��° ' DRAINAGE EASEMENT 8"TEE w/TB
o k k k �\ SSMH#16� �� 'x k / . 78 103 I I 102 101 100 SgATEE w4TB �J LUCAS STREET Eo
/ ' - STA:24+06.39 O O I I
z \ 105 104 LIC RIGHT-OF-WAY(PAVED)
Q xl x k x , \ \ / - �� k k �� I I �w 30'Pug_ _
k xj _ i i k k cn �F FM I
x o PROPOSED 20'PRIVATE ��� �� x STA: 17+72.93 PROP.VARIABLE WIDTH PUBLIC W FM
1 / � DRAINAGE EASEMENT SSMH#17 k X k x STA:21+79.28 PROP.VARIABLE WIDTH FHA I I DRAINAGE EASEMENT
X ' k k / STA:23+47.76 k k FHA PUBLIC DRAINAGE EASEMENT �-
ok �p � 23 W FHA FM ►
k STA: 13+29.11 4 W ss
w k x X / W W W W W W W W= vv M SSMH#27
p k I -' k / �_FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM
/J JC � i SS ss ss ss ss s ss ss ss _SS__SS_ ss STA: 10+70.28
Mo k ,' / \ 10'LANDSCAPE SSMH#25
S2 I X �< 7 BUFFER 1 FMMH#100
k STORMWATER 7 STREET B STA: 11+84.90 I
�! k CONTROL \ / 22 SSMH#18 ` SSMH#26 STA: 17+18.65 I I F
1/ I SSMH#20 SSMH#21 SSMH#22 SSMH#24 STA: 11+38.54
w x I MEASURE STA:22+87.97 SSMH#19 SSMH#23 W a
x / STA:22+23.80 ��, STA:20+10.17 STA: 18+06.18 STA: 15+89.47 STA: 13+66.71 STA: 12+91.02 \ ( O
k \ 3 �.
z 21 / ® O ) o
/ 20 19 18 7 16 15 14 13 12 11 10 0 ® O7 © I O \ Z
VARIABLE WIDTH PRIVATE SCM \ W c,
zo k ki i J
ACCESS&MAINTENANCE U
of i x k EASEMENT \ - - ___ - - - L_ - t t t t L t t - - - - - - - 1 - �,� L - - M
z x k k k x x k k k k k x k x k k 11 k k k k k k k k
k k X x k k x k x k , k k k x k k v k k X k x k k X k k k k k
.- - - - - - -
z 20 PERIMETER BUFFER UTILIZING
Q 20' PERIMETER BUFFER UTILIZING
EXISTING VEGETATION(TYP.ALL EXISTING VEGETATION(TYP.ALL
PERIMETER BUFFERS) PERIMETER BUFFERS)
0
0
c�
LO
z
0
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
W
z SCALE: 1 IN =60 FT
0 60' 30' 0 60' 120'
c?
w - - - - - -
J - - - - - - - - - - - -
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
" Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z '\\'-`N CARQ� �i� ENGy
��Q) ' ESS�D . �j/��i� J�� NF�� T [phone] 205 S.Fuquay Avenue
126 N. Ennis St.
m Q e N c� N F [phone] Fu ua Varina,NC 27526
w : �� _ EST. 0 q y 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
N STATUS 026970 _ o�,T �� 919.602.2351
0 0 o • = y CARD \ Contact: Zach Angle
FOR REVIEW ONLY ; o e, �• ENGINEERING �
w o NOT FOR CONSTRUCTION ,���'�q�o LIN����y;`���� NC LIC N0 P-0799 [e-mail] OVERALL UTILITYPLAN
o DATE: FEBRUARY 8,2023 HORZ.SCALE: -60 s,'j C-3.0
N FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 'e111'I /

LEGEND: w
z
lK FIRE HYDRANT ASSEMBLY J J
►� GATE VALVE V l o
TEE W _
► THRUST(REACTION) BLOCKING w ~
20'PERIMETER BUFFER UTILIZING
•►� BLOW OFF VALVE
EXISTING VEGETATION (TYP.ALL ❑ BACKFLOW PREVENTER -
PERIMETER BUFFERS) WATER METER/SERVICE 1
X X X • SANITARY CLEANOUT/SERVICE
X X SANITARY MANHOLE
- X X \ \ FLARED END SECTION I
_ _ RISER STRUCTURE
M - - - - _ - - - - -
X o TEMPORARY BOA IN CATCH BASIN
X X _ _ , T
=o y \ ® YARD INLET X 1
� W WATER LINE �
- - - I
ss SANITARY SEWER LINE �
I \ \ STORM DRAIN LINE X I
SSMH#32
RIM=146.82
INV 0UT=140.57 _
-
�
32 O
i PROP.VARIABLE WIDTH PUBLIC
\ DRAINAGE EASEMENT I <
I
\ I PROPOSED 8"C900 - -
99 LF 8"PVC @ 2.00% "' `� \ STA:29+84.69 PVC WATER MAIN STA: 12+17.23 -
i FHA
"TEE w/TB �8
30 0 \8" GV (3-FT OFF BOC)
- -A_ - k� 50
1
49
W \U, W W W 48 SSMH#10
2 00 _ _ _ 47 RIM=150.35
� - - ss INV OUT=140.76
X - - - 10 01 ss SSMH#33 1
RIM=147.01
SSMH#31 INV OUT=140.67 STA: 1 E w/T 1
RIM=145.25
I INV IN=138.58 $"["BEET F N � 8"TEE w/TB
116 LF 8"PVC @ 0.50% 2)8 GV
INV IN=138.58
X I 29 INV OUT=138.38 / 209 LF 8"PVC @ 1.00% X \
37 X \ 57 LF 8"PVC @ 0.50% W
IPROP.VARIABLE WIDTH PUBLIC X �
/ DRAINAGE EASEMENT 1< 19
\ +00
- - - - - STA:29+24.79 / ' / X \ SSMH#8
X FHA RIM_148.74 1
INV IN-139.70
131 LF 8"PVC @ 0.67% okoo
X INV OUT=139.50 2
X X X �
28 X wj�o
- - - - - - X \N`o� X X/ X 0� Ih�T ` / STA:21+52.01
X X ` \ FHA SSMH#9 PROP.VARIABLE WIDTH
X X X/ \ RIM=149.32 PUBLIC DRAINAGE EASEMENT
/ X WT INV IN=140.18
` S1 INV OUT=139.98
X X�-` � \ 3/4"WATER METER x o
< / \ &SERVICE,TYP. ti I 71
I � � X � � 70 I
% x /
SSMH#30 39 � � `
RIM=145.32 /���0 X X /'� \ 43 4"SANITARY SEWER \ I
INV IN=137.50 X X \ \ STREET D
C/0&SERVICE,TYP. 5 i
INV OUT=137.30 ,
��o a �
i
x 73 LF 8"PVC @ 0.50% /
X X
X / - \ 42 \ `� 224 LF 8"PVC @ 0.50% 1
I � \ - -
o X � > 1 \ SSMH#7 00 ��
/ \ -
X �N X RIM 146.53 -
C , - ,� X \ 41 INV IN=138.38 ¢� -
o SSMH#29 / X X / X �� \
z RIM=145.43 PROPOSED 8"C900 INV OUT=138.18
- INV IN=136.94 �' X \
Q X I / X X 1 40 PVC WATER MAIN 1
> INV T=1 .74 X / %V 3-FT OFF BOC \ 69 72
� 0U 36 � ��o � vo O , ( ) O
MATCHLIN X X
X
Q REFER TO PARTIAL y SSMH#5
UTILITY PLAN III �' \ 71 LF 8"PVC @ 2.00% ) _ SS
� o v , o ° RIM-144.51
_ X �I SSMH#3 X �� 94 LF 8 PVC @ 0.92/o 1 INV IN=135.56 /
M �' 26 - �' ® _ STA:24+42.03 - - -
O RIM=143.98 X ® x INV IN=135.56 s koo O \
U
®® 8 TEE w/TB
w ss �G INV IN=134.00 INV OUT=135.36 2 8 GV \
INV IN=134.00> X
w I 78 LF 8"PVC @ 1.44% 2j ��� INV OUT=133 80 X STA:24+87.81
_ "o \X FHA O 67 \
U' / PROP.20'PRIVATE
z 20'PERIMETER
BUFFER / �� / y DRAINAGE EASEMENT
/ X W s� 99 LF 8"PVC @ 0.50% 73
1
SSMH#28 s �./ / W
RIM=144.64
O INV IN=135.61 W ss SSMH#6
0 INV OUT=135.41 / s W RIM=145.54
/ / o INV IN=137.68
o X �/ / / -SS +� FM 102 LF 8 PVC @ 1.88/o INV OUT=137.48 \
S2 I / CL 26+00 SS \ \ 1
W ® -FM
Q FM
J
d
z _
0 61 LF 8"PVC @ 0.50% SSMH#4
RIM=143.83
z INV IN=134.50
o INV OUT=134.30
0
m
PROPOSED 4"C900
z PVC FORCE MAIN SCALE: 1 IN =30 FT
0 30' 15' 0 30' 60'
c�
LU
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 ``%jJ1111111"� Susan Tart Property LLC
o `�,.�`�N CARp�'' ENG7� SINGLE FAMILY SUBDIVISION
J ��� ESS� �Aji, J�� FF T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m O c� N F [phone] Fu ua Varina,NC 27526
w a q y G OD WIN S UEDI VISION
N o Q EST. p 10
Fuquay-Varina, NC 27526
w � _ 2 �- 919.602.2351
o N STATUS = 026970 0�r
o FOR REVIEW ONLY : o'. ti CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,��L 'F/VG I NE��' ENGINEERING
G I N E E R I N G
_ ��� NC LIC N0 P-0799 [e-mail] PART/AL UTILITYPLANI
oo of O DATE. FEBRUARY8,2023 HORZ.SCALE: 30 �������iim% � �� C-3- 1
FILE NO. 2022-045ORIG.SHEET SIZE: 24 x 36
N d

LEGEND:
FIRE HYDRANT ASSEMBLY
1 �
►� GATE VALVE • _ ` pUNN RDAp US yy�,
60'PUBLIC RIGHT_OF- `�0
TEE . _ _ Y(PAVED)
► THRUST(REACTION) BLOCKING WA
. -
•►� BLOW OFF VALVE
BACKFLOW PREVENTER
WATER METER/SERVICE
• SANITARY CLEANOUT/SERVICE - -
SANITARY MANHOLE
Ley FLARED END SECTION
® RISER STRUCTURE
® CATCH BASIN
® YARD INLET _ CD
W WATER LINE
X� �
ss SANITARY SEWER LINE �OHE /E I -
STORM DRAIN LINE O/FI ��OHE
i
�OHE
OHEL._ OWNX GppWWATE wX
oHE FAIN - -
I I OHE � WX
I I SHE
/ I �
20' PERIMETER BUFFER UTILIZING �OH
-E
°y O E
W EXISTING VEGETATION(TYP.ALL �' F I OHE -0HE
PERIMETER BUFFERS) vX' � I I ��� I
J \
_ '- X °yF I
H
Q� w ~ X -
- - - - 7
�� x O CD
o
I
I � I
I \ Ip
m
X1 I I I I
I 58
\ I \ O
I
X I I I
PROPOSED 8"C900 i I 8'TTEE2w9TB 3 I 8"TEE w/TB
STA: 10+15.50
„ PVC WATER MAIN STA: 13+52.35
�� &SERVICE,TYP. (3-FT OFF BOC) I FHA O I I I
3/4 WATER METER 2 8"GV (2)8 GV
51 \I 4"SANITARY SEWER
C/O&SERVICE,TYP.
\ \ W W W W W W W W W W W
\ \ - SS �S- - SS SS SS i SS SS SS S SS SS ® -
I9+00 5+ 0 1 +0 Z+00 10 00
LU
� � o
ss STREET A w
I w }
STA: 17+95.41 ko \ y ~
SSMH#10 \ FHA �� o SSMH#13 300 LF 8 PVC @ 0.92/o \\ / SSMH#14 �252 LF 8"PVC @ 1.10% SSMH#15 Z o
° RIM=156.63 Z
RIM 151 3 \ RIM 154.11 INV OUT=148.72 I d
I RIM=150.35 INV IN=143.00 INV IN=145.95 INV IN-145.95 Lid
INV IN=140.96 s INV OUT=142.80 PROP.VARIABLE WIDTH PUBLIC _ U m
co
STA: 18+75.91 INV OUT=140.76 DRAINAGE EASEMENT 0 I x o
SSMH#12 INV OUT=145.75
8"TEE w/TB RIM=150.35 76 LF 8"PVC @ 0.70% m
(2)8"GV INV IN=142.27 108 I
INV OUT=142.17 CD
I 107 II 106 II
0
koo 120 LF 8"PVC @ 0.63% PROP.VARIABLE WIDTH PUBLIC
W OO \ \ DRAINAGE EASEMENT - - - -
I
W I
o I I
g SSMH#11 \ 81 \ 250 LF 8"PVC @ 0.62% I •
RIM=149.96 \
- - - - - - - - - - - - - -
} 19+00 INV IN=141.42 \
.0- / -----Ll 01
INV OUT=141.22 \ m
/ PROP.20'PRIVATE ,
Q 1 / 51 LF 8"PVC @ 0.50% \\ _ � \- - - � - - - - - - � - - - - - - � - - - - - - � - - - - - - 109 DRAINAGE EASEMENT
CC
\\ \\ w
C? \ 80 \ \ / W PROPOSED 8"C900
U \ '
w \ \ PVC WATER MAIN
\ \ PROP.20' PRIVATE (3-FT OFF BOC)
\ - - - -
w PROP.VARIABLE WIDTH / DRAINAGE EASEMENT - - - -
PUBLIC DRAINAGE EASEMENT PROP.VARIABLE WIDTH PUBLIC ' x
W I DRAINAGE EASEMENT
c� o
0
71
,] \ CD o
W N 49 LF 8"PVC @ 0.50% SSMH#37 SSMH#38 - - - - - -
0 RIM=155.01 RIM=155.24
INV IN=146.23 PROPOSED 8"C900 STA: 12+07.90 INV OUT=147.36
z PROPOSED 8"C900 SSMH#36 \ PVC WATER MAIN 225 LF 8"PVC @ 0.50% I I
PVC WATER MAIN INV OUT=146.03 FHA _ _ - _ - _ - -
z RIM=154.74 (3 FT OFF BOC)
(3-FT OFF BOC) 92 INV IN=145.78
o _ - - ' INV OUT=145.58 STREET E SSMH#43
c? SSMH#39 RIM=156.83
z PROP.VARIABLE WIDTH PUBLIC INV OUT=147.50
o RIM=153.18 DRAINAGE EASEMENT i
INV OUT=145.29 111
SS SS S SS SS SS -
' s 13+00 10{00 8"TEE w/TB
z (2)8"GV SCALE: 1 IN =30 FT
0 72 \ ® STA: 12+72.01 30' 15' 0 30' 60'
_ _ _ \\ ss_ _ W _ W_ _ W W _ W_ W _ _ _ MATCHLIN_E_
TO SCALE IN FEET
z I i ,Ss �/ - - - - - - - - - - REFER
YP�ANIVLHORIZONTAL
Q
LO
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property LLC
�,,. ��, caRo�'%, ENG7� SINGLE FAMILY SUBDIVISION
,� .• ES i J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q 9'•?9 c� F [phone] Fuquay-Varina,NC 27526
N co _ urr EST p 10 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
w o = 2 919.602.2351
o N STATUS = 026970 _ ��11 �`�
0 o FOR REVIEW ONLY -1. F •• ti CARD Contact: Zach Angle
co NOT FOR CONSTRUCTION ti ' N�I NEF. y ENGINEERING
-sq�o L `, q� ,` NC LIC N0 P-0799 [e-mail] PART/AL UTILITYPLAN11
LU
o O DATE. FEBRUARY8,2023 HORZ.SCALE: 30 i���1111111 C-3.2
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

73 LF 8"PVC @ 0.50%
�p x PROPOSED 8"C900
x x 40 \ PVC WATER MAIN \ \ 69 O 1
�p vo x O (3-FT OFF BOC) O 72
MATCHL NFL
REFER TO PARTIAL <
--A
UTILITYPLA I SSMH#29 s x
RIM=145.43 SSMH#3
26 INV IN=136.94 / RIM=143.98 ® x STA:24+42.03 s koo `\ 68 \ -
INV OUT=136.74 x/ INV IN=134.00 ®®� 8"TEE w/TB
/ o INV IN=134.00 94 LF 8"PVC @ 0.92% \\ \
INV OUT=133.80 x 1 STA:24+87.81 s \
`\
78 LF 8"PVC @ 1.44% Xoo FHA SSMH#7
x RIM=146.53 \ 67
I i / PROP.20 PRIVATE
20 PERIMETER \ �� / � DRAINAGE EASEMENT INV IN=138.38
BUFFER / W s� �� p+ INV OUT=138.18
I SSMH#28 s x/ / W
x \ RIM=144.64 / 24+�� 99 LF 8"PVC @ 0.50% -
\ _ -
INV IN=135.61 �o W W N ss SSMH#6
�
INV OUT=135.41 x /
\ \ �g RIM=145.54
^\ g FM INV IN=137.68 \ ` _ \ - - - - - - - - -
o / / z5+oo INV OUT=137.48 -F
71 8 PVC @ 2.00/o / 26+p0 _ \
\' / // FM FM F�`A 102 LF 8"PVC @ 1.88%
x � PROP.20'PUBLIC
V /DRAINAGE EASEMENT �� SSMH#5
74
x x / SSMH#4 RIM-144.51
o/ _ INV IN=135.56 \� 1 RIM-143.83 �
I �w 31 LF 8"PVC @ 0.50% - INV IN=135.56
x INV OUT=134. INV OUT=135.36 /
INV OUT-134.30
SSMH#2B � � ' I � 75 LF 8"PVC @ 0.50% � \ ,/ � � � - - - - - - - - -
I \ / RIM=134.64 - /
x x x INV IN=133.65 61 LF 8"PVC @ 0.50% / 76
x \\ INV OUT=133.45 24 SSMH#16 o PROPOSED 20'PRIVATE 77 1 o x ' DRAINAGE EASEMENT x
/ �
1
k o / � RIM=143.22 INV IN=136.13
INV OUT=135.93
PROPOSED 20'PRIVATE
\ k �o _ DRAINAGE EASEMENT
x
o
58 LF 8 PVC @ 1.15/0 T L 4"SANITARY SEWER i 21 /
k / k L / / C/O&SERVICE,TYP.
`� PROPOSED 8"C900
PVC WATER MAIN PROP.VARIABLE WIDTH PUBLIC
SSMH#17 �,� x/x 3-FT OFF BOC 3/4 WATE METER
\ k PROPOSED 4 CAIN STA:21+79.28 ( )
/ &SERVICE,TYP. DRAINAGE EASEMENT
/ RIM=143.37 s PVC FORCE MAIN FHA i i � �
INV IN=137.00 � /f
�j SAD k k \ y \ \ 23 INV OUT=136.80 �3 F� 40 w -r
w�c /��p \ \ w W W W W W W W W
"0,00000I FM
i
59 LF 8"PVC @ 0.61% �F FM FM FM FM FM F FM F FM FM FM FM M FM
I �
X k
` s s � ss ss ss
' �\ O® ss s s
\ � z^ �o 21+00 STREET B zo+oo yT
x \ /
10'LANDSCAPE BUFFER SSMH#18 '
RIM=143.97
/ INV IN=137.56
�o k INV OUT=137.36 SSMH#19
o SSMH#20 204 LF 8"PVC @ 1.49% 1
O 214 LF 8 PVC @ 0.55/o 22 / 64 LF 8"PVC @ 0.50% RIM=144.60 ` RIM=147.99
\ A INV IN_138.08 INV IN=139.46
\ / INV OUT=137.88 INV 0UT=139.26
i
x VARIABLE WIDTH PRIVATE SCM ACCESS
x I &MAINTENANCE EASEMENT < /
o �
- - - -\ - - - - - - - - - - - - - - - 1 - _ - - - - � - - - - - - � - - - - - - - � - - - - - - -- 1 - - - - - -� - - - - - - - - -
x x x x x x \ h 1
k _ _ _ k k � .
20'PERIMETER BUFFER UTILIZING W �
M EXISTING VEGETATION (TYP.ALL Z
w PERIMETER BUFFERS) J a J
J
W r w J
2
W
LEGEND:
0
o � FIRE HYDRANT ASSEMBLY
1
U ►t GATE VALVE I
Fil TEE
o ► THRUST(REACTION) BLOCKING
S2 ." BLOW OFF VALVE
Q 0 BACKFLOW PREVENTER
z WATER METER/SERVICE
0
• SANITARY CLEANOUT/SERVICE
(00 SANITARY MANHOLE
zo 00 FLARED END SECTION
RISER STRUCTURE
m
CATCH BASIN
z EN YARD INLET
SCALE: 1 IN =30 FT
o0 W WATER LINE 30' 15' 0 30' 60'
ss SANITARY SEWER LINE
LU
■ STORM DRAIN LINE SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
"" �i ENG Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �``` `y, CARQ� y
i .`��� ...I. /i/�'i�' J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q c N F [phone] Fu ua Varina,NC 27526
N o 'Q� ES p 1 o q y 919.60Fuquay-Varina, NC 27526 G OD WIN S UEDIVISION
w 7 _ - 2 �- 919.602.2351
N 026970 = urr °r ?
o STATUS 9
0 o FOR REVIEW ONLY o = h CARO\ Contact: Zach Angle
M NOT FOR CONSTRUCTION s'•��og9�F!1!G I NEE��y E N G I N E E R I N G
- o ��� NC LIC N0 P-0799 [e-mail] PART/AL UTILITYPLAN111
DATE. FEBRUARY8,2023 HORZ.SCALE.1 30 s,,J� L.��iiis��� . -�,�
N 0
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 ?i (�

PROP.VARIABLE WIDTH PUBLIC
SSMH#39 DRAINAGE EASEMENT STREET E - 111
RIM 153.18 s ss ss s ss $ SSMH#43 I m
10
INV OUT=145.29 51 LF 8"PVC @ 1.31% S 3+00 11+007 00 RIM=156.83 INVOUT-147.50
w w w w w w MATCHLINE
s o
s SSMH#37
UTILITY PLAN II
s R pp RIM=155.01 STA: 12+07.90 225 LF 8"PVC @ 0.50% SSMH#38 I CD STA: 12+72.01
INV IN=146.23 RIM=155.24
s SSMH#36 INV OUT=146.03 INV OUT=147.36 0
FHA 8"TEE w/TB
ss RIM=154.74 PROPOSED 8"C900
1 INV IN=145.78 PVC WATER MAIN RIMSM56#73 112
INV OUT=145.58 49 LF 8"PVC @ 0.50% (3 FT OFF BOC) I
W W INV OUT=148.74
1 93 LF 8"PVC @ 0.50%
60 LF 8„ ° SSMH#35
PVC @ 0.50% RIM=153.66
SSMH#34 INV IN=145.12
RIM=153.31 INV OUT=144.92
W
75 LF 8"PVC 0.87% - --
INV IN=144.62 i @
INV IN=144.62 93 PROP. E PRIVATE
INV OUT=144.42 DRAINAGE EASEMENT
PROP.20'PRIVATE
� o I
_ -i- DRAINAGE EASEMENT SSMH#41 PROPOSED 8"C900
STA: 12+23.75 I I
8"TEE w/TB RIM=155.98 PVC WATER MAIN
C _ _ _ _ INV IN=148.09 (3-FT OFF BOC)
- - - - - - - - - - - - - - - -
1 INV OUT=147.89 o 0 - -
+W 115 116 I�2 224 LF 8"PVC @ 0.77% VARIABLE
U) 53 LF 8"PVC @ 1.00 DROA NAGE ASE EIDTH PUBLIC
%
1 PROPOSED 8"C900
PVC WATER MAIN
(3-FT OFF BOC) 114 I
SSMH#40
`� 103 � � 102 101 100 99 RIM_155.45INV IN=147.36
105 104 O O O O INV OUT=147.16 Av
STA. 12+74.52 I 0 P U CAS SIC oTREET
8"TEE w/TB W W W I 3 - - -
STA: 18+22.68
76 LF 8"PVC @ 0.50% 1-1 W 8"TEE w/TB M FM FM FM
i PROP.VARIABLE WIDTH PUBLIC / ss
4"SANITARY SEWER 3/4"WATER METER PROPOSED 8 C900 DRAINAGE EASEMENT �/ W M/FM _S 11+( � 10+
STA: 17+72.93 PVC WATER MAIN
C/0&SERVICE,TYP. &SERVICE,TYP.
FHA (3-FT OFF BOC) STA: 13+29.11 / ss +pp
FHA / ? o FM� 12 S
z
M F
S
W W W W �Lw W -W W W W °'W /F SSMH# SSMH#27 SSMH#EX
RIM=156.6.54 RIM=152.03
FM 13 SSMH#25 INV IN=149.00 RIM=157.22 SSMH#100
M FM FM FM FM FM F FM F FM FM FM FM FM FM FM FM FM INV OUT=149.68 INV IN=150.84
88 86- s s ss ss s S s ss RIM=156.08 INV 0UT=148.80 RIM=157.69 I INV OUT=150.64
INV IN=148.34
18+00 vv O STREET B 15+00 14+00 INV OUT=148.14 INV OUT=150.94
SSMH#24 46 LF 8"PVC @ 1.00% 68 LF 8"PVC @ 1.00% 20 LF 8"PVC @ 0.50%
RIM=155.03 \
INV IN=146.78 106 LF 8"PVC @ 1.28%
SSMH#22 SSMH#23 INV IN=146.78
1 ° PROPOSED 4"C900 RIM=152.06 223 LF 8"PVC @ 0.82% INV OUT-146.58 \
SSMH#21 217 LF 8 PVC 0.55/o RIM=154.26 -
RIM=151.43 PVC FORCE MAIN INV IN=144.09 INV IN=146.12 I o
INV IN-142.70 INV 0UT=143.89 I INV OUT=145.92 76 LF 8"PVC @ 0.60% \ O 1 -co
\ O o
INV IN=142.70 w
W ¢
INV OUT=142.50 O \ W a
® LL
LL
\ \ I 0
13 12 11 10 0 ® 7O © O Z
\ I w �
I \
\ � IL
I
- - - - - - - - - - - - - - --- - - - - - - - - - - - - - - � - - - - - - - - - - - - - - -- - - - - - - - - � - - - - - - - � - - - - ,N - \�- - - - - - - - - - - - - - - - - - I I
7�
�\ X X
IX X X X X X X X X X
W
20'PERIMETER BUFFER UTILIZING
Z Q = EXISTING VEGETATION (TYP.ALL
J z PERIMETER BUFFERS)
a ¢
Vlo �
� ~
U Q U
w �
w
w
c�
1 LEGEND:
o d1z' FIRE HYDRANT ASSEMBLY
SEABOARD COASTLINE RAILROAD GATE VALVE
130'PRIVATE RIGHT-OF-WAY(ONE TRACK) TEE
o 1- THRUST(REACTION) BLOCKING
U
•" BLOW OFF VALVE
67
Q 1 BACKFLOW PREVENTER
'z
WATER METER/SERVICE
o • SANITARY CLEANOUT/SERVICE
SANITARY MANHOLE
o 00 FLARED END SECTION
LO
RISER STRUCTURE
0
I CATCH BASIN
z I YARD INLET
SCALE: 1 IN =30 FT
o0 W WATER LINE 30' 15' 0 30' 60'
SS SANITARY SEWER LINE
LU
STORM DRAIN LINE SCALE IN FEET
z HORIZONTAL
Q
LO
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 ``%jJ1111111", Susan Tart Property LLC
o `�,.�`�N CAR ENG7 SINGLE FAMILY SUBDIVISION
FESS��• T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m ti c� N F [phone] Fu ua Varina,NC 27526
wLo
:'ems 9 •v _ urr 2T 0 q y Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
in N STATUS = 026970 _ o�,T 919.602.2351
0 0 y CARO \ Contact: Zach Angle
FOR REVIEW ONLY ;moo1. F �. ENGINEERING PART/AL UTILITYPLANIV
M NOT FOR CONSTRUCTION -.,��Gq� NGINE�. NC LIC N0 P-0799 [e-mail]
o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=30'
,- 1 �zy C-3.4
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

ACCESS CRANE/HOIST(ALSO PROVIDE MANUAL ALUMINUM ACCESS DOOR
1" PE K SOFT ss�`' HAND CRANK FOR EMERGENCY OPERATIONS) (REF TO SEWER DETAIL SHEET)
WATER SERVICE - \ss ss-ss - 4" DIP VENT PIPE
_ W/BUG SCREEN GCFI PROTECTED WEATHERPROOF SWITCH
- ss ___+ - - MANHOL STEPS NOTE: 4" D.I.TEE WITH BLIND FLANGE ON TOP WEATHERPROOF 4'
MANHOLE STEPS NOT
/ 26+00 4" ECCENTRIC NON-LUBRICATED PLUG ALUMINUM ACCESS DOOR DUPLEX RECEPTACLE 4 WEATHERPROOF
FLORESCENT LIGHT o
/ FM- SHOWN IN PROFILE. VALVE W/CONC. SUPPORT (REF TO SEWER DETAIL SHEET) � 2/o SLOPE �
FM 4"QUICK CONNECT ASSEMBLY.
/
ALUMINUM ELEV- 144.00' �6"MIN. GRAVEL YARD �6" MIN. AUDIBLE AND VISIBLE ALARM SAFETY 0.25' cl
�B�,4o ACCESS HATCH a
/ SSMH#2A GRINDER a I BACK PANEL SHALL BE ' DISCONNEC
MANHOLE l l TI O " 3/16 ALUMINUM ® AUTOMATIC
4 SWING
-IIII_M III =1O 3.5'
/ MOUNT RAILS PER "' 1I11I a 1 5 MIN. CHECK VALVE - PUMP
TRANSFER
5 MH
0
MERCURY FLOAT SWITCH COMPLETED
/ 10 MAX. W/CONCRETE CONTROLS SWITCH
GRAVEL MANUFACTURER SSMH#2A (TYPICAL OF 4)
MODULAR SEAL PIPE SUPPORT a SUBGRADE
/
PROPOSED PUMP POWER CABLE DRIVE POWER CABLE (TYP.ALL WALL 4" PVC 4 GATE PRESSURE
� �� RIGHT OF WAY PROVIDE SEWAGE COMMINUTOR HIGH WATER ALARM OPENINGS) VALVE GAUGE BASE
/ SSMH#1 MUFFIN MONSTER 10K SERIES OR STAINLESS ELEV= 131.75' (TYP. OF 2)
/ TASK MASTER TM8500 GRINER STEEL CABLE NOTE: FLOAT IS SHOWN 1.5'
/ POWER TRANSFORMER SERIES OR APPROVED 4 ABOVE PIPE FOR CLARITY 2%SLOPE
/ (BY POWER COMPANY) / EQUIVALENT BUT IS ACTUALLY 1 FOOT Q f 2%SLOPE
/ 1 BELOW INVERT. 3"BALL CHECK VALVE 3.5'
3"SCH 80 PVC CONDUIT ROUTING
GROUT FILL
1" METER IN BOX 8" PVC PIPE INV OUT= INV . = PIPE SUPPORT, PER DRAIN PIPE TO
12'WIDE DOUBLE -- 132.84' 132.75' MANUFACTURERS WET WELL
GATES W/PAD LOCK / RECOMMENDATIONS CAST-AST C CAST-IN-PLACE R
z 1 RPZ IN HOT BOX INV IN= 133.34' 8"PVC PIPE PRE CAST CONCRETE FINISH GRADE
25' 4 FLANGED DIP DISCHARGE PIPE VALVE VAULT a a aFINISH GRADE
L - - ='=_ -- LAG PUMP ON (TYPICAL OF 2) o a °
ELEV= 131.25' STAINLESS STEEL 4" PLUG VALVE
W/VALVE BOX OII 1 1 1 1 1 1 _ 1 1 III-III- -i l -
LIFTING CHAIN 0111011 111111III111 1110
� LEAD PUMP ON IIIIIIIII a I II I II I II I II I II I II I I III I I I I1 I I I II I I, I I1 I 1101 I I�III I I
/ O
� SLOPE TO WET WELL ELEV= 131.00' 316 STAINLESS STEEL MECHANICAL JOINT PIPE I -1-1�11 '110 I�' 3.0'
w x x x x x x PUMP OFF PUMP GUIDE RAILS RESTRAINT BY EBAA(OR
4 ALL PANELS REQUIRED MAY NOT BE
HATCH NOTE: � a I I CONDUITS AS a III Q
- E UAL III °
Q
w ELEV- 129.00 ) - ° a
REFER TO NOTES ON JOINTS
R5 - SHOWN. CONTRACTOR TO COORDINATE °
GRINDER I 1 ALUMINUM ACCESS HATCH SHALL BE CONCRETE FILLER o NECESSARY �� 0.5
SIZED TO ALLOW INSTALLATION AND 6 DIAMETER PRE-CAST WET WELL 4 C900 PVC FORCE ELECTRICAL WITH PUMP SUPPLIER AND TOWN OF
X MANHOLE \ x REMOVAL OF GRINDER UNIT. (CONTINUOUS) ° a BASE&SECTIONS MAIN GROUND FUQUAY-VARINA 1.0'
8"THICK EXTENDED NOTES:
w WET WELL NOTE BOTTOM ELEV= 127.00' 1. ALL HORIZONTAL SUPPORTS SHALL BE STRUCTURAL STEEL PAINTED WITH A 2 COMPONENT HIGH BUILD EPDXY POLYAMIDE PAINT.
ALL WET WELLS SHALL BE INTERNALLY FACTORY LINED WITH ONE MONOLITHIC BASE T i=0== =III O O =III I - -
w 4"Q C900 PVC (8 FT IN DIAMETER). � I I II I11 I III I I1 I101 ' "' "' "' 'O' i O III I IO I O�- 4" DIP BY-PASS LINE 2. ELECTRICAL SERVICE FOR THIS STATION SHALL BE THREE PHASE.
X / x COAT R A PRIMER
SOLIDS,DEEPLY PENETRATING,DUAL-COMPONENT „- ALL HATCHES SHALL INCLUDE MESH 3. ALL ELECTRICAL SYSTEMS SHALL MEET OR EXCEED NATIONAL ELECTRICAL CODETANDARDS.
FORCE MAIN TOP ELEVATION = (NEC)( )
6 Q WET MINIMUM 6 #57
FREEZE PROOF ONE INTER PRIMER(.5 1.0 MILS DRY FILM THICKNESS,150 FT2/GAL), 127.00' WEBBING SAFETY NETS OR HALLIDAY 4. ALL EXPOSED ELECTRICAL WIRING SHALL BE HOUSED IN GALVANIZED STEEL CONDUITS.
WELL 4" PLUG YARD HYDRANT ONE INTERMEDIATE COAT OF A DUAL COMPONENT POLYUREA WASHED STONE COMPACTED SUBGRADE HATCH PROTECTIVE GRATING. 5. CONTROL EQUIPMENT FOR OPERATION SHALL BE IN A NEMA TYPE 3R WEATHER PROOF ENCLOSURE.
w j VALVE (50-100 MILS DRY FILM THICKNESS,50 FT2/GAL)AND ONE TOP COAT BOTTOM OF BASE INSTALL FITTINGS REQUIRED TO 6. ALL ELECTRICAL EQUIPMENT SHALL BE LOCKABLE.
w x I OF A65%SOLIDS,TWO-PART POLYUREA(7.5-10 MILS DRY FILM ELEVATION=126.33' TRANSITION FROM PUMP DISCHARGE LINE 7. PROVIDE POSITIVE THREE PHASE PROTECTION BY INSTALLATION OF TIMEMARK PHASE MONITOR. AN ALTERNATING RELAY SHALL BE PROVIDED TO
PUMP THICKNESS,125 FT2/GAL) ALL COATS SHALL BE APPLIED BY BRUSH, TO 4" DISCHARGE PIPE ALTERNATE PUMPS ON EACH SUCCESSIVE CYCLE. A NON-RESETTABLE ELAPSED TIME METER SHALL BE FURNISHED FOR EACH PUMP.
VALVE ( SPRAYS R ROLLER PO BY SEWOATINGS SHALL
BE DUD EQUAL (2)SUBMERSIBLE PUMP W/QUICK
STATION DISCONNECT FLANGES 4 WET WELL SECTION VIEW 8. ALL SWITCHES SHALL BE LABELED AND A COLOR CODED WIRING DIAGRAM PROVIDED TO TOWN OF FUQUAY-VARINA.
VAULT 0.17 AC 9. CONTACT TOWN OF FUQUAY-VARINA PUBLIC UTILITIES FOR SCADA EQUIPMENT REQUIREMENTS. SHEET DETAILS 160.01.01 &160.01.02 ON SHEET C7.3 FOR
X X 50' C-3.5 SCALE: N.T.S. ADDITIONAL DETAIL.
7 ELECTRICAL CONTROL PANEL
w
/ 4"CHECK EMERGENCY PUMP SCALE: N.T.S
VALVE CONNECTION MANHOLE C-3.5
X REFER TO PWC X SUBMERSIBLE PUMP STEPS POUR-IN-PLACE/PRE-CAST
w PROP. LED 4" PLUG DETAIL S.21 (TYPICAL OF 2) CONCRETE SLAB POUR-IN-PLACE/PRE-CAST
LIGHT w <� VALVE CONCRETE SLAB 12" L 12"
/ ALUMINUM ACCESS DOOR , - � � - - - Q � 12" NOTES:
"
8 1. LENGTH(L)AND WIDTH (W)OF SKID SHALL BE PER
(REF TO SEWER DETAIL SHEET) / MANUFACTURER.
X 45° PVC BEND SPAN WITH ONE ° ° ° ° °
/ W/T.B. (TYP.) PIPE SEGMENT 2. DETAIL IS PRELIMINARY. FINAL DIMENSIONS&
AUXILIARY � � \ 4"PVC
GENERATOR E X / I 4" PLUG VALVE a CONFIGURATION WILL BE DETERMINED BASED OF
4"C900 PVC W MANUFACTURER.
3 3 \ INFLUENT 3"PVC DRAIN FORCE MAIN a
SPI3. REFER TO POWER GENERATOR SPECIFICATIONS FOR
PIPE MORE INFORMATION.
x x x x x x_x_
x x x \ \ 4 PVC
MUFFIN MONSTER 4"SWING CHECK VALVE
°° 12"
ELECTRICAL CONTROL PANEL (REFER TO NOTES) WEATHERPROOF
ROUTE ELECTRICAL SERVICE W/CONCRETE PAD. (MIN.3'x20') \ / // I I
FROM TRANSFORMER TO PRESSURE GAUGE a PLAN VIEW ENCLOSURE
6'CHAIN LINK PUMP STATION PANEL _ _ L _ _ J EXHAUST - --
POUR-IN-PLACE/PRE-CAST GENERATOR -
-- -
-- SECURITYFENCE,TYP -- -- -- -- -- -- -- -- -- --- _
CONCRETE 4'x6'VALVE VAULT _
65'
3'x5'(MINIMUM)SINGLE LEAF 4"SWING CHECK7 3'x4'(MINIMUM)SINGLE LEAF I �_
ALUMINUM ACCESS HATCH L 4" DIP VENT PIPE VALVE ALUMINUM ACCESS HATCH
SCALE: 1 IN =10 FT ENLARGED VIEW W/BUG SCREEN (TYPICAL OF 2)
4"GATE VALVE AM-
10, 5' 0 10, 20' 6'DIAMETER PRE-CAST (TYPICAL OF 2)
PUMP STATION _
SCALE: 1"= 10' WET WELL 6 WET WELL PLAN VIEW
SCALE IN FEET �3.5 -
HORIZONTAL SCALE: N.T.S
J3.5 SKID h . -
* ry7
USE 3-WIRES WITH 45 DEGREE FUEL FUEL TANK
zo TYPE BARB ARMS TANK
� PUMP SPECIFICATIONS: 3 STRAND BARB WIRE CLASS 3 12'-0"
co
POWER GENERATOR SPECIFICATIONS: GALVANIZED ORALUMINIZED
1. THE GENERATORS SHALL BE SIZED TO SEQUENTIALLY START ALL PUMPS AND OPERATE ALL PUMPING STATION SHALL BE A DUPLEX SUBMERSIBLE PUMP CAPABLE OF HANDLING RAW, TOP RAIL
EQUIPMENT AT THE SITE.EQUIPMENT SEWAGE. PUMP MOTOR SHALL MEET THE U.L. REQUIREMENTS OF CLASS I,
w DIVISION I, GROUP D FOR HAZARDOUS LOCATIONS.
c�
Q 2. THE GENERATORS SHALL BE EQUIPPED WITH AN AUTOMATIC TRANSFER SWITCH TO START 3"CLR
w GENERATOR AND TRANSFER LOAD TO EMERGENCY IN CASE OF UTILITY UNDER-VOLTAGE, ENCLOSURE
M OVER VOLTAGE, POWER LOSS, PHASE REVERSAL, OR PHASE LOSS. THE PUMPING EQUIPMENT FOR THIS PUMP STATION SHALL BE INSTALLED PER THE 1%"O.D.PIPE FRAME SECTION VIEW
�; MANUFACTURERS RECOMMENDATIONS. DUPLEX SUBMERSIBLE PUMP SYSTEM SHALL BE FROM 3"CORNER i 2"LINE POST
W 3. THERE SHALL BE A DIESEL FUEL TANK WITH THE CAPACITY TO RUN THE GENERATOR A MINIMUM OF 24 ONE SOURCE TO INSURE COMPATIBILITY OF THE EQUIPMENT. PULL POST 3"CLR O _ _ _ _ _ _ _ _ _ _ _ 1 8"REINFORCED
HOURS WITH A 100%LOAD. FUEL TANKS SHALL BE UL LISTED DOUBLE WALL WITH LEAK DETECTION. III=1I I. 01I101I101I1I 01I1I1I1I1I1I1I1I1I1I1I1I1I10 CONCRETE PAD
ILL #5 REBAR AT 12" "' I III �' "' "'"' ��I1 1101 I IIII O ii i i �
w LOW FUEL AND LEAK DETECTION STATUS SHALL BE AVAILABLE BOTH AT THE SITE AND THROUGH THE MULTIPLE PUMPS MINIMUM OF 2 EACH CAPABLE OF PUMPING AT A RATE OF 2.5 TIMES THE PEAK = 11I _ - SECTION VIEW (MIN.3000 PSI)
= SCADA. ( ) _ CENTER RAIL O.C.E.W
S9 AVERAGE DAILY FLOW RATE WITH ANY ONE PUMP OUT OF SERVICE. PUMP-ON/PUMP-OFF q
W 4. AT TIME OF ACCEPTANCE OF OPERATION BY THE TOWN OF FUQUAY-VARINA, THE CONTRACTOR ELEVATIONS SHALL BESET SUCH THAT 2 8 PUMPING CYCLES PER HOUR MAY BE ACHIEVED IN � STRETCH BA MINIMUM 6"#57 9 GENERATOR DETAIL
SHALL BE RESPONSIBLE FOR TOPPING OFF THE FUEL TANK. THE PUMP STATION AT AVERAGE FLOW.THE ON/OFF ELEVATIONS MAY BE CONTROLLED BY WASHED STONE COMPACTED C-3.5 SCALE: N.T.S
5. THE GENERATORS SHALL BE EQUIPPED WITH A 304 STAINLESS STEEL(INCLUDING ALL INTERNAL FLOATS, ULTRASONIC OR RADAR SENSORS. IN NO CASE SHALL BUBBLER SYSTEMS BE ALLOWED. SUBGRADE
COMPONENTS), CRITICAL GRADE EXHAUST SILENCER.THE SILENCER SHALL BE EQUIPPED WITH A
RAIN CAP AND ALL CONNECTIONS, PIPES, NUTS, BOLTS, ETC.,WHICH SHALL BE 316 STAINLESS STEEL. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER TO PROVIDE THE PUBLIC N FINISHED GRADE
6. THERE SHALL BE DRY CONTACTS PROVIDED TO INDICATE ENGINE RUN, COMMON WORKS DEPARTMENT WITH 1 ADDITIONAL PUMP AT THEIR COST,TO BE STORED BY THE PUBLIC - OI IOI IOI IOI I' "- -'' III=III =III IIIIIII IO
I I I ° IIII I I1 I I���I I I���I 11= 11= ' ''O IOI I I1 I IL -1 I I I I I I III I II I IIII1 I I1 I IOI I I=
z 7. ENGINE FAIL, COMMON ENGINE WARNING,TRANSFER SWITCH POSITION, UTILITY POWER LOSS, LOW WORKS DEPARTMENT IN CASE OF EMERGENCY OR FAILURE OF ONE OF THE PRIMARY PUMPS OI I- TENSION WIRE -III DouBLE = IOI IT=
o FUEL LEVEL,AND FUEL TANK LEAK FOR REMOTE TELEMETRY PURPOSES. MORE ITEMS MAY ALSO BE LOCATED WITHIN THE PUMP STATION. o = - GATE 8"COMPACTED
z OT
REQUIRED BASED UPON THE SITE. HINGES Q ABC STONE
CONCRETE ENCASEMENT
a 8. THE TOWN OF FU UAY-VARINA SHALL BE FURNISHED WITH ONE COMPLETE SET OF SPARE AIR OIL A SPARE ROTATING ASSEMBLY CONSISTING OF IMPELLER, KEY, NUT,WASHER,AND MECHANICAL = o 0 00 o 0 0
Q (TYPICAL) 0 �0000 °Ob Oo00 Oo00 Oo00 Oo00
z AND FUEL FILTERS FOR THE GENERATOR.THE OWNER SHALL ALSO BE FURNISHED WITH ONE SET OF SEAL SHALL BE INCLUDED WITH EACH PUMP. PROVIDED THAT ALL PUMPS INSTALLED ARE _ a�°�O�a �oo����o�a �o�a�
1 II 4"GATE POST
NOTES: T - i_ O000 Ooco O000 O000 O000 O000 O
0 SPARE ACCESSORY BELTS. ROTATING IN THE SAME DIRECTIONS 1. DOUBLE GATE SHALL HAVE A LOCKING MECHANISM,DROP ROD,AND TRUSS ROD. NOTES:
9. THE TOWN OF FUQUAY-VARINA SHALL BE GIVEN THREE COPIES OF THE 0&M AND PARTS MANUALS 1 0 2. ALL FENCE COMPONENT MATERIALS SHALL BE EITHER HOT DIPPED GALVANIZED STEEL OR IRON. FENCE FABRIC SHALL BE ALUMINUM
z COATED.
o SPECIFIC FOR THE GENERATOR UNIT AND THE AUTOMATIC TRANSFER SWITCH. THE PUMPS MUST BE EQUIPPED AT A MINIMUM WITH DRY CONTACTS FOR SCADA PURPOSES 3. ALL FENCING SHALL BE PROVIDED WITH A BLACK VINYL COATED POLYESTER PRIVACY SCREEN ACROSS THE ENTIRE SURFACE AREA 1. AGGREGATE SURFACING SHALL CONFORM NCDOT COMPACTED SUBGRADE
10. THE AUTOMATIC TRANSFER SWITCH SHALL HAVE A DISCONNECT SWITCH ON THE UTILITY SERVICE INDICATING RUN TIME, O/L TRIPPED, PUMP BREAKER TRIPPED, PRIMING FAILURE,AND LAG PUMP OF THE FENCE INCLUDING GATES. STANDARDS FOR AGGREGATE BASE COURSE. (REFER TO NOTES)
in
m MAIN SIDE. START, FOR REMOTE TELEMETRY PURPOSES. 4. ALL CHAIN LINK FENCING AND POSTS SHALL BE VINYL COATED WITH BLACK UV RESISTANT VINYL. WOOVEN
W 2. PROOF ROLL, MOISTURE CONDITION TO 2%±OF
z 11. THE GENERATOR SET, CONTROLS,AND TRANSFER SWITCH SHALL BE FURNISHED BY A SINGLE OPTIMUM. RECOMPACT TO 100%MODIFIED PROCTOR FILTER FABRIC
o SUPPLIER.THE SUPPLIER SHALL BE THE AUTHORIZED DEALER OF THE ENGINE-GENERATOR SET PUMP MUST BE CAPABLE OF DELIVERING 100 GPM AT A TOTAL DYNAMIC HEAD OF 38
o MANUFACTURER AND SHALL BE FULLY QUALIFIED AND AUTHORIZED TO PROVIDE SERVICE AND PARTS FEET. PUMP DESIGNED BY ENGINEER IS HYDROMATIC HPGF/HPGFX-500, 5 HP MOTOR 2 SECURITY FENCE & GATE LOW R SOFT
PRIOR TO PAVING. ALL DEPRESSIONS AND 5 GRAVEL DRIVE AND YARD
w FOR THE ENGINE AND GENERATOR AT ANY TIME DURING THE DAY OR NIGHT.THE SUPPLIER MUST BE WITH 4-in IMPELLER. LOW OR SOFT AREAS SHALL BE FILLED WITH NCDOT
Q LOCATED WITHIN A 100-MILE RADIUS OF THE SITE. DESIGN SPEED= 1750 RPM, POWER= THREE PHASE(AS AVAILABLE)
C-3.5 SCALE: N.T.S ABC STONE AND RECOMPACTED. C_3 5 SCALE: N.T.S
LO
0 CONS
'►
N 1 20231129 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS N NCDEQ EC COMMENTS#1
0 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
%J111111111111, Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CAROB �i� ENG7 N
ES S T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
w Q = :Q� • y cJ U, F [phone] Fuquay-Varina,NC 27526 FU ua -Varina NC 27526
N o urrEST. 0 10 q y G OD WIN S UBDI VISION
N STATUS 026970 _ o�,T �� 919.602.2351
0 o FOR REVIEW ONLY p • ti CARS Contact: Zach Angle
0 M NOT FOR CONSTRUCTION %°�''FNcINEF:�'y� ENGINEERING NC LIC. NO. P-0799 [e-mail] ENLARGED PUMP STATION PLAN
9� •.....���
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE: ,��'s','''„�i�i,� „� C-3.5
N a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

GENERAL NOTES: LEGEND:
THE FOLLOWING NOTES ARE APPLICABLE TO GRADING&DRAINAGE SHEETS C-4.0 THRU C-4.4 6. RIM ELEVATION FOR YARD INLETS(YI) REFERS TO THE CENTER OF THE TOP OF GRATE. ® FLARED END SECTION
1. BEFORE YOU DIG, STOP. CALL THE NC ONE-CALL CENTER AT 1-800-632-4949. IT'S THE LAW. RIM ELEVATION OF MANHOLES(SDMH) REFERS TO THE CENTER OF THE TOP OF MANHOLE
EXISTING UTILITIES ARE SHOWN FROM THE BEST AVAILABLE INFORMATION AND ARE COVER. RIM ELEVATION OF CATCH BASINS(CB) REFERS TO THE CENTER, EDGE OF RISER STRUCTURE
APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THESE AND OTHER PAVEMENT GRATE ELEVATION. RIM OF CURB INLETS(CI) REFERS TO THE TOP OF SLAB, CATCH BASIN
UTILITIES BEFORE STARTING CONSTRUCTION. NOTIFY UTILITY LOCATING COMPANY(ONE EDGE OF PAVEMENT ELEVATION.
CALL @ 1-800-632-4949)OR INDIVIDUAL UTILITY OWNERS FOR UNDERGROUND LOCATIONS 7. CUT/FILL SLOPES SHALL BE GRADED AT A MAXIMUM OF 3H:1V UNLESS OTHERWISE 0 YARD INLET \
AT LEAST 48 HOURS IN ADVANCE. INDICATED. 0 YARD INLET(2'x2') DUNN ROAD,
PUBLIC US H
2. ALL UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY OR PUBLIC EASEMENTS SHALL BE 8. NO GRADING EQUIPMENT SHALL BE PERMITTED ON-SITE UNTIL A LAND DISTURBANCE 0 OPEN THROAT YARD INLET ` _R�GHT_OF-wAY '30 y
TO NCDOT STANDARDS AND SPECIFICATIONS. PERMIT HAS BEEN ISSUED BY NCDENR. \ \ =ABED)
3. ALL STORM DRAINAGE WITHIN THE RIGHT OF WAY SHALL BE PUBLIC.ALL STORM 9. THERE SHALL BE NO GRADING WITHIN THE WETLANDS OTHER THAN AS SHOWN ON PLANS. SPOT ELEVATION
DRAINAGE OUTSIDE THE RIGHT OF WAY SHALL BE PRIVATE. 10. ALL RIP-RAP IS TO BE INSTALLED WITH NON-WOVEN FILTER FABRIC BENEATH (MIRAFI 140N o
4.0% FLOW DIRECTION
4. STORM DRAINAGE PIPING SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. STORM OR APPROVED EQUAL).
DRAINAGE WITH LESS THAN 2'OF COVER MEASURED FROM SUBGRADE SHALL BE CLASS IV 11. WHERE PROPOSED EDGE OF PAVEMENT CONNECTS TO EXISTING, CONTRACTOR SHALL
RIP-RAP OUTLET PROTECTION E _
RCP. MATCH EXISTING ELEVATION AND CREATE A SMOOTH TRANSITION. —OHE `L TOW
5. PRIVATE UTILITIES POWER,TELEPHONE, NATURAL GAS, CABLE TV ARE NOT SHOWN ON STORM DRAIN LINE —� 0 GO W/ `-- —
( ) 12. MANHOLES, CLEANOUT,VALVES, METERS AND OTHER AT OR ABOVE GRADE k =� Id�WA R NAAf
THIS PLAN. THE CONTRACTOR SHALL COORDINATE THE INSTALLATION OF THOSE UTILITIES WHEN INSTALLING STORM DRAINAGE TO AVOID CONFLICTS. APPURTENANCES SHALL NOT BE INSTALLED IN SIDEWALKS AND SHALL NOT BE BURIED. 400— MAJOR CONTOUR j r - - — —
i
MINOR CONTOUR \� ��� I, �oHE
INTERMEDIATE CONTOUR �� — � —X� -�- k ,k x
20'PERIMETER BUFFER UTILIZING — -�`--k k k =4= k
\ EXISTING VEGETATION (TYP.ALL 156 \�i 60 157
PERIMETER BUFFERS) ��— �- - - 155 _ _ — 59 61 62
l _ o
k k I l k Y \ 157 O 63
( I I
k k k - -k k
-- k k k - --- - - -- -- �(k � I k �, 1 57 i
54 5 56 O 58
k � 52155
k
34 5 k k 1
k_ W WLU
W
_ I o
k k �i SS -SS SS Ss-
DRAINAGEI J j
� \ PROP.VARIABLE WIDTH PUBLIC _ � k k SS LJ }
EASEMENT
K 30 36 x i 50 �o -� _ I o
FL
PROP.VARIABLE WIDTH PUBLIC�� PROP.VARIABLE WIDTH PUBLIC Z �
ss - I / ` DRAINAGE EASEMENT DRAINAGE EASEMENT I W
108 '
�, / G U
k �, k 83 84 85 86
4 I \ \ 82 O O O 107 17 o
k I ` ` 15� W �5 154 �4jh - I
k \ 38 46 k k k x r ^ .,o ��� \ \ - - - - - -' - - - - - 1 I
�1 � k / k \ \ / \ \ / �55 09 PROP.20 PRIVATE rT
28 PROP.VARIABLE WIDTH PUBLIC d``''/ k k k k `� O l 80 \ .aF�� � DRAINAGE EASEMENT ---
DRAINAGE EASEMENT 1 k �%-- wj� —k k 4 / / O PROP.20 PRIVATE 155 155 Cl, I /
- y 0 k \ , DRAINAGE EASEMENT
k / \ 1r I
k k PROP.VARIABLE-WIDTH 91 90 89 88 87 \ I 158 '
39 k k 0 \ PUBLIC DRAINAGE I 110 /
\ 0 k k /k 43 I 11 —
\k i \ k 5 EASEMENT 155 `�
k\ 27 k k \ PROP.VARIABLE WIDTH 92 155 I b I
LO k O \ PUBLIC DRAINAGE _ O
k k ' �i� 5 ` \ EASEMENT PROP.VARIABLE
- k �/ 41 \ \ WIDTH PUBLIC
k / ` ,\�/
� - k � k � k 40 \\ \ � 72 DRAINAGE EASEMENT
k
k
�I 26 s k/ PROP.20'PRIVATE 68 �� I ss
k _ k DRAINAGE EASEMENT \N/ \ I \ I ( 112 PROP.20'PRIVATE II
20' PERIMETER k o k 145 6 \ I 73 �55 (� _ — — DRAINAGE EASEMENT
BUFFER k k
� I
k i OF J�LO S � I i � �JJ � i �
25 k FM ` \ PROP.20'PRIVATE 113 \
k 65 ` I~�~DRAINAGE EASEMENT /
z ` PROP.20'PUBLIC 1 ��� - ^ \ PROP.VARIABLE WIDTH _
Q DRAINAGE EASEMENT 64
- I PUBLIC DRAINAGE 115 \116
kl ' / �` ' 4 y EASEMENT I
z k i /k/ k \ 24 s PROPOSED 20'PRIVATE 77 \ Q 153
[>
I _ �158 \ '
_�� DRAINAGE EASEMENT �J f:>`':::<�
k kV k ��- 78 \ 1 3 1 102 101 100 — LUCAS STREET
o -_ - k / 105 104 —
Q ki ' k k \ i / ��k k 79 \ I I PAVED)—
�An W 3p'PUBLIC RIGHT OFF
� y
z k �V`V�k✓f ' o ��� PROPOSED 20'PRIVATE �� �F k k \ PROP.VARIABLE WIDTH Cl) 1 PROP.VARIABLE WIDTH PUBLIC sin —FM FM
�/ 154 154 DRAINAGE EASEMENT
DRAINAGE EASEMENT �� k k k PUBLIC DRAINAGE EASEMENT
/
M
lAl
�\ — — — \ \\ '/ �\ F FM FM F FM— M M F FM FM F FM T
� /%/ � '� � � \ � � �� S SS S S SS � SS SS SS
/k� //j ��� 135 \ 10'LANDSCAPE �srs `��Sp
w LU
//// \��� ��•-- — ---�) BUFFER
/ S �.. — - - - 155 o
LL
lily
"v
LU
c� I \\ \\\ > 21 L2O) O O O O O O C O O O O 157Z =19 1 7 16 15 14 13 12 / 11 I 10 9 8 7 g \
I k V , Mrt- :I VARIABLE WIDTH PRIVATE SCM \ \�
o J� J �
k III ACCESS&MAINTENANCE _ 13�13�13132— — — — — — — — \. /45 J \ 155 \ , Uco
Ik _ EASEMENT 37136-- - - - - - - - - - - J)
zo k 142143 k k k —k X k k k k j k � k k k C k k - k` �` k k k k k k k k - k k k k k k k k k X k k �X < - -
c� _ _ 141- k , _ —k x s� _�_x -
Q — =20'PERIMETER BUFFER UTNG 20'PERIMETER BUFFER UTILIZING
/ EXISTING VEGETATION (TYP.ALL \ C EXISTING VEGETATION(TYP.ALL _
_ PERIMETER BUFFERS) / l — � PERIMETER BUFFERS) — -Z
0 -
0
LO
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
W
z SCALE: 1 IN =60 FT
0 60' 30' 0 60' 120'
c?
w — — — — — —
—
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
" Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z ����.`N C A RQ� �i� � E N G 7
m .`��� .OFESS�N i�� J�� NF�� T [phone] 205 S.Fuquay Avenue
126 N. Ennis St.
. c� N F [phone] Fu ua Varina,NC 27526 G OD WIN S UED/VISION
N m =; 9 q Y
0urr
Q EST. p 10 Fuquay-Varina, NC 27526
w = o =� 919.602.2351
0 N STATUS 026970 _ �Tti Rom Contact: Zach Angle
0 o FOR REVIEW ONLY 1 o '•. cA 9
LU M '%��ji•'F!y..NEF;�`•'� 0 VERA L L GRA DING A ND DRA INA GE NA N
.. NOT FOR CONSTRUCTION q y, ENGINEERING [e-mail]
� , ,•� � `�. NC LIC N0 P-0799 zach.an le mail.com
oO DATE: FEBRUARY8,2023 HORZ.SCALE:1"=60' ��' ��e lilt ��
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 � C40
N d

