HomeMy WebLinkAbout20260409_Alexander Station_TRC Submittal 2PROJECT
VICINITY
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
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COVER
C-001
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
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LOCATION MAP
ALEXANDER STATION - PHASE 1
7700 MARKET STREET WILMINGTON, NC PERMIT DRAWINGS
APRIL 9, 2026
VICINITY MAP1SCALE: 1" = 250'
SHEET INDEX
1.ALL MATERIALS AND CONSTRUCTION METHODS PER THE LATEST EDITION OF NEW HANOVER COUNTY
SPECIFICATIONS AND DETAILS.
2.ALL SITE WORK, AT A MINIMUM, SHALL BE PERFORMED IN ACCORDANCE WITH THE 2024 NCDOT ROADWAY STANDARD
DRAWINGS AND STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES UNLESS OTHERWISE NOTED OR
DIRECTED. ROADS SHALL BE CONSTRUCTED TO NCDOT STANDARDS AND SPECIFICATIONS (LATEST EDITION).
3.UNDERGROUND UTILITIES MAY EXIST ON, ALONG OR WITHIN CONFLICT OF THIS PROJECT. THE CONTRACTOR IS
RESPONSIBLE FOR CONTACTING NC 811 OR THE APPROPRIATE UTILITY COMPANIES PRIOR TO ANY EXCAVATION.
4.THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE DEMOLITION OF ANY EXISTING ON SITE ITEMS AS SHOWN
ON THE DEMO PLAN, ABOVE AND BELOW GROUND. THE CONTRACTOR IS ALSO RESPONSIBLE FOR REMOVAL OF ALL
WASTE RESULTING FROM DEMOLITION.
5.THE CONTRACTOR SHALL OBSERVE ALL REQUIRED SAFETY PRECAUTIONS IN THE PERFORMANCE OF ALL WORK IN
ACCORDANCE WITH CURRENT OSHA REGULATIONS.
6.THE CONTRACTOR SHALL GRADE, SEED, AND SOD OR OTHERWISE PROVIDE TEMPORARY AND PERMANENT
STABILIZATION OF ALL DISTURBED AREAS.
7.WORK WITHIN PUBLIC RIGHT-OF-WAYS SHALL BE IN ACCORDANCE WITH ALL STATE AND LOCAL REQUIREMENTS,
NOTIFICATIONS, STANDARDS AND POLICIES.
8.ANY SUBSTITUTIONS, CHANGES, OR MODIFICATIONS SHALL BE APPROVED BY THE PROJECT ENGINEER, PLANNING
DEPARTMENT STAFF, AND OWNER PRIOR TO INSTALLATION/CONSTRUCTION.
9.THE GRADE LINES DENOTE THE FINISHED ELEVATIONS OF THE PROPOSED SURFACE. GRADE LINES MAY BE
ADJUSTED AT THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY THE ENGINEER IN ORDER TO
PROVIDE A PROPER TIE-IN. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED INVERTS, FFE'S, AND FINISHED
SURFACES TO ENSURE THAT MINIMUM SLOPE AND COVER REQUIREMENTS ARE PROVIDED PRIOR TO INSTALLATION.
10.THE EARTHWORK ON THIS PLAN DOES NOT NECESSARILY BALANCE. OFFSITE BORROW OR WASTE MAY BE
REQUIRED.
11.ALL PIPE INVERTS TO BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTING GRAVITY SYSTEMS AND SHALL BE
ADJUSTED BY THE ENGINEER IF NECESSARY.
12.NEW SIGNS REQUIRE ZONING COMPLIANCE AND BUILDING PERMITS PER UDO. A PERMIT IS REQUIRED FOR THE SITE
IDENTIFICATION SIGN. SIGN SHALL MEET NEW HANOVER COUNTY STANDARDS.
13.OWNER IS RESPONSIBLE FOR LIGHTING INTERNAL DRIVES. NEW LIGHTING REQUIRES ADDITIONAL PLANS AND
PERMITS TO ENSURE COMPLIANCE WITH UDO.
GENERAL NOTES
PROJECT NAME: ALEXANDER STATION - PHASE 1
GOLDEN VENTURES I, LLC
330 MILITARY CUTOFF ROAD
WILMINGTON, NC 28405
CONTACT: STEPHANIE LANIER
EMAIL: SLANIER@INTRACOASTALREALTY.COM
PROJECT ADDRESS: 7700 MARKET STREET
NEW HANOVER COUNTY, NC
ENGINEER: RIVERVIEW ENGINEERING, PLLC (P-1944)
4904 PARK AVENUE
WILMINGTON, NC 28403
CONTACT: NICHOLAS J. LAURETTA, PE, LEED AP (035107)
PHONE: (910) 398-2882
EMAIL: NLAURETTA@RIVERVIEWENG.COM
SURVEYOR:CHARLES F. RIGGS & ASSOCIATES, INC (C-730)
1213 CULBRETH DRIVE
WILMINGTON, NC 28405
CONTACT: JAMES A. LEWIS, PLS
PHONE: 910-681-7444
EMAIL: RIGGSLAND@RIGGSLANDNC.COM
PROJECT INFORMATION
VICINITY MAP
LOCATION MAP2SCALE: 1" = 2000'
PROJECT
LOCATION
MUNICIPAL CONTACTS
NEW HANOVER COUNTY PLANNING
230 GOVERNMENT CENTER DRIVE, SUITE 110
WILMINGTON, NC 28403
PHONE: 910-798-7450
ZACHARY DICKERSON
ZDICKERSON@NHCGOV.COM
NEW HANOVER COUNTY ENGINEERING
230 GOVERNMENT CENTER DRIVE, SUITE 160
WILMINGTON, NC 28403
PHONE: 910-798-7117
GALEN JAMISON, PE
GJAMISON@NHCGOV.COM
NCDOT
5911 OLEANDER DRIVE, SUITE 101
WILMINGTON, NC 28403
PHONE: 910-398-9100
BEN HUGHES, PE
BTHUGHES@NCDOT.GOV
CAPE FEAR PUBLIC UTILITY AUTHORITY
235 GOVERNMENT CENTER DRIVE
WILMINGTON, NC 28403
PHONE: 910-332-6673
DUKE ENERGY
5700 HOLLY SHELTER ROAD
CASTLE HAYNE, NC 28429
PHONE: 910-386-3232
AMY NEELEY
AMY.NEELEY@DUKE-ENERGY.COM
SPECTRUM
2321 SCIENTIFIC PARK DRIVE
WILMINGTON, NC 28405
PHONE: 980-508-0794
ZACHARY WAHL
ZACHARY.WAHL@CHARTER.NET
PIEDMONT NATURAL GAS
1321 SOUTH 10TH STREET, WILMINGTON, NC 28401
PHONE: 910-251-2814
JARRED GARRISON
JARRED.GARRISON@DUKE-ENERGY.COM
SHEET NUMBER SHEET TITLE
C-001 COVER
C-002 GENERAL NOTES & LEGEND
CX101 SURVEY
CX102 EXISTING CONDITIONS & DEMOLITION PLAN
CE101 SEDIMENT & EROSION CONTROL PLAN - PHASE 1
CS101 RECONFIGURATION PLAN
CS102 SITE PLAN
CS103 DRIVEWAY PLAN - MARKET STREET
CS104 DRIVEWAY PLAN - ALEXANDER ROAD
CS105 DRIVEWAY PLAN - ALEXANDER ROAD
CS106 TURN LANE DETAILS - MARKET STREET
CS107 STORM DRAINAGE PLAN - MARKET STREET
CS108 STORM DRAINAGE PROFILES - MARKET STREET
CG101 STORM DRAINAGE & GRADING PLAN
CG102 STORM DRAINAGE & GRADING PLAN
CG103 STORM DRAINAGE & GRADING PLAN
CG104 DRAINAGE AREA MAP
CU101 UTILITY PLAN
CU102 UTILITY PLAN & PROFILE
CU103 UTILITY PLAN & PROFILE
L-101 LANDSCAPE PLAN
CE501 SEDIMENT & EROSION CONTROL DETAILS
CE502 SEDIMENT & EROSION CONTROL DETAILS
CS501 SITE DETAIL
CG501 STORMWATER MANAGEMENT DETAILS
CG502 STORMWATER MANAGEMENT DETAILS
CG503 STORMWATER MANAGEMENT DETAILS
CG504 STORM DRAINAGE DETAILS
CG505 STORM DRAINAGE DETAILS
CG506 STORM DRAINAGE DETAILS
CU501 UTILITY DETAILS
CU502 UTILITY DETAILS
CU503 UTILITY DETAILS
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04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
GENERAL NOTES
& LEGEND
C-002
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
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CONSTRUCTION NOTES
1.CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH NEW HANOVER COUNTY STANDARDS
AND SPECIFICATIONS.
2.ALL SITE WORK, AT A MINIMUM, SHALL BE PERFORMED IN ACCORDANCE WITH THE 2024 NCDOT
ROADWAY STANDARD DRAWINGS AND STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
UNLESS OTHERWISE NOTED OR DIRECTED. ROADS SHALL BE CONSTRUCTED TO NCDOT STANDARDS
AND SPECIFICATIONS (LATEST EDITION).
3.ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, PROJECT
SPECIFICATIONS, AND LOCAL BUILDING CODES.
4.THE CONTRACTOR SHALL VERIFY HORIZONTAL AND VERTICAL SURVEY CONTROL PRIOR TO STAKING
OUT CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
PRIOR TO PROCEEDING WITH WORK.
5.UNDERGROUND UTILITIES MAY EXIST ON, ALONG OR WITHIN CONFLICT OF THIS PROJECT. THE
CONTRACTOR IS RESPONSIBLE FOR CONTACTING NC 811 OR THE APPROPRIATE UTILITY COMPANIES
PRIOR TO ANY CONSTRUCTION ACTIVITIES.
6.THESE DRAWINGS SHOW INFORMATION OBTAINED FROM THE AVAILABLE RECORDS REGARDING PIPES,
CONDUITS, TELEPHONE LINES, AND OTHER STRUCTURES AND CONDITIONS WHICH EXIST ALONG THE
LINES OF WORK AND BELOW THE SURFACE OF THE GROUND. THE OWNER AND ENGINEER DISCLAIM
ANY RESPONSIBILITIES FOR THE ACCURACY OR COMPLETENESS OF SAID INFORMATION, AND SUCH
INFORMATION IS BEING SHOWN ONLY FOR THE CONVENIENCE OF THE CONTRACTOR WHO MUST
VERIFY THE INFORMATION TO HIS OWN SATISFACTION DURING THE BIDDING AND CONSTRUCTION
PHASES. IF THE CONTRACTOR RELIES ON SAID INFORMATION, HE DOES SO AT HIS OWN RISK. THE
GIVING OF THE INFORMATION ON THE CONTRACT DRAWINGS WILL NOT RELIEVE THE CONTRACTOR OF
HIS OBLIGATIONS TO SUPPORT AND PROTECT ALL PIPES, CONDUITS, TELEPHONE LINES, AND OTHER
STRUCTURES, WHETHER ABOVE OR BELOW GRADE.
7.SHOULD ANY DAMAGE OCCUR TO EXISTING UTILITIES, IT SHALL BE REPAIRED SOLELY AT THE
CONTRACTOR'S EXPENSE.
8.THE CONTRACTOR SHALL VERIFY EXISTING INVERTS PRIOR TO CONSTRUCTION OF UNDERGROUND
UTILITIES. TEST PITTING OF EXISTING LINES PRIOR TO CONSTRUCTION, IF NECESSARY, SHALL BE
COORDINATED WITH THE OWNER.
9.THE ENGINEER AND THE CONTRACTOR SHALL INSPECT ALL EXISTING PIPES USED IN THE FINAL
DRAINAGE SYSTEM AND AGREE ON THE CONDITION OF THE PIPES PRIOR TO CONSTRUCTION. IF
DAMAGE OCCURS TO THESE PIPES DURING CONSTRUCTION, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE REPAIR OR REPLACEMENT OF THE PIPE(S).
10.THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE DEMOLITION OF ANY EXISTING ON SITE
ITEMS AS SHOWN ON THE DEMO PLAN, ABOVE AND BELOW GROUND. THE CONTRACTOR IS ALSO
RESPONSIBLE FOR REMOVAL OF ALL WASTE RESULTING FROM DEMOLITION.
11.THE CONTRACTOR SHALL OBSERVE ALL REQUIRED SAFETY PRECAUTIONS IN THE PERFORMANCE OF
ALL WORK IN ACCORDANCE WITH CURRENT OSHA REGULATIONS.
12.WORK WITHIN PUBLIC RIGHT-OF-WAYS SHALL BE IN ACCORDANCE WITH ALL STATE AND LOCAL
REQUIREMENTS, NOTIFICATIONS, STANDARDS AND POLICIES. CONTRACTOR IS RESPONSIBLE FOR
PLACING BARRICADES, USING FLAGMEN, ETC. AS NECESSARY TO ENSURE SAFETY TO THE PUBLIC.
13.ALL DISTURBED AREAS SHALL BE SMOOTHLY GRADED TO PROMOTE POSITIVE DRAINAGE AND
STABILIZED WITH TOPSOIL, SEED, AND MULCH. IF SETTLEMENT OCCURS, TOPSOIL, SEEDING, AND
MULCH SHALL BE REPEATED UNTIL SETTLEMENT SUBSIDES. (SEE EROSION AND SEDIMENT CONTROL
DETAILS AND SPECIFICATIONS.)
14.ALL WATER VALVES, BOXES, AND FIRE HYDRANT ASSEMBLES SHALL BE SET AND ADJUSTED TO
FINISHED GRADE.
15.FIRE HYDRANTS SHALL BE PLACED A MINIMUM DISTANCE OF 6 FEET FROM BACK OF CURB AND SHALL
HAVE A CLEAR SPACE OF 3 FEET FROM ANY PERMANENT STRUCTURE PER CFPUA STANDARDS.
16.ANY SUBSTITUTIONS, CHANGES, OR MODIFICATIONS SHALL BE APPROVED BY THE PROJECT ENGINEER,
PLANNING DEPARTMENT STAFF, AND OWNER PRIOR TO INSTALLATION/CONSTRUCTION.
17.THE CONTRACTOR ASSUMES ALL RESPONSIBILITY FOR ANY DEVIATION FROM THESE PLANS.
18.ANY PROPERTY LINE MONUMENTATION DISTURBED DURING CONSTRUCTION SHALL BE REPLACED
SOLELY AT THE CONTRACTOR'S EXPENSE.
19.THE GRADE LINES DENOTE THE FINISHED ELEVATIONS OF THE PROPOSED SURFACE. GRADE LINES
MAY BE ADJUSTED AT THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY THE
ENGINEER IN ORDER TO PROVIDE A PROPER TIE-IN. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED
INVERTS, FFE'S, AND FINISHED SURFACES TO ENSURE THAT MINIMUM SLOPE AND COVER
REQUIREMENTS ARE PROVIDED PRIOR TO INSTALLATION.
20.THE EARTHWORK ON THIS PLAN DOES NOT NECESSARILY BALANCE. OFFSITE BORROW OR WASTE MAY
BE REQUIRED.
21.ALL SELECT AND BORROW MATERIAL SHALL MEET CRITERIA SET FORTH BY SECTIONS 1016 AND 1018
OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION'S STANDARDS AND SPECIFICATIONS
FOR ROADS AND STRUCTURES. SEE SECTION FOR PLACEMENT AND COMPACTION INFORMATION.
22.EXISTING PAVING, CONCRETE, AND OTHER UNSUITABLE MATERIALS INCLUDING UNDERCUT
EXCAVATION SHALL NOT BE USED AS FILL MATERIAL AND SHALL BE DISPOSED OF OUTSIDE THE
PROJECT LIMITS AT THE CONTRACTOR'S EXPENSE. THE CONTRACTOR IS RESPONSIBLE FOR ALL
PERMITTING AND FEES FOR DISPOSAL.
23.ALL TREES, STUMPS, ROOT MAT, ETC. SHALL BE ENTIRELY REMOVED REGARDLESS OF DEPTH. BURIAL
OF ORGANIC MATERIAL WITHIN THE PROJECT LIMITS IS NOT PERMITTED. OPEN BURNING OF DOWNED
TREES AND STUMPS IS NOT PERMITTED. CHIPPED MATERIALS MUST BE REMOVED PRIOR TO THE
PLACEMENT OF EMBANKMENT OR TOPSOIL.
24.THE CONTRACTOR IS SOLELY RESPONSIBLE TO OBTAIN OFF-SITE SPOIL AREAS FOR DISPOSAL OF
EXCESS AND/OR UNSUITABLE MATERIALS AS NECESSARY. OFF-SITE SPOIL AREAS MUST BE SUBMITTED
TO THE ENGINEER AND APPLICABLE REGULATORY AGENCIES PRIOR TO UTILIZATION BY THE
CONTRACTOR. NO AREAS DESIGNATED AS WETLANDS WILL BE PERMITTED FOR USE AS A DISPOSAL
SITE. THE CONTRACTOR SHALL SUBMIT DOCUMENTATION TO THE ENGINEER THAT NO WETLANDS WILL
BE IMPACTED. THE ENGINEER WILL NOT CONSIDER ANY DELAYS OR MONETARY CLAIMS OF ANY
NATURE RESULTING FROM THE CONTRACTOR'S FAILURE OR DIFFICULTY IN FINDING NECESSARY
DISPOSAL SITES TO MEET THE TIME FRAMES AND CAPACITIES REQUIRED. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL PLANS, PERMITS, EROSION AND SEDIMENT CONTROL MEASURES, ETC.
REQUIRED BY THE APPROPRIATE REGULATORY AGENCIES FOR UTILIZING OFF-SITE SPOIL AREAS. THE
CONTRACTOR SHALL CERTIFY TO THE ENGINEER THAT ALL REQUIRED PERMITS HAVE BEEN OBTAINED
PRIOR TO UTILIZING THE OFF-SITE SPOIL AREAS. ALL COSTS FOR PROCURING AND UTILIZING THE
OFF-SITE SPOIL AREAS ARE TO BE INCIDENTAL TO THE BASE BID.
25.NEW SIGNS REQUIRE ZONING COMPLIANCE AND BUILDING PERMITS PER UDO. A PERMIT IS REQUIRED
FOR THE SITE IDENTIFICATION SIGN. SIGN SHALL MEET NEW HANOVER COUNTY STANDARDS.
26.THE OWNER IS RESPONSIBLE FOR THE ACQUISITION OF ALL EASEMENTS, BOTH TEMPORARY AND
PERMANENT.
27.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND CONTACTING THE ENGINEER FOR THE
REQUIRED INSPECTIONS ON THE PROJECT.
EROSION CONTROL NOTES
1.TOTAL LAND DISTURBANCE AREA: 6.18 AC.
2.ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE COUNTY
EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
3.GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF
STATE LAW AND IS SUBJECT TO A FINE. ANY BUILDER THAT ANTICIPATED THE DISTURBANCE OF MORE
THAN ONE ACRE WILL BE REQUIRED TO GET AN EROSION CONTROL PERMIT FROM NEW HANOVER
COUNTY.
4.GROUND COVER MUST BE PROVIDED ON EXPOSED SLOPES WITHIN 21 CALENDAR DAYS FOLLOWING
COMPLETION OF ANY PHASE OF GRADING; AND, A PERMANENT GROUND COVER FOR ALL DISTURBED
AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING
COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
5.ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A
REPRESENTATIVE OF NEW HANOVER COUNTY.
6.SLOPES SHALL BE GRADED NO STEEPER THAN 3:1.
7.ADDITIONAL DEVICES MAY BE REQUIRED AS AGREED UPON BY THE FIELD INSPECTOR, ENGINEER, AND
OWNER.
8.IF ACTIVE CONSTRUCTION CEASES IN ANY AREA FOR MORE THAN 15 WORKING DAYS OR 90 CALENDAR
DAYS (WHICHEVER IS SHORTER), ALL DISTURBED AREAS MUST BE SEEDED, MULCHED, AND TACKED.
9.WITHIN 24 HOURS FOLLOWING ANY RAIN EVENT, THE CONTRACTOR SHALL INSPECT AND REPAIR, AS
NECESSARY, ALL DAMAGED EROSION CONTROL MEASURES.
10.ALL ACTIVITY AND INSTALLATION OF EROSION CONTROL MATTING WILL BE COMPLETE PRIOR TO ANY
RAIN EVENT.
FIRE PROTECTION NOTES
1.FIRE SPRINKLERS WILL BE PROVIDED FOR BUILDING.
2.HYDRANT MUST BE WITHIN 150' OF THE FDC.
3.THE FDC MUST BE WITHIN 40' OF FIRE APPARATUS PLACEMENT.
4.LANDSCAPING OR PARKING CANNOT BLOCK OR IMPEDE THE FDC OR FIRE HYDRANTS. A 3-FOOT CLEAR
SPACE SHALL BE MAINTAINED AROUND THE CIRCUMFERENCE OF THE HYDRANT AND FDC.
5.HYDRANTS MUST BE LOCATED WITHIN 6 FEET OF THE CURB.
6.COMBUSTIBLE MATERIALS MAY NOT BE STORED OR ERECTED ONSITE WITHOUT CITY FIRE INSPECTOR
APPROVAL.
7.NEW HYDRANTS MUST BE AVAILABLE FOR USE PRIOR TO CONSTRUCTION OF THE BUILDING(S).
8.A MINIMUM OF 5' SHALL SEPARATE UNDERGROUND FIRE LINES OR PRIVATE WATER MAINS FROM
UNDERGROUND UTILITIES
9.CONTRACTOR SHALL MAINTAIN AN ALL WEATHER ACCESS FOR EMERGENCY VEHICLES AT ALL TIMES
DURING CONSTRUCTION.
10.FIRE HYDRANTS ARE TO BE INSTALLED PER CFPUA SPECIFICATIONS.
EROSION CONTROL MAINTENANCE PLAN:
1.ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED AND REPAIRED, AS
NECESSARY, EVERY SEVEN (7) DAYS AND WITHIN 24 HOURS OF EVERY ONE-HALF (0.5) INCH OR
GREATER RAINFALL.
2.ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF
CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED
AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING
CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION. ALL TEMPORARY
CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS
STABILIZED.
3.SEDIMENT SHALL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT BECOMES ABOUT 0.5 FEET
DEEP. THE SEDIMENT FENCE WILL BE REPAIRED OR REPLACED AS NECESSARY TO MAINTAIN A
BARRIER.
4.ALL AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING TO
SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER.
5.STONE CONSTRUCTION ENTRANCE TO BE CLEANED WHEN SEDIMENT ACCUMULATIONS ARE VISIBLE
OR SEDIMENT IS TRACKED ON TO THE PAVEMENT. STONE WILL BE PERIODICALLY TOP DRESSED WITH 2
INCHES OF #4 STONE TO MAINTAIN 6 INCH DEPTH. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL
FROM PAVEMENT, AS REQUIRED.
6.INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (0.5" OR GREATER) RAINFALL EVENT.
CLEAR THE DANDY SACKS OF SEDIMENT AND THE MESH WIRE OF ANY DEBRIS Or OTHER OBJECTS TO
PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE
WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED. INLET PROTECTION SHOULD
BE CLEANED OUT WHEN IT IS HALF FULL.
7.INSPECT SILT FENCE ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IT IMMEDIATELY. SEDIMENT SHALL BE REMOVED FROM BEHIND THE
SILT FENCE WHEN IT BECOMES ABOUT 0.5 FEET DEEP. THE SEDIMENT FENCE WILL BE REPAIRED OR
REPLACED AS NECESSARY TO MAINTAIN A BARRIER.
8.INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE, OF IF
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER
DAMAGE. REPAIR OR REPLACE RIPRAP AS REQUIRED TO MAINTAIN EFFECTIVENESS. CONTROL WEED
AND BRUSH GROWTH AS NEEDED.
9.SILT FENCE OUTLETS ARE TO BE INSPECTED ONCE A WEEK AND AFTER EACH RAIN EVENT. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY. SHOULD THE STONE BECOME CLOGGED WITH SEDIMENT, IT SHALL
BE CLEANED AND/OR REPACED PRIOR TO THE NEXT STORM EVENT. IF WASHOUT BETWEEN THE STONE
AND SILT FENCE OCCURS, THE AREAS SHALL BE REPAIRED IMMEDIATELY.
10.INSPECT ALL SILT SOCKS/WATTLES WEEKLY AND AFTER EACH RAINFALL OF 1.0 INCH OR GREATER.
REMOVE ACCUMULATED SEDIMENT AND ANY DEBRIS. SILT SOCK/WATTLE(S) MUST BE REPLACED IF
CLOGGED OR TORN. IF PONDING BECOMES EXCESSIVE, THE SILT SOCK/WATTLE MAY NEED TO BE
REPLACED WITH A LARGER DIAMETER OR A DIFFERENT MEASURE. REINSTALL IF DAMAGED OR
DISLODGED. SILT SOCKS/WATTLES SHALL BE INSPECTED UNTIL LAND DISTURBANCE IS COMPETE AND
THE AREA ABOVE THE MEASURE IS PERMANENTLY STABILIZED.
UTILITY NOTES
1.SCHEDULE A PRECONSTRUCTION MEETING WITH CAPE FEAR PUBLIC UTILITY AUTHORITY 48 HOURS
PRIOR TO CONSTRUCTION OF WATER AND SEWER LINES.
2.WATER AND SANITARY SEWER UTILITY MAINS ARE PRIVATE BEYOND THE PUBLIC STREET
RIGHT-OF-WAY.
3.THIS PROJECT SHALL COMPLY WITH THE CFPUA CROSS CONNECTION CONTROL REQUIREMENTS.
WATER METER(S) CANNOT BE RELEASED UNTIL ALL REQUIREMENTS ARE MET AND NCDENR HAS
ISSUED THE "FINAL APPROVAL".
4.ALL COMMERCIAL WATER SERVICES AND ANY IRRIGATION SYSTEMS SUPPLIED BY CFPUA WATER
SHALL HAVE A BACKFLOW PREVENTION DEVICE ACCEPTABLE TO CFPUA AND APPROVED BY
USCFCCCHR OR ASSE.
5.BACKFLOW PREVENTION AND METERS WILL BE PROVIDED FOR BOTH FIRE LINES (RPDA) AND
DOMESTIC SERVICE (RPZ). FIRE LINE BACKFLOW PREVENTER AND DOMESTIC SERVICE BACKFLOW
PREVENTER WILL BE LOCATED AS SHOWN ON THE UTILITY PLANS. INSTALLER OF BACKFLOW
PREVENTERS MUST CONTACT CFPUA PRIOR TO INSTALLING UNITS TO GIVE CFPUA THE OPTION TO
VERIFY INSTALLATION PROCEDURES.
5.1.REDUCED PRESSURE PRINCIPLE ASSEMBLY FOR DOMESTIC WATER SERVICE
5.2.REDUCE PRESSURE DETECTOR ASSEMBLY WILL BE UTILIZED FOR THE BACKFLOW PREVENTER
ON THE FIRE SERVICE.
6.IF THE CONTRACTOR DESIRES CFPUA WATER FOR CONSTRUCTION HE SHALL APPLY IN ADVANCE FOR
THIS SERVICE AND MUST PROVIDE A REDUCED PRESSURE ZONE (RPZ) BACKFLOW PREVENTION
DEVICE ON THE DEVELOPER'S SIDE OF THE WATER METER BOX.
7.WATER: 1.5" AND 2" PVC SERVICES SHALL BE CONSTRUCTED USING ASTM D2241, IPS, GASKETED PIPE,
SDR 21. 4"-12" PVC MAINS AND SERVICES SHALL BE CONSTRUCTED USING AWWA C-900 PVC, CL235
(DR-18). REQUIREMENTS OF AWWA C900 ELASOMERIC PUSH-ON JOINTS.
8.SANITARY SEWER: FOR PIPE SIZES 4" AND 6" PIPE SHALL BE SCH 40 CONFORMING TO THE
REQUIREMENTS OF ASTM D1785 WITH SOLVENT WELD JOINTS CONFORMING TO ASTM D2672. FOR PIPE
SIZES 8" THROUGH 12", PIPE SHALL BE CLASS 150, DR18 CONFORMING TO THE REQUIREMENTS OF
AWWA C900 WITH ELASTOMERIC PUSH-ON JOINTS CONFORMING TO ASTM D3212 OR ASTM D3139.
9.WATER AND SEWER SERVICES CANNOT BE ACTIVATED ON NEW MAINS UNTIL ENGINEER'S
CERTIFICATION AND AS-BUILTS ARE RECEIVED AND "FINAL APPROVAL" ISSUED BY PUBLIC WATER
SUPPLY SECTION OF NCDENR AND "FINAL ENGINEERING CERTIFICATION" ISSUED BY DIVISION OF
WATER QUALITY OF NCDENR.
10.WATERLINE TRACER WIRE: SEE CFPUA DETAIL WD-17.
11.SITE UTILITY CONTRACTOR TO PROVIDE WATER AND SANITARY SEWER SERVICE TO WITHIN 5 FEET OF
THE BUILDING. CONTRACTOR SHALL COORDINATE SITE PLAN CONNECTIONS WITH THE
ARCHITECTURAL BUILDING PLANS.
12.MAXIMUM BENDING RADIUS FOR 8" C-900 PVC WATER MAIN BENDS IS 380' (ONE-HALF MANUFACTURER'S
RECOMMENDED ALLOWABLE LONGITUDINAL BENDING).
13.UNDERGROUND UTILITIES: ALL NEW UTILITIES SHALL BE INSTALLED UNDERGROUND, EXCEPT WHERE
SUCH PLACEMENT IS PROHIBITED OR DEEMED IMPRACTICAL BY THE UTILITY PROVIDER.
UNDERGROUND TERMINAL FACILITIES FOR STREET LIGHTING ALONG THE PUBLIC STREETS ABUTTING
THE SUBJECT SITE SHALL BE INSTALLED BY THE DEVELOPER.
14.MINIMUM OF 36" COVERAGE ABOVE ALL WATERMAINS.
15.MINIMUM OF 36" VERTICAL SEPARATION BETWEEN WATERLINES AND STORMDRAIN CURB INLETS
16.A VARIANCE IS NOT ANTICIPATED FROM ANY NORTH CAROLINA DIVISION OF WATER QUALITY (DWQ)
REQUIREMENT.
17.PLANS ARE IN COMPLIANCE WITH CAPE FEAR PUBLIC UTILITY AUTHORITY TECHNICAL STANDARDS AND
SPECIFICATIONS.
RELATION OF WATER MAINS TO SANITARY SEWERS:
1.LATERAL SEPARATION OF SANITARY SEWERS AND WATER MAINS: WATER MAINS SHALL BE LAID AT
LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS UNLESS LOCAL CONDITIONS OR
BARRIERS PREVENT A 10 FOOT LATERAL SEPARATION, IN WHICH CASE:
1.1.THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION OF THE BOTTOM OF THE
WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER, OR
1.2.THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED
AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND ABOVE THE TOP OF THE SEWER.
2.CROSSING A WATER MAIN OVER A SEWER MAIN: WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
CROSS OVER A SEWER THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM
OF THE WATER MAIN IS AT LEAST 24 INCHES ABOVE THE TOP OF THE SEWER MAIN. UNLESS LOCAL
CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL SEPARATION - IN WHICH CASE BOTH THE
WATER MAIN AND THE SEWER MAIN SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH
JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH
SIDE OF THE POINT OF CROSSING.
3.CROSSING A WATER MAIN UNDER A SEWER MAIN: WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
CROSS UNDER A SEWER MAIN BOTH THE WATER MAIN AND THE SEWER MAIN SHALL BE CONSTRUCTED
OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING.
4.CROSSING A SEWER MAIN/WATER MAIN OVER OR UNDER A STORM DRAIN: WHENEVER IT IS
NECESSARY FOR A SEWER MAIN/WATER MAIN TO CROSS A STORM DRAIN PIPE, THE SEWER
MAIN/WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE OUTSIDE OF THE SEWER
MAIN/WATER MAIN NEAREST TO THE OUTSIDE OF THE STORM DRAIN PIPE SHALL MAINTAIN A 24 INCH
CLEAR SEPARATION DISTANCE HORIZONTAL, OR THE SEWER MAIN/WATER MAIN SHALL EITHER BE
CONSTRUCTED OF DUCTILE IRON PIPE OR ENCASED IN EITHER CONCRETE OR DUCTILE IRON PIPE FOR
AT LEAST 5 FEET ON EITHER SIDE OF THE CROSSING.
CAPE FEAR PUBLIC UTILITY AUTHORITY CONSTRUCTION
PROCEDURE:
1.THE DESIGN ENGINEERING SHALL SUBMIT 3 SETS OF FINAL DESIGN PLANS AND APPROVED
SPECIFICATIONS PRIOR TO SCHEDULING THE PRE-CONSTRUCTION MEETING.
2.SUBMITTALS FOR MATERIALS SHOULD BE MADE IN ACCORDANCE WITH CFPUA SPECIFICATION
SECTION 01340. MATERIAL SHOP DRAWING SUBMITTALS ARE REQUIRED FOR ALL PHYSICAL ASSETS TO
ENSURE THEY COMPLY WITH CFPUA TECHNICAL SPECIFICATIONS AND DETAILS. THESE SUBMITTALS
ARE PROJECT-SPECIFIC, AND MUST INCLUDE OR HIGHLIGHT ONLY THE SPECIFIC MATERIALS TO BE
USED IN THE PROJECT. THE SUBMITTAL APPROVAL PROCESS IS GENERALLY AS FOLLOWS:
MATERIAL VENDOR FURNISHES SUBMITTALS TO THE CONTRACTOR BASED ON THE PROJECT
REQUIREMENTS. CONTRACTOR REVIEWS THE SUBMITTALS FOR COMPLIANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS, CFPUA TECHNICAL SPECIFICATIONS AND DETAILS, AND FORWARDS TO
THE DEVELOPER’S ENGINEER-OF-RECORD WHEN COMPLETE.
THE DEVELOPER'S ENGINEER-OF-RECORD VERIFIES COMPLIANCE, STAMPS AND SIGNS THE
SUBMITTAL, AND FORWARDS THE PACKAGE TO THE CFPUA CONSTRUCTION MANAGER. IF IT IS
DETERMINED THAT THE MATERIAL SHOP DRAWING SUBMITTAL IS NOT IN COMPLIANCE, THE ENGINEER
SHALL RETURN IT TO THE CONTRACTOR FOR CORRECTION AND RESUBMISSION AS NOTED ABOVE.
CFPUA’S CONSTRUCTION MANAGER REVIEWS THE SUBMITTAL FROM THE DEVELOPER’S
ENGINEER-OF-RECORD, VERIFIES COMPLIANCE, AND NOTIFIES THE ENGINEER THAT THE MATERIALS
ARE APPROVED FOR CONSTRUCTION. IF IT IS DETERMINED THAT THE MATERIAL SHOP DRAWING
SUBMITTAL IS NOT IN COMPLIANCE, THE SUBMITTAL WILL BE RETURNED TO THE ENGINEER FOR
CORRECTION AND RESUBMISSION AS NOTED ABOVE.
3.ANY REQUEST FOR DEVIATIONS FROM THE STAMPED DRAWINGS AND MATERIAL SUBMITTALS MUST BE
SUBMITTED TO THE CFPUA CONSTRUCTION MANAGER. THE DEVIATION WILL BE REVIEWED BY CFPUA
STAFF. THE ENGINEER, CONTRACTOR AND CFPUA INSPECTOR WILL BE NOTIFIED IF IT IS APPROVED,
NEEDS TO BE REVISED AND RESUBMITTED OR REJECTED. ANY CHANGES TO THE STAMPED
CONSTRUCTION DOCUMENTS MADE IN THE FIELD BY THE CONTRACTOR MUST BE APPROVED BY THE
ENGINEER OF RECORD AND CFPUA CONSTRUCTION MANAGER. THE CFPUA INSPECTOR CANNOT
APPROVE MAJOR CHANGES FROM THE STAMPED CONSTRUCTION DOCUMENTS.
4.THE CFPUA INSPECTOR SHALL BE NOTIFIED WHEN ANY MATERIAL IS DELIVERED TO THE JOB SITE.
THE CFPUA INSPECTOR WILL VERIFY THAT ALL MATERIALS MEET CFPUA SPECIFICATIONS, DETAILS,
AND/OR APPROVED SUBMITTAL. THE CFPUA INSPECTOR WILL NOTIFY THE CONTRACTOR AND THE
CFPUA CONSTRUCTION MANAGER OF ANY UNAPPROVED MATERIAL, AND THAT THE UNAPPROVED
MATERIAL MUST BE REMOVED FROM THE PROJECT SITE.
5.CONTRACTOR SHALL GIVE TWO (2) BUSINESS DAYS NOTIFICATION FOR SCHEDULING TO THE ASSIGNED
CFPUA INSPECTOR FOR EACH OF THE FOLLOWING:
-OPERATING A CFPUA VALVE (INCLUDES TAPPING VALVES)
-WHEN BEGINNING CONSTRUCTION AND IF THE CONTRACTOR PULLS OFF THE SITE
-LAYING OUT OF ANY CONNECTION IN EXISTING MANHOLE
-CUTTING IN ANY NEW MANHOLES ON EXISTING LINES
-CORING ANY MANHOLES
-CONNECTING TO AN EXISTING SEWER FORCE MAINS
-CONNECTING ONTO EXISTING WATER LINES
-ANY BORES AND THREADING CARRIER PIPES
-ALL CAMERA WORK, TESTING, CHLORINATION AND WATER SAMPLING
-ALL TESTING
CAPE FEAR PUBLIC UTILITY AUTHORITY TESTING
PROCEDURE:
1.ALL STRUCTURES, PRESSURE PIPING AND GRAVITY SEWER PIPING SHALL BE TESTED BY THE
CONTRACTOR AS SPECIFIED IN THE CFPUA SPECIFICATIONS IN ACCORDANCE WITH APPLICABLE
REGULATIONS AND AS DIRECTED BY THE CFPUA INSPECTOR. ALL TESTING MUST BE CONDUCTED IN
THE PRESENCE OF THE CFPUA INSPECTOR. THE CONTRACTOR IS TO GIVE TWO (2) BUSINESS DAYS
NOTIFICATION FOR SCHEDULING, TO THE ASSIGNED CFPUA INSPECTOR FOR ALL TESTING.
2.ALL PRESSURE PIPE LINES MUST BE SUBJECTED TO HYDROSTATIC TESTING IN ACCORDANCE WITH
THE APPROPRIATE CFPUA SPECIFICATION. THESE PIPE LINES SHALL BE TESTED TO 150 PSI FOR A
PERIOD OF TWO (2) HOURS. IF THE PRESSURE DROPS MORE THAN THREE (3) PSI, THE TEST FAILS.
REFER TO THE APPROPRIATE CFPUA SPECIFICATION FOR MORE INFORMATION ON THE PROCEDURE.
3.ALL WATER MAINS AND SERVICES MUST BE FLUSHED, CHLORINATED AND SAMPLED IN ACCORDANCE
WITH THE CFPUA SPECIFICATION 02660 AND AS DIRECTED BY THE CFPUA INSPECTOR.
4.SEWER LINE SEGMENT TESTING: EACH SEWER LINE SEGMENT (THE SEWER MAIN BETWEEN
MANHOLES) SHALL BE TESTED:
THIRTY (30) DAYS AFTER INSTALLATION AND PRIOR TO FINAL ACCEPTANCE OF THE PROJECT, ALL
SEWER LINE SEGMENTS AND ALL SERVICES SHALL BE CAMERA INSPECTED AND VIDEO
RECORDED. THE CFPUA INSPECTOR WILL REVIEW THE VIDEO RECORDING FOR ACCEPTANCE.
AS AN ALTERNATIVE TO WAITING THIRTY (30) DAYS TO PERMIT STABILIZATION OF THE SOIL-PIPE
SYSTEM, THE CFPUA MAY ACCEPT CERTIFICATION FROM A SOIL TESTING FIR VERIFYING THAT THE
BACKFILL OF THE TRENCH HAS BEEN COMPACTED TO AT LEAST 95% MAXIMUM DENSITY.