LEGEND: w
Z � z_
J � Q
® FLARED END SECTION = o z
® RISER STRUCTURE V o
CATCH BASIN w
20' PERIMETER BUFFER UTILIZING 'f'i'f'❑❑'-'�'f'�'� YARD INLET S _ _
�a
EXISTING VEGETATION (TYP.ALL I] YARD INLET(2'x2')
I I PERIMETER BUFFERS) JU OPEN THROAT YARD INLET I
SW=295.40
I X FG=295.32 SPOT ELEVATION
X � _ _ - - � X \ FLOW DIRECTION I X
� X X X _ _ - - RIP-RAP OUTLET PROTECTION I
X �-� �- - - I _ X STORM DRAIN LINE I
\, 1 /
_ - - 147.56 `I I i � -400- MAJOR CONTOUR
X I \ \ ra33
• MINORCONTOUR- - - - - - - - - INTERMEDIATE CONTOURX147.88PAD=148.05 CB#148 _ /� -o 25 LF 15 RCP @ 1.02/0
\, o �( -
\ �V 1.50% _ - - PAD=147.50 `LQ
147.75 146.61 PROP.VARIABLE WIDTH PUBLIC I / i , �3
CB#149 DRAINAGE EASEMENT I - -
60 LF 15"CL IV RCP @ 0.50% 1 36 _ X�
\ \ � 112 LF 15"RCP @ 0.50% CB#187 / O �� _ �� \ ` � 150.95
'� 30 � CB#147 � 147.29 �� 7PAD= � �� 150.70 50- 146.76 _PAD-148.05 146.16 W W / � � PAD-15 8
� L8� /( � 4g II o I
X W 147.37 /
2 00 - I / o
I � +1.0� � L., PAD=151.8
-1.50%- _ _ '00 SS SS _x_
X- - - - p SS�S :% 150.22 I
X - 145.66 10 SS g - _ °�0 148.17 / 2 LF "RCP °146.79 STREET F _ 1p0 0
�4S � � � � � \ � � � � I 5 30 C @ 0.50/o
X 147.46
25 LF 15"CL IV RCP @ 0.49% \ �' \ CB#108
Soo
I 29 W
�' / CB#146
X �I PAD=147.05 / 37 I X , � � DBL CB#160 W
149.82
25 LF 18"CL IV RCP @ I 0.49% \ PAD=150.55 I O PROP.VARIABLE WIDTH PUBLIC / / / 15 S
° DRAINAGE EASEMENT X I / 25 LF 15"RCP 1.00%
1.50/o 149.38 +0
- _ _ cn
- - - - - 145.00 U / 56 LF 18"CL IV RCP @ 0.50% _ , , �\� / \ soo @` / SS
\i 146.12 38 � � , �� _ ���
�\ CB#145 /
DBL CB#144 N PAD14s.so 146+ �� �\ ��� \ 148.94 S k00
VV
/ I
�X PAD=14 80 150.29 \
�\ ) 148.82
II O ° �� - \i 4 � 149.78 CB#109 �
PAD=146.75 -3.57/o- _ _ - �\ _ �\ WTtC- - �$ / I
X D _
X I 148
° PROP.VARIABLE WIDTH 11
145.29 -1.50/o �\tk"� / / I �0 .39 CB#107 PUBLIC DRAINAGE EASEMENT
55 LF 30 RCP 0.50/o
_ @ � 46LF30 RCP @0.50%
� 1
PAD-149.10 a_ X- 145.37
146.47 ° �Vp5 148.20 x 148.70 ( �� 71
112 LF 24"CL IV RCP @ 0.50% 39 X X / / \ // 55 I J ` PAD=152.25 CB#110
147.7
\ PAD=146.80 X / 147.66 5 \ \ I I
5 PAD=151.20 1
! 0
X O N \\ \ \ V� \ r�5` 150.83 I
148.10
z o < / / 146.93 222 LF 36"RCP 1.14% 149.56 � _ -
�� DBL CB#159 147.18 @ .,7 _ _ 152.93
DBL CB#143 o / `° \ \� \ o
LU
z 145.82 � '� X/ 4,� �� •6po PAD- 50.15 _ _ �
152.21
Q o CB#186 146.23 0
of �� - \ X / / .� / \ 25 LF 15 RCP @ 1.00/o 148.70 I I
147.50 I
Q \ / / / / PAD=147.05 00 \ \ \ 7 I '
z Cl) 65 LF 24"CL IV RCP @ 0.49% �' / / /k✓ X 40 69 ��0 LO 72 I I
\, O 146.51 PAD=149.35 \
MATCHLIN \ 147.09 �N�\° �\ / / �°/
1 / 175.8715
w w w w w w w w w w w
REFER TO PARTIA PAD=146.50 o I oho \
Q 1 s 77 LF 18"RCP @ 0.50% \ ,n S 149.22 1/�00
GRADING&DRAINA 25 LF 15"RCP @ 0.50% 1 1
1
v \ " 0 146.90 CB#106
PLAN III 77 LF 18"RCP @ 0.500 o
® 24LF15 RCP@1.00%
X HDWL#201 ®®v )CB#142 / / 45.80 . I I 148.25 68 �I
I- - - -I - -
/\
15399 153.61
' 145.45w AD-147.40
I I 1
��p CB#158
w X I / �j ��� �/� / CB#157 I \
_ \ Xoo CB#185 X \ 116 LF 36"RCP @ 0.50% 's� 67 \ 148.02 I
`" 48 LF 24"CL IV RCP 0.500 PROP.20'PRIVATE 145 145.10 146.33 i I
20 BUFFER ER @ ��� / DRAINAGE EASEMENT / X
CB#156 W
/ / S \kp0 \ PAD=147.95 / 147.65 O PAD=154.25 1
o \ I
zo CB#141 Ss CB#105 154
o _ \
149.37
/i o 24 LF 15"RCP @ 0.50% 32 LF 15"RCP @ 1.05% SS/ 145.76 �o \ - ' 1\ \
146.84 65 LF 30 CL IV RCP @ 0.49/0 / \ _� 65 LF 36"RCP @ 0.50% \ 66 -
�\ II - / �j ,�\°/ // � i �co _ _SSA n+04� �FM CB#104 �\ / ��?'� �n 146.88 I 151.75 153.47 ' 153.09
67
z
Q
J
d
z
0
0
L7
m
L7
z SCALE: 1 IN =30 FT
0 30' 15' 0 30' 60'
c?
LU
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 ``%jJ1111111"�B
Susan Tart Property LLC
CARO '% ENG7� SINGLE FAMILY SUBDIVISION
FF T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m Q ti '•'L9 c� F [phone] Fuquay-Varina,NC 27526
N - urr EST p N 1 o Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
w o = = - 919.602.2351
o N STATUS = 026970 = ��r �`�
0 o FOR REVIEW ONLY ; o'•• h CARO Contact: Zach Angle
M '�,0� 'F!�61NEF�' ENGINEERING NC LIC. N0. P-0799 [e-mail] PA R T/A L GRA D/NG A ND DRA/NA GE PLA N/
NOT FOR CONSTRUCTION ,, q
o DATE: FEBRUARY 8,2023 HORZ.SCALE: =30' �''�i� C��e���0_ 7 C-4. 1
N a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

LEGEND:
1
® FLARED END SECTION
\ DUNN A
RISER STRUCTURE \ _ so PUBLIC
RO IcD US HW'30
CATCH BASIN
� \ \ - OFWgy(PA
VED)
YARD INLET
❑ YARD INLET(2'x2') \ \ \
0 OPEN THROAT YARD INLET -
SW=295.40 SPOT ELEVATION
FG=295.32
4.0% FLOW DIRECTION
X \ -
RIP-RAP OUTLET PROTECTION
If
�\ l - �' X XCD
STORM DRAIN LINE
�400- MAJOR CONTOUR �OHE
MINOR CONTOUR E INTERMEDIATE CONTOUR H�E ._ wNOHE -pH� GOD w= OHE _ lVVgTE
-OHE "AwINX
\ /
I _---
wX
-
/ AHD
w 20'PERIMETER BUFFER UTILIZING �A � �_ �_
� E
Z Q Q EXISTING VEGETATION(TYP.ALL �/ / ti OHE
J Q PERIMETER BUFFERS) \ �--�� -� _ ��-OHE
X
Or z - ,/ <
Q , X _
_Vr
56 60 CD 157 CDI
61 m -+
155_ 59 \I
_7
_ 154 157
I \ 152.68 153.30 153.90 154.50 155.10 155.70 156.30 156.90 157.50 Ip
I I I \ m I I
58
1 i
O - `o" o o PAD=156.80 PAD-157.60 PAD-157.
I PAD-154.70 PAD=155.25 o PAD=155.90 PAD=157.10 0
I \ ` 151.81 o PAD=153.60 PAD-154.15 0 0 !Lt o o
I / 52 o PAD=153.00 C) o � C)
\ O � PAD-152.60 - !� / I
p �
�\ X _ PAD=152.00 0o CB#164 25 LF 15"RCP @ 1.00% I
51 151.31 25 LF 15"RCP @ 1.00% DBL CB#165 DBL CB#121 25 LF 15"RCP @ / i I
\ I \ \ t
o
151.56 152.18 152.78 153.38 1 8 54.58 155.18 155.78 156.37
\ 151.12 W W W W W W W W W
\ / \ CB#188 _
I� / PAD=151.60 `rho STREET A
151.23 �\ I 150.69 - S S5 S �S- - 5S -ASS S& i SS o SS SS SS S8 SS S SS ASS - I
25 LF 15"RCP 1.00% 16+00 5+ 0 14+00 13+0 16 12+00 11+00 10t00
/ @ , S S
>, I o
151.55 SS �-- >
I
I 50 Do - - o -
/ 150.18 h� 0 151.60 152.20 152.80 153.40 CB#120 155.67 15L .. u_
/ \\ �s \�ko CB#115 CB#116 CB#117 /
0
o ' PAD=15 8 24 LF 15"RCP @ 1.00% / \ M I Z
? _ o ° 48 LF 18"RCP 0.60% \ °
80 LF 24 RCP @ 0.90/0 118 LF 18 RCP @ 0.90/0 112 LF 18"RCP @ 0.90% ! @ \ 48 LF 15 RCP @ 0.50/o Q
I CB#162 g 150.68
w
CB#114 I PROP.VARIABLE WIDTH PUBLIC o J J
�`` ` I U
PAD=153.55 PAD=154.20 PAD=154.70 DRAINAGE EASEMENT Cl) 156.05 1 M
I
1 PAD=1 .30 0 0 V
CB#118CB#161 15 95 LF 24"RCP L 108 PAD=157.35
o PAD=154.75 O o
@ 0.59% o PAD=156.25on.
_ � /
106
� 86 � 107 ` � o
z I @ o / PROP.VARIABLE WIDTH PUBLIC / 1 t�
Q koo 25 LF 15 RCP 1.00/o `
w 150.42 25 LF 15"RCP @ 1.00% DRAINAGE EASEMENT YI#123
- - n
z �W � SS 150. PAD=151.80 / CB#119 - - - - - - - - - - -- I - I
Cl
Q '` \ CB#113 x 1.4 % I 157.10
o p `soo \ $1 153.10 153.29 154 15188 154.49 °
/ \ o 151.65 / 57 LF 15 RCP @ 0.92/o h -1.50% I
o �� ��S \ o �h 155.31 - - - - - 156.08 - - - - - 155.27
Q -1� 7 98LF15"RCP@2.21% > o N - -
z +oo y 51 LF 30"RCP \ c j 0')
Q / @ 0.50% \ ` 119 LF 15"RCP @ 1.57% m l
� \ V PROP.20'PRIVATE /
Q 1 / CB#112 \ \ - - - - - - - - - - - - - - - - - - - - - - - _ I
I- DRAINAGE EASEMENT
\ \ 151.15 152.00 152.85 153.50 154.00
\ YI#163 x x / W � CB#122 109
1 PAD=152.00 \ 5 W
N 150. i� 154.52 155.85 15 �' PAD=157.00 1
o \ 155 15
/ 45 LF 30 RCP @ 0.50/o \ / I
U_ PROP.20'PRIVATE o -1.26% / I
w PROP.VARIABLE WIDTH \ N � - - - -
u, DRAINAGE EASEMENT / �, ° I
-1.50/o
;, PROP.VARIABLE WIDTH PUBLIC 156.08 156.85 156.17
= PUBLIC DRAINAGE EASEMENT � , � 0 0
"' DRAINAGE EASEMENT ✓ / 158 0
\CB#110 CB#111 91 90 89 / 88 87 / ' - - J I T CD
1 o o Lq
6) PAD-158.10 110
155 so / PAD=155.25 PAD-155.40 PAD=155.70 C/' 1I
U PAD=152.25 I / PAD=155.80 N / 0 o II
o
N
z 25 LF 30"RCP @ 0.50% CB#153 155.59 154.98 154.59 155.21 I
ov 122 LF 15"RCP @ 2.94% 155 o
cn I zi r PAD=155.70 o 0 0 155 0 \ I
Q 59 LF 15"RCP @ 0.50% o� o Lq Lq "' W 2.10%
z I CB#150 155.46 112 LF 15 RCP @ 0.50/o CB#154 23 LF 15"RCP @ 1.00% -1.50%
92 156.84 158.56 157.40
O s
o - - 24 LF 15"RCP 1.00% oo CB#152
o - _ 152.93 r @ 0 155.21 154.60 154.22 154.84
- 153.31 N / I
zo PROP.VARIABLE WIDTH PUBLIC 155.09
DRAINAGE EASEMENT o-,
25 LF 15"RCP @ 1.00% �� PAD=158.20 111 \
m _ SS SS SS SS SS i - I
110 LF 15"RCP @ 0.50% / i3+oo 12 00 11+00 10+00
OI II 1 I @ ss STREET E CB#155 _
z 50 LF 15"RCP 0.50% SCALE: 1 IN
in \ CB#166 I W W W W 156.80 30' 15' 0 30' 60'
w A -15 I _ - - -_ _ _2\3°i° _TC H LI N E
\. CB#168 GRADING NG&DRAINAGE SCALE IN FEET
155 -1.50% ER TO PARTIAL HORIZONTAL
Q I /`'S \ I 157.16 157.93
0
PLAN IV
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property LLC
'`,.�`` caRo�'%,� ENG7� SINGLE FAMILY SUBDIVISION
�0� ,•''ESJ�� FF� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m c N F [phone] Fu ua Varina,NC 27526
N ourr EST p 1 o q y 919.60Fuquay-Varina, NC 27526 G OD WIN S UEDI VISION
w = SAL = 919.602.2351
N STATUS = 026970 = ��r
0 o FOR REVIEW ONLY : o'.• ti CARD Contact: Zach Angle
M '�,0� 'F!�61NEF�' ENGINEERING NC LIC. NO. P-0799 [e-mail] PA R T/A L GRA D/NG A ND DRA/NA GE PLA IV l/
NOT FOR CONSTRUCTION ,, q
o DATE: FEBRUARY 8,2023 HORZ.SCALE: =30' �''� C��e�a- C42
a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

Ln oo / 146.93 149.56 _ - 152.93
� DBL CB#143 DBL CB#159 _ 153.31
k s�xoo \
145.82 dpo PAD- 50.15 152.21
\ g5 147.50
�Y// k \ 0 25 LF 15"RCP @ 1.00% \ 'per
J
c,> ° PAD=147.05 `� 69 e � �� I
MATCH IN
\ 147.09 65 LF 24 CL IV RCP @ 0.49/o �((LD X / �0/ 40 146.51 I PAD=149.35 \ \ \J
REFER TO PA TIAL �/ '� \ PAD=146.50 77 LF 18 s \ 149 22
s
`� Spo I o GRADING&DR INAGE I `n � 77 LF 18 RCP @ 0.50/o ��RCP @
PLAN I CB#142 I J 'x
% o 9 CB#106
x 26 / HDWL#201 ®® X \ CB#158 146.90 148.25 68 -
\ O 145.45 x ®®® CB#157 X 1� \ 145.80 / k / I 151.41 15' 153.61
AD=147.40 \ PAD=148.50 I \ I I 1 \
I / �o x / s\ 25LF15"RCP @0.50% /y,� x 1 I
_ _ I
x� 24 LF 15"RCP @ 1.00% \ 148.02 I I I
\ \o' �� / PROP.20'PRIVATE x \ 146.33 116 LF 36"RCP @ 0.50% so\ 67 I
48 LF 24 CL IV RCP @ 0.50/0 145 145.10
20' BUFFER ER ��� / J DRAINAGE EASEMENT
0
145.10 / SS CB#185 ( CB#156 / W S }O� �� \ PAD=147.95 / 14165 0 � - PAD=154.25
x CB#141
J _
o
ss CB#105 i 154
32 LF 15"RCP @ 1.05% / 145.76 's \ \ _ - 149.37 I \
ass���
146.84 65 LF 30"CL IV RCP @\ 0.49% T -
SS� + FM � \ �> � 146.32 146.88 i I 151L75 -\ - - -� 153.47 ' 15
263.09
I 25 HDWL#200 / I � FMB / c N i CB#104 65 LF 36"RCP @ 0.50% 147.06 \� /
PROP.20 PUBLIC
CB#140 \
145.65 \ 74 \
DRAINAGE EASEMENT X �, /
\ / CB#103 T 90 LF 36"RCP @ 0.50%
r � 24 LF 15"RCP 0.50% °
r RIP-RAP OUTLET PROTECTION / @ LF 36 RCP @ 0.50/o
I (EACH PIPE) ' °
C / / 25 LF 15 RCP @ 7.50/o \ \
NCDOT CLASS'B' RIP RAP 72 LF 36 CL IV RCP @ 2.47% �
„0 1 L=9',W1=5',W2=5', D=18", 25 LF 15"RCP @ 1.00% / -
0 D50=6", DMAX=9" ' I CB#102 / 151.10 152.87 152.49
x I SCM ACCESS s / \ 76 153
EASEMENT CB#169 PROPOSED 20'PRIVATE 77
, -
// DRAINAGE EASEMENT x
4PAD 145.00 ly 143.84
� �� °
\ 106 LF 36 RCP @ 0.50% i J \ / k � PAD=149.50 \
/ I�/ PROPOSED 20'PRIVATE \ 43.40
YI#171 79 147 32 \ 1 I 150.38
148.33 149.34 7- AD=14 .55
DRAINAGE EASEMENT ,� � LF 1 "RCP °x
i SDMH#101 F ° i .� , 30 5 C @ 0 50/o
110 LF 36 RCP @ 0.50/o i x ,� x PAD=153.50
48 LF 15 RCP 1.00/o
r 143 �'� i i I I I
��' 142�18 LF 48"RCP @ 0.50% i G!i CB#170 PAD=147.55 @ o
�C o o . .
j / �� _ -141 140 =139_ ` \ \ 47 LF 30� RCP @ 1.00% �24 LF 15"RCP_@ 0.50% 1 PROP.VARIABLE WIDTH PUBLIC
=13g�: 44.72 �� °2i - - I DRAINAGE EASEMENT
X / PAD-145.20 �S CB#126 s / x CB#172
///k � �o / ' - 137136 25 LF 15"RCP @ 1.00% 25 LF 15 RCP @ 11.41% CB#173 CB#174 it T
1�D 23
WlAl W W W W W W
/ �/ //�� �•� � � � �\\ •�\ 41 LF 48"RCP @ 1.00% ,' � � \
\ ° SS FM FM FM FM FM F FM F FM FM FM FM M
li / // \ FES#100 - \\ \ \ 39 LF 30 RCP @ 1.01/o i
/ � / / / / � \ � �o o � \= _ - _ 144.08 S6 S S SS SS SS SS S SS SS S S
/ y\ 22+00 ET B 21+00 0+00 19+00 �O
lk
-. .-.. - JJ ` 10'LANDSCAPE BUFFER 1
46
// // 1 144.93 0 144.56
;00000 /I x . // // � � 35 �� � � _ - - - - - - - � 44LF24"RCP
- - - - - __ PAD=145.65 ^•
/ � \ O \ 1.00% 145.11 146.03 0 04 148.05 149.07 150.08 151.09
- '--- - - - \ @ CB#129 159 LF 24 RCP 0.75/o CB#130
- - - -
// 22 i CB#128 59 LF 24"RCP 1.00% `\ @ l ° 25 LF 15"RCP @ 1.00% CB#131
O J @ o �` 0 197 LF 24 RCP @ 1.65/0 0 o
- ----
- - - - - I }
Lq
/ Lq
38 LF 24"RCP @ 0.50% //. / /j/ ( \ \ \ \ / PAD=146.00Lq \
FES#113 PAD=146.35 /
21 PAD 147.35 - 48.35 P =149.30 PAD=150.35 � PAD=151.35 PAD=152.35
\ I EE SHEET C 4.5 FOR \ \ �\ ,\ 19 18 � 17
RS#1A AD
TIONAL SCM DETAILS \ \ \ . \ \ 145.33 J r O O \ O
zCN
w / I x� �� VARIABLE WIDTH PRIVATE SCM ACCESS ) \\ \\�\ 145.70 146.16 14708 148.09 149.10 150.12 151.13 152.14
0 SCM ACCESS � I � &MAINTENANCE EASEMENT - - - - - - - - - - - - - - - - -
z EASEMENT / - - - - - - - - - - - - - - - - - - - - - - - - -133-132- - - - - - - - - - - - - - - - 1 \ // �
���\ i 35 134 \ 145
136 / /
Q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �`
- -
- - - - - - --- - - - - - - - -
lk
141 142 x
W w
- _ -_ _- 20'PERIMETER BUFFER UTILIZING_ / Z ¢ Q
EXISTING VEGETATION (TYP.ALL ( z
/ PERIMETER BUFFERS)
Uj
LL
-t. Q
w _ / \ - - � 1 QWzUj
LEGEND:
z
® FLARED END SECTION
o ® RISER STRUCTURE
CATCH BASIN
~ 'N'N'❑❑''�'�'� YARDINLET
z
o ❑e YARD INLET(2'x2')
Q 0 OPEN THROAT YARD INLET
S(V=295.40 SPOT ELEVATION
o FG=295.32
c�
z 4.0% FLOW DIRECTION
0
0
RIP-RAP OUTLET PROTECTION
m
C/) STORM DRAIN LINE
FT
o 400� MAJOR CONTOUR 30 15 OCALE: 1 IN =30 30 60
o MINOR CONTOUR
INTERMEDIATE CONTOUR SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
E N G 7 Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z \N.`N CA RQ�
OJ `Q�•' ESS �/�jii J�� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
LU c' N F [phone] Fu ua Varina,NC 27526
r1i co _'Q� urrEST. p 1 o q y Fuquay-Varina, NC 27526 G OD /� S UBD/�/S/O�
w A = 2 919.602.2351
N 026970 = °r ?
o STATUS 9
o FOR REVIEW ONLY : o = h CARD` Contact: Zach Angle
M 0�ji F!yGINF`4a� ENGINEERING NC LIC. N0. P-0799 [e-mail] PA R T/A L GRA DING A IVD DRA/NA GE PLA IV l/l
NOT FOR CONSTRUCTION
9
o DATE: FEBRUARY 8,2023 HORZ.SCALE: =30' ���'��� \
0_ 0s3 �zy C43
N i FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

PROP.VARIABLE WIDTH PUBLIC
CB#150 DRAINAGE EASEMENT CB#152 155.09
I
ss SS Ss ss $s
@ 13+00 12+00 11+00 10+00 I
1 50 LF 15"RCP 0.50% ss STRE T E
CB#166
CB#151 s w w w- w 156.80 t o MATCHLINE
� -2.03%
-� - - - - - - I REFER TO PARTIAL
25 LF 15"RCP s� CB#153 155 CB#155 CB#154 \ 157.16 1.50% 157.93 I I GRADING&DRAINAGE
@ 1.00% \oo 59 LF 15"RCP @ 0.50% o o I PLAN II
o sg 154.99 "' C) 23 LF 15"RCP @ 1.00%� o
153.99 153.61CD
24 LF 15"RCP @ 1.00% � -
ss X 112 LF 15 RCP
ass @ 0.50% 4.
�1 110 LF 15 RCP CB#168 155.56 154.93 154.60 155.31 112 I
1 7 O
@ 0.50% I I
PAD=155.75 PAD=158.10 I I I
PAD=155.95 PAD=155.85 PAD=155.60 PAD=155.60 N °
W 155.40 M o CB#183 120 LF 15 RCP @ 0.50/o YI#184
25 LF 15"RCP @ 0.50% I_
1 I
CB#167 @ ° 94 95 96 97 98 - - - - 2.s5/o I I I
25 LF 15 RCP 1.00/o °
1.50%
CB#182 156.72 157.49
155.90 I
j-. - - - - - - - - - - - - - -
PROP.20 PRIVATE
153.47 ' 153.09 � PAD=156.50 93 DRAINAGE EASEMENT I
15 50 LF 15"RCP @ 1.00%
coPAD=157.25 113 I
o PROP.20'PRIVATE o
-I- DRAINAGE EASEMENT
CB#181 II
� I I I I 157.80 I
- -
o - - 151.80 151.2 I 151.80 153.60 154.20 156.65 0 1.50%
156.84
zi
W � YI#180 I I �
LV - - - - 152.38 0 1.50% O 116 I I
156.09 157.25 156.80 115
co m I o `� PAD-158.25 �` I I
00 ° (n PROP.VARIABLE WIDTH PUBLIC
- - X - j-- v 82 LF 15 RCP @ 1.00% DRAINAGE EASEMENT
152.87 152.49 U) o I � N 155 CB#137
v1153. 3
153.46 I 0 154.01 154.61 155.19 25 LF 15"RCP @ 0.50%
153 83 126 LF 15"RCP @ 0.50% I 114 157.18 158
25 LF 15"RCP @ 1.00%
I {
103 I 102 101 100 99
48 LF 15"RCP @ 0.50% I S
CB#136 TREET
105 104 I -' I LUGAS
CB#175 I I I I 157.14 3p'PUBLIC RIGHT-OF-WAY(PAV
52 LF 18"RCP @ 0.50% N 156.76 W W I
48 LF 15"RCP � o„ CB#176 I I PAD=153.80 I PAD=154.25 PAD=154.85 PAD-155.40 CB#138 0 - - -
PAD=154.30 PAD=154.10 I o 0 0 0 o PAD=155.45 S W
8_128 LF 15 RCP o o S
@ 1.00% o o I Lt Lq FM M FM FM FM 1 g
154 "' LIC
@ 1.00% I I PROP.VARIABLE
RAINAGEWIDTH
EASEME EASEMENT / \ W F ss SS 11 0 I 10+ $
PROP VARIABLE WIDTH PUBLIC 154 I I M/ � I
DRAINAGE EASEMENT / CB7 A CB#17 8
r #17 25 LF 15"RCP 1.00%_25 LF 15"RCP @ 1.00% I CB#135 // '� FM Ss 12+Oo _
152.74 152.33 152.89 153.49 154.08 FM ss 157.19
W W W W- W W W W vv /
FM SS 13+Oo 156.33 I
M CB#114 FM FM F FM FM F F FM FM -FM FM FM FM FM FM FM 25 LF 15"RCP @ 0.84% o I
S S8 S SS BS SS S SS S SS SS SS ASS / o Lq
98+00 17+00 16+00 15+00 14+00
STREET B 155.73 CB#139 I
I
I I
155.13
�55
25 LF 18"RCP @ 0.50% s I I
151.09 152.10 152 73 152.42 152.25 152.79 153.39 153.98 154.56 s
141 LF 24"RCP @ 0.50% CB#133 CB#134 PAD=158.45
CB#131 93 LF 24"RCP @ 0.50% ° s PAD=158.45 I
277 LF 18 RCP @ 0.90% o \
25 LF 15"RCP o CB#132 0 o o o o O -+
0 0 L, L, o , O o
@ 1.00% "' Lq �? o \ \ PAD=157.76 2 X 1 CO o
I158.31 I [- j
I I I I I I I I �\ PAD=157.15 � O 157.46 W a
52.35 PAD=153.30 PAD=154.00 PAD=154.00 PAD=153.50 PAD=154.15 PAD=154.75 PAD=155.25 PAD=155.95 PAD=156.55
� 156.85
I 13 Z =
I 157 I W Or
U
U J
I 156.25 1 I S m
�G a_
T T T T T \ �G o
152.14 153.15 153.78 1541.47 1541.30 153.84 154.44 155.03 155.63
zLU
<oinf
- .� - - T - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - -� - � - - - - .� - \�- - - - -� - - - - - - - - - - - - - -
z
Q X X X X X X X X X X '� X X X X X X X X X
X � x X X X X X X X X X Xof
X X X
_' W -J LU - 20'PERIMETER BUFFER UTILIZING
Z z EXISTING VEGETATION (TYP.ALL
of
J Q = PERIMETER BUFFERS)
v = CL Q z
V�o
Q Boa
w
co LEGEND:
z
FLARED END SECTION
zo 0 RISER STRUCTURE
U
- CATCH BASIN
0 YARD INLET
z
o ® YARD INLET(2'x2')
Q OPEN THROAT YARD INLET
SW=295.40 SPOT ELEVATION
o FG=295.32
c�
z 4.0% FLOW DIRECTION
o
0
RIP-RAP OUTLET PROTECTION
m
STORM DRAIN LINE
z FT
o �400- MAJOR CONTOUR 30 15 OCALE: 1 IN =30 30 60
MINOR CONTOUR
INTERMEDIATE CONTOUR SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQSTORMWATERCOMMENTS#1 ``%jJ111111,,�� Susan Tart Property LLC
CAR ENG7/ SINGLE FAMILY SUBDIVISION
SS �A 'i J�� FF� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
03 < ti c3 N F [phone] Fu ua Varina,NC 27526
LU
�'Q 9 = urr EST p 10 q y Fuquay-Varina, NC 27526 G OD WIN S UEDIVISION
919.602.2351
o N STATUS = 026970 = ��p
0 o FOR REVIEW ONLY oo • F ti CARD Contact: Zach Angle
w o - �i ' .!)!GINEF. 'y,``,� ENGINEERING NC LIC. N0. P-0799 [e-mail] PART/AL GRADING AND DRAINAGEPLANIV
NOT FOR CONSTRUCTION
i,9�0
0LU
DATE: FEBRUARY 8,2023 HORZ.SCALE: 30 i,��,�ll .ry�7 y�[�
No FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 l /T/�i7 C44
a

/ % \
III
CO
SCM ACCESS RIP-RAP OUTLET PROTECTION- EASEMENT A NCDOT CLASS'B'RIP RAP .\ a_ STORM DRAINAGE TABLE
L=12',W1=6',W2=8', D=18",
D50=6", DMAX=9" \ \ \ \
RIM ELEV INV IN INV OUT 10'WIDE
INLET# TYPE EMERGENCY SPILLWAY. REFER TO TABLE ON THIS PRECAST RISER STRUCTURE BERM
(EOP) (FROM SIZE) (TO SIZE) REFER TO DETAIL ON THIS SHEET FOR WATER SURFACE
\ I I I = I FES#1 B p \ �' \ \ o SHEET ELEVATION AT DESIGN STORMS W/TRASH RACK-REFER TO
139 \ 1 DETAIL,THIS SHEET
\ I II I __ ___140__•_ \ 1A IRS 140.55 (�B 24,) ELEV 143.00
TW=143.50 141 - �'�� ----- ----------------------------------T r------------- /
142 38 LF 24 RCP @ 0.50/o\ ------ --------------------
o �o FOREBAY BERM �� 75'EMERGENCY SPILLWAY //i 3
BW=143.00 137.61
143 \ 1B FES 139.94
�� TOP ELEV= 139.00 I ,1
- (1A-24") �� ______ BOTTOM EL. 141.25 I 3 ///���
- RIP RAP EMERGENCY SPILLWAY % --r--------------- i/i //i
II NCDOT CLASS"B" RIP RAP FOREBAY WEIR BOTTOM ___a a a 1 /i/�i//i �! i/j SAND DIAPHRAGM REFER
��_�__�____ __�.__�__�__-___� TO DETAIL,THIS SHEET
TW=143.50 ` o - //// ELEV= 138.00
/ /i i
143 y/jv/j _. _._._. _. _.._.._.._.._.._.._.._.._.._.. .._........_.._.._.._.._.._........_.._.._.._.._.._........_.._.._.._.._.._........_.._.._.._.._.._.. /v/j/� y
BW=139.00 142 �///,,v 6'VEGETATED SHELF AT 6:1 MAX ������� �������
141 \ � ��i//�i 3 ������i -;������� REFER TO NOTES FOR
140 RS#1A A STORM DRAINAGE TABLE �i/i//i/ SLOPE. PERMANENT POOL TO BE ������ /;//�// EMBANKMENT COMPACTION
�j//j//j/�/j 1 CENTERED IN SHELF ���������
- - - - - - - - < CAST-IN-PLACE CONCRETE / / / / _ _ _ _ _ _ WQV TEMPORARY POOL ELEV= 139.30 /i/i
SPILLWAY-REFER TO RIM ELEV INV IN INV OUT �� � /�j/// FES#1B
- INLET# TYPE ROADWAY ,///////////// 3 /////
- ' DETAIL,THIS SHEET (EOP) (FROM-SIZE) (TO-SIZE) i///// // 3 /r/r
/////// ����� _ PERMANENT POOL ELEV= 138.00 24"RCP
_ V OPEN ix�i/x�i/��i
137.00 (0 RING JOINTS ASTM C443)
\ �o PACE 100 FES NONE. 141.50
101-48" %/ice/ice/i���/ice _ /� �/ ��/%/ice /
III - - - 4AC ( �� .... ................
- - - - ............./ // //// / �i��
xj/\//�j A j ........ / / /%/ ��%�// ��/%� %��j��%V�j��� ��A�/�\����//��!j�%D�y
/ \ c 137.19 %�� �i7�ii�A1
\ REFER TO SHEET C-4.6 101 SDMH NONE. 144.17 (102 36 ) 137.09 ��j/��j/�/� // / / / / / / y j ��i/� MAIN PERMANENT POOL
\ 137.19 (10048 ��� �������������x 2
\ FOR VEGETATED SHELF ► ) y //� //�//�//�//�//�//�, /� D D_'l�
\ \ TOP SEDIMENT ���/ /��/��/��������� �' EXIT i///// �� 2 1 / i/i/�i��
\ \ V PLANTINGS (124 48) //,
\ ELEV= 133.50 ELEV= 135.00
BOTTOM SEDIMENT \
o� \ 6'WIDE-6:1 VEGETATED SHELF' ELEV= 132.50 �j/j/�/ SEDIMENT STORAGE ELEV= 132.50
QIQ I \\ \ TOP ELEV.= 138.50 ��j// ... ..............................................
STORM WATER SURFACE ELEVATIONS j BOTTOM ELEV= 131.50 j// j CLAY LINER
�' \ V P.POOL ELEV= 138.00 �/
old I v v v BOTTOM ELEV.= 137.50 - 100 YEAR............................142.03 �� /ice /i / /i/i/ / /i/i/ / /i/i / /i/ice// (REFER TO NOTES)
3:1 SLOPE �.o \ \
Q'� A 25 YEAR_............................141.68 �i✓ice/ice/i✓ice/ice/i✓ice/ice/i✓ice/ice/i✓ice/ice/i✓ice/ice/i✓i!
I 1 =Q I \ \ \� \ COMPACTED SUBGRADE
U).= I \ \ �` 10 YEAR..............................141.22
2 YEAR...............................139.99
1 YEAR...............................139.60
I I \ \ \ 2 WET DETENTION BASIN - SECTION VIEW
JSCALE: N.T.S
3:1 SLOPE \
MSE RETAINING
WALL // / \\
I I �
I
CLASS"B" RIP-RAP LINED / / �\ \ 1 24" 24"
FOREBAY WEIR
/ / \ °
- I i FOREBAY BERM= 139.00
M I FOREBAY WEIR= 138.00 // �o : I I TOP OF DAM
I
ELEV= 143.00 °Q ° CREST LENGTH a ° a ° ° ° ° 3,000 PSI CONCRETE
SPILLWAY ° ° ° a ° ° a
ELEV- 141.25 ° ° ° ° °
M I / �� „ ° ° ° ° ° NO.5 REBAR @ 12"O.C. GENERAL NOTES:
SC M /' / / I I' II I1 I 12 TYP a ° a ° ° °
IA //./ / I III I :I I k BOTTOM 3"CLR Q ° ° ° Q ° • NO.3 STIRRUPS @ 12"O.C. 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NCDENR STANDARDS AND SPECIFICATIONS.
=I I �, I / / I I / ELEV- 138.75 2. CONTRACTOR SHALL COORDINATE ALL GRADING OPERATIONS WITH THE OWNERS GEOTECHNICAL
- I / I III II �I I 3"CLR NO.3 STIRRUPS @ 12"O.C. ENGINEER,AS APPROPRIATE.
I I M I MAIN POND- I I I ,� / N0.5 REBAR @ 12"O.C. 3. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL GRADES PRIOR TO THE START OF CONSTRUCTION.
PERMANENT POOL= 138.00 CO 4. MAXIMUM SLOPE OF BASIN IS 3:1
TEMPORARY POOL= 139.30 I � FOREBAY � ) I� / NOTES: o
TOP SEDIMENT ELEV= 133.50 5. ALL SIDE SLOPES, EMBANKMENTS AND SPILLWAYS SHALL BE COMPACTED TO A MINIMUM OF 95/o
TOP SEDIMENT ELEV= 132.50 / 1. CONCRETE DESIGN &CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST EDITION
I BOTT SEDIMENT ELEV= 132.50 STANDARD PROCTOR PER ASTM D-698.
BOTT. SEDIMENT ELEV= 131.50 2 I RIP-RAP OUTLET PROTECTION
I q , OF ACI SPECIFICATIONS. CONCRETE SHALL BE A MINIMUM OF 3,000 PSI WITH#3
C i I 2 I / / / NCDOT CLASS 1 RIP RAP Q STIRRUPS AT 12"O.C. 6. CONTROLLED FILL AS SPECIFIED BY THE ENGINEER IN THE DAM EMBANKMENT SHALL BE PLACED IN
L=32',W1=12',W2=15', D=24", 2 6-INCH LOOSE LAYERS(3-INCH LOOSE LAYERS WITHIN 3 FEET OF EITHER SIDE OF THE PRINCIPLE
D50=10", DMAX=17" 2. CONTRACTOR SHALL FINISH ALL CONCRETE SURFACES WITH BROOM. SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE)AND SHALL BE COMPACTED TO A DENSITY OF NO
M X r..... 3. REINFORCING SHALL BE ASTM 615, GR 60. SPLICE LENGTHS SHALL BE CLASS B. LESS THAN 95%OF STANDARD PROCTOR MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT OR
FES#100 WITHIN 2%± IN ACCORDANCE WITH ASTM D698.
o - I I I I I r/ `"' /// / 18 LF 48"RCP @ 0.50% 3 EMERGENCY SPILLWAY DETAIL 7. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT EXCEED
v I I ¢I� / / SCALE: N.T.S. o
w I I I I o I / / d / / / �45 5/o BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH(IN ANY DIRECTION)SHALL BE
REMOVED FROM THE FILL PRIOR TO COMPACTION.
II I �.Q I / SDMH#101 ANTI-VORTEX TRASH RACK 8. FILL MATERIAL PLACED AT DENSITIES LOWER THAN MINIMUM SPECIFIED DENSITIES OR AT MOISTURE
_ I III /1 / / �� ANCHORED TO RISER. CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED
II I I I CONTRACTOR TO SUBMIT SHOP REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
i J/ // DRAWINGS PRIOR TO 9. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM
I I / INSTALLATION.ANCHOR S. TOP OF DAM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LEVEL.
� I � / CONCRETE RISER IN 4 LOCATIONS.
TOP OF 10. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT
I i i /l BERM = 143.00 2'MIN. CONSTRUCTION AND THE PLACEMENT OF THE CONTROLLED FILL.
I I I �L- 11. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OR COMPRESSIBLE AND/OR UNSUITABLE SOILS. ALL
Q I (6)4"DIAMETER ORIFICE aao°❑°❑°❑°❑ 1 [E]o� �I 3'
= I I I I •' / aao❑❑❑❑❑❑❑❑❑❑❑❑❑❑� SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER
KNOCKOUTS a�❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑moo ,� „ AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BEAN ATTEMPT TO STABILIZE
I INV ELEV= 139.30 0❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑� CREST- 140.25 �' 24 RCP
I I I I TW=143.50 ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ - OUTLET ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE.
BW-143.00 4"PLUG 3 x DIA=6'** 12. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATIONS, FOUNDATION DEWATERING,AND ROCK
TW=143.50 / ° 60 DIAMETER MANHOLE
/ SET TOP OF PVC PLUG AT FOUNDATION PREPARATION MAYBE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER.
w I= BW=139.00 / ° PRE CAST MANHOLE ° STEPS,TYP
I I I /j/ / / I \ TEMPORARY POOL DRAW DOWN 13. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT
4"x4" PVC TEE FLOW THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURE.
LLU
U �� \ ORIFICE 24"GASKETTED 0-RING 3.75 3.75
= I I I I \ 14. EARTHWORK COMPACTION WITHIN 3-FT OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF
\ TEMPORARY POOL= 139.30 INV= 138.00 RCP OUTLET PIPE
\ �� \ - - - - - - - - - - - - - - HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF
z 4" PERFORATED PVC PROPELLED ROLLERS.
I \ J I \ INV= 137.80 WRAPPED IN FABRIC TO
DAYLIGHT 15. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
\\ _ PERMANENT POOL= 138_00 6" P 16. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST-IN-PLACE STRUCTURES UNTIL
o I i' '/ �/ I 144.7 =
1.5 x DIA=3' ADEQUATE CURING TIME HAS ELAPSED.
4" PERFORATED PVC ** 2'MIN. FROM TOP OF DAM 17. ALL RISER STRUCTURES, INCLUDING WEIR WALL TYPE STRUCTURES, SHALL BE REINFORCED CONCRETE.
z _ i \\ 12 ° ° ° ° ° ° ° FILL WITH LEAN CONCRETE WRAPPED IN FABRIC TO GOVERNS IF 3 x DIA. IS NOT FINE SAND FILTER BRICK/CONCRETE BLOCK AND MORTAR TYPE STRUCTURES WILL NOT BE ACCEPTED.
o0 I ./ /'`� SCM ACCESS ° AVALIABLE.
I a FROM INVERT OF OUTLET PIPE DAYLIGHT PER ASTM C33 18. ALL RISER STRUCTURES SHALL BE LOCATED SUCH THAT DIRECT ACCESS FROM THE DAM EMBANKMENT
z EASEMENT �I ° a °° ° TO MANHOLE EXTENDED BASE NOTES: CAN BE ACHIEVED.
z \ I I i /' \ / 2 - ° n ° ° ° ° ° ° ° ° 19. RISER STRUCTURES WITH MULTIPLE BARREL SECTIONS SHALL HAVE GASKETTED JOINTS,AND EACH
in TW=143.50 TW=143.50 I �;� ° BOTTOM= 135.80 1. CONTRACTOR SHALL INSTALL FILTER DIAPHRAGM ON DAM SECTION SHALL BE BOLTED TO ADJACENT SECTIONS WITH STAINLESS STEEL STRAPS. STEEL STRAPS
o0 I- BW-139.00 BW=139.00 \ I LOT TOP OF SEDIMENT a ° ° a ° OUTLET PIPE. SHALL BE MINIMUM 4"WIDE, 1/4"THICK, STRAP CENTERED ON JOINT WITH MINIMUM 2"OVERLAP. ATTACH
_ 144.93 \ ELEVATION= 133.50 STRAP TO BARREL SECTIONS WITH (2) 1/2" HEXBOLTS EMBEDDED IN STRUCTURE 3 INCHES. EPDXY
DRILL 3"Q OPENING STANDARD 2. COORDINATE WITH ENGINEER ON APPROVED MATERIALS BOLTS INTO STRUCTURE.
W \ I I IN 4" PLUG MANHOLE BASE AND INSTALLATION TECHNIQUES PRIOR TO INSTALLATION.
I/ 20. CLAY LINER SHALL BE A MINIMUM 8 INCHES THICK. CLAY LINER SHALL BE INSTALLED AT A DEPTH
m / SUFFICIENT ENOUGH SUCH THAT IT DOES NOT IMPEDE THE GROWTH OF VEGETATION OR CAN BE
BOTTOM OF POND PENETRATED BY ROOTS OF VEGETATION.THIS DEPTH SHALL BE A MINIMUM OF 12" BELOW THE BOTTOM
z \ I- SCALE: 1 IN=20 FT - ELEV-132.50 - - 5 CONCRETE RISER DETAIL 4 SAND DIAPHRAGM
20' 10' 0 20' 40' OF THE WETLAND. CLAY LINER SHALL LIMIT INFILTRATION RATE TO 0.01 IN/HR. CLAY LINER SHALL BE
g WET POND - PLAN VIEW CJ4.5SCALE: N.T.S. C-4.5 SCALE: N.T.S. INSTALLED UP TO PERMANENT POOL ELEVATION THROUGHOUT BMP.ALTERNATIVE LINERS MAYBE
C-4.5 SCALE: 1"=20' SCALE IN FEET ACCEPTABLE IF APPROVED BY ENGINEER OF RECORD.
z
HORIZONTAL
Q
v
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�i Susan Tart Property LLC
o ,,, � caRo ENG7� SINGLE FAMILY SUBDIVISION
m 0�4SEAl
� J� F� T [phone] 205 S.Fuquay Avenue126 N. Ennis St.
w Q 9' 9 c N F [phone] Fuquay-Varina,NC 27526 G OD 1�1//l V S UBD/I//S/O/VN o EST. Q 1 o Fuquay-Varina, NC 27526< - - o =�
u r
in N STATUS ; 026970 _ �T 919.602.2351
0 0 - - y CARO \ Contact: Zach Angle
FOR RUJLEVIEW ONLY :moo F �. �� ENGINEERING STORMWA TER CONTROL MEASURE PLAN & SECTION
M NOT FOR CONSTRUCTION ',, 2 NCINEF. y, NC LIC. NO. P-0799 [e-mail]•...
LU DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=20' �� ,,������s ����
a o
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 C4.5
No_

SCM LANDSCAPE NOTES:
- - - - - 1. WET POND PLANTINGS SHALL CONTAIN A MINIMUM OF 3 DIVERSE SPECIES OF
SHALLOW WATER AND SHALLOW LAND HERBACEOUS VEGETATION ON THE
\ \ \ G VEGETATED SHELF. MINIMUM 50 PLANTS PER 200 SF OF VEGETATED SHELF AREA.
\ III I = I 139_ \ o \ \ \ o SEE TABLE THIS SHEET FOR LIST OF APPROVED PLANTS.WETLAND SEED MIX IS
NOT AN ACCEPTABLE SUBSTITUTE FOR PLANTINGS. WETLAND SEED MIX MAYBE
_140_ - \ \ \ \ l \ USED WITH IN POOL.
\ I 2. SHALLOW WATER PLANTS SHALL BE PLANTED WITHIN AREA OF VEGETATED SHELF
SUBMERGED 6 INCH IN THE PERMANENT POOL. SHALLOW LAND PLANTS SHALL BE
PLANTED WITHIN AREA OF VEGETATED SHELF UN-SUBMERGED IN THE
PERMANENT POOL.
I 3 \ \ 3. PLANTS SHALL BE OF AT LEAST 4 CUBIC INCH CONTAINER SIZE.
1 ��\ 4. SPACING OF PLANTINGS SHALL BE 24"TO 36"ON CENTERS.
5. IF TREES AND SHRUBS ARE PLANTED FOR AESTHETICS PER OWNER'S REQUEST,
° \ THEY SHALL BE OUTSIDE OF THE POND AND SELECTED TO MAXIMIZE SHADING. NO
TREES SHALL BE PLANTED WITHIN THE EMBANKMENT OF THE POND.
OPEN 6. ALL POND SLOPES AND DAMS SHALL BE SODDED WITH NON-CLUMPING, WARM
\ I \ SEASON GRASS.
PACE
— — — — — \ AC\ z 7. THE SOIL MIX MUST BE UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR
13 OTHER SIMILAR MATERIAL GREATER THAN 2 INCHES IN DIAMETER.
\ \ G \ \ 8. THE PH SHOULD BE BETWEEN 4.5 AND 7.0. IF THE PH FALLS OUTSIDE OF THIS
RANGE, IT MAY BE MODIFIED WITH LIME TO INCREASE THE PH OR IRON SULFATE
AND SULFUR TO LOWER THE PH.THE LIME OR IRON SULFATE MUST BE MIXED
\\\\ \ \ UNIFORMLY INTO THE SOIL PRIOR TO USE.
9. TOPSOIL CAN BE NATIVE IF STOCKPILED ON-SITE SOILS OR IMPORTED TO THE SITE
AREAS OUTSIDE OF THE PERMANENT POOL SHALL BE FROM OTHER LOCATIONS. PROVIDE SOIL ANALYSIS FOR ALL TOPSOIL TO BE USED
VEGETATED WITH NON-CLUMPING TURF GRASS- WITHIN A BMP FACILITY.
PERENNIAL GRASSES SUCH AS HYBRID BERMUDA OR
!p CENTIPEDE ARE RECOMMENDED. ENGINEER
6'WIDE VEGETATED SHELF. PLANT NUMBER \\\ \ RECOMMENDS SOD HOWEVER SEEDING IS ACCEPTABLE
OF PLANTS PER QUANTITIES TABLE. REFER I \ PROVIDED THE SEED IS PROPERLY INSTALLED WITH_ I I TO NOTES&APPROVED PLANTS LIST FOR \\\\ �Zo PROTECTIVE MEASURES TO ENSURE GERMINATION SHALLOW WATER PLANT LIST
I- I TYPE OF PLANTS TO BE USED \ \
BOTANICAL NAME COMMON NAME
II
HERBACEOUS PLANTS
ACORUS SUBCORDATUM SWEETFLAG
ALISMA SUBCORDATUM WATER PLANTAIN
\\ HYDROLEA QUADRIVALVIS WATERPOD
IRIS VIRGINICA BLUE FLAG IRIS
JUNCUS EFFUSUS VAR. PYLAEI OR SOLUTUS SOFT RUSH
LUDWIGIA SPP. PRIMROSE WILLOW
PELTANDRA VIRGINICA ARROW ARUM
- I I PONTEDERIA CORDATA PICKERELWEED
SAGITTARIA LATIFOLIA DUCK POTATO
SAGITTARIA LANCIFOLIA BULLTONGUE
SAURURUS CERNUUS LIZARD'S TAIL
SCHOENOPLECTUS TABERNAEMONTANI SOFT STEM BULRUSH
SCHOENOPLECTUS AMERICANUS THREE-SQUARE BULRUSH
SCHOENOPLECTUS PUNGENS VAR. PUNGENS
SCIRPUS CYPERINUS WOOLGRASS
ZIZANIOPSIS MILIACEA GIANT CUTGRASS
M I I /��' / / I ► /
//� III SHALLOW LAND PLANT LIST
M I i I I 1 i I I I I k BOTANICAL NAME COMMON NAME
I / HERBACEOUS PLANTS
1 I I I 11 ,� ASCLEPIAS INCARNATA SWAMP MILKWEED
r,I I I I 1 CAREX TENERA QUILL SEDGE
1 1 I �n 11 II I / / CID CHELONE GLABRA WHITE TURTLEHEAD
EUPATORIADELPHUS DUBIUS DWARF JOE PYE WEED
/ Cl) EUPATORIADELPHUS FISTULOSUS JOE PYE WEED
EUPATORIADELPHUS MACULATUS SPOTTED TRUMPETWEED
1 1 1 I I Cl- HIBISCUS COCCINEUS SCARLET ROSE MALLOW I I 1 1 1 1 1 I IHIBISCUS LAEVIS HALBERDLEAF ROSEMALLOW
KOSTELETZKYA VIRGINICA SEASHORE MALLOW
LOBELIA CARDINALIS CARDINAL FLOWER
F / LOBELIA ELONGATA LONGLEAF LOBELIA
I 11 11 /1 LOBELIA SIPHILITICA GREAT BLUE LOBELIA
RHYNCHOSPORA COLORATA STARRUSH WHITETOP
SDMHs 101 SACCHARUM BALDWINII NARROW PLUMEGRASS
I
J
� I II 11
z I I I 1 1 1 1 PLANTING QUANTITIES
► = I I I 1 I i / / _ _ SHELF AREA PLANTS REQUIRED
4,366 SF 1,092 PLANTS
I R
► I I I I /i,// 2 **MINIMUM 50 PLANTS PER 200 SF OF VEGETATED SHELF AREA-
C -
I /
J _ 1 I /�/� �i/ �f SDMHi!124
w ► I I— — — / \ LEGEND:
Uj
z ► I I J�� 9 tk /I I \ \ VEGETATED SHELF
I r \ PLANTINGS
SLOPE STABILIZATION
► _ I / II / \\ E= (CENTIPEDE)
2
I
o ► II
o I I LOT
0
m
SCALE: 1 IN=20 FT
WET POND - PLAN VIEW 20' 10, 0 20' 40'
C-4.6 SCALE: 1"=20'
LU SCALE IN FEET
z
HORIZONTAL
Q
v
0
N REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER:N CO/VSTRUCT/0/V DRAW/IVGS
1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property LLC
CARo�''%, ENG7� SINGLE FAMILY SUBDIVISION
SS ��i J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
LU m o SO N• EST. Q 0 F [phone] Fuquay-Varina,NC 27526 Fuquay-Varina, NC 27526
w - SEAL = urr
919.602.2351 G OD WIN S UBD/VISION
o N STATUS = 026970 _ r �`�
0 0 FOR REVIEW ONLY - - ti CARD Contact: Zach Angle
a
� M % � F!t!GINEF`�' ENGINEERING SCM PLANTING PLAN
w o NOT FOR CONSTRUCTION -,�'�q�D Q� `�� NC LIC. NO. P-0799 [e-mail]
o DATE: FEBRUARY 8,2023 HORZ.SCALE: =20' �'���si C
d ~O „J111! 3 7 zaz C40
.. J FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N d