AFTER TWO (2) PAPER COPIES OF THE AS-BUILTS HAVE BEEN SUBMITTED TO THE CFPUA INSPECTOR.
AFTER GRAVEL HAS BEEN INSTALLED ON ALL ROADWAYS.
5.VIDEO INSPECTION TESTING: THE CONTRACTOR SHALL PROVIDE A DVD(S) OF EACH SEWER LINE
SEGMENT AND SERVICE LINE TO ENSURE THAT THE LINES MEET MINIMUM STANDARDS. THE DVD(S)
WILL BE REVIEWED IN THE ORDER THEY ARE RECEIVED. THE TYPICAL REVIEW TIME IS GENERALLY TEN
(10) TO FIFTEEN (15) BUSINESS DAYS BUT WILL DEPEND ON THE COMPLEXITY OF THE PROJECT, SIZE,
QUALITY OF THE DVD(S), ETC.
THE MAIN LINE CAMERA INSPECTION MUST HAVE PROJECT NAME, FOOTAGES, MANHOLE NUMBERS,
AND DATES OF INSPECTION.
THE SERVICE LINE CAMERA INSPECTION MUST INCLUDE PROJECT NAME, FOOTAGES, ADDRESS
AND/OR LOT NUMBER, AND DATE OF INSPECTION.THE CAMERA INSPECTION MUST SHOW THE FULL
DIAMETER OF THE PIPE.
THE CAMERA INSPECTION MUST BE PERFORMED UPON COMPLETION OF CLEANING AND POTABLE
WATER INTRODUCED INTO THE SYSTEM TO BE TESTED. ALL DEFECTS IN THE PIPELINE AND
APPURTENANCES SHALL BE REMEDIED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE
CFPUA AND WILL BE RE-INSPECTED AS OUTLINED ABOVE.
6.TWO (2) SETS OF AS-BUILT RECORD DRAWINGS SHALL BE PROVIDED IN ACCORDANCE WITH CFPUA
SPECIFICATION SECTION 01720 FOR REVIEW.
CIVIL LEGEND (NEW)
LIMITS OF DISTURBANCELODLOD
STORM DRAINAGE PIPE
WATER MAINW
SANITARY SEWER MAIN
WATER SERVICE
WATER VALVE
SANITARY SEWER SERVICE
SS
W
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
30
29
CURB CUT
ROOF DRAIN
CC
RD
DEMOLITION
SURVEY LEGEND (EXISTING)
PROPERTY LINE
CENTERLINE
EASEMENT
LOT CORNER
EXISTING CONCRETE MONUMENT
EXISTING IRON ROD
NEW IRON PIPE ROD
CORRUGATED METAL PIPE
IRRIGATION CONTROL VALVE
RIGHT OF WAY
ADJOINER LINE
OVER HEAD WIRE
GUY WIRE (ANCHORE)
LIGHT POLE
ECM
EIR
NIPS
ICV
42" CMP
OHW
GW
WATER METER
SEWER CLEAN OUT
TELEPHONE PEDESTAL
WETLANDWETWET
LP
W
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EXISTING
SILT FENCE
TOP OF DITCH
C C C C C C
124.6'
POSSIBLE
WETLANDS
DELINEATION
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
C
C
C C C C C C C C C C C C C C C C C C C
C C C C C C C
C C C
GAS GAS GAS GAS GAS GAS GAS GAS
GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
1.0'
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1.3'0.5'0.9'
1.0'
1.6'
0.8'
0.9'
1.4'
0.9'
0.9'0.7'1.1'
1.5'
1.1'0.5'1.0'
1.7'1.4'1.4'
1.4'0.7'
1.6'1.2'
0.5'
2.1'1.8'
1.0'
0.9'1.6'
1.0'
1.4'
1.4'
2.0'
1.1'
0.7'
0.7'
0.7'
1.2'0.9'
0.9'1.6'
1.5'1.5'
1.4'
1.1'
1.3'
1.2'
1.0'0.8'
1.1'
1.2'
1.3'
0.7'
1.0'1.1'1.2'
1.5'
0.4'
1.0'
0.4'0.9'1.3'
1.2'1.0'0.8'
1.2'1.2'
1.1'
1.0'1.1'
2.0'
1.3'0.9'0.5'1.2'0.7'
1.4'
0.5'1.2'
0.6'1.0'
1.1'0.7'
1.3'1.7'1.3'
1.3'
1.2'
1.3'1.2'
1.0'
1.2'1.2'
1.3'
1.4'
0.8'0.5'
0.6'
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1.9'
1.3'
1.7'
0.6'1.5'
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0.9'1.7'0.7'
1.0'
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1.4'
1.1'
1.2'
0.9'
1.9'
1.6'
1.1'
2.0'
1.5'
0.7'
1.8'1.8'
1.3'
1.3'
0.9'
1.3'
1.8'1.0'
1.2'1.6'
1.3'
1.4'
2.0'
1.3'1.4'
0.6'0.6'1.2'
1.0'
0.6'0.7'0.9'1.7'
0.7'
0.7'
0.9'
0.9'
1.2'1.4'
0.6'
0.8'1.3'
1.3'
2.0'
1.2'
0.6'
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1.2'
0.5'
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1.6'0.8'
1.5'1.4'
2.0'
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1.3'
1.5'
1.5'
0.7'
1.8'
1.3'2.0'
1.5'
1.5'
1.1'
1.3'
1.7'
1.5'
1.0'
1.1'1.6'
1.3'
1.5'
1.6'1.6'1.1'
1.7'
2.0'
1.3'1.1'
1.9'1.8'1.2'
0.6'0.5'
0.7'
1.8'
0.5'
1.4'
1.0'
1.4'
1.8'
0.7'
1.6'1.1'
1.4'
1.6'
1.0'1.1'
1.2'
1.3'
1.3'
1.0'
1.4'2.0'
1.6'
1.1'2.0'
0.6'
0.5'
1.5'
1.8'
1.0'
1.3'
1.4'
1.3'
1.8'0.7'
1.0'
1.1'0.9'0.6'0.4'0.8'
0.7'
0.7'
0.7'
0.4'
0.5'0.5'0.5'
0.5'
2.6'0.9'1.2'
0.8'
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0.6'
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0.4'0.4'0.5'0.6'
0.6'
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0.5'0.4'0.5'0.9'0.8'0.6'
0.4'
1.0'0.8'
0.5'
0.4'
1.0'1.6'
1.2'
0.9'
1.5'
1.2'0.7'
1.7'0.6'
1.8'1.6'
0.6'
0.6'
1.4'
1.0'
0.5'0.4'0.5'0.7'
0.5'0.4'0.4'
1.1'
0.8'
0.4'0.6'
0.4'
0.5'
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1.8'
0.6'
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0.7'
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0.6'0.6'
0.8'
0.6'0.6'
0.7'0.9'
0.5'0.4'
0.9'
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0.7'0.6'0.6'
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0.5'0.5'0.5'0.5'
0.8'0.5'0.6'
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1.1'
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1.0'1.0'
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0.5'
0.5'0.5'1.0'0.4'0.6'
0.7'0.7'
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0.7'0.7'0.4'
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1.6'
0.8'0.6'
0.6'1.1'0.8'0.8'
0.7'3.0'
0.7'
1.0'
1.0'1.3'
1.7'0.4'
1.1'
0.4'
0.4'0.4'0.5'
0.8'
0.8'
0.8'
0.9'
0.9'
0.4'0.6'0.6'
0.4'0.5'1.2'0.6'0.7'
0.7'0.7'
1.2'2.3'
1.7'
1.1'
1.5'
0.7'
0.7'0.7'0.4'
0.4'0.8'
0.8'
0.6'
0.5'0.5'
0.6'0.6'0.5'
0.8'
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0.7'0.7'
0.8'0.9'
1.0'1.4'
1.6'
0.7'
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0.6'0.5'
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0.9'0.9'
1.1'
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1.3'1.2'
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0.5'
0.5'
0.7'
0.8'0.7'
0.7'
0.8'
0.5'1.2'1.1'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.4'
0.8'1.0'
1.0'1.0'
1.3'0.4'
0.4'
0.4'
0.4'
0.4'
0.6'
0.6'
0.6'
0.7'
0.9'
1.0'0.4'
0.7'
0.5'0.5'
0.7'1.7'
1.2'1.3'
0.9'
1.0'
1.3'
1.3'
1.7'0.6'0.6'
1.4'
0.7'
0.4'
1.1'
1.1'0.5'
1.3'
0.5'
0.5'
0.6'
0.4'
0.4'0.4'
0.8'0.8'
0.4'
0.5'
0.5'
0.6'
0.6'
0.7'
0.9'0.8'
0.4'
0.6'
0.7'
0.7'
0.7'0.7'
0.7'
0.4'
0.8'
0.8'
0.9'0.9'
0.7'
0.5'1.0'1.1'
1.3'
0.8'
0.6'0.8'0.7'
0.6'
0.8'
1.1'2.0'
1.0'1.1'
0.5'
0.7'0.4'0.5'
0.5'0.5'0.5'
0.5'
0.6'
0.6'
0.6'
0.6'
0.7'
0.7'
0.7'0.7'
0.8'
0.7'
0.7'
0.7'0.7'
0.5'
0.5'
0.5'
0.5'
0.4'0.4'
0.6'0.4'
0.6'0.9'0.6'
0.6'0.6'1.0'0.8'1.8'
0.9'0.9'
0.6'
0.6'0.6'
0.6'0.6'
0.4'
0.4'0.4'
0.5'0.9'
0.8'0.7'
0.4'0.4'
0.4'
0.4'
0.4'
1.8'
0.4'
0.5'
0.8'
0.7'
0.8'1.8'0.8'1.5'0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.7'0.7'
0.5'0.9'
0.7'0.4'0.6'
0.8'
RIPRAP
WELL HOUSE
EXISTING
SILT FENCE
1.8'
OFF LINE
GOLDEN
VENTURES I, LLC
D.B. 6753, P. 1366
D.B. 862, P. 475
14644 Sq.Ft.
0.336 ACRES
D.B. 474, P. 621
95268 Sq.Ft.
2.187 ACRES
BROWN
D.B. 1004, P. 242
D.B. 5965, P. 1616
67640 Sq.Ft.
1.553 ACRES
D.B. 66, P. 343
47836 Sq.Ft.
1.098 ACRES
18" RCP-IV 18" RCP-IV
1
8
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R
C
P
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42
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SD
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35
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LOD
SDxSDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
EXISTING CONDITIONS & DEMOLITION PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
EXISTING
CONDITIONS &
DEMOLITION
PLAN
CX102
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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AND SEPTIC PER NCDEQ
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TO BE REMOVED
TREE TO BE
REMOVED (TYP.)
TREE TO
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1.1'
2.1'1.8'
1.0'
1.2'
0.9'0.7'
1.5'
1.4'
1.1'
1.2'
0.9'
2.0'
0.5'
1.1'
0.8'
1.5'
2.0'
1.1'
1.0'
1.6'1.1'
1.7'
1.8'
1.8'
1.6'
0.5'
1.8'0.7'
2.6'
1.0'1.6'
1.2'
0.5'
1.3'
0.6'
0.6'0.6'
0.7'
0.7'
0.6'
0.7'
1.0'
0.6'
0.7'
0.7'
0.6'0.6'0.7'
0.8'0.9'
1.0'1.4'
1.6'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.7'1.7'
1.2'
0.9'
1.0'
0.8'0.6'
0.8'
1.1'2.0'
0.5'
0.6'
0.7'
0.7'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'
0.8'
0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.9'
0.7'
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LO
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LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LOD
LO
D
LOD
LOD
SD
x
Æ Æ Æ Æ Æ Æ Æ Æ Æ
Æ
Æ
Æ
Æ
Æ
Æ
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Æ
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SDx SDxSDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
DI
1.9
ST-02
DI
1.8
MH
1.1
CI
1.6
CI
1.5
CI
2.3
CI
2.6
CI
2.7
MH
2.8
CI
1.2
CI
1.4
CI
1.3
MH
3.3
MH
3.5
MH
3.4
O
2.2
O
2.3
O
2.1
MH
3.2
CI
2.2
DI
2.1
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1.1
CI
2.4
ST-06
ST-07
MH
3.1
MH
3.6
ST-05
ST-04
ST-01
CI
1.7
ST-03
ST-08
CI
2.5
DI
2.9
30.5 31 32 33
34 33 32
34
34
34
33 32 31 30.5
343332
300
100
SEDIMENT & EROSION CONTROL PLAN - PHASE 11SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
SEDIMENT &
EROSION
CONTROL PLAN -
PHASE 1
CE101
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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SF
3
TP
TPA
1
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
SF
1
SF
2
SF
4
CE1
CE2
TPA
2
1.OBTAIN ALL NECESSARY STATE AND LOCAL PERMIT APPROVALS.
2.COMPLETE e-NOI AT https://edocs.deq.nc.gov/Forms/NCG01-NOI AND UPLOAD
NOI CERTIFICATE FORM WITH ORIGINAL SIGNATURES.
3.PRIOR TO CLEARING TREES, INSTALLING SEDIMENT CONTROL MEASURES,
OR GRADING, AN OPTIONAL PRE-CONSTRUCTION MEETING CAN BE
SCHEDULED WITH THE NEW HANOVER COUNTY EROSION CONTROL
INSPECTOR.
4.PRIOR TO ANY CLEARING AND GRUBBING, INSTALL SILT FENCE, SILT FENCE
OUTLETS, TREE PROTECTION FENCE, GRAVEL CONSTRUCTION ENTRANCE
AND SKIMMMER BASINS. SKIMMER BASIN EXCAVATION CANNOT BEGIN UNTIL
THE SKIMMER IS ONSITE AND NHC INSPECTION OF PHASE 1 MEASURES IS
COMPLETED.
5.COMMENCE CLEARING DOWN TO STUMPS WITHIN LIMITS OF
CONSTRUCTION.
9.INSTALL TEMPORARY PUMP-AROUND #1 FOR STORM DRAINAGE
INSTALLATION FROM MH-3.5 TO MH-3.4.
9.1.INSTALL STILLING BASIN
9.2.INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE.
9.3.PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR DITCH DIVERSION.
9.4.PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS.
DEWATER ENTRAPPED AREA. AREA TO BE DEWATERED SHALL BE
EQUAL TO ONE DAY’S WORK.
9.5.INSTALL STORM DRAINAGE PIPING IN ACCORDANCE WITH THE PLANS.
9.6.EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL
OF IMPERVIOUS DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND
TEMPORARY FLEXIBLE HOSE. (DOWNSTREAM IMPERVIOUS DIKES
FIRST).
9.7.REMOVE STILLING BASIN AND BACKFILL. STABILIZE DISTURBED AREA
WITH SEED AND MULCH.
10.INSTALL TEMPORARY PUMP-AROUND #2 FOR STORM DRAINAGE
INSTALLATION FROM MH-3.4 TO MH-3.2.
11.MAKE CONNECTION TO EXISTING 60" CMP AT MH-3.1.
12.BACKFILL EXISTING DRAINAGE DITCH.
13.THE TEMPORARY SKIMMER BASINS SHOULD REMAIN DURING MASS
GRADING WITH TDD2 AND TDD3 REMOVED ONCE THE 60” BYPASS IS
INSTALLED.
14.COMMENCE GRUBBING AND GRADING WITHIN LIMITS OF CONSTRUCTION.
15.INSTALL SEWER, WATER, AND STORMWATER CONVEYANCE MEASURES.
16.INSTALL CONCRETE CURB AND GUTTER AND SIDEWALKS.
17.INSTALL ABC.
18.PREPARE BUILDING PAD AND CONSTRUCT BUILDING(S).
19.COMPLETE ASPHALT DRIVEWAY AND PARKING LOT CONSTRUCTION.
20.THE CONTRACTOR SHALL CONTINUOUSLY MAINTAIN EROSION CONTROL
MEASURES TO MEET NEW HANOVER COUNTY REQUIREMENTS.
21.SEED AND STABILIZE ALL AREAS PER EROSION CONTROL NOTES ON SHEET
CE501 - SEDIMENT & EROSION CONTROL DETAILS.
22.UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL
REQUEST FINAL INSPECTION FROM THE NEW HANOVER COUNTY EROSION
CONTROL INSPECTOR TO ALLOW REMOVAL OF ALL TEMPORARY EROSION
CONTROL DEVICES.
23.COMPLETE e-NOT AT https://edocs.deq.nc.gov/Forms/NCG01-Termination AND
UPLOAD COMPLETED NOTICE OF TERMINATION CERTIFICATE WITH
ORIGINAL SIGNATURES.
CONSTRUCTION SEQUENCE
SILT FENCE SUMMARY
NO.DA LENGTH AC/100 LF
(SF)(AC)(FT)
1 87,895 2.02 573 0.35
2 18,099 0.42 340 0.12
3 155,122 3.56 510 0.70
4 20,214 0.46 220 0.21
TSB
1
145.0'
2.5" SKIMMER WITH
1.25" ORIFICE
15'X15'X22"
CLASS B RIP
RAP APRON
CLASS A
RIP RAP
APRON
BAFFLE (TYP. OF 3)
TDD
2
TDD
1
TDD
3
TSB
2
2.5" SKIMMER WITH
1.25" ORIFICE
30
.
0
'
80.0'40
.
0
'
TSB-1 DA
87,895 SF
2.02 AC
TSB-2 DA
145,013 SF
3.33 AC
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPERTY LINE
LOD LOD
TP TP
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION FENCE
CONSTRUCTION ENTRANCE
INLET PROTECTION
LOD
SF
CE
IP
DRAINAGE AREA DA
TP
SEDIMENT BASIN SB
BAFFLE
W W DEWATERING PUMP OUT AND
SEDIMENT BAG
DIVERSION DITCH TDD
OUTLET PROTECTION
(6" CL. A RIP RAP)
OP
SF
CLASS A RIP
RAP APRON
CLASS A RIP
RAP APRON
CLASS A RIP
RAP APRON
TDD-2 DA
0.90 AC
TDD-1 DA
0.61 AC TDD-3 DA
2.47 AC
DA
DA
DA
C:
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04/09/26
C C C C C C
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
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C C C C C C C C C C C C C C C C C C C
C C C C C C C
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GAS GAS GAS GAS GAS GAS GAS GAS
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SDSDSDSDSDSDSDSDSD
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FM
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FM
FM
FM
FM
FM
SD
SD
SD
1
108,028.11 SF
2.48 AC
3
66,118.44 SF
1.52 AC
S4
7
°
0
7
'
0
9
.
5
4
"
E
25
6
.
2
5
'
S42° 35' 34.47"W
252.84'
N
6
6
°
3
7
'
1
2
.
0
0
"
W
9
5
.
6
7
'
N5
3
°
0
6
'
2
1
.
4
7
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W
12
9
.
8
1
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3
°
5
9
'
3
8
.
9
4
"
W
15
3
.
4
2
'
N42° 53' 07.26"E
170.97'
L=50.52'R=79.65'
L=27.41'R=44.50'
N42° 52' 48.69"E
92.88'
S44° 10' 30.20"W
50.00'
N42° 50' 34.95"E
20.44'
N4
7
°
0
9
'
2
5
.
0
5
"
W
91
.
2
5
'
N42° 53' 21.66"E
120.29'
S6
4
°
3
6
'
3
3
.
2
2
"
E
63
.
7
7
'
N35° 10' 06.20"E
81.15'
S4
5
°
4
9
'
2
9
.
8
0
"
E
54
.
6
9
'
S42° 39' 30.20"W
50.00'
S
6
4
°
3
6
'
3
3
.
2
2
"
E
2
8
5
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3
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N5
3
°
5
9
'
3
8
.
9
4
"
W
60
.
1
1
'
L=112.01'
R=81.09 '
N25° 08'
3
4
.
3
5
"
E
135.10'
S
6
4
°
5
0
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1
3
.
8
6
"
E
2
0
0
.
3
4
'
N25° 09
'
4
6
.
1
4
"
E
100.00'
N6
4
°
5
0
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1
2
.
9
8
"
W
2
0
0
.
0
0
'
N25° 16'
3
7
.