STORM DRAINAGE TABLE STORM DRAINAGE TABLE STORM DRAINAGE TABLE STORM DRAINAGE TABLE STORM DRAINAGE TABLE LINE TABLE LINE TABLE
INLET# TYPE ROADWAY RIM ELEV INV IN INV OUT INLET# TYPE ROADWAY RIM ELEV INV IN INV OUT INLET# TYPE ROADWAY RIM ELEV INV IN INV OUT INLET# TYPE ROADWAY RIM ELEV INV IN INV OUT INLET# TYPE ROADWAY RIM ELEV INV IN INV OUT NAME ROADWAY LENGTH DIRECTION BEGIN END NAME ROADWAY LENGTH DIRECTION BEGIN END
(EOP) (FROM-SIZE) (TO-SIZE) (EOP) (FROM-SIZE) (TO-SIZE) (EOP) (FROM-SIZE) (TO-SIZE) (EOP) (FROM-SIZE) (TO-SIZE) (EOP) (FROM-SIZE) (TO-SIZE) STATION STATION STATION STATION
137.00 149.34 149.24 139.70 142.79 147.86 L1 STREET A 592.08' N31°23'46"E 10+00.00 15+92.08 L18 STREET F 208.76' S28°00'15"W 10+00.00 12+08.76
100 FES NONE. 141.50 (101-48") 120 CB STREET A 154.35 (121-15") (119-15") (141-30") 139.60 160 DBL CB STREET A 148.74 (107-15") 180 YI NONE. 151.75 (179-15")
140 CB STREETA 143.91 L2 STREET 81.14' N1°35'35"W 17+07.24 17+88.38 L19 STREET F 25.00' N61°59'45"W 12+08.76 12+33.76
140.59 (102-36")
137.19 149.59 (185-15") 144.39 150.60 150.50
(102-36") 137.09 121 DBL CB STREETA 154.35 (120-15") 161 CB STREETA 149.88 (112-15") 181 CB STREET C 155.74 (182-15") (136-15") L3 STREETA 84.81' N22°42'01"E 18+73.18 19+57.99
101 SDMH NONE. 144.17 137.19 (100-48") 140.12 140.02
141 CB STREET A 144.51 L4 STREET A 179.66' N5°02'06"W 20+54.80 22+34.46
(124-48 ) 122 CB STREET C 154.84 149.63 149.53 (142-24) (140-30 ) 162 CB STREET A 149.53 144.76 182 CB STREET C 156.24 151.20 151.10
(123-15") (119-15") (113-15") (183-15") (181-15") L5 STREET 68.19' N19°34'01"E 24+49.15 25+17.34
137.82 140.36
(140-36") 123 YI NONE. 155.50 151.50 142 CB STREET A 144.97 (143-24") 140.36 163 YI 146.67 151.42 151.32 L6 STREET A 274.07' S61°59'45"E 28+43.77 31+17.84
137.82 137.72 (122-15") 141.35 (141-24") ??? 150.67 183 CB STREET C 156.24(113-15") (184-15") (182-15")
102 CB STREETA 143.60 (156-15") (101-36") (186-15")
137.82 124 SDMH NONE. 143.53 137.70 137.60 164 CB STREET A 151.12 146.24 184 YI NONE. 155.75 152.02 CURVE TABLE
(103-36") (125-36") (101-48")
143 DBL CB STREET 145.34 140.78 140.68 (115-15") (183-15")
(144-24") (142-24")
138.24 138.14 138.35 147.41 140.71 NAME ROADWAY RADIUS ARC CHORD CHORD BEGIN END
103 CB STREET A 143.85 (104-36") (102-36") (126-30") 138.25 141.44 141.34 165 DBL CB STREET A 152.31 (116-15") 185 CB STREET A 143.91 (140-15") LENGTH LENGTH DIRECTION STATION STATION
125 CB STREET B 142.92 139.56 (124-36") 144 DBL CB STREET 144.51 (145-18") (143-24")
C1 STREET 200.00' 115.15' 113.57' N14°54'05"E 15+92.08 17+07.24
138.79 (169-15") 148.20 141.47
(105-36") 138.69 141.66 141.56 166 CB STREET D 153.04 (150-15") 186 CB STREET 144.97 (142-15") C2 STREET A 200.00' 84.80' 84.17' N10°33'13"E 17+88.38 18+73.18
104 CB STREETA 144.73 140.12 (103-36") 138.92 145 CB STREETA 144.51 (146-18„) (144-18)
(158-15") (127-30") 138.82 148.50 142.82 C3 STREET A 200.00' 96.81' 95.87' N8°49'58"E 19+57.99 20+54.80
126 CB STREET B 143.23 139.90 (125-30") 142.04 141.94 167 CB STREET E 153.34 (151-15") 187 CB STREET F 146.28 (147-15")
139.22 139.12 (170-15") 146 CB STREET F 145.16 (147-15") (145-18") C4 STREET A 500.00' 214.69' 213.04' N7°15'57"E 22+34.46 24+49.15
105 CB STREETA 145.36 (106-36") (104-36") 42 23 149. 145.
139.41 139.31 142.26 168 CB STREET E 154.64 (15223 188 CB STREET A 150.26 (11442 C5 STREET A 190.00' 326.43' 287.74' N68°47'08"E 25+17.34 28+43.77
139.90 127 CB STREET B 143.58 (128-24") (126-30") (187-15") 142.16
106 CB STREET A 146.50 (107-36") 139.80 147 CB STREET F 145.16 142.26 (146-15„) 169 CB STREET B 142.92 139.81
(148-15)141.23 (105-36") 139.95 139.85
128 CB STREET B 143.99 (125-15 ) LINE TABLE
(159-15") (129-24") (127-24")
148 CB STREET 146.01 142.66 142.56 170 CB STREET B 143.23 140.12 140.02 STORM DRAINAGE TABLE BEGIN END
142.54 140.54 (149-15") (147-15") (171-15") (126-15") NAME ROADWAY LENGTH DIRECTION
STATION STATION
107 CB STREET A 148.75 (108-30") 142.44 129 CB STREET B 144.55 (130-24") 140.54 INLET# TYPE RIM ELEV INV IN INV OUT
142.54 (106-36") 140.90 (128-24") 142.91 140.27
(160-15") (172-15") 149 CB STREETA 146.01 (148-15") 171 YI NONE. 143.50 (170-15") (EOP) (FROM-SIZE) (TO-SIZE) L7 STREET B 126.40' N31°23'46"E 10+00.00 11+26.40
137.50 L8 STREET B 130.20' N16°34'04"E 11+91.10 13+21.31
142.91 142.81 141.80 147.49 141.15 (201-18")
108 CB STREET A 149.33 172 CB STREET B 144.55 200 HDWL 139.71 L9 STREET B 828.48' N31°22'31"E 13+85.92 22+14.40
(109-30 ) (107-30 ) (131-24)„ 141.73 (151-15) 147.39 (129-15 ) 137.50
141. 0
130 CB STREET B 147.10 8 150 CB STREET D 153.03
143.27 143.17 (173 (129 24) .9 (111-15") (201-18") L10 STREET B 61.98' S70°25'59"E 24+19.11 24+81.09
(1665")
144.60
109 CB STREET 149.85 (110-30") (108-30") 173 CB STREET B 147.10 (130-15") 137.88
145.14 148.25 (200-18")
143.60 143.50 (174-15") 145.04 (167-15") 147.74 145.49 145.39 201 HDWL 140.09 137.88 CURVE TABLE
110 CB STREET D 150.63 (111-30") (109-30") 131 CB STREET B 150.43 145.14 (130-24") 151 CB STREET E 153.35 147.84 (150-15") 174 CB STREET B 150.43 (175-15") (131-15")
(200-18")
(132-24") (152-15") ARC CHORD CHORD BEGIN END
143.82 146.07 145.97 NAME ROADWAY RADIUS
175 CB STREET D 151.34 LENGTH LENGTH DIRECTION STATION STATION
111 CB STREET D 150.63 (112-30") 143.72 145.70 148.49 (176-15") (174-15")
143.82 (110-30") (177-15") 145.60 (153-15") 148.39 C6 STREET B 250.00' 64.70' 64.52' N23°58'55"E 11+26.40 11+91.10
(150-15") 132 CB STREET B 151.96 145.70 (131-24") 152 CB STREET E 154.64 148.99 (151-15") 146.32
176 CB STREET D 151.34 STORM DRAINAGE TABLE
(133-24") (168-15") (175-15") C7 STREET B 250.00' 64.61' 64.43' N23°58'17"E 13+21.31 13+85.92
144.15 ELE
V EV INV IN INV OUT C8 STREET B 150.00' 204.71' 189.19' N70°28'16"E 22+14.40 24+19.11
(113-30") 144.05 146.50 148.89 148.79 145.95 INLET# TYPE EL (FROM SIZE) (INV SIZE)
112 CB STREETA 149.87 144.15 (111-30") (134-18") 146.40 153 CB STREET D 154.73 (154-15") (152-15") 177 CB STREET B 151.96 (132-15")
133 CB STREET B 151.73
(161-15 ) 146.50 (132-24)
137.80
154 CB STREET E 153.73 178 CB STREET B 151.73 1A IRS 140.55 (16-24") LINE TABLE
(178-15") 149.55 149.45
144.51 (155-15") (153-15") (179-15") (133-15")
00(114-24") 149.10 149. BEGIN END
14424 144.41 134 CB STREET B 154.27 (135 18") (13300 149.78 147.23 147.13 137.61 NAME ROADWAY LENGTH DIRECTION
113 CB STREET A 149.52 155 CB STREET E 153.73 179 CB STREET B 151.83 1 B FES 139.94 (1A-24") STATION STATION
(162-15") (112-30") (154-15") (180-15") (178-15")
144.51 135 CB STREET B 154.28 149.32 149.22 L11 STREET C 383.87' N58°36'14"W 10+00.00 13+83.87
(163-15") (136-18") (134-18") 140.74 139.66
156 CB STREET 143.60 (157-15") (102-15")
L12 STREET C 69.69' N73°25'56"W 14+48.57 15+18.26
145.17 149.68
114 CB STREET A 150.27 (115-24") 145.07 136 CB STREET C 154.94 (137-15") 149.58 157 CB NONE. 144.11 141.07
145.17 (113-24")
149.68 (135-18") (156-15") CURVE TABLE
(188-15") (181-15")
158 CB STREET A 144.73 140.36 ARC CHORD CHORD BEGIN END
145.99 149.90 149.80 (104-15") NAME ROADWAY RADIUS
137 CB STREET C 154.94 LENGTH LENGTH DIRECTION STATION STATION
115 CB STREET A 151.12 (116-18") 145.89 (138-15") (136-15")
145.99 (114-24") 159 DBL CB STREET A 146.50 141.48 C9 STREET C 250.00' 64.70' 64.52' N66°01'05"W 13+83.87 14+48.57
(164-15") 138 CB STREET B 155.26 150.24 150.14 (106-15")
(139-15") (137-15")
147.16
116 CB STREET A 152.31 (117-18") 147.06 139 CB STREET B 155.26 150.45 LINE TABLE
147.16 (115-18") (138-15")
(165-15") NAME ROADWAY LENGTH DIRECTION BEGIN END
STATION STATION
c� 148.27 148.17 L13 STREET D 124.09' N70°57'29"W 10+00.00 11+24.09
0 117 CB STREETA 153.43
w (118-18") (116-18")
J
m
< 148.66 148.56 + 14+30.87
118 CB STREET C 154.11 (119 15") (117 18")
w
in
149.00
CURVE TABLE
(1
w 119 CB STREET C 154.11 149.01 1(148-15") ARC CHORD CHORD BEGIN END
(122-15") NAME ROADWAY RADIUS LENGTH LENGTH DIRECTION STATION STATION
LU
w
LU
C10 STREET D 350.00' 75.34' 75.19' N64°47'29"W 11+24.09 11+99.43
c�
z
LINE TABLE
z
o NAME ROADWAY LENGTH DIRECTION BEGIN END
STATION STATION
0 L15 STREET E 282.58' N31°23'46"E 10+00.00 12+82.58
U
Q L16 STREET E 57.46' N6°25'24"E 13+47.96 14+05.42
J
d
z L17 STREET E 26.09' N31°22'31"E 14+70.74 14+96.83
0
0
c�
0 CURVE TABLE
m ARC CHORD CHORD BEGIN END
NAME ROADWAY RADIUS LENGTH LENGTH DIRECTION STATION STATION
z
o C11 STREET E 150.00' 65.38' 64.86' N18°54'35"E 12+82.58 13+47.96
c?
LU C12 STREET E 150.00' 65.32' 64.81' N18°53'57"E 14+05.42 14+70.74
J
z
Q
117
V
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
"" Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z N �ARo� ENG7
����� .•''ES ��-i� J�P NFF� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q �:Q til• 9 v N F [phone] Fuquay-Varina,NC27526 FU Ua Varina NC 27526
N N EST. 0 10 q y G OD WIN S UBDI VISION
w _ _ 2 919.602.2351
N STATUS 026970 o�Ty ?
Contact: Zach An le
0 o FOR REVIEW ONLY : a • cA 9
M NOT FOR CONSTRUCTION ' °tiq FNc)NEED y� ENGINEERING NC LIC. NO. P-0799 [e-mail]
LUM ,, �o �� DESIGN TABLES
0 DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S ' � CV�
a FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 � C-44. 7
N d

h
_ 154
—
+ - - - - - - - - - - - - CB#118 I I I rill (
I I I I \ \
�— F I F 25 LF 15"RCP @ 1.00% U \
III
85 I WI82VARIABLE WIDTH PUBLIC I II I I 120 LF 8"PVC @ 0.63%
VARIABLE WIDTH PUBLIC 118 LF 18"RCP @ 0.90% I I DRAINAGE EASEMENT I
w _ V,
/ — � 11 11 I I L - - '
MCLEAN STREET I I::. I L — — ` — — L - — DRAINAGE EASEMENT 48 LF 18"RCP @ 0.60% 112 LF 18"RCP @ 0.90% - 80 LF 24"RCP @ 0.90% CB#114
/ 48 LF 15"RCP @ 0.50%
PR POSED 8 C900
/ P C WATER MAIN CB#120 CB#117 CB#116 CB#115 ��k�° �o
T
0000
I
10:00 11+00 12+00 ASS 1 +00 0 14+00 1 + 16+00 \ \
STA: 10+06.50 ® s s o s
8"TEE w/TB ` STREET A
(3)8"GV M M M M M M M SSMH#12 \
N STA: 16+89.54
I r \
C)I 25 LF 15 RCP @ 1.00/o FHA 13+52.35 25 LF 15 RCP @ 1.00/o CB#164 i \
p SSMH#15 ° ° 7 " ° SSMH#13 76 LF 8'IPVC 0.70%
--STA: 10+61.21 252 LF 8 PVC @ 1.10% SSMH#14 155 STA: 16+13.14 @
I� - - - - F - - - - � — DBLCB#121 — � - -STA: 13+13.13 - - — - - - — � 1 ° \ \\
— DBL CB#165 r
° I I I 25 LF 15 RCP @ 1.00/o
I I 300 LF 8 PVC @ 0.92/o \ rj
I I I I I I STA: 12+96.63 I 3/4 WATER METER I I I I \ \ \\ \ C
\ I I I I I 8"TEE w/TB &SERVICE,TYP.
I � � I I I I V 53
I I I I I i (2)8 GV I I 58 I i 57 I 56 I I 55 I I 54 11 11 \\ \
4"SANITARY SEWER -
I I I I — J
157 I I C/0&SERVICE,TYP- J L - - —
d6i 1. _ _ 154
63 62 I I I L
STREET A PLAN VIEW
1 STA: 10+00-17+00
C-5.1 .1 SCALE: 1"=40'
170 170
Q
165 165
Q O2 � G
p o �
p co LO
+ - - rn -
ti
O M LE) LE)
N O v
Cfl CO CO ~ z z
160 U Q z z 0 N Q 160
Q O0 w w z
co CO EXISTING GROUND O N
STREET A STA: 13+13.13 N
000 8"TEE w/TB STREET C STA: 10+00 v
�ELEV: 154.11(1)8"GVFINISHED GRADE o z Q o
0
`
155 155
FHA PROPOSED 8"C900
° PVC WATER MAIN
48 LF 15" RCP @ 0.50% 48 LF 18"RCP
@ 0.60%
8"TEE At TB I I 42" MIN,TYP
150 (1)8°GV
rl
150
w I 112 L 18"RCP @ .90°
0 24" MIN
VC 1 0 11 LF 18" CP o
Q
Q
24"MIN °
a 25LF15" R P@1.00%
145 �° 24" MIN 145
w
w
C _
0o v r—
o
Ll? N N CQO
co
LU
140 O F- z m > .. 140
w zz
= m .. 0 > Q » cov
co
Z_
N 00 � � a0
co
V V ll
a. � Z Z 6e Ix N
Lo
O z U U) z : O
135 — 135
z
c —
z
0
U
67
Z
Q
J
d
Z
0 130 130
z V V I� ti CO 00 N N Cfj Lo O O O O 6) C 6) 01 6) �= 6) m ti CO 00 O O
0 M co I� ti M co �- O O O O O O O O) O O 07 O V V O O Lr) -
I� ti CO CO CO CO CO CO CO CO CO CO CO CO Lo U) U) l!') Uf Uf �' V �' V i
Lo Lo LO Lo Lo Lo Lo Lo W) Lo W) Lo W) Lo W) Lo W) Lo Lo Lo 4
03
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 Uj
STREET A PROFILE VIEW SCALE: 1 IN =40 FT
w 2 STA: 10+00-17+00 40' 20' 0 40' 80' U'
J 0
C-5.1 .1 SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
0
HORIZONTAL VERTICAL
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 ���jJ1iiri11iii
CARO
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
`��� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m < ' c� N F [phone] Fu uay-Varina,NC 27526
N77
M l 9 EST. Q 10 q Fuquay-Varina, NC 27526 G OD 1�1//lV S UBD/I//S/O/V w - S AL = 919.602.2351
N STATUS = 026970 = r �`�
0 o FOR REVIEW ONLY : o .• ti CARD Contact: Zach Angle
C) M NOT FOR CONSTRUCTION �'.,���Lq�FN�I NE���y E N G I N E E R I N G
o L ��� NC LIC N0 P-0799 [e-mail] STREET A PLAN AND PROFILE 1
UJ
0 DATE. FEBRUARY 8,2023 HORZ.SCALE:1 40 ��,����isi C1
0- 0
i FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 �'1200f C-5. 1. 1

CB#111 � �- - - - -
_ _
n VARIABLE WIDTH PUBLIC / , f — — — _
\ DRAINAGE EASEMENT
,PROP. PRIVATE
DRAINAGE E2S�lEPdT r 4 5 LF 30"RCP @ 0.50% 41 / g 68 66 65
E -� °
25 LF 30 RCP @ 0.50%
CB#112 3/4"WATER METER I� I / I /I� I I
4 80LF24 RCP @0.90% li_ - - - / / — J
— -� 51 LF 30"RCP @ 0.50% CB#110 / 1 \ &SERVICE,TYP. / I I —65 LF 36"RCP @ 0.50%
CB#113 SSMH#11 I I� 116 LF 36"RCP @ 0.50% I
STA: 18+09.22 46 LF 30 RCP @ 0.50% / I 4"SANITARY SEWER _ J CB#105 CB#104
95 LF 24"'RCP @ 0.59% I / C/O&SERVICE,TYP.
J
CB#114 / / 70 CB#106
T
CB#109 52 LF 30"RCP @ 0.50%
18+ 150 C2 o CB#108 55 LF 30"RCP @ 0.50% 222 LF 36"RCP @ 1.14% 2 C4 2
17+00 s / CB#107
2 5
50
M 150 43 s M M
M 2 s.� EET p' M SSMH#7
2 STA:22+56.93 102 LF 8"PVC
^4, CB#162 M DBL CB#159 \ / @ 1 88%
SSMH#12 3 25 LF 15"RCP @ 1.00%
STA: 16+89.54 CB#161 STA: 18+75.91 M 224 LF 8"PVC @ 0.50% I -1 — —
120 LF 8 PVC- —► _
I � 8"TEE w/TB SSMH#9 M ' �/ O ,h V CB#158
@ 0.63% I I M / STA:21+52.01 �p1 _ ' 99 LF 8"PVC 0 50% r
/ CB#188 I I I I / (2)8 GV STA: 19+76.79 SSMH#8 FHA _ I @ SSMH#6
25 LF 15"RCP @ 1.00% I 3 I SSMH#10 116 LF 8"PVC @ 0.Wl STA:20+33.22 - 1 I I I STA:23+56.401 ° /
i
/ 25 LF 15 RCP @ 1.00% 50 / STA: 18+60.41- / DBL CB#160 15 r 24 LF 15 RCP @ 1.00/o
/ 57 LF 8"PVC ° �
/ 76 LF 8"PVC @ 0.70% I STA: 17+95.41 I 51 LF 8"PVC @ 0.50% / -I — — I @ 0.50/o
FHAI
1241 F 15"RCP / 49 / / 25 LF 15"RCP @ 1.00% I /
J I
51
.l�
STREET A PLAN VIEW
1 STA: 17+00-24+00
�1 .2SCALE: 1"=40'
HIGH PT STA: 18+61.78
HIGH PT ELEV: 150.34
165 PVI STA: 18+60.00 165
PVI ELE : 15).50
LO PT TA: 17+ 2.49 zaiF= I VC: 0.0
LOW PT ELE : 14).75 CD co 0 0
8 O N
2
P I E EV: 49.44 + � o o
K 37. 6 > >
160UJ
" d:jJ I J 160
o �
Lo
+ + ti
0
Cl I
o COC() oz
oQ > o
z Q
Ui
wN N � co
155 155
ti
Q STREET A STA: 18+60.41 ti ti Q
~ STREET D STA: 10+00 + ti o
z ELEV: 150.35 z Q
Q > z (DID
FHA ~ M 00 00
z_ PROPOSED 8"C900 0
150 1' 3% PVC WATER MAIN +FINISHED GRADE ` 150
CO
N
8"TEE w/TB EXISTING GROUND Q > o :?. -�;;; _- i
25F
F 30"RCP @ 0.50% (1)8"GV z Q >
0
52 LF 30" RCP @ 0.50% 1. 0%
42"MI N, TYP
" o FHA
145 145
w °
J
U_ 24" MIN 24" MIN
RC @ 0
0
20 L $" �/C o 46 LF 30" RCP @ 0.50% .14
Q 1 L 8" V 0. 00 24" MIN
Q 51 LF 30" CP @ 0.50% 50/o
5 LF 36 CP p 00/
Q 140 57 F 8" V o 24' MIN 40
w 45 LF 30" RCP @ 0.50% N o 24 F 8,PV 5 0
w
00
N N 0 99 F 8' PV 5 0
v co
W m O Z Z N
v v ,r n z z Q
LU 135 — — ~ O _ �* z 135
Q � zz 1 0 Cr. F- U) o z z o
- -
C0 ~ Z Z � Z .. + V N co
00 O Z
O ~ - - CD P
O
O z Q > >
0CD D
-
130 130
00 >
z —
0
U
67
Q
d
Z_
0 125 125
O N N N N M co r— M 00 CO CO �C� l!') CO C.0 6) pF O C) 00 00 M 00
O M 00 ti M M CO CO M M M M M M N N N N N N L(� O� �T' V M ao
L � L0 � L0 � W) � LOLo its LOLO � � �vv v �vv v co v v 4'
7
m
z 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00
w
0 STREET A PROFILE VIEW SCALE: 1 IN =40 FT
w 2 STA: 17+00-24+00 40' 20' 0 40' 80' U'
J 0
C-5.1 .2 SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
HORIZONTAL VERTICAL
0
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
0 �,. -\N CARo ENG7
`� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m < Q N F [phone] Fu uay-Varina,NC 27526
N _'e 9urr EST. Q 10 q Fuquay-Varina, NC 27526 G OD 1�1//lV S UBD/I//S/O/V w = AL _ o =� 919.602.2351
o N STATUS = 026970 _ �T �`
0 o FOR REVIEW ONLY : o .UJO • ti CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,���Lq�FNCINV. ENGINEERING
��� NC LIC N0 P-0799 [e-mail] STREET A PLAN AND PROFILE 11
UJ DATE. FEBRUARY 8,2023 HORZ.SCALE.1 40 �,,���������v��
N FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 7 �� C-5. 1.2

1 +I I A\\\\\\\ ) 11 ' A '
\\ I 77 LF 18"RCP @ 0.50% 48 LF 24"CL IV RCP @ 0.50% /
PROP. 20'PRIVATE 1' -�� 11 1 ��rn i / 65 LF 24"CL IV RCP
DRAINAGE EASEMENT I 77 LF 18"RCP @ 0.50% J 78 LF 8"PVC @ 1.44%� ` J @ 0.49%
6650L430"CL IV RCP CB#142 / 73 LF 8"PVC @ 0.50%
25LF15"RCP
HDWL#200 ° DBL CB#143 3/4"WATER METER
CB#141 @ 0.50/o 11 &SERVICE,TYP.
71 LF 8"PVC @ 2.00% 4 o
SANITARY SEWER /
CB#140 z�+oo _ _ C/O&SERVICE,TYP. /
\\
SSMH#3 C5 S
STA:26+13.75 M 112 LF 24"CL IV RCP @ 0.50%
ss 29 /
SST A 25 LF 18"CL IV RCP @ 0.49% i
72 LF 36"CL IV RCP @ 2.47% \ +
\ o SSMH#28 SSMH#29 145 s ' SSMH#31
x STA:26+84.90 STA:27+63.92 DBL CB#144 ,STA:29+68.19
V CB#102 1 ���� � _ 30
CB#185 24 LF 15"RCP @ 0.50% �C SSMH#30 �9%0
61 LF 8"PVC' i CB#186 STA:28+36.87 STA:29+84.69
\ SSMH#4 ° \ HDWL#201 1 . 8"TEE w/TB /
\STA:25+52.51 @ 0.50/o i I °I I PROPOSED 8"C9106­ (2)8"GV i
25 LF 15 RCP @ 7.50/o �' i
64L F 36 /o RCP @ 0.50 PVC WATER MAIN
° � CB#156 + \ ' + / CB#145 99 LF 8"PVC @ 2.00% /
\ � 131 LF 8 PVC /�� o � z� /
32 LF 15"RCP @ 1.05% ° / STA:29+24.79 moo s 60 LF 15 CL IV RCP @ 0.50% /
PROPOSED/4"C900 @ 0.67/0 +
PVC FORCE MAIN � GCB#157 : � \ + \� /• / FHA � ��5 s xo CB#149
//56 LF 18 CL IV RCP @ 0.50% 8 \
CB#103 �, \ PROP. 20 PRIVATE /
j DRAINAGE EASEMENT PROPOSED VARIABLE WIDTH 25 LF 15"RCP @ 1.021//(
r� r 24+00 CB#146 PUBLIC DRAINAGE EASEMENT �{
I
94 LF 8"PVC @ 0.92% � IiVi
25 LF 15"CL IV RCP _ SSMH#32
0
Z7p + /I @ 0.49/0 �� - CB#148 \3 STA:30+67.64
24 8�
STA:24+87.81 + o
3�
45 M FHA / �\ + PROPOSED VARIABLE WIDTH �8
SSMH#5 CB#147 PUBLIC DRAINAGE EASEMENT
90 LF 36"RCP STA:24+42.03 STA:24+58.51
@ 0.50% 8"TEE w/TB - 32 \1
/(2)8 GV 40 TEMPORARY
30+99.27 BLOW
/ 24 LF 15"RCP @ 1.00% OFF ASSEMBLY L
STREET A PLAN VIEW
1
B#104 CB#158 STA: 24+00-31+18 f
/ 102 LF 8"PVC @ 81 8% - 1 3 SCALE: 1"=40'
165 165
LO PT TA:25+E 5.18
P I ST :2 +65. 0
P JI EL EV: 143.z 5 HIGH PT TA:27+ 4.91 = Q
160 K HIGH PT ELE : 145.56 Cu CO ;;T 160
LV : 150.00 I
O rn --
0 0 0 o P IE EV: 45.74 0 � � 0 O D
rn+ + K 35. 9 o m coo coo
v v vLo Lo N (0 (70 co
N > N > Q Q O
U J F- J O 0') O
o w w FILL VOID BETWEEN PIPES WITH 500 cD v cD v LL Q z z o
155 U) v PSI QUICK SETTING EXCAVATABLE 00 w w 155
C14 > d C� > L W T STA: 2 +11. 1 w w z O ti
6, FLOWABLE FILL TO 3-FT ON EITHER w o �� w � � - o �
o"'o v cz - - SIDE OF CROSSING OF(2) 18" RCP > w > w U) � o
°+° L� Lo � AND 30"CLASS IV RCP PIPES
v v Ln
CV Cv rn rn ti o Q PVI ELE 14 .49 w w
Qa O z Z F- C� Co co co Co LC)
U) > � CV r` ti o
m co zt-
Q _ O
150 ww z z z M _ Q > o � � O m O N "_' 150
wwla) ccLO z + SO v coo v a O w
Oo 0 0 '� - N z + + STREET A STA:29+68.19 >
ri v ri - D N > N > STREET F STA: 10+00 -
STREET A STA:24+58.51 z Q > O w w ELEV: 145.25
STREET B STA: 10+00 z > FINISHED EXISTING-
.
w w w
- � zz_
ELEV: 144.51GRADE GROUND o
z > 56 LF 18"CL IV RCP �.5 /0 NNNNNNNNNNI
145 FHA 64 LF 36" R0 72 LF 36"CL IV RCP % -00"NN. @ 0.50% NNNNNNNI
@ 0.50/o @ 2.47% 60 LF 15"CL IV RCP @ 0.50 0 145
w 65 LF 30"CL IV RCP 48 LF 24"CL IV RCP @ 0.50% 42" MIN,TYP
of 1 4�
@ 0.49% 18" MIN
0 90 LF 36" RCP @ 0.50% P 0.5
Q 18" IN
Q 18" MIN
J
Q 140 140
w 8"45° ELBOW,
65 LF 24'C IV RCP 0.49% TEMPORARY
o BLOW OFF
8"TEE w/TB 77 LF 18" RCP 0 7%
(1)8"GV 24" MIN ° @ 0.50% 7 LF "P 0.5 % FHA 8"TEE w/TB ASSEMBLY
Lb 8 45 ELBOW, 18" MIN (1)8"GV
"Ptr @ TYP. (4) 77 LF 18" RCP g�F$' P C 25 LF 15"CL IV RCP
@ v --
@ 0.50% PROPOSED 8"C900 o00
-- LO
w 135 v C� PVC WATER MAIN = � N co 135
= 4"45° ELBOW v N V) D N
w/TB 0. 2% 71 F 8" VC @ 2 00% o v Oro ao o +
Oo 0
z Ln o � LQ v I` v c z 0
4 45 ELBOW O + o O O v .. N m > .. U U .
PROPOSED 4" N L" � ~o rn ~ - °° Q z z
o C900 PVC w/TB °O QD o N O N ,� °N° z Q > >
o FORCE MAIN " (0 Q w N _ _ O z z
Lr 1L 8" VC 0. 0% cc6, o "� ~ z ma11
zz z z 130
130 orf)
O N Z
F- O
~ (V LC) N Co F- Z Z V
(n OCc 2 LCI
Co I�
Q L() ~ M Z
Z Q O Z_ U Z
pO0 Z
125 125
O I� ti V V O O X) Lo 00 00 V V O O Cfj LC) CV N O O Cfj LC) I-- M co
O_ CO 00 �- (S) (5) M M O O M M co o0 O O LC) Lo co co co 00 O O LC) Lo CT' V O 0)
Cn M (0 M M CV N CV N O O CV N CV N CV N CV N M M M M �T' V ,
o
d v d v d v d v d v d v d v d v d v d v d v d v d v d v d v 4
m
II
z 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 w
S STREET A PROFILE VIEW SCALE: 1 IN =40 FT
w 2 STA: 24+00-31+18 40' 20' 0 40' 80' U'
J 0
C-5.1 .3 SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
HORIZONTAL VERTICAL
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property, LLC
Z `������ C/�RQ`'���i E N G 7
SINGLE FAMILY SUBDIVISION
�� .• '�i, ��� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q O• Q cJ �n F [phone] Fuquay-Varina,NC 27526
N77
EST. Q 10 Fuquay-Varina, NC 27526 G OD 1�1//lV S UBD/I//S/O/V- SEAL o =�
N STATUS = 026u r
970 _ �T 919.602.2351
0 0 - h CARD Contact: Zach Angle
FOR REVIEW ONLY F �. ENGINEERING STREET A PLAN AND PROFILE /I/
Win NOT FOR CONSTRUCTION -.,��G�••N�INEF;. �y,```e� NC LIC N0 P-0799 [e-mail]
q
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=40' �'��,������s
N 1.3
J FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 , C-5.
a

fi277
Io2:)STA: 13+29.11 4"SANITARY SEWER I FHA 3/4 WATER METER C/O&SERVICE,TYP.- &SERVICE,TYP. _ \1 \ \ STA: 12+74.52 - - - - - - � - -2 8"GV 76 LF 8"PVC 0.60%� SSMH#23 18"RCP @ 0.90% SSMH#22 217 LF 8"PVC @ 0.55% CB#132\ CB#134 i
\ 8 TEE w/TB �p \
1 \ \ O STA. 15+89.47 CB#133 141 LF 24 RCP @ 0.50% \
1 SSMH#24 ""rSTA: 13+66.71 25 LF 15"RCP
I I Vill
25 LF 15"RCP @ 0.84% STA: 12+91.02 15 °SSMH#100 1 4"45° ELBOW w/TB \ STREE @ 1.00/oCB#139 STA: 17+18.65 PROPOSED 4"C900
\� 106 LF 8"PVC C7 14+00 15+00 16+00 17+00
20 LF 8"PVC @ 0.50% SSMH#27 PVC FORCE MAIN @ 1.28%
\ STA: 10+70.28 13+�� W W� W� W� W� W� W� W�
68 LF 8"PVC @ 1.00% W� / M M
SSMH#EX � �a / � 40
25 LF 18"RCP 0.50% 25 LF 15"RCP 1.00%
@ \ CB#179 I CB#178 �° @ Y CB#177
10 00 L7 11+00 ��PROPOSED VARIABLE WIDTH I 28 LF 15 RCP @ 1.00/o W
4A III - - 1 - - .154- 154
W� -IN), WU W3 M NN �SLS PUBLIC DRAINAGE EASEMENT - - 126 LF 15"RCP @ 0.50% 1 I I
52 LF 18"RCP @ 0.50% I I I I I I I 20' PRIVATE
- - M CB#138 223 LF 8"PVC @ 0.82% PROPOSED 20 PRIVATE I I I 1
>� 48 LF 15 RCP 0.50% CB#136 \ I 1 I I I DRAINAGE EASEMENT I
° ° 1 1 1 I 1 1 I I � 1 104 I I 105�
SSMH#26 46 LF 8"PVC @ 25 LF 15 RCP @ 0.50/0 100 101 102 1 1 3 I I
I I I I I I I I I I I I I
1 i STA: 11+38.54 @ 1.00% PROPOSED VARIABLE WIDTH REE't" C �-
MCLEAN STREET I PROPOSED 8"C900 _ -158 PUBLIC DRAINAGE EASEMENT
PVCWATER MAIN F SSMH#25
CB#137
I 1 1 STA: 11+84.90 -
8"45° ELBOW w/TB I 1 I -
........1... j 1 116
STREET B PLAN VIEW
1 STA: 10+00-17+50
2.1 SCALE: 1"=40'
170 170
LOW S : 1 +19. 2
= Q LOW T E EV: 151.95
M CO N 0
165 O° CO PVI ELE : 151.75 165
o o _ N `0 G:o c� K:4 .07
Q N O O N V N
w Q ;CID � 00 00 CD .
a_ w o N LID c� � � � � O �n O �n IG PT TA: 17+ 2.2
OON QQo � � � Q � , � , HIGHPTELE : 1 .48
N N F- F- ~ Z Z M -
ID
CID U 00 Z Z p v w w
F- F-
160 O Q O � w w z � w w K 37. 8 160
� � -
z "' Q o z n W + EXISTING GROUND Q
STREET B STA: 12+91.02
Op z z 8"TEE w/TB STREET C STA: 15+18.26 Q > PROPOSED 8"C900
(1)8"GV ELEV: 155.03 cn _ PVC WATER MAIN
FINISHED GRADE , � 6,
Lij
8"45° ELBOW 0000 LID v
w/TB FHA 52 LF 18" RCP @ 0.50%
155 .00% 155
25 LF 15" RCP z
48 LF 15" RCP 0.50%-1 0.50%15
20
7k1.00/o
@ ° 42" MIN,TYP
I
24" MIN 6'MIN,TYP FHA
CD 150 VC o (storm-sewer/ 150
0 4"45° ELBOW 1' p/° force main)
w/TBIV 7 LF 18" CP 0. 0%
LL
O
of 46 L 8" VC 1. 0% 41 L 24' R o
0 18"MIN
1 6LF8" P C 1.2
z (storm water)
z -L-_ -Q 145 76 LF 8' PVC@ .60 o 24"MIN 22 LF 24" MIN 145
m (storm-sewer/ ° (storm-sewer/ 24" MIN
LU force main
Ea force main) 7 F 8"PVC p 5 0
M PROPOSED 4"C900 @ 5/°
") o O° PVC FORCE MAIN
N N
U oN 6i ~
00 I Lf) ti 6?
co _ .. V N
Jk > m � > z + v o �
m .. a0 COC"I140 _ _ > + ti ti ti 140
LwIJ U) z Q O `'' chi v v
CO F- - m > � �
z z
c�
z z
.. � - UCo - -
U � z
z
O
135 135
z
0
U
Q
J
d
Z
S 130 130
co co M co (O (0 O O O O CO (0 �= I� ti M t\ ti 00 00 t\ ti a0 00 V^' V Lo 00 00
Z O O (V N O O M 00 ti LC) Lf) �T' V M M I ti CV N CA M O) O) M M
O CO 00 r\ ti r\ ti r\ ti r\ ti (O (O (O (O (O (O (O (O (O CO (O (O Lc'j Lfl LC Ufl CT' V M co co co CV N
LID Lf) LID U) LID Lo LLB l!') L() LO LLB l!') LLB l!') LID Lf) LLB Lf) LD Lf) LLB l!') L() LO LLB l!') LLB l!') LLB LID LLB Lf) LLB l!')
o
4'
03
z
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00
w
STREET B PROFILE VIEW SCALE: 1 IN =40 FT
2
w STA: 10+00-17+50 40' 20' 0 40' 80' U)
�2.1SCALE: 1"=40'H/1"=4'V0QSCALE IN FEET SCALE IN FEET
0
HORIZONTAL VERTICAL
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CAROB'' ENG7
m SS� • . i� J�� NF�� T [phone] 205S.FuquayAvenue 126 N. Ennis St.
c N F [phone] Fu ua Varina,NC 27526
N 77 :Q� 9 •• 9 urrEST. Q 1 o q y Fuquay-Varina, NC 27526 G OD /� S UBD/�/S/O�
w 7 = EAL 919.602.2351
N STATUS = 026970 = 0�r �`�
0 o FOR REVIEW ONLY : o .Win • ti CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,��L 'FN�I NE��' ENGINEERING
�. NC LIC N0 P-0799 [e-mail] STREET B PLAN AND PROFILE 1
UJ o DATE. FEBRUARY 8,2023 HORZ.SCALE.1 40' ���'',��� �� C-5.2. 1
J FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N 0-

12 13 14 15 �� 16 1 18 19
I STA: 18+22 PROPOSED 4"C900 4"SANITARY SEWER I I 159 LF 24"RCP @ 1.00% I 21 44 LF 24"RCP @ 1.00%
25 LF 15"RCP �8"TEE w/TB PVC FORCE MAIN
- - 1.00% - - - - - - � L -,- � - _ C/O&SERVICE,TYP. _ - I I °I L
�@ 00 (2)8 GV 25 LF 15"RCP @ 1.00%� 150 I 1 159 LF 24 RCP @ 0.75% 1 - - I �\ STA:22+87.97
3/4"WATER METER 25 LF 15 RCP' \
CB#132 STA:98 H#8 CB#131 197 LF 24"RCP @ 1.65% \ CB#130 &SERVICE,TYP. @ 1.00% CB#129 / ` -_ / 22
STR T B CB#128 > / 39 LF 30"RCP @ 1.01%
1s+oo � S 19+00 20+ 21+00 � 22+00 24 LF 15"RCP @ 0.50%
M �p �S �`7 CB#127 /
s s s
Ad- Ad r/ PROPOSED
� Ad- W W� Wd Ad � W Ad CB#126
-M MM
wi
M �, SSMH#17
CB#177 CB#174 204 LF 8"PVC @ 1.49% CB#173 214 LF 8"PVC @ 0.55% CB#172 64 LF 8"PVC y a STA:23+47.76
VARIABLE WIDTH 25 LF 15 RCP @ 11.41/o STA:21+79.28 @
-'STA: 17+72.93 PROPOSED 8"C900 SSMH#20 FHA SSMH#19 ° �y 47 LF 30"RCP
FHAC DRAINAGE EASEMENT F_ - - 59 LF 8 PVC @ 0.61/o
PVC WATER MAIN I STA:20+10.17 I \ I r :22+23.80 �� , @ 1.00%
@1.00% I I I I I 30LF15"RCP@0.50%CB#17675 I I I I I �/� I I 79 I X \�� PROPOSED 20'PRIVATE
DkNAGE EASEMENT
105 CB#175 I I I I I 1 6I I X PROPOSED 20'PRIVATE \ //110 LF 36"RCP
STR D 25 LF 15"RCP 1.00% I I I I I I I DRAINAGE EASEMENT °
@ I I I 7 I �� J / CB#170 CB#125 @ 0.50% /
YI#171
58 LF 8"PVC @ 1.15% s
SSMH#16
CB#169 STA:24+06.39
64 I
25 LF 15"RCP @ 1.00% 75 LF 8"PVC
4"450 ELBOW w/TB @ 0.50%
90 LF 36"RCP @ 0.50% o
y W� SS
STREET B PLAN VIEW
1 STA: 17+50-24+98 , SS �STRE
2.2 SCALE: 1"=40'
SSMH#5
STA:24+58.51
165 � � o
165
� CV
CO v
I
co - co
V N co ON
+ + O O Lo
V 00 L V V N
(n rn > > LC) 0
160 -� � z z o
160
ww -
z
� � o � � co c
� �
�"qT Lo �
LO
N N 0- co �
Q Q 0 .-
LOW T E EV: 43. 8 � CO > - �
PVI TA:24+ 0.00 -00 Q z z o
LU
LU
z_
155 STREET B STA: 18+06.18 L W ST :2 +20. 0 w w 155
STREET D STA: 14+30.87 LOW T E EV: 44. 8 �
ELEV: 151.43 K:2 .83 �
Q VC: 0.0
ti rn co PVI ELE : 141.98 ti n
8"TEE w/TB EXISTING GROUND o r- 6.; K:8 .97 a'
(1)8 GV FINISHED GRADE o '0 o No in
c~n > o rti o v coo + °+° v
150 _ - co �_ N ; � co 150
N
o PROPOSED 8"C900 N > N > z > N - J>
PVC WATER MAIN w > w z - 7i r>
z .
N Z j 0 >
93 LF " CP 0. 0%
145 LF 42"MIN, TYP 145
18"MIN 24" MIN 4 CP 0 1.0 % @ 1.01 O"RCP o 202/°
LU 47 LF 30 RCP @ 1.00/o
(storm force main) FHA 59 LF 24" RCP
6'MIN,TYP
0 44 LF 24" RCP ° 0 8"TEE w/TB
8 45 ELBOW, 90 LF 36 RCP @ 0.50/o
Q 2 TYP. (4) 8"45° ELBOW, (1)8"GV
-LF p
Q 4"45° ELBOW N 24" MIN
140
24"MIN 140
m w/TB,TYP. (4) -- o
w � 21 LF "P o 18" MIN
24" IN fl
N Q z 4"45° ELBOW 159 LF 24" RCP @ 0.75% 18" MIN 24" MIN
Co > > w/TB,TYP. (4) (storm-force main)
�„Uj
,r, 64 F 8' PVC:@ .500
v PROPOSED 4"C900 5 LF " PV @ 1 0 24"MIN
w 135 O O (storm-sewer) 135
w co �, z PVC FORCE MAIN
_ -
� � O ': ° 4"45° ELBOW
� o CO z N w/TB
zCD
+ co c� N 5 L 8" VC 0. 0%
F- L CO
o z o N °' + N co � 130
130 - F- o z � Q .. » C'4 o
F- -
z - - � � zz
o - -
U
Z
Q
J
d
Z
125 125
z rn rn co co rn co co � rn rn rn o 0 ch co 0 o rn rn M M �o co
O �- �- CO a0 co a0 O O CV N QC� U) 6) QC� U') O O O O �-
in v v �v v �v v �v v v v �v v My v My v My v 4'
m
z 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00
w
S STREET B PROFILE VIEW SCALE: 1 IN =40 FT
w 2 STA: 17+50-24+98 40' 20' 0 40' 80' U'
J 0
Q C-5.2.2 SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
0
HORIZONTAL VERTICAL
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�i Susan Tart Property LLC
o ,,,.���� cARo�''%, ENG7� SINGLE FAMILY SUBDIVISION
��. S S/ �i� J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
Q N F [phone] Fu ua-Varina,NC 27526
LU m � Q� ti9• EST. Q 10 q y Fuquay-Varina, NC 27526
w I I = : AL urr � 919.602.2351 G OD WIN S UBD/VISION
N STATUS = 026970 = 0�r �`�
0 o FOR REVIEW ONLY = o .• h CARD Contact: Zach Angle
M %��i F'yGINE��' STREET B PLAN AND PROFILE 11
ENGINEERING NC LIC. NO. P-0799 [e-mail]
mail.com
w o NOT FOR CONSTRUCTION q�D Q��,�. 9 @9
0 DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=40' �'��,,������s ���
NFILE N0. 2022-045 ORIG.SHEET SIZE: 24 x 36 - '2.2
a

PROPOSED VARIABLE WIDTH
i i' I I PUBLIC DRAINAGE EASEMENT
�� �I �11110 111 112 �I I 113 A
- - CB#120 108 PROPOSED 20'PRIVATE I PROPOSED 20 PRIVATE -
I DRAINAGE EASEMENT n STA: 12+72.01 1 114 \ /
1 DRAINAGE EASEMENT I CB#138
PROPOSED VARIABLE 11 3/4 WATER METER 8 TEE w/TB I I 1
I WIDTH PUBLIC I 119 LF 15"RCP @ 1.57% &SERVICE,TYP. I (2)8"GV I 120 LF 15"RCP @ 0.50%
DRAINAGE EASEMENT] — — — L - — J 1 I L 1 1 � ° L- -48 LF 15"RCP
- CB#183 53 LF 8 PVC @ 1.00/o @ ° STA: 15+01.76
I 48 LF „ 4 SANITARY SEWER 0.50%
@ 0 50%o RCP I I CB#122 C/O&SERVICE,TYP. 25 LF 15"RCP 75 LF 8� 8"TEE w/TB
STA: 12+96.63 I 250 LF 8"PVC @ 0.62% @ 0.50% Opp 87% CB#137 5 1 (2)8 GV
STREET A CB#119 W , -
- - 8"TEE w/TB o W W _11W W W S12 o SSMH#24
(2)8"GV STA: 12+91.02
10 00 11+0 12+00 0 13+00 14+00
� \
I— s 76 LF 8'i PVC @ 0.50°00
L11 �
SS
SSMH#14 ASS STREET G 25�LF 15 RCP @ 0.50%
STA: 13+13.13 CB#136 -
57 LF 15"RCP @ 0.92% PROPOSED 8"C900 LL I
s>
W / o PVC WATER MAIN CB#181 SSMH#40
25 LF 15 RCP @ 1.00% 1 ZT� SSMH#42 CB#182 STA: 14+42.75 CB#135
- - - - — —� STA: 13+15.32 82 LF 15"RCP -
W I CB#1 S 1 00/o
PROPOSED VARIABLE WIDTH STA: 2+�5 00 50 LF 15"RCP @ 1.00%- @ ° —
U) 98 PROPOSED VARIABLE WIDTH LLj
PUBLIC DRAINAGE EASEMENT 87
SSMH#41 � PUBLIC DRAINAGE EASEMENT
58 48 LF 18"RCP @ 0.60% i I s �r ASS STA: 13+89.85 0
CD
J L_ UE
STREET E L J 52 LF 18"RCP @ 0.50%
I CB#117 - - - - - �\ T. I
STREET C PLAN VIEW
1 STA: 10+00-15+18
C-5.3 SCALE: 1"=40'
175 175
HIGH FTS : 1 +75. 7
HIGH PT E EV: 15630
PVI ELE : 14.18
K:4 1.03
170 Q 170
o 0 0 o
cn v U) N
o ( = o C.6 CO v
_ Q
p N 0 co (0 N co LC) O M
O M V (n V
O LO LC) LC) L, > >W W O
LIDI­ I­O 0 Lo
W CDL+ 00 W � N a -IT V
Q Q QD
F— Z Z O � � O Q Q
165 » > oQ ti � � z z 165
UQ z z O � F- o � ,� O00 >> o
w w — > Q co 00 F- F- z_ z
W W z O W WJ Z
W W _O —
co CO w LU > O p
W Z
LC L0 N
V L0 00 D7 ~
EXISTING GROUND 00 �
160 STREET C STA: 12+55.51 160
> J STREET E STA: 10+00 O >
W W PROPOSED 8"C900 ELEV: 156.85 =D ~
FINISHED GRADE PVC WATER MAIN >
270 8"TEE w/TB o
155 (1)8"GV 155
oo 42" MIN,TYP 50 LF 15" RCP @ 1.00%
0
52 LF 18" RCP @ 0.50% 8"TEE w/TB
0 8"TEE w/TB 48 LF 15" RCP (1)8"GV
0
0
(1)8"GV @ 0.50%
Q 24" MIN 8"MIN CP 0%
Q150 (storm-sewer) 150
o_
U
w 57 LF 15" CP @ 0.92%
LU PROPOSED 4"C900
0
8"45° ELBOW, 0 L g" �/C 0. 2% 5 L 8" VC 0. % 7 P C p 5 % PVC FORCE MAIN
M
L? TYP. (4) O°
UCCco
Uj J "
18 MIN 24" MIN L
w 145 L
(storm-sewer) N P 145
w cli �
o Q O � tico
C„ rn > co 00
z N M ~ Z ° rn Lc�
Ln
LID
cy) L0
CID cf)
fY � Oj D7 N V V .
V ao C) ao L0 F— m Q
Z C14LP Z
140 N - > > 140
Q > > .. O o z
—
z
O
U
co
Q
J
d
z
0
135 135
0
O O c0 c0 M M N N CV N O O Lo
z O O CV N 00 00 CV N W) LID Co co co c0 LO U) CT' V co 00
O co co co co co co r; ti r; ti r; ti r; ti r; ti r; ti r; ti co co
W) Lo W) Lo W) Lo W) U) Ln U) Ln LO Lo LO Lo LO LID LO Lo
o
4'
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 15+75
z
w
STREET C PROFILE VIEW SCALE: 1 IN =40 FT
U
STA: 10+00-15+18 40' 20' 0 40' 80' p U)
LU 5.1JSCALE: 1"=40'H/1"=4'V
QSCALE IN FEET SCALE IN FEET
HORIZONTAL VERTICAL
0
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CAR0�'' ENG7
.•�ES••O•. �A�i J�� NF�� T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m Q /may c u, F [phone] Fuquay-Varina,NC 27526
N _ l••• urr
EST. Q 1 o 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
919.602.2351
o N STATUS = 026970 _ �T `
0 o FOR REVIEW ONLY ; o .• ; y CARD� Contact: Zach Angle
o F �. ENGINEERING
w o NOT FOR CONSTRUCTION -.,��Lq�ONLINE NC LIC N0 P-0799 [e-mail] STREET C PLAN AND PROFILE
LU
o � DATE: FEBRUARY 8,2023 HORZ.SCALE.1 -40 C-5.
3
N a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 II����� 7

s
\ / CB#177
\ 25LF15"RCP @1.00% � � F_� - - - I
LL
45 LF 30"RCP @ 0.50% PROPOSED VARIABLE WIDTH CB#167 5 105
PUBLIC DRAINAGE EASEMENT
\ /
' ��
�0 T
LF 15"RCP SSMH#34 �155 ` � / ,t�.'+C(,C� r�
/ PROPOSED VARIABLE WIDTH
@ @ CB#176
0.50% STA: 12+07.25 224 LF 8"PVC 0 77% j
CB#112 'max PUBLIC DRAINAGE EASEMENT T U)
/ \ 122 LF 15"RCP @ 2.94% CB#150 25 LF 15"RCP @ 1.00%
\ J SSMH#21
12+00 STREET D 13+00 14+00 STA: 18+06.18
/ S� CB#111 C1 6, L14 SS SS S I /
�, \/ E J { 1 +00 — v U_ 31
SSMH#10 �13 — M M M
41 i
f STA: 14+14.37 — — —
/ STA: 18+60.41 00 / 8"TEE w/TB
10 M SSMH#39 51 LF 8"PVC STA: 12+23.75 PROPOSED 8"C900 CB#175 (2)8"GV -
1 z STA: 11+55.97 @ 1.31% ° FHA PVC WATER MAIN °
I 50 I 25 LF 30"RCP @ 0.50% CB#166 — —25 LF 15 RCP @ 1.Ov/ — — 1 48 LF 15 RCP @ 1.00% — — —
STA: 18+75'91 I ��^ ! 3/4"WATER METER 2 CB#174 /
_ STREET A o CB#110 �� ter— �� &SERVICE,TYP. M I 14
L — — — 8 TO 8/GV- Aso PROPOSED VARIABLE WIDTH 72 73 i� 74
- - PUBLIC DRAINAGE EASEMENT I ( 4"SANITARY SEWER PROPOSED VARIABLE WIDTH — — — —
_ CB#109 �3 46 LF 30"RCP @ 0.50% II I II / �-- �� C/O&SERVICE,TYP. PUBLIC DRAINAGE EASEMENT CD�� 1� / ✓ I J ` - - - Ilk - — - - - - �
STREET D PLAN VIEW
1 STA: 10+00-14+31
�5. SCALE: 1"=40'
= Q
ct) M
CO v
165 } 00N co co N
(0 1-- "' �� � Q 165
(5) O 1p N N
HIGH T E EV: 153. 6 v N N o
= Q } v v U) v
� — o
C� O V � � OZ Z r- � co V O
O � � K: 3 .70 wo z z 0 cco CD
o ino o O
CZ) CD � W W z V 00 N N N
O CO Lo CO W W
o+ + — o O Q Q Q 0 O cn O N F- F- F- F- ~ Z Z
160 QQ co
oz c1do N M Q o � � I om z z o 160
(n > 0 > N > W W - - z
Q
LLj
W W Z Z W W 6) W W __a0 V CO CO
Wclico
O LO }
> > PROPOSED 8"C900 EXISTING GROUND >— J
w w > PVC WATER MAIN w
155 z 155
FINISHED GRADE
1• o%
rl
.2 .0
0 42" MIN,TYP
ri
150 8"TEE w/TB 150
o (1)8"GV
LU
8"TEE w/TBi T7
o (1)8"GV
m PROPOSED 4"C900
24"MIN
�p @2 8"TEE w/TB PVC FORCE MAIN
Q 18"MIN 2 j LF " (1)8"GV 24"MIN
0
145 $ P C 1 (storm-sewer) 4 LF 15" RCP @ 1.00% 145
0
w
F-
v F4
46 LF 30" RCP @ 0.50% 1 1 118"MIN
U
W
J O Cp
w 140 o LO r9 CO 140
LC. N CO � V }
} V .. N L — F
Ur p� O0 N ti � = CD
z M V Q W F- V
coLj
m > p ~ Z Z + O
o V �
o z 0
z — w
o F- O z z F-
135 135
F-
z
0
U
U)
Q
d
Z_
0 130 130
z v v o o rn M v v o o
o CV N CO Qp O O N N M M M M
M co M co �T' V �T' � V V V V M co CV N
U) U) cn cn cn cn � cn cn in 4'
z 9+75 10+00 10+50 11+00 11+50 ji
12+00 12+50 13+00 13+50 14+00 14+50 14+75
w
0 STREET D PROFILE VIEW SCALE: 1 IN =40 FT
STA: 10+00-14+31
LU r240' 20' 0 40' 80' U'
0
�1. SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
HORIZONTAL VERTICAL
0
N REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER:N CO/VSTRUCT/D/V DRAW/IVGS
1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
` OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
w Q 9 c F [phone] Fuquay-Varina,NC 27526 FU Ua Varina NC 27526
m N'
N � q y- G OD WIN S UBDI VISION
w � = SAL - u r
�T o
o STATUS = 026970 = �� 919.602.2351
0 N ` Ty CAR�� Contact: Zach Angle
FOR REVIEW ONLY a �� ENGINEERING
M NOT FOR CONSTRUCTION �'.,��L 'FN�INE��'y��,��
NC LIC. N0. P-0799 [e-mail] STREET D PLAN AND PROFILE
o DATE: FEBRUARY 8,2023 HORZ.SCALE: =40' ��''��� L Cv� ��`�
0-0- 0 FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

60 LF 8"PVC @ 0.50% — -154_ —
gg I I 97 I I gg I I 95 I I 94 I 25 LF 15"RCP @ 1.00% \ 1
- — — — — i CB#167
SSMH#35 73 \
� �� �� ° STA: 14+36.31 5 11 I I
4 SANITARY SEWER 3/4 WATER METER I 1 24 LF 15 RCP @ 1.00/o ITS STA: 12+23.75
112 I I I C/O&SERVICE,TYP. &SERVICE,TYP. I I 93 LF 8"PVC/ M 14 97 STREET D
L _ L 23 LF 15"RCP @ 1.00% — . J 1 , J L — CB#168 / @ 0.50% 1 s L17 0 8"TEE w/TB
_STREET o- PROPOSED 8"C900 FHA 12+07.90 49 LF 8"PVC @ 0.50% p (2)8"GV 1
PVC WATER MAIN CB#155 M s Z
SSMH#37 SSMH#34 -
- - - - - - \155�STA: 12+93.87 o ' F STA: 12+07.25�
STA: 12+72.01 II \
\ �\
r � - - STREET C M M M M M CB#151 I
„
1 8 TEE w TB 10 0} 0 _ 11+00 +oo 13+0 s _
(2)8"GV ss 15 s /50 LF 15"RCP �I�I
111 h`' STREET @ CB#150 -
155 0.50%
SSMH#36 PROPOSED VARIABLE 0 -
STA: 13+43.24 WIDTH PUBLIC
1
SSMH#43 DRAINAGE EASEMENT I I
STA: 12+50.00 SSMH#38 CB#154 CB#153 CB#152
' STA: 10+68.38—155� / 155
- - - - - - - ll I _
112LF15"RCP O150% /1110LF15"RCP@0.50% r — �
CD F_ - - 225LF8"PVC@0.50% - - - � @ F_ j I
�II � I I I I I I I � � -
SIX3 110 J I I I I I I I 59 LF 15"RCP @ 0.50%
�- - - -158� - -
STREET E PLAN VIEW
1 STA: 10+00-14+97
�5. SCALE: 1"=40'
Q
war)
170 �
O 170
O CD LID oo � = Q
o � o p
O+ Q ti LOW S : 1 +64. 8 HI H T S A: 1 +98. 3 M v
o LOW T E EV: 53. 2 H GH T E EV: 154. 9 I I
aU ~ � � N Mrn CO
M M N
w w 0 PVI ELE : 153.501 PVI ELE : 155.101 + o o
w U z_ - C7Fn K:3 .02 I.K:3 .43 c0
165 `Y'
wo »on O O� O CD 1--
O
~ ~ w w+ o v � zO op Lo � (0 �� ww —
LU
O N N
> J M I� > > > > (n (n
.. W W W M W Z
160 > EXISTING GROUND � r, `� EiLO 160
�;
� � +
FINISHED GRADE o z J
+
z PROPOSED 8"C900 z
PVC WATER MAIN >
.4 Kn
z
0 155 155
1• % 1 os°i
w p°/o
J
0 FHA 42" MIN,TYP
Q 8"TEE w/TB 8"TEE w/TB
Q (1)8"GV (1)8"GV
J f
w .500A
150 5 RC @ 9 L 1 "RC 5 ° 150
24"MIN 0.5
CID
24"MIN
v o 24" MIN
w
50 LF 15" RCP @ 0.50%
C@0.50/0
w 145 ° F 145
= 49 F ' PVG @ .500
CID r rn
+ _ ao v rn
V N co co
�z U D7 � LP ~ N
O ~ —
co
ti 00 a O > > ti
140 z z �, �, 140
LP
z ti co
07 — C-5 v .. O ti
z =D
U ro
Q Z Z m O Z Z
J
d
Z
in
in
0 135 135
z N N V CO m m co M co N N N N
0 CO CO V V N N O O 6) O7 LO U) CO 00 V V 6) m
I [\ I-- I\ r< [\ CO CO CO CO CO CO wj Uf Ld Uf �' V
0
m
II
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+25 LIJ
in
STREET E PROFILE VIEW SCALE: 1 IN =40 FT
w 2 STA: 10+00-14+97 40' 20' 0 40' so' �'
J 0
�5. SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
HORIZONTAL VERTICAL
O
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
CARp Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
ENG
z �, N ����i 7
0 ```��. F SS/ �i� J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m c� N F [phone] Fu uay-Varina,NC 27526 G OD WIN S UBD/VISION
N co 'Q� 9 EST. Q 1 o q Fuquay-Varina, NC 27526
919.602.2351
o N STATUS = 026970 �`�
0 o FOR REVIEW ONLY : o .• ti CARD Contact: Zach Angle
M F!vGINE��' ENGINEERING STREET E PLAN AND PROFILE
w o NOT FOR CONSTRUCTION %�4/' . Q��.,��e NC LIC. NO. P-0799 [e-mail]
DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=40' �'����i L �ji/2A
���■a0 FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
N i

- - - - CB#149 - \ CB#148 32 15"CL IV RCP @ 0.50%33
1 "
PROPOSED VARIABLE WIDTH
15"RCP @ 1.02% \ L _�_ PUBLIC DRAINAGE EASEMENT PROPOSED 8"C900 77' I
I PVC WATER MAIN
30 \ 15"RCP @ 0.50% : 1�7.23 -�
STA: 10+16.50 CB#147
\ CB#187 CD
F l
8"TEE w/TB SSMH#33 \
(2)8"GV W W W
J STA: 12+08.76 \
SSMH#31 10 0 11+00 12400
STA:29+68.19 SS
STREET F Mir
zi 4"SANITARY SEWER J/ - -
C/0&SERVICE,TYP. 15"CL IV RCP @ 0.49% N _
3/4"WATER METER /
&SERVICE,TYP. / CB#146
/ r\ 209 LF 8"PVC @ 1.00%- / 37
DBL CB#144
— — — PROPOSED VARIABLE WIDTH \
N I PUBLIC DRAINAGE EASEMENT
28 I 146
18"CL IV RCP @ 0.50% -
18"CL IV RCP @ 0.49% �45 x Wj /
� CB#145
STREET F PLAN VIEW
1 STA: 10+00-12+09
�5. SCALE: 1"=40'
160 160
= Q
� o
C() M
cn v
I
O - N co co co
CD co LO 85
O CO V 00
+ + � Lo Lo co
O N co co "
co co co
155 Q Q z z 0 155
Q > > o `o
z_ z_
ww z v
1.9 ww
N Q� a0 >
O CO CO O W
O N W
w FINISHED GRADE c~i�
150 150
o EXISTING GROUND
ui
J_
LL
56 LF 18"CL IV RCP @ 0.50% 1 0%
Q
Q 145 145
J
U- 42" MI
w P 0. 0%
w
8"TEE w/TB
(1)8"GV
LU
U-
140 18° MIN °° 140
LU
w
LU PROPOSED 8"C900
C/) PVC WATER MAIN N
c�
co "qT
z
N
V
c =D
135 � 135
U QD Uo F— z
o �
z F— v
O rn
U N Z 0
Q ~ Z Z U F-
C
J n
z
130 130
0
� CD m � �
z Cnco Cnc
o
0
4'
9+75 10+00 10+50 11+00 11+50 12+00 12+50 12+75
z
w
STREET F PROFILE VIEW SCALE: 1 IN =40 FT
r2-""�
U
wSTA: 10+00-12+09 40' 20' 0 40' 80' U)
J 0
C-5.6 SCALE: 1"=40'H/1"=4'V SCALE IN FEET SCALE IN FEET
HORIZONTAL
0 VERTICAL
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 �t%jJ1iiri11iii
Susan Tart Property, LLC
7 SINGLE FAMILY SUBDIVISION
ENG
�� S/ •.CARol i� J�� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
< N F [phone] Fu uay-Varina,NC 27526
N :Q� EST Q 10 q Fuquay-Varina, NC 27526 G OD WIN S UBDIVISION
m Q
919.602.2351
urr
o N STATUS = 026970 = �T `
0 o FOR REVIEW ONLY : o'. ti CARD� Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,��L FNCI NV..-*- ��,�� ENGINEERING
o ,q�� L NC LIC N0 P-0799 [e-mail]
STREET F PLAN AND PROFILE
of o DATE. FEBRUARY 8,2023 HORZ.SCALE: 40 �,,I111111110� �aZ y C-5. 6
N a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

SMOOTH FINISH 12"WIDE
EACH SIDE OF SCORING
IIIIII� AND AT PAVEMENT EDGES
17 7/8"
7 u 6" CONCRETE TO BE HAND TROWEL SCORE JOINT IIIIIII'lllllll�lllllllllllll 30 1/2
�� �
2 g AIR-ENTRAINED MEDIUM BROOM FINISH �"x 3" DEEP WITH TOOL DECORATIVE
7� Q;'�\ LOW SUMP 3,000 PERPENDICULAR TO BANDING. SEE SITE PLAN �_ CAP DECORATIVE
° 6 PSI @ 28 DAYS TRAFFIC FLOW FOR SCORE JOINT SPACING. 12 7/8" CAP 1 1/2" RAID. (TYP)
°a °�.04° ° _ 12" ° . ----a--, 3�� VAN
COLOR OF KIOSK TO STANDARD VAN
ti 5'(MAX.) (TYP.) 0 0 „ BE PER OWNER'S ACCESSIBLE(R7-8B) ACCESSIBLE
if MEDIUM BROOM REQUEST WHERE APPLICABLE.
0 2 p 2
______ 31/4
FINISH
30" ROLL CURB 30 w Q o 0 0 3 16 5/8" RESERVED
PARKING
30" SPILL LIP ° O ° 4
w -
F-
6 o w 0
0 0 5 110
48 3/16"
6" Q, STANDARD RESERVED -
12 ° a 6� o Q o 16 PARKING SIGN (R7-8)&
° A.B.C. MINIMUM ° 0 Q 0 „ MAXIMUM PENALTY SIGN
7��
DEPTH-3" PLAN PROVIDE 2" BIT. EXPANSION JOINT @ 30'O.C.
WITH JOINT SEALER AS SPECIFIED-2"THICK__ -zw
o Q o e 62 9/16" MAXIMUM
30 16" BELOW FLUSH ON Z"THICK EXPANSION 0 00 0 �s PENALTY
A.B.C. UNDER STANDARD
JOINT. PLACE EXP. 250
CURB & GUTTER JOINT WHERE SHOWN ON PLAN,WHERE NEW C P 2P COLORS:
30" STANDARD CURB & GUTTER POUR IS CONTIGUOUS TO ANY STRUCTURE, LETTERING GREEN(RETROREFLECTIVE)
NOTES: AND AT 30'O.C. MAX. 4 x 4"TOOLED 4„ SYMBOL (RETROREFLECTIVE)
WHITE ON BLUE RETROREFLECTIVE
JOINT WITH RADIUS STRIPE
GREEN(RETROREFLECTIVE)
1. CONCRETE SHALL BE 3,000 P.S.I. EDGES. PEDESTAL E BACKGROUND WHITE(RETROREFLECTIVE)
DECORATIVE
30 1/4"
2. CONTRACTION JOINTS SHALL BE SPACED AT 10'INTERVALS. A 15'SPACING WILL BE ALLOWED WHEN A MACHINE G.. �" ;
DECORATIVE ACCESSIBLITY PARKING SIGN (R7-8)
IS USED TO EXTRUDE CONCRETE. =1 _III _ " - _III -III PEDESTAL NOT TO SCALE
3. EXPANSION JOINTS SHALL BE SPACED AT 50'INTERVALS.A 90'SPACING WILL BE ALLOWED WHEN A MACHINE IS NOTES:
USED TO EXTRUDE CONCRETE. 4000 PSI CONCRETE @ COMPACTED 1. MUTCD STANDARD SIGN DESIGNATION SHOW AS(X-1)
MOUNTING HEIGHT-60" FROM BOTTOM OF SIGN TO PAVEMENT IN NON-PEDISTRIAN
4. FINISH ALL CONCRETE WITH CURING COMPOUND. PROVIDE CURING COMPOUND PER NCDOT STANDARD 700-9(B). 26 DAYS SUBGRADE FRONT VIEW SIDE VIEW 2. AREAS AND 84" IN PEDISTRIAN AREAS.
5. REFER TO NCDOT DETAIL 846.01 SHEET 2 OF 2 FOR CURB AND GUTTER SUPER ELEVATION RATES. NOTE: 3. ALL SIGN SHALL BE MOUNTED TO 3LB"U-CHANNEL" POST.
rT'� 1. MULTIPLE UNIT BOXES MAY BE NEEDED TO SUPPLY NUMBER OF UNITS 4. ALL ROAD WAY SIGNAGE SHALL BE HIGH INTENSITY SHEETING SIGNS SHALL MEET THE
STANDARD CONCRETE SIDEWALK 2. DIMENSIONS SHOWN MAY VARY PER MANUFACTURER. REQUIREMENTS OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD).
1 STANDARD CURB & GUTTER SECTIONS C_6 0 SCALE: NTS 3. A DECORATIVE CAP&BASE IS REQUIRED ON ALL CLUSTER BOX UNITS. 5. SIGNS SHALL BE FABRICATED FROM ALUMINUM ALLOY SHEETS.
JSCALE: NTS DECORATIVE CAP&BASE SHOW ON THIS DETAIL FOR ILLUSTRATIVE 6. ALL MOUNTING HARDWARE SHALL BE GALVANIZED.
-O PURPOSES ONLY. ACTUAL OWNER SPECIFIC KIOSK MAY HAVE
DIFFERENT CAP&BASE.
GRASS MEDIAN OR ;NN ROLL CURB rT**'� CLUSTER MAIL BOX 4 ADA SIGN
CONCRETE ISLAND FULL VERTICAL STD.840.038 FRAME, V
GRATE AND HOOD C_6 0 SCALE: NTS C-6-0
EXPANSION B VARIES A m
JOINT Q �
FLOW LINE EXPANSION JOINT Q 24°
0000000000000000 SECTION AA
N.T.S.
B A
C
C? 10'0" 3'-1 1/2" 10'0" TRANSITION AT 5'
N
10 z"
PLAN VIEW
10'-0" 3-1 1/2" 10'-01,
I_ 27° _
r SECTION-BB
N.T.S.
DEPRESSED GUTTER LINE EXPANSION JOINT
(FLOW LINE) ELEVATION - STREET SIGN TABLE:
ti STREET NAME- STREET SIGN-
EXPANSION JOINT NUMBER OF LETTERS* LENGTH
3-7 LETTERS 24-INCHES
SEE STANDARD NO.840.01 EpIAN 6" VERTICAL CURB
Np OR GRASS M 8-10 LETTERS 30-INCHES
CONCRETEISLA 21" 11-13 LETTERS 36-INCHES
A Np @ M00 CATCH BASIN
STAif ABOVE 13 LETTERS 36-INCHES PLUS 2 INCHES PER
ADD'L LETTER
s0° *NUMBER OF LETTERS REFERS TO THE NAME OF THE STREET. DOES NOT
END OF ROAD
INCLUDE ABBREVIATIONS NEEDED TO LABEL ROAD, DRIVE,AVENUE,WAY,
o SECTION CC 6 MARKERS - TYPE 4 COURT, STREET, ETC.
C/) N.T.S.
w1p'TAPER �6OSCALE: NTS
3-1 112'
ofTAPER BASIN IP
10EREACHI LU C DETAIL A SIG 3/8"STEEL DRIVE RIVET
, µ
SEE
Q NCRETE APRON FOR CATCH EDGE OF SIDEWALK RETAINING CURB ATPOST
w
(.0 >- DETAIL A
5'-0" SIGN MOUNTING Y8" DIA.
�i 1. IF DISTANCE FROM CURB TO BACK OF SIDEWALK IS TOO SHORT TO ACCOMMODATE RAMP AND 4'-0" PLATFORM(LANDING) EXTEND MIN z
0
w SIDEWALK AT 1:1 SLOPE TO CREATE 4'-0"LANDING. F m E3 POST
5 CURB TRANSITION AT CATCH BASIN 2. WHEN RAMP IS LOCATED IN CENTER OF CURB RETURN, CROSSWALK CONFIGURATION MUST BE SIMILAR TO THAT SHOWN ON PLANS. dLU 0 3/8"STEEL DRIVE RIVET
w SCALE: NTS 2%MAX w z SLEEVE
J6.O SIDEWALK � rr-
� 3. AS SITE CONDITIONS DICTATE,THE RETAINING CURB SIDE AND THE FLARED SIDE SHALL BE CONSTRUCTED IN REVERSED POSITION. � mill
8.33% 0000000000 000000000 g.33% „�w ANCHO
z 0000000000 000000000 LL, Uj z 3/8 STEEL DRIVE RIVET
0000000000 000000000 POST _
4. IF LOCATED ON A CURVE,THE SIDES OF THE RAMP NEED NOT BE PARALLEL, BUT THE MINIMUM WIDTH OF THE RAMP SHALL BE 4'0". MAX 00000000 000000000 MAX 2'MIN. BEHIND w l o
00000000 000000000 F- z
X 00000000 X 000000000 o Q CURB OR AT BACK �= LU DETAIL B
Q 00000000 o00000000
zo 5. SIDE SLOPE OF RAMP FLARES VARY UNIFORMLY FROM A MAXIMUM OF 10%AT CURB TO CONFORM WITH LONGITUDINAL SIDEWALK SLOPE N 00000000 000000000 N w �� ANCHOR ASSEMBLY
00000000 000000000 OF SIDEWALK = o�
ADJACENT TO TOP OF THE RAMP. 00000000 0 000000000
00000000 0 000000 z co
z 6. TRANSITIONS FROM RAMPS AND LANDING TO WALKS, GUTTERS OR STREETS SHALL BE FLUSH AND FREE OF ABRUPT CHANGES.
0000000000 O 0000000 cn L~
0
SEE �o NOTES:
S2 7. MAXIMUM SLOPES OF ADJOINING GUTTERS, THE ROAD SURFACE IMMEDIATELY ADJACENT TO THE CURB RAMP OR ACCESSIBLE ROUTE DETAIL B 1. POST 1 3/4"X 1 3/4"SQUARE PERFORATED 0.105"
Q SHALL NOT EXCEED 5 PERCENT WITHIN 4'-0"OF THE TOP AND BOTTOM OF THE CURB RAMP. SEE 1 GALVANIZED STEEL TUBING
w FRONT EDGE PROVIDE TRUNCATED NOTES
z 8. CURB RAMPS SHALL HAVE A DETECTABLE WARNING SURFACE THAT EXTENDS THE FULL WIDTH AND 3'0" DEPTH OF THE RAMP. OF SIDEWALK C DOMES PER ADA&NCDOT ,,,��,,,��,,,��,,,��,,` 'o;'>��,;,��,;,��,'���;,,o�;;, 2. SLEEVE-2-1/4"X 2-1/4"X 12", SQUARE PERFORATED
in DETECTABLE WARNING SURFACES SHALL CONFORM TO THE DETAILS ON THIS PLAN AND THE REQUIREMENTS IN THE SPECIAL PROVISIONS. STANDARDS 18" e 12 ��� 0.105 GALVANIZED STEEL TUBING
o SLEEVE-
"?
INLINE RAMP MIN. ., 3. ANCHOR-2 X2 X30 , SQUARE PERFORATED 0.105"GALVANIZED
z 9. THE EDGE OF THE DETECTABLE WARNING SURFACE NEAREST THE STREET SHALL BE BETWEEN 6"AND 8" FROM THE GUTTER FLOWLINE RETAINING `''''`�'``�'``�'``�'`O'%`:'%%:� STEEL TUBING
�_ GUTTER CURB 30"
0 4. STOP SIGNS&STREET SIGN SHALL BE INSTALLED ON SAME POST.
10. SIDEWALK AND RAMP THICKNESS, "T", SHALL BE 4" MINIMUM. FLOWLINE
m
- - - - - - - ANCHOR
z 11. UTILITY PULL BOXES, MANHOLES,VAULTS AND ALL OTHER UTILITY FACILITIES WITHIN THE BOUNDARIES OF THE CURB RAMP WILL BE ;��
o RELOCATED OR ADJUSTED TO GRADE BY THE CONTRACTOR.
o SEE NOTES 2%MAX �� 8 SIGN INSTALLATION DETAIL
7 INLINE WHEELCHAIR RAMP �6. SCALE: NTS
z SCALE: NTS SECTION C-C
�6.
0
N
N 1 2023 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 �t%jJ1iiri11iii
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z "�`,\N CARp�'' ENG7
``��� .•�••.S/O• �'i� J�� yFF� T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m c� N F [phone] Fu ua Varina,NC 27526
N rn 'Q� 9� 9urr EST. Q 1 o q y 919.60 -Varina, NC 27526 G OD WIN S UBDIVISION
w � = A _ o =� 919.602.2351
o N STATUS = 026970 _ �T �`
0 o FOR REVIEW ONLY : o .• ti CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION 0� 'FNCI NV. E N G I N E E R I N G
w o
,,,��q�o L C� �y, NC LIC NO P-0799 [e-mail] SITE AND STREET DETAILS
o � DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �� C-6.0
N a FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 II���

STANDARD LEAF WIDTH
PER MANUFACTURER-MAX 8'
RAIL
RAIL
CD PICKET
CD PICKET
3"
x&A.
POST
10"
FINISHED
GRADE
2"
4",TYPICAL
2'-0" I 2'0" l
.I I .I
4"
4" 12" 3000 PSI 12" 3000 PSI
CONC. FOOTING CONC. FOOTING
(TYP.) (TYP.)
NOTES:
1. FENCE SHALL BE ALUMINUM POWER COATED WITH BLACK PAINT.
2. DIMENSIONS MAY VARY. MAX HEIGHT IS 48".
1 DECORATIVE FENCE DETAIL
C-6.1 SCALE: NTS
(2)-4"Cap Units or(1)- 4"Cap Unit
8"Cap Unit 8"Keystone
Unit
8" Min. Low Permeable Soil Keystone Cap Unit
'—III—III—I �
=1 I 1=1 I I Note: 15,±
—I Concrete filled tube or form to be set during the wall Note:
7 II 1 1. Secure all cap units with Keystone
I 1 construction,not drilled through geogrid afterwards. Kapseal or equal.
I11=1 Keystone Compac when directly behind units.
':E Unit
1 Concrete Filled Tube or I I'i Top of Wall Steps
III 24 Unit Drainage Fill Form 8'o.c.Max. 1
i1I11 (3/4" Crushed
1 Steel Fence or Railing
=I III Rock or Stone) a) I
Keystone 4„
i
�- Reinforced Soil
Approximate 1/8" - 1/4" �Ir+ Cap Unit
Limits of T_I a
Excavation -III g° _•!�, Keystone
Compac
I I Grid Depth ahOR � - MAI Unit 4�'rueRock or 8"or 16" 4 i �
Retained Soil �1 Finished Grade Unreinforced Concrete Step � �-_ --•'- '' �, ` -==��
Concrete Filled Tube or Geogrid Leveling Pad
—, Form 8'o.c. Max. Elevation
4 Perforated PVC ° V. -
-III Fence Plan
Drainage Tile j=1 Note: }
II'=III=I II=11�1 11=1mIr=III-III=III Detail Fence Section & Plan Detail
III—III=I 1. The leveling pad is to be constructed of i
In,l I M I L—I 11=1 11=1 11=1 11—I 11=1 11=1 I I= _ crushed
stone or 2000 psi±unreinforced
Compacl I Unit-Near Vertical Setback concrete. t-
Note: Unreinforced Concrete '
When site conditions require, wrap drainage or Crushed Stone 6„ w 1/2"x51/4"
tile in 3/4" aggregate and filter fabric with Foundation Soil Leveling Pad I Fiberglass Pins Y
drainage composite or aggregate back drain Front Face _ t :
system, as directed by geotechnical engineer.
Place Additional Pieces of Geogrid - — — ;
When Angle Exceeds 20' — =-
W+12„
Typical Reinforced Wall Section 3"of Soil Fill is Required Between COLOR SAMPLE
Overlapping Geogrid for Proper o Section
Compac Unit- Near Vertical Setback Anchorage(Typ.)
Additional Drainage Fill Leveling Pad Detail
Extend Wall Height/2
Drainage Fill ; ,
C� pis
J a0 a a
a Base Leveling Pad Notes: Compac Unit Cap Unit
w 1.The leveling pad is to be Width: 18" o
Width: 18"o
J constructed of d stone *Depth: 12" *Depth: 101/2" H/2 Compac Elevation
Q or 2,000 psi±uineshenreinforced Height: 8" Height: 4" o
concrete *Weight: 90lbs Weight: 50lbs Note: w
c� 1.Check with manufacturer specifications o,
z27he base foundation is to be j on correct direction of orientation for Cap Unit Elevation
approved by the site geotechnicali' geogrid to obtain proper strength. cn
w engineer prior to placement of theof H/2
Jill
leveling pad. , j
t
: %'A
`? Unit Face ;%q ;„ +
wGeogrid Installation on Curves lul 1. 1., ,
Lu
O
w 18"
- 3"of Soil Fill is Required Between H/4 be Placed on Level 18..
_ Overlapping Geogrid for Proper Geogrid s to
o Additional Geogrid Overlap Backfll and Extended Over the
Anchorage(Typ.) Extend Wall Height/4 Fiberglass Pins. Place Next Unit. Cap Unit Plan
z : • B kf II� I � . •.°. • .e ��,, Additional Drainage Fill ac I . Compac Plan
g Pull Grid Taught and
Extend Wall Height cc)
/2 Stake as required.
z T TT Wfi l —
Straight Split
o Excavation ,��n Grid & Pin Connection Compac Unit Cap Unit Option
Y Vary Dimensions&Availability Will
iff
Limits I
��II '� H/4 Dimensions May Va
\II\I\ '' b Region
GENERAL NOTES: Y g Vary by Region
III
z 6"Crushed Rock or 1I
o l�l� �� T �� Drainage Fill 1. RETAINING WALL SHALL BE INTEGRALLY TINTED BROWN, RUST,OR EARTH TONE.
c� Unreinforced Concrete � ����I��I I�� �ii,�
Q Leveling Pad \i\i\i \iiTil ! Note:
1.Check with manufacturer specifications
H/2 on correct direction of orientation for 2. DETAILS SHOWN REPRESENT A GENERIC SET OF STANDARDS THAT SHALL BE MET.
z geogrid to obtain proper strength. CONTRACTOR IS REQUIRED TO SUBMIT SHOP DRAWINGS TO THE OWNER FOR
o Compac Unit/Base Pad Isometric Section View 4,
1 1121 21 APPROVAL PRIOR TO OBTAINING BUILDING PERMIT FROM TOWN OF HOPE MILLS.
Dimensions&Weight May Vary by Region 2.Corner units recommended for outside
zo H/2 corners. Availability May vary. 3. RETAINING WALL BLOCK SHALL BE KEYSTONE COMPAC HEWNSTONE UNIT OR
LO APPROVED EQUAL.
Geogrid Installation at Corners
in
2
in
RETAINING WALL DETAILS
C-6.1 SCALE: NTS
z
Q
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �,. �N CARo " ENG7
m �`���.�F''' ��i� J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N N. Ennis St.
w Q 9' 9 c N F [phone] Fuquay-Varina,NC 27526 G OD WIN S UBD/VISION
N M EST. Q 10 Fuquay-Varina, NC 27526
w 7 = L 2 919.602.2351
urr
o N STATUS = 026970 _ r �`�
0 o FOR REVIEW ONLY : o .• ti CARD Contact: Zach Angle
FNGINE��' ENGINEERING _ RETAINING WALL DETAILS
w o NOT FOR CONSTRUCTION '%��'q�o•..I N \\ ��• NC LIC. NO. P-0799 [e-mail]
DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. '^Z C-6. 1
N i FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 II�isi� !�/ l

METER BOX WITH NOTES:
RECESSED AMR READING 1. ALL MATERIALS TO BE APPROVED BY
LID SET 1/4"ABOVE GRADE FAYPWC.
VARIES 18"� 2. SERVICE LATERAL SIZE 1"IPS
1. ALL WATER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN 11. CONTRACTOR SHALL ABANDON("KILL-OUT")ANY EXISTING WATER SERVICES THAT D. CROSSING STORM DRAINAGE LINES:A MINIMUM OF 12-INCHES OF VERTICAL ONCE THE WATER OUTAGE NOTIFICATIONS HAVE BEEN ISSUED,A FOLLOW-UP FINISHED GRADE __--_ - _--_- v POLYETHYLENE UNLESS OTHERWISE
SPECIFIED.ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS. WILL NOT BE UTILIZED BY CUTTING THE SERVICE AT THE MAIN,PLUGGING THE CLEARANCE SHALL BE MAINTAINED BETWEEN A WATER LINE CROSSING OVER COORDINATION MEETING WITH THE PWC PROJECT COORDINATOR AND PROJECT 0
CORPORATION,AND TURNING OFF THE CORPORATION AT THE METER BOX,THE A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS USED. IN ADDITION, ENGINEER SHALL BE HELD A MINIMUM OF 24 HOURS PRIOR TO THE SCHEDULED 1_0 x 3. WATER SERVICE LOCK VALVE TO BE
2. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO ABANDONED SERVICE IS TO BE CUT OR CRIMPED,AND BURIED A MINIMUM OF 3 FEET THREE AND A HALF(3.5)FEET OF COVER MUST BE MAINTAINED OVER THE THE PURPOSE OF THIS MEETING IS TO VERIFY THAT THE CONTRACTOR IS PAVEMENT Z X EQ EQ m
Q LOCATED 18"FROM SANITARY SEWER
CONSTRUCTION. BELOW GRADE. WATER MAIN OR IT SHALL BE DUCTILE IRON. IF DUCTILE IRON PIPE IS USED PREPARED TO PROCEED WITH THE OUTAGE,AND THAT ALL EQUIPMENT,MATERIALS, CONC.CURB&GUTTER :5 O
THEN TWO AN A HALF(2.5)FEET OF COVER MUST BE MAINTAINED OVER THE TOOLS,AND ALL OTHER INCIDENTALS ARE ON THE PROJECT SITE AND FUNCTIONING. I �1 CLEANOUT STACK WHEN INSTALLED IN
3. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE FOR ALL WATER OUTAGES. 12. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO WATER MAIN AND A MINIMUM OF 4-INCHES OF VERTICAL CLEARANCE SHALL IF FOR ANY REASON THE FAYETTEVILLE PUBLIC WORKS COMMISSION DEEMS THAT CO ;Z SAME DITCH.
FINISHED GRADE,IN ACCORDANCE WITH PWC REQUIREMENTS. BE MAINTAINED BETWEEN THE WATER MAIN AND THE STORM DRAINAGE LINE. THE CONTRACTOR IS NOT PREPARED,THE OUTAGE SHALL BE POSTPONED AND ALL 1 m 4. WHEN INSTALLED IN A PAVED AREA,
4. CONSTRUCTION STAKING IS REQUIRED FOR ALL PWC WATER AND SEWER UTILITY INSTALLATIONS. WHERE A WATER MAIN CROSSES UNDER A STORM DRAINAGE LINE THE CUSTOMERS IMMEDIATELY NOTIFIED OF THE CANCELLATION. THE OUTAGE SHALL BE METER BOX TO BE SET 1/4"ABOVE
CUT SHEETS, SIGNED AND SEALED BY A NC PLS, SHALL BE PROVIDED TO THE PWC WATER 13. ALL WORK ON PWC WATER UTILITIES(MAINS,LATERALS,ETC)SHALL BE PERFORMED MINIMUM OF TWELVE(12)INCHES OF VERTICAL SEPARATION SHALL BE POSTPONED A MINIMUM OF TWO(2)WEEKS. NO ADDITIONAL CONTRACT TIME WILL 1"FULL PORT ANGLE BALL VALVE FINISHED PAVEMENT GRADES AND
RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE OF BY A LICENSED UTILITY CONTRACTOR. THE FAYETTEVILLE PUBLIC WORKS MAINTAINED AND THE WATER MAIN SHALL BE DUCTILE IRON FOR A DISTANCE BE GRANTED FOR THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE WITHIN THAT WITH ONE OR TWO STEP STYLE r-- -- PAVEMENT FEATHERED TO TOP OF BOX
CONSTRUCTION FOR PWC WATER AND SEWER UTILITIES. COMMISSION SHALL OBSERVE AND APPROVE ALL WORK ON PWC WATER UTILITIES. OF 10-FEET ON EACH SIDE OF THE CROSSING. TWO(2)WEEK PERIOD,THE FAYETTEVILLE PUBLIC WORKS COMMISSION RESERVES COMPRESSION FOR IPS PE INLET -^
ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH PWC REQUIREMENTS. THE RIGHT TO ASSESS LIQUIDATED DAMAGES,AS OUTLINED IN THESE CONTRACT AND FEMALE METER THREAD TO PROVIDE DRAIN AWAY FROM BOX.
5. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB 16. WATER OUTAGES:THE CONTRACTOR SHALL SCHEDULE A COORDINATION MEETING DOCUMENTS. I 5. COMPOSITE METER BOXES SHALL BE
1"CC SINGLE SWIVEL NUT WITH LOCK.ALL
SITE. CONSTRUCTION ON PWC WATER AND SEWER UTILITIES CANNOT BEGIN UNTIL THE 14. SEPARATION REQUIREMENTS: WITH THE PWC PROJECT COORDINATOR AND PROJECT ENGINEER A MINIMUM z USED IN TRAFFIC AREAS SEE FAYPWC
CONTRACTOR POSSESSES, ON SITE, A SIGNED AND SEALED CUT SHEET FROM THE A. LATERAL SEPARATION OF SEWERS AND WATER MAINS:WATER MAINS SHALL OF THREE(3)WORKING DAYS PRIOR TO ANY PLANNED WATER OUTAGE. THE THE CONTRACTOR SHALL COMPLETE THE REQUIRED WORK AND RESTORE WATER STAINLESS STEEL INSERTS SHALL BE STAINLESS DETAIL WAB.
PROFESSIONAL LAND SURVEYOR. BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER COORDINATION MEETING SHALL BE CONDUCTED PRIOR TO ANY NOTICES BEING SERVICE WITHIN THE GIVEN TIME PERIOD FOR THE OUTAGE. IF THE FAYPWC PROJECT COORDINATOR STRAP SADDLE STEEL 12"METER COUPLING 6. INSTALL NCDOT CONCRETE BRICK BASE
MAIN/LATERAL,UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A ISSUED. ADDITIONALLY,THE CONTRACTOR SHALL LOCATE(VERTICALLY AND DETERMINES THAT THE CONTRACTOR WILL NOT RESTORE WATER SERVICE WITHIN THE APPROVED ih
6. ALL NEW WATER AND SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE TESTED 10-FOOT LATERAL SEPARATION-IN WHICH CASE: HORIZONTALLY)ANY UTILITIES WITHIN THE WORK AREA,IN ACCORDANCE WITH TIMEFRAME,THE FAYPWC PROJECT COORDINATOR WILL DIRECT THE CONTRACTOR ON HOW TO WITH 3/4"FEMALE WITH NO GAPS. DO NOT LAY BRICK ON
AND/OR DISINFECTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS PRIOR TO PLACING THESE CONTRACT DOCUMENTS. THE LOCATIONS OF ALL UTILITIES WITHIN THE RESTORE WATER SERVICE. THE CONTRACTOR SHALL ADHERE TO ALL INSTRUCTIONS GIVEN BY THE BALL CORPORATION STOP THREAD METER SWIVEL PIPE. SEE INSET"A".
INTO SERVICE. L THE WATER MAIN IS LAID IN A SEPARATE TRENCH,WITH THE ELEVATION WORK AREA SHALL BE DETERMINED PRIOR TO THE COORDINATION MEETING. ANY PWC PROJECT COORDINATOR. WITH AWWA INLETS,ONE NUT x 3/4"MIPT 7. WHERE ASPHALT CURB OR STRIP
OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE CONFLICTS WITH THE PENDING WORK AND THE EXISTING UTILITIES SHALL BE OR TWO STEP STYLE PAVEMENT EXISTS,THE LOCATION OF BOX
7. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE PWC TOP OF THE SEWER MAIN/LATERAL;OR IDENTIFIED AND A PLAN FOR RESOLVING ANY CONFLICTS SHALL BE PRESENTED. SHOULD THE CONTRACTOR FAIL TO COMPLETE THE WORK WITHIN THE ALLOTTED TIME, THE COMPRESSION FOR IPS PE, Vx7-1/2"SPACER FOR SHALL BE AS DIRECTED BY FAYPWC
PROJECT COORDINATOR. THE PURPOSE OF THIS COORDINATION MEETING IS TO ENSURE THAT THE FAYETTEVILLE PUBLIC WORKS COMMISSION SHALL ASSESS A PENALTY OF$500 PER WITH STAINLESS STEEL DOMESTIC SERVICE, REPRESENTATIVE.
ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER CONTRACTOR HAS A GOOD UNDERSTANDING OF THE REQUIREMENTS RELATED TO 15-MINUTE INTERVAL OR ANY PORTION THEREOF UNTIL WATER SERVICE IS INSERTS 1"x10 3l4"SPACER FOR
8. CONTRACTOR SHALL REPAIR ALL WATER LATERALS AND MAINS DAMAGED DURING MAIN/LATERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A THE PENDING OUTAGE,VERIFY THAT THERE ARE NO UTILITY CONFLICTS THAT WILL RESTORED. THIS PENALTY WILL BE DEDUCTED FROM THE CONTRACTOR'S PAY IRRIGATION SERVICE, 8. DISTANCE FROM TOP OF LOCK VALVE
CONSTRUCTION. THE CONTRACTOR SHALL REPORT IMMEDIATELY ALL WATER MAIN AND LATERAL BENCH OF UNDISTURBED EARTH AND WITH THE ELEVATION OF THE PREVENT THE WORK FROM BEING COMPLETED,ALL EQUIPMENT IS IN GOOD APPLICATION OR BE BILLED DIRECTLY TO THE CONTRACTOR. THE PENALTY MAY BE OPERATING STEM TO TOP OF BOX SHALL
BREAKS TO THE PWC PROJECT COORDINATOR. THE CONTRACTOR SHALL INITIATE IMMEDIATE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF WORKING ORDER,ALL EQUIPMENT IS FUNCTIONAL,ALL MATERIALS ARE ON SITE, WAIVED FOR CIRCUMSTANCES BEYOND THE CONTRACTOR'S CONTROL,AS DEEMED 1"IPS POLYETHYLENE SPACER SHALL BE
REPAIRS IN ACCORDANCE WITH PWC STANDARDS. CONTRACTOR SHALL NOT OPERATE PWC THE SEWER MAIN/LATERAL. ALL NECESSARY TOOLS ARE ON SITE,DISCUSS ANY NECESSARY CONTINGENCY BY THE FAYETTEVILLE PUBLIC WORKS COMMISSION. THE PWC PROJECT PIPE PE 4710,250 PSI FURNISHED BY FAYPWC BE 8"MINIMUM TO 10"MAXIMUM.SIDR7 ASTM D2737 ASTM 9. RESIDENTIAL METER BOX SHALL BE SET
WATER MAIN VALVES WITHOUT PWC APPROVAL AND SHALL COORDINATE ALL VALVE CLOSINGS PLANS,AND ANY OTHER ITEMS NECESSARY TO ENSURE THAT THE FAYETTEVILLE COORDINATOR AND/OR PROJECT ENGINEER RESERVE THE RIGHT TO CANCEL OR
WITH PWC. B. CROSSING A WATER MAIN OVER A SEWER:WHENEVER IT IS NECESSARY FOR PUBLIC WORKS COMMISSION HAS CONFIDENCE THAT THE WORK CAN BE POSTPONE THE OUTAGE AT ANY GIVEN TIME,IF DEEMED NECESSARY. D3350-445574E NCDOT CONCRETE BRICK 18"FROM R/W TO CENTERLINE OF METER
A WATER MAIN TO CROSS OVER A SEWER MAIN/LATERAL,THE WATER MAIN ACCOMPLISHED WITHIN THE GIVEN TIME PERIOD. SHOULD,FOR ANY REASON,THE WATER 0 METER BOX BASE SEE BOX PERPENDICULAR TO THE RAN.
9. THE CONTRACTOR SHALL NOT USE HOUSE HOSE BIBBS OR ANY OTHER METHOD OF BLOW OFF SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER FAYETTEVILLE PUBLIC WORKS COMMISSION DEEM THAT THE CONTRACTOR IS NOT MAIN INSET"A" 10. COMMERCIAL METER BOX LOCATION
WHICH ALLOWS DOMESTIC WATER CONTAINING SEDIMENTS OR HIGH LEVELS OF CHLORINE TO MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAIN/LATERAL, PREPARED FOR THE PROPOSED OUTAGE,THE OUTAGE NOTIFICATIONS WILL NOT BE SHALL BE AS APPROVED(PREFER NO
PASS THRU RESIDENT'S METERS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGES UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL DISTRIBUTED AND THE OUTAGE SHALL BE POSTPONED A MINIMUM OF TWO(2) TRACER WIRE 12 GA SINGLE STRAND METER BE INSTALLED LESS THAN 5'FROM
RESULTING FROM ALLOWING"DIRTY"WATER TO ENTER RESIDENT'S PLUMBING SYSTEM,SUCH AS SEPARATION-IN WHICH CASE BOTH THE WATER MAIN AND SEWER WEEKS. THE FAYETTEVILLE PUBLIC WORKS COMMISSION WILL PROVIDE WRITTEN WATER HEATERS,STAINED CLOTHING,CLOGGED SCREENS,ETC. MAIN/LATERAL SHALL BE DUCTILE IRON IN ACCORDANCE WITH PWC NOTIFICATION TO THE CONTRACTOR OF THIS DECISION. NO ADDITIONAL CONTRACT (DO NOT CONNECT TO CORPORATION) COATED COPPER WIRE OR BUILDING TO EDGE OF BOX).
REQUIREMENTS. TIME WILL BE GRANTED FOR THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE NCDOT CONCRETE COPPER CLAD STEEL 11. LATERAL SHALL BE CENTERED ON LOT ER
10. TRANSFER OF WATER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS: WITHIN THAT TWO(2)WEEK PERIOD,THE FAYETTEVILLE PUBLIC WORKS BRICK TRACING WIRE EXTENDED EQ EQ 12. LATERAL SHALL NOT BE BACKFILLED UNTIL
18"�I UNLESS OTHERWISE NOTED.
BACK FILL D--
A. INSTALL,TEST AND STERILIZE NEW MAIN AND LATERALS. LATERALS SHALL BE C. CROSSING WATER MAIN UNDER A SEWER:WHENEVER IT IS NECESSARY FOR COMMISSION RESERVES THE RIGHT TO ASSESS LIQUIDATED DAMAGES,AS INTO METER BOX 6"AND i
INSTALLED 18"INSIDE RIGHT-OF-WAY UNLESS OTHERWISE DIRECTED BY PWC. A WATER MAIN TO CROSS UNDER A SEWER MAIN/LATERAL,BOTH THE WATER OUTLINED IN THESE CONTRACT DOCUMENTS. BOX BASE WRAPPED AROUND LOCK INSPECTED AND APPROVED BY FAYPWC
B. TRANSFER EXISTING METER TO NEW METER BOX AND TIE NEW WATER LATERAL MAIN AND THE SEWER MAIN/LATERAL SHALL BE DUCTILE IRON IN r• ----
TO EXISTING DOMESTIC SERVICE UTILIZING BRASS FITTINGS. SAME METER ACCORDANCE WITH FAYPWC REQUIREMENTS. A FULL JOINT OF DUCTILE IRON METER BOX IIr -------�I I VALVE i PROJECT COORDINATOR.
NUMBER SHALL BE INSTALLED ON SAME ADDRESS AND/OR CUSTOMER. BLOW PIPE SHALL BE INSTALLED ON THE WATER MAIN CENTERED AT THE POINT OF III D BOTTOM I i I 0 I 13. WATER MAIN AND LATERAL SHALL PASS
OFF SERVICE AT HOSE BIBB ON HOUSE ONLY AFTER METER HAS BEEN CROSSING. NCDOT I V+V W _ HYDROSTATIC AND STERILIZATION TESTS.
TRANSFERRED. CONCRETE jl� OF BOX I j O 14. BARB-TYPE FITTINGS ARE NOT
C. AFTER ALL SERVICES ARE TRANSFERRED TO THE NEW SYSTEM,SHUT OFF VALVE BRICK I� _=I I W ACCEPTABLE.
ON EXISTING SYSTEM AND ABANDON EXISTING MAINS IN ACCORDANCE WITH 1- L_ -------J
PWC DETAILS. 1 +1 BRICK METER BOX BASE7 15. SHOULD IT BE NECESSARY TO CRIMP THE
D. CONTRACTOR SHALL SUPPLY NEW METER BOXES AND DISPOSE OF EXISTING SPACER SHALL WATER SERVICE LATERAL,A FULL CIRCLE
METER BOXES. SECTION "A-A" INSET "A" BE CENTERED REPAIR CLAMP SHALL BE PLACED ON THE
PLAN IN METER BOX CRIMPED AREA.
FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION
WATER UTILITY NOTES PUBLIC WORKS COMMISSION WATER UTILITY NOTES PUBLIC WORKS COMMISSION 1" WATER SERVICE LATERAL PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C. 1 07/01/16 ADDED NOTE 6 FAYETTEVILLE, N.C. � 1 07/01/16 ADDED NOTE 6 N.T.S. FAYETTEVILLE, N.C. 1 07/06 RESIZED METER COUPLING
SHEET NO. DWG. NO. W.1 DWG. BY: FAYPWC WATER RESOURCES 2 01/01/18 ADDED NOTES 6,8 SHEET NO. DWG. NO. W.1 DWG. BY: FAYPWC WATER RESOURCES 1 2 01/01/18 ADDED NOTES 6,8 SHEET NO. DWG. NO. W.2 DWG. BY: FAYPWC WATER RESOURCES 2 07/13 REVISED NOTE RE:TRACER WIRE
1 OF 2 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 3 06/01l21 ADDED NOTES 1-7 AND RENUMBERED 2 OF 2 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 3 06/01/21 ADDED NOTES 1-7AND RENUMBERED 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 07l17 REVISED NOTES
W1-WATER-UTILITY-NOTES.dwg W 1-WATER-UTILITY-NOTES.dwg W2-WLAT.dwg
o4-1/2"x5/8"DEEP RECESS NOTES:
NOTES: WITH 1.9x2.6 SLOT TOP TO BE FLUSH WITH VALVE BOX PROTECTOR RING 1. ALL MATERIALS SHALL BE IN ACCORDANCE
1. ALL MATERIALS SHALL BE APPROVED
BY FAYPWC.SEE DRAWING W.4 SHEET � FINISH GRADE AND SHALL BE PLACED WHERE VALVE WITH FAYPWC STANDARDS.
2 OF 2 FOR METER BOX LID DETAIL. - - LEFT EXPOSED IS LOCATED IN NON-TRAFFIC 2. RESILIENT WEDGE GATE VALVE SHALL BE
AREAS. SEE VALVE BOX AS MANUFACTURED BY MUELLER CORP.,
° O O O -- PAVEMENT 2"MIN.AT PROTECTOR RING DETAIL. AMERICAN DARLING OR CLOW CORP.
2. METER BOX SHALL NOT BE LOCATED 0-0-O O O O O O FINAL GRADE 3. ALL VALVES SHALL HAVE 2"SQUARE
3000 PSI POURED IN 4"MIN. OPERATING NUT AND SHALL OPEN
WHERE H-20 LOADINGS CAN IMPACT O O O O O O O O O O TURF
BOX OR COVER. O O O O O O O O SIDE VIEW PLACE CONCRETE 12 6"MAX. COUNTERCLOCKWISE.
3. FOR 1"WATER LATERAL INSTALLATION OOOOOOOOOOOOOOOO � COLLAR TRACER WIRE 4. VALVE BODY, BONNET,AND GATE SHALL BE
SEE FAYPWC DETAIL W.2 O O O O O O O IN ACCORDANCE WITH AWWA C-509/C-515
O O O O O O O O 5. VALVE BODY AND BONNET SHALL BE
TOP VIEW BOTTOM VIEW Q Q Q Q � � � � � 8" III=I I =I � I=I I
4. DIMENSION'S t 1/16 U.N.O. O OOOODOOOOOOOOOOOO _ _ _
COATED ON ALL INTERIOR AND EXTERIOR
O O O O O - _ I CONCRETE COLLAR -I I I I - I = SURFACES WITH A FUSION BONDED EPDXY
00 O WATER METE O O O O I I SHALL BE PLACED 1= I IN ACCORDANCE WITH AWWA C-550-90.
O O O O O III-III I WHERE VALVE IS IN - I- 6. ALL VALVES 24"AND SMALLER SHALL HAVE
O O O O O O O O O O -- -- I- I II I A TRAFFIC AREA. I I - I I-I A SAFE WORKING PRESSURE OF 250PSI.
i t-
I- VALVE BOX -I I _ 7. SEE VALVE BOX DETAIL FOR ADDITIONAL
3-3/4" - � (SEE DETAIL) I I I INFORMATION.
N -III- I I NCDOT CONCRETE I I 8. SEE VALVE BOX PROTECTOR RING DETAIL
o TOP/VIEW I-I AT EACH SECTION) -I II I-I I: FOR ADDITIONAL INFORMATION.
III-I BRICK(4 REQUIRED 9. VALVE BOX SECTIONS ARE REQUIRED. THE
SECTION A-A -I I I I I I I I I I I I I I Ll
IIIUSE OF PIPE IN LIEU OF VALVE BOX
-I I I SECTIONS SHALL NOT BE PERMITTED.
J I~ - MIN. 12 GAUGE,SINGLE I-I I .
- - STRAND,COATED COPPER
o PLAN i
TRACER WIRE(SHALL BE of I ---- INSTALLED BETWEEN Q 17-9/16" 12-5/16" A _____ _ VALVES AND SHALL BE
INSTALLED ON ALL NON
co _______ L___________J -- - METALLIC PIPELINES.)
I-----------
SPLICES SHALL BE
=� ° ° ALV WATER IN APPROVED BY THE ALV WATER
w M C1
J_ FAYPWC
O N_
w N I I I COO DINATOR.PROJECT
LU
I I=I I -I 11=1 11=1 11=1 I I I I=1 11=1 11=1 11=1 11=1
W O
z
VALVE IN TRAFFIC AREA VALVE IN NON-TRAFFIC AREA
0
z
21-13/16" I� 16-9/16"
ELEVATION OB ELEVATION O
0 ELEVATION VIEW A
15-7/16" SOLID LID
UNDERSIDE
Q
z 1-INCH METER BOX DETAILS FAYETTEVILLE NO. DATE REVISION 1-INCH METER BOX LID FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION
GATE VALVE
o PUBLIC WORKS COMMISSION PUBLIC WORKS COMMISSION N.T.S. PUBLIC WORKS COMMISSION
N.T.S. 1 03/10 CHANGED BOX DIMENSIONS N.T.S. 1 07/07 REVISED LID
0 FAYETTEVILLE, N.C. FAYETTEVILLE, N.C. FAYETTEVILLE, N.C. _�mw_ 1 6/06 ADDED NOTE NO.9
SHEET NO. DWG. NO. W 4 DWG.BY: FAYPWC WATER RESOURCES SHEET NO. DWG. NO. W 4 DWG. BY: FAYPWC WATER RESOURCES 1 03/10 CHANGED BOX AND LID DIMENSIONS SHEET NO. DWG. NO. W.6 DWG.BY: FAYPWC WATER RESOURCES 2 7/09 CLARIFIED NOTES
LO 1 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 2 of 2 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 2 01/15 REVISED LID 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
o DATE: JULY 01,2021
m
W W4-1 IN-METERBOX.dwg W4-1 IN-METERBOX.dwg W6-GATEVALVE.dwg
z_
0
0
0
Uu
J
Z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►ilii��,�� Susan Tart Property LLC
ENG/ SINGLE FAMILY SUBDIVISION
� '�i ��� OFF T [phone] 205 S.Fu ua Avenue 126 N. Ennis St.
i =� •' ES m Q R F [phone] Fuquay-Varina,NC 27526
N o • cJ Q 10 Fuquay-Varina, NC 27526
EST. G OD 1�1//lV S UBD/I//S/O/V EA
N STATUS = r r
026970 _ �T 919.602.2351
0 0 - y CARD \ Contact: Zach Angle
FOR REVIEW ONLY ' a = WATER DETAILS 1
F!t!GINE�`�' ENGINEERING
w o NOT FOR CONSTRUCTION ,�'�q�D \ ��+ NC LIC N0 P-0799 [e-mail]
DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �'���11111111 �� �z C-6.2
N i FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 1 I y

7-5/16" NOTES: 2 SQ. 1-15/16"SQ. NOTES:
1. VALVE BOX SHALL BE 3 PART SLIP-TYPE 1. ALL MATERIALS SHALL BE IN ACCORDANCE WITH
NOTES: THE WORD"OPEN"AND FAYPWC STANDARDS.
MANUFACTURED BY SIGMA CORPORATION ARROW INDICATING 2. RAISED MALE FACE SHALL BE REQUIRED TO
A Q Q A — _ ` 2 RINGS OF NO.3 REINFORCING 1. CONCRETE PROTECTOR RING SHALL BE 250OPS1
2" QQQQQ (VB-462),TYLER UNION(6855 SERIES),STAR i DEFORMED BAR AS SHOWN COUNTERCLOCKWISE PROVIDE FOR PROPER ALIGNMENT OF THE TAPPING
h(ftPIPE PRODUCTS(VB-0004),OR APPROVED / _ \ PRECAST REINFORCED CONCRETE. DIRECTION CAST HERE. SLEEVE.
WATER EQUAL. / 2. VALVE BOX SHALL BEAT GRADE WITH
3. ALL VALVES SHALL HAVE 2"SQUARE OPERATING
1-1/2" / ----,, \ PROTECTOR RING EXTENDING 1/2"ABOVE
NUT AND SHALL OPEN COUNTERCLOCKWISE.
��0�0 2. VALVE BOX SHALL BE 3-PIECE CLOSE q -- `�\ \ q GRADE. - 4. RESILIENT WEDGE GATE VALVE SHALL BE AS
GRAINED CAST IRON SLIP-TYPE VALVE BOX i 3. SEE GATE VALVE AND BOX DETAIL. MANUFACTURED BY 5-3/4" O O WITH A MINIMUM THICKNESS OF 3/16". \ 4. VALVE BOX PROTECTOR RINGS SHALL BE DARLING CLOW CORP.,OR APPROVED QUAL.
7 ' WATER INSTALLED AROUND VALVE BOX IN UNPAVED I , 5. VALVE BODY,BONNET,AND GATE SHALL BE IN
SECTION "A-A" PLAN 3. VALVE BOX SHALL HAVE RAISED LETTERS ! I NON-TRAFFIC AREAS AND SHALL NOT CREATE A ACCORDANCE WITH AWWA C-509/C-515 AND NSF61.
"WATER"CAST INTO COVER. 4, S=NO.AND SIZE
1 \ \ / J / / HINDRANCE TO MOWING OPERATIONS. BOLT HOLES / 6. VALVE BODY AND BONNET SHALL BE COATED ON ALL
4. VALVE BOX SHALL HAVE 3/8"HOLE DRILLED \ \ / / STRADDLE CL INTERIOR AND EXTERIOR SURFACES WITH A FUSION
IN TOP SECTION THRU WHICH A 1/4"x1-1/2" \ — (125LB ASA) I N BONDED EPDXY IN ACCORDANCE WITH AWWA
\ / / � FmC-550-90.
GALVANIZED BOLT SHALL BE USED TO \ / 7. ALL VALVES 24"AND SMALLER SHALL HAVE A SAFE
SECURE A MINIMUM 12 GAUGE,SINGLE \ _ — / WORKING PRESSURE OF 250PSI.
5 3/4"�I STRAND COATED COPPER OR COOPER CLAD SHADED PORTION OF 8. SEE TAPPING SLEEVE(DETAIL W.10 OR W.11)FOR
7-33/88 5-1/4"-►I STEEL TRACER WIRE FOR NON-FERROUS RING IS EXPOSED, i ADDITIONAL INFORMATION.
I DROP LID REMAINDER IS BURIED. - r
PIPE. A 1/2"WASHER SHALL BE USED 9. DIMENSIONS SHOWN ARE FOR REFERENCE AND MAY
6-3/8" I r. BETWEEN NUT AND INSIDE OF BOX. TIGHTEN PLAN __ �---J V VARY BASED UPON MANUFACTURER. VALVES SHALL
HAND TIGHT. N.T.S. BE SIMILAR IN NATURE TO THAT SHOWN AND SHALL
2 I W PI NG SLEEVES SHALLATE IN ESSENTIAL BE HYDROSTATICALLYE
—— — — 4"min. I i 5. SCREW TYPE VALVE BOXES ARE NOT 10. ALL TA
— — — — I I ACCEPTABLE. _
6"max. ^ I I m PRESSURE TESTED IN ACCORDANCE WITH FAYPWC
S ' g U g _ _ _ o SPECIFICATIONS. TEST SHALL BE WITNESSED AND
I I j1 6. DIMENSIONS SHOWN VARY BASED UPON GROUND A m p n o
9-1/2" D i 5 D APPROVED BY FAYPWC PROJECT COORDINATOR
THE MANUFACTURER. ACTUAL DIMENSIONS = 0
w I I SHALL BE APPROVED BY FAYPWC. 1/2„ I MAIN. ►I \ m PRIOR TO BEGINNING TAPPING PROCESS.
J " REINFORCED CONCRETE I I
w I Q I I 7. VALVE BOX SECTIONS ARE REQUIRED. THE PROTECTOR RING \
Q TOP USE OF PIPE IN LIEU OF VALVE BOX -- —
" SECTIONS SHALL NOT BE PERMITTED. 4" _ 1
� SECTION . . . .
MIN. .._ -.- ..... _ I
8. TRACING WIRE SHALL BE INSTALLED _
I I OUTSIDE OF BOX. � C K
I f Il o
,r '^
2" i / `, \ T G=NO.AND SIZE
cD I I II 9. REFER TO FAYPWC DETAIL W.6 FOR MIN. i \Y/ A B OF BOLT SLOTS
3/8" VALVE BOX
INSTALLATION REQUIREMENTS. ,/�
L 24"DIAMETER MINIMUM \\ TURNS
VALVE TO WEIGHT
If 6-1l8"�� I I BOTTOM SIZE A B C D E F G H J K L M N R S T
I�8' �I i � SECTION CUT AWAY VIEW OPEN w/A
6-1/2" SECTION A-A N.T.S. 4 4-3/8 5-7/8 15/16 1-1/2 7-1/2 4-7/8 4-63/64 4-29/32 2-1/2 7-1/2 9 14-1/8 9 8-3/4 1/4 4 118
CC
9-1/2" 10-1/4" 6 6-7/8 6-1/4 1 1-5/8 11 9-1/2 6-7/8 6-63/64 7 2-1/2 9-1/2 11 17-5/8 11-3/4 8-7/8 1/4 21 175
N.T.S. 8 6-1/2 7-1/4 1-1/8 1-3/4 13-1/4 1 11-3/4 6-7/8 1 8-63/64 1 9-5/32 2-1/2 11-3/4 13-1/2 21 14-1/4 8-7/8 1/4 28 274
TOP SECTION BOTTOM 12 7 8-1/4 1-1/4 1-3/4 17-7/8 1 16-1/4 8-7/8 1 12-63/64 1 13-5/16 2-1/2 17 1 19 28-1/4 19-1/8 1 12-1 1/4 39 570
16 1 8-1/2 1 9-1/8 1-7/16 2-1/16 23 1 21 1 12-7/8 17-35/64 1 3-1/2 21-1/4 1 23-1/2 38-5/8 26-1/8 1 16-11/8 1 1/4 55 1140
24 10-1/2 14-1/4 1-7/8 2-1/2 31-3/4 30 16-7/8 25-15/16 3-1/2 29-1/2 32 54-5/8 37-5/8 20-13/8 5/16 79 1 3225
FAYETTEVILLE NO. DATE REVISION VALVE BOX PROTECTOR RING FAYETTEVILLE NO. DATE REVISION TAPPING VALVE FAYETTEVILLE NO. DATE REVISION
VALVE BOX PUBLIC WORKS COMMISSION ADDED NOTES 7,8,AND CLARIFIED PUBLIC WORKS COMMISSION PUBLIC WORKS COMMISSION
N.T.S. N.T.S. N.T.S. 1 07/09 ADDED NOTE 10,REVISED 4 AND 5
FAYETTEVILLE, N.C. � 1 07/09 NOTES FAYETTEVILLE, N.C. � FAYETTEVILLE, N.C.
SHEET NO. DWG.NO. W 7 DWG.BY: FAYPWC WATER RESOURCES 2 01/14 REVISED NOTES 1,4,6 SHEET NO. DWG. NO. W,8 DWG.BY: FAYPWC WATER RESOURCES SHEET NO. DWG.NO. W 9 DWG.BY: FAYPWC WATER RESOURCES 2 07/13 REVISED NOTES 4,8, 10
1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W7-VALVEBOX.dwg W8-CONC-PROTECTOR-RING.dwg W9-M.J.-TAPPING-VALVE.dwg
NOTES:
NOMINAL PIPE BRANCH SIZE APPROX.WT. LBS. 1. ALL MATERIALS SHALL BE IN ACCORDANCE WITH FAYPWC
SIZE(INCH) STANDARDS.
V-6" FAYPWC STANDARD PENTAGONAL NOTES:
4" 3",4" 28,30
2. TAPPING SLEEVES SHALL BE AS MANUFACTURED BY ROMAC, (TYP.) OPERATING NUT OPEN COUNTER 1. FIRE HYDRANT SHALL BE MODELS MANUFACTURED BY MUELLER CO.(CENTURIAN), 10. CONTRACTOR SHALL NOTIFY THE APPROPRIATE FIRE DEPARTMENT OF OUT OF
6" 3",4",6" 36,38,45
SMITH-BLAIR,OR APPROVED EQUAL. CLOCKWISE. AMERICAN VALVE AND HYDRANT CO.(MODEL MARK 73),CLOW MEDALLION OR SERVICE FIRE HYDRANTS PRIOR TO CONSTRUCTION.
APPROVED EQUAL.
8" 3",4",6",8" 42,44,48,66 3. STAINLESS STEEL TAPPING SLEEVE MAY BE UTILIZED FOR ALL z' 11. FIRE HYDRANT SHALL BE FIELD PAINTED IN ACCORDANCE WITH FAYPWC
10" 3",4",6",8",10" 45,48,55,70,80,
TAPPING OF MAINS UP TO AND INCLUDING 24"DIAMETER WITH 12" 2. ALL VALVES AND HYDRANTS SHALL HAVE M.J.CONNECTIONS WITH IRON RETAINING STANDARDS, BEFORE PROJECT IS ACCEPTED. HYDRANTS SHALL BE PAINTED WITH
12" 3",4",6",8",101.,12" 150,52,60,81,96,143 NOZZLE WITH FIRE HOSE COUPLING(2)2-1/2"NOZZLES AND(1)4-1/2"
16" 3",4",6",8",10",12" 78,80,85,100,115,172
OR LESS BRANCH. BRANCH GREATER THAN 12"SHALL REQUIRE GLAND M.J. RESTRAINT. A GREEN BONNET AND YELLOW BODY. PAINT SHALL BE IN ACCORDANCE WITH
�
24" 3"4"6"8"10" 12" 1 85,87,90,100,145,230 FULL BODY D.I. M.J.TAPPING SLEEVE(SEE DETAIL W.10). I THREAD IN ACCORDANCE WITH FAYPWC REQUIREMENTS. THE CONTRACTOR SHALL PAINT ALL EXPOSED
FAYPWC STANDARD. NOZZLE CAPS 3. HYDRANT VALVE SHALL BE PLACED AS CLOSE AS POSSIBLE TO THE MAIN,BUT DO EXTERIOR FIRE HYDRANT SURFACES PRIOR TO FINAL ACCEPTANCE BY FAYPWC.
ANSI CLASS 150 LB. DRILLING
4. SHELL AND LUGS SHALL BE STAINLESS STEEL PER ASTM A 240,TYPE I SHALL BE SECURELY CHAINED TO NOT PLACE VALVE IN PROPOSED OR EXISTING CURB AND GUTTER. IF THE STREET ALL PAINTING SHALL BE DONE IN STRICT ACCORDANCE WITH THE PAINT
304 AND 304L. IS SOIL AND NO PAVING IS TO BE DONE AT THIS TIME,THE LOCATION OF THE VALVE MANUFACTURER'S RECOMMENDATIONS AND SHALL BE SATISFACTORY TO THE
FLANGE. DI FLANGE SHALL BE THE HYDRANTS BODY. IS TO BE DETERMINED BY THE PWC PROJECT COORDINATOR. FAYPWC.
COATED TO PROTECT 5. BOLTS SHALL BE 5/8"UNC ROLLED THREAD,STAINLESS STEEL PER 3"t1"
AGAINST CORROSION ASTM A 193 TYPE 304 4"NOM. PIPE SIZE SHALL HAVE MINIMUM 1/2" VALVE BOX
FLANGE FINAL GRADE 4. HYDRANT BRANCH SHALL NOT BE BACK FILLED UNTIL INSPECTED AND APPROVED 12. PROTECTIVE COVERING SHALL BE UTILIZED,AS NECESSARY FOR PROTECTION OF
cA_SK_FT_ � BOLTS. BY FAYPWC PROJECT COORDINATOR. ADJACENT AREAS, EQUIPMENT,SHRUBBERY,OR OTHER ITEMS. AFTER PAINTING IS
wul. I ! ' 4 1/2" COMPLETE,THE ENTIRE AREA SHALL BE THOROUGHLY CLEANED UP.
n11TU► 6. NUTS SHALL BE HEAVY HEX STAINLESS STEEL PER ASTM A 194,TYPE _ - I I BARREL 5. GATE VALVE AND BOX SHALL BE IN ACCORDANCE WITH FAYPWC STANDARD
304. Z ' DETAIL. 13. ALL PAINT MATERIALS SHALL BE IN THE ORIGINAL SEALED CONTAINERS BEARING
c� w - x
- Q ' I _ ' O SEE CONCRETE THE MANUFACTURER'S NAME.
0 7. WASHERS SHALL BE STEEL AND PLASTIC LUBRICATING WASHER. p v ' 1 ",
� � ifl •�1=III-- � I � =I�I—III- 6"GATE r� I �� BRICK m THRUST BLOCK 6. HYDRANT EXTENSIONS AND/OR OFFSETS SHALL BE APPROVED BY FAYPWC
TEST PLUG SHELL r I I=III=I ' I =I I(=III= VALVE I DETAIL PROJECT COORDINATOR. 14. WHERE NECESSARY,THINNING SHALL BE DONE IN ACCORDANCE WITH THE
J 8. GASKETS SHALL BE VIRGIN SBR PER ASTM D 2000 MAA 610, m M -I I I=I I I=I I I= -I I I—I I El I z MANUFACTURER'S INSTRUCTIONS,AND AS APPROVED BY FAYPWC.
FULL BOLTS COMPOUNDED FOR WATER AND SEWER SERVICE. I=III=III=I 1=1 I 1=1 I I- of - I I=_ 7. FIRE HYDRANT CONNECTIONS TO EXISTING WATER MAINS SHALL BE MADE USING A
o CIRCUMFERENTIAL _-I ;!'I TAPPING SLEEVE AND VALVE BY WET TAP CONNECTION. THE TAPPING SLEEVE 15. ALL SURFACES TO BE PAINTED SHALL BE CLEAN AND DRY.
GASKET 9. FLANGE SHALL BE DUCTILE IRON PER ASTM 536,GRADE 65-45-12,OR 4" _ _' - 1---•--------------- --- ' -�' AND VALVE SHALL BE HYDROSTATICALLY TESTED PRIOR TO STARTING THE TAP IN
~ NUTS STAINLESS STEEL PER ASTM A-240,TYPE 304. = I�------ -- J\ 6"RJDI PIPE �— THE PRESENCE OF THE FAYPWC PROJECT COORDINATOR. 16. THE BONNET OF THE FIRE HYDRANT SHALL BE PAINTED A DARK GREEN,UTILIZING
Q =I
� --- = AN ALKYD OR POLYURETHANE ENAMEL,WITH A FINAL DRY MIL THICKNESS OF 4 TO
I .I 1 1 II ' �
r> 10. DIMENSIONS SHOWN ARE FOR REFERENCE AND MAY VARY BASED III=III=: I I I=I I hI I(-III-I I - �''� 8. THE PROPOSED LOCATION MAY BE RELOCATED BY THE FAYPWC PROJECT 6 MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE THE FINAL REQUIRED
UPON MANUFACTURER. SLEEVES SHALL BE SIMILAR IN NATURE TO :I=1I —I III—III= COORDINATOR IF CONFLICTS EXIST(IE:GAS SERVICES,UGE,TELEPHONE, ETC.). DRY MIL THICKNESS. THE PAINT SHALL BE FOREST GREEN,AS MANUFACTURED BY 11=I I I i III-1
� THAT SHOWN AND SHALL NOT DEVIATE IN ESSENTIAL DETAILS. �; DI TEE, HYDRANT TEE THE SHERWIN-WILLIAMS COMPANY, PART NUMBER 822918,OR APPROVED EQUAL.
J -I I L —I I—III—III—III—III= SEE NOTE NO.4 OR TAPPING SLEEVE 9. THE CONTRACTOR SHALL FIELD VERIFY THE EXISTING WATER MAIN MATERIAL, SAMPLES SHALL BE SUBMITTED IN ORDER FOR FAYPWC TO CONSIDER
'l 11. PIPE SURFACES SHALL BE CLEANED THOROUGHLY TO PERMIT A I±III—III—III
—IIIi I AS REQUIRED.(SEE SIZE,AND DEPTH FOR EACH FIRE HYDRANT LOCATION PRIOR TO ORDERING ALTERNATIVE PAINT MANUFACTURERS.
-1 I III I I L-1 i I-
w GOOD SEAL PRIOR TO INSTALLATION. UNDISTURBED — " TAPPING DETAIL) MATERIALS. THE CONTRACTOR WILL BE REQUIRED TO SUPPLY VARIOUS LENGTHS
= SOIL OF BARRELS AND HYDRANT EXTENSIONS(NO MORE THAN ONE HYDRANT 17. THE REMAINDER OF THE FIRE HYDRANT SHALL BE PAINTED SAFETY YELLOW,
M.J.CONNECTION WITH IRON
W ARMORS 12. ALL TAPPING SLEEVES SHALL BE HYDROSTATICALLY PRESSURE RETAINING GLAND M.J. EXTENSION MAY BE USED PER HYDRANT). ADDITIONAL FITTINGS AND/OR HYDRANT UTILIZING AN ALKYD OR POLYURETHANE ENAMEL,WITH A FINAL DRY MIL
z II TESTED IN ACCORDANCE WITH FAYPWC SPECIFICATIONS. TEST 7CU FT NO.57 DECTDnI�IT SEE�Il1TE') nnin EXTENSIONS OR OFFSET CONNECTORS MAY BE REQUIRED TO MAINTAIN PROPER THICKNESS OF 4 TO 6 MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE
SHALL BE WITNESSED AND APPROVED BY FAYPWC PROJECT STONE PLACED TO RESTRAINT
RAIN' SEE NOTE`AND COVER AS APPROVED BY THE FAYPWC PROJECT COORDINATOR. THE FINAL REQUIRED DRY MIL THICKNESS. THE PAINT SHALL BE YELLOW,AS
COORDINATOR PRIOR TO BEGINNING TAPPING PROCESS. A LEVEL 4"ABOVE FAYPWC STANDARD MANUFACTURED BY THE SHERWIN-WILLIAMS COMPANY,PART NUMBER 3186,OR
DRAIN OPENING RESTRAINING DETAIL. APPROVED EQUAL. SAMPLES SHALL BE SUBMITTED IN ORDER FOR FAYPWC TO
z 13. THE NUMBER OF BOLTS,NUTS AND WASHERS SHOWN ARE FOR CONSIDER ALTERNATE PAINT MANUFACTURERS.
WASHERS
v ILLUSTRATION ONLY,ACTUAL QUANTITY SHALL BE AS VARIES
RECOMMENDED BY THE SLEEVE MANUFACTURER FOR THE
WLIFTER BAR REQUIRED SERVICE.
z
0 14. SEE DETAILS W.9 AND W.17 FOR ADDITIONAL REQUIREMENTS.
U
Q
STAINLESS STEEL TAPPING SLEEVE FAYETTEVILLE NO. DATE REVISION FIRE HYDRANT AND FAYETTEVILLE NO. DATE REVISION FIRE HYDRANT AND FAYETTEVILLE NO. DATE REVISION
N.T.S. PUBLIC WORKS COMMISSION ADDED NOTES 2, 12,AND CLARIFIED VALVE INSTALLATION PUBLIC WORKS COMMISSION VALVE INSTALLATION PUBLIC WORKS COMMISSION
p 1 07/09 1 10/23/03 REVISED NOTE NO.4 1 10/23/03 REVISED NOTE NO.4
0 FAYETTEVILLE, N.0 � N.T.S. FAYETTEVILLE, N.C.
DWG.NO. W DWG.BY: FAYPWC 2 07/13 REVISED NOTES 3, 12, 14 DWG.NO. W 13 DWG.BY: FAYPWC 2 07/01/09 REVISED NOTE NO.2, REMOVED NOTE DWG.NO. W 13 DWG.BY: FAYPWC 2 07/01/09 REVISED NOTE NO.2, REMOVED NOTE
zo SHEET NO. WATER RESOURCES SHEET NO. WATER RESOURCES NO.3 AND ALTERED RESTRAINT DETAILSHEET NO. WATER RESOURCES NO.3 AND ALTERED RESTRAINT DETAIL
LO 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 1 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 07/01/16 REVISED NOTES 2 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 07/01/16 REVISED NOTES
m W 13-F HCC.dwg W 13-FHCC.dwg
� W11-SS-TAPPING-SLEEVE.dwg
W
z_
p
0
c�
w
J
z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property LLC
o ,,,.���� CAROB''%, ENG7� SINGLE FAMILY SUBDIVISION
S S/ �i� J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m c� F [phone] Fu ua Varina,NC 27526
N N �� 9 EST. Q 1 o q y Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
� � E L
N STATUS = 026970 _ ��r �� 919.602.2351
0 0 - - y CARD \ Contact: Zach Angle
FOR REVIEW ONLY a
0 ENGINEERING NC LIC. NO. P-0799 [e-mail]
co % � ENGINEERING WATER DETAILS 11
w o NOT FOR CONSTRUCTION -, �q�D
o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �'���si C-6.3
N i FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36