6
4
"
E
103.81'
2
51,241.11 SF
1.18 AC
RECONFIGURATION PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
3
0
'
S
I
D
E
S
E
T
B
A
C
K
10' TRA
N
S
I
T
I
O
N
A
L
BUFFER
2
0
'
F
R
O
N
T
S
E
T
B
A
C
K
25' SIDE
SETBACK
12.5'
STREETYARD
25
'
F
R
O
N
T
SE
T
B
A
C
K
37
'
ST
R
E
E
T
Y
A
R
D
30' SIDE
SETBACK
TYPE A3 OPAQUE
BUFFER (TYP.)
55' PUB
L
I
C
DRAINA
G
E
EASEME
N
T
(PDE)
70' PDE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
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A
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ST
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I
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P
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A
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1
RECONFIGURATION
PLAN
CS101
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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20
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2
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2
0
'
20' PERFORMANCE
BUFFER (TYP.)
35' REAR
SETBACK
2
0
'
P
E
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F
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M
A
N
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B
U
F
F
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PRIVAT
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TRIANGLE (TYP.)
25
'
FR
O
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T
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25
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ST
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A
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25' SIDE
SETBACK
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SETBACK
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0
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50
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S
H
A
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C
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'
S
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60' PDE
PDE
20' PRIVATE
DRAINAGE
EASEMENT
PDE
10' DUKE
EASEMENT
EASEMENT NOTES
1.A BICYCLE AND PEDESTRIAN PATH SHALL BE PROVIDED BETWEEN THE
RESIDENTIAL UNITS AND THE DEDICATED OPEN SPACE FOR THE
RESIDENTIAL DEVELOPMENT. THE PATH SHALL BE RESERVED AS A
PRIVATE ACCESS EASEMENT FOR THE RESIDENTS AND OWNERS OF
THE RESIDENTIAL UNITS IF THE PARCELS ARE SUBDIVIDED.
2.A 10-FOOT-WIDE PUBLIC BICYCLE AND PEDESTRIAN EASEMENT SHALL
BE RESERVED FROM ALEXANDER ROAD THROUGH THE (CZD) R-5
PORTION OF THE SITE TO THE (CZD) B-2 PORTION OF THE SITE.
Upstream
Rim
Upstream
Invert Depth Downstream
Rim
Downstream
Invert Depth Pipe
Diameter
Easement
Width Use
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)
40.30 32.16 8.14 39.92 31.93 7.99 5 55 55
39.92 31.93 7.99 36.87 30.57 6.30 5 55 50
36.87 30.57 6.30 37.00 27.65 9.35 5 60 60
37.00 25.17 11.83 34.65 22.90 11.75 5 70 70
PUBLIC DRAINAGE EASEMENT CALCULATION
2
0
'
10' PRIVATE
PEDESTRIAN
EASEMENT
10
'
P
R
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V
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T
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PE
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04/09/26
C C C C C C
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
C
C
C C C C C C C C C C C C C C C C C C C
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1.6'
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2.1'1.8'
1.0'
1.2'
0.9'0.7'
1.5'
1.4'
1.1'
1.2'
0.9'
2.0'
0.5'
1.1'
0.8'
1.5'
2.0'
1.1'
1.0'
1.6'1.1'
1.7'
1.8'
1.8'
1.6'
0.5'
1.8'0.7'
2.6'
1.0'1.6'
1.2'
0.5'
1.3'
0.6'
0.6'0.6'
0.7'
0.7'
0.6'
0.7'
1.0'
0.6'
0.7'
0.7'
0.6'0.6'0.7'
0.8'0.9'
1.0'1.4'
1.6'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.7'1.7'
1.2'
0.9'
1.0'
0.8'0.6'
0.8'
1.1'2.0'
0.5'
0.6'
0.7'
0.7'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'
0.8'
0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.9'
0.7'
SDSDSDSDSDSDSDSD
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W
W
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W
W
W
W
W
W
W
W
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W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
S4
7
°
0
7
'
0
9
.
5
4
"
E
25
6
.
2
5
'
S42° 35' 34.47"W
252.84'
N
6
6
°
3
7
'
1
2
.
0
0
"
W
9
5
.
6
7
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N5
3
°
0
6
'
2
1
.
4
7
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W
12
9
.
8
1
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N5
3
°
5
9
'
3
8
.
9
4
"
W
15
3
.
4
2
'
N42° 53' 07.26"E
170.97'
L=50.52'R=79.65'
L=27.41'R=44.50'
N42° 52' 48.69"E
92.88'
S44° 10' 30.20"W
50.00'
N42° 50' 34.95"E
20.44'
N4
7
°
0
9
'
2
5
.
0
5
"
W
91
.
2
5
'
N42° 53' 21.66"E
120.29'
S6
4
°
3
6
'
3
3
.
2
2
"
E
63
.
7
7
'
N35° 10' 06.20"E
81.15'
S4
5
°
4
9
'
2
9
.
8
0
"
E
54
.
6
9
'
S42° 39' 30.20"W
50.00'
S
6
4
°
3
6
'
3
3
.
2
2
"
E
2
8
5
.
3
1
'
N5
3
°
5
9
'
3
8
.
9
4
"
W
60
.
1
1
'
L=112.01'
R=81.09 '
N25° 08'
3
4
.
3
5
"
E
135.10'
S
6
4
°
5
0
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1
3
.
8
6
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E
2
0
0
.
3
4
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N25° 09
'
4
6
.
1
4
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E
100.00'
N6
4
°
5
0
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1
2
.
9
8
"
W
2
0
0
.
0
0
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N25° 16'
3
7
.
6
4
"
E
103.81'
L
O
D
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LODLO
D
LO
D
LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LODLODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LOD
LO
D
LOD
LOD
83
.
1
'
51.7'
SITE PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
SITE DATA
TRIP GENERATION - PHASE 1
INTENSITY ADT AM PEAK PM PEAK
PROPOSED
SINGLE FAMILY ATTACHED (215)12 DU 41 1 3
COFFEE W/ DRIVE THRU (937)0.968 KSF 582 97 42
TOTAL 623 98 45
NOTES
1.SURVEY PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES, DATED
06/11/25.
2.WETLANDS SHOWN ARE DETERMINED TO BE ISOLATED AND
UNREGULATED.
3.THE SITE IS UNDERLAIN BY LEON (Le) FINE SAND, WHICH IS CLASSIFIED AS
HYDROLOGIC SOIL GROUP A/D. DETAILED GEOTECHNICAL
INVESTIGATIONS WAS PERFORMED AT AREAS WHERE SCM ARE
PROPOSED.
4.THE PROJECT IS OUTSIDE OF THE 0.2% (500-YR) ANNUAL CHANCE
FLOOPLAIN AS SHOWN ON FEMA MAP NUMBER 3720315900J, DATED APRIL
3, 2006 AND 3720316900K, DATED AUGUST 28, 2018.
5.SEWER IS PUBLIC (CFPUA) AND EXISTS WITHIN ALEXANDER ROAD. WATER
IS PUBLIC (CFPUA) AND EXISTS ON THE PROJECT SIDE OF MARKET
STREET.
6.ALL UTILITY SERVICES CONVEYED THROUGH PRIVATE PROPERTY WILL BE
IN ENCOMPASSED IN A PRIVATE UTILITY EASEMENT.
7.POWER SUPPLY WILL BE BY DUKE ENERGY.
8.BUFFERS AND LANDSCAPING SHALL COMPLY WITH NEW HANOVER
COUNTY UNIFIED DEVELOPMENT ORDINANCE.
9.SITE IS LOCATED IN A SPECIAL HIGHWAY OVERLAY DISTRICT (SHOD). THE
SITE IS EXEMPT FROM SHOD REQUIREMENTS.
10.NO BUILDING PERMIT FOR ANY STRUCTURE SHALL BE ISSUED WHICH
REQUIRES NCDOT APPROVAL FOR A DRIVEWAY PERMIT UNTIL NCDOT
HAS ISSUED THE PERMIT APPROVAL. EVIDENCE OF APPROVAL SHALL
ACCOMPANY THE APPLICATION FOR BUILDING PERMIT.
11.A LIGHTING PLAN IS NOT REQUIRED FOR SINGLE-FAMILY RESIDENTIAL
PROJECTS, AND THE COUNTY DOES NOT REQUIRE STREETLIGHTS,
HOWEVER A LIGHTING PLAN IS REQUIRED FOR ANY AMENITY AREA.
3
0
'
S
I
D
E
S
E
T
B
A
C
K
10'
2
0
'
P
E
R
F
O
R
M
A
N
C
E
S
E
T
B
A
C
K
25' SIDE
SETBACK
12.5'
STREETYARD
25
'
F
R
O
N
T
SE
T
B
A
C
K
37
'
ST
R
E
E
T
Y
A
R
D
30' SIDE
SETBACK
TYPE A3 OPAQUE
BUFFER (TYP.)
125'75'
968 SF
BUILDING
70' PDE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
SITE PLAN
CS102
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
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S
I
,
L
L
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33
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2
8
4
0
5
NJL
PUMP STATION
STORMWATER
MANAGEMENT
32
'
PROPOSED RIGHT
TURN LANE
2
0
'
2
0
'
20' PERFORMANCE
SETBACK (TYP.)
35' REAR
SETBACK
2
0
'
PROPOSED
SIDEWALK
45'
PRIVAT
E
R/W
1
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
2
3
4
5
6
7
8
9
10
11
12 20' REINFORCED FIRE
DEPT. ACCESS W/ KNOX
BOX LOCKED ACCESS
20' PERFORMANC
E
SETBACK
25
'
FR
O
N
T
SE
T
B
A
C
K
25
'
ST
R
E
E
T
Y
A
R
D
25' SIDE
SETBACK
25' SIDE
SETBACK
20' PERFORMANCE
SETBACK
2
0
'
F
R
O
N
T
S
E
T
B
A
C
K
35' REAR
SETBACK
10'
TYPE A3 OPAQUE
BUFFER (TYP.)
10' DUKE
EASEMENT
60
'
P
D
E
PRIMARY POWER
TRANSFORMER
PROJECT INFORMATION
PROJECT NAME MARKET STREET DEVELOPMENT
PROJECT ADDRESS 7700 MARKET STREET
WILMINGTON, NC
PARCEL ID - PARCEL A
R03600-004-002-000
R03600-004-001-000
R03600-004-022-000
TOTAL PROPERTY ACREAGE ±5.18 AC
APPLICANT/DEVELOPER
GOLDEN VENTURES I, LLC
330 MILITARY CUTOFF ROAD
WILMINGTON, NC 28405
ENGINEER RIVERVIEW ENGINEERING, PLLC
NICHOLAS LAURETTA, PE, LEED AP
CURRENT ZONING R-15
PROPOSED ZONING B-2 / R-5
CURRENT USE VACANT LAND
PROPOSED USE COMMERCIAL / RESIDENTIAL
CAMA LAND USE URBAN
FLOOD HAZARD ZONE X
RIVER BASIN WHITE OAK
RECEIVING STREAM PAGES CREEK
CLASSIFICATION SA; HQW
SETBACKS
FRONT B-2: 25 FT R-5: 20 FT
SIDE STREET B-2: 25 FT R-5: 10.5 FT
SIDE INTERIOR B-2: 30 FT R-5: 7 FT
REAR B-2: 35 FT R-5: 15 FT
PROPOSED STRUCTURES
NUMBER OF BUILDINGS B-2: 1 R-5: 2
BUILDING SQUARE FOOTAGE B-2: 968 SF R-5: 9,000 SF
BY-RIGHT HEIGHT B-2: 50 FT R-5: 40 FT
BUILDING HEIGHT 20 FT 36 FT
CONSTRUCTION TYPE V-B
BUILDING LOT COVERAGE B-2: 2%R-5: 13%
IMPERVIOUS COVERAGE
EXISTING 0 SF
PROPOSED 124,185 SF
PROPOSED OFFSITE 45,818 SF
DISTURBED AREA 6.18 AC.
PARKING SUMMARY - PHASE 1
INTENSITY REQUIRED PROVIDED
DWELLING, DUAL-UNIT ATTACHED 12 24 24
RESTAURANT
- 6 PER 1,000 SF SEATING AREA 968 SF 6 18
TOTAL PARKING 30 42
ADA COMPLIANT 1 (1 VAN)2 (2 VAN)
24
'
112.6'
32
'
EXISTING DISTRIBUTION LINE (DUKE) TO
BE RELOCATED UNDERGROUND, TO BE
COORDINATED AND FACILITATED BY
OWNER, EASEMENT TO BE ABANDONED
EASEMENT NOTES
1.A BICYCLE AND PEDESTRIAN PATH SHALL BE PROVIDED BETWEEN THE
RESIDENTIAL UNITS AND THE DEDICATED OPEN SPACE FOR THE
RESIDENTIAL DEVELOPMENT. THE PATH SHALL BE RESERVED AS A
PRIVATE ACCESS EASEMENT FOR THE RESIDENTS AND OWNERS OF
THE RESIDENTIAL UNITS IF THE PARCELS ARE SUBDIVIDED.
2.A 10-FOOT-WIDE PUBLIC BICYCLE AND PEDESTRIAN EASEMENT SHALL
BE RESERVED FROM ALEXANDER ROAD THROUGH THE (CZD) R-5
PORTION OF THE SITE TO THE (CZD) B-2 PORTION OF THE SITE.
PROVIDE (2) 2" CONDUIT
FOR IRRIGATION AND
SITE LIGHTING
20' PERFORMANCE
SETBACK (TYP.)
24'
18.5' TY
P
.
42' TYP
.
24'
20'
47'27'
25'
30' TYP
.
70'
R2
5
'
R2
5
'
21'
75.3'
22'
60'
11
7
24'
5'
9'
9'
9'
T
Y
P
.
18' TYP.
24
.
7
'
36'
33'
R40
'
R
2
5
'
R2
5
'
R20
'
R
2
0
'
R20
'
R20
'
R
4
5
'
R
2
0
'
R
5
'
R
2
5
'
R5'
R5'
R5
'
R25
'
24'
28.1'
12'
20'
12
'
R
4
0
'
R30
'
R25'
55' PDE
R
4
0
'
2
0
'
TYPE A3 OPAQUE
BUFFER (TYP.)
1
0
'
TYPE A3 OPAQUE
BUFFER (TYP.)
1
0
'
1
0
'
1
0
'
20
'
FUTURE
DEVELOPMENT
4' CONCRETE
SIDEWALK
R25
'
R25
'
MAIL KIOSK
4' CONCRETE
SIDEWALK
C:
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04/09/26
C
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W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
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SD
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32
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20
+
0
0
21
+
0
0
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0
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10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00
SDx
10
+
0
0
11
+
0
0
SDxSDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
DI
1.9
ST-02
DI
1.8
MH
1.1
CI
1.6
CI
1.5
CI
1.2
CI
1.4
CI
1.3
MH
3.5
O
1.1
ST-05
ST-04
ST-01
ST-03
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
10+00
37
.
2
8
37
.
2
8
11+00
36
.
6
8
36
.
6
8
12+00
36
.
1
1
36
.
1
1
13+00
35
.
1
6
35
.
1
6
14+00
34
.
8
3
34
.
8
3
15+00
34
.
5
7
34
.
5
7
16+00
34
.
5
8
34
.
5
8
17+00
34
.
7
7
34
.
7
7
18+00
34
.
9
5
34
.
9
5
19+00
35
.
0
4
35
.
0
4
20+00
ST-01
72LF OF
4
2
"
CL IV RC
P
@
1
.
9
4
%
MH
3.5
73LF OF 18"
CL IV RCP @ 1
.
4
8
%
ST-02
45LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST-03
61LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST-04
80LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST-05
0904
66LF OF 15"
CL IV RCP (EX)
@
1
.
5
0
%
0834
55LF OF 4
2
"CL IV RCP
(
E
X
)
@
1
.
7
8
%
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
20+00
34
.
5
7
34
.
5
7
21+00
28
.
3
2
36
.
0
4
22+00
30
.
9
7
37
.
6
2
23+00
32
.
7
0
37
.
4
7
24+00
-0.35%
2.72%
1.66%-2.00%
CI
1
.
4
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
2
0
+
6
8
.
9
4
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M
:
3
4
.
8
5
IN
V
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T
:
3
1
.
7
5
(
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E
)
CI 1.4
CI
1
.
3
(
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C
D
O
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8
4
0
.
0
3
)
ST
A
.
2
0
+
7
5
.
9
5
RI
M
:
3
5
.
0
4
IN
V
I
N
:
3
1
.
5
7
(
S
W
)
IN
V
O
U
T
:
3
1
.
5
7
(
N
W
)
CI 1.3
CI
1
.
2
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
2
1
+
2
9
.
2
4
RI
M
:
3
5
.
6
9
IN
V
I
N
:
3
1
.
3
0
(
S
E
)
IN
V
O
U
T
:
3
1
.
3
0
(
N
E
)
CI 1.2
54LF OF 18"
HP STORM @ 0.50%
PVI STA: 21+69.10
PVI ELEV: 37.92
K: 48.82
LVC: 150.00
HP STA: 22+27.01
HP ELEV: 37.69
BV
C
S
:
2
0
+
9
4
.
1
0
BV
C
E
:
3
5
.
8
8
EV
C
S
:
2
2
+
4
4
.
1
0
EV
C
E
:
3
7
.
6
6
MH
3
.
5
(
N
C
D
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1
0
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T
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6
F
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(
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)
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A
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2
0
+
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8
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4
4
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:
3
4
.
6
2
IN
V
I
N
:
2
4
.
2
3
(
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E
)
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V
I
N
:
2
2
.
9
0
(
N
W
)
IN
V
I
N
:
2
5
.
9
2
(
S
)
IN
V
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T
:
2
2
.
8
2
(
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E
)
MH 3.5
347LF OF 60"
HP STORM @ 0.66%
MARKET STREET PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
125.0'75.0'
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
DRIVEWAY PLAN -
MARKET STREET
CS103
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
M
I
L
I
T
A
R
Y
C
U
T
O
F
F
R
O
A
D
WI
L
M
I
N
G
T
O
N
,
N
C
2
8
4
0
5
NJL
EXISTING GRADE
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
MARKET STREET PROFILE2SCALE: 1" = 40'
5.5" B25.0C BINDER SURFACE
COURSE (NCDOT SPECIFICATION)
NCDOT TURN-LANE PAVEMENT SECTION
SCALE: NOT TO SCALE
1.5" S9.5C HOT MIX SURFACE COURSE
(NCDOT SPECIFICATION)
6
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
2" S9.5C SUPERPAVE HOT MIX ASPHALT SURFACE COURSE (NCDOT SPECIFICATION)
8" AGGREGATE BASE COURSE (NCDOT SPECIFICATION)
1
2
ENTRY ROAD SECTION
SCALE: NOT TO SCALE4
33.0' ASPHALT
1
2
℄
2.0' VERTICAL
CURB & GUTTER 3.0' PLAZA
1.0% MIN.
2.0% MAX.
FIL
L
S
L
O
P
E
(M
A
X
.
2
:
1
)
CUT S
L
O
P
E
(MAX
.
1
.
5
:
1
)
2.0' VERTICAL
CURB & GUTTER
FILL S
L
O
P
E
(MAX
.
2
:
1
)
CU
T
S
L
O
P
E
(M
A
X
.
1
.
5
:
1
)
-0.02 FT/FT-0.02 FT/FT
EDGE OF PAVEMENT
TOP OF CURB
1.0'1.0'
3.0' PLAZA
1.0% MIN.
2.0% MAX.
3" I19.0C INTERMEDIATE COURSE
(NCDOT SPECIFICATION)
8" ABC (NCDOT SPECIFICATION)
NCDOT DRIVEWAY PAVEMENT SECTION
SCALE: NOT TO SCALE
2" S9.5C SUPERPAVE HOT MIX SURFACE
COURSE (NCDOT SPECIFICATION)
5
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
MARKET STREET DRIVEWAY PROFILE3SCALE: 1" = 40'
M.P.H.
45
EXISTING GRAVEL
DRIVEWAY
EXISTING PAVED
DRIVEWAY
450' SIGHT DISTANCE 450' SIGHT DISTANCE
R/W℄
450.0' SIGHT DISTANCE 450.0' SIGHT DISTANCE
83
.
0
'
64
.