NOTES: IN ACCORDANCE WITH BE INSPECTED AND CONCRETE
1. ALL MATERIAL SHALL FAYPWC DETAILS. APPROVED BY FAYPWC THRUST MINIMUM BEARING AREA EACH DIRECTION NOTES:
BE APPROVED BY PROVIDE SOLID METER PROJECT --------- ^� OF THRUST IN SQUARE FEET 1. THRUST BLOCKS SHALL BE
FAYPWC. BOX LID. COORDINATOR PRIOR �� BLOCK(TYP.) based on soil supporting value of 2,000 sf 200 si test pressure) INSTALLED ON PVC WATER
CONCRETE COLLAR IN PAVED ( pp g p °� p g p )
2. WHEN INSTALLED IN A 4. BLOW-OFF ASSEMBLY TO BACKFILL. DISTRIBUTION LINES 6"THRU 12"
PAVED AREA METER NOT TO BE RE-USED 8. CONTRACTOR SHALL AREAS INSTALLED IN , PIPE TEES& 90° 45°ELBOW 22 1/2° DIAMETER IN THE MANNER SHOWN.
BOX SHALL BE SET 1/4" UNLESS APPROVED BY INSTALL TRACING WIRE ONCRETE THRUST BLOCK ACCORDANCE WITH FAYPWC SIZE DEADENDS ELBOWS &CROSSES ELBOWS SEE FAYPWC STANDARD ALTERNATE
ABOVE FINISHED FAYPWC. INTO THE BOX. A PER FAYPWC DETAIL W.17 DETAIL W.6. CONCRETE 6" 4 6 3 2 RESTRAINING DETAIL W.18 FOR
PAVEMENT GRADE AND 5. REMOVE ENTIRE MINIMUM OF 2'OF WIRE PROTECTOR RING IN NON-TRAFFIC -------- I 8.1 7 10 5 3 ACCEPTABLE ALTERNATE
PAVEMENT FEATHERED ASSEMBLY FROM BELL SHALL BE IN BOX. ASPHALT AREAS INSTALLED IN RESTRAINING SYSTEMS.
I
TO TOP OF BOX. OF WATER MAIN PIPE 9. VALVE BOX TO BE ACCORDANCE WITH FAYPWC 12" 15 21 11 6 2. PIPE GREATER THAN 12 INCH
COMPOSITE METER WHEN EXTENDING THE INSTALLED IN 12„ DETAIL W.8. VALVE BOX TO BE I DIAMETER SHALL REQUIRE
BOX(FAYPWC DETAIL MAIN. ACCORDANCE WITH INSTALLED IN ACCORDANCE WITH i RESTRAINT JOINT PIPE FOR THE
WAB)SHALL BE USED 6. CENTER 2"SDR-21 PIPE FAYPWC DETAIL W.7. FAYPWC DETAIL W.7. THRUST UNDISTURBED PROPER LENGTH.
IN PAVED AREAS. IN METER BOX. 2"SCHED 80 PVC 2"MIN.AT L
ELBOW BLOCK �SOIL 3. COMPACT FITTINGS ARE NOT
3. METER BOX SHALL BE 7. INSTALLATION SHALL 90° ELBOW FINAL GRADE M.J.PLUG i AREA OF ACCEPTABLE. STANDARD FITTINGS
4"MIN. I BEARING SHALL BE USED WITH CONCRETE
18" i i 6"MAX. -I I!_. I THRUST BLOCKING.
ASPHALT 2"SDR 21 PVC SLIP TYPE C.I. i i 7 i 4. THRUST BLOCKS SHALL BE
2"MIN.AT
FINAL GRADE 4"MIN. 2"SLIP ON CAP I VALVE BOX TRACING WIRE '� � INSTALLED ON SEWER FORCE MAIN IN
THE MANNER SHOWN.
6"MAX. I 2"BRASS F.I.P x PACK FLANGE \ 5. IF SAC-CRETE IS USED, MIXING MUST
JOINT FOR PVC I�NCDOT CONCRETE BRICK SEE BLOW-OFF DETAIL FOR BE ON SITE UTILIZING A MECHANICAL
ADAPTOR ELBOW MIXER.
CLARIFICATION OF CONSTRUCTION
METER BOX IN 10 REQUIRED AT DEAD ENDS. 6. NO CONCRETE SHALL BE PLACED ON
CONCRETE COLLAR IN ACCORDANCE I� 12"BRASS NIPPLE - r' ; BOLTS. WRAP JOINT FITTINGS WITH
PAVED AREAS NCDOT CONCRETE THRUST PLASTIC.
INSTALLED IN CONCRETE WITH FAYPWC BLOCK,PER FAYPWC
DETAIL W.4. HORIZONTAL BEND DEAD END 7. CONCRETE SHALL BE A MINIMUM
ACCORDANCE WITH BRICK PROVIDE SOLID I 2"BALL VALVE DETAIL W.17 2"TAPPING SADDLE SLOTTED VALVE BOX FITS 3,000PSI.
8. ALL BEARING SURFACES SHALL BE
AGAINST UNDISTURBED SOIL AND
FAYPWC DETAIL W.6. METER BOX LID. I ON TOP OF 2"PIPE. NCDOT
CONCRETE CONCRETE BRICK TO BE SIDE EXCAVATIONS
PROTECTOR RING IN 6"BRASS NIPPLE 12"MJ SLEEVE PLACED UNDER VALVE BOX. SIDE EXCAVATIONS(TYP.) I (TYP.) SHALL BE APPROVED BY FAYPWC
NON-TRAFFIC AREAS NCDOT PROJECT COORDINATOR PRIOR TO
PLACEMENT OF CONCRETE.
s= TRACING WIRE 9. USE OF RESTRAINED JOINT DUCTILE
WATER �� - �\\
INSTALLED IN �-------- IRON WILL BE REQUIRED IF SOIL
CONCRETE - -
ACCORDANCE WITH TRACER WIRE BRICK MAIN 2"PVC SDR21 PIPE
FAYPWC DETAIL W.8. -,- -__
2"BALL VALVE 2"SDR-21 PVC I 2"BRASS F.I.P.x PACK JOINT CONDITIONS DO NOT ALLOW THE USE
6"BRASS NIPPLE WATEMAIN I FOR PVC ADAPTOR OF THRUST BLOCKS.
IF MAKING WET 2"SCHED 80 €/ -- 2"x6"BRASS NIPPLE 2"x12"LONG BRASS NIPPLE. - 10. ALL VERTICAL BENDS SHALL BE
RESTTAP SEE FAYPWC SLOTTED PVC 90° ELBOW -__ __- ONTRDUCTILE AINED SIRON PING IPE.
DETAIL W.15B VALVE BOX NCDOT CONCRETE BRICK 2"BRASS BALL VALVE
---
WATER ic
ONCRETE
"x2"TAPPING SADDLEMAIN 2"BRASS F.I.PxPAC MJ PLUG � HALL BE KEPTJOINT FOR PVC VARIABLE SIZE MAIN LINE WITH 2" TAPPING SADDLE AND BALL VALVE ALL BEARING I LEAR OF PIPE
TO BE REMOVED
SURFACES I JOINTS(TYP.)
NCDOT ADAPTOR CONCRETE THRUST BLOCK WHEN EXTENDING
12"BRASS NIPPLE PER FAYPWC DETAIL W.17 MAIN SHALL BE AGAINST TAPPING SLEEVE
CONCRETE TEE UNDISTURBED CROSS AND VALVE
x2"TAPPING SADDLE BRICK GROUND(TYP.)
2" BLOW OFF FAYETTEVILLE NO. DATE REVISION 2" WET TAP FAYETTEVILLE NO. DATE REVISION CONCRETE THRUST BLOCK DETAIL FAYETTEVILLE NO. DATE REVISION
PUBLIC WORKS COMMISSION PUBLIC WORKS COMMISSION PUBLIC WORKS COMMISSION
N.T.S. N.T.S. 1 06/06 ADDED NOTE ON CONCRETE COLLAR N.T.S. 1 09/05 REVISED TABLE
FAYETTEVILLE, N.C. � 1 08/06 CHANGED FITTINGS TO SCHED 80 FAYETTEVILLE, N.C. � FAYETTEVILLE, N.C.
SHEET NO. DWG. NO. W.15 DWG.BY: FAYPWC WATER RESOURCES 2 11/06 REVISED CONFIGURATION SHEET NO. DWG.NO. W.1 5B DWG.BY: FAYPWC WATER RESOURCES 2 01/07 REVISED VALVE LOCATION SHEET NO. DWG.NO. W.1 7 DWG.BY: FAYPWC WATER RESOURCES 2 02/07 ADDED NOTES 9AND 10
1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 1 07/17 REVISED NOTES 1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 1 3 1 07/17 REVISED NOTES 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 1 3 1 07/13 VDDVEDDETAI TAPPING SLEEVE AND
W15-2-BLOWOFF.dwg W15B-2-WET-TAP.dwg W17-THRUSTBLOCK.dwg
POINT OF C900 OR DI PIPE TRANSITION TO M.J.TEE WITH APPROVED
CIA
D.I. PIPE(TYP.)UNRESTRAINED AT JOINT RESTRAINT(TYP.)
R/W NOTES:
LR TEE LR TEE1. SUITABLE SOIL BEDDING IS DEFINED AS"NATIVE"SOIL
EXCAVATED FROM THE TRENCH, FREE OF ROCKS, FOREIGN
SECTION "B-B" POINT OF D.I.PIPE TRANSITION TO MATERIAL,AND FROZEN EARTH.
10, C900 OR D.I.PIPE(TYP.)
_ 2. SUITABLE BEDDING MATERIAL SHALL EXTEND TO
MD
LL D.I. PIPE BETWEEN FITTING AND UNDISTURBED TRENCH WALLS.
� ALVE SHALL BE RESTRAINED ALL LR VALVE L VALVE
IRECTIONS. I=I -w3. IF GROUND CONDITIONS WARRANT, IT MAY BE NECESSARY TO
w UNDISTURBED BED DUCTILE IRON WATER MAINS IN SELECT BEDDING
SIDE VIEW FRONT VIEW SECTION "A-A" o .J.GATE VALVE WITH II I II II I I SOIL MATERIAL(NO.5 OR NO.57 STONE)TO THE SPRINGLINE OF
RESTRAIN M.J.JOINTS APPROVED RESTRAINT
IRON RETAINING GLAND M.J.RESTRAIN Z WITH APPROVED (TYP.) THE PIPE. SUCH INSTALLATION SHALL BE AS DIRECTED BY
Q RESTRAINT (TYP.) I II I II II I I I I THE FAYPWC PROJECT COORDINATOR.
NOMINAL WEDGES BOLTS PRESS DUCTILE IRON PIPE(TYP.)
PIPE SIZE QUANTITY QUANTITY RATING U _ 10'
6" 3 6 350 L of IIIIIII IIIII
M.J.GATE VALVE WITH f RESTRAIN M.J. JOINTS WITH
12' g g 350 z APPROVED RESTRAINT
P) APPROVED RESTRAINT(TYP.)
w DI PIPE TRANSITION TO
8"SIZE SHOWN 6"AND 12"SIMILAR J _
C900 OR D.I. PIPE
o IRON RETAINING GLAND M.J. UNRESTRAINED AT JOINT - 8" 8„ I-
J RESTRAINT III MIN. MIN. IIII
C900 OR D.I. PIPE _
Q LR (MIN.LENGTH OF RESTRAINT EACH DIRECTION OF THRUST IN LINEAR FEET) _
RESTRAINED JOINT DETAIL FOR TYPICAL TEE INTERSECTION
w Based on 200 psig pressure,Safety Factor of 2.0:1,BARE DI PIPE AND ML Soil,3.5'cover :I(=
0 4-WAY INTERSECTION SIMILARLY RESTRAINED III=
Chart does not apply to pipes wrapped in polyethylene wrap 4"MIN. SUITABLE SOIL BEDDING
�� - -�_
Q PIPE VALVES 90° 45°ELBOW 22-1/2° REDUCER NOTES: RESTRAINT AND OTHER FORMS II FROM TRENCH EXCAVATION
SIZE DEAD ENDS III i -- -Y_�_ (SEE NOTE 1)
TEES ELBOWS &CROSSES ELBOWS 1. THRUST RESTRAINT SHALL BE OF D.I.RESTRAINT. I -__�__ i=1
"
6 6" 55' 31' 13' 7' 8x2" 67'
INSTALLED ON DUCTILE IRON 5. THE MINIMUM LENGTH OF -III I,-, , I 1=1 11- -III--
THRU 12' DIAMETER IN THE REQUIRE ALL JOINTS WITHIN -III-III- I I=III-III=III=I I
6 WATER DISTRIBUTION LINES 6" RESTRAINT INDICATED SHALL -III-III III-I III-III III-I
w 8" 72' 40' 17' 8' 8"x6" 30' I-�
� 12" 102' 57' 24' 12' 12"x8" 54' MANNER SHOWN. SEE FAYPWC THE LR DISTANCE TO BE
U_ STANDARD THRUST BLOCK RESTRAINED. CONTINUOUS 12 GA.
LR_�Lu ENC,-(H TES BE=LE/�GTH TO SINGLE STRAND COATED SUBBASE SHALL BE UNDISTURBED
DETAIL W.17 FOR PVC 6. RESTRAINT SYSTEM SHALL BE
BERESCRAIN REST RESTRAINT. INSPECTED AND APPROVED BY COPPER WIRE OR
HPRT SEE C RAINED 2. IRON RETAINING GLAND M.J. FAYPWC PRIOR TO COPPER CLAD STEEL SOIL. WHERE SOIL IS DEEMED
c� SEE HART UNSUITABLE BY THE FAYPWC
z C900 OR RESTRAINT OR OTHER FORMS BACKFILLING. TRACING WIRE REQUIRED PROJECT COORDINATOR
1 U D.I.PIPE OF IRON RESTRAINT SHALL 7. RESTRAINT SYSTEMS MAY FOR ALL NON-FERROUS AUTHORIZED AREA SHALL BE
_ NOT BE USED ON PVC PIPE. VARY BASED UPON THE PIPE(FROM VALVE BOX UNDERCUT AND BACKFILLED WITH
z �1R N P PE P/PE 3. PIPE GREATER THAN 12 INCH ENGINEERS'DESIGN AS TO VALVE BOX) SELECT BEDDING MATERIAL(SEE
o_ VALVE, FITTING DIAMETER SHALL REQUIRE SHOWN ON THE PLAN AND NOTE 3).
~ OR DEAD END. RESTRAINED JOINT PIPE FOR PROFILE SHEETS.
C900 OR RESTRAIN M.J.JOINTS WITH IRON THE PROPER LENGTH. 8. GRIPPER RING AND FIELD LOK
D.I.PIPE M.J. RESTRAINT RETAINING 4. COMPACT FITTINGS ARE GASKETS ARE AN ACCEPTABLE
0 GLANDS(TYP.)OR OTHER FORM OF ACCEPTABLE FOR USE WITH METHOD OF RESTRAINT ON
=� APPROVED D.I. RESTRAINT. IRON RETAINING GLAND M.J. DUCTILE IRON PIPE ONLY.
FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION
RESTRAINT ADE AIL PUBLIC WORKS COMMISSION WATER MAIN BEDDING DETAIL PUBLIC WORKS COMMISSION
(DUCTILE IRON PIPE ONLY) 1 11/16/07 REVISED TABLE,ADDED NOTE 8 N.T.S. 1 01/01/17 REVISED NOTES
o N.T.S. FAYETTEVILLE, N.C. FAYETTEVILLE, N.C.
0 SHEET NO. DWG.NO. W �g DWG.BY: FAYPWC WATER RESOURCES SHEET NO. DWG. NO. W. 9 DWG.BY: FAYPWC WATER RESOURCES 2 07/01/13 REVISED NOTE RE:TRACER WIRE
0 1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT
L
m W18-RESTRAINT-DETAIL.dwg W19-WATER-BEDDING.dwg
z_
0
0
c�
w
J
z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►irrr��,�� Susan Tart Property LLC
SINGLE FAMILY SUBDIVISION
z `�`�,`� C/�Ro`'��ii � E N G 7 7
0 `��. N T [phone] 205 S.Fuquay Avenue 126 N. Ennis $t.
m c� N F [phone] Fu ua Varina,NC 27526
w Q ;QQ 9 '
q y
EST. 10 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
N o < Q
919602.2351
o N STATUS = 026970 urr ��r �?
0 o FOR REVIEW ONLY Q � Q ti CARD Contact: Zach Angle
w o NOT FOR CONSTRUCTION ENGINEERING NC LIC N0 P-0799 [e-mail] WATER DETAILS 111
oDATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. Za2 C-6.4
J FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36
N d

PIPE SIZES MANHOLE SIZE MIN. WALL THICKNESS MIN. REINF. STEEL MIN. BASE THICKNESS NOTES:
1. PRECAST REINFORCED CONCRETE MANHOLES SHALL BE IN 14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
1. ALL SEWER MAINS,LATERALS,AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN 21"AND LESS 48"DIAMETER 5" ASTM A-1064 0.12 SQ./IN. 6" ACCORDANCE WITH ASTM C-478. SHALL BE 1%, UNLESS OTHERWISE APPROVED BY FAYPWC.
ACCORDANCE WITH FAYETTEVILLE FAYPWC STANDARDS. 11. CONTRACTOR SHALL ABANDON("KILL-OUT")ANY EXISTING SEWER SERVICES THAT WILL NOT BE 24"-36" 60"DIAMETER 6" ASTM A-1064 0.15 SQ./IN. 81, STANDING WATER IN INVERT OF MANHOLE IS NOT ACCEPTABLE.
UTILIZED BY UNCOVERING THE EXISTING LATERAL AT THE MAIN,CUT AND PLUG AT BOTH ENDS, 42" 72"DIAMETER 7" ASTM A 1064 0.15 SQ./IN. 8" 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 4,000PSI.
2. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO REMOVE THE EXISTING CLEANOUT AND COMBINATION,AND PLUG THE TAP OR TEE AT THE MAIN. 15. THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
CONSTRUCTION. FOR LATERALS THAT CONNECT TO A MANHOLE AND ARE TO BE ABANDONED("KILLED-OUT"),THE MANHOLE DIAMETER SIZES MAY BE ADJUSTED ON THE PLANS TO REFLECT SPECIAL CIRCUMSTANCES. 3. MANHOLES GREATER THAN 12'DEPTH SHALL HAVE MINIMUM 6" THE CONE,SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
LATERAL SHALL BE REMOVED FROM THE MANHOLE AND THE REMAINING VOID IN THE MANHOLE REDUCING SLABS ARE NOT ACCEPTABLE ON MANHOLES LESS THAN 6' DIAMETER. FAYPWC RING AND COVER. EXTENDED BASE. JOINT WRAP. THE WRAP SHALL BE IN ACCORDANCE WITH
3. CONSTRUCTION STAKING IS REQUIRED FOR ALL FAYPWC WATER AND SEWER UTILITY SHALL BE FILLED WITH BLOCK AND MORTAR. SEE DETAIL(2 TYPES OF RING FAYPWC SPECIFICATIONS.
INSTALLATIONS. CUT SHEETS,SIGNED AND SEALED BY A NC PLS,SHALL BE PROVIDED TO THE I AND COVER APPV'D) 4. FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN ACCORDANCE
FAYPWC WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE 12. SEWER PLUGS SHALL BE INSTALLED TO ELIMINATE ANY DEBRIS OR OTHER MATERIAL FROM CAST IRON FRAME AND
OF CONSTRUCTION FOR FAYPWC WATER AND SEWER UTILITIES. ENTERING THE ACTIVE SEWER SYSTEM. UPON ACCEPTANCE OF THE NEW SEWER SYSTEM,THE COVER SEE DETAIL WITH ASTM C990. RUBBER GASKET JOINTS SHALL BE IN 16. MANHOLE BOOT FOR 4-INCH LATERALS. SHOULD IT BE
CONTRACTOR SHALL CLEAN THE NEW MAINS,REMOVE ALL DEBRIS,AND THEN REMOVE THE ACCORDANCE WITH ASTM C 443. NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE,THE
4. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB PLUG. CONC.GRADE RING MAX.(3) RUBBER BOOT THAT THE LATERAL IS INSERTED INTO SHALL BE
SITE. CONSTRUCTION ON FAYPWC WATER AND SEWER UTILITIES CANNOT BEGIN UNTIL THE MAX.(3)4", (2)6",OR FLEXIBLE BUTYL RESIN I 4",(2)6"OR(1)2".SEE NOTE 5. FLEXIBLE EPDM RUBBER BOOT CONNECTORS SHALL BE IN SECURELY FASTENED TO THE CORE HOLE BY UTILIZING A
CONTRACTOR POSSESSES,ON SITE,A SIGNED AND SEALED CUT SHEET FROM THE 13. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED GRADE, X j (1)2"GRADE RINGS ® MANUFACTURER 13. ACCORDANCE WITH ASTM C923, INSTALLED BY MANUFACTURER STAINLESS STEEL BAND THAT IS TIGHTENED USING A JACK OR A
PROFESSIONAL LAND SURVEYOR. IN ACCORDANCE WITH FAYPWC REQUIREMENTS. Q SEALANT OR RUBBER GASKET
� � SEE NOTE 13. JOINT. INSTALLED POLY WITH STAINLESS STEEL COMPRESSION RING AND TAKE-UP CLAMP. TORQUE WRENCH(DIRECT DRIVE). BOTH STANDARD SIZE AND
iv PROPYLENE COATED CONNECTION TO MAIN SHALL BE BY CONTRACTOR WITH STEP DOWN BOOTS ARE ALLOWED. THE TORQUE WRENCH SHALL
5. ALL NEW WATER AND SEWER MAINS,LATERALS,AND APPURTENANCES SHALL BE TESTED 14. ALL WORK ON FAYPWC SEWER UTILITIES(MAINS,LATERALS,ETC)SHALL BE PERFORMED BY A Q ' o
AND/OR DISINFECTED IN ACCORDANCE WITH FAYETTEVILLE FAYPWC STANDARDS PRIOR TO LICENSED UTILITY CONTRACTOR. THE FAYETTEVILLE PUBLIC WORKS COMMISSION SHALL 24" STEP OVER INVERT I STAINLESS STEEL PIPE CLAMP. BE SUPPLIED BY THE MANUFACTURER. NO OTHER TYPE BANDS
PLACING INTO SERVICE. OBSERVE AND APPROVE ALL WORK ON FAYPWC SEWER UTILITIES. ALL WORK SHALL BE U JOINT SEAL INSIDE AND OUTSIDE OF OUT SEE STEP DETAIL. ECCENTRIC REDUCER OR METHOD OF SECURING THE BOOT TO THE MANHOLE SHALL BE
COMPLETED IN ACCORDANCE WITH FAYPWC REQUIREMENTS. ?¢ U SEALER JOINT WITH FAST SET MORTAR 6. CONNECTIONS TO EXISTING MANHOLES SHALL BE BY CORING ACCEPTED.
6. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE FAYPWC z SMOOTH FINISH MANHOLE AND FIELD INSTALLING A FLEXIBLE EPDM RUBBER BOOT
PROJECT COORDINATOR. 15. SEPARATION REQUIREMENTS: Q q o U CONNECTOR. DO NOT ALLOW DEBRIS TO ENTER SYSTEM. FOR FOUR(4)INCH SDR 26 LATERALS,THE PIPE OUTSIDE
A. LATERAL SEPARATION OF SEWER AND WATER MAINS: WATER MAINS SHALL BE LAID AT LEAST N U
7. ALL DUCTILE IRON PIPE IN SANITARY SEWER SERVICE SHALL HAVE AN INTERIOR LINING OF 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER MAIN/LATERAL, UNLESS LOCAL w ! DIAMETER RANGE OF THE BOOT SHALL BE 3.5 INCHES TO 4.25
PROTECTO 401 OR APPROVED EQUAL. CONDITIONS OR BARRIERS PREVENTG A 10-FOOT LATERAL SEPARATION-IN WHICH CASE: LIFT HOLES THAT EXTEND THRU THE JOINT SEALER 7. MORTAR SHALL BE QUICK SETTING,NON-SHRINK GROUT MIXED IN INCHES.
WALL SHALL BE SEALED WITH o ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
8. ALL NEW MANHOLES ARE TO BE VACUUM-TESTED IN ACCORDANCE WITH FAYETTEVILLE FAYPWC I. THE WATER MAIN IS LAID IN A SEPARATE TRENCH,WITH THE ELEVATION OF THE BOTTOM FOR FOUR(4)INCH DUCTILE IRON LATERALS,THE PIPE OUTSIDE
STANDARDS. OF THE WATER MAIN AT LEAST 18-INCHES ABOVE THE TOP OF THE SEWER Z X NON-SHRINK GROUT.LIFT HOLES THAT
Q I 8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH ASTM C478 AND DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
MAIN/LATERAL;OR 2 HAVE PVC CAPS THAT DO NOT EXTEND OSHA REGULATIONS. ALIGN STEPS WITH INVERT OUT. 4.25 INCHES TO 4.81 INCHES.
9. CONTRACTOR SHALL REPAIR ALL SEWER LATERALS AND MAINS DAMAGED DURING 0 48"MIN. THRU THE WALL SHALL NOT REQUIRE SEAL LIFT HOLES
CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY REPORT ALL SEWER MAIN AND LATERAL ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER MAIN/LATERAL WITH THE SEE CHART GROUT SEALANT. 9. PRECAST INVERTS ARE NOT ALLOWED. IN ALL CASES,THE BOOT SHALL BE TIGHTENED ON THE LATERAL
BREAKS TO THE FAYPWC PROJECT COORDINATOR. THE CONTRACTOR SHALL INITIATE IMMEDIATE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH AND WITH
REPAIRS IN ACCORDANCE WITH FAYPWC STANDARDS. THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST 18-INCHES ABOVE THE I BY MEANS OF A SINGLE STAINLESS STEEL STRAP.
TOP OF THE SEWER MAIN/LATERAL. SEE NOTE 5 FOR 10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND OUTFLOW
10. TRANSFER OF SEWER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS: 12"MIN. PIPES SHALL REQUIRE THE FOLLOWING: THE LATERAL INVERT SHALL BE AT THE TOP OF THE SHELF.
A. INSTALL AND TEST NEW MAINS,MANHOLES,AND LATERALS. CLEANOUTS SHALL B. CROSSING A WATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR A WATER MAIN TO FLEX.BOOT A. GREATER THAN 2.5'SEE DROP STRUCTURE
BE INSTALLED 18"INSIDE R/W UNLESS OTHERWISE DIRECTED BY PWC. CROSS OVER A SEWER MAIN/LATERAL,THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION CONNECTOR
U � CONC. BRICK AND MORTAR INVERT I DETAIL(MIN.5'DIAMETER MH REQUIRED). 17. NO MORE THAN 4, FOUR INCH LATERALS OR 3,SIX INCH
B. CONNECT EXISTING PLUMBING TO NEW LATERAL UTILIZING THE NECESSARY THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18-INCHES ABOVE THE TOP OF THE SEWER w JOINT SEALER B. LESS THAN 2.5'SEE PIPE SLIDE DETAIL. LATERALS SHALL ENTER A 4'DIAMETER TERMINAL MANHOLE. NO
FITTINGS AS DIRECTED BY FAYPWC. MAIN/LATERAL, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18-INCH VERTICAL PLACED IN FIELD TO 3/4 HEIGHT OF
C. AFTER ALL SERVICES HAVE BEEN TRANSFERRED TO THE NEW MAIN,THE SEPARATION - IN WHICH CASE BOTH THE WATER MAIN AND SEWER MAIN/LATERAL SHALL BE Q OUTLET PIPE.SEE SHELF DETAIL. MORE THAN 2 LATERALS(REGARDLESS OF SIZE)SHALL ENTER
> I o SEAL AROUND PIPE 11. AN ECCENTRIC CONE SHALL BE UTILIZED ON ALL MANHOLES, ALL OTHER 4'DIAMETER MANHOLES. ALL LATERALS SHALL HAVE
EXISTING SEWER SYSTEM SHALL BE ABANDONED IN ACCORDANCE WITH CONSTRUCTED OF FERROUS MATERIAL AND WITH JOINTS THAT ARE EQUIVALENT TO WATER � /
FAYPWC REQUIREMENTS. MAIN STANDARDS FOR A DISTANCE OF 10-FEET ON EACH SIDE OF THE POINT OF CROSSING. ` REINFORCING. SEE CHART ABOVE I SEE SHELF DETAIL UNLESS OTHERWISE APPROVED BY FAYPWC. AN INDIVIDUAL TROUGH. 5'DIAMETER MANHOLES SHALL BE USED
IF THE ABOVE CONDITIONS ARE NOT MET.
SEE CHART -SEE NOTE 3
C. CROSSING WATER MAIN UNDER A SEWER: WHENEVER IT IS NECESSARY FOR A WATER MAIN TO 12. INVERT ON PLANS IS TO MANHOLE CENTERLINE.
CROSS UNDER A SEWER MAIN/LATERAL,BOTH THE WATER MAIN AND THE SEWER MAIN/LATERAL ° 18. NO MORE THAN 5 LATERALS SHALL ENTER A 5'DIAMETER
6"MIN.COMPACTED NO.57
SHALL BE CONSTRUCTED OF DUCTILE IRON MATERIAL AND WITH JOINTS EQUIVALENT TO WATER �. FLEXIBLE EPDM RUBBER 13. CONCRETE GRADE RINGS SHALL NOT BE USED FOR ABOVE GRADE MANHOLE.
MAIN STANDARDS FOR A DISTANCE OF 10-FEET ON EACH SIDE OF THE POINT OF CROSSING, A STONE
SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING. J � i BOOT ADJUSTMENTS(IE:OUTFACE AREAS). USE OF GRADE RINGS ARE
SANITARY SEWER(OUT) ALLOWABLE IN YARD AREAS AND PAVEMENT,WHERE THE RING 19. USE OF TEE-WYES ON LATERALS IS NOT ALLOWED.
D. CROSSING STORM DRAINAGE LINES: A MINIMUM OF 24-INCHES OF VERTICAL CLEARANCE SHALL ` AND COVER ARE AT GROUND LEVEL.
BE MAINTAINED BETWEEN A SEWER MAIN/LATERAL CROSSING UNDER A STORM DRAINAGE LINE � ___ 20. ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE
UNLESS DUCTILE IRON PIPE IS USED. IF DUCTILE IRON PIPE IS USED, A MINIMUM OF SIX(6) SEAL ANNULUS AROUND PIPE AT UNDISTURBED SUBGRADE NO.57 STONE WITH FAYPWC STANDARDS.
INCHES OF SEPARATION SHALL BE MAINTAINED,UNLESS OTHERWISE APPROVED BY FAYPWC. ENTRANCE WITH NON-SHRINK
GROUT.
GENERAL NOTES FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE R301/01/191
DATE REVISION
PUBLIC WORKS COMMISSION STANDARD MANHOLE PUBLIC WORKS COMMISSION STANDARD MANHOLE PUBLIC WORKS COMMISSION
SANITARY SEWER UTILITY N.T.S.
1 07/16 ADDED NOTE 6 01/08 CREATED DETAIL,ADDED NOTES 14-20
FAYETTEVILLE, N.C. � FAYETTEVILLE, N.C. � 1 02r07 CREATED S.2AADDED NOTES 13-17 FAYETTEVILLE, N.C.
DWG.NO. S.1 DWG. BY: FAYPWC 2 01/18 ADDED NOTES 5,8 DWG. NO. S 2 DWG.BY: FAYPWC 2 07/13 ADDED SHEET 2 OF 2 DWG. NO. S 2 DWG.BY: FAYPWC 07/13 REVISED NOTES 9, 10, 11, 15.
SHEET NO. WATER RESOURCES SHEET NO. WATER RESOURCES SHEET NO. WATER RESOURCES CONVERTED TO S.2 SHEET 2 OF 2
1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 3 06/21 ADDED NOTES 1-8 AND RENUMBERED 1 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 2 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT REVISED NOTES 10, 18
S1-SEWER-NOTES.dwg S2-STAN DARD-MAN HOLE.dwg S2-STANDARD-MANHOLE.dwg
NOTES: 5. A DROP STRUCTURE SHALL BE PLACED (2)CAM LOCKS WITH(2) NOTES:
PIPE 1. MANHOLE MEETS ALL REQUIREMENTS WHERE PIPE VERTICAL SEPARATION (2)CAM LOCKS STAINLESS STEEL ROLL
MIN. DIA. (2)CAM LOCKS 1. MANHOLE FRAME AND COVER TO BE MADE OF
OF ASTM C478. BETWEEN INVERTS EXCEEDS 2.50'. SEE DETAIL PINS(1/2"DIA.x 1-3/4"
SIZE I ) GRAY CAST IRON CONFORMING TO ASTM SPEC.
16"-30" 6-0" 2. CONCRETE IS MINIMUM 4,000PSI 6. WITH THE EXCEPTION OF THE OR(2)WEDGE CAM
NOTES: 1"LETTERING A48 83,CLASS 35, MANUFACTURED BY SAME
COMPRESSIVE STRENGTH. MANHOLE BASE SECTION,ALL OTHER �•.._.,, LOCKS
OVER 30" 8'0" 1. PIPE SLIDE REQUIRED WHERE VERTICAL SEPARATION 77 ( ) MANUFACTURER. ALL CASTINGS SHALL
II J 3. MATERIAL USED TO SEAL AROUND PIPE MATERIALS,INSTALLATION AND P ._.`a �V" 2 PICK BARS CONFORM TO THE SHAPE AND DIMENSIONS
THE ABOVE CHART REFERS TO w BETWEEN PIPE INVERTS IS LESS THAN 2.5'. FOR < SEE DETAIL
Z SHALL BE NON-SHRINK GROUT. WORKMANSHIP SHALL BE IN SEAL AROUND -, „ �, SHOWN. ALL CASTINGS SHALL BE CLEAN AND
THE MINIMUM REQUIREMENTS Z I LATERAL INVERTS AT OR WITHIN FOUR(4)INCHES OF O .,• �
4. MANHOLE SHALL BE CONSTRUCTED OF ACCORDANCE WITH THE FAYPWC PIPE THE SHELF,CONSTRUCT BENCH AND INVERT AS FREE FROM DEFECTS.
ACCEPTED BY FAYPWC. THE = B ; ' T
MANHOLE DIAMETER MAY INEW SANIT RY M __- PRECAST CONCRETE. FIBERGLASS STANDARD MANHOLE DETAILS. ALIGN STEPS DIRECTED BY THE FAYPWC PROJECT COORDINATOR. �• - 9 ` 2. CASTINGS SHALL BE UNPAINTED AND SHALL
INCREASE BASED ON PROJECT SEWE MANHOLE IS NOT ACCEPTABLE. 7. DOGHOUSE MANHOLE SHALL BE FREE OVER INVERT OUT 2. INTERIOR DROP STRUCTURE REQUIRED WHERE l.� r�' (7 r`. A� r= a ' 1" HAVE THE LETTERS"PWC-FAY-NC"AND
SPECIFICATIONS. - ��l OF LEAKS. VERTICAL SEPARATION BETWEEN INVERTS EQUALS OR �\. ;' ✓'Q O O "SANITARY SEWER"CAST INTO COVER. LETTERS
OJ) N 8. SEE STANDARD MANHOLE DETAIL S.2 EXCEEDS 2.50'. FOR INTERIOR DROP STRUCTURE SEE y � V SHALL BE RAISED AND CLEARLY VISIBLE.
w FOR ADDITIONAL REQUIREMENTS. 1!2 PIPE N FAYPWC DETAIL S.5. `• :' 3. MANHOLE RING AND COVER SHALL WITHSTAND
�In 3. VERIFY SLIDE INSTALLATION WITH PROJECT •� ` '.1, if';. � H-20 VEHICULAR TRAFFIC.
SEE DETAIL S.4 SHELF SEAL AROUND m,z �. y r''" 4. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5%
PIPE mID COORDINATOR PRIOR TO CONSTRUCTION.
p A 4. MANHOLE AND CONNECTIONS SHALL BE IN 0I-".1 o RING 155LBS.,COVER 160LBS.,UNIT 315LBS.
FLOW CHANNEL ACCORDANCE WITH FAYPWC REQUIREMENTS. 5. PERFORATED COVERS WILL NOT BE ALLOWED.
RING AND COVER AND STEPS SHAPE TO 3/4 HEIGHT n 5. BRICK USED FOR INVERT AND SHELF CONSTRUCTION COVER FACE 6. SUPPLY SOCKET FOR TURNING CAM LOCK
ALIGN OVER INVERT OUT OF OUTLET PIPE. _ Fuo_ CHANNEL
�I I`
�= SHALL BE NCDOT STANDARD CONCRETE BRICK. N.T.S 'I Ir1 1/4"DIA. MECHANISM. ONE SOCKET PER PROJECT.
SECTION A-A REDUCING SECTION '______-' 6. MANHOLES GREATER THAN 12'IN DEPTH SHALL HAVE I'--._'-'•-•I-!'"""""""""......' 7. USE OF CONCRETE GRADE RINGS ARE NOT
U 4"DIA.CONE FOR MANHOLES 6'DIA. -� ° ALLOWED,UNLESS APPROVED BY THE FAYPWC
MINIMUM 6"EXTENDED BASE.
o AND GREATER. \`% 7. THE MINIMUM SLOPE ACROSS THE INVERT OF THE RUBBER-----*
UBBER - - PROJECT COORDINATOR. FOR MANHOLES
MANHOLE SHALL BE 1%UNLESS OTHERWISE APPROVED � GASKET CAM LOCK I OUTSIDE OF YARD OR LANDSCAPE AREAS,THE
MANHOLE STEPS REINFORCING TO MEET ALIGN STEPS BY FAYPWC. N USE OF GRADE RINGS ARE NOT ALLOWED.
CONSTRUCT INVERT IN
Q 16"OC ASTM A-185 0.12 SQ.IN. _._._._ 8. FOR MANHOLES IN YARD OR LANDSCAPED
ACCORDANCE WITH SPRINGLINE OF PIPE OVER INVERT OUT 8. DROP AND/OR SLIDE REQUIREMENTS SHALL APPLY TO 26"DIA.
Lu CAM LOCK DETAIL AREAS,THE RING AND COVER SHALL BE SET TO
in FAYPWC STANDARDS CONCRETE BASE TO NON SHRINK GROUT SLIDE ALL LATERALS ENTERING MANHOLES AS OUTLINED IN
f SEE DETAIL S.4 BOTTOM OF PIPE. SEE SEAL ANNULUS OVER AND f' SLIDE NOTES 1,2,AND 3. NO MORE THAN 4, FOUR INCH N.T.S. FINISHED GRADE. THE USE OF GRADE RINGS
w ( ) WITH 1/2 PIPE PLACED IN SHELF � ARE ALLOWED TO SET THE MANHOLE TO
3: SHELF DETAIL FOR AROUND PIPE AT DOGHOUSE S.S. FIELD. NCDOT STANDARD LATERALS OR 3,SIX INCH LATERALS SHALL ENTER A 4' 3-13/161.
w FINISHED GRADE. FOR GRADE RINGS 4"OR LESS,
� FLEXIBLE EPDM RUBBER SHELF CONSTRUCTION. 1.5 DIA.MAX. WITH SOLID BRICK AND CONCRETE BRICK MAY BE •, �' ' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2
BOOT. SEE STANDARD MORTAR USED TO BUILD UP INVERT FLOW CHANNEL j LATERALS(REGARDLESS OF SIZE)SHALL ENTER ALL COVER SECTION I THE RING AND COVER SHALL BE ANCHORED TO
MANHOLE DETAIL S.2. SEE DETAIL SA TO REDUCE MORTAR SHAPE TO 3/4 , ; OTHER 4'DIAMETER MANHOLES. ALL LATERALS SHALL N.T.S. THE CONE USING 5/8"DIAMETER STAINLESS
SEAL ANNULUS OVER r r r HAVE AN INDIVIDUAL TROUGH. 5'DIAMETER MANHOLES [ _. r.................. I STEEL BOLTS WITH WEDGE ANCHORS. FOR
z QUANTITIES. r
Q AND AROUND PIPE (SOLID BRICK& MONOLITHIC POUR OF X HEIGHT OF r
cn Q OUTLET PIPE. r r SHALL BE USED IF THE ABOVE CONDITIONS ARE NOT _ GRADE RINGS OVER 4",THE RING AND COVER
,n STAINLESS STEEL PIPE AT DOGHOUSE WITH MORTAR) CONCRETE BASE TO SLIDE SHALL BE INSTALLED i MET. THE INVERT OF THE LATERAL SHALL BE A MINIMUM � 5/8"DIA.SS ROD SHALL BE ANCHORED TO THE GRADE RING,
CLAMP SOLID BRICK AND BOTTOM OF PIPE. ON TOP OF SHELF WITH A r OF 1"ABOVE THE SHELF. 27-3/8"-27-7/16"DIA. __._-. .____._._._._._._._.� USING 5/8"DIAMETER x 5-1/2"STAINLESS STEEL
U - MORTAR. c�.i TROUGH TO DIRECT FLOW 9. NO MORE THAN 5 LATERALS SHALL ENTER A 5' 26-1/8"-26-1/4"DIA. BOLTS WITH WEDGE ANCHORS.
co NEW SANITARY SEWER EX.SEWER 8"MIN. IF FORMED, IF PICK BAR AND GASKET
INTO THE SEWER. 9. FOR OUTFALL AREAS,THE RING AND COVER
DIAMETER TERMINAL MANHOLE.
U_ MANHOLE BASE SECTION SHALL NO.6 REBAR AT 6"OC UNFORMED EXTEND TO _ r GROOVE DETAIL SHALL BE SET A MINIMUM OF 18"ABOVE FINISHED
10. USE OF TEE-WYES ON LATERALS IS NOT ALLOWED. l
w BE SUPPORTED ON 4"x8"x16" EACH WAY(BASE ONLY) UNDISTURBED SOIL AND UP _SANITARY SEWER N.T.S. �! GRADE,UNLESS OTHERWISE APPROVED.
= SOLID CONCRETE BLOCKS 180° EXISTING SANITARY TO SPRING LINE OF PIPE. MAIN N APPROVED GASKET " ''' '' COVER 10. THIS DETAIL IS TO BE USED ON ALL MANHOLES
f461 -
APART. STACK BLOCKS AS - SEWER OUT MATERIAL N.T.S. LOCATED OUTSIDE OF PAVED AREAS, UNLESS
0 DIRECTED BY FAYPWC. SLOPE TOP OF CONCRETE 24"DIA. OTHERWISE APPROVED.
z SPRING LINE AFTER ACCEPTANCE OF NO.6 REBAR AT 6"OC ,_: SHELF 1:12 MIN./2:12 MAX. 00 24-1/2"DIA. (4)EACH 5/8"0 x 5-1/2" 11. REFER TO FAYPWC STANDARD DETAIL S.17 FOR
. "O
REMOVE EXISTING TOP OF PIPE ABOVEJ EACH WAY(BASE ONLY) PIPE SLIDE DETAIL TOWARD TROUGH 26"-26-1/8"DIA. STAINLESS STEEL BOLTS
I I REINFORCED CONCRETE INSTALLATION OF VENT STACK.
MANHOLE BASE BY FAYPWC. 18"MIN.COMPACTED ` `+I I I III SLAB POURED IN PLACE N.T.S. SHELF DETAIL WITH WEDGE ANCHORS.
0 CONTRACTOR SHALL SAWCUT AND NO.57 STONE 4"x8"x16"SOLID CONCRETE �UNDISTURBED MIN.4,000PSI N.T.S. P ORE THREADS TO
VENT REMOVAL) a a
REMOVE EXISTING PIPE CROWN TO BLOCKS 180°APART. 34"DIA. E
FORM OPEN INVERT TROUGH. NO STACK BLOCKS AS SUB GRADE 18"MIN.COMPACTED FRAME
of
NO.57 STONE FRAME SECTION N.T.S.
DEBRIS SHALL BE ALLOWED TO ENTER DIRECTED BY PWC. SECTION B-B
z SANITARY SEWER.
o DOGHOUSE MANHOLE FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION - FAYETTEVILLE NO. DATE REVISION
z PUBLIC WORKS COMMISSION PIPE SLIDE AND SHELF DETAILS PUBLIC WORKS COMMISSION MANHOLE RING AND COVER PUBLIC WORKS COMMISSION
Q MAINS 16" OR LARGER REVISED NOTES ON FRAME
1 07l16 ADDED SHEET N.T.S. 1 01/05 ADDED NOTE 8 WITH WIPER GASKET AND CAM LOCK 1 07/09
N.T.S. FAYETTEVILLE, N.C. FAYETTEVILLE, N.C. N.T.S. FAYETTEVILLE, N.C. SECTION/REVISED NOTE 3
z � 2 02/07 REVISED NOTE 8,SLIDE DETAIL,
o SHEET NO. DWG.NO. S 3 DWG.BY: FAYPWC WATER RESOURCES 2 11/25/08 MADE CHANGES TO NOTES SHEET NO. DWG. NO. S 4 DWG. BY: FAYPWC WATER RESOURCES ADDED NOTES 10,11,12 SHEET NO. DWG. NO. S.6 DWG.BY: FAYPWC WATER RESOURCES 2 07/17 ADDED NOTE ON WEDGE CAM LOCKS
oU 2 OF 2 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 01/01/19 ADDED MH CHART 1 OF 1 DATE: JULY 01,2021 APPROVED BY:J.E.G. ENGINEERING DEPARTMENT 3 01118 DELETED MORTAR SLIDE,REVISED 1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 3 01/18 UPDATED NOTES 7 AND 8
z NOTES
0 S3-DOGHOUSE-MH.dwg S4-PSLIDE.dwg S6-RING-COVER.dwg
0
m
W
z_
in
0
0
0
Uu
J
z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CONS TRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 Susan Tart Property, L LC
ENG/� SINGLE FAMILY SUBDIVISION
�� FF T [phone] 205 S.Fuquay Avenue 126 N.. Ennis St.
m < " ' N cJ N F [phone] Fu ua Varina,NC 27526
N Q - =:Q- ` EST Q 1 o q y Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
N
w _ 2 919.602.2351
urr
o N STATUS = 026970 r ?
0 o FOR REVIEW ONLY o^.. a h CARO� Contact: Zach Angle
w o NOT FOR CONSTRUCTION ENGINEERING NC LIC. NO. P-0799 [e-mail] SANITARY SEWER DETAILS 1
oO DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. C-6.5
N FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 �aili