0
'
21
.
9
'
50
.
0
'
12
.
0
'
116.6'
R40
'
R
4
0
'
3.
5
'
33.0'
36.0'
NCDOT NOTES
1.CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL
APPLICABLE AND CURRENT NCDOT STANDARD DRAWINGS
INCLUDING, BUT NOT LIMITED TO, THE DRAWINGS INCLUDED OR
REFERENCED WITHIN THESE PLANS AND THE APPROVED PERMIT
PACKAGE.
2.UPON SUBSTANTIAL PROJECT COMPLETION, CONTRACTOR TO
CLEAR EXISTING CULVERTS/PIPES, CATCH BASINS, AND DITCHES
ALONG FRONTAGE AND DOWNSTREAM AS NECESSARY TO
ACHIEVE POSITIVE DRAINAGE.
3.ALL PROPOSED OR RELOCATED SIGNAGE SHALL BE PLACED OR
REPLACED IN ACCORDANCE WITH NCDOT APPROVED BREAKAWAY
SIGN SUPPORTS AS DETAILED IN DIVISION 12 IN THE NCDOT
STANDARD DRAWINGS.
4.CONTRACTOR TO SAWCUT EXISTING ASPHALT FOR SMOOTH JOINT
NOT ALIGNED WITH WHEEL PATH.
5.ANY WORK REQUIRING PERSONNEL OR EQUIPMENT WITHIN 5' OF
THE TRAVEL LANES ON AN UNDIVIDED ROADWAY, OR 10' OF THE
TRAVEL LANES, ON A DIVIDED ROADWAY SHALL REQUIRE A LANE
CLOSURE PER THE LATEST EDITION OF THE MUTCD AND THE
NCDOT STANDARD SPECI?CATIONS. THE MORE STRINGENT
STANDARDS SHALL APPLY.
·PEAK HOURS RESTRICTED: NO LANE CLOSURES SHALL BE
ALLOWED FROM 6:00AM TO 9:00AM AND FROM 4:00PM TO
7:00PM AND NO WEEKEND LANE CLOSURES (HOURS SUBJECT
TO CHANGE DUE TO TRAFFIC CONDITIONS – NIGHTTIME
OPERATIONS WILL BE REQUIRED WHEN WARRANTED).
·NO LANE CLOSURES DURING HOLIDAY RESTRICTIONS OR
LOCAL EVENTS.
6.IDENTIFICATION SIGNING OR LANDSCAPE VEGETATION WITHIN THE
MEDIAN AND THE SIGHT DISTANCE TRIANGLE MUST NOT
OBSTRUCT THE DRIVER’S LINE OF SIGHT. NO LANDSCAPING OR
SIGNING WILL BE ALLOWED TO EXCEED 42 INCHES IN HEIGHT,
MEASURED FROM THE EDGE OF PAVEMENT (EOP) WITHIN THE
MEDIAN OR SIGHT TRIANGLE.
7.ALL PYLON SIGNS IN THE MEDIAN OR SIGHT DISTANCE TRIANGLE
MUST PROVIDE A VERTICAL CLEAR SIGHT ZONE BETWEEN 3 FEET-6
INCHES AND 10 FEET-0 INCHES MEASURED FROM THE EOP.
SIGNING LOCATED WITHIN A CLEAR RECOVERY AREA SHALL BE OF
A “BREAKAWAY DESIGN.”
8.ONLY LOW GROWING SHRUBBERY, CONSISTENT WITH THE
NCDOT’S LANDSCAPING POLICIES, AS CONTAINED IN THE
PUBLICATION “GUIDELINES FOR PLANTING WITHIN HIGHWAY RIGHT
OF WAY,” WILL BE ALLOWED WITHIN A LANDSCAPED MEDIAN AND
THE SIGHT DISTANCE TRIANGLE AT THE ENTRANCEWAY TO A
DEVELOPMENT, WHETHER THE STREET OR DRIVEWAY
CONNECTION TO THE STATE HIGHWAY SYSTEM IS DESIGNATED AS
A PUBLIC FACILITY OR NOT. LANDSCAPING WITHIN THE
RIGHT-OF-WAY AND SIGHT DISTANCE TRIANGLES MAY REQUIRE
ADDITIONAL APPROVAL BY THE DISTRICT ENGINEER.
9.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE NCDOT SIGHT
TRIANGLES.
10.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE STOPPING
SIGHT DISTANCE.
SIGHT STOPPING
DISTANCE (TYP.)
R
W
R
W
65
.
2
'
83
.
5
'
C:
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04/09/26
EL
E
V
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EL
E
V
A
T
I
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STATION
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
0.40%
-2.05%-0.75%
10+00
37
.
9
8
11+00
36
.
7
6
37
.
1
4
12+00
36
.
6
2
37
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0
1
13+00
35
.
2
2
37
.
4
1
PVI STA: 11+46.01
PVI ELEV: 36.80
K: 87.32
LVC: 100.00
LP STA: 11+61.08
LP ELEV: 36.93
BV
C
S
:
1
0
+
9
6
.
0
1
BV
C
E
:
3
7
.
1
7
EV
C
S
:
1
1
+
9
6
.
0
1
EV
C
E
:
3
7
.
0
0
CI
2
.
2
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
0
+
5
8
.
1
9
RI
M
:
3
7
.
1
5
IN
V
I
N
:
3
3
.
4
4
(
N
E
)
IN
V
O
U
T
:
3
3
.
4
4
(
S
E
)
CI 2.2
CI
2
.
3
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
0
+
5
8
.
1
9
RI
M
:
3
7
.
1
5
IN
V
I
N
:
3
3
.
2
9
(
N
W
)
IN
V
O
U
T
:
3
3
.
2
9
(
N
E
)
CI 2.3
CI
2
.
4
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
1
+
6
6
.
5
4
RI
M
:
3
6
.
6
3
IN
V
O
U
T
:
3
3
.
5
1
(
S
E
)
CI 2.4
MH
3
.
4
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
3
+
0
5
.
8
4
RI
M
:
3
4
.
6
2
IN
V
I
N
:
2
7
.
6
5
(
S
W
)
IN
V
I
N
:
2
6
.
0
0
(
N
E
)
IN
V
I
N
:
3
2
.
3
9
(
N
W
)
IN
V
O
U
T
:
2
5
.
1
7
(
S
E
)
MH 3.4
MH
3
.
3
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
1
+
8
1
.
7
0
RI
M
:
3
6
.
8
7
IN
V
I
N
:
2
8
.
8
6
(
N
W
)
IN
V
O
U
T
:
2
8
.
8
6
(
N
E
)
MH 3.3
CI
2
.
5
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
1
+
6
6
.
5
4
RI
M
:
3
6
.
6
3
IN
V
I
N
:
3
2
.
7
5
(
S
W
)
IN
V
I
N
:
3
3
.
2
1
(
N
W
)
IN
V
I
N
:
3
2
.
7
5
(
S
E
)
IN
V
O
U
T
:
3
2
.
7
5
(
N
E
)
CI 2.5
108LF OF 18"
HP STORM @ 0.50%
200LF OF 24"
HP STORM @ 0.50%
121LF OF 60"
HP STORM @ 1.01%
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
9+0010+00
35
.
8
6
35
.
8
6
11+00
35
.
1
5
35
.
1
5
12+0013+00
36
.
9
9
36
.
9
9
14+00
37
.
9
4
37
.
9
4
15+00
39
.
3
2
39
.
3
2
16+00
40
.
1
4
40
.
1
4
16+50
W
W
W
W
W
W
W
W
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
WWWWWWWWWWWWWWWW
W
W
W
W
W
W
W
W
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
33
33
34
34
35
3
5
35
36
3
7
3
8
3
9
10
+
0
0
11
+
0
0
SDx
10+00
11+00 12+0012+16.50
12
+
0
0
13
+
0
0
10+0011+0012+0013+0014+0015+00
1
6
+
0
0
17
+
0
0
CI
2.3
MH
3.2
CI
2.2
DI
2.1
CI
2.4
MH
3.6
CI
2.5
ALEXANDER ROAD PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
DRIVEWAY PLAN -
ALEXANDER
ROAD
CS104
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
M
I
L
I
T
A
R
Y
C
U
T
O
F
F
R
O
A
D
WI
L
M
I
N
G
T
O
N
,
N
C
2
8
4
0
5
NJL
ALEXANDER ROAD PROFILE2SCALE: 1" = 40'
2" S9.5C SUPERPAVE HOT MIX ASPHALT SURFACE COURSE
(NCDOT SPECIFICATION)
8" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
1
2
ENTRY ROAD SECTION
SCALE: NOT TO SCALE4
29.0' ASPHALT
1
2
℄
2.0' VERTICAL
CURB & GUTTER 3.0' PLAZA
1.0% MIN.
2.0% MAX.
FIL
L
S
L
O
P
E
(M
A
X
.
2
:
1
)
CUT S
L
O
P
E
(MAX
.
1
.
5
:
1
)
2.0' VERTICAL
CURB & GUTTER
FILL S
L
O
P
E
(MAX
.
2
:
1
)
CU
T
S
L
O
P
E
(M
A
X
.
1
.
5
:
1
)
-0.02 FT/FT-0.02 FT/FT
EDGE OF PAVEMENT
TOP OF CURB
1.0'1.0'
3.0' PLAZA
1.0% MIN.
2.0% MAX.
8" ABC (NCDOT SPECIFICATION)
NCDOT DRIVEWAY PAVEMENT SECTION
SCALE: NOT TO SCALE
2" S9.5C SUPERPAVE HOT MIX SURFACE
COURSE (NCDOT SPECIFICATION)
5
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
ALEXANDER ROAD DRIVEWAY PROFILE3SCALE: 1" = 40'
140' SIGHT DISTANCE 250' SIGHT DISTANCE
EXISTING PAVED
DRIVEWAY
EXISTING PAVED
DRIVEWAY
EXISTING GRAVEL
DRIVEWAY
M.P.H.
25
32.0'
140.0' SIGHT DISTANCE 250.0' SIGHT DISTANCE
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
EXISTING GRADE
R
W
R
W
R
W
R
W R
3
0
'
R40
'
104.6'
20
.
5
'
60
.
0
'
71
.
0
'
NCDOT NOTES
1.CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL
APPLICABLE AND CURRENT NCDOT STANDARD DRAWINGS
INCLUDING, BUT NOT LIMITED TO, THE DRAWINGS INCLUDED OR
REFERENCED WITHIN THESE PLANS AND THE APPROVED PERMIT
PACKAGE.
2.UPON SUBSTANTIAL PROJECT COMPLETION, CONTRACTOR TO
CLEAR EXISTING CULVERTS/PIPES, CATCH BASINS, AND DITCHES
ALONG FRONTAGE AND DOWNSTREAM AS NECESSARY TO
ACHIEVE POSITIVE DRAINAGE.
3.ALL PROPOSED OR RELOCATED SIGNAGE SHALL BE PLACED OR
REPLACED IN ACCORDANCE WITH NCDOT APPROVED BREAKAWAY
SIGN SUPPORTS AS DETAILED IN DIVISION 12 IN THE NCDOT
STANDARD DRAWINGS.
4.CONTRACTOR TO SAWCUT EXISTING ASPHALT FOR SMOOTH JOINT
NOT ALIGNED WITH WHEEL PATH.
5.ANY WORK REQUIRING PERSONNEL OR EQUIPMENT WITHIN 5' OF
THE TRAVEL LANES ON AN UNDIVIDED ROADWAY, OR 10' OF THE
TRAVEL LANES, ON A DIVIDED ROADWAY SHALL REQUIRE A LANE
CLOSURE PER THE LATEST EDITION OF THE MUTCD AND THE
NCDOT STANDARD SPECI?CATIONS. THE MORE STRINGENT
STANDARDS SHALL APPLY.
·PEAK HOURS RESTRICTED: NO LANE CLOSURES SHALL BE
ALLOWED FROM 6:00AM TO 9:00AM AND FROM 4:00PM TO
7:00PM AND NO WEEKEND LANE CLOSURES (HOURS SUBJECT
TO CHANGE DUE TO TRAFFIC CONDITIONS – NIGHTTIME
OPERATIONS WILL BE REQUIRED WHEN WARRANTED).
·NO LANE CLOSURES DURING HOLIDAY RESTRICTIONS OR
LOCAL EVENTS.
6.IDENTIFICATION SIGNING OR LANDSCAPE VEGETATION WITHIN THE
MEDIAN AND THE SIGHT DISTANCE TRIANGLE MUST NOT
OBSTRUCT THE DRIVER’S LINE OF SIGHT. NO LANDSCAPING OR
SIGNING WILL BE ALLOWED TO EXCEED 42 INCHES IN HEIGHT,
MEASURED FROM THE EDGE OF PAVEMENT (EOP) WITHIN THE
MEDIAN OR SIGHT TRIANGLE.
7.ALL PYLON SIGNS IN THE MEDIAN OR SIGHT DISTANCE TRIANGLE
MUST PROVIDE A VERTICAL CLEAR SIGHT ZONE BETWEEN 3 FEET-6
INCHES AND 10 FEET-0 INCHES MEASURED FROM THE EOP.
SIGNING LOCATED WITHIN A CLEAR RECOVERY AREA SHALL BE OF
A “BREAKAWAY DESIGN.”
8.ONLY LOW GROWING SHRUBBERY, CONSISTENT WITH THE
NCDOT’S LANDSCAPING POLICIES, AS CONTAINED IN THE
PUBLICATION “GUIDELINES FOR PLANTING WITHIN HIGHWAY RIGHT
OF WAY,” WILL BE ALLOWED WITHIN A LANDSCAPED MEDIAN AND
THE SIGHT DISTANCE TRIANGLE AT THE ENTRANCEWAY TO A
DEVELOPMENT, WHETHER THE STREET OR DRIVEWAY
CONNECTION TO THE STATE HIGHWAY SYSTEM IS DESIGNATED AS
A PUBLIC FACILITY OR NOT. LANDSCAPING WITHIN THE
RIGHT-OF-WAY AND SIGHT DISTANCE TRIANGLES MAY REQUIRE
ADDITIONAL APPROVAL BY THE DISTRICT ENGINEER.
9.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE NCDOT SIGHT
TRIANGLES.
10.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE STOPPING
SIGHT DISTANCE.
30
.
0
'
R/W℄
10.0' PVMT.
PAVEMENT STRIPING LEGEND
SYMBOL DESCRIPTION
WHITE STOP BAR (24", 90 MIL)
STOP SIGN (R1-1)
T5
T7
T5
T7
C:
\
U
s
e
r
s
\
N
i
c
k
L
a
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t
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a
\
R
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r
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i
e
w
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D
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p
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o
x
\
R
i
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v
i
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i
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e
e
r
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\
1
0
2
3
.
0
2
A
l
e
x
a
n
d
e
r
S
t
a
t
i
o
n
\
0
4
.
C
A
D
\
1
0
2
3
.
0
2
_
A
l
e
x
a
n
d
e
r
S
t
a
t
i
o
n
_
S
p
.
d
w
g
,
C
S
1
0
4
,
4
/
9
/
2
0
2
6
1
0
:
4
6
:
4
9
A
M
04/09/26
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
10+00 11+00
37
.
8
6
39
.
5
5
12+00
35
.
8
5
37
.
3
7
-5.0
5
%
-0.62%
-2.00%
PVI STA: 11+64.86
PVI ELEV: 39.15
K: 11.29
LVC: 50.00
HP STA: 11+39.86
HP ELEV: 39.30
BV
C
S
:
1
1
+
3
9
.
8
6
BV
C
E
:
3
9
.
3
0
EV
C
S
:
1
1
+
8
9
.
8
6
EV
C
E
:
3
7
.
8
8
MH
3
.
1
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
0
+
3
5
.
1
9
RI
M
:
4
0
.
3
0
IN
V
I
N
:
3
2
.
8
5
(
S
W
)
IN
V
I
N
:
3
7
.
1
5
(
N
)
IN
V
O
U
T
:
3
2
.
1
6
(
S
E
)
MH 3.1
MH
3
.
2
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
0
+
5
5
.
0
2
RI
M
:
3
9
.
9
2
IN
V
I
N
:
3
1
.
9
3
(
N
W
)
IN
V
O
U
T
:
3
0
.
5
7
(
S
E
)
MH 3.2
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
15+00
39
.
3
2
39
.
3
2
16+00
40
.
1
4
40
.
1
4
17+0018+0019+0020+0021+0022+00
2.0'1.1'
1.0'1.6'1.1'
1.7'
1.8'
1.6'
0.5'
1.8'0.7'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'
1.4'
0.7'
0.4'
0.8'
0.5'
0.7'1.7'
1.2'
0.9'
1.0'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'0.8'
0.7'
0.7'1.1'
0.8'
0.8'
1.1'
1.1'
1.0'
0.5'
0.8'
0.9'
0.9'
0.7'
W
W
W
W
W
W
W
W
WWWWWWWWWWWWWWW
F
M
F
M
FM
FMFMFMFMFMFMFMFMFM
FM
FM
FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFM
SD
S
D
SD
39 37
38
39
S
S
S
SS
SS
SS
FM
FM
10+0
0
SD
x
S
S
SS
SS
10
+
0
0
11
+
0
0
10
+
0
0
10
+
8
1
.
9
7
14
+
0
0
15
+
0
0
16+00
17+0018+0019+0020+0021+0022+0022+33.47
O
2.2
O
2.1
MH
3.2
ST-06 ST-07
MH
3.1
MH
3.6
ST-08
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
10+00 11+00
-2.00%-0.50%
15" CL IV RCP
ALEXANDER ROAD PLAN - STA. 14+00 - 22+001SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
DRIVEWAY PLAN -
ALEXANDER
ROAD
CS105
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
M
I
L
I
T
A
R
Y
C
U
T
O
F
F
R
O
A
D
WI
L
M
I
N
G
T
O
N
,
N
C
2
8
4
0
5
NJL
ALEXANDER ROAD PROFILE - STA. 14+00 - 22+002SCALE: 1" = 40'
2" S9.5C SUPERPAVE HOT MIX ASPHALT SURFACE COURSE
(NCDOT SPECIFICATION)
8" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
1
2
ENTRY ROAD SECTION
SCALE: NOT TO SCALE5
21.0' ASPHALT
1
2
℄
3.0' PLAZA
1.0% MIN.
2.0% MAX.
FIL
L
S
L
O
P
E
(M
A
X
.
2
:
1
)
CUT S
L
O
P
E
(MAX
.
1
.
5
:
1
)
45.0' PRIVATE RIGHT-OF-WAY
FILL S
L
O
P
E
(MAX
.
2
:
1
)
CU
T
S
L
O
P
E
(M
A
X
.
1
.
5
:
1
)
-0.02 FT/FT-0.02 FT/FT
EDGE OF PAVEMENT
3.0' PLAZA
1.0% MIN.
2.0% MAX.
8" ABC (NCDOT SPECIFICATION)
NCDOT DRIVEWAY PAVEMENT SECTION
SCALE: NOT TO SCALE
2" S9.5C SUPERPAVE HOT MIX SURFACE
COURSE (NCDOT SPECIFICATION)
6
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
TOWNHOUSE DRIVEWAY PROFILE3SCALE: 1" = 40'
EXISTING PAVED
DRIVEWAY
EXISTING PAVED
DRIVEWAY
250' SIGHT DISTANCE 107.5' SIGHT DISTANCE
R/W℄
10.0' PVMT.
M.P.H.
25
EXISTING PAVED
DRIVEWAY
EXISTING GRADE
R
W
R
W
115.5' SIGHT DISTANCE
PUMP STATION DRIVEWAY PROFILE4SCALE: 1" = 40'
250.0' SIGHT DISTANCE
250.0' SIGHT DISTANCE250.0' SIGHT DISTANCE
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
75.2'
20
.
6
'
30
.
1
'
23
.
6
'
29
.
5
'
45.0'
PRIVATE R/W
25
'
70'
20
'
30
'
60
'
PROPOSED
PUMP STATION
250' SIGHT DISTANCE 250' SIGHT DISTANCE
POINT OF INTERSECTION
ALEXANDER ROAD /
TOWNHOUSE DRIVEWAY
POINT OF INTERSECTION
ALEXANDER ROAD / PUMP
STATION DRIVEWAY
R/W
℄
10.0' PVMT.
6.0' SHLD.
6.0' SHLD.
NCDOT NOTES
1.CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL
APPLICABLE AND CURRENT NCDOT STANDARD DRAWINGS
INCLUDING, BUT NOT LIMITED TO, THE DRAWINGS INCLUDED OR
REFERENCED WITHIN THESE PLANS AND THE APPROVED PERMIT
PACKAGE.
2.UPON SUBSTANTIAL PROJECT COMPLETION, CONTRACTOR TO
CLEAR EXISTING CULVERTS/PIPES, CATCH BASINS, AND DITCHES
ALONG FRONTAGE AND DOWNSTREAM AS NECESSARY TO
ACHIEVE POSITIVE DRAINAGE.
3.ALL PROPOSED OR RELOCATED SIGNAGE SHALL BE PLACED OR
REPLACED IN ACCORDANCE WITH NCDOT APPROVED BREAKAWAY
SIGN SUPPORTS AS DETAILED IN DIVISION 12 IN THE NCDOT
STANDARD DRAWINGS.
4.CONTRACTOR TO SAWCUT EXISTING ASPHALT FOR SMOOTH JOINT
NOT ALIGNED WITH WHEEL PATH.
5.ANY WORK REQUIRING PERSONNEL OR EQUIPMENT WITHIN 5' OF
THE TRAVEL LANES ON AN UNDIVIDED ROADWAY, OR 10' OF THE
TRAVEL LANES, ON A DIVIDED ROADWAY SHALL REQUIRE A LANE
CLOSURE PER THE LATEST EDITION OF THE MUTCD AND THE
NCDOT STANDARD SPECI?CATIONS. THE MORE STRINGENT
STANDARDS SHALL APPLY.
·PEAK HOURS RESTRICTED: NO LANE CLOSURES SHALL BE
ALLOWED FROM 6:00AM TO 9:00AM AND FROM 4:00PM TO
7:00PM AND NO WEEKEND LANE CLOSURES (HOURS SUBJECT
TO CHANGE DUE TO TRAFFIC CONDITIONS – NIGHTTIME
OPERATIONS WILL BE REQUIRED WHEN WARRANTED).
·NO LANE CLOSURES DURING HOLIDAY RESTRICTIONS OR
LOCAL EVENTS.
6.IDENTIFICATION SIGNING OR LANDSCAPE VEGETATION WITHIN THE
MEDIAN AND THE SIGHT DISTANCE TRIANGLE MUST NOT
OBSTRUCT THE DRIVER’S LINE OF SIGHT. NO LANDSCAPING OR
SIGNING WILL BE ALLOWED TO EXCEED 42 INCHES IN HEIGHT,
MEASURED FROM THE EDGE OF PAVEMENT (EOP) WITHIN THE
MEDIAN OR SIGHT TRIANGLE.
7.ALL PYLON SIGNS IN THE MEDIAN OR SIGHT DISTANCE TRIANGLE
MUST PROVIDE A VERTICAL CLEAR SIGHT ZONE BETWEEN 3 FEET-6
INCHES AND 10 FEET-0 INCHES MEASURED FROM THE EOP.
SIGNING LOCATED WITHIN A CLEAR RECOVERY AREA SHALL BE OF
A “BREAKAWAY DESIGN.”
8.ONLY LOW GROWING SHRUBBERY, CONSISTENT WITH THE
NCDOT’S LANDSCAPING POLICIES, AS CONTAINED IN THE
PUBLICATION “GUIDELINES FOR PLANTING WITHIN HIGHWAY RIGHT
OF WAY,” WILL BE ALLOWED WITHIN A LANDSCAPED MEDIAN AND
THE SIGHT DISTANCE TRIANGLE AT THE ENTRANCEWAY TO A
DEVELOPMENT, WHETHER THE STREET OR DRIVEWAY
CONNECTION TO THE STATE HIGHWAY SYSTEM IS DESIGNATED AS
A PUBLIC FACILITY OR NOT. LANDSCAPING WITHIN THE
RIGHT-OF-WAY AND SIGHT DISTANCE TRIANGLES MAY REQUIRE
ADDITIONAL APPROVAL BY THE DISTRICT ENGINEER.
9.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE NCDOT SIGHT
TRIANGLES.
10.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE STOPPING
SIGHT DISTANCE.
R
2
5
'
R25
'
PAVEMENT STRIPING LEGEND
SYMBOL DESCRIPTION
WHITE STOP BAR (24", 90 MIL)
STOP SIGN (R1-1)
T5
T7
T5
T7
R2
5
'
R
2
5
'
C:
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04/09/26
W W W W W W W W W W W W W
W
W
W W W W W W W W W W W W W W W W W
C C C C C C C C C C C C C
C C C C C C
C C C C C C C C C C C C C C C C C C C C C C
C C C C C C C C C C C C
C
C C C C C
C
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
SDSDSDSDSDSDSDSDSDSDSD
32
32
33
33
34
35
WW
W
W
W
W
W
14
+
5
0
14
+
5
0
15
+
0
0
15
+
0
0
15
+
5
0
15
+
5
0
16
+
0
0
16
+
0
0
16
+
5
0
16
+
5
0
17
+
0
0
17
+
0
0
17
+
3
4
.
2
2
17
+
3
4
.
2
2
17
+
3
4
.
2
3
17
+
3
4
.
2
3
35
20
+
0
0
21
+
0
0
14+00 15+00 16+00 17+00
34
33
SDxSDx
35
33
32
34
SDxSDxSDxSDxSDx
CL ROAD
14+50
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
15+00
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
15+50
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
16+00
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
16+50
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
17+00
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
17+34
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
CL ROAD
17+34
20
25
30
35
40
45
20
25
30
35
40
45
0 200-20-40-60
34
.
6
6
34
.
6
6
34
.
5
7
34
.
5
7
34
.
5
7
34
.
5
7
34
.
5
8
34
.
5
8
34
.
6
6
34
.
6
6
34
.
7
7
34
.
7
7
34
.
8
1
34
.
8
1
34
.
8
1
34
.
8
1
-33
.
3
%
0.0%
-2.0%
-33
.
3
%
0.0%
-2.0%
-33
.
3
%
0.0%
-1.4%
-33
.
3
%
-1.4%
-33
.
3
%
-1.7%
3.0%-2.0%1.8%1.7%-2.0%
-33
.
3
%
0.0%
-1.4%
DI
1.9
CL IV RCP
CL IV RCP CL IV RCP
CL IV RCP
CL IV RCP
CL IV RCP
CL IV RCP CL IV RCP
TURN LANE PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
TURN LANE
DETAILS -
MARKET STREET
CS106
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
M
I
L
I
T
A
R
Y
C
U
T
O
F
F
R
O
A
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WI
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M
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T
O
N
,
N
C
2
8
4
0
5
NJL
PAVEMENT STRIPING LEGEND
SYMBOL DESCRIPTION
WHITE EDGE LINE (4", 90 MIL)
WHITE SOLID LINE (4", 90 MIL)
3 FT. - 9 FT. / SP WHITE MINISKIP (4", 90 MIL)
2 FT. - 6 FT. / SP WHITE MINISKIP (4", 90 MIL)
WHITE STOP BAR (24", 90 MIL)
RIGHT TURN ARROW (90 MIL)
STOP SIGN (R1-1)
T1
T2
T4
T5
T61
T71
R1-1
T2
T1
NCDOT NOTES
1.CONTRACTOR SHALL BE RESPONSIBLE FOR UTILIZING ALL
APPLICABLE AND CURRENT NCDOT STANDARD DRAWINGS
INCLUDING, BUT NOT LIMITED TO, THE DRAWINGS INCLUDED OR
REFERENCED WITHIN THESE PLANS AND THE APPROVED PERMIT
PACKAGE.
2.UPON SUBSTANTIAL PROJECT COMPLETION, CONTRACTOR TO
CLEAR EXISTING CULVERTS/PIPES, CATCH BASINS, AND DITCHES
ALONG FRONTAGE AND DOWNSTREAM AS NECESSARY TO
ACHIEVE POSITIVE DRAINAGE.
3.ALL PROPOSED OR RELOCATED SIGNAGE SHALL BE PLACED OR
REPLACED IN ACCORDANCE WITH NCDOT APPROVED BREAKAWAY
SIGN SUPPORTS AS DETAILED IN DIVISION 12 IN THE NCDOT
STANDARD DRAWINGS.
4.CONTRACTOR TO SAWCUT EXISTING ASPHALT FOR SMOOTH JOINT
NOT ALIGNED WITH WHEEL PATH.
5.ANY WORK REQUIRING PERSONNEL OR EQUIPMENT WITHIN 5' OF
THE TRAVEL LANES ON AN UNDIVIDED ROADWAY, OR 10' OF THE
TRAVEL LANES, ON A DIVIDED ROADWAY SHALL REQUIRE A LANE
CLOSURE PER THE LATEST EDITION OF THE MUTCD AND THE
NCDOT STANDARD SPECI?CATIONS. THE MORE STRINGENT
STANDARDS SHALL APPLY.
·PEAK HOURS RESTRICTED: NO LANE CLOSURES SHALL BE
ALLOWED FROM 6:00AM TO 9:00AM AND FROM 4:00PM TO
7:00PM AND NO WEEKEND LANE CLOSURES (HOURS SUBJECT
TO CHANGE DUE TO TRAFFIC CONDITIONS – NIGHTTIME
OPERATIONS WILL BE REQUIRED WHEN WARRANTED).
·NO LANE CLOSURES DURING HOLIDAY RESTRICTIONS OR
LOCAL EVENTS.
6.IDENTIFICATION SIGNING OR LANDSCAPE VEGETATION WITHIN THE
MEDIAN AND THE SIGHT DISTANCE TRIANGLE MUST NOT
OBSTRUCT THE DRIVER’S LINE OF SIGHT. NO LANDSCAPING OR
SIGNING WILL BE ALLOWED TO EXCEED 42 INCHES IN HEIGHT,
MEASURED FROM THE EDGE OF PAVEMENT (EOP) WITHIN THE
MEDIAN OR SIGHT TRIANGLE.
7.ALL PYLON SIGNS IN THE MEDIAN OR SIGHT DISTANCE TRIANGLE
MUST PROVIDE A VERTICAL CLEAR SIGHT ZONE BETWEEN 3 FEET-6
INCHES AND 10 FEET-0 INCHES MEASURED FROM THE EOP.
SIGNING LOCATED WITHIN A CLEAR RECOVERY AREA SHALL BE OF
A “BREAKAWAY DESIGN.”
8.ONLY LOW GROWING SHRUBBERY, CONSISTENT WITH THE
NCDOT’S LANDSCAPING POLICIES, AS CONTAINED IN THE
PUBLICATION “GUIDELINES FOR PLANTING WITHIN HIGHWAY RIGHT
OF WAY,” WILL BE ALLOWED WITHIN A LANDSCAPED MEDIAN AND
THE SIGHT DISTANCE TRIANGLE AT THE ENTRANCEWAY TO A
DEVELOPMENT, WHETHER THE STREET OR DRIVEWAY
CONNECTION TO THE STATE HIGHWAY SYSTEM IS DESIGNATED AS
A PUBLIC FACILITY OR NOT. LANDSCAPING WITHIN THE
RIGHT-OF-WAY AND SIGHT DISTANCE TRIANGLES MAY REQUIRE
ADDITIONAL APPROVAL BY THE DISTRICT ENGINEER.
9.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE NCDOT SIGHT
TRIANGLES.
10.NO OBSTRUCTIONS SHALL BE PLACED WITHIN THE STOPPING
SIGHT DISTANCE.
11.ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC AND
INSTALLED TO THE MOST CURRENT NCDOT STANDARDS.
12.ALL PAVEMENT MARKERS SHALL BE SNOWPLOWABLE, PERMANENT
MARKERS AND INSTALLED TO THE MOST CURRENT NCDOT
STANDARDS.
13.REMOVE ALL CONFLICTING EXISTING PAVEMENT MARKINGS AND
SIGNS WITHIN THE CONSTRUCTION AREA.
14.TIE PROPOSED PAVEMENT MARKING LINES TO EXISTING
PAVEMENT MARKING LINES.
T4
TURN LANE SECTIONS2SCALE: 1" = 40'
T71T71
T5
T71
T61
R1-1
T1
T2
EXISTING VARIABLE DEPTH ASPHALT PAVEMENT SURFACE
COURSE
EXISTING VARIABLE DEPTH SUBGRADE
MILLING - 1.5" DEPTH
1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C,
AT AN AVG. RATE OF 168 LBS/SY IN 2 LAYERS
3.0" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE
I19.0C, AT AN AVG. RATE OF 456 LBS/SY
5.5" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, AT
AN AVG. RATE OF 570 LBS/SY
1
2
RIGHT TURN LANE - MARKET STREET
SCALE: NOT TO SCALE3
VARIES
1
2
℄
2.5' VERTICAL
CURB & GUTTER 3.0' PLAZA
1.0% MIN.
2.0% MAX.
FIL
L
S
L
O
P
E
(M
A
X
.
2
:
1
)
CUT S
L
O
P
E
(MAX
.
1
.
5
:
1
)
1.0'
4 5 6
3
4
5
6
3
5.5" B25.0C BINDER SURFACE
COURSE (NCDOT SPECIFICATION)
NCDOT TURN-LANE PAVEMENT SECTION
SCALE: NOT TO SCALE
1.5" S9.5C HOT MIX SURFACE COURSE
(NCDOT SPECIFICATION)
6
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
3.0" I19.0C INTERMEDIATE
COURSE (NCDOT SPECIFICATION)
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
R
W
R
W
C:
\
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:
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6
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A
M
04/09/26
EL
E
V
A
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I
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N
EL
E
V
A
T
I
O
N
STATION
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
10+00
26
.
5
9
34
.
6
8
11+00
34
.
1
0
34
.
0
8
12+00
34
.
3
2
34
.
2
0
13+00
34
.
5
0
14+00
34
.
3
7
15+00
34
.
3
8
ST
-
0
5
(
N
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8
4
0
.
0
3
)
ST
A
.
1
7
+
3
8
.
5
1
RI
M
:
3
3
.
9
2
IN
V
I
N
:
2
8
.
1
1
(
N
E
)
IN
V
O
U
T
:
2
8
.
1
1
(
S
W
)
ST-05
80LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST
-
0
4
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
6
+
5
9
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2
5
RI
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:
3
4
.
1
8
IN
V
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:
2
6
.
9
1
(
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)
IN
V
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:
2
8
.
1
6
(
N
W
)
IN
V
O
U
T
:
2
6
.
9
1
(
S
W
)
ST-04
61LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST
-
0
3
(
N
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T
8
4
0
.
0
3
)
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A
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1
5
+
9
8
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2
1
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M
:
3
4
.
0
8
IN
V
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:
2
5
.
9
9
(
N
E
)
IN
V
O
U
T
:
2
6
.
0
0
(
S
W
)
ST-03
45LF OF 18"
CL IV RCP @ 1
.
5
0
%
ST
-
0
2
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
5
+
5
2
.
8
8
RI
M
:
3
4
.
0
8
IN
V
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N
:
2
5
.
3
2
(
N
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)
IN
V
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N
:
2
5
.
5
3
(
N
W
)
IN
V
O
U
T
:
2
5
.
3
2
(
S
W
)
ST-02
73LF OF 18"
CL IV RCP @ 1.
4
8
%
MH
3
.
5
(
N
C
D
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T
1
0
F
T
X
6
F
T
(
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)
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8
0
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6
6
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:
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4
.
6
2
IN
V
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:
2
4
.
2
3
(
N
E
)
IN
V
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N
:
2
2
.
9
0
(
N
W
)
IN
V
I
N
:
2
5
.
9
2
(
S
)
IN
V
O
U
T
:
2
2
.
8
2
(
S
E
)
MH 3.5
65LF OF 18"
CL IV RCP (EX
)
@
1
.
5
7
%
09
0
4
(
N
C
D
O
T
8
4
0
.
0
3
)
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A
.
1
8
+
0
4
.
6
9
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:
3
4
.
3
1
IN
V
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:
2
9
.
1
0
(
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)
IN
V
O
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:
2
9
.
1
2
(
S
W
)
0904
10+00
35
.
3
9
11+00
35
.
0
7
12+00
34
.
4
5
13+00
29
.
1
6
34
.
5
3
72LF OF
4
2
"
CL IV RC
P
@
1
.
9
4
%
ST
-
0
1
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
4
+
1
3
.
0
2
RI
M
:
3
4
.
2
0
IN
V
I
N
:
2
8
.
9
0
(
N
W
)
IN
V
I
N
:
2
7
.
3
2
(
S
W
)
IN
V
O
U
T
:
2
7
.
3
2
(
N
)
ST-01
MH
3
.
5
(
N
C
D
O
T
1
0
F
T
X
6
F
T
(
J
B
)
)
ST
A
.
1
4
+
8
0
.
6
6
RI
M
:
3
4
.
6
2
IN
V
I
N
:
2
4
.
2
3
(
N
E
)
IN
V
I
N
:
2
2
.
9
0
(
N
W
)
IN
V
I
N
:
2
5
.
9
2
(
S
)
IN
V
O
U
T
:
2
2
.
8
2
(
S
E
)
MH 3.5
55LF OF 42
"CL IV RCP
(
E
X
)
@
1
.
7
8
%
08
3
4
(
N
C
D
O
T
2
X
3
(
C
B
)
)
ST
A
.
1
3
+
5
7
.
8
6
RI
M
:
3
4
.
4
2
IN
V
I
N
:
2
8
.
4
0
(
S
W
)
IN
V
O
U
T
:
2
8
.
3
0
(
N
E
)
0834
09
0
6
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
9
+
6
6
.
9
7
RI
M
:
3
4
.
3
8
IN
V
O
U
T
:
3
0
.
2
0
(
S
W
)
0906
162LF OF 15"
CL IV RCP (EX) @ 0.68%
182LF OF 42"
42 inch Concrete Pipe @ 0.55%
08
3
0
(
N
C
D
O
T
8
4
0
.
0
3
)
ST
A
.
1
1
+
7
6
.
3
6
RI
M
:
3
5
.
1
5
IN
V
O
U
T
:
2
9
.