23-1/2" NOTES: EXTEND STACK 18" MIN.ABOVE
1. DETAIL TO BE USED IN PAVED AREAS ONLY.ALL OTHER 5'MIN. GRADE WITH GLUE CAP FOR
NOTES: SINGLE WIDE TAPPING SADDLE WITH STRAP TESTING. AFTER TESTS ARE MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6, 1. COPOLYMER POLYPROPYLENE PLASTIC STEP STAINLESS AND ALIGNMENT FLANGE ACCEPTED ADJUST STACK TO
3/4" UNLESS OTHERWISE APPROVED. SHALL BE PLACED 16"OC IN ALL
1/2"GRADE 60 STEEL STEEL STRAP (GENCO OR APPROVED EQUAL). PROPER GRADE AND INSTALL
2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY REINFORCEMENT STRUCTURES 5'DEPTH OR GREATER. SEE TABLE ON S.11 PERMANENT CLEANOUT CAP
2. STEPS SHALL BE INSTALLED BY
I CAST IRON CONFORMING TO ASTM SPEC.A48-83 CL 30/35 ASSEMBLY.
I MANUFACTURER AND SHALL BE ALIGNED F
FLOW GLUE CAP
N RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER. _ �u
i FRAME A48-83,CL 30 OVER STRUCTURE INVERT OUT. INLET Z FOR AIR
� 1'6"
4" ALL CASTINGS SHALL CONFORM TO THE SHAPE AND - 3. DIMENSIONS SHOWN ARE TO CONVEY THE "`;, (TYP.) TESTING
N DIMENSIONS SHOWN.THEY SHALL BE CLEAN AND PERFECT, (SEE NOTE 22 (TO REMAIN)
f I DESIRED SIZE OF THE STEP AND PVC SDR 26 OR DI TEE SEE `"
v I WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND, Sr DETAIL S.11)
i I CONSTRUCTION MAY BE ACCEPTABLE NOTES 7 AND 8 ON DETAIL S.11 v w
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR 4 '`
PROVIDED MATERIAL SUBMITTAL IS a VARIES- 1 12"
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED. APPROVED BY FAYPWC.
STANDARD TEE 2" Ia 4. MATERIALS OF CONSTRUCTION AND METHOD
II 3.CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE : SECTION "A-A" OF INSTALLATION SHALL BE IN ACCORDANCE CONNECTION v
�►I 2.7/8" LETTERS"PWC-FAY-NC"AND"SANITARY SEWER"CAST INTO WITH OSHA STANDARDS AND ASTM C-478. TAPPING SADDLE >
CAP SHALL HAVE 2"COVER
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE. OPTIONAL -0 C w
NON-TRAFFIC AREAS AND � m rn
NOTE:TAP SHALL BE 4-1/2" SHALL BE SET AT GRADE IN n m co
COVER BACK COVER SECTION FRAME PLAN 4. MANHOLE RING AND COVER SHALL WITHSTAND H-20 FOR 4"LATERAL,AND m 0
PAVED AREAS. m O O � Z
VEHICULAR TRAFFIC. ROCKING COVERS SHALL NOT BE SHALL BE 6-1/2"FOR 6" pERMANENT ASSEMBLY SEE D m
ACCEPTABLE. LATERAL. CLEANOUT CAP ASSEMBLY
5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LBS., A
it ff 1/2„ __ COVER 135 LBS, UNIT 310 LBS. RISER SHALL BE 4"SDR 26 PVC
______________ EXCEPT IT SHALL BE 4"DI IF THE
� � SERRATED TREADS WIDE ENOUGH TO STONE SHALL BE LATERAL ITSELF IS DUCTILE IRON ° FpR6
i - � COVER 6. PERFORATED COVERS WILL NOT BE ALLOWED. STAND ON WITH BOTH FEET. EXTENDED TO BED 2O FpR 4 45° BEND.
i� A THREADED SLOTTED LATERAL CONNECTION PE 11
2"MIN. I� 10-3/4" -I I S�0 i� 1L S' I-I -III-I I I- FOR PVC
3/4" AT FINAL 12„ _ CAST IRON PLUG FROM UNDISTURBED SOIL MAN' OSE ASP _
30 I I - I I LATERALS,
25" GRADE SEEN UTILIZE SDR-26
12"MIN. PLAN VIEW 0 -� I I-I I-III=III=1 I I=11 =III-III- GASKETED
PICK SLOT DETAIL 1 M �23-75'�, -1 I -1 1=III=III=III-III- -I I III-III-, FITTINGS.
1 1- 2.5'
T TRAFFIC CAP 11=III-III=III=III=III-III=1 I =1 I -III-III_ FOR DI LATERALS,
4 - + TITING WITH
I 22" 2"MI �I I I-III-III-III-III-III-I I I I-I 1 I-I
-III-I I-III-III-III III III I -I -III-ITRANSITION
�•-'P"-"" ;-..... L. - - - GASKET OR
= �
BED OF CLEAN FRESH FRONT VIEW � I I-I I-I I-I I-I I-I I-I I-I I- -I I III-III-I
T C006 - 0000000) I -III-III-III_ l I I I I I -III-I I PUSH-ON DI x PVC
LIZE MJ
? R > ', MORTAR(TYP.) III-I I (-f I I-i i i-i FITTING.
-III- - PVC SDR-26 GASKETED
li ��P�•- `�' r"r�� '' 9-1/R° - "� THREADED CAST -III-III-III-I I I� � I I I���I I I� � �-� � �I I I� EXTEND SS TO R/W OR
/ n CONCRETE COLLAR-PAVED AREAS • 3-3/8" _ - - - - COMBINATION SEE
( i IRON HUB _III-III-III-III NOTE 18 ON S.11O OR PROPERTY LINE(DI OR
� 1
_ 8"MIN.THICKNESS 3,000PSI CLASS"A" � 1-1/4"
n n a n ME PVC, DEPENDING ON
// j LATERAL MATERIAL
o CHANICAL JOINT
CONCRETE COLLAR 3-6/o AIR
' s E W�R G / FRAME ENTRAINMENT ALL AROUND FRAME. STAINLESS
�IN. UNDISTURBED SOIL FIT LATERAL. )
(WHEN UTILIZING CONCRETE GRADE STEEL HOSE FITTINGS, IF DI
N RINGS THE CONCRETE COLLAR SHALL CLAMPS 4"AC/DI TO 4"Cl/PLASTIC MIN.
EXTEND TO 2"MIN. BELOW THE TOP n ° n REFER TO FAYPWC
COVERA48-83,CL 35 OF CONE.) MANHOLE
5' MIN. ALL n 1/4"THICK EPDM COUPLING
COVER FACE SIDE VIEW DETAIL S.12 REGARDING
ISOMETRIC VIEW OF STEP CLEANOUT CAP ASSEMBLY BENDS IN LATERAL.* FOR SEWER LATERAL NOTES
SEE FAYPWC DETAIL S.11
STANDARD TRAFFIC AREA MANHOLE FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION SEWER LATERAL FAYETTEVILLE NO. DATE REVISION
RING AND COVER PUBLIC WORKS COMMISSION 1 01/05 CHANGED NON TRAFFIC DETAIL STRUCTURE STEP PUBLIC WORKS COMMISSION 4-INCH AND 6-INCH PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE, N.C. � 2 07/06 ADDED NOTE ON CONCRETE COLLAR N.T.S. FAYETTEVILLE, N.C. N.T.S. FAYETTEVILLE, N.C. 2 01/14 ADDED TAILPIECE, NOTES
SHEET NO. DWG. NO. S.7 DWG.BY: FAYPWC WATER RESOURCES 3 02/07 REMOVED NON TRAFFIC AREA AND SHEET NO. DWG.NO. S.8 DWG. BY: FAYPWC WATER RESOURCES SHEET NO. DWG. NO. S.10 DWG. BY: FAYPWC WATER RESOURCES 3 01/15 REVISED NOTES RE:TAILPIECE
1 OF 1 ENGINEERING DEPARTMENT REVISED NOTES 1 OF 1 ENGINEERING DEPARTMENT 1 OF 1 ENGINEERING DEPARTMENT
DATE: JULY 01,2021 APPROVED BY: JEG 4 07/08 REVISED ASPHALT THICKNESS DATE: JAN.01,2022 APPROVED BY: M.M.M. DATE: JULY 01,2021 APPROVED BY: JEG 4 07/18 REVISED NOTE RE:LATERAL DEPTH
S7-RING-COVER.dw9 S8-STEP.dwg S10-RESSLAT.dwg
SEWER LATERAL NOTES
WATER MAIN 10'MINIMUM HORIZONTAL
10'MINIMUM HORIZONTAL EXISTING GAS SEPARATION BETWEEN WATER
SEPARATION BETWEEN WATER AND SEWER OD TO OD.
1. HOLE IN SANITARY SEWER MAIN MUST BE CUT WITH 12. LATERALS LESS THAN TIN DEPTH OR GREATER THAN 20'DEPTH SHALL AND SEWER OD TO OD. WATER MAIN
SHELL CUTTER NO HAMMER TAPS ALLOWED. UTILIZE DUCTILE IRON PIPE AND FITTINGS WITH CERAMIC EPDXY EXISTING UNDERGROUND ELECTRIC
2. LATERAL SHALL CONFORM TO ASTM SPECS. D-3034 (PROTECTO 401),OR WHEN SEPARATION REQUIREMENTS CANNOT BE MET. 18"MINIMUM SEPARATION lJ EXISTING STORM DRAIN
SDR-26 UNLESS OTHERWISE INDICATED AS DI. 13. ENTIRE SEWER LATERAL ASSEMBLY SHALL BE AIR TESTED BETWEEN BOTTOM OF WATER AND - EXISTING GAS
3. ALL PIPE AND FITTINGS SHALL BE 4" OR 6" UNLESS CONCURRENTLY WITH SEWER MAIN. TOP OF SANITARY SEWER, �--CLEANOUT SHALL BE SET
OTHERWISE SPECIFIED. 14. INDIVIDUAL LATERALS SHALL BE CLEANED AND FLUSHED PRIOR TO OTHERWISE,BOTH THE LATERAL TO ELEVATION INDICATED EXISTING UNDERGROUND ELECTRIC
4. ALL DI PIPE SHALL HAVE AN INTERIOR LINING OF FLUSHING SANITARY SEWER MAINS. AND WATER MAIN SHALL G, DI. IF D ON PLANS.
WATER MAIN IS EXISTING,ONLY A
CERAMIC EPDXY (PROTECTO 401). THE ENTIRE DI 15. LATERAL SHALL NOT BE BACK-FILLED UNTIL INSPECTED BY THE FAYPWC CROSSING IN ACCORD WITH
MAKE SANITARY SEWER LATERAL � A
LATERAL SHALL BE COMPRISED OF DI PIPE AND PROJECT COORDINATOR. DI. REQUIREMENTS FOR UNDERGROUND
MECHANICAL JOINT FITTINGS. 16. WYE CONNECTIONS SHALL NOT BE USED TO TIE LATERALS INTO AELECTRICAL CROSSINGS. CROSSING IN ACCORD WITH
5. ALL CONNECTIONS SHALL HAVE RUBBER GASKET SEALS MANHOLE. SEWER'
MAIN 18"MINIMUM SEPARATION REQUIREMENTS FOR UNDERGROUND
INSTALLED. 17. IF BENDS ARE APPROVED BY THE PROJECT COORDINATOR, STONE I ELECTRICAL CROSSINGS.
6. SANITARY SEWER LATERAL CLEANOUT STACK SHALL BE BEDDING IS REQUIRED TO BE INSTALLED FROM UNDISTURBED(SEE BETWEEN BOTTOM OF GAS AND {
LOCATED 18" FROM WATER LATERAL LOCK VALVE WHEN DETAIL S.12)SOIL TO BOTTOM OF BEND. 24"MINIMUM SEPARATION TOP OF SANITARY SEWER. SEWER I CLEANOUT SHALL BE SET TO
U' 4n n 1n nnRABIAlATlrnA1 ni 1A1 1 nr A l" nrn,AAir AA1n n 1n nAnlir BETWEEN BOTTOM OF STORM EXISTING STORM DRAIN ELEVATION INDICATED ON PLANS.
� iN THE SAME DITCH. 10. rv� l\.JIVID 14M 11v1v OrIMLL oF_M IV1ULVCv vv r F_MINU OF_NLj,umor\r_1 mu, AND TOP OF SANITARY MAIN
0 7. INSTALLATION OTHER THAN AS SHOWN MUST BE SDR-26,AS MANUFACTURED BY HARCO,GPK OR APPROVED EQUAL. 18"MINIMUM SEPARATION
APPROVED BY THE FAYPWC. 19. NO MORE THAN 4, FOUR INCH LATERALS OR 3,SIX INCH LATERALS SEWER,OTHERWISE LATERAL 18"MINIMUM SEPARATION BETWEEN BOTTOM OF GAS AND
J 8. CONNECTIONS TO THE TOP OF MAIN SHALL NOT BE SHALL ENTER A 4'DIAMETER TERMINAL MANHOLE. NO MORE THAN 2 SHALL BE D.I. BETWEEN BOTTOM OF WATER TOP OF SANITARY SEWER.
w ALLOWED, UNLESS OTHERWISE APPROVED BY THE LATERALS(REGARDLESS OF SIZE)SHALL ENTER ALL OTHER 4' AND TOP OF SANITARY SEWER, 24"MINIMUM SEPARATION BETWEEN
FAYPWC PROJECT COORDINATOR. DIAMETER MANHOLES.ALL LATERALS SHALL HAVE AN INDIVIDUAL OTHERWISE,BOTH THE BOTTOM OF STORM AND TOP OF
w 9. THE DESIGN ENGINEER SHALL DETERMINE THE SLOPE TROUGH.5'DIAMETER MANHOLES SHALL BE USED IF THE ABOVE LATERAL AND WATER MAIN SANITARY SEWER,OTHERWISE
AND DEPTH OF THE LATERAL BASED ON THE CONDITIONS ARE NOT MET. SHALL BE DI. IF WATER MAIN IS LATERAL SHALL BE D.I.
� TOPOGRAPHY OF THE LOT. 20. ALL LATERALS(4"AND 6")SHALL UTILIZE A 4"RISER(STACK). WATER MAIN EXISTING,ONLY MAKE
SANITARY SEWER LATERAL DI. NOTES:
10. LATERAL SHALL CONFORM TO 2%MINIMUM SLOPE 21. REFER TO DETAIL S.12 FOR SEPARATION REQUIREMENTS. 10'MINIMUM HORIZONTAL EXISTING GAS 1. ALL VERTICAL AND HORIZONTAL SEPARATION SHALL BE IN
FOR 4"OR 1% MINIMUM SLOPE FOR 6". THE MAXIMUM 22. FOR SINGLE FAMILY RESIDENTIAL LOTS, CLEANOUT SHALL BE LOCATED SEPARATION BETWEEN WATER ACCORDANCE WITH STATE REGULATIONS.
LENGTH OF A SEWER LATERAL SHALL BE 60 FEET, 18"FROM RIGHT-OF-WAY OR EASEMENT. FOR ALL NON-SINGLE FAMILY AND SEWER OD TO OD.
� UNLESS OTHERWISE APPROVED BY FAYPWC. LOTS,CLEANOUT SHALL BE NO CLOSER THAN 10'TO FRONT OF BUILDING, 2. THE SKETCHES SHOWN ARE FOR INFORMATIONAL PURPOSES
co 11. SEE INTERIOR DROP STRUCTURE OR SLIDE,MORTAR UNLESS OTHERWISE APPROVED BY FAYPWC. EXISTING UNDERGROUND ELECTRIC ONLY.
S2 SLIDE AND SHELF DETAIL FOR VERTICAL DROPS OF
LU MAINS AND LATERALS. 18"MINIMUM SEPARATION CLEANOUT SHALL BE SET 3. THE CONTRACTOR SHALL BE REQUIRED TO VERIFY ALL
U_ BETWEEN BOTTOM OF WATER AND �TO ELEVATION INDICATED EXISTING UTILITIES BOTH HORIZONTALLY AND VERTICALLY AT
w TOP OF SANITARY SEWER, I ON PLANS. EACH CROSSING PRIOR TO CONSTRUCTION OF LATERAL TO
w OTHERWISE, BOTH THE LATERAL INSURE PROPER CLEARANCES ARE MAINTAINED.
CROSSING IN ACCORD WITH
THE FOLLOWING TABLE SUMMARIZES THE MATERIALS TO BE UTILIZED FOR SEWER AND WATER MAIN SHALL BE DI. IF REQUIREMENTS FOR UNDERGROUND
z MAIN TO 1�TERAL CONNECTIONS: WATER MAIN IS EXISTING,ONLY ELECTRICAL CROSSINGS. 4. ALL PIPE BEND LOCATIONS AND MAXIMUM NUMBER OF BENDS
PVC Main DI Main MAKE SANITARY SEWER LATERAL I INSTALLED ON LATERALS SHALL BE APPROVED BY THE
DI Lateral DI fittingor approved saddle MJ fittingor approved saddle
DI. SD 18"MINIMUM SEPARATION PROJECT COORDINATOR PRIOR TO INSTALLATION OF BEND OR
PVC Lateral PVC fittingor approved saddle MJ fittingwith transition gasket BETWEEN BOTTOM OF GAS AND EXTENDING THE LATERAL FROM THE MAIN.
TOP OF SANITARY SEWER.
or approved saddle SEWER; 5. ALL REQUIREMENTS FOR SEWER LATERAL NOTES AND DETAIL
v NOTE: REFER TO FAYPWC TECHNICAL SPECIFICATIONS FOR ADDITIONAL INFORMATION. MAIN 24"MINIMUM SEPARATION BETWEEN
BOTTOM OF STORM AND TOP OF SHALL BE APPLICABLE.
SANITARY SEWER,OTHERWISE
z EXISTING STORM DRAIN LATERAL SHALL BE D.I. 6. REFER TO UNDERGROUND ELECTRICAL DETAILS FOR
0 ADDITIONAL INFORMATION WHEN CROSSING UNDERGROUND
U
ELECTRICAL FACILITIES.
Q FAYETTEVILLE SEWER LATERAL FAYETTEVILLE NO. DATE REVISION
SEWER LATERAL NOTES NO. DATE REVISION UTILITY CONFLICT SEPARATION
z 4-INCH AND 6-INCH PUBLIC WORKS COMMISSION 3 01/13 REVISED NOTES AND ADDED TABLE REQUIREMENTS PUBLIC WORKS COMMISSION
o FAYETTEVILLE, N.C. N.T.S. FAYETTEVILLE, N.C. 1 01/05 REVISED NOTES 1 AND 6
DWG. NO. S.1 1 DWG.BY: FAYPWC WATER RESOURCES 4 01/15 REVISED NOTE 22,TABLE SHEET NO. DWG.NO. S.12 DWG.BY: FAYPWC WATER RESOURCES 2 11/06 ADDED NOTE ON DI LATERALS
SHEET NO.
0 1 OF 1 LO DATE: JULY 01,2021 APPROVED BY: JEG ENGINEERING DEPARTMENT 5 07/18 REVISED NOTES 6,9 1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 3 03/10 ADDED LATERAL AND WM SEPARATION
m S11-RESSLAT-NOTES.dwg S12-UTIL-CONFLICT.dwg
z_
0
0
c�
w
J
z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property LLC
ENG7 SINGLE FAMILY SUBDIVISION
m �`�6X�4E
� .OF Eg g ''i�i J�� NF�� T [phone] 205 S.Fuquay Avenue 126 N. Ennis $t.
c N F [phone] Fu ua Varina,NC 27526 G OD WIN S UBD/VISION
N Q 9 < q Y
EST. Q 1 o Fuquay-Varina, NC 27526
r � Lrr
N STATUS = 026970 opT �� 919.602.2351
0 0 - ti CARD Contact: Zach Angle
FORRCOSVI/ONLY ;moo F �. ' �; ENGINEERING SANITARY SEWER DETAILS 11
w o NOT FOR CONSTRUCTION -.,��Gq� •NCINEF. y, `e` NC LIC N0 P-0799 [e-mail]
DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S.
w i
'. L.
N � FILE N0. 2022-045 ORIG.SHEET SIZE: 24 x 36 C-6. 6

NOTES:
1. THE SELECT BEDDING MATERIAL SHALL BE WELL 4. SUITABLE SOIL BEDDING IS DEFINED AS"NATIVE"SOIL
GRADED CRUSHED ROCK(NO.5 OR NO.57 STONE)FOR EXCAVATED FROM THE TRENCH, FREE OF ROCKS, TO FIND"E"ENTER CHART AT LEFT WITH EFFLUENT PIPE SIZE
THE FULL WIDTH OF THE TRENCH. FOREIGN MATERIAL,AND FROZEN EARTH. AND ENTER PIPE AT TOP WITH INFLUENT PIPE SIZE. "E" NOTES: NOTES:DISTANCE IS POINT OF CONVERGENCE OF COLUMN AND R/W. 1. SEE FAYPWC STANDARD MANHOLE AND 1. ALL MATERIALS AND INSTALLATION SHALL BE IN
2. SELECT BEDDING MATERIAL SHALL EXTEND TO 5. SUITABLE BEDDING MATERIAL SHALL EXTEND TO D2 PIPE SLIDE, MORTAR SLIDE,AND SHELF ACCORDANCE WITH FAYPWC STANDARDS.
UNDISTURBED TRENCH WALLS. UNDISTURBED TRENCH WALLS. 4" 1 6" 8" 12" 15" 18" 24" DETAILS FOR ADDITIONAL INFORMATION.
2. ALL DUCTILE IRON PIPE SHALL HAVE AN INTERIOR LINING
8 9.00 9.50 10.00 - - - - 2. THE"E"DISTANCES INDICATED ARE FOR OF CERAMIC EPDXY(PROTECTO 401)OR APPROVED
3. SELECT BEDDING MATERIAL SHALL BE PROPERLY 6. IF GROUND CONDITIONS WARRANT, IT MAY BE 12 11.00 11.50 12.00 13.00 - CONNECTION TO AN EXISTING OUTFALL EQUAL.
PLACED TO THE SPRING LINE OF THE PIPE FOR ITS NECESSARY TO BED DUCTILE IRON FORCE MAINS IN o 15 14.25 14.75 15.25 16.25 17.00 - AND ARE THE MINIMUM DISTANCE
ENTIRE LENGTH. SELECT BEDDING MATERIAL(NO.5 OR NO.57 STONE)TO 18 16.50 17.00 17.50 18.50 19.25 20.00 - ALLOWABLE. (FLANGED) 3. ALL BELOW GRADE FITTINGS SHALL BE MECHANICAL
THE SPRINGLINE OF THE PIPE- SUCH INSTALLATION 24 21.00 21.50 22.00 23.00 23.75 24.50" 26.00 _"90°BEND JOINT WITH RETAINING GLAND JOINT RESTRAINT(IE:
SHALL BE AS DIRECTED BY THE FAYPWC PROJECT 3. WHERE SANITARY SEWER OUTFALLS (FLANGED) MALE BAUER QUICK MEGA-LUGS).
COORDINATOR. DISCONNECT WITH CAP
L WHERE 5'MANHOLE IS REQUIRED ADD 1/2"TO"E"DISTANCE TO AND MAINS ARE BEING CONSTRUCTED
9�9 / ACCOUNT FOR THE ADDITIONAL 6"OF SHELF SLOPE. THE TOP OF THE EFFLUENT PIPE AND
THE TOP OF THE INFLUENT PIPE SHALL
I-I I I _"DIP WITH CERAMIC
BE AT THE SAME ELEVATION UNLESS
6) :`=__ EPDXY LINING. PIPE
IIII �p f -I II I' I UNDISTURBED CONDITIONS ARE PROHIBITIVE TO THIS SIZE TO BE VERIFIED I 4"DIA STEEL PIPE
' A =j�Ill I7 I i- I PRACTICE' BY DESIGN ENGINEER_ SOIL FILLED WITH 3,000PSI
IJ (NP.) CONCRETE
-� p 1=iiiiil�i i I��=III - �iI Ili 1 I i
III= CONCRETE VALVE BOX 46"
PROTECTOR RING BOLLARD
MAIN OR LATERAL MIN. (SEE DETAIL W.6) I (
UNDISTURBED -IIIII 12"MIN. I I I I- III-I --I
SOIL -III I I- 4"@ 2.00%MIN. GROUND
SLOPE 4"WIDE
12"MIN. - -
III- -III 6"@ 0.67%MIN./MAIN 40 MEDIA
EFLECTIVE
I- X 6"@ 2.00%MIN./LATERAL UL- 1,11
4"WIDE YELLOW
III- MIN. MIN. -III_ g 8"@ 0.40%MIN. I REFLECTIVE MEDIA
D2 cv 12"@ 0.22%MIN.15"@0.15%MIN.
DIA./2 �)I I�I I I 4"MIN SUITABLE SOIL � 18"@ 0.12%MIN. - _"x "TEE Z �
WITH "GATE VALVEN__
U I
SELECT BEDDING MATERIAL (MIN.4") III ' _ BEDDING FROM TRENCH Q I I
-I I` EXCAVATION 1.12 2 0 /�MJ RETAINING GLAND JOINT
SEE NOTE 1 I=I I I -- ---------------- I= W i ` -2 RESTRAINT(SEE NOTE 3) 36, I I
( ) (SEE NOTE 4) i i CONCRETE---,,I - I I
I
� � � i � 3l4D -�� _"90°BEND(MJ)
� � i i THRUST BLOCK _
I=� _ ��% (SEE DETAIL W.17) I,-,% - 3,000PSI
SUBBASE SHALL BE UNDISTURBED LPI
PE DIAJ CONTINUOUS 12 GA. SINGLE SUBBASE SHALL BE CONCRETE
SOIL. WHERE SOIL IS DEEMED STRAND COATED COPPER WIRE UNDISTURBED SOIL. WHERE j
UNSUITABLE BY THE FAYPWC OR COPPER CLAD STEEL TRACING SOIL IS DEEMED UNSUITABLE
PROJECT COORDINATOR WIRE REQUIRED FOR ALL BY THE FAYPWC PROJECT "FORCE MAIN AS REQUIRED
AUTHORIZED AREA SHALL BE NON-FERROUS PIPE(REFER TO COORDINATOR AUTHORIZED - CONCRETE BOLLARD DETAIL
UNDERCUT AND BACKFILLED WITH AREA SHALL BE UNDERCUT
SELECT BEDDING MATERIAL. FORCE MAIN SPECIFICATION,
GRAVITY PIPING AND/OR AS DIRECTED BY FAYPWC FORCE MAIN AND BACKFILLED WITH
PROJECT COORDINATOR) PIPING SELECT BEDDING MATERIAL
(SEE NOTE 6).
FAYETTEVILLE NO. DATE REVISION FAYETTEVILLE NO. DATE REVISION FORCE MAIN BY-PASS FAYETTEVILLE NO. DATE REVISION
SEWER BEDDING PUBLIC WORKS COMMISSION MH CONNECTION DESIGN GUIDE PUBLIC WORKS COMMISSION PUMPING ASSEMBLY PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE, N.C. 1 01/01/05 REVISED NOTES N.T.S. FAYETTEVILLE, N.C. N.T.S. FAYETTEVILLE, N.C.
SHEET NO. DWG.NO. S.1 3 DWG.BY: FAYPWC WATER RESOURCES 1
2 01/01/16 REVISED NOTES SHEET NO. DWG.NO. S.18 DWG. BY: FAYPWC WATER RESOURCES SHEET NO. DWG.NO. S 21 DWG.BY: FAYPWC WATER RESOURCES
1 OF 1 DATE: JULY 01,2021 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT 1 OF 1 DATE: JAN.01,2022 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT 1 OF 1 DATE: JULY 01,2023 APPROVED BY: M.M.M. ENGINEERING DEPARTMENT
S13-SEWER-BEDDING.dwg S18-PENETRATION-DETAIL.dwg S21-FORCE-MAIN-BY-PASS-PUMPING-ASSEMBLY.dwg
SERIES X RETRO-GRATING
OPENING AS REQUIRED PADLOCK
1/4"THICK DIAMOND PATTERN ALUMINUM
4BAR COVER PLATE W/EXTRUDED ALUMINUM STANDARD FEATURES: HALLIDAY PRODucTs
LIFTING HANDLE FRAME(WELDED) ALUMINUM"I" BAR CONSTRUCTION
T-316 STAINLESS STEEL HARDWARE
° ° ° ° • LIFTING HANDLE
LOCKABLE ABLE WITING H OWNER SUPPLIED PADLOCK
• EASY TO INSTALL REGARDLESS OF COVER MANUFACTURER
PADLOCK I ai a SEE INSET'B'
•300 LBS. PER SQ. FT. LOAD RATING (1464 KG. PER METER ° a
BAR IL ___ _ JI °Uj LOAD RATING) °
� ° ° ° • HINGED WITH POSITIVE LATCH TO MAINTAIN UPRIGHT
A < ° �_ OPENING AS REQUIRED ®I POSITIONco
°
Ir 71 z •VIEWING AREA FOR OBSERVATION AND LIMITED
II aI a LU SECTION °A-Ali MAINTENANCE
o • SUPPLIED WITH T-316 STAINLESS STEEL MOUNTING °
__ = J `I HARDWARE °
- - -J • SAFETY ORANGE POWDER COATING FINISH
GRATING FRAME AS (COVER SHOWN IN • 10 YEAR GUARANTEE
DIAMOND PATTERN ALUMINUM PER MANUFACTURER STAINLESS STEEL&ALUMINUM OPEN POSITION) ALUMINUM GRATING PANEL SIPHON BR=7 7
COVER PLATE 3/16" FINISHED POSITIVE LOCKING HOLD WITH SUPPORT BEAM °
CLEAR FLOOR OPEN ARM ° j j
PLAN VIEW -- ° STAINLESS STEEL
o ° HINGE W/TAMPER EXISTING COVER
SEE NOTE#1 PROOF FASTENERS (SHOWN IN OPEN N
° POSITION) FINISHED GRADE
wa Q° -=iiiTiiiiiTiiiiiTi a i i i ii i iiiiii i i i i ii i iii- -= -- i i ii i i i iTi it ilii Till l iliTili l it
4 x24 x24 CONCRETE OO
° DETAIL PIVOTING SPRING a ° a ° ° OO
SPLASH PAD 1 CUBIC FOOT Nz_
ASSISTED LIFTING a ° ° a - OF#57 WASHED
< NOTES: INSET"B„ HANDLE a ° ° a ° a
STONE CONTINUE
TO RPZ
1. ALL ALUMINUM SURFACES IN CONTACT WITH CONCRETE OR GROUT SHALL BE COATED
WITH BITUMINOUS MATERIAL FOR PROTECTION. -"'_ --- "'-
W 2. HATCHES SHALL BE SINGLE OR DOUBLE HATCH DEPENDING ON OPENING SIZE AND STAINLESS STEEL 12"0
HOLD OPEN ARM
U_ MANUFACTURER'S RECOMMENDATIONS. TYPE K, 1" DIAMETER COPPER PIPE
11J WITH THREADED TO COMPRESSION
LU
FITTING AT HYDRANT.
W (2) SUPPORT BRACKETS
WITH MOUNTING
ACCESS HATCH HARDWARE (8) NOTES:
C-6.7 SCALE: N.T.S 1. HOSE BIB SHALL ACCOMMODATE STANDARD 3/4"GARDEN HOSE.
0 2. ALL FITTINGS SHALL BE NO LEAD BRASS MEETING UNS C89833
AS PER ASTM B584.
W
0 APPLICATIONS:
W THE SERIES X RETRO-GRATE IS A HINGED ALUMINUM GRATING PANEL THAT IS EASILY INSTALLED BENEATH EXISTING ACCESS
Q COVERS REGARDLESS OF THE ORIGINAL COVER MANUFACTURER.THE RETRO-GRATE PROVIDES ADDITIONAL PROTECTION 3 YARD HYDRANT
z AGAINST FALL THROUGH ACCIDENTS WHEN THE COVER IS LEFT IN THE OPEN POSITION.THE UNIT IS LOCKABLE BY AN OWNER SCALE: N.T.S
SUPPLIED PADLOCK AND INCORPORATES A SPRING ASSISTED LIFTING HANDLE THAT POSITIONS THE HANDLE NEAR THE SLAB J1.7
o LEVEL.THE UNIT IS SUPPLIED WITH T-316 STAINLESS STEEL MOUNTING HARDWARE AND AN AUTOMATIC HOLD OPEN ARM WITH
ALUMINUM RELEASE LATCH.THE RETRO-GRATE IS DESIGNED TO BE INSTALLED BY MOUNTING THE SUPPORT BRACKETS
o TO EITHER THE EXISTING FRAMEWORK OR TO THE CONCRETE SLAB BELOW THE FRAMEWORK.
0
ACCESS HATCH
z 2 FALL PROTECTION SUPPORT
o J6.7SCALE: N.T.S
w
J
z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property LLC
caRo�'% ENG7IV SINGLE FAMILY SUBDIVISION
'E S '•. �i, J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q OF v N -Varina,NC 27526
qy F [phone] Fu ua
N N :Q� 9 = EST. Q 10 Fuquay-Varina, INC 27526 G OD WIN S UBDI VISION
w 7 = 2 919.602.2351
o N STATUS = 026970 urr
�`�
0 0 - ti CARD Contact: Zach Angle
FOR
FO REVIEW
CONSTRUCT ;moo• F �.'' �; ENGINEERING � SIA-INITARY SEWER DETAILS /I/
w o NOT FOR CONSTRUCTION -,, �Gq�••NCINEF;. �y,``e� NC LIC N0 P-0799 [e-mail]
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S.
''� �ia �► ��` C-6. 7
N FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 J

Dy BACK 0 BEE I NO ew 0 OE Oy $ Oy
F CURB INANE IF ANO 3 O
CONCRETE THROUGHOUT.
NOTES: r Y % ^ r Y E%PANSION JOINTS r Y
,y (, i ELEVAn n - AT x4 BAR NM'ELS AT CD E CD
UBE CLABe a
EI-�W1 FT. I p g THIS P1I1T ENGWALL WY BE UBEO FOR THE FOLLgvING Z O: U - Z 2 O 8" Z 6 O
0,GESE ALL SEW aAelWx Gx WM LB"IN OE
Ox GFNTEN I v WITx
STANDARDS:898.01,838.11,138.21,838.2],838.33, E�JdA+2 Y a 1e ' x�E����a���E� Y - y - - SET ix BGTTON sL.S OF W GTG 9LnB ~a~Z k9 BARS. I.
B�� STp.B AGO
I.:..,EUM-1,B3B.5],...GO ANO B9B.88. ��NZ e L W ��NZ a B ❑�NZZ
^ INSTALL PRECAST ENONALL9 WITH WINGS AND PAY --- E
w,QO(Z.J NO.Bw rU QO(Z.J 3,• FUQOw�
E WITH SPECIFICATION SECTION m I �II �II
1 G" 1'-C. FGR IN ACCORDSON FTE. °�. ePON ¢ r 2'-' ♦ ¢ r 24 USE 4000 PSI EINFO
rx rx rx
` PPOVIOE ALL REINFORCING STEEL WHICH MEETS ASTM A818 O r W O J WALLSANDED
yrLLCJ i rn r W ON J
FOR GRADE 80 AND WELDED WIRE FABRIC CONFORMING zCN¢ y 'vC�EEI a WALLS AND BOTTOY SLFB APIUBT ZON¢ - QO ¢
O -TIES AGUGGN­..
TO AS TM A185 WITH 2"MIN.CLEARANCE. 1
PLACE LIFT WILES OR PINS IN ACCORDANCE WITH y I>H - NG. M1 H>-I m q PLAN n H>H
CS/RCP • OSHA STANDARD 1928.T04. PUN ° T y�� SEE NOTE ER9 1 C R R
O _ P P - ORANING NOT TO SCALE. CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
H1 H1 ---- E TO BE GECU�TED ixTOeHEADNALL AT JOBCU91RiE.11 O % O of g u O
CONTRACTOR LEV. G"
TGv ELEv4r1Gx SECTION X-%
` ALL ELEMENTS PRECAST TO MEET ASTM C813. 'O m UBE ON FLA EXPANSION JOINT
L ^ WEL EG MIRE RIC MAY E 9U I1ITUTEO F TOv IL-INAND UNDER
I_
m
---- - -- AN
Loxa Aa TxF snMF AREA
of STEEL Es PRovxoso. _____ - FRAYS GxnrE AND xo9D GRAD Es zN T
` CHAMFER ALL CgiNER3 1"OR HAVE A PADILIS OF 1". SEE STD.xO.ew.O3 v - EPPESSEp GUTTER LINE
q"O.0.(TYP.) 8"O.C.(TYP.) $ E%PANSION JOINT m 0
EFER TO CHART REFER TO CHART w e�� B ----- --- - � �
FOR BAR slzE -- PLAN OF TOP SLAB SECTION $-$FOR BM SIZE COTE:THE MINIMUM BAR.R W SHALL BE NS BAR9 J N
a^css.TxE wxTRACTo WILL CARVE TxE oPrloxi - GO ELEVATIONGG
ELEVATION SIDE TO INCREASE THIS BAR SIZE As NEEDS. 3 W m�-„,, ODD
A UL y NORMAL CURB AND GUTTER ON LIGHT GRADES UL y
Z L -'° NORMAL SUFFER LINEME Z Q W
m Ha-I EXPANSION JOINT OD lL
3 W a s B 3 B E x8"W"BARB x4 BAR 3
ENDWALL DIMENSIONS ¢ SECTION Y-Y" Q @ EGGAL r ��� - eoEv ER LINE ¢Q N
wz FT. ❑ W°' a ❑= LL USE OH 6AlES VER 22 ❑FT. MINIMUM MIN./MAX. MIN./MAX. MIN./MAX. MIN./MA%. MIN./MAX. �L. F SPACE F=
PIPE DIA. B SIZE HI(FT.) H2(FT.) D(FT.) W1 W2 ❑ W n RISER HT. ❑ Q
1.0 #5 @ 8" 1.25/2.00 2.00/3.]6 1.25/1.75 3.00/3.75 5.50/6.00 V¢ ! 8 ._.-.o V¢ E1cPArv5[Ox JOixT NA% GO��� V¢
�� 1.25 #5 @ 8" 1.25/2.00 3.00/3.75 1.25l2.00 3.50/3.75 6.60/6.76 Z = G e Z W= AR ! B"I z W Z
Q O r SECTION a-v ¢
1.50 x5 @ 8" 1.25/2.00 3.0014.25 1.5012.50 3.50/3.75 6.50/6.75 r V w s PE Is use0 r r~GO,uj r D WEL ELEVATION r F r
2.0 #5 @ 8" 1.50/2.50 4.0014.75 1.7512.50 4.0014.25 7.50/8.25 Y F SEE NOTE SERE SECTION PIPE usEo y¢N SECTION R-R NORMAL CURB AND GUTTER ON STEEP GRADES Y¢N
D 2.5 #5 @ 8" 2.50/3.50 4.0016.00 2.0013.00 4.50/5.50 10.00/11.50 Q y J RISER xr.WHERE 30 TO 38 PIPE IS USED 41 10 54 I ¢Z ASIx(wEO ON W[x.HE RISER)• 3=.-
3.0 #5 @ 8" 3.OD/3.50 5.0016.00 2.75/3.50 5.25/5.75 11.50/11.]5 Q z vAR[Es '. -.. . DIMENSIONS OF BIG ARB F EN GU-COMI.IN ENNX DEDUCTIONS ca
���•� 3.5 #5 @ 8" 3.25/4.50 8.00/6.15 3.25/3.50 8.00/B.]S 12.00/13.25 ¢W y _ __ U e:.� p� _ _ _ _ O x••I O V
Y,- LIFE GP NIOrx NIITH ED
SPAN N H.NE
4.0 #5 @ 8" 3.50/4.50 6.50/7.00 3.25/3.50 8.50/B.]5 18.00/13.25 ---- -__ ',.e' __> O: D A e c O x HEIGHT772
DC x a M N
PLAN e.o o;'" -
4.5 #5 @ a' 4.00/5.00 6.5018.50 3.2514.00 7.00/8.25 13.50/15.]5
5.0 #6 @ 8" 4.50/5.00 7.0018.50 3.2514.00 ].25/9.25 13.75/15.]5 H
5.5 #5 @ 8" 4.50/6.00 7.6018.60 9.25l4.00 7.25/9.25 14.00/16.]6 I
L L
4.fi0 6.00 ].b0 8.60 9.25 0.00 ].]6 9.26 14.]6 16.]fi wxPRE 42 To a4 "PF is UIEO
6.0 #5 @ 8" / / / / /
DETAIL SHOWING METHOD :d`0. >,
GO I-
SHEET 1 of 1 OF RISER CONSTRUCTION HFET z oT z
PLAN PLAN sxFET 1 of z sa" 3'-D^ z'-z^ s'.T^ s'-a" z'.i^ 3'-z^ a z•-1D° s r-11^ 3 z'-11" 41 G.1Ba 4.3aa z.9e] o.2RT D.4G1
838.80 840.02 RISER HAS.zzs cuBlc Yw9s DF coxcRETE PER FOOT HEIGHT gg0.02
PRE-CAST CONCRETE HEADWALL 2 CONCRETE CATCH BASIN
C_6 8 SCALE: NTS C_6 8 SCALE: NTS
ALTERNATE WALL TABLE OF DIMENSIONS
CONFIGURATIO D T A B C E L WT.
12" 2-1/4" 4" 2'-0" 4'-1" 2'-0" 6'-1" 730
15" 2-1/4" 6" 2'-3" 3-10" 2'-0" 6'-1" 730
w 18" 2-1/2" 9" 2'-3" 3-10" 3'-0" 6'-1" 1190
o _ 24" 3" 10" 3'-8" 2'-6" 4'-0" 6'-2" 1770
30" 3-1/2" 1'-0" 4'-6" 1'-8" 5'-0" 6'-2" 2380
36" 4" 1'-3" 5'-3" 2'-11" 6'-0" 8'-2" 5320
42" 4-1/2" 1'-9" 5'-3" 2'-11" 6'-6" 8'-2" 5920
~� 48" 5" 21-0" 61-0" 21-2" 7'-0D 8'-2" 7470
54" 5-1/2" 2'-3" 5'-6" 2'-10" 7'-6" 8'4" 8810
C B 60" 6" 2'-6" 5'-0" 3-3" 8'-0" 8'-3" 11180
L=LENGTH ~ 66" 6-1/2" 3'-0" 6'-0" 2'-3" 8'-6" 8'-3" 1 12530
721I 7" 31-0" 61-6" 11-9" 9'-0D 8'-3" 13980
PLAN
GENERAL NOTES:
43" NOTE:USE TYPE"E", "F"AND"G"GRATE aQ DETAIL SHOWING TYPES OF GRATES -1I IL 2 oa 3.1 SLOpF =_ 1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
UNLESS OTHERWISE NOTED. PA+ P zrm6 USE ACCORDING TO WATER FLOW. 11 -{ 1Yz" I z6�sU }
W�a8 $ W�a� �0 2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
e T� W¢-g TYPE"G" TYPE"E" TVPE "F" A A T- W¢<LL= Q OF REINFORCED CONCRETE PIPE OF LIKE DIAMETER PER
AASHTO M170,TABLE 2,WALL B.
_ SECTION-LL SECTION-ilEl " `�'goy� y �"a 3. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
WATER FLOW SAG WATER FLOW z HyH� ��
Tn m A �O A ALIGN FRAME WITH INSIDE , r> Fes,,,,
J FOGEDFWALL TO ALLDY! '-c� , Wp _________________________________ O 1�2
Q FOR VERTICAL ADJUSTMENT w
MALL SECTION ❑ B ' + ❑ SECTION 1'6" 4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
wc. 1-T
Q SECTION-BB ------
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
w s SECTION-PP SECTION-NM SECTION B-B REFER TO EC DETAILS 6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
c�
Q PLAN <"{ z ------ , 27T L z
Q FRAME,GRATE,B H000 ASS'V W c a o c m FOR RIP-RAP DETAIL WITH THE TABLE.MINOR VARIATIONS WILL BE PERMITTED BASED
N I WATER FLOW SAG WATER FLOW N
� 5" 2'-D" 6" G�=m SECTION A-A
o - � ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
Tjb� ":
3 Z r TYPE "F" TYPE"E" TYPE "G" TYPE - E 3 Z¢ 7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
m p a V RAISED FLOW ARROW ¢C Q U
O N, L M -K w❑ P %s„HIGH 2 ^❑
❑(/l¢ RAISED FLOW ARROW 2�'q" ❑47 Q Q
SECTION-AA f z %6"HIGH - ¢❑F Z
OR ¢�r O OO _ me
` ' ¢S, z41IFRAME PLAN wO_ �T� E DTI� SECTION-JJ ¢W � 1/8" v3: ¢W w I-r
w II~ , 11fi �I e• 3„R V2„ ❑¢ p, O ,J,r2" I ,�„R o¢6.¢J mON
e, 2,-G„ 6„ i`o z'-,1�" 1v2" �" 2'-11%" „ v ❑ END VIEW
LU
= -L •• .1
�1 SECTION-KK J- NB �- /B„�'�- a4g" j3QTYPE F SECTION A-A -�}I ] FLARED END SECTION
R SECTION-RR SNEET t GF z TYPE G SECTION A-A axFFT z pF z A
z HOOD ELEVATION 840.03 840.03 4
C_6 8 SCALE: NTS
3 CATCH BASIN FRAME, GRATES & HOODS
0
C_6 8 SCALE: NTS
H-
z
0
U
67
Z
Q
J
d
z
0
z
0
m
z
0
w
J
z
Q
L(�
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `����►iiii��,�� Susan Tart Property LLC
CARo�'% ENG7/ SINGLE FAMILY SUBDIVISION
J �i J�� FF T [phone] 205 S.Fu ua Avenue 126 N. Ennis St.
im Q F ES ON ' 29�� c F [phone] Fuquay-Varina,NC 27526
N N < EST. Q 10 919.60Fuquay-Varina, NC 27526 G OD WIN S UBDI VISION
w � _ L = 2 � 919.602.2351
urr
o N STATUS = 026970 _ r �?
0 0 - ti CARD Contact: Zach Angle
FOR REVIEW ONLY - 10
M % ••F!t!GINEF;`�•' e�� ENGINEERING NC LIC. NO. P-0799 zach.an le mail.com STORM DRAINAGE DETAILS 1
w o NOT FOR CONSTRUCTION s�'LgZD \\�� 9 @9
0 LU
DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. '����s�it C-6.8
a 0 FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 rr
N d

O¢
z WEEP HOLES �'1 rt " 3'-6° O¢
PROVIDE ALL DROP IILFLOVERJ- MNU trr DEPRESSION PLI
x6wAT 1M4&w—G AT o�dxz 1'-74'9" 1-74 e" I I—H F�1 LLo�diz
X x Sy TH INS ER
- _JUSE rc¢iQo3E - o�I 1G E E ��<�3
IF
6Ei lx epiPOu hue OF O r06Lae NHLLC J N �L_O } NHLLOJ
SEE
gN00MTE6 NOT SHO.M 20N¢ 20N4
' O �
xnuPER ALL ExP 6Eo , , x NE6P xoL6 oA As oxAEciEo ev THE
ExO1xE66. _ II
v� DI.-x0T TO 6CA E SECTION G G �'H
PLAN o� o�
to to Fes-'
PLAN OF FRAME
WITH GRATE&FRAME REMOVED
CAST IRON o
co
RICK COPING(INcmENTAL) PLAN OF GRATING f o
TOP ELEVATION O TD. 416 FRAME W 22'-31A CAST IRON CO pRQ<
Zy 122 ,1
RATE 6" B '��6•• M4 BAP 3QaO N6pJ
Sa
16 2rr err fir, verr fir, 3oaO LU
Q2
3'-344 2-344'LLI
t z LQL
DOWEL
-
0�cOD
N
SEE NDTE DW�L(6EE—I) N..PIPE Tx16 s 'a v SECTION H-H 2'-2" J— 'a J N
SECTION X-X SECTION Y-Y o o E N
DIMENSIONS F QUANTITIES FOR DROP INLET(6ASE0 ON MIN.DE HEIGHT,H) ¢V 2YQ
DIMENSIONSESPAN
OF BOX&PIPE CUBIC YARDS DEDUCTIONS FOR 3r-1 sq' N 2r_t rr
WIDTH M HEIGHT ONE PIPE
I PAN BOTTTOOM6 WALL PERO% p
6
PDPE sA M 3r Srr 2r Srr o
15" S 2 9 0.646 0.023 G.—
1B•' z•.6" D. D.CSS D.D49 SECTION E-E SECTION F-F
9-O 0.—
SO" 9•-0" 0.926 0.092 0.127
1840.141 840.16
rl "� CONCRETE YARD INLET YARD INLET FRAME & GRATE
C-6.9 SCALE: NTS J-1
SCALE: NTS
0
J_
Q
H
W
in
W
C�
Q
Z_
Q
in
O
1
rn
m
U
W
J_
LL
H
W
W
2
C�
Z_
Z
O
U
H
Z
O
U
67
in
Q
J
d
Z
in
O
Z
O
in
m
in
in
O
W
J
Z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `,111►111111,,, Susan Tart Property LLC
o �� CAROB''. ENG7� SINGLE FAMILY SUBDIVISION
ESS ��i J�� FF T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m Q C N F [phone] Fuquay-Varina,NC 27526
N N A� ur
EST. Q 1 o 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
w � SEAL _ _
r y
� N STATUS 026970 _ �� 919.602.2351
0 0 - ti CARD \ Contact: Zach Angle
� � FOR REVIEW ONLY ;moo F% � .' � ENGINEERING STORM DRAINAGE DETAILS 11
M NOT FOR CONSTRUCTION �Gq •NCINEF. y, NC LIC N0 P-0799 [e-mail]
o �. l p •... 1� �.
o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �'���si �a C-6-9
a o FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 'e11
N d

SKIMMER SEDIMENT BASIN (D SKIMMER SEDIMENT BASIN TEMPORARY DIVERSION DITCH SCHEDULE GENERAL NOTES:
MINIMUM DIMENSIONS(WxLxD)=96'1 MINIMUM DIMENSIONS(WxLxD)=47'x118'x2' 0IN PDES STABILIZATION TABLE 1. THE TEMPORARY DIVERSION DITCHES, SILT FENCE,AND LIMITS OF DISTURBANCE SHOWN ON THIS
SURFACE AREA REQUIRED=22,772 SF SURFACE AREA REQUIRED=5,419 SF Q10 (CFS) SLOPE SHAPE GEOMETRY(FT LINING MATERIAL
VOLUME REQUIRED=45,544 CF VOLUME REQUIRED=6,229 CF DITCH DRAINAGE RUNOFF AVG. FLOW VELOCITY PLAN ARE GRAPHICAL REPRESENTATION OF THE ACTUAL EROSION CONTROL MEASURES THAT SHALL
)
DESIGNATION AREA(AC) COEFFICIENT DEPTH (FT) (FPS) SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS BE INSTALLED UNDER THIS PROJECT. DUE TO SCALE OF THIS DRAWING,THESE MEASURES ARE
SURFACE AREA PROVIDED=24,600 SF SURFACE AREA PROVIDED=5,889 SF M 7 days GRAPHICALLY DEPICTED AND MAY BE BEYOND WHERE THEY ACTUALLY WILL BE INSTALLED IN THE
TOP OF BASIN ELEVATION= 143.00 TOP OF BASIN ELEVATION= 142.00 Perimeter dikes,swales,ditches and slopes Y None
A 8.93 0.50 11.16 1.0% 0.92 3.14 TRAPEZOIDAL b=1.5',d=18", m STRAW w/NET FILED. HOWEVER, UNDER NO CIRCUMSTANCES IS THERE TO BE DISTURBANCE WITHIN ANY WETLAND
SURFACE AREA ELEVATION = 141.00 SURFACE AREA ELEVATION= 140.00nIHigh Quality Water(HQW)Zones 7 days None AND/OR STREAM BUFFER AREAS.
BOTTOM OF BASIN ELEVATION= 139.00 BOTTOM OF BASIN ELEVATION= 138.00 B 13.11 0.50 1.39 0.7% 1.21 3.08 TRAPEZOIDAL b=1.5',d=18", nI STRAW w/NET If slopes are 10'or less in length and are not
CLEANOUT ELEVATION= 140.00 CLEANOUT ELEVATION= 139.00 C 1.86 0.50 6.60 0.4% 0.89 1.95 TRAPEZOIDAL b=1.5',d=18", m=3:1 STRAW w/NET Slopes steeper than 3:1 7 days steeper than 2:1, 14 days are allowed. 2. TOTAL DISTURBED AREA=29.9 AC
RISER=REFER TO SCM DETAIL ° Slopes 3:1 or flatter 14 days 7 days for slopes greater than 50'in length 3. REFER TO DETAIL SHEET EC-3.0 FOR CONSTRUCTION SEQUENCE, EROSION CONTROL NARRATIVE,
EMERGENCY SPILLWAY LENGTH=20' D 0.83 0.50 2.96 1.5/0 0.41 2.52 TRAPEZOIDAL b=1.5',d=18", nI STRAW w/NET MAINTENANCE NOTES, STABILIZATION INSTRUCTIONS&EROSION CONTROL DETAILS.
EMERGENCY SPILLWAY LENGTH=30' EMERGENCY SPILLWAY ELEVATION= 141.00 All other areas with slopes fatter than 4:1 14 days None,except for perimeters and HOW Zones 4. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT NCDOT&NCDENR STANDARDS AND
EMERGENCY SPILLWAY ELEVATION= 142.00 SKIMMER SIZE=2.5 INCH, 1.75 INCH ORIFICE REGULATIONS.
SKIMMER SIZE=4 INCH, 3 INCH ORIFICE DEWATERING TIME=3.42 days 5. NO MASS GRADING IS TO BE CONDUCTED ON-SITE. SLOPES SHALL BE 3:1 OR FLATTER UNLESS
DEWATERING TIME=3.84 days
OTHERWISE NOTED.
6. THERE SHALL BE NO DISTURBANCE OUTSIDE THE LIMITS SHOWN ON THIS PLAN WITHOUT AN
APPROVED PLAN AMENDMENT BY THE ENGINEER OF RECORD. PRE-CONSTRUCTION CONFERENCE
MAY BE REQUIRED BEFORE GRADING PERMIT IS ISSUED.
7. ALL DISTURBED AREAS SHALL BE SEEDED PER STABILIZATION TABLE.
8. PERMANENT GROUND COVER SHALL BE ESTABLISHED PER NPDES SEEDING SCHEDULE AT EITHER 7
DAYS OR 14 DAYS DEPENDING ON MEASURE&SLOPE.
9. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING SELF-INSPECTION LOG.
10. SHAPE OF SEDIMENT BASINS CAN VARY AS SHOWN PROVIDED MINIMUM VOLUME&SURFACE AREA
REQUIREMENTS ARE PROVIDED.
11. ALL DIVERSION DITCHES SHALL HAVE 12"STRAW WATTLE CHECK DAMS SPACED EVERY 50 L.F. OF
\ \ DITCH. DIVERSION DITCHES ALONG ROADWAYS SHALL BE TEMPORARILY LINED WITH AN EROSION
CONTROL BLANKET. PROVIDE ACF ENVIRONMENTAL ECSC-2 -DOUBLE STRAW NET WITH COCONUT
v - �6NNBLIC R0,9D OUS y ,30 1
wAY p OR APPROVED EQUAL.
-VED
TOP C154.09' �� - _ _ 12. SKIMMER BASIN WITH RISER IS DESIGNED SUCH THAT PERMANENT RISER STRUCTURE IN WET POND
cu 3 44 o07'39,, �\ \\ - - - CAN BE INSTALLED AT BEGINNING OF PROJECT AND USED IN SEDIMENT BASINS. REFER TO SCM
173.15, �� - DETAIL SHEETS FOR RISER ELEVATIONS&SECTIONS. CONTRACTOR SHALL KEEP ALL
ss'Zp�� _ ORIFICESMIEIRS IN RISER PLUGGED. CONTRACTOR SHALL CONNECT ORIFICE TO BOTTOM ORIFICE.
owry oa� CONTRACTOR TO ENSURE RISER IS CLEANED OUT WHEN CONVERTING TO WET POND. ALL UPSTREAM
TREE DISTURBANCE LIMITS,TYP. ���E- P Goo --
C.L.TART PROTECTION ���,",Too
TERMgIN _ - _ AREAS THAT DRAIN TO WET POND SHALL BE STABILIZED PRIOR TO CONVERSION.
MARY TART FOWLER FENCE(TYP.) / I GEAR / T Tpp��M��j� `-154.87 H 13. STREETS IN FRONT OF PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL BE
DEED BOOK 2807,PAGE 593
S 27°51'49"W 539.84' AX STONE / rn 18"RCP OHE REQUIRED.
PIN:0593-76-7664 EXISTING 1 1/2" � � � � TOP=155.86'
REID:0593767664000 RON PIPE _ - � $�b �� 14. CUT AND FILL SLOPES THAT ARE 2:1 OR GREATER SHALL BE STABILIZED WITH PERMANENT SLOPE
�r D awaFT➢D �tTDD �FTDD �rTDD \�� �
L
� ..a DD "'F D RETENTION DEVICES OR A SUITABLE COMBINATION OF PLANTING AND RETENTION DEVICES. SLOPES EXISTING �_ GREATER THAN 3:1 SHALL NOT BE STABILIZED WITH TURF GRASS BUT MUST BE STABILIZED WITH
�28-00'15"()N 572.931 150� BUGGYAXLE GEORGE L.YARICK
_ 6 VEGETATION THAT REQUIRES MINIMAL MAINTENANCE: RED FESCUE OR OTHER APPROVED VARIETY.
AT STONE MARGARET F.YARICK
DEED BOOK 2901,PAGE 697 m 1 ' \ \ TEMPORARY
PIN:0593-753-14308.29T D-B
EXISTING DIVERSION DITCH,TYP
Q - 5
HDPExISTING
STONE REID: n IRON PIPE
�11
CONSTRUCTION o LEGEND:
-147 sDD OD �� ENTRANCE
o \ \ COMBO.TREE ISTI GEA
L - 1 LEA roNE -�� I I d CONCRETE WASH I--
\�1 ` PROTECTION/SILT i "" W
146- / ` FENCE(TYP.) � � ���' I I _ - OUT AREA r CONSTRUCTION ENTRANCE/EXIT
cll156 cn o
I1 I I I OEM
COI WATTLE,TYP. I z
yiyy \ l J Q =
♦ [ d11 / CD
♦'♦♦♦ Olr / \ EXISTING5/8' W U
00, TEMPORARY SILT FENCE,TYP. IRON PIP
TDD-C
I \ l TDD-D DIVERSION DITCH,TYP / _ _ / M SEDIMENT BASIN
o 4 1
1y I \ INSTALL SIL FE CE _ -157 CLEAN OUT MA ORE
` SEWER
`� _ l/ \ DL FUND RIM 158.50'
/ / MATERIAL TS M / I INV T=151.93'
OUT T
STOCKPILE / PS
TEMPORARY 17o ) p I Q / STO �I(PILE CLEAN UT
DIVERSION DITCH,TYP o -yd � ccI
/ STOCKPILE
/ 1DD 1 EXISTIN -z
I ON PIP
gyp& 1 \ II / N 31°24'36"E 149.95' R EXIST
E5/8"
TEMPORARY 18 HDPE �
S AN TAR ROPERTY LL
HORSESHOE INLET PROTECTION
° o 93-65-7760
DO NOT DISTURB � ��
I
rn DAVD C.GLMORE
\ _
0 D.B.11646 PG.860
s
w \
DEED BOOK 3664 PAGE 851
EXISTING WETLANDS ` /
i \ I
REID:0593657760000 � 3: MAP BOOK 11,PAGE 23 I
31.977 ACRES PIN:0593-64-3978 SILT FENCE OUTLET
\ C
CA CULATED BY COORDINATE METHOD / REID:0593643978000zo I
ROCK CHECK DAM
0 1
w >'<; � � TEMPORARY � / ( I I 1 � � Ts M
Q ( \ I TEMP. SEED/MULCH/PERM. SEED
DUAL18" HDPE
\ S 31°24'36"W 150.00' E Isrl 1/2" F'9
\ I ` \ ` I
a C.L.TART AND O I � \ Ts M - -
R N P E
J
Q
Q MARY TART FOWLER \ �\
1
I
PS
l
~ DEED BOOK 2807,PAGE 593 \ \ OUTLET PROTECTION
;`> I PS \ems �� COIR WATTLE
PIN:0593-76-7664 � -i zQ REID:0593767664000 I � -.......� Q/ � �
I �� / TEMPORARY 18" HDPE \ \ \ \ \ \ ��
s s \ SILT FENCE,TYP. i ••-•♦TDD DIVERSION DITCH
z I 14p \ 1 \ RAT IIII INLET PROTECTION
0 /
z yS`�� 1 �� 146 \ \ LUCAS ST
�' \
\ / ` p�p LIC RIGHT-OF-WAY(PAVED r
L J CONCRETE WASH AREA
of 1 91 ��� / INSTALL SILT FENCE // / 1 a0 SILT SACK
// 7 4 11 \ (TO MANHOLE 244.4')
o
s`� �� � �_ AND SILT�FENCE _` s{s S � 1 � NITARVSEWER SILT FENCE
w �/ OUTLEMND
/' TP TREE PROTECTION FENCE
STOIC MATERIAL I \ / \ NNERr=15os4'
�. ... ".. 1 \�\ �`� \
`�' ROCK CHECK DAM
Uj STOCKPILE 1
7Q I \ o z I DISTURBANCE LIMITS
o\
.....:..............:..........
.::...................................:.:...
w ti:::. .. w
w \ \
) oo 4�
a
LL.:
. . : .
::: : . : . . : TEMPORARY
aY:
C_ \ in LL DIVERSION DITCH TYP
�
/ d _
0
IW
p TDD . TDD TDD Too .•-•FTDD TDD DID ...� ...F D STD DD -o-• TDD TDD ••-•*-TDD Too TDD «�rTDD «-�rTDD •��+DD ••• TDD «�� ...�iDD «��TDorP DD ••�FTDD ••�FTDD «++ADD DD •���iDD TDD ...FTDD
� a
U / m
EXISTING 1/2" -- EXISTING
N PIPE
IRON PIPE _ C
O j _ -N 2 1"E 1751.92' -
INSTALL PERM. RISER PORUS T_o_C�CHECK EMERGENCY SPILLWAY WITH SEDIMENT BASIN _ DAM - i- BAFFLE,TYP. TREE DISTURBANCE LIMITS,TYP. -
z CONSTRUCTION AND T PROTECTION
o CONNECT SMIMMER TO FENCE(TYP.) SEABOARD COASTLINE RAILROAD
o RISER. 130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
z
0
m
z SCALE: 1 IN=80 FT
0 80' 40' 0 80' 160'
0
c?
LU
SCALE IN FEET
z HORIZONTAL
Q
0
N 1 2023 11 29 R NCDEONS Q EC COMMENTS#1 PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CONS TRUCT/0/V DRAW/IVGS
0 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z `a��`N CARQ� �i- y ENG7
0 �`Q�•' ESS ��-i-- J�� �F�c� T [phone] 205S.FuquayAvenue 126 N. Ennis St.
m c� m F [phone] Fu ua-Varina,NC 27526
N N =:Q� urr
EST p 1 o q y Fuquay-Varina, NC 27526 GODWIN SUBDIVISION
in N STATUS ; o� �� 919.602.2351
o FOR REVIEW ONLY ioo 026970 ENGINEERING rti CARo� Contact: Zach Angle
0 M NOT FOR CONSTRUCTION -"I '�9 .!I!�iN.." 9' y. ,.� NC LIC N0 P-0799 [e-mail] EROSION CONTROL PLAN - INITIAL PHASE
LU
0 O DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=80' C��
N a FILE N0. 2022-045 ORIG.SHEET SIZE: 24 x 36

GENERAL NOTES:
N PDES STABILIZATION TABLE 1. THE TEMPORARY DIVERSION DITCHES, SILT FENCE,AND LIMITS OF DISTURBANCE SHOWN ON THIS
PLAN ARE GRAPHICAL REPRESENTATION OF THE ACTUAL EROSION CONTROL MEASURES THAT SHALL
SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS BE INSTALLED UNDER THIS PROJECT. DUE TO SCALE OF THIS DRAWING,THESE MEASURES ARE
Perimeter dikes, swales,ditches and slopes 7 days None GRAPHICALLY DEPICTED AND MAY BE BEYOND WHERE THEY ACTUALLY WILL BE INSTALLED IN THE
FILED. HOWEVER, UNDER NO CIRCUMSTANCES IS THERE TO BE DISTURBANCE WITHIN ANY WETLAND
High Quality Water(HQW)Zones 7 days None AND/OR STREAM BUFFER AREAS.
days Slopes steeper than 3:1 7 If slopes are 10'or less in length and are not 2. TOTAL DISTURBED AREA=29.9 AC
p p Y steeper than 2:1, 14 days are allowed.
3. REFER TO DETAIL SHEET EC-3.0 FOR CONSTRUCTION SEQUENCE, EROSION CONTROL NARRATIVE,
Slopes 3:1 or flatter 14 days 7 days for slopes greater than 50'in length MAINTENANCE NOTES, STABILIZATION INSTRUCTIONS&EROSION CONTROL DETAILS.
All other areas with slopes fatter than 4:1 14 days None,except for perimeters and HOW Zones 4. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT NCDOT&NCDENR STANDARDS AND
REGULATIONS.
5. NO MASS GRADING IS TO BE CONDUCTED ON-SITE. SLOPES SHALL BE 3:1 OR FLATTER UNLESS
OTHERWISE NOTED.
6. THERE SHALL BE NO DISTURBANCE OUTSIDE THE LIMITS SHOWN ON THIS PLAN WITHOUT AN
APPROVED PLAN AMENDMENT BY THE ENGINEER OF RECORD. PRE-CONSTRUCTION CONFERENCE
MAY BE REQUIRED BEFORE GRADING PERMIT IS ISSUED.
7. ALL DISTURBED AREAS SHALL BE SEEDED PER STABILIZATION TABLE.
8. PERMANENT GROUND COVER SHALL BE ESTABLISHED PER NPDES SEEDING SCHEDULE AT EITHER 7
DAYS OR 14 DAYS DEPENDING ON MEASURE&SLOPE.
9. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING SELF-INSPECTION LOG.
10. SHAPE OF SEDIMENT BASINS CAN VARY AS SHOWN PROVIDED MINIMUM VOLUME&SURFACE AREA
REQUIREMENTS ARE PROVIDED.
11. ALL DIVERSION DITCHES SHALL HAVE 12"STRAW WATTLE CHECK DAMS SPACED EVERY 50 L.F. OF
\ \ DITCH. DIVERSION DITCHES ALONG ROADWAYS SHALL BE TEMPORARILY LINED WITH AN EROSION
1gjVnOgDoUSHWY30f CONTROL BLANKET. PROVIDE ACF ENVIRONMENTAL ECSC 2 DOUBLE STRAW NET WITH COCONUT
w, P OR APPROVED EQUAL.
�VED
TOP C154.09' ) — _ _ 12. SKIMMER BASIN WITH RISER IS DESIGNED SUCH THAT PERMANENT RISER STRUCTURE IN WET POND
S 44°0739
CAN BE INSTALLED AT BEGINNING OF PROJECT AND USED IN SEDIMENT BASINS. REFER TO SCM
M_ W 173.15, �� o DETAIL SHEETS FOR RISER ELEVATIONS&SECTIONS. CONTRACTOR SHALL KEEP ALL
\ ~— IST s 9',9 — — _ ORIFICES/WEIRS IN RISER PLUGGED. CONTRACTOR SHALL CONNECT ORIFICE TO BOTTOM ORIFICE.
TREE DISTURBANCE LIMITS,TYP. CO _—� TOWN OF GODwI CONTRACTOR TO ENSURE RISER IS CLEANED OUT WHEN CONVERTING TO WET POND. ALL UPSTREAM
C.L.TART
PROTECTION � ATER MgIN AREAS THAT DRAIN TO WET POND SHALL BE STABILIZED PRIOR TO CONVERSION.
— —
MARY TART FOWLER FENCE(TYP.) / I NG GEA I/ I - =1 T H 13. STREETS IN FRONT OF PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL BE
DEED BOOK 2807,PAGE 593
I
S27°51'49"W 539.84' __� ArsroNF� � I i 18"RCP 0HE � REQUIRED.
PIN:0593-76-7664 --� __ TOP=155.86'
REID:0593767664000 EXISTING
IRON PIPE — - \I �_ 14. CUT AND FILL SLOPES THAT ARE 2:1 OR GREATER SHALL BE STABILIZED WITH PERMANENT SLOPE
15 61 I 157 63 RETENTION DEVICES OR A SUITABLE COMBINATION OF PLANTING AND RETENTION DEVICES. SLOPES
EXISTING 155— I 62 I GREATER THAN 3:1 SHALL NOT BE STABILIZED WITH TURF GRASS BUT MUST BE STABILIZED WITH
BUGGYAXLE GEORGE L.YARICK Y Jam, I 154 I I I I I
L'00'151'(W 572.93 — ATSTONE MARGARET H.YARICK I 157 I I I VEGETATION THAT REQUIRES MINIMAL MAINTENANCE: RED FESCUE OR OTHER APPROVED VARIETY.
_ DEED BOOK 2901,PAGE 697 m \ \ I O
EXISTING �D5 PIN:0593-75-1389 ' ` 53 54 55 56 57 58
STONE \ I �1�$� REID:0593751389000 NII 2 I I I i I CONSTRUCTION \ E IRON
NPIP
G E$
\ I i �� - �� ` \ II I I I 155 ENTRANCE , o
31
340,27' —� �� LEGEND:
O 33
34 — 47 C _ �� s21°o2 - 1
32 —
_ I ��' COMBO.TREE iSTI GEA � —�� � �� \\ x o 1 r o
:LEA TONE ��� I
PROTECTION/SILT ��i I/ I ` 1 s 19 o >ss 0LU
( FENCE(TYP.) T� I >— CONSTRUCTION ENTRANCE/EXIT
0 `� ^moo1 Ob —� — J En o �2
CONCRETE WASH d
0 / I \
0 I I I I OUT AREA W J
S - � .� \ I 1 � � 108 EXISTING 8 V m
I N J \ I C/ \ 82 83 84 85 86 107 I 106 IRO"PI U a
29 3 1 �\ 1 0 ` — — — — / M SEDIMENT BASIN
I I I I \� — — — — . SILT FENCE,TYP. CLEAN M TARYSEWER
\ x O T•1 +T3 2 G \� 81 154 RA 1 8E50
38
80 MATERIAL I INV RT=151.93'
O
8 /146 "^°,moo\ STOCKPILE � �55 109
(k5 0
28 INLET PROTECTION �1 1��`-� � � 4 I 155 I � 155 I 155 � _ _ _ _ / � c EA ur
I � (TYP.) — ����'�--ay � I ` `r I ' � �
INSTALL SILT FENCE 1 91 / g0 8g 88 87 158 STOCKPILE� �
�NJ ` � ,� ( AND SILT FENCE 110 EX " z
39 I
\ OUTLET AROUND
0 PIP ° IR ISNT E5/8"
-I-- 155 N 31 2-6"E149.95'
42 STOCKPILE 155
ROPE
I _ ____ ___ ___- HORSESHOE INLET PROTECTION
N `�
6 h
- I DO NOT DISTURB -
6
�. 111 '
DAVID C.GILMORE
O
o / EXISTING WETLANDS \ ` B 6 C1 L15 10 00 I DEED BOOK 3664,PAGE 851
m I / \ I 5 MAP BOOK 11,PAGE 23
\ I o + 155 - - - ^ PIN:0593-64-3978 SILT FENCE OUTLET
Q 26 ` �/ I I 68 — — 17 I HOD INLET PROTECTION M REID:0593643978000
TYP. 112 ROCK CHECK DAM
z0 I / —145 \\ I I 73 I 15� I I
95 96 97 98 Ts M TEMP. SEED/MULCH/PERM. SEED
/ N \ \
-{\ 154 93 I I I — S 31°2I4'36"W 150.00' I NTI 1/2"
C.L.TARTAND E
z MARY TART FOWLER
25 / PS
OUTLET PROTECTION DEED BOOK 2807,PAGE 593
o PIN:0593-76-7664 p ��S o \ \ 65 \ I I 7
II Q� REID:0593767664000 I \ \ \ /
i 115 II 116 �I COIR WATTLE
U STALL SILT FENCE DIVERSION DI TCH� 155
AND SILT FENCE
z0z ��•/��/�� �® ^� ^ I 33 0I 0 I S F 158
UTLETAROUND INLET PROTECTION\ O 14 1 m
0 �140 100 LUCAS STRE
STOCKPILE d, 05 HT-OFWAYI AV—79 CONCRETE WASH A REA\ VC�o LJ
14 �
3g. ?41�( ` 154 I 154 N v o o �`- O
o SILT SACK
w
�� // y _\ �S s g F F (TO MANHOLE 244.4'), \.
..::;:::a F NITARYSEWER SILT FENCE
'/ M NHOLE
F FM M F F
/ ......�':ti... S of R 159. TP TREE PROTECTION FENCE
cn 15- .}..,.;;;. \ 7�nn5, w^Op�fnfn \ INVERT=150.64'
I
z LL DISTURBANCE LIMIT S
w o
:..:: MATERIAL
ui
I
g3 CD
STOCKPILE 150 o
w
) 2
I
I I I I I I I I I I 4 \ I � o
- 2 \ I
<:: .. 0 \
1 1 7 16 15 14 13 12 1 11 10 9 8 7
O O O �O O O O I 157 ,
I
I
I w
z
1
\.
_ � 5 I
m
o P
d
EXISTING 1/2 / _� — EXISRON PIE IRON PIP 14243
zz r ��! N '31 E 1751.92'
z — SKIMMER _
Q _ PORUS _ TREE — / DISTURBANCE LIMITS,TYP. — —
z BAFFLE,TYP. PROTECTION
o FENCE(TYP.) SEABOARD COASTLINE RAILROAD
MODIFY BASIN#1 TO SHAPE OF 130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
o PERMANENT POND UNTIL SITE
IS SUFFICIENTLY STABILIZED
m
W
z SCALE: 1 IN=80 FT
0 80' 40' 0 80' 160'
0
c�
LU
SCALE IN FEET
z HORIZONTAL
Q
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/0/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 20240306 NCDEQ STORMWATER COMMENTS#1 `%J111111111 , Susan Tart Property LLC
o ,,,.���� CARo ''%, ENGy� SINGLE FAMILY SUBDIVISION
m 0�.'OF S S/ ��i� J�� FF� T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
c -2043 Fuq uay-Varina,NC 27526
N N N F (919)552
Q: � 9 = EST. Q 10 -Varina, NC 27526
wu r
G OD WIN S UBDI VISION� _ 2 �' 919 919.60602.2351
o N STATUS = 026970 r �`�
0 0 - ti CARD Contact: Zach Angle
FOR REVIEW ONLY F �. ENGINEERING EROSION CONTROL PLAN CONSTRUCTION PHASE
w o NOT FOR CONSTRUCTION �Gq •NCINEF. y, NC LIC. NO. P-0799 [e-mail] -
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=80' ��' ���is�I�� �`
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36
LLC-2.0
IV d

EROSION CONTROL NOTES SEDIMENT& EROSION CONTROLS NOTIFICATION OF COMBINED SELF-MONITORING AND SELF-INSPECTION FORM:
1. THE CONTRACTOR SHALL AT A MINIMUM IMPLEMENT THE CONTRACTOR'S REQUIREMENTS OUTLINED BELOW AND THOSE MEASURES SHOWN ON THE EROSION AND IT IS THE CONTRACTORS RESPONSIBILITY TO IMPLEMENT THE EROSION AND SEDIMENT CONTROLS AS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN. IT IS ALSO THE THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
SEDIMENT CONTROL PLAN. IN ADDITION THE CONTRACTOR SHALL UNDERTAKE ADDITIONAL MEASURES REQUIRED TO BE IN COMPLIANCE WITH APPLICABLE PERMIT CONTRACTOR'S RESPONSIBILITY TO ENSURE THESE CONTROLS ARE PROPERLY INSTALLED, MAINTAINED AND FUNCTIONING PROPERLY TO PREVENT POLLUTED WATER FROM LAND-DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED
CONDITIONS AND STATE WATER QUALITY STANDARDS. LEAVING THE PROJECT SITE. THE CONTRACTOR WILL ADJUST THE EROSION CONTROLS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLAN AND ADD ADDITIONAL CONTROL EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE
2. TOTAL DISTURBANCE LIMITS=29.9 ACRES. MEASURES,AS REQUIRED,TO ENSURE THE SITE MEETS ALL FEDERAL, STATE AND LOCAL EROSION AND SEDIMENT CONTROL REQUIREMENTS.ALL VEGETATIVE AND STRUCTURAL INSPECTIONS TOOK EFFECT OCTOBER 1,2010.
EROSION AND SEDIMENT CONTROL PRACTICES BE TO THE STANDARDS OF THE NC DEPT. OF ENVIRONMENTAL MANAGEMENT-LAND QUALITY SECTION.
3. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN IN THE PLAN IS A VIOLATION OF THE NORTH CAROLINA SEDIMENTATION CONTROL LAW&IS SUBJECT TO A FINE. TO SIMPLIFY DOCUMENTATION OF SELF-INSPECTION REPORTS AND NPDES SELF-MONITORING REPORTS, DWQ AND DEMLR
4. GRADING MORE THAN 1 ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF THE THE NORTH CAROLINA SEDIMENTATION CONTROL LAW AND IS DEVELOPED A COMBINED FORM.THE SELF-INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF-MONITORING
SUBJECT TO A FINE. STRUCTURAL PRACTICES PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES.THE FOCUS OF THE SELF-INSPECTION
5. ALL EROSION CONTROL PRACTICES SHALL BE IN ACCORDANCE WITH ALL NCDENR STANDARDS AND SPECIFICATIONS. 1. SILT FENCE(SEDIMENT FENCE): SILT FENCE CAN BE USED BELOW DISTURBED AREAS SUBJECT TO SHEET AND RILL EROSION. SILT FENCES SHALL BE PROVIDED WHERE REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO
8. CONSTRUCTION ENTRANCES SHALL BE MAINTAINED THROUGHOUT THE ENTIRE CONSTRUCTION PROJECT.A MINIMUM OF ONE CONSTRUCTION ENTRANCE SHALL BE
SHOWN AND AS NEEDED ON THE SITE PLAN.THESE BARRIERS SHALL BE USED TO CONTAIN SEDIMENT. THE APPROVED PLAN.THE INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT,AND CONTINUED
UNTIL PERMANENT GROUND COVER IS ESTABLISHED.THE FORM CAN BE ACCESSED AT:
INSTALLED AND UTILIZED. THIS ENTRANCE SHALL BE BETWEEN THE LIMITS OF DISTURBANCE AND ANY ROAD RIGHT OF WAY. HTTP:HPORTAL.NCDENR.ORG/WEB/LR/EROSION
2. SILT FENCE OUTLET: GRAVEL SILT FENCE OUTLETS SHALL BE PROVIDED WHERE SHOWN AND AS NEEDED ON THE SITE PLAN.THESE OUTLETS SHALL BE LOCATED AT ALL
9. ADJACENT PROPERTIES AND RIGHT-OF-WAY SHALL BE KEPT FREE OF MUD AND/OR SEDIMENT-LADEN RUNOFF. LOW POINTS IN A RUN OF SILT FENCE AND USED TO DISCHARGE"CLEAN WATER"OFF-SITE.
10. THE EROSION CONTROL MEASURES SHOWN ON THIS PLAN ARE RECOMMENDED AS A MINIMUM IN ORDER TO CONTROL RUN-OFF. IT IS POSSIBLE THAT MORE STRINGENT IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE RALEIGH REGIONAL OFFICE AT(919)791-4200.
MEASURES MAY BE NEEDED AS DETERMINED BY THE CONTRACTOR, PROJECT ENGINEER,AND/OR EROSION CONTROL INSPECTOR. IF IT IS DETERMINED THAT 3. DIVERSION DITCHES: USE DIVERSION DITCHES TO CONVEY SEDIMENT LADEN RUNOFF TO EROSION CONTROL BMPS AS SHOWN ON THE PLANS.
ADDITIONAL RUN-OFF CONTROL IS NEEDED, SUCH MEASURES SHALL BE INSTALLED IMMEDIATELY.
11. SHOULD MAINTENANCE ISSUES ARISE, PLEASE CONTACT ZACH ANGLE AT(919)602-2351. 4. CONSTRUCTION ENTRANCE: CONSTRUCTION TRAFFIC SHALL BE LIMITED TO STABILIZED AREAS.AT A MINIMUM,A TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SHALL
12. CONTRACTOR SHALL LOCATE AND VERIFY LOCATION OF ALL UNDERGROUND UTILITIES PRIOR TO BEGINNING WORK. BE PROVIDED AS SHOWN ON THIS DRAWING.VEHICLE WHEELS SHALL BE CLEAN WHEN LEAVING THE SITE TO PREVENT THE TRACKING OF MUD ON PAVED ROADS.
EROSION & SEDIMENT CONTROL NARRATIVE 5. ROCK CHECK DAMS: ROCK CHECK DAMS CAN BE USED TO REDUCE EROSION IN A DRAINAGE CHANNEL TO LIMIT EROSION BY REDUCING VELOCITY IN OPEN CHANNELS.
PROJECT DESCRIPTION 6. SEDIMENT BASINS: SEDIMENT BASINS WITH SKIMMERS AND POROUS BAFFLES ARE USED TO RETAIN SEDIMENT ON THE CONSTRUCTION SITE,AND PREVENT
SEDIMENTATION IN OFF-SITE STREAMS, LAKES,AND DRAINAGE WAYS
THE PURPOSE OF THIS PROJECT IS TO CLEAR AND GRUB AND CONSTRUCT INFRASTRUCTURE FORA 116 LOT RESIDENTIAL SUBDIVISION.THE PROPERTY IS PRIVATELY OWNED.
SEE OWNER INFORMATION ON EXISTING CONDITIONS PLAN.THE SITE IS CURRENTLY UNDEVELOPED. 7. INLET PROTECTION: HARDWIRE CLOTH AND GRAVEL INLET PROTECTION DEVICES CAN BE USED PREVENT SEDIMENT FROM ENTERING YARD INLETS, GRATED STORM
DRAINS OR DROP INLETS DURING CONSTRUCTION. THIS PRACTICE ALLOWS EARLY USE OF THE STORM DRAIN SYSTEM
APPROXIMATELY 29.9 ACRES WILL BE DISTURBED DURING CONSTRUCTION.THE MAXIMUM FILL WILL BE APPROX.3 FEET. THIS PROJECT WILL INVOLVE REMOVAL OF TOPSOIL
TO CREATE RESIDENTIAL ROADWAY AND INFRASTRUCTURE.THE DISTURBANCE AREA INCLUDES MASS GRADING OF LOTS. INDIVIDUAL HOME BUILDERS WILL BE RESPONSIBLE
FOR COMPLYING WITH THE NCDENR STANDARDS ON INDIVIDUAL LOT GRADING IF OUTSIDE THE OVERALL DEVELOPERS PERMIT. AN UNDERGROUND STORM DRAINAGE SYSTEM VEGETATIVE PRACTICES
WILL BE INSTALLED TO CONVEY STORMWATER TO A PERMANENT STORMWATER MANAGEMENT AREA. 1. TEMPORARY SEEDING: DISTURBED AREAS THAT ARE NOT ANTICIPATED TO BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 7 OR 14 CALENDAR DAYS MUST
RECEIVE TEMPORARY SEEDING(SEE NPDES TABLE).A QUICK GROWING GRASS SPECIES,WHICH WILL PROVIDE AN EARLY COVER DURING THE SEASON IN WHICH IT IS
THE PROJECT IS SCHEDULED TO BEGIN CONSTRUCTION IN FALL OF WINTER 2024 WITH PROJECT COMPLETION AND FINAL STABILIZATION BY WINTER OF 2025.THE EROSION PLANTED AND WILL NOT LATER COMPETE WITH THE PERMANENT GRASSING, SHOULD BE USED.TEMPORARY SEEDING SHALL BE PER NCDENR REQUIREMENTS.
AND SEDIMENT CONTROL PROGRAM FOR THIS PROJECT WILL INCLUDE THE INSTALLATION OF A SUITABLE CONSTRUCTION ENTRANCE,TEMPORARY SILT FENCING, SILT FENCE
OUTLETS, DIVERSION DITCHES, INLET PROTECTION MEASURES AND SEDIMENT BASINS. 2. TEMPORARY GRASSING: THE SEEDED OR SEEDED AND MULCHED AREA(S)SHALL BE ROLLED AND WATERED OR HYDROMULCHED OR OTHER SUITABLE METHODS IF
REQUIRED TO ASSURE OPTIMUM GROWING CONDITIONS FOR THE ESTABLISHMENT OF A GOOD GRASS COVER.
ADJACENT PROPERTY
ADJACENT PROPERTY OWNERS ARE NOTED ON THE EXISTING CONDITIONS PLAN. 3. TEMPORARY REGRASSING: IF,AFTER 14 DAYS FROM SEEDING,THE TEMPORARY GRASSED AREAS HAVE NOT ATTAINED A MINIMUM OF 75 PERCENT GOOD GRASS COVER,
THE AREA WILL BE REWORKED AND ADDITIONAL SEED APPLIED SUFFICIENT TO ESTABLISH THE DESIRED VEGETATIVE COVER. RESEED AND MULCH BARE SPOTS LARGER
NATIVE SOILS THAN 9 SQUARE FEET.
THE SOILS AT THIS SITE ARE PREDOMINATELY LOAMY SAND. SOILS ARE MODERATELY WELL DRAINED WITH MODERATELY HIGH KSAT'S. SLOPES ARE LARGELY BETWEEN 0 TO 4. PERMANENT SEEDING: ALL AREAS WHICH HAVE BEEN DISTURBED BY CONSTRUCTION WILL,AS A MINIMUM, BE SEEDED. PERMANENT SEEDING SHALL BE PER NCDENR
2%UP TO 6%. ON-SITE SOILS ARE COXVILLE, EXUM, GRANTHAM,AND NORFOLK. HSG CLASSIFICATIONS FOR THE DIFFERENT SOIL TYPES RANGE FROM A TO C/D. REQUIREMENTS. IF GROWTH IS NOT ESTABLISHED BY FINAL PROJECT INSPECTION, CONTINUE SPECIFIED ATTENTION UNTIL THE STAND OF GRASS IS ACCEPTABLE.
SOILS INFORMATION HAS BEEN OBTAINED THROUGH THE USDA&NRCS WEBSITE: HTTP://WEBSOI LSURVEY.NRCS.USDA.GOV/APP/FOR CUMBERLAND COUNTY. MANAGEMENT STRATEGIES
1. STOCKPILING MATERIAL: NO EXCAVATED MATERIAL SHALL BE STOCKPILED IN SUCH A MANNER AS TO DIRECT RUNOFF DIRECTLY OFF THE PROJECT SITE INTO ANY
ADJACENT WATER BODY OR STORM WATER COLLECTION FACILITY. PER NCDWQ CONSTRUCTION GENERAL PERMIT REVISED AUGUST 4,2011 ALL EARTHEN MATERIAL
CONSTRUCTION SEQUENCE: STOCKPILES MUST BE LOCATED 50'FROM STORM DRAINS AND STREAMS UNLESS NO OTHER REASONABLE ALTERNATIVE IS AVAILABLE.
1. OBTAIN A LAND-DISTURBING PERMIT FROM NCDENR. 2. RIP-RAP OUTLET PROTECTION: ALL RIP-RAP SHALL BE INSTALLED WITH FILTER FABRIC BENEATH.
2. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH NCDENR AT LEAST ONE WEEK PRIOR TO START OF LAND DISTURBANCE. 3. SOIL DISPOSAL: DISPOSE OF ALL STOCKPILED MATERIAL TO AN APPROVED PERMITTED NCDEQ DISPOSAL SITE.
3. INSTALL CONSTRUCTION ENTRANCE OFF MCLEAN ST. UTILIZE THIS ENTRANCE ONLY TO GAIN ACCESS TO THE SITE.
4. CONSTRUCT THE ENTRANCE AS SHOWN ON THE PLANS. MAINTAIN THE CONSTRUCTION ENTRANCE DAILY TO ENSURE THAT MUD AND SILT WILL NOT BE TRACKED ONTO 4. DEWATERING: ALL TRENCH/PIT DEWATERING MUST DISCHARGE TO AN APPROVED S&EC MEASURE OR SILT SACK PRIOR TO LEAVING THE SITE.
THE PAVED SURFACE. IF MUD IS TRACKED ONTO THE SURFACE, IT IS TO BE REMOVED IMMEDIATELY.
5. CLEAR THE AREA NEEDED TO CONSTRUCT THE REMAINDER OF PERIMETER EROSION CONTROL MEASURES INCLUDING SILT FENCE, ROCKS CHECK DAMS,TEMPORARY 5. PERMANENT EROSION CONTROL: THE EROSION CONTROL FACILITIES OF THE PROJECT SHOULD BE DESIGNED TO MINIMIZE THE IMPACT ON THE OFFSITE FACILITIES.
DIVERSIONS, SEDIMENT BASIN,AND OTHER MEASURES AS SHOWN ON THE APPROVED PLAN. INSTALL PROPOSED DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND
BASINS IMMEDIATELY AFTER CONSTRUCTION.
6. CLEAR THE AREA NEEDED TO CROSS THE WETLAND AS SHOWN, BUT TAKE CARE TO LIMIT CLEARING TO ONLY THE WETLAND IMPACT AREA. MAINTENANCE/INSPECTION PROCEDURES
7. CLEAR AND INSTALL THE SEDIMENT RISER BASINS AND SKIMMER SEDIMENT BASINS. INSTALL COIR MESH BAFFLES, SKIMMER DEVICES,AND OTHER FEATURES AND THE FOLLOWING ARE INSPECTION AND MAINTENANCE PRACTICES THAT WILL BE USED TO MAINTAIN EROSION AND SEDIMENT CONTROLS.
STABILIZE IMMEDIATELY AFTER CONSTRUCTION. THE PERMANENT RISER STRUCTURE FOR THE FUTURE WET DETENTION BASIN SHALL BE INSTALLED AT THIS TIME.
8. CALL NCDENR FOR AN ONSITE INSPECTION BY THE ONSITE INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE. • ALL CONTROL MEASURES WILL BE INSPECTED BY THE SUPERINTENDENT,THE PERSON RESPONSIBLE FOR THE DAY TO DAY SITE OPERATION OR SOMEONE APPOINTED BY THE
9. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. SUPERINTENDENT, DAILY AND WITHIN 24 HOURS OF EVERY RAINFALL EVENT.
10. ROUGH GRADE ALL ROADWAYS. • SILT FENCE&FABRIC INLET PROTECTION: INSPECT FOR DEPTH OF SEDIMENT,TEARS,TO SEE IF THE FABRIC IS SECURELY ATTACHED TO THE FENCE POSTS,AND TO SEE THAT
11. CONSTRUCT SANITARY SEWER SYSTEM AND WATER MAINS THROUGHOUT PROJECT. THE FENCE POSTS ARE FIRMLY IN THE GROUND. BUILT UP SEDIMENT WILL BE REMOVED FROM SILT FENCE WHEN IT HAS REACHED ONE-THIRD THE HEIGHT OF THE FENCE.
12. INSTALL STORM SEWER,AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED MEASURES AS SHOWN ON THE • DIVERSION DIKES/SWALES: INSPECT AND ANY BREACHES PROMPTLY REPAIRED. SEDIMENT SHALL BE REMOVED FROM THE FLOW AREA IMMEDIATELY AFTER EACH RAINFALL
PLAN. BEGIN CONSTRUCTION, BUILDING, ETC. • TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT: MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE.
13. CONTINUE WITH MASS GRADING OF LOTS AND OPEN SPACE AREAS. THIS MAY REQUIRE PERIODIC TOP-DRESSING WITH 2-3"STONE. AFTER A RAINFALL, IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED,WASHED, OR TRACKED
14. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED AREAS WITHIN 7 OR 14 ONTO ROADWAYS.
DAYS OF COMPLETION OF ANY PHASE OF CONSTRUCTION. • SEDIMENT BASIN: INSPECT AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT(1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
15. AS SITE IS STABILIZED, SEDIMENT BASINS#1 AND#2 CAN BE REMOVED(COORDINATE WITH NCDENR INSPECTOR). MAINTAIN SEDIMENT BASINS#1 AS IT IS A RE-SHAPED RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT
TO WET POND CONFIGURATION. UPON FINAL SITE STABILIZATION, MUCK OUT SEDIMENT BASINS AND CONVERT TO DRY PONDS PER STEPS 16 AND 17 BELOW. CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS,AND OUTLET FOR EROSION DAMAGE,AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA. REPAIR BAFFLES AND SKIMMERS AS NEEDED.
16. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL NCDENR ON SITE INSPECTOR.
o •17. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC.,AND SEED OUT OR STABILIZE ANY RESULTING BARE AREAS.ALL INLET PROTECTION: INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT(% INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANYDEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT
REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSIPATORS, SHOULD NOW BE INSTALLED. EXISTING STORM DRAINAGE SYSTEM SHALL BE REMOVAL. REPLACE STONE AS NEEDED.
w CLEANED OF ANY SEDIMENT.
• SEEDING, FERTILIZING,AND MULCHING: INSPECT SEEDED AREAS FOR FAILURE AND NECESSARY REPAIRS AND RE-SEEDING SHALL BE MADE WITHIN THE SAME SEASON.
0 18. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE ONSITE INSPECTOR. OBTAIN A CERTIFICATE OF COMPLETION. TEMPORARY AND PERMANENT SEEDING AND PLANTING WILL BE INSPECTED FOR BARE SPOTS,WASHOUTS,AND HEALTHY GROWTH.
019. SUBMIT NOTICE OF TERMINATION TO NCDENR. • MAINTAIN THE ON-SITE RAIN GAUGE&DATA AND STORMWATER INSPECTION LOG SHEETS.THIS PERMIT INFORMATION MUST BE COLLECTED AND MAINTAINED UNTIL NCDEQ HAS
CLOSED THE PROJECT&SURETY HAS BEEN RELEASED.
0 • INSPECTOR REFERS TO NORTH CAROLINA LAND QUALITY INSPECTOR OR HIS REPRESENTATIVE, FIELD INSPECTIONS MAY REQUIRE ADDITIONAL SEDIMENTATION AND THE CONTACT PERSON IS REQUIRED TO MAINTAIN A LOG OF SELF-INSPECTIONS PER REQUIREMENTS AS OUTLINED IN
Ir
EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE INSPECTOR. NCG01000 PERMIT.THE REPORTS WILL BE KEPT ON SITE DURING CONSTRUCTION AND AVAILABLE UPON REQUEST TO THE
LU • CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL DEVICES SHALL CONFORM TO THE STANDARDS SET FORTH IN THE NORTH CAROLINA DEPARTMENT OF
C' NATURAL RESOURCES LAND QUALITY SECTION: EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. OWNER, ENGINEER OR ANY FEDERAL, STATE OR LOCAL AGENCY APPROVING SEDIMENT AND EROSION PLANS, OR
0
`= • THE CONTRACTOR IS RESPONSIBLE FOR MAINTENANCE OF EROSION CONTROL MEASURES DURING CONSTRUCTION AND THE OWNER IS RESPONSIBLE FOR ALL STORMWATER MANAGEMENT PLANS.THIS PERMIT INFORMATION MUST BE COLLECTED AND MAINTAINED UNTIL NCDEQ HAS CLOSED THE PROJECT.
LU
PERMANENT EROSION CONTROL METHODS AFTER CONSTRUCTION IS COMPLETE, IF ANY PERMANENT METHODS ARE REQUIRED. • THE SITE SUPERINTENDENT WILL SELECT UP TO THREE INDIVIDUALS WHO WILL BE RESPONSIBLE FOR INSPECTIONS, MAINTENANCE AND REPAIR ACTIVITIES,AND FILLING OUT
U_
THE INSPECTION AND MAINTENANCE REPORT.
LU
_ • PERSONNEL SELECTED FOR INSPECTION AND MAINTENANCE RESPONSIBILITIES WILL RECEIVE TRAINING FROM THE SITE. SUPERINTENDENT:THEY WILL BE TRAINED IN ALL
THE INSPECTION AND MAINTENANCE PRACTICES NECESSARY FOR KEEPING THE EROSION AND SEDIMENT CONTROLS USED ONSITE IN GOOD WORKING ORDER.
DUST CONTROL GROUND STABILIZATION: SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND-DISTURBING ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY
9 CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
VEGETATIVE COVER
o A. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1
FOR DISTURBED AREAS NOT SUBJECT TO TRAFFIC,VEGETATION VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
PROVIDES THE MOST PRACTICAL METHOD OF DUST CONTROL.
PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.
z MULCH B. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
S2 WHEN PROPERLY APPLIED, MULCH OFFERS A FAST, EFFECTIVE MEANS AS SOON AS POSSIBLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY
Q OF CONTROLLING DUST.
J
d
MAINTENANCE
o MAINTAIN DUST CONTROL MEASURES THROUGH DRY WEATHER
PERIODS UNTIL ALL DISTURBED AREAS HAVE BEEN STABILIZED.
z
0
0
m
W
z_
0
0
c?
w
J
z
Q
LO
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CONS TRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 �t%jJ1iiri11iii
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
CARp�'' u r
ryE)
T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
F [phone] Fu ua Varina,NC 27526N N :Q� 9 qy 919.60 -Varina, NC 27526G OD WIN S UBDI IS/ON
L 919.602.2351oN STATUS0269700 oFOR REVIEW ONLY ; o . Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,���Lq�FN�I NE���y E N G I N E E R I N G
NC LIC. N0. P-0799 [e-mail] EROSION CONTROL DETAILS 1
0 0 DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �''i�� C11111111%v�� `� EC-3.0
N FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36

MIXTURE
CONSTRUCTION SPECIFICATIONS CONSTRUCTION SPECIFICATIONS GENERAL NOTE: AGRICULTURAL LIMESTONE..........................2 TONS/ACRE(3 TONS/ACRE IN CLAY SOILS) SEEDBED PREPARATION:
FERTILIZER................................................1,000 LBS/ACRE-10-10-10 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL THREE INCHES DEEP
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET. 1. ALL PARTIALLY COMPLETED STORM DRAINS SHALL BE PROTECTED AT THE END OF EACH DAY IN ACCORDANCE WITH SUPERPHOSPHATE....................................500 LBS/ACRE-20%ANALYSIS OVER ADVERSE SOIL CONDITIONS,IF AVAILABLE.
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS,AND OTHER OBJECTIONABLE MATERIAL. THESE DETAILS. MULCH....................................................2 TONS/ACRE-SMALL GRAIN STRAW
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS. 2. RIP THE ENTIRE AREA TO SIX INCHES DEEP.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE 3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT. 2. THIS IS NOT AN APPROVED NC METHOD OF INLET PROTECTION AND WILL ONLY BE USED TO PROTECT THE ANCHOR..................................................ASPHALT EMULSION AT 300 GALS/ACRE
PERIMETER OF THE INLET,A MAXIMUM OF 4 FEET APART. 4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT. CONTRACTORS WORK OVERNIGHT. LONGER PERIODS OF PROTECTION WILL REQUIRE THE STONE INLET PROTECTION SEEDING SCHEDULE 3. REMOVE ALL LOOSE ROCK,ROOTS AND OTHER OBSTRUCTIONS,LEAVING
UPSTREAM END OF
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE 5.VEGETATE THE RIDGE AND CHANNEL IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS THAN 30 WORKING DETAIL PER THE NCDENR ESCPDM. FOR SHOULDERS,SIDE DITCHES,SLOPES(MAX 3:1):
SURFACE REASONABLY SMOOTH AND UNIFORM.
DAYS. STORM DRAIN OVERFLOW DATE TYPE PLANTING RATE
TOP, MIDDLE,AND BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS AUG 15-NOV 1 TALL FESCUE 300 LBS/ACRE 4. UAPPLY NIFORMLY
ANDMIXAGRICULTURAL LIME,FERTILIZER AND SUPERPHOSPHATE
RECOMMENDED. NOV 1-MAR 1 TALL FESCUE&ABRUZZI RYE 300 LBS/ACRE UNIFORMLY AND MIX WITH SOIL(SEE MIXTURE.
MAR 1-APR 15 TALL FESCUE 300 LBS/ACRE 5. CONTINUE TILLAGE UNTIL A WELL-PULVERIZED,FIRM,REASONABLY
4. PLACE CLEAN GRAVEL(NC DOT#5 OR#57 STONE)ON A 2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, GENERAL NOTES: IPE DIAMETER APR 15-JUN 30 HULLED COMMON BERMUDAGRASS 25 LBS/ACRE UNIFORM SEEDBED IS PREPARED FOUR TO SIX INCHES DEEP.
AND SMOOTH TO AN EVEN GRADE. p ° ° ° o J JUL 1-AUG 15 TALL FESCUE AND BROWNTOP 125 LBS/ACRE(TALL FESCUE);35 LBS/ACRE
�ffcr
° D MILLET OR SORGHUM-SUDAN (BROWNTOP MILLET);30 LBS/ACRE 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT,AND ESTABLISH 1. DIVERSION TO BE USED TO CONVEY SEDIMENT LADEN WATER INTO AN APPROVED EROSION AND SEDIMENT CONTROL BMP. �� °° ° HYBRIDS*** (SORGHUM-SUDAN HYBRIDS) WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
2. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS(STABILIZATION MUST OCCUR BEFORE
FINAL GRADING ELEVATIONS. - o FOR SHOULDERS,SIDE DITCHES,SLOPES(3:1 TO 2:1):
ISSUANCE OF CERTIFICATE OF COMPLIANCE). STABILIZATION METHOD IS BASED ON VELOCITY OF DRAINAGE. � � 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
3. DIVERSIONS SHOULD ONLY BE USED FOR DRAINAGE AREAS 5 ACRES OR LESS. - - - - - - - DATE TYPE PLANTING RATE
6. COMPACT THE AREA PROPERLY AND STABILIZED IT WITH GROUNDCOVER. 4. MINIMUM LONGITUDINAL SLOPE OF DIVERSION SHALL BE 0.3%. -' 1=1I 1=1 I1=1 I1-1I 1=I I1=1 I1=III 11=1 I1=1I 1=
BURY BOTTOM MAR 1-JUN 1 SERICEA LESPEDEZA(SCARIFIED) 50 LBS/ACRE(SERICEA LESPEDEZA); 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
MAINTENANCE: 5. DEPTHS SHOWN SHALL BE FINAL AFTER SETTLEMENT. CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING DITCHES IN OF PLYWOOD-LAND USE THE FOLLOWING RESEEDINGS WITHIN THE PLANTING SEASON,IF POSSIBLE. IF STAND
FIELD TO MEET DESIGN CRITERIA IF SETTLEMENT OCCURS. 4" EXTERIOR PLYWOOD COMBINATIONS: SHOULD BE MORE THAN 60%DAMAGED,RE-ESTABLISH FOLLOWING THE
INSPECT INLETS DAILY AND AFTER EACH SIGNIFICANT(%INCH OR GREATER) RAINFALL EVENT. CLEAR THE 6. REFER TO SKIMMER BASIN DETAIL FOR DIVERSION DITCH/SKIMMER BASIN ENTRANCE. MAR 1-APR 15 ADD TALL FESCUE 120 LBS/ACRE ORIGINAL LIME,FERTILIZER AND SEEDING RATES.
MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. PLYWOOD INLET PROTECTION MAR 1-JUN 30 OR ADD WEEPING LOVE GRASS 10 LBS/ACRE 9. CONSULT S&EC ENVIRONMENTAL ENGINEERS ON MAINTENANCE
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE STEEL FENCE UPSTREAM END OF STORM DRAIN--,,,,, MAR 1-JUN 30 OR ADD HULLED COMMON 25 LBS/ACRE TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
AS NEEDED. BERMUDAGRASS ESTABLISHED.
STANDARD METAL POSTS 2' IN GROUND MAINTENANCE: POST(TYP.) OVERFLOW JUN 1-SEPT 1 TALL FESCUE AND BROWNTOP 120 LBS/ACRE(TALL FESCUE);
INSPECT TEMPORARY DIVERSIONS DAILY AND REPAIR,AS NECESSARY AND FOLLOWING EVERY RAINFALL EVENT OF GREATER THAN 1/2" MULLET OR SORGHUM-SUDAN 35 LBS/ACRE(BROWNTOP MULLET);
HYBRIDS*** 30 LBS/ACRE(SORGHUM-SUDAN
WITHIN A 24HR PERIOD. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK HYBRIDS)
OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND ii ii ii ° p o SEPT 1-MAR 1 SERICEA LESPEDEZA(UNHULLED- 70 LBS/ACRE(SERICEA LESPEDEZA);
THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT. p ° 0 1/3 PIPE DIAMETER
GALVANIZED HARDWARE d ° a$�b _ ° D � UNSCARIFIED)AND TALL FESCUE 120 LBS/ACRE(TALL FESCUE)
WIRE EXTENDS TO TOP OF BOX 6 0° ° NOV 1-MAR 1 AND ABRUZZI RYE 25 LBS/ACRE
o Z WASHED STONE------.
2'MIN. FILTER CONSULT S&EC ENVIRONMENTAL ENGINEERS FOR ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR
o ACROSS PIPE VEGETATION OF DENUDED AREAS.THE ABOVE VEGETATION RATES ARE THOSE THAT DO WELL UNDER LOCAL
INLET ° ° -1 li lII I-III-III III-III-III=1 -III-III-I 1= CONDITIONS;OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
DIKE Fj Ll Fj Ll III=III III=f =III= -III= III=III=III-
MIN.0.25 FT FREEBOARD �19� l l l ***TEMPORARY:RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION.DO NOT ALLOW
B FLOW �� HARDWARE CLOTH TEMPORARY COVER TO GROW MORE THAN 12"IN HEIGHT BEFORE MOWING;OTHERWISE,FESCUE MAY BE SHADED OUT.
- a$ \//�//�//�//�// // / / 2 10-YR MAX FLOW / / // / // �/ //��/�//�//�//�\//�\ / STONE FILTER INLET PROTECTION 4
o ���������������������i� �M �� ��i��i��i��i��i��i��i��i��i��i��i��i�� � SEEDING SCHEDULE
a i�/i.�/i.�/i../i../i../i.. /i�/i� �' `� /i�/i��/i. /i. /i. /i../i../i../i../i.�/i.�/i.�/i../i.. ../i.. 3 PIPE INLET PROTECT01 N EC-3.1 SCALE: NTS
0 SCALE: NTS
0 a V®a
00 ° o ��ii��/i'/i��/i��/i��/i��� CONSTRUCTION SPECIFICATIONS
Q°oo� 000 0'cC3D0cab0�cBDZeo(ffCD LINING,
CROSS SECTIONAL VIEW 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. 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.
DETAIL REFERENCE 6.51 NC ESCPDM #57 WASHED STONE PLACED TO A DETAIL REFERENCE 6.20 NC ESCPDM 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
HEIGHT OF 12"-18" MIN. ABOVE TOP OF BOX.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIRANY DAMAGE BY
1 INLET PROTECTION 2 TEMPORARY DIVERSION DITCH REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA.ALL CONNECTING JOINTS SHOULD OVERLAP SO THE TOP LAYER IS ABOVE THE
EC-3.1 SCALE: NTS EC-3.1 SCALE: NTS DOWNSTREAM LAYER MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
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
CONSTRUCTION SPECIFICATIONS 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 TO FIT SITE CONDITIONS,
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION. PLACE IT IN THE UPPER SECTION OF THE APRON.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM. 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION
4.SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION
OF THE UPPER DAM. MAINTENANCE:
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. INSPECT RIP-RAP OUTLET STRUCTURES DAILY AND AFTER SIGNIFICANT(1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS,ARE NOT SUBJECT TO PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
NOTES:
MAINTANENCE:
1)L=THE LENGTH OF THE RIPRAP APRON.
INSPECT CHECK DAMS AND CHANNELS DAILY AND REPAIR,AS NECESSARY FOLLOWING EVERY RAINFALL EVENT OF GREATER THAN 1/2" 2)d= 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6"(inches).
WITHIN A 24HR PERIOD.CLEAN OUT SEDIMENT,STRAW,LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED. 3) IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6"
(inches)ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE BANK,WHICHEVER IS LESS.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE 4)A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL
DAM.CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,ADDITIONAL MEASURES CAN BE TAKEN FOUNDATION.
SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL(PRACTICE 6.31, RIPRAP-LINE AND PAVED
RIP RAP APRON
CHANNELS).
w
0
0 REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,ALLOW THE CHANNEL
z TO DRAIN THROUGH THE STONE CHECK DAM,AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM.ADD STONES TO
o DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION. A A
z o
O
o EXISTING SLOPES A A
w
M VARIES PIPE
3 TIMES INNER
U DIA.+0.4 La,W1
w NOTE:REMOVE SEDIMENT ACCUMULATION DIAMETER,W2 PIPE
w FROM BEHIND CHECK DAMS TO PREVENT
=1 1= 0.50'MIN DAMAGE TO CHANNEL VEGETATION.FLOW
w III=III= III- SHOULD BE MAINTAINED THROUGH THE DAM. RIP RAP AF RON
_ =III=I PLAN VIEW
W w KEYED RIP RAP
z �
Q
- - - -III- PLAN VIEW
z III=III=111- =111=111 #5 WASHED STONE La
o
FRONT VIEW TI �1.5'
FILTER FABRIC 1.0' La
TOP ELEVATION OF STORMWATER 0.5'-1' PIPE
W PIPE
o
O
Ili= a . ° o o O
W #5 WASHED 2 MAX. < 1=III=III=III=III=III=III=III=III=1T' III-III III= Imil 9�
Q 111-�i11�1- STONE 1 "=III-III=III=III=III=III -III-III III- 1=III=III=III=III=III=III=III=III=1'' 11=III=III=III=
"-"'-I 1-1 1-1 -ITI-1 1= d 1=1 1= "=1 -1 1=1 1=1 1=1 1=1 1=1 1=1' I I I=1 1-
-I
d II-III-
a m11 l l'
l=III=111=1 l l 11 l l =III-111 it l li it l l=III= I' - -I-IiI-III- -III-III= -III=III=111 111 111 1-111 l l l=ITI-III- " -I
FILTER
EXISTING =III II -III -1 1=1 1FILTER
O GROUND SECTION'A A' FABRIC FABRIC
�ILTER FABf�I� SECTION 'A-A'
o STEP SEQUENCE CLASS B RIP-RAP
4 6 FEET
o PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED CHANNEL
DETAIL REFERENCE 6.83 NC ESCPDM SIDE VIEW
m
DETAIL REFERENCE 6.41 NC ESCPDM
z 5 TEMPORARY DIVERSION DITCH
6 COIR FIBER WATTLE DETAIL 7 RIP-RAP OUTLET PROTECTION
in
o SCALE: NTS EC-3.1 SCALE: NTS
EC-3.1 SCALE: NTS
EC-3.1
Lu
J
Z
Q
117
V
O
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z � N CARo� ENG7
0 �` ESS/ ��'i OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m c� F [phone] Fu ua Varina,NC 27526
N N �' Q 9 9 = EST. Q 10 q y Fuquay-Varina, NC 27526
919.602.2351 G OD WIN S UBDI VISION
91960
urr
o N STATUS = 026970 �`�
LL
o FOR REVIEW ONLY ; o . = y CARD Contact: Zach Angle
M NOT FOR CONSTRUCTION �'.,���Lq�FN�I NE���y ENGINEERING
NC LIC. N0. P-0799 [e-mail] EROSION CONTROL DETAILS 11
o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. �''�i� Cv� ``� EC-3- 1
N 0
FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 II����� ��I