4
0
(
N
E
)
0830
C C C C
C
W W W W W W W W W W W
W W W W W W W W W W
C C C C C C C C C C C C C C
C
C
C C C C C C C C C C C C C C C C
C C C C C
C
C C
GAS GAS GAS GAS GAS GAS GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS C
C C C C
C C
SD
SD
SDSDSDSDSDSDSD
SD
SDSDSDSD
SD SD SD SD SD SD SD
S
D
SD SD SD SD SD SD SD
SD
SD
W
W
W
W
W
W
W
AIR
AIR
12
6
12
6
8
NEW SHEETZ STORE
6,139 SF
FFE: 39.00'
32
32
33
34
3
4
3
3
33
3
4
3
4
34
34
35
35
35
35
36
S
S
S
WW
W
W
W
W
35
35 36
3
7
3
6
36
3
7
3
7
37
37
38
37
34 33
35
34
36
37
SDx
35
33
32
34
SDxSDxSDxSDxSDx
SDx SDx SDx SDx
DI
1.9
ST-02
DI
1.8
MH
1.1 CI
1.6
CI
1.5
2.8
CI
1.2
CI
1.4
CI
1.3
MH
3.5
O
1.1
ST-05
ST-04
ST-01
CI
1.7
ST-03
100
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
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1
STORM DRAINAGE
PLAN - MARKET
STREET
CS107
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
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N
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I
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33
0
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I
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A
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2
8
4
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NJL
MARKET STREET - STORM DRAINAGE NETWORK3SCALE: HOR 1" = 30', VER 1" = 3'
GUTTER SPREAD ANALYSIS (4 IN/HR)
MARKET STREET - DRAINAGE AREA MAP1SCALE: 1" = 50'
DA: 0904
0.14 AC
C: 0.95
DA: ST5
0.06 AC
C: 0.95
DA: ST4
0.08 AC
C: 0.95
DA: ST3
0.07 AC
C: 0.95
DA: ST2
0.14 AC
C: 0.95
DA: ST1
0.13 AC
C: 0.95
DA: 1.8
0.70 AC
C: 0.50
DA: 0830
1.14 AC
C: 0.50
DA: 1.9
1.61 AC
C: 0.50
DA TO 0904
0.89 AC
C: 0.50
DA TO 0906
11.87 AC
C: 0.50
DA TO 0830
70.0 AC
C: 0.50
GRAPHIC SCALE
50'050'
SCALE: 1" = 50'
100'
DA: 0834
0.15 AC
C: 0.95
DA TO MH3.5
35.4 AC
RATIONAL METHOD PEAK FLOW ANALYSIS
ELEMENT AREA C TC I25 Q25 I100 Q100
(AC)(MM:SS)(IN/HR)(CFS)(IN/HR)(CFS)
ALEXANDER 30.37 0.50 19:15 6.59 100.00 7.85 119.26
SITE 1 0.85 0.72 4:12 12.60 7.71 14.41 8.82
SITE 2 3.99 0.72 9:48 8.76 25.18 10.26 29.49
SUB-0830 1.14 0.50 12:14 7.99 4.56 9.41 5.37
SUB-0834 0.15 0.72 9:48 8.76 0.98 10.26 1.14
SUB-0904 0.14 0.95 4:12 12.60 1.68 14.41 1.92
SUB-0906 0.19 0.95 4:12 12.60 2.29 14.41 2.62
SUB-1.8 0.70 0.50 9:48 8.76 3.07 10.26 3.60
SUB-1.9 1.61 0.50 12:14 7.99 6.45 9.41 7.60
SUB-ST1 0.13 0.95 4:12 12.60 1.51 14.41 1.73
SUB-ST2 0.15 0.95 4:12 12.60 0.92 14.41 1.97
SUB-ST3 0.07 0.95 4:12 12.60 0.81 14.41 0.92
SUB-ST4 0.08 0.95 4:12 12.60 0.81 14.41 1.04
SUB-ST5 0.06 0.95 4:12 12.60 0.69 14.41 0.79
TO 0830 70.01 0.50 0:48 5.91 206.92 7.10 248.51
TO 0904 0.89 0.50 9:48 8.76 3.26 10.26 4.55
TO 0906 11.87 0.50 14:05 7.52 43.90 8.90 52.79
TO MH3.6 5.08 0.80 7:10 9.70 39.43 11.37 46.20
C:
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\
1
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2
3
.
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_
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w
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,
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1
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7
,
4
/
9
/
2
0
2
6
1
0
:
4
5
:
4
9
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
STORM DRAINAGE
PROFILES -
MARKET STREET
CS108
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
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33
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NJL
MARKET STREET - STORM DRAINAGE PROFILE (25-YEAR)1 SCALE: NOT TO SCALE
MARKET STREET - STORM DRAINAGE PROFILE (100-YEAR)2 SCALE: NOT TO SCALE
C:
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0
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1
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2
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04/09/26
C C C C C C
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
C
C
C C C C C C C C C C C C C C C C C C
C C C C C C C
C C C
GAS GAS GAS GAS GAS GAS GAS GAS
GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
1.6'
1.1'
2.1'1.8'
1.0'
1.2'
0.9'0.7'
1.5'
1.4'
1.1'
1.2'
0.9'
2.0'
0.5'
1.1'
0.8'
1.5'
2.0'
1.1'
1.0'
1.6'1.1'
1.7'
1.8'
1.8'
1.6'
0.5'
1.8'0.7'
2.6'
1.0'1.6'
1.2'
0.5'
1.3'
0.6'
0.6'0.6'
0.7'
0.7'
0.6'
0.7'
1.0'
0.6'
0.7'
0.7'
0.6'0.6'0.7'
0.8'0.9'
1.0'1.4'
1.6'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.7'1.7'
1.2'
0.9'
1.0'
0.8'0.6'
0.8'
1.1'2.0'
0.5'
0.6'
0.7'
0.7'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'
0.8'
0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.9'
0.7'
SDSDSDSDSDSD
SD
SDSDSDSDSD
SD
SD SD SD SD SD SD SD SD SD
S
D
SD SD SD SD SD SD SD SD SD
SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
32
32
33
34
3
4
3434
34343434
35
36
37
38
39
3
3
33
3
4
3
4
34
34
35
35
35
35
36
37
38
39
S
S
S
S
SS SS
S
S
SS
SS
SS
S
S
SS
S
S
S
SS
SS
SS
SS
SS
SS
WW
FM
FM
S
S
S
S
SS SS SS
WW
WW
W
W
W
W
W
W
W
L
O
D
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LODLO
D
LO
D
LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LODLODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LOD
LO
D
LOD
LOD
SD
x
S
S
SS
SS
W
W
W
35
3
5
35
40
36
38
3
7
37
3
6
36
36
37
39
3
2
.
5
2
6
28
37
37 38 39
3
2
3
2
3
1
3
0
3839
37
39
37
3
7
3
6
3
7
37
37
38
37 38
38
37
38
38
34 33
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
35
34
36
37
4
0
SDx
35
33
32
34
40
38
39
3940
38
38
39
39
SDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
40
DI
1.9
ST-02
DI
1.8
MH
1.1
CI
1.6
CI
1.5
CI
2.3
CI
2.6
CI
2.7
MH
2.8
CI
1.2
CI
1.4
CI
1.3
MH
3.3
MH
3.5
MH
3.4
O
2.2
O
2.3
O
2.1
MH
3.2
CI
2.2
DI
2.1
O
1.1
CI
2.4
ST-06
ST-07
MH
3.1
MH
3.6
ST-05
ST-04
ST-01
CI
1.7
ST-03
ST-08
CI
2.5
DI
2.9
3
7
300
100
STRUCTURE TABLE
STRUCTURE ID
100
300
0904
CI 1.2
CI 1.3
CI 1.4
CI 1.5
CI 1.6
CI 1.7
CI 2.2
CI 2.3
CI 2.4
CI 2.5
CI 2.6
CI 2.7
DI 1.8
DI 1.9
DI 2.1
DI 2.9
MH 1.1
MH 2.8
MH 3.1
MH 3.2
MH 3.3
MH 3.4
MH 3.5
MH 3.6
O 1.1
O 2.1
O 2.2
O 2.3
ST-01
ST-02
ST-03
ST-04
ST-05
ST-06
ST-07
ST-08
RIM/TOP
37.09'
37.19'
34.31'
35.69'
35.04'
34.85'
36.27'
36.34'
35.82'
37.15'
37.15'
36.63'
36.63'
37.69'
36.84'
32.88'
31.80'
36.80'
35.79'
36.14'
37.48'
40.30'
39.92'
36.87'
34.62'
34.62'
36.91'
35.00'
35.50'
37.62'
37.00'
34.20'
34.08'
34.08'
34.18'
33.92'
39.52'
39.03'
-2.92'
INV. IN
31.30' (P18)
31.57' (P17)
32.79' (P21)
33.44' (P34)
33.29' (P5)
32.75' (P6)
33.21' (P7)
32.75' (P39)
31.75' (P8)
31.38' (P9)
31.38' (P37)
31.06' (P19)
32.25' (P30)
31.21' (P10)
32.85' (P31)
37.15' (P38)
31.93' (P1)
28.86' (P2)
27.65' (P3)
26.00' (P16)
32.39' (P40)
24.23' (P29)
22.90' (P4)
25.92' (P25)
30.12' (P23)
28.21' (P14)
27.54' (P15)
28.90' (P32)
27.32' (P - (5))
25.32' (P28)
25.53' (P24)
25.99' (P27)
26.91' (P26)
28.16' (P36)
28.11' (EX 15")
37.75' (P33)
INV. OUT
31.55' (P37)
32.88' (P39)
29.10' (EX 15")
31.30' (P19)
31.57' (P18)
31.75' (P17)
32.79' (P30)
33.24' (P21)
32.72' (P35)
33.44' (P5)
33.29' (P6)
33.51' (P7)
32.75' (P8)
31.75' (P9)
31.38' (P10)
29.70' (P32)
28.70' (P36)
33.70' (P34)
32.69' (P40)
31.06' (P20)
30.26' (P23)
31.21' (P11)
32.16' (P1)
30.57' (P2)
28.86' (P3)
25.17' (P4)
22.82' (EX. 96")
32.93' (P31)
25.90' (P24)
28.27' (P14)
28.21' (P15)
26.48' (P16)
27.32' (P25)
25.32' (P29)
26.00' (P28)
26.91' (P27)
28.11' (P26)
37.90' (P33)
37.35' (P38)
PIPE TABLE
PIPE ID
EX 15"
EX. 60"
EX. 96"
P1
P2
P3
P4
P5
P6
P7
P8
P9
P10
P11
P14
P15
P16
P17
P18
P19
P20
P21
P23
P24
P25
P26
P27
P28
P29
P30
P31
P32
P33
P34
P35
P36
P37
P38
P39
P40
LENGTH
66.17'
61.83'
121.57'
23.49'
171.10'
120.67'
346.55'
30.31'
108.35'
30.30'
200.17'
73.08'
34.10'
35.73'
12.00'
129.44'
97.23'
35.01'
54.35'
47.05'
32.03'
44.87'
19.98'
74.21'
72.08'
80.13'
61.00'
45.38'
73.50'
54.16'
16.13'
39.76'
49.00'
52.45'
4.64'
27.02'
27.83'
20.08'
26.50'
14.90'
SIZE
15"
60"
96"
60"
60"
60"
60"
18"
18"
15"
24"
30"
30"
30"
30"
30"
30"
15"
18"
24"
24"
15"
18"
18"
42"
18"
18"
18"
18"
15"
36"
15"
15"
15"
15"
18"
24"
18"
24"
18"
MATERIAL
CL IV RCP (EX)
CMP
RCP
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
HP STORM
CL IV RCP
CL IV RCP
CL IV RCP
CL IV RCP
CL IV RCP
HP STORM
RCP
CL IV RCP
CL IV RCP
HP STORM
HP STORM
CL IV RCP
HP STORM
RCP
HP STORM
HP STORM
SLOPE
1.50%
1.13%
0.49%
1.00%
1.00%
1.01%
0.66%
0.50%
0.50%
1.00%
0.50%
0.50%
0.50%
0.50%
0.50%
0.52%
0.50%
0.50%
0.50%
0.50%
2.00%
1.00%
0.68%
0.50%
1.94%
1.50%
1.50%
1.50%
1.48%
1.00%
0.50%
2.00%
0.31%
0.49%
2.00%
2.00%
0.60%
1.00%
0.50%
2.00%
STORM DRAINAGE & GRADING PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
PUMP STATION
96
8
S
F
FF
E
:
3
8
.
0
'
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
STORM DRAINAGE
& GRADING PLAN
CG101
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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WET POND
(SCM #2)
RETAINING WALL ABOVE
PERMANENT POOL
FORE
BAY
MAIN
BAY
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
STORM DRAINAGE PIPE
WATER MAINW
SANITARY SEWER MAIN
WATER VALVE
SS
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
30
29
GENERAL NOTES
MATERIALS AND EASEMENT NOTES:
1.ALL STORM DRAINAGE PIPING TO BE HP STORM DUAL WALL
POLYPROPYLENE PIPE (PPE), UNLESS OTHERWISE NOTED.
2.ALL STORM DRAINAGE PIPING CONVEYING DISCHARGE FROM THE PUBLIC
RIGHT-OF-WAY SHALL BE CONTAINED WITHIN A PUBLIC DRAINAGE
EASEMENT WHOSE WIDTH IS DETERMINED BY THE DEPTH OF BURY.
3.CONSTRUCTION WITHIN THE PUBLIC DRAINAGE EASEMENT WHICH
CONVEYS OFFSITE DRAINAGE THAT WILL BE MAINTAINED BY THE COUNTY
WILL NEED TO BE OBSERVED DURING CONSTRUCTION BY STORMWATER
SERVICES (910.798.7077) AND A TURNOVER MEETING SCHEDULED ONCE
THE SYSTEM IS READY TO BE CONVEYED TO THE COUNTY.
4.ALL COUNTY MAINTAINED PIPING SHALL BE IN ACCORDANCE WITH NCDOT
STANDARD DETAILS 300.01. SEE CG505 - STORM DRAINAGE DETAILS
STORM DRAINAGE AND GRADING NOTES
1.IN ACCORDANCE WITH NC GENERAL STATUTES, NPDES REGULATIONS, AND
NCDEQ REQUIREMENTS, STORMWATER DISCHARGE OUTFALLS SHALL BE
INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY
THE CONTRACTOR AFTER EACH STORM EVENT OF 1/2 INCH OR GREATER,
WITH ONE WEEKLY INSPECTION MINIMUM. NCDEQ STANDARD INSPECTION
REPORTS SHALL BE PREPARED AND SIGNED WITH COPIES PROVIDED TO
THE OWNER, ARCHITECT, AND ENGINEER, BY THE CONTRACTOR.
2.INLET PROTECTION SHALL BE INSTALLED AROUND OUTFALL. DEVICES
SHALL BE CONSTRUCTED TO FINAL PROPOSED CONDITION UPON
STABILIZATION OF CONTRIBUTING GROUND SURFACES AND REMOVAL OF
SEDIMENT FROM STORM PIPES.
3.ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD
VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR
SHALL NOTIFY CONSTRUCTION MANAGER IF ANY DISCREPANCIES EXIST
PRIOR TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR
GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO
CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES
SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT
BEEN GIVEN.
CONTECH SF72
(SCM #1)
INSTALL JB AND
EXTEND EXISTING
36" RCP TO MH 3.1
CONNECT TO
EXISTING 18" RCP
FFE:
40.17'
FFE:
40.17'
UNDERGROUND
DETENTION (SCM #1)
FUTURE
DEVELOPMENT
SEE SHEET CG102
SEE SHEET CG103
C:
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04/09/26
W
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W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
SD
SD
SD
34
34343434
35
36
37
38
39
37
38
39
S
S
S
S
S
SS SS SS SS SS
S
S
SS
SS
SS
SS
SS
SS
S
S
SS
SS
S
SS
SS
SS
SS
S
S
S
S
SS
SS
SS
SS
SS
SS
SS
SS
WW
W
FM
FM
FM
FM
FM
S
S
S
S
SS
SS SS SS SS SS SS
W
W
W
W
W
W
49LF OF
1
5
"
CL IV RC
P
@
0
.
3
1
%
L
O
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LODLOD
LOD
LO
D
LO
D
LOD LOD LOD LOD LOD LOD
LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LO
D
LOD
LOD
LO
D
LO
D
LO
D
LOD
LOD
LOD
SD
x
SD
x
SD
x
62
L
F
O
F
6
0
"
CM
P
@
1
.
1
3
%
S
S
S
S
SS
SS
SS
W
W
W
W
W
W
3
5
40
38
3
7
37 36
37
39
3
2
.
5
2
6
28
37
37 38 39
3
2
3
2
3
1
3
0
3839
37
39
37
3
6
37
38
38
38
38
PROP. MH3
STA: 12+05.94
RIM: 37.84
INV IN: 31.24
INV OUT: 31.24
PROP. MH6
STA: 14+58.80
RIM: 37.31
INV IN: 30.20
INV IN: 30.21
INV OUT: 30.21
PROP. MH7
STA: 15+72.38
RIM: 37.13
INV IN: 29.75
INV OUT: 29.75
PROP. MH8
STA: 17+27.86
RIM: 39.98
INV IN: 29.12
INV OUT: 29.12
PROP. MH5
STA: 13+43.67
RIM: 38.54
INV IN: 30.68
INV OUT: 30.68
PROP. MH4
STA: 13+04.07
RIM: 37.91
INV IN: 30.84
INV IN: 30.82
INV OUT: 30.84
PROP. PS
STA: 17+80.52
RIM: 39.68
INV IN: 28.90
PROP. MH2
STA: 10+94.14
RIM: 39.15
INV IN: 34.54
INV OUT: 31.69
PROP. MH9
STA: 17+70.95
RIM: 39.69
INV IN: 28.95
INV OUT: 28.95
PROP. MH1
STA: 10+05.00
RIM: 39.97
INV OUT: 34.90
CI 2.2 (NCDOT 840.03)
GRATE: 37.15
INV. IN: 33.44 (DI 2.1)
INV. OUT: 33.44 (CI 2.3)
CI 2.3 (NCDOT 840.03)
GRATE: 37.15
INV. IN: 33.29 (CI 2.2)
INV. OUT: 33.29 (CI 2.5)
108LF OF 18"
HP STORM @ 0.50%200LF OF 24"
HP STORM @ 0.50%
1
7
1
L
F
O
F
6
0
"
H
P
S
T
O
R
M
@
1
.
0
0
%
34LF OF 30"
HP STORM @ 0.50%
36LF
O
F
3
0
"
HP S
T
O
R
M
@
0
.
5
0
%
73
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
12LF OF 30"
HP STORM @ 0.50%
1
2
9
L
F
O
F
3
0
"
H
P
S
T
O
R
M
@
0
.
5
2
%
97LF O
F
3
0
"
HP STO
R
M
@
0
.
5
0
%
30LF OF 18"
HP STORM @ 0.50%
52LF OF
1
5
"
HP STO
R
M
@
0
.
4
9
%
30LF OF 15"
HP STORM @ 1.00%
16LF OF 36"
RCP @ 0.50%
121LF OF 60"
HP STORM @ 1.01%
23LF OF 60"
HP STORM @ 1.00%
4
0
3
7
.
1
3
3
7
.
0
5
3
6
.
9
8
3
6
.
9
0
3
6
.
8
3
3
6
.
7
7
3
6
.
7
2
3
7
.
0
9
3
7
.
1
3
3
7
.
1
7
3
7
.
2
1
3
7
.
2
4
3
7
.
2
7
TC: 37.75
BC: 37.25
TC: 37.03
BC: 36.53
TC: 37.10
BC: 36.60
TC: 37.14
BC: 36.64
TC: 37.63
BC: 37.13
TC: 37.71
BC: 37.21
TC: 37.19
BC: 36.69
TC: 37.82
BC: 37.32 TC: 37.11
BC: 36.61
38.50
TC: 37.86
BC: 37.36
37.41
TC: 37.19
BC: 36.69
TC: 37.58
BC: 37.08
TC: 37.23
BC: 36.73
TC: 37.24
BC: 36.74
40
38
39
39
40
38
38
39
39
ST-07 (NCDOT FES)
GRATE: 39.03
INV. IN: 37.75 (ST-06)
ST-06 (NCDOT FES)
GRATE: 39.52
INV. OUT: 37.90 (ST-07)
28LF
O
F
2
4
"
HP ST
O
R
M
@
0
.
6
0
%
20LF OF 18"
RCP @ 1.00%
37.65
38.00
37.60
37.34
40
27
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
5
0
%
15
L
F
O
F
1
8
"
HP
S
T
O
R
M
@
2
.
0
0
%
3
7
DI 2.1 (NCDOT 840.04)
GRATE: 36.80
INV. OUT: 33.70 (CI 2.2)CI 2.4 (NCDOT 840.03)
GRATE: 36.63
INV. OUT: 33.51 (CI 2.5)
CI 2.5 (NCDOT 840.03)
GRATE: 36.63
INV. IN: 32.75 (CI 2.3)
INV. IN: 33.21 (CI 2.4)
INV. IN: 32.75 (300)
INV. OUT: 32.75 (CI 2.6)
MH 3.3 (NCDOT 840.31)
GRATE: 36.87
INV. IN: 28.86 (MH 3.2)
INV. OUT: 28.86 (MH 3.4)
MH 3.1 (NCDOT 840.31)
GRATE: 40.30
INV. IN: 32.85 (MH 3.6)
INV. IN: 37.15 (ST-08)
INV. OUT: 32.16 (MH 3.2)
MH 3.2 (NCDOT 840.31)
GRATE: 39.92
INV. IN: 31.93 (MH 3.1)
INV. OUT: 30.57 (MH 3.3)
MH 3.6 (NCDOT 840.31)
GRATE: 36.91
INV. OUT: 32.93 (MH 3.1)
MH 3.4 (NCDOT 840.31)
GRATE: 34.62
INV. IN: 27.65 (MH 3.3)
INV. IN: 26.00 (O 2.3)
INV. IN: 32.39 (DI 2.9)
INV. OUT: 25.17 (MH 3.5)
CI 2.6 (NCDOT 840.03)
GRATE: 37.69
INV. IN: 31.75 (CI 2.5)
INV. OUT: 31.75 (CI 2.7)
O 2.3 (NCDOT 840.31)
GRATE: 37.00
INV. IN: 27.54 (O 2.2)
INV. OUT: 26.48 (MH 3.4)
O 2.2 (NCDOT 840.31)
GRATE: 37.62
INV. IN: 28.21 (O 2.1)
INV. OUT: 28.21 (O 2.3)
CI 2.7 (NCDOT 840.03)
GRATE: 36.84
INV. IN: 31.38 (CI 2.6)
INV. IN: 31.38 (100)
INV. OUT: 31.38 (MH 2.8)
MH 2.8 (NCDOT 840.16)
GRATE: 37.48
INV. IN: 31.21 (CI 2.7)
INV. OUT: 31.21 ()
ST-08 (NCDOT FES)
GRATE: -2.92
INV. OUT: 37.35 (MH 3.1)
DI 2.9 (NCDOT 840.04)
GRATE: 35.79
INV. OUT: 32.69 (MH 3.4)
O 2.1
2" ORIFICE: 32.50
GRATE: 35.50
INV. OUT: 28.27 (O 2.2)
6
4
L
F
O
F
6
"
P
V
C
@
0
.