PERMANENT RISER OR OVERFLOW MAINTENANCE
GENERAL NOTES:
STRUCTURE(IF APPLICABLE) 18"MIN INLET ZONE 35%
PLAN VIEW TOP OF DAM OF SURFACE AREA INLET ZONE INSPECT SKIMMER DAILY.REPAIR AS NECESSARY.
TARP DITCH AND BURY INLET ZONE 25%OFSURFFA EZAREA 1. DRIVE 5'STEEL POST AT LEAST 24" INTO SOLID GROUND.
PROTECTION 2. USE STAPLES V APART HORIZONTALLY AND VERTICALLY TO ATTACH THE FILTER FABRIC TO THE WIRE TRASH: IF THE INLET SCREEN CLOGS AND THERE IS WATER IN THE BASIN,TUGGING ON THE ROPE
TARP OF SURFACE AREA FENCE. SEVERAL TIMES WILL USUALLY WASH THE TRASH OFF AND RESTORE FLOW.IF NOT,PULL THE INLET
�10-MIN EDGE(MIN.12") �0// 3. MINIMUM BAFFLE SPACING IS 10'. TO THE SIDE OF THE BASIN AND USE A STICK TO CLEAN THE SCREEN.OPEN THE SCREEN DOOR AND
WEIR LENGTH,L G OUTLET SURFACE AREA 4. THE FLOOR OF THE BASIN IN THE OUTLET ZONE AND BERMS SHOULD BE SEEDED IMMEDIATELY AFTER REMOVE ANY TRASH OR SEDIMENT INSIDE SO GRASS OR TREES DO NOT GROW IN THE INLET.(YES,
OF SURFACE AREA
INFLOW STRUCTURE OR - THE BASIN IS CONSTRUCTED. THIS CAN HAPPEN!)
DIVERSION DITCH < SECTION THRU WEIR oorcocoNUT 5. REFER TO NCESCPDM SECTION#6.65 FOR ADDITIONAL SPECIFICATIONS
FIBER(COIR)MATTING SEDIMENT ACCUMULATION AROUND SKIMMER:A SHALLOW,LONG BASIN,USING BAFFLES,AND
a t4oW / MAINTENANCE INFLOW IN THE BASIN AT THE OPPOSITE END FROM THE OUTLET HELP KEEP SEDIMENT AWAY FROM
THE SKIMMER. IF SEDIMENT RESTRICTS SKIMMER MOVEMENT,PULL THE SKIMMER TO ONE SIDE AND
INSPECT BAFFLES DAILY AND AFTER EACH RAINFALL.MAKE ANY REQUIRED REPAIRS IMMEDIATELY. EXCAVATE UNDER IT.
_ SKIMMER FLOC ICE:TRY TO KEEP ICE BROKEN UP AT THE INLET AND AROUND THE BARREL TO KEEP WATER
RIP RAP DISSIPATION. _� DEWATERING EMERGENCY CORE HOLE IN RISER FOR BE SURE TO MAINTAIN ACCESS TO THE BAFFLES.SHOULD THE FABRIC OF A BAFFLE COLLAPSE,TEAR,
REFER TO CE503 OUTLET DEVICE SPILLWAY SKIMMER DRAIN LINE DECOMPOSE,OR BECOME INEFFECTIVE,REPLACE IT PROMPTLY. FLOWING,MAKING IT LESS LIKELY THE INLET WILL FREEZE.SPRAY PAINTING THE FLOAT BLACK TO PVC DRAIN LINE FROM_ ABSORB HEAT IS RECOMMENDED.USE PAINT THAT WILL STICK TO PVC PLASTIC.
STABILIZATION FOR ��� �
SIZES.MINIMUM EXTEND SKIMMER / REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE HANDLING THE SKIMMER:THE SKIMMER IS MADE OF PLASTIC AND WILL WITHSTAND HEAT,COLD
LENGTH TO BOTTOM OF FAR Ty NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING AND SUNLIGHT BUT IT NEEDS TO BE HANDLED BY HAND,NOT GRABBED WITH A BACKHOE BUCKET
BASIN L / / BFRM CLEANOUT.SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH. AND YANKED AROUND,ESPECIALLY IN COLD WEATHER.TO REMOVE THE SKIMMER,DISCONNECT
BAFFLES / THE HOSE FIRST,THEN DISCONNECT THE BARREL FROM THE INLET EXTENSION.DO NOT TRY TO
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED,REMOVE ALL BAFFLE MATERIALS PULL THE SKIMMER LOOSE WITH A BACKHOE.
AVERAGE WIDTl� AREA* FILL VOID WITH NON- NK RISER STRUCTURE �i
LENGTH GROUT AND UNSTABLE SEDIMENT DEPOSITS,BRING THE AREA TO GRADE,AND STABILIZE IT.
VANDALISM:KEEP UNAUTHORIZED PERSONS THAT MAY DO DAMAGE OFF THE SITE.DO NOT
AREA OF BASIN WATER SURFACE AT TOP OF PROVIDE ROCKS CLOSE TO THE SKIMMER IF POSSIBLE. IF POSSIBLE,TAKING OTHER
PRIMARY SPILLWAY SKIMMER CONNECTION CONSIDERATIONS INTO ACCOUNT,POSITION THE SKIMMER OUT IN THE BASIN AWAY FROM THE
BANKS TO DECREASE THE POTENTIAL FOR A SUCCESSFUL HIT.
CROSS-SECTION VIEW 4'-0"MAX.SPACING CONSTRUCTION SPECIFICATION
1'FREEBOARD W=5'MIN. (TYPICAL)
1.GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
INFLOW EMBANKMENT 5'STEEL POST
STRUCTURE OR 6"MAX.DEPTH OF FLOW OVER 2.INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP(PRACTICE 6.62,SEDIMENT FENCE).
DIVERSION DITCH EMERGENCY SPILLWAY 3.STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES,SPACED A MAXIMUM OF 4 FEET APART,AND INSTALLED
BAFFLES MIN.6" T=1.5'MIN. FLOW UP THE SIDES OF THE BASIN AS WELL.THE TOP OF THE FABRIC SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE CONSTRUCTION SPECIFICATIONS
SURFACE AREA Z=b'MAX. 8"X6"TRENCH M SPILLWAY.TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.
RIP-RAP DISSIPATION.REFER TO CE503 ELEVATION - BACKFILL AND COMPACT 4.INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT.BASINS LESS THAN USE FAIRCLOTH SKIMMER®OR APPROVED EQUAL
FENCE AND FABRIC
OUTLET STABILIZATION FOR SIZES. 20 FEET IN LENGTH MAY USE 2 BAFFLES. J.W.FAIRCLOTH SKIMMER&SON,INC.
MINIMUM EXTEND LENGTH TO BOTTOM H=2'MIN. BURIED IN TRENCH 5.WHEN USING POSTS,ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO PREVENT SAGGING. HILLSBOROUGH,NC 27278
OF BASIN EMERGENCY -1 -III- = REBAR INTO THE SAWHORSE LEGS FOR ANCHORING.THE FABRIC SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE
VENT
FILTER FABRIC SPILLWAY _I-
III- WEAVE.ATTACH FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES,WIRE,OR STAPLES.
DEWATERING 7.THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR PINNED WITH 8-INCH EROSION FLEXIBLE JOINT
ZONE CORE HOLE IN RISER FOR SKIMMER M:1 CONTINUE PIPE TO DAYLIGHT CONTROL MATTING STAPLES. (RADIATOR HOSE)
SEDIMENT ATTACHEMENT.FILL WITH NON-SHRINK GROUT IF DETAIL REFERENCE 6.65 NC ESCPDM g.DO NOT SPLICE THE FABRIC,BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
STORAGE ZONE ORIFICE IS NOT NEEDED IN FINAL BMP. RISER/OVERFLOW STRUCTURE
OUTLET END CO CTION FLOAT
SCREEN ACCESSIBLE
GENERAL NOTES: CONSTRUCTION SPECIFICATION 2 POROUS BAFFLE THROUGH DOOR
1.D REFER EC NCESCPDM CATIONS SECTION#6.64 FOR ADDITIONAL 1. CLEAR,GRUB,AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SCALE: NTS
DESIGN SPECIFICATIONS REGARDING SKIMMER SEDIMENT EC-3.2 BARREL PIPE LONGER THAN SHOWN
BASINS. 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 DETAIL REFERENCE 6.64 NC ESCPDM
2. DEFINITIONS: BELOW BASIN AS NEEDED
• H-DEPTH FROM BOTTOM BASIN TO SURFACE AREA
ELEVATION 2.ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS,WOODY VEGETATION,ORGANIC MATTER,AND DIVERSION RIDGE
• Z-HEIGHT OF BASIN OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES,AND MACHINE COMPACT IT. OVER 3 DEWATERING SKIMMER
FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
• L-WIDTH OF EMERGENCY SPILLWAY CONSTRUCTION SPECIFICATIONS EC-3.2 SCALE: NTS
EXISTING PAVED
• T DISTANCE BETWEEN EMERGENCY SPILWWAY 3.SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY ROADWAY ° = °=111=111=111=1 - -I11=
=1I 1=1I 1=1I 1=1 -I I-III-I I1=1 I1-1 I1=III° =1 I1-1 I1=1 I 1.CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION,ROOTS,AND
AND BERM. EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR IIII I=III=ITI- I11-111- I11 OTHER OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
• M-SIDE SLOPE TIMBER. 2.PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE
• W-BERM WIDTH SECTION A-A GEOTEXTILE FABRIC PLANS,AND SMOOTH IT.
4.CONDUIT SPILLWAYS(RISERS)-SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE A WATERTIGHT 3.PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER
MAINTENANCE STRUCTURAL CONNECTION.SECURE ALL CONNECTIONS BETWEEN THE BARREL SECTIONS BY APPROVED WATERTIGHT o SUITABLE OUTLET.
ASSEMBLIES. PLACE THE BARREL AND RISER ON FIRM,SMOOTH FOUNDATION OF IMPERVIOUS SOIL.DO NOT USE PERVIOUS 4.USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE
INSPECT SKIMMER SEDIMENT BASINS DAILY AND AFTER MATERIAL SUCH AS SAND,GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL ° FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
EACH SIGNIFICANT(ONE-HALF INCH OR GREATER) °o° ° •.p °�o � ° L''�'q oo•` ggr�6,,g °�°�
AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS,AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME g P p Do-&�0 °& a D �o �Oa �O�Q '°a
RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE 3 ..o MAINTENANCE
SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DENSITY AS THE ADJACENT EMBANKMENT.CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT WITH ITS oDo o°° opo
FOUNDATION WHEN CONPACTING UNDER THE PIPE HAUNCHES.PLACE A MINIMUM DEPTH OF 2-FT OF COMPACTED BACKFILL } A o`er ° A 2"-3"COURSE 04 a
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ¢ AGGREGATE o MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT.ANCHOR THE RISER IN PLACE BY °�` ate`.o ... N FROM LEAVING THE CONSTRUCTION SITE.THIS MAY REQUIRE PERIODIC
ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE 0 oa MIN. THICK °eQ <°
CONCRETE OR ONTHER SATISFACTORY MEANS TO PREVENT FLOTATATION. IN NO CASE SHOULD THE PIPE CONDUIT BE O ° ` a�Q. ° TOPDRESSING WITH 2-INCH STONE.AFTER EACH RAINFALL,INSPECT ANY 4' MIN. SILT FENCE
SKIMMER TO ONE SIDE SO THAT THE SEDIMENT per= o Bopop•Lcp
INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE. o o ° op aoo ogoOo,o p oo,o og° o,o•o o° o,o^a ao o°o^ o; o° o°'o� STRUCTURE USED TO TRAP SEDIMENT DAILY AND CLEAN IT OUT AS NECESSARY.
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE w "b•' p"ba Ag"b cz ,�Qo• �joo �qo r�°Sga �o IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED,WASHED,OR
SEDIMENT FROM THE ENTIRE BASIN,NOT JUST AROUND e8bo8ao8o 080 so�o8�aas�s8
5. SKIMMER-PLACE THE BARREL(TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE)ON A FIRM,SMOOTH FOUNDATION OF TRACKED ONTO PUBLIC ROADWAYS.
THE SKIMMER OR THE FIRST CELL. MAKE SURE IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,GRAVEL,OR CRUSHED STONE AS BACKFILL AROUND z
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DIVERSION RIDGE DETAIL REFERENCE 6.06 NC ESCPDM
THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND co
DOES NOT HOLD DOWN THE SKIMMER. THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE w
FROM THE FORM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.PLACE A MINIMUM 50'MIN.
REPAIR THE BAFFLES THEY ARE DAMAGED. DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION
RE-ANCHOR THE BAFFLES IF WATER IS FLOWING EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE PLAN VIEW
UNDERNEATH OR AROUND THEM. EMBANKMENT IS COMPLETE.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS 6.ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS,OR AS DESIGNED. 4 STANDARD CONSTRUCTION ENTRANCE
WATER IN THE BASIN,USUALLY JERKING ON THE ROPE TOP OF SILT FENCE - - - ------
WILL MAKE THE SKIMMER BOB UP AND DOWN AND 7. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL EC-3.2 SCALE: NTS MUST BE AT LEAST 1'
DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR ABOVE THE TOP OF - - - -------
0 DOES NOT WORK,PULL THE SKIMMER OVER TO THE SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED THE WASHED STONE
o SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT
co
IS CLOGGED;IF SO REMOVE THE DEBRIS. 8. EARTHEN SPILLWAYS- INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE FILTER FABRIC EXTRA STRENGTH NEEDED
ACHIEVEMENT OF PLANNED ELEVATIONS,GRADE,DESIGN WIDTH,AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL WITHOUT WIRE MESH SUPPORT CONSTRUCTION SPECIFICATIONS
o IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED,THE TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR STEEL FENCE POST
Jp ORIFICE CAN BE REMOVED AND THE OBSTRUCTION 1.USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95%BY WEIGHT OF
IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES
CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING POLYOLEFINS OR POLYESTER,WHICH IS CERTIFIED BY THE MANUFACTURER OR
AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH.THE EDGES MAY BE SECURED WITH 8-INCH STEEL POST SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D 6461,WHICH IS WIRE FENCE
o WITH WATER. BE SURE AND REPLACE THE ORIFICE FRONT VIEW
z STAPLES OR PINS.THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND.
O SHOWN IN PART IN TABLE 6.62B.SYNTHETIC FILTER FABRIC SHOULD CONTAIN
BEFORE REPOSITIONING THE SKIMMER.
z0 THE WIDTH OF THE FABRIC MUST BE ONE PIECE,NOT JOINED OR SPLICED;OTHERWISE WATER CAN GET UNDER THE FABRIC. FLON ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 HARDWARE CLOTH BURY WIRE FENCE,
C/) IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY,MULTIPLE SECTIONS, FLOW �- MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE FILTER FABRIC,
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND SPANNING THE COMPLETE WIDTH,MAY BE USED. THE UPPER SECTION(S)SHOULD OVERLAP THE LOWER SECTION(S)SO OF 0 TO 120'F. AND HARDWARE
w MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH 2.ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL CLOTH IN TRENCH
M SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE STAPLES OR PINS.(ADAPTED FROM"A MANUAL FOR DESIGNING,INSTALLING AND MAINTAINING SKIMMER SEDIMENT WITH A MINIMUM LENGTH OF 5 FEET.MAKE SURE THAT STEEL POSTS HAVE STEEL FENCE POST
O EMBANKMENT,SPILLWAYS,AND OUTLET FOR EROSION PROJECTIONS TO FACILITATE FASTENING THE FABRIC. FILTER OF#57 o00O SET MAX 2'APART
w BASINS." FEBRUARY, 1999. J.W.FAIRCLOTH&SON.). _
w DAMAGE,AND INSPECT THE EMBANKMENT FOR PIPING /��/i��/%�/%�/%�/%!8 FT MAX
us SPACING WITH
3.FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC,USE WIRE WASHED STONE 000 MIN. 18" INTO SOLID
AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS //i/i/ice/i�/ice / /�/�/�/�/�/�� FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES. °`��0-
w 9. INLETS-DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR �!��/��/��/��/��/�� /�!��/i/i/./� B FrMAxsPAClNcwlrHour NOTE:DO NOT ATTACH FABRIC GROUND
/��� ����"\\•�\\/\ WIRE SUPPORT FENCE ° O O
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS TO EXISTING TREES. ° ,
w DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO MAINTENANCE °Q 0�C6 O
LU FROM THE SKIMMER AND POOL AREAS. O 0�00000000
= IMPROVE BASIN TRAP EFFICIENCY(REFERENCES:RUNOFF CONTROL MEASURES AND OUTLET PROTECTION). ° S FILTER FABRIC NOTES:
INSPECT SEDIMENT FENCES DAILY AND AFTER EACH RAINFALL EVENT.MAKE ANY 0008 ° 0°�00 ON GROUND 1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
z FREEZING WEATHER CAN RESULT IN ICE FORMING IN STEEL POST REQUIRED REPAIRS IMMEDIATELY.SHOULD THE FABRIC OF A SEDIMENT FENCE °Q 00 00 C°�o00 2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
10. EROSION CONTROL-CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE STEEL
HIGH MAX ° `C0
THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE COLLAPSE,TEAR,DECOMPOSE OR BECOME INEFFECTIVE,REPLACE IT PROMPTLY. 00000 O° o O
WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE 0 ° 08
°0 ° 0
TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE o°�000°O8o�0°00
o PLUGGING WITH ICE. IMMEDIATELY AFTER CONSTRUCTION(REFERENCES:SURFACE STABILIZATION). PONDING Hr. PONDING Hr. VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.TAKE °00 g°0 0 �°000
CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.REMOVE ALL (CLL0, 0°n O o�j O 0 O
O FILTER FABRIC o v 0 0 6 0 0 q.-, 0
ATTACH SECURELY FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA O 0 0°O O°O 0 O b 0
11. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65,POROUS BAFFLES. 2a"MAX TO UPSTREAM TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS
SIDE OF POST.
BEEN PROPERLY STABILIZED.
z 12. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,REMOVE THE STRUCTURE RUNOFF RUNOFF
AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY 9 M E ~
(RECOMMENDED)
�b
cn (REFERENCES:SURFACE STABILIZATION). II-_ STORAGE HT. °;; DETAIL REFERENCE 6.62 NC ESCPDM BURY WIRE FENCE----- BURY 6"OF UPPER EDGE OF
AND HARDWARE FILTER FABRIC IN TRENCH
mil-
I CLOTH
?� ..\ SECTION VIEW
Q 24"MIN. �� �jh� �� i; 24"MIN.
o 4"x8"TRENCH
0 DETAIL REFERENCE 6.64 NC ESCPDM '� y ,C �
��
z � WITH COMPACTED �'/�� GRAVEL
" BACKFILLLO
! '
STANDARD DETAIL ALTERNATE DETAIL 6 STANDARD SILT FENCE OUTLET
m TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL
EC-3.2 SCALE: NTS
z
in
0
SKIMMER SEDIMENT BASIN 5 STANDARD TEMPORARY SILT FENCE
in
EC-3.2 ui
SCALE: NTS EC-3.2 SCALE: NTS
z
Q
LO
v
0
NREVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: CO/VSTRUCT/D/V DRAW/IVGS
N 1 2023 11 29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1 �����riiri��iii
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
.•....... J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
Lm Q F [phone] Fuquay-Varina,NC 27526
W N EST. Q 10 Fuquay-Varina, INC 27526 G OD WIN S UBDI VISION
EAL 919.602.2351
Nurr
= 026970 _ T ?
o STATUS
0 o FOR REVIEW ONLY ; o • h CARO\ Contact: Zach Angle
MJiL NOT FOR CONSTRUCTION �'.,��tiq�FN�I NE���y��,�� ENGINEERING
NC LIC. N0. P-0799 [e-mail] EROSION CONTROL DETAILS III
0 o DATE: FEBRUARY 8,2023 HORZ.SCALE:N.T.S. iOII �� `
FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 EC-3.�
N d

DEMLR Monitoring Form DEMLR Form Rev. 04012019 Page 1 of 2
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH EQUIPMENT AND VEHICLE MAINTENANCE ONSITE CONCRETE WASHOUT
INSPECTION AND MONITORING RECORDS FOR ACTIVITIES UNDER STORMWATER GENERAL PERMIT NCGO10000 THE NCGO1 CONSTRUCTION GENERAL PERMIT STRUCTURE WITH LINER
1. Maintain vehicles and equipment to prevent discharge of fluids.
AND SELF-INSPECTION RECORDS FOR LAND DISTURBING ACTIVITIES PER G.S. 113A-54.1 Implementing the details and specifications on this plan sheet will result in the construction 2. Provide drip pans under any stored equipment. r °"
activity being considered compliant with the Ground Stabilization and Materials Handling p o m
3. Identify leaks and repair as soon as feasible,or remove leaking equipment from the p
sections of the NCGO1 Construction General Permit(Sections E and F,respectively). The po a hi
permittee shall comply with the Erosion and Sediment Control plan approved by the project. o o L
Land Quality or Local 4. Collect all spent fluids,store in separate containers and properly dispose as U
Project Name delegated authority having jurisdiction.All details and specifications shown on this sheet
Program Project # hazardous waste(recycle when possible).
may not apply depending on site conditions and the delegated authority having jurisdiction. a:<»,a ��
5. Remove leaking vehicles and construction equipment from service until the problem �°*a
Financially Responsible ° `�°"� "
County SECTION E:GROUND STABILIZATION has been corrected. _ .•�
ry
Party, (FRP)/ Permittee 6. Bring used fuels,lubricants,coolants,hydraulic fluids and other petroleum products u�n=wiii ii „„;,;,,
INSPECTOR Name Employer Required Ground Stabilization Timeframes to a recycling or disposal center that handles these materials. eLa ""gTM am ,� rs
Stabilize within this ""
Site Area Description
many calendar W BELOW GRADE ASHOUT STRU[TURE ABOVE GRAW� 6MIIT STRUCTURE
��-� 'fe 4
Inspector Type(Mark) X Address days after ceasi Timeframe variations ng LITTER,BUILDING MATERIAL AND LAND CLEARING WASTE
land disturbance 1. Never bury or burn waste. Place litter and debris in approved waste containers.
FRP/Permittee (a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers(e.g dumpster,trash CONCRETE WASHOUTS
swales,ditches,and 7 None receptacle)on site to contain construction and domestic wastes. 1. Do not discharge concrete or cement slurry from the site.
Phone Number Email Address perimeter slopes 3. Locate waste containers at least 50 feet away from storm drain inlets and surface 2. Dispose of,or recycle settled,hardened concrete residue in accordance with local P v
(b) High Quality Water waters unless no other alternatives are reasonably available. and state solid waste regulations and at an approved facility.
HQW Zones 7 None 4. Locate waste containers on areas that do not receive substantial amounts of runoff
(HOW) 3. Manage washout from mortar mixers in accordance with the above item and in
from upland areas and does not drain directly to a storm drain,stream or wetland. addition lace the mixer and associated materials on impervious barrier and within
PART 1 A: Rainfall Data PART 1 B: Current Phase of Project (c) Slopes steeper than If slopes are 10'or less in length and are p p
3:1 7 not steeper than 2:1,14 days are 5. Cover waste containers at the end of each workday and before storm events or lot perimeter silt fence.
Rain Amt(inches) Phase of Grading X provide secondary containment. Repair or replace damaged waste containers. 4. Install temporary concrete washouts per local requirements,where applicable. If an
allowed p y p q pp
Dail Rainfall Required, except for 6. Anchor all lightweight items in waste containers during times of high winds.
Day Date y q p Check the applicable box(es) -7 days for slopes greater than 50'ing g alternate method or product is to be used,contact your approval authority for
Holidays or Weekends. If no rain, Installation of perimeter erosion and sediment control measures length and with slopes steeper than 4:1 7. Empty waste containers as needed to prevent overflow. Clean up immediately if review and approval. If local standard details are not available,use one of the two
indicate with a "zero" -7 days for perimeter dikes,swales, containers overflow. types of temporary concrete washouts provided on this detail.
Clearing and grubbing of existing ground cover (d) Slopes 3:1 to 4:1 14 ditches,perimeter slopes and HQW 8. Dispose waste off-site at an approved disposal facility. 5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
M Completion of any phase of grading of slopes or fills Zones 9. On business days,clean up and dispose of waste in designated waste containers. sections. Stormwater accumulated within the washout may not be pumped into or
T -10 days for Falls Lake Watershed discharged to the storm drain system or receiving surface waters. Liquid waste must
Installation of storm drainage facilities -7 days for perimeter dikes,swales, PAINT AND OTHER LIQUID WASTE be pumped out and removed from project.
W ditches,perimeter slopes and HQW Zones 1. Do not dump paint and other liquid waste into storm drains,streams or wetlands. 6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
Completion of all land-disturbing activity, construction or development (e) Areas with slopes p p p p q can be shown that no other alternatives are reasonably available. At a minimum,
flatter than 4:1 14 10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
Th Permanent round cover sufficient to restrain erosion has been established install protection of storm drain inlet(s)closest to the washout which could receive
g there is zero slope waters unless no other alternatives are reasonably available. spills or overflow.
F Note:After the permanent cessation of construction activities,an areas with temporary 3. Contain liquid wastes in a controlled area.
p Y P Y 7. Locate washouts in an easily accessible area,on level ground and install a stone
Sat (Optional) ground stabilization shall be converted to permanent ground stabilization as soon as 4. Containment must be labeled,sized and placed appropriately for the needs of site. entrance pad in front of the washout. Additional controls may be required by the
practicable but in no case longer than 90 calendar days after the last land disturbing 5. Prevent the discharge of soaps,solvents,detergents and other liquid wastes from approving authority.
activity. Temporary ground stabilization shall be maintained in a manner to render the construction sites. 8. Install at least one sign directing concrete trucks to the washout within the project
Sun (Optional) surface stable against accelerated erosion until permanent ground stabilization is achieved. g g p
limits. Post signage on the washout itself to identify this location.
PORTABLE TOILETS GROUND STABILIZATION SPECIFICATION 9. Remove leavings from the washout when at approximately 75%capacity to limit
1. Install portable toilets on level round,at least 50 feet away from storm drains,
PART 1 C: Signature of Inspector p g Y overflow events. Replace the tarp,sand bags or other temporary structural
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the streams or wetlands unless there is no alternative reasonably available. If 50 foot components when no longer functional. When utilizing alternative or proprietary
By this signature, I certify in accordance with the NCGO10000 permit&G.S. 113A-54.1 that this report is accurate and complete to the best of my knowledge. techniques in the table below: offset is not attainable,provide relocation of portable toilet behind silt fence or place products,follow manufacturer's instructions.
Financially Responsible Party/ Perm ittee or Agent/ Designee Date Temporary stabilization Permanent stabilization on a gravel pad and surround with sand bags. 10. At the completion of the concrete work,remove remaining leavings and dispose of
•Temporary grass seed covered with straw or • Permanent grass seed covered with straw or 2. Provide staking or anchoring of portable toilets during periods of high winds or in high in an approved disposal facility. Fill pit,if applicable,and stabilize any disturbance
other mulches and tackifiers other mulches and tackifiers foot traffic areas. caused by removal of washout.
• Hydroseeding •Geotextile fabrics such as permanent soil 3. Monitor portable toilets for leaking and properly dispose of any leaked material.
GROUND STABILIZATION TIMEFRAMES • Rolled erosion control products with or reinforcement matting Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
without temporary grass seed • Hydroseeding with properly operating unit.
Site Area Description Stabilization Timeframe Variations •Appropriately applied straw or other mulch •Shrubs or other permanent plantings covered HERBICIDES,PESTICIDES AND RODENTICIDES
Perimeter dikes, swales and slopes 7 Days None • Plastic sheeting with mulch 1. Store and apply herbicides,pesticides and rodenticides in accordance with label
• Uniform and evenly distributed ground cover EARTHEN STOCKPILE MANAGEMENT restrictions.
High Quality Water(HQW)Zones 7 Days None sufficient to restrain erosion 1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least 2. Store herbicides,pesticides and rodenticides in their original containers with the
Slopes Steeper than 3:1 7 Days 14 days for slopes 10 ft or less in length and not steeper than 2:1 •structural methods such as concrete,asphalt or 50 feet away from storm drain inlets,sediment basins,perimeter sediment controls
p p y y p g p label,which lists directions for use,ingredients and first aid steps in case of
retaining walls and surface waters unless it can be shown no other alternatives are reasonably accidental poisoning.
10 days for Falls Lake Watershed P g.
• Rolled erosion control products with grass seed available.
Slopes 3:1 to 4:1 14 Days 7 days for slopes greater than 50 ft in length, 10 days for Falls Lake Watershed 2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of 3. Do not store herbicides,pesticides and rodenticides in areas where flooding is
All other areas with slopes flatter than 4:1 14 Da s 10 da s for Falls Lake Watershed POLYACRYLAMIDES(PAMS)AND FLOCCULANTS five feet from the toe of stockpile. possible or where they may spill or leak into wells,stormwater drains,ground water
or .surface water. If a spill occurs,clean area immediately.
1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access point when feasible. 4. Do not stockpile these materials onsite.
construction,selecting from the NC DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures. with the approved plan and any additional requirements. Soil stabilization is defined
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved as vegetative,physical or chemical coverage techniques that will restrain accelerated HAZARDOUS AND TOXIC WASTE
PAMS/Flocculants and in accordance with the manufacturer's instructions. erosion on disturbed soils for temporary or permanent control needs.
1. Create designated hazardous waste collection areas on-site.
DEMLR Monitoring Form DEMLR Form Rev. 04012019 Page 2 Of 2 4. Provide ponding area for containment of treated Stormwater before discharging offsite. 2. Place hazardous waste containers under cover or in secondary containment.
"'`
r',r:I e ', NORTH CAROLI NA 3. Do not store hazardous chemicals,drums or bagged materials directly on the ground.
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover i,:', !�
PART 2A: EROSION AND SEDIMENTATION CONTROL MEASURES: Measures must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN or surrounded by secondary containment structures. ?'-' 'Environmental Quality
24 HOURS OF A RAINFALL EVENT EQUAL TO OR GREATER THAN 1.0 INCH PER 24 HOUR PERIOD. -r
Erosion and Sedimentation Control Measures Inspected Date Inspection Describe Actions Needed Noted as NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
Date Corrected
Measure ID or OperatingAn Repair Corrective actions should be performed as soon
Y p New Measures Installed
ly? or as possible and before the next storm event
Location and Proper
(Y/N Maintenance Proposed Actual Significant
Description Dimensions Dimensions Deviation from
Needed? l� Plan?(YIN)
Y/N PART III PART III PART III
SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING
SECTION A:SELF-INSPECTION SECTION B:RECORDKEEPING SECTION C:REPORTING
Self-inspections are required during normal business hours in accordance with the table 1.E&SC Plan Documentation 1.Occurrences that Must be Reported
below. When adverse weather or site conditions would cause the safety of the inspection The approved E&SC plan as well as any approved deviation shall be kept on the site. The Permittees shall report the following occurrences:
personnel to be in jeopardy,the inspection may be delayed until the next business day on approved E&SC plan must be kept up-to-date throughout the coverage under this permit. (a) Visible sediment deposition in a stream or wetland.
*New erosion and sedimentation control measures installed since the last inspection should be documented here or by initialing and dating each measure or which it is safe to perform the inspection. In addition,when a storm event of equal to or The following items pertaining to the E&SC plan shall be kept on site and available for
greater than 1.0 inch occurs outside of normal business hours,the self-inspection shall be inspection at all times during normal business hours.
practice shown on a copy of the approved erosion and sedimentation control plan. List Dimensions of Measures such as Sediment Basins and Riprap Aprons performed upon the commencement of the next business day. Any time when inspections (b) Oil spills if:
were delayed shall be noted in the Inspection Record. Item to Document Documentation Requirements • They are 25 gallons or more,
PART 213: STORMWATER DISCHARGE OUTFALLS (SDOs): SDOs must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN Frequency (a) Each E&SC measure has been installed Initial and date each E&SC measure on a copy • They are less than 25 gallons but cannot be cleaned up within 24 hours,
Inspect (during normal Inspection records must include: and does not significantly deviate from the of the approved E&SC plan or complete,date
24 HOURS OF A RAINFALL EVENT EQUAL TO OR GREATER THAN 1.0 INCH PER 24 HOUR PERIOD. business hours) locations,dimensions and relative elevations and sign an Inspection report that lists each • They cause sheen on surface waters(regardless of volume),or
Stormwater Discharge Outfal Is Inspected (1)Rain gauge Daily Daily rainfall amounts. shown on the approved E&SC Ian. E&SC measure shown on the approved E&SC
Date PP p PP They are within 100 feet of surface waters(regardless of volume).
maintained in If no daily rain gauge observations are made during weekend or plan. This documentation is required upon the
Inspection Corrected order available,record the cumulative rain measurement for those un Noted as good working holiday periods, and no individual-day rainfall information is
Any Visible Any Increase Any Report Visible Sedimentation to streams or wetlands to initial installation of the E&SC measures or if
Stormwater Date attended days (anr. this will determine if a sue inspection is the E&SC measures are modified after initial (c) Releases of hazardous substances in excess of reportable quantities under Section 311
Sedimentation in Stream Visible Any visible oil Land Quality within 24 Hours needed Days on which no rainfall occurred shall be recorded as installation. of the Clean Water Act Ref:40 CFR 110.3 and 40 CFR 117.3 or Section 102 of CERCLA
Discharge ) y ( )
in Streams, Turbidity Erosion sheen,floating or https://deg.nc.gov/contact/regional-offices -Zero" The permitter,may use another rain-monitoring device (Ref:40 CFR 302.4)or G.S.143-215.85.
Outfall (b) A phase of grading has been completed. Initial and date a copy of the approved E&SC
Wetlands or from below suspended solids or 1. Identification
approved by the Division.
� ID or p Describe Actions Needed (2) E&SC At least once per 1. Identification of the measures inspected, plan Or Complete,date and sign an inspection
3: Outside Site Discharge? SDO? discoloration? (Y/N) Corrective actions should be performed as soon as possible and Measures 7 calendar days 2. Date and time of the inspection, report to indicate completion of the
d Anticipated bypasses and unanticipated bypasses.
o Location and within 24 3. Name of the person performing the inspection, construction hose. p yp p yp
Limits?(Y/N) (Y/N) (Y/N) before the next storm event p p g r P
hours of a rain 4. Indication of whether the measures were operating
J event,1.0 inch in properly, (c) Ground cover is located and installed Initial and date a copy of the approved E&SC
Q 24 hours 5. Description of maintenance needs for the measure, in accordance with the approved E&SC plan or complete,date and sign an inspection (e) Noncompliance with the conditions of this permit that may endanger health or the
I- 1 6. Description,evidence,and date of corrective actions taken- plan. report to indicate compliance with approved environment.
Lu
M (3)Stormwater At least once per 1. Identification of the discharge outfalls inspected, ground cover specifications.
discharge 7 calendar days 2. Date and time of the inspection,
0 outfalls(SDCs) and within 24 3. Name of the person performing the inspection, (d) The maintenance and repair Complete,date and sign an inspection report. 2.Reporting Timeframes and Other Requirements
hours of a rain 4. Evidence of indicators of stormwater pollution such as oil requirements for all E&SC measures
event>1.0 inch in sheen,floating or suspended solids or discoloration, have been performed. After a permitter,becomes aware of an occurrence that must be reported,he shall contact
z0 24 hours 5. Indication of visible sediment leaving the site, the appropriate Division regional office within the timeframes and in accordance with the
O 6. Description,evidence,and date of corrective actions taken. (e) Corrective actions have been taken Initial and date a copy of the approved E&SC
z PART 2C: GROUND STABILIZATION Must be recorded after each Phase of Gradin p other requirements listed below. Occurrences outside normal business hours may also be
(4)Perimeter of At least once per If visible sedimentation is found outside site limits,then a record to E&SC measures. plan report
complete,date and sign an inspection reported to the Department's Environmental Emergency Center personnel at(800)
0 site 7 calendar days of the following shall be made: report to indicate the completion of the 858-0368.
CID0 Areas Where Land Disturbance Has Been Time Limit for Is Ground Cover Date and within 24 1. Actions taken to clean up or stabilize the sediment that has left corrective action.
ofhours of a rain the site limits,
Lu Completed Describe Actions Needed
Completed or Temporarily Stopped Ground Cover Sufficient to Inspection Noted as event,10 inch In 2. Description,tion,evidence,and date of corrective actions taken,and 2.Additional Documentation to be Kept on Site Occurrence Reporting Timeframes(After Discovery)and Other Requirements
Cl? 7 days or 14 Restrain Erosion? Date Corrected zit Hours 3. An explanation as to the actions taken to control future In addition to the E&SC plan documents above,the following items shall be kept on the (a)Visible sediment within 24hours,an oral or electronic notification.
`�' eleases. site and available for inspectors at all times during normal business hours,unless the deposition in a • Within7calendarda s a report a description of the
da s Y/N p g y, P P'
W (5)Streams or At least once per If the stream or wetland has increased visible sedimentation or a
wetlands onsite 7 calendar days stream has visible increased turbidity from the construction Division provides a site-specific exemption based on unique site conditions that make stream or wetland sediment and actions taken to address the cause of the deposition.
C r offsite and within 24 activity,then a-cord of the following shall be made: this requirement not practical: Division staff may waive the requirement for a written report on a
_J e case-by-case basis.
J (where hours of a rain 1. Description,evidence and date of corrective actions taken,and y
LL accessible) event,1.0 inch In 2. Records of the required reports to the appropriate Division (a) This General Permit as well as the Certificate of Coverage,after it is received. If the stream is named on the NC 303(d)list as impaired for sediment-
z4 hours Regional Office per Part III,Section C,Item(2)(a)of this permit. related causes,the permlttee may be required to perform additional
Lu
W (6)Ground After each phase 1. The phase of grading(installation of perimeter E&SC monitoring,inspections or apply more stringent practices if staff
2 stabilization ofgrading measures,clearing and grubbing,installation of storm (b) Records of inspections made during the previous twelve months. The permittee shall
determine that additional requirements are needed to assure compliance
measures drainage facilities,completion of all land-disturbing record the required observations on the Inspection Record Form provided by the
CIDwith the federal or state impaired-waters conditions.
U, activity,construction or redevelopment,permanent Division or a similar inspection form that includes all the required elements. Use of
z ground cover). (b)Oil spills and Within 24 hours,an oral or electronic notification. The notification
electronically-available records in lieu of the required paper copies will be allowed if release of shall include information about the date,time,nature,volume and
2. Documentation that the required ground stabilization shown to provide equal access and utility as the hard-co records.
measures have been provided within the required P q y hard-copy hazardous location of the spill cr release.
timeframe or an assurance that they will be provided as substances per Item
p
soon as possible. 3.Documentation to be Retained for Three Years 1(b)-(c)above
z All data used to complete the a-NOI and all inspection records shall be maintained for a period
O (c)Anticipated A report at least ten days before the date of the bypass,if possible.
NOTE:The rain inspection resets the required 7 calendar day inspection requirement. of three years after project completion and made available upon request.[40 CFR 122.41]
bypasses[40 CFR The report shall include an evaluation of the anticipated quality and
122.41(m)(3)] effect of the bypass.
PART II,SECTION G,ITEM(4) (d)Unanticipated • Within 24hours,an oral or electronic notification.
u) bypasses[40 CFR Within 7 calendardays,a report that includes an evaluation of the
z DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT O 122.41(m)(3)] quality and effect ofthe bypass.
O (e)Noncompliance Within24hours,an oral or electronic notification.
z
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 with the conditions Within 7calendar days,a report that contains a description of the
Q 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). of this permit that noncompliance,and its causes;the period of noncompliance,
Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: may endanger including exact dates and times,and if the noncompliance has not
Z health or the been corrected,the anticipated time noncompliance is expected to
(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 environment[4o continue;and steps taken or planned to reduce,eliminate,and
I� CFR 122.41(I)(7)] prevent reoccurrence of the noncompliance.[40 CFR 122.41(I)(6).
O shall not commence until the E&SC plan authority has approved these items, Division staff may waive the requirement for a written report on a
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,
(b) P P YP ( )( ) ( ) P caseioncasebasis.
z (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
O
cn 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,
m (e) Velocity dissipation devices such as check dams,sediment traps,and riprap are provided at the discharge points of all dewatering devices,and iP `r rl NORTH CAROLI NA
CID (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. _: �''ll Environmental Quality
z_ - -
0
0 NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19
Lu
J
Z
Q
117
V
O CONS
�
N 1 20231129 REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: �/O/VSTRl1CT/0/V DRAW/IVGS N NCDEQ EC COMMENTS#1
0 2 2024 03 06 NCDEQ STORMWATER COMMENTS#1 ``` �r t v� ��� E N G i�
Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
��Q� SS �i� J�� FF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m Q = N ', v F [phone] Fuquay-Varina,NC 27526
Lu N EST. Q 1 o 126 N.Fuquay-Varina, NC 27526 GODWIN SUBDIVISION
LU N AL 2
urrC, STATUS n��a�n - = o �� 919.602.2351
0 o FOR REVIEW ONLY y CARo Contact: Zach Angle
w .- NOT FOR CONSTRUCTION ENGINCEERING NC LIC N0 P-0799 [e-mail] EROSION CONTROL DETAILS IV
o DATE: FEBRUARY 8 0
,2023 HORZ.SCALE:N.T.S EC-3-0yao �e►t uFILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 /

GENERAL NOTES:
1. PROPERTY LINES&PLANIMETRICS COMPRISED FROM FROM CUMBERLAND COUNTY GIS AND FIELD
SURVEY. LiDAR TOPOGRAPHY UTILIZED FOR CONTOURS TO DETERMINE DRAINAGE BASIN LINES.
EXISTING
2. AREAS OFF-SITE THAT DO NOT DRAIN THROUGH SITE NOT ANALYZED. ONLY AREAS ON SITE ANALYZED CULVERT
TO SHOW FLOW RATES LEAVING PROPERTY.
POINT OF ANALYSIS #2
3. SOILS ON SITE ARE HYDROLOGY GROUP"A", &"C"SOILS. AT PROPERTY LINE 6NNBROAH ,US y
RIGHT-OF-WAY(PAr VE `�O
24"RCP
OP=154.09'
Qj I \\ O W_ \ —
\
N rn HE —' XIST 4 —
� / —OHE NON PIPE WN 1�
_ � TO �F GODWIN WATER MA
C.L.TART BOUNDARY E MA 18" P —
PROPERTY j � DRAINAGE AREA#2 — — � — —
MARY TART FOWLER TO -154.87'
DEED BOOK 2807,
PAGE
E 593 �� -
PIN:0593 76 -�-�- ��_ STING GEAR / WEIGHTED CN =74 � OHE
�27°51'49"W 539.84' 10 MIN 18"'RCP
AXLE AT STONE Tc
REID:0593767664000 EXISTING 1 1/2" - �-�- - , �/ , I TOP=155.86'
IRON PIPE
\ ( ( EXISTING
1 o
'15" 1 93' BUGGY AXLE GEORGE L.YARICK ^, 1
\ ( 28 00 AT STONE MARGARET H.YARICK
-�-�—� —149 — / DEED BOOK 2901, PAGE 697
\ / — �� PIN:0593 75 1389 ' \ \
EX ISTINGSTONE \ 1 \ \ / ���g� o REID:0593751389000 \ / \ \ EXRONNPII� /
\ � ' �
\ \ —147—
\ \ EXISTING GE / / \ \ 1 I I o
AXLE AT STON I I /
H >
\ \ // \
146� / W a
HSG "D"SO LS 156— - LL
\ � � � � �
L 1 / HSG"A:� OILS / ` ' ' / EXI IRTING
ON co
m/ CL
M
\ � � _157 CLEAN C' SANITARY SEWER
/ / MANHOLE
EXISTING
�0 I � / / � I RIM�T 8.551.93'
\ WETLANDS I / / -
WTLD �
/ 00 CLEAN OUT
owl-
Cogo I
EXISTING � z
, NPIP
— — E ISTIN 5/8"
N 31°24'36"E 149.95' IR N PIPE
SOILS LINE m
\ / /// / \ s\ \ \ II / S AN TART PROPERTY LL
N M
cil I o / '6 / , I PIN: 0593-65-7760 DAVID C. GILMORE
D.B.11646, PG.860
\ � \ zi DEED BOOK 3664, PAGE 851
r„ I / � l � \ I I REID: 0593657760000/ J � � � ' , � MAP BOOK 11, PAGE 23 I I
DRAINAGE AREA#1 r\
/ o \ \ I I I 31.977 ACRES _ _ \ PIN:0593 64 3978
\ / � AREA=30.49 AC I I
w \ WEIGHTED CN=60 I I CA CULATED BY COORDINATE M HOD _ _ _ _ _ 1 REID:0593643978000
/ 00
Tc=58.7MIN I I I � � � � � z
\, 142, —/ ...........
/ TIME OF
CONCENTRATION I \ I
/ / \ LINE I 1 I o I
/ \ 7Q \ \ ♦ \ I \ 1 43 EXISTING 1/2"
C.L.TART AND F / / i / \ 00 \ IR N PIPE
MARY TART FOWLER \
DEED BOOK 2807, PAGE 59 / I / \ \ I I ♦ \ \ l \
PIN:0593-76-7664
REID:0593767664000 / / \ \ \
LU
z �140 LUCAS STREET
\ _
�46 I \ \ \ \ \ \ I 30'PUBLIC RIGHT OFAVED)—
r /�
� —139
LU
w
/ 1Q 1 \ 1 \ EX.WOODS N 6—MAN
HO 4)
o LU �//i ��C ) LINE \ \
/ �.�_— _ S NITARY SEWER
I \ ( / \ \ M NHOLE
> \\\\
/ / / / / / \ \� ^� I I \ \ / \ \ \ o IN ERT=150.64'
LU
LL
W Uj
w POINT OF ANALYSIS #1
AT PROPERTY LINE / j��� \ \ \ \ \ <
LL
W 0
z EXIST G 1/2' I / / / / / / _r EXISTING 1/2' co
p IRON PIPE / \ ` \ - IRON PIP
Q — 1°22'31"E 1751.92' \ #
/ \ 3.
z
0
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
z_
o SCALE: 1 IN=60 FT
0 60' 30' 0 60' 120'
w — — — — — — - — — - — — — — — — — — — — — — — — — — — — — — — —
z SCALE IN FEET
HORIZONTAL
N0 /'►
REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS
N 1 2023-11-29 NCDEQ EC COMMENTS#1
N 2 2024-03-06 NCDEQ STORMWATER COMMENTS#1
J1111111", Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z �0 �N CAROB ENG7
0 `1` ESS/ 'i J�P NSF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m OF c� N F [phone] Fu uay-Varina,NC 27526
w N :Q� urr
2T 0 Q q 919.60 -Varina, NC 27526 G OD WIN S UBDI VISION
�J N STATUS : 026970 _ r �� 919.602.2351
0 0 N FARO Contact: Zach Angle
FOR REVIEW ONLY ENGINEERING PRE-DEVELOPMENT DRAINAGE AREAS
0M NOT FOR CONSTRUCTION �'.4�ti 'FNOINE��'y�.`� NC LIC N0 P-0799 [e-mail]
q .....
o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=60' ��''i of It,,L. Cv��
a- 0N � FILE N0. 2022-045 ORIG.SHEET SIZE: 24 x 36 S W_10

GENERAL NOTES: PEAK FLOW SUMMARY TABLES:
1. PROPERTY LINES&PLANIMETRICS COMPRISED FROM FROM CUMBERLAND COUNTY GIS AND FIELD P0A#1 (HYD#1,8) /
SURVEY. LiDAR TOPOGRAPHY UTILIZED FOR CONTOURS TO DETERMINE DRAINAGE BASIN LINES. Pre-Development Post-Development Peak
Net Change EXISTING
2. AREAS OFF-SITE THAT DO NOT DRAIN THROUGH SITE NOT ANALYZED. ONLY AREAS ON SITE ANALYZED Storm Event Peak Flow Flow w/SCM (cfs) Net Change(%) CULVERT
TO SHOW FLOW RATES LEAVING PROPERTY. (cfs) (cfs)
1 yr
3. SOILS ON SITE ARE HYDROLOGY GROUP"A", &"C"SOILS. 7.30 4.40 -2..71 2.47 -1.90 - 0%-40% POINT OF ANALYSIS #2
2 yr AT PROPERTY LINE
10 yr 25.51 23.09 -2.42 -9% ` - -
25 yr 39.88 83.97 44.09 111%
100 yr 66.57 188.16 121.59 183%
POA#2(HYD#2,5)
Pre-Development Post Development Peak Net Change �OHE �- _ X �-
Storm Event Peak Flow Flow w/SCM g Net Change(%) PROPERTY ��
oz�oz0mzoJzm
-
151�38-5-5-
NIII0
IrILI�IIIL
---
�-
C-
^�:1x�1+-IIIIIII
2 6X
(-
x-
`\-✓x
(cfs) BOUNDARY DRAINAGE AREA#5
(cfs) (cfs) BYPASS
1 yr 1.70 1.70 0.00 0/ AREA= 1.11 AC
J
\
x��)
IIxIII1IIIII
\-
-Xx
11 1�I
f
1
I,TI
I
smI oo++
IIIIIIIIIIIIII
I
i_O-H E
x WEIGHTED CN =742 yr 2.39 2.39 0.00 0% x
� _ Tc 10 MIN
10 yr 5.00 5.00 0.00 0%
25 yr 6.77 6.77 0.00 0% 6 157
9.78 9.78 55 T 100 yr - F 62
154
x -I F
x x x x
x 749x 5x
x 4$� x 52
7 , /'\ \ ` `- J _j L - J
x
x r I � 4
33
I :15 92.1 L1
x \ 4+00 3+00 AS2+00 L L =14 6+0 L5L'00L00x 50
49
48 L
00 � � � r �
00 0 c5 �� 00 108
82 O3 85
\ L L - J L
� - o
1 - __ - -
x T'18+
C'19+I
/�x I
k 155
DS x x 155
'` -
x x x - - CD 87 CD43
x L - J L - J J L - �
\
42 92
o xx SOILS LINE rx S ANJAR PROPER
615 -
72 \ .B. 6 11+00 00 L _Js'
�x o CUL DIN HOD
c+07 I I I I I i
xI x c� °t4 97 Pr
I 45x 73 98
66 JL - J L - J L - JL - _j CD 74 - J
CD
w x
x - 155 LI
< DRAINAGE y �
u, x BYPASS 7 Q AREA=4.38 AC
EIGHTEDCN=62 j ^ � I I II I2
' x79 1 14 ITc- 10 MIN 6x
w 143 x -1- L - _J J J L 10k�39 / L J L 154 +��
Ji
3 PC:22+ 4.
_ �
+00 21+00 )0 19+00 18 17+00 16+0 15+00
Ji
LL
w POINT OF ANALYSIS 150, � CD
o
x r r r co#1 AT PROPERTY
LINE TO SCM 21
AREA=25.13 AC 7 I 5 4
M WEIGHTED CN-75
rt Tc 15 MIN \7 _x - - � \ J L J
o 13132
x I 13713613
138- 150
�k kx � k x k x x X xX x Xo k x � k-S2
_ lowIII
0L SCALE: 1 IN 60
F-
�T
0 60' 30' 0 60
' HE
12-0'
u, SCALE IN FEET
HORIZONTAL
REVISIONS PROFESSIONAL'S SEAL CONSULTANT DEVELOPER:NN1 2023-11-29 NCDEQ EC COMMENTS#1 CONS TRUCT/0V DRAW/ VGS
2 2024-03-06 NCDEQ STORMWATER COMMENTS#10 Susan Tart Property, LLC
Ap NG70 4\ � " SINGLE FAMILY SUBDIVISION
S T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
-2043 Fuquay-Varina,NC 27526 Q F (919)552
N -Varina, NC 27526
N urr . 0 919.602.2351 G OD WIN S UBDI VISION STATUS 026970
0 o FOR REVIEW ONLY p • H CARo Contact: Zach Angle
M NOT FOR CONSTRUCTION '.��'�/9�ONG1 NE� �y ��� ENGINEERING NC LIC N0 P-0799 [e-mail] POST-DEVELOPMENT DRAINAGE AREAS
0 DATE: FEBRUARY 8,2023 HORZ.SCALE: �si, L.
a o FILE NO. 2022-045 ORIG.SHEET SIZE: 24 x 36 SW-2.0
N d

DV�y�y
so`puBROAD•US Ham,
- _ HT-OF_WAY p �0
24"RCP \ =AVEp�
TOP=154.09' llizz - _
44 3� [IV _
L - �_�
1 73 x
��OHE I.PIPE TOWN
� HE GO WII
/ -4 - SHE WA R A = -
IN '8„ CP - -
x ING GEAR TOP=1 4 8T _OHE ��
S 27°51'49"W 539.8_4' -�X �x�=� x x AX}L AT STONE - oHE
18"RCP
EXISTING 1 1/2" TOP=155.86'
IRON PIPE _� k X x, _ -� 56- �
156 157
\ \ EXISTING - - �- - 155- 61
X BUGGYAXLE GEORGE L.YARICK �� 154 7 62 63 ,
\ ( 28°00'15"W 572.93' -150 x x AT STONE MGEORGET H.YARICK of xl �' 7
m k x X X X k 152.68 153.30 153.90 154.50 155.10 155.70 156.30 156.90
DEED BOOK 2901, PAGE 697 m� 54 66 57 o 58 V
x X 5 PIN:0593-75-1389 5 o o
EXISTING X 14 - -� - c5� o o �? o o PAD= 6.80 0 o PAD=157.60 PAD=15 60
_ X REID:0593751389000 �'I \ \ PAD=153.00 o D=153.60 o PAD=154.15 o AD=154.70 PAD=155.25 �, PAD=155.90 o PAD=157.10 o EE TINGt
4 .56
STONE k �148 -� o N \ 52 51.81 pAD=152.60 0 `f? "? l`O "? o MRO
�- - 14� 8.4n o / \ X �� � �J \ s\ - 155 I
x 1 2548 SF 147.28 147 88 34 0� j \ X �10020 „ 340� 1 51.31 V PAD=152.00� oo 11907 SF 19806 SF 23235 SF /
0.45 AC 0.53 AC /
X PA - 05 47-� 5 / 14 .87 / S x� / A \ 0.27 AC 2 LOTS
6386 SF 0.06 AC 32 o PA 15 01 PAD=148.55 4 PAD=148.95 / - X�- " \ \ �\ / /` 13131SF 12 151. 152.18 15 8 153.38 153.98 154.58 DeL 21 C-0.57 155.78 156.37 Q
0 0.15 AC N v / \ EXISTI '3tEA �/ \ s i 0.30 AC 1 1 ® - I w
k 1.50/0 48 PAD=147.5 � o o / % X - - P D=151.60 Oo� L1 _
_ AXLE AT TONE ` k�
J3 A
gyp® can 4*00 c Y3*00 c S$ +00 1*00 0 W a
00000 V 01 11765 SF 15514 SF -4808 SF 18129 SF o }
0.27 AC 0.36 AC
3 k so / 1 c6 ,a,7014 SF 0.11 AC 0.42 AC j J) �
X o 20640 SF \PAD= 0 �� - � �150.95 � O 0 \ O 7 ILL
0 150.70 \ 150.18 Q�� 0 0.16 AC
PA - 05 12130 SF 14 � 47.29 \ ° / I - -Ri \ 0 49 0 =15 . 0 ��13050 SF k� 151.6 152.20 152.80 153.40-� 1 MP67 156.37 / Z o
16 CB 118 CBn 119 LQ o I
0.28 AC +00 1@+:0Q+0 Q to \ \ 48 o 0.30 AC _ co
1.50/0 147.37 +1.0 \ n PAD 15i So 150.68 o w'
� � -\ cen,oz' D=153.5 � � � � _- I w
3129 SF o 0 1 P =157.50E ISTI 8
_ T� 00 \ o J 1 PAD= 3.30 o PAD=154.2 o P D=154.70 ! - I 5 2
xg o PAD= 4. 5 0.11 AC o m
\ 150.10 � � � o � 0 4328 SF 4955 SF o 1 =157.35 � U m
x 4$ 12739 SF + \ > �n C QG'� \ 82 84 86 0.10 AC 10 106 IRO Ft
\PA =1 .00\ 0.07 AC can„a = 56.25 �? a
0.29 AC v 147.46 / m
\ s\ x�1238 i \oo \ �i �0313ACF
29 V / PAD=151.80 \ ® �
PA = 05 X \ i,z 0.28 AC J -- - -
23391 SF 7� / PA = 50 k� PAD=150. \ 17627 SF 149 82 �• $1 �� X 154 cen zz -1.46% vin, 157.10 CLEAN OIL
SANITARY SEWER
_ - - - - - X 9.59 \ 15 0.40 AC �� �° \� 151. 15 0 15 �� 0 15 \� 1.50% � MANHOLE
x -1.50% 0.54 AC y/, V +73. 2530 SF / 6� v rn 15 15 08 155.27
1 - oBrcen,n ca ,4s X v c5oo 4y 3a L3 can pT 18 �o cy / F � RIM 158.50'
X 14 12 145.00 0 PC can 2454 SF 0.06 AC \ \� o X� 11922 SF _ INV RT=151.93'
14831 SF X x 2686 SF 0.27 ACIc
X - - 146 , ��0 k X �� V ` 148.94 0.06 AC = A 151.15 15 00 15 5 153.50 154.00 55 1 9
, PAD=1 9.80
rr
0.34 AC � cen „
- - o - -10,5 X X �/ X x X X 48.82 6757 SF 150. `CBn„0 80 50. c90 154.52 1 5.
PA - 75 -3.57/o \(kD� X wZL X_ �/� X 4 / 0
x \ 149.78 o�� 155 155 155� � -
7 / p 0.16 AC vin,oa o 0 0 CLEAN OUT
k c5 / O - 12388 SF i o 1.26/o
x - - - ° �- �� 0 X k �� / �� 148.39 Q�L - 5119SF / - N �o 1.50%
k -1.50% �z�, 145.-1.50/o - - 1 6.41 - - '�k y� k x / \\ o l 7867 SF 0.12 AC 0.28 AC o 156.0E_ 1 15 156.17 I o
P D=149.10 ^ 0 0.18 AC �
v
� 9� �"' O 8 88 � EX IS
/ � � z � I
�X / X k / i ® V 7� / PA =152. e �55 �_ \ PAD=155.80 PAD=155.25 PAD=155.40 PAD=155.7 AD=158 1 O �I IPE
PAD=155. i
39 / x x �o \ 43 00 147.78 - a A \ - I N 31 24 36 E 149.95 E N PIPE
�I� �Cm E ISTIN 5/8"
147.66 PAD=148.45� 0. PAD- 1.2 \ ���� a-Z15 0-155 15 0 15 °27 / k s N \ ��� ��O 150.83 PAD=155.70 C) 0 155 0 2.10%
/ \ i �� Z
X PA = 7.40 1994 SF can,a X i 42 \ 22124 SF - 2 r s 1.50/o
� \ \ Oo / 148.10 � � + 155. of- 0 0 2AC 0�40 AC F o
�� 46.93 \ 152.93 a 1996 SF 156.8 15 56 157.40
Cf) X 0.05 AC / x 0;52 AC 9 d� - 153.31
S AN �PROPE 154.60 �.�1 154.84
PAD-147.90 \
rn 1270 SF � � � 0 _ •0.05 AC
I o // � �•s PAD- 15 r.- � 2.6 h
cNn° 150I0 1 .82 0.03AC vSPIN 155 - h AD=158. 11 DAVID C. GILMORE
o X co - �1�1� X �� oo 17892 SF 47.50 �\ Q c ,00 .13 46 6� ,.en.M n 1 can,ss L15 11*00 1 0
PAD=147.05 \ \-
w- \ / X x 40 C of 9 Goo L 2 cer'a 1005 SF 156.80 DEED BOOK 3664, PAGE 851 o
�� c o _� 0.41 AC ,� PAD=149.35 \ 0.0 SF 5881 SF 14218SF °
f1l � X � 147. X �� � � _ o � � 146.51 V A oAo �o � D 2 1893 SF rJ 0.02 AC -2.03/o
PAD-146.50 - - - _ Zc,
X \ 0119AC nz ko / `roo I 149.22 0 0.04AC ? 0 7 � 155\ ® MAP BOOK 11, PAGE 23Zf
n n � o y � J 0.01 AC 0.14 AC 0.33 AC
J X �O ® c�\ o' C ,e,%G'"''' o 0 71.50% 15 93 �:, PIN:0593-64-3978
26 �� ��x x 146.90 / \ 68 SsoA �12 - c01�17 DIN 154.99 OD � o REID:0593643978000
wJ ` = 40 / Howrnzo, ®® 5155SF k A =148.50 8.25 \ o I �
1 .45 � 16022 SF 145.80 � \ \ 151.41� � 153.99 153.61 � can�"� � � � , � I�
/ 0.12 AC \ °14 97 PT:14+70.7 155.56 154.93 154.60 155. AD=155.75 AD=158. 12 z
X 0.37 AC Q i \ \ 7634 SF PAD=155.95 PAD=155.85 PAD=155.60 o PAD=155.60 3492 SF 16209 SF I
3230 SF ,a, O 0.06 AC x can 1e' 145 145.10
� .� �•6` 6 148.02 i �j � �_
/ 0.07 AC X x i� c6 s'�80�69ASCF 46.33 / O� �> 73 55.40 5008 SF AC
-
\ s PAD=147.9 \ 9� P =154.2 0.17 AC i 0.08 AB 0.11 AC 36�o vi ,en
1 X 14 147.65 v o i 94 95 96 9 I 98
10529 SF CBn / _ 154- Q% I ISTIJG 1/2"
1598 SF CBn, 4751 SF \ \ - 15 . 157. - 155.90 S 24 36 W 150.00
C.L.TARTAND 0.24AC + 145.76 i `soo 66 _ 149.37 - - -
IR N PIPE
0.11 AC \o AD=1 93 J L J J J L -1 J
i 88 151.75 15 47 153.09
MARY TART FOWLER 25 / oo + can 769 SF \ i o 146.32 F- M ��15� l 3056 SF PAD=157.
DEED BOOK 2807, PAGE 593 pA = 1 / X/ 5807 SF CBn,oz 0.02 AC s \ X F - o, 0.98 SF
� 0.13 AC • i o rj �o 0 0.98 AC
PIN:0593-76-7664 x �s x x �� \ 145.65 148.70 h� 74 o - ° , 157.So
REID:0593767664000
146.47 \ PA - 53. 5 - 151.2 cS o� 156.84 1.50/o
o
-v, �
x / �,�k �^ _ N 1 / .o ,"\• � \ � I � � r` s� -
X o \ v 152.38 ch rn o r` c�i
-1 _ v 7016 SF \ i `' o u�; `� 155- ca -
o X i X 0.16 AC -1I 76 151.10 153 15 .87 152.49 3�; �; `� � PAD 1 _ _
�, x \ I
Q X / X X rr P -4 .00 10583 SF \n e os X X 77 co - 153.46 154.01 154.61 155.19 2875 SF 14 158 157.37
� i 153.83 0 157.18
�f 40 ! 0.24 AC 72143 SF 143.84 PAD=1 0.65 0.07 AC STREET
w / ' �x °o ,1.66 AC x� PAD=149.50 9144 SF 10757 SF 1 104 1 3 02 101 100 ���� rn 11470 SF LUCAST OF WAY(PAVED)_
Q150 I 143.40 X 79 147.32 =148.55 148.33 149.34 150.38 - C ,s 157.14 30'PUBLIC RIGH
/ y X 0.21 AC 0.25 AC PAD- 53.80 o PAD=154.25 o PAD-154.85 0 0 \ 0.26 AC 156.76
w x �i C ® PAD-153.50 D PAD=155.40 PAD=155.45 19210 SF
i i k X - 4.30 C AD=154.10 o 0
Q 43 soMH � 147 55 J J J J o o - s r I AC
z k O 42 3015 SF // k 154 11
� C6 PC:11+26.4 11*00 0
_�3g i �/�X� �141' 1 soMHn,za - CBn 0.07AC X3 ' - NH
40139 ,x, x 154
/ P
Imr 144. PAD=145.20 zc5` k k `-
4271 SF 152.31 2853 SF 12p0 F N (TO MA OLE 244.4'
0.13 AC Bn 10129 SF 13919 SF 5935 SF �0.07 AC CB s;0 12464 SF 0.10 AC 9 23438 SF c ,a= V8 18467 SF S NITARY SEWER
�. ce z 0.23 AC 146.79 14 .58 0.32 AC 148.60 149.61 C 0.14 AC152.74 152.33 152.89 153.49 154.08 157.19
+1�38�, / / \ ` 0.29 AC 0.54 AC 0.42 AC 156.33 0 .MANHOLE
\ \� \ \\ 6654 SF PC:22+ M Lg PT:13+ �3+00 0 0 o RI =159.20'
k� //. \ 44,0.15 AC C7 can �. �.
r 135 / \ 7821 SF can k-- 21*00 can 2 0 19*00\So can 18*00 17*00 can 1R*fl015*0
/ � r // / _ 13251 SF 17309 SF 9641 SF 10641 SF 155.7 ch IN ERT=150.64'
kUll�6
\ \�.-. - --- � � 0.18 AC 13286 SF 32014 SF 0.24 AC ,�
� // / / �0 0 0.30 AC 0.40 AC 0.22 AC 00.13 _
w �/ / \� - - _ _ - 144.9 PAD=145.65 '.�� 144.56 0.31 AC 0.43 AC 1 o z
. / � -. .-..- - - 1� _� �. PAD=15 5
� • // / �'�' - � 22 / � 145. 146.03 147.04 148.05 �a9.07 150.08 151.09 152.10 152.73 152.42 152.25 152.79 153.39 153.98 154.56 � � PAD=158.45 "'
r / '32_ - - A � V� / l o 0 0 0 o o A o c 0 0 0 1 w Q
w //. / /" - - - \ 3 / o 0 0 0 0 150- o 0 0 0 0 0 0
/ / L o Lo Lo =157.7
•/ / A \•• � l � PAD=146.00 �? � � ,.o � � � � �,'
cn / V A l PA =146.35 �- I PAD=157.15 157.46
z BB B N� \ \�\ / 21 20 PA 47.35 .3 PA = 3 PAD= 35 PAD= 1.35 PA PAD= 3. PAD 4.00 PAD= 0 AD= 3. PAD= 54.15 PAD=154.75 PAD=155.25 PAD=155.95 PAD 56.55 4 / (n o
1 7 16 15 14 13 11 10 9 8 7 6 5 156.85 Z i
I 57 \ I
- I 4t
i
o v N / 0
y.4 v II: L��
A J J 156.25��
.-. 15214 ` 15145.70 51.13 C
13132
13613'13`
3 .- 3 _ 7 - .. - - /
a
\X -/ / � - - - - - - - - - - - - - - - - 150- - - - - - - - ��
c~/) EXISTING 1/2" X v / x k X X X �
X k X X X k x
o IRON PIPE 142143 - x k X %k k k k k X X X X X k X X X k �k X X X EXISTING 1 2"
141- x x x k � x x x x x x x X x _x = _ x x x x x x x x x x/x x XROVI E
i 1 722'31"E 1751.92' -� -
0
LO
SEABOARD COASTLINE RAILROAD
130'PRIVATE RIGHT-OF-WAY(ONE TRACK)
on
z_
o SCALE: 1 IN =60 FT
0 60' 30' 0 60' 120'
u, - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
J
z SCALE IN FEET
HORIZONTAL
0
N 1 2023 11 29 REVISIONS NCDEQ EC COMMENTS#1 PROFESSIONAL'S SEAL CONSULTANT DEVELOPER: (r0/VSTRUCT/0/V DRAW/IVGS
0 2 2024-03-06 NCDEQ STORMVVATER COMMENTS#1
" Susan Tart Property, LLC SINGLE FAMILY SUBDIVISION
z `-l%\,`N C A ROl ��i E N G
��0� S ��i J�� OFF T [phone] 205 S.Fuquay Avenue 126 N. Ennis St.
m i c� F [phone] Fu uay-Varina,NC 27526
w N = 10
q 919.60 -Varina, NC 27526 G OD WIN S UBD/VIS/ON
- SAL - urr �To
�J N STATUS s 026970 _ o,�T �� 919.602.2351
0 o FOR REVIEW ONLY : o '.• Z H CARc Contact: Zach Angle
o F �. ENGINEERING
U C`') NOT FOR CONSTRUCTION �- '� ••••�:...... NC L C. N0. P-0799 [e-mail] STORM DRAINAGE AREA MAP
9 �•
w o �., 1p ,,� -.••
o DATE: FEBRUARY 8,2023 HORZ.SCALE:1"=60'
a FILE N0. 2022 045 ORIG.SHEET SIZE: 24 x 36 � SW=3,0
N d