6
0
%
98LF OF 8" PVC @ 0.40%
11
2
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
1
5
5
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
11
4
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
4
0
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
115LF OF 8" PVC @ 0.40%
8
9
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
43L
F
O
F
8
"
P
V
C
@ 0.
4
0
%
STORM DRAINAGE & GRADING PLAN1SCALE: 1" = 20'
SCALE: 1" = 20'
20'0 20'40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
STORM DRAINAGE
& GRADING PLAN
CG102
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
M
I
L
I
T
A
R
Y
C
U
T
O
F
F
R
O
A
D
WI
L
M
I
N
G
T
O
N
,
N
C
2
8
4
0
5
NJL
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
STORM DRAINAGE PIPE
WATER MAINW
SANITARY SEWER MAIN
WATER VALVE
SS
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
30
29
GENERAL NOTES
MATERIALS AND EASEMENT NOTES:
1.ALL STORM DRAINAGE PIPING TO BE HP STORM DUAL WALL
POLYPROPYLENE PIPE (PPE), UNLESS OTHERWISE NOTED.
2.ALL STORM DRAINAGE PIPING CONVEYING DISCHARGE FROM THE
PUBLIC RIGHT-OF-WAY SHALL BE CONTAINED WITHIN A PUBLIC
DRAINAGE EASEMENT WHOSE WIDTH IS DETERMINED BY THE
DEPTH OF BURY.
STORM DRAINAGE AND GRADING NOTES
1.IN ACCORDANCE WITH NC GENERAL STATUTES, NPDES
REGULATIONS, AND NCDEQ REQUIREMENTS, STORMWATER
DISCHARGE OUTFALLS SHALL BE INSPECTED BY THE CONTRACTOR.
INSPECTIONS SHALL BE PERFORMED BY THE CONTRACTOR AFTER
EACH STORM EVENT OF 1/2 INCH OR GREATER, WITH ONE WEEKLY
INSPECTION MINIMUM. NCDEQ STANDARD INSPECTION REPORTS
SHALL BE PREPARED AND SIGNED WITH COPIES PROVIDED TO THE
OWNER, ARCHITECT, AND ENGINEER, BY THE CONTRACTOR.
2.INLET PROTECTION SHALL BE INSTALLED AROUND OUTFALL.
DEVICES SHALL BE CONSTRUCTED TO FINAL PROPOSED CONDITION
UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND
REMOVAL OF SEDIMENT FROM STORM PIPES.
3.ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE
FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL NOTIFY CONSTRUCTION MANAGER IF ANY
DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH
CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO
EXTRA COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY
WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT
BEEN GIVEN.
4.OWNER SHALL ENGINEER, DESIGN, AND PROVIDE TENANT THE
DEMISHED PREMISES AT THE FOLLOWING SUB-GRADES:
4.1.FOR ALL AREAS OF THE DEMISED PREMISES LOCATED INSIDE
OF THE PERIMETER CURB LINE: FOURTEEN (14) INCHES
BELOW TENANT'S FINISHED GRADE, PLUS OR MINUS ONE (1)
INCH.
4.2.FOR ALL AREAS OF THE DEMISED PREMISES LOCATED
OUTSIDE OF THE PERIMETER CURB LINE: SIX (6) INCHES
BELOW TENANT'S FINISHED GRADE, PLUS OR MINUS ONE (1)
INCH.
FFE:
40.17'
FFE:
40.17'
C:
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04/09/26
C C
C C
C C C C C
C C
C C
W W W W W W W W
W W W W W W W W W W W W W W W W W W
W
W
W W W W W W W W W W W W W W W W
C
C C C C C C C C C C C C C C C C C C C C C C C C C
C C C C C C
C
C
C
C
C C
C
C C C C C C C C C C C C C C C C C C C C C C C C C
C C C C C C C C C C C C C C
C
C C C C C
C
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
GAS
GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
SDSDSDSDSDSDSDSD
SD SD
S
D
S
D
S
D
SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD
SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
32
32
33
34
3
4
3434
34343434
3
3
33
3
4
3
4
34
34
35
35
35
35
36
S
S
S
S
S
S
S
S
SS SS SS SS SSS
SS
SS
WW
W
S
S
SS
S
S
SS SS SS SS SS SS
W
W
W
WW
W
W
W
W
W
W
W
W
W
W
W
W
LO
D
LO
D
LO
D
LO
D
LODLODLOD
LO
D
LO
D
LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LODLODLODLODLODLODLODLODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LODLODLODLODLOD
LODLODLODLOD
LO
D
LO
D
35
35 36
3
7
3
6
36
28
37
3
0
3
7
3
7
37
37
38
38
37
38
34
33
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
PROP. MH3
STA: 12+05.94
RIM: 37.84
INV IN: 31.24
INV OUT: 31.24
PROP. MH6
STA: 14+58.80
RIM: 37.31
INV IN: 30.20
INV IN: 30.21
INV OUT: 30.21
PROP. MH10
STA: 14+58.80
RIM: 37.00
INV OUT: 30.59
PROP. MH5
STA: 13+43.67
RIM: 38.54
INV IN: 30.68
INV OUT: 30.68
35
34
36
37
40LF OF 15"
CL IV RCP @ 2.00%
34
7
L
F
O
F
6
0
"
HP
S
T
O
R
M
@
0
.
6
6
%
54
L
F
O
F
1
8
"
HP
S
T
O
R
M
@
0
.
5
0
%
34LF OF 30"
HP STORM @ 0.50%
36LF
O
F
3
0
"
HP S
T
O
R
M
@
0
.
5
0
%
73
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
47LF OF 24"
HP STORM @ 0.50%
32
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
2
.
0
0
%
20LF OF 18"
HP STORM @ 0.68%
74
L
F
O
F
1
8
"
HP
S
T
O
R
M
@
0
.
5
0
%
45LF
O
F
1
5
"
HP S
T
O
R
M
@
1
.
0
0
%
54
L
F
O
F
1
5
"
H
P
S
T
O
R
M
@
1
.
0
0
%
5LF OF 15"
HP STORM @ 2.00%
35LF OF 15"
HP STORM @ 0.50%
SDx
35
72LF O
F
4
2
"
CL IV R
C
P
@
1
.
9
4
%
73LF OF 1
8
"
CL IV RCP
@
1
.
4
8
%
45LF OF 18"
CL IV RCP @ 1.50%
61LF OF 18"
CL IV RCP @ 1.50%
80LF OF 18"
CL IV RCP
@
1
.
5
0
%
33
32
34
27
L
F
O
F
1
8
"
C
L
I
V
R
C
P
@
2
.
0
0
%
3
7
.
1
4
3
6
.
7
7
3
6
.
4
8
36.29
3
6
.
5
1
3
7
.
1
4
3
7
.
5
1
3
6
.
5
8
TC: 37.86
BC: 37.36
TC: 37.25
BC: 36.75
TC: 36.61
BC: 36.11
TC: 36.30
BC: 35.80
TC: 37.31
BC: 36.81
TC: 36.91
BC: 36.41
TC: 37.50
BC: 37.00
TC: 37.43
BC: 36.93
TC: 37.39
BC: 36.89
TC: 37.48
BC: 36.98
TC: 37.51
BC: 37.01
TC: 37.63
BC: 37.13
TC: 37.17
BC: 36.67
TC: 37.42
BC: 36.92
37.41
TC: 36.70
BC: 36.20
TC: 37.02
BC: 36.52
TC: 36.50
BC: 36.00
TC: 37.05
BC: 36.55
TC: 37.58
BC: 37.08
TC: 37.23
BC: 36.73
36.31
36.36
36.44
36.64
TC: 37.19
BC: 36.69
TC: 37.25
BC: 36.75
36.77
TC: 37.11
BC: 36.61
TC: 37.24
BC: 36.74
TC: 36.87
BC: 36.37
TC: 36.76
BC: 36.26
TC: 36.38
BC: 35.88
SDxSDxSDx
55LF OF 42"
CL IV RCP (EX) @ 1.78%
SDx SDx SDx SDx SDx SDx SDx SDx SDx SDx
182LF OF 42"
42 inch Concrete Pipe @ 0.55%
28LF
O
F
2
4
"
HP ST
O
R
M
@
0
.
6
0
%
ST-02 (NCDOT 840.03)
GRATE: 34.08
INV. IN: 25.32 (ST-03)
INV. IN: 25.53 (O 1.1)
INV. OUT: 25.32 (MH 3.5)
CI 2.7 (NCDOT 840.03)
GRATE: 36.84
INV. IN: 31.38 (CI 2.6)
INV. IN: 31.38 (100)
INV. OUT: 31.38 (MH 2.8)
MH 2.8 (NCDOT 840.16)
GRATE: 37.48
INV. IN: 31.21 (CI 2.7)
INV. OUT: 31.21 ()
CI 1.7 (NCDOT 840.03)
GRATE: 35.82
INV. OUT: 32.72 ()
CI 1.6 (NCDOT 840.03)
GRATE: 36.34
INV. OUT: 33.24 (CI 1.5)
CI 1.5 (NCDOT 840.03)
GRATE: 36.27
INV. IN: 32.79 (CI 1.6)
INV. OUT: 32.79 (MH 1.1)
DI 1.8 (NCDOT 840.16)
GRATE: 32.88
INV. OUT: 29.70 (ST-01)
CI 1.4 (NCDOT 840.03)
GRATE: 34.85
INV. OUT: 31.75 (CI 1.3)
CI 1.3 (NCDOT 840.03)
GRATE: 35.04
INV. IN: 31.57 (CI 1.4)
INV. OUT: 31.57 (CI 1.2)
CI 1.2 (NCDOT 840.03)
GRATE: 35.69
INV. IN: 31.30 (CI 1.3)
INV. OUT: 31.30 (MH 1.1)
MH 1.1 (NCDOT 840.31)
GRATE: 36.14
INV. IN: 31.06 (CI 1.2)
INV. IN: 32.25 (CI 1.5)
INV. OUT: 31.06 ()
INV. OUT: 30.26 (O 1.1)
O 1.1 (NCDOT RISER)
GRATE: 35.00
INV. IN: 30.12 (MH 1.1)
INV. OUT: 25.90 (ST-02)
MH 3.5 (NCDOT 10 FT X 6FT (JB))
GRATE: 34.62
INV. IN: 24.23 (ST-02)
INV. IN: 22.90 (MH 3.4)
INV. IN: 25.92 (ST-01)
INV. OUT: 22.82 ()
ST-04 (NCDOT 840.03)
GRATE: 34.18
INV. IN: 26.91 (ST-05)
INV. IN: 28.16 (DI 1.9)
INV. OUT: 26.91 (ST-03)
ST-05 (NCDOT 840.03)
GRATE: 33.92
INV. IN: 28.11 (0904)
INV. OUT: 28.11 (ST-04)
ST-01 (NCDOT 840.03)
GRATE: 34.20
INV. IN: 28.90 (DI 1.8)
INV. IN: 27.32 (0834)
INV. OUT: 27.32 (MH 3.5)
DI 1.9 (NCDOT 840.16)
GRATE: 31.80
INV. OUT: 28.70 (ST-04)
ST-03 (NCDOT 840.03)
GRATE: 34.08
INV. IN: 25.99 (ST-04)
INV. OUT: 26.00 (ST-02)
6
4
L
F
O
F
6
"
P
V
C
@
0
.
6
0
%
98LF OF 8" PVC @ 0.40%
4
0
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
115LF OF 8" PVC @ 0.40%
STORM DRAINAGE & GRADING PLAN1SCALE: 1" = 20'
SCALE: 1" = 20'
20'0 20'40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
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A
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A
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I
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P
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A
S
E
1
STORM DRAINAGE
& GRADING PLAN
CG103
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
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N
V
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L
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33
0
M
I
L
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A
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NJL
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
STORM DRAINAGE PIPE
WATER MAINW
SANITARY SEWER MAIN
WATER VALVE
SS
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
30
29
GENERAL NOTES
MATERIALS AND EASEMENT NOTES:
1.ALL STORM DRAINAGE PIPING TO BE HP STORM DUAL WALL
POLYPROPYLENE PIPE (PPE), UNLESS OTHERWISE NOTED.
2.ALL STORM DRAINAGE PIPING CONVEYING DISCHARGE FROM THE
PUBLIC RIGHT-OF-WAY SHALL BE CONTAINED WITHIN A PUBLIC
DRAINAGE EASEMENT WHOSE WIDTH IS DETERMINED BY THE
DEPTH OF BURY.
STORM DRAINAGE AND GRADING NOTES
1.IN ACCORDANCE WITH NC GENERAL STATUTES, NPDES REGULATIONS, AND NCDEQ REQUIREMENTS, STORMWATER DISCHARGE OUTFALLS
SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE CONTRACTOR AFTER EACH STORM EVENT OF 1/2
INCH OR GREATER, WITH ONE WEEKLY INSPECTION MINIMUM. NCDEQ STANDARD INSPECTION REPORTS SHALL BE PREPARED AND SIGNED
WITH COPIES PROVIDED TO THE OWNER, ARCHITECT, AND ENGINEER, BY THE CONTRACTOR.
2.INLET PROTECTION SHALL BE INSTALLED AROUND OUTFALL. DEVICES SHALL BE CONSTRUCTED TO FINAL PROPOSED CONDITION UPON
STABILIZATION OF CONTRIBUTING GROUND SURFACES AND REMOVAL OF SEDIMENT FROM STORM PIPES.
3.ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL NOTIFY CONSTRUCTION MANAGER IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION FOR
NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO
DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
4.OWNER SHALL ENGINEER, DESIGN, AND PROVIDE TENANT THE DEMISHED PREMISES AT THE FOLLOWING SUB-GRADES:
4.1.FOR ALL AREAS OF THE DEMISED PREMISES LOCATED INSIDE OF THE PERIMETER CURB LINE: FOURTEEN (14) INCHES BELOW
TENANT'S FINISHED GRADE, PLUS OR MINUS ONE (1) INCH.
4.2.FOR ALL AREAS OF THE DEMISED PREMISES LOCATED OUTSIDE OF THE PERIMETER CURB LINE: SIX (6) INCHES BELOW TENANT'S
FINISHED GRADE, PLUS OR MINUS ONE (1) INCH.
FFE:
38.00'
CL B RIP RAP OUTLET
PROTECTION
L: 18.0', W: 9.0', D50: 6", T: 22"
FUTURE
DEVELOPMENT
C:
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RIPRAP
WELL HOUSE
EX
I
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SI
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T
F
E
N
C
E
EXISTING
SILT FENCE
TOP OF DITCH
C C C
C
C
124.6'
POSSIBLE
WETLANDS
DELINEATION
W W W W
W W W W W W W
W
W W W W W W W W W
C C C C C C C C C C C C C
C
C
C C C C C C C C C C C C C CCCCCC
C
C C
GAS GAS GAS GAS GAS GAS GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS
1.0'
0.7'
1.2'
1.4'
1.9'0.7'
1.7'
1.6'
1.6'0.6'0.8'
1.3'0.5'0.9'
1.0'
1.6'
0.8'
0.9'
1.4'
0.9'
0.9'0.7'1.1'
1.5'
1.1'0.5'1.0'
1.7'1.4'1.4'
1.4'0.7'
1.6'1.2'
0.5'
2.1'1.8'
1.0'
0.9'1.6'
1.0'
1.4'
1.4'
2.0'
1.1'0.7'
0.7'
0.7'
1.2'0.9'
0.9'1.6'
1.5'1.5'
1.4'
1.1'
1.3'
1.2'
1.0'0.8'
1.1'
1.2'
1.3'
0.7'
1.0'1.1'1.2'
1.5'
0.4'
1.0'
0.4'0.9'1.3'
1.2'1.0'0.8'
1.2'1.2'
1.1'
1.0'1.1'
2.0'
1.3'0.9'0.5'1.2'0.7'
1.4'
0.5'1.2'
0.6'1.0'
1.1'0.7'
1.3'1.7'1.3'
1.3'
1.2'
1.3'1.2'
1.0'
1.2'1.2'
1.3'
1.4'
0.8'0.5'
0.6'
0.8'
1.9'
1.3'
1.7'
0.6'1.5'
1.3'
1.2'
1.0'
0.9'1.7'0.7'
1.0'
1.5'
1.4'
1.1'
1.2'
0.9'
1.9'
1.6'
1.1'
2.0'
1.5'
0.7'
1.8'1.8'
1.3'
1.3'
0.9'
1.3'
1.8'1.0'
1.2'1.6'
1.3'
1.4'
2.0'
1.3'1.4'
0.6'0.6'1.2'
1.0'
0.6'0.7'0.9'1.7'
0.7'
0.7'
0.9'
0.9'
1.2'1.4'
0.6'
0.8'1.3'
1.3'
2.0'
1.2'
0.6'
1.7'
1.2'
0.5'
1.1'
1.6'0.8'
1.5'1.4'
2.0'
1.0'
1.3'
1.5'
1.5'
0.7'
1.8'
1.3'2.0'
1.5'
1.5'
1.1'
1.3'
1.7'
1.5'
1.0'
1.1'1.6'
1.3'
1.5'
1.6'1.6'1.1'
1.7'
2.0'
1.3'1.1'
1.9'1.8'1.2'
0.6'0.5'
0.7'
1.8'
0.5'
1.4'
1.0'
1.4'
1.8'
0.7'
1.6'1.1'1.4'
1.6'
1.0'1.1'
1.2'
1.3'
1.3'1.0'
1.4'2.0'
1.6'
1.1'2.0'
0.6'
0.5'
1.5'
1.8'
1.0'
1.3'
1.4'
1.3'
1.8'0.7'
1.0'
1.1'0.9'0.6'0.4'0.8'
0.7'
0.7'
0.7'
0.4'
0.5'0.5'0.5'
0.5'
2.6'0.9'1.2'
0.8'
0.8'
0.8'
0.8'
0.6'
0.9'
0.4'0.4'0.5'0.6'
0.6'
0.6'
0.7'
0.5'0.4'0.5'
0.9'0.8'0.6'
0.4'
1.0'0.8'
0.5'
0.4'
1.0'1.6'
1.2'
0.9'
1.5'
1.2'0.7'
1.7'0.6'
1.8'1.6'
0.6'
0.6'
1.4'1.0'
0.5'0.4'0.5'0.7'
0.5'0.4'0.4'1.1'
0.8'
0.4'0.6'
0.4'
0.5'
0.6'
0.8'
1.8'
0.6'
0.5'
0.7'
0.6'
0.6'0.6'
0.8'
0.6'0.6'
0.7'0.9'
0.5'0.4'
0.9'
0.6'
0.7'0.6'0.6'
0.6'
0.5'
0.5'0.5'0.5'0.5'
0.8'0.5'0.6'
0.6'
0.6'0.6'
0.6'
0.8'
0.7'
0.4'
0.7'
1.1'
0.6'
0.9'
1.0'1.0'
0.8'
0.9'
0.5'
1.3'
0.4'
0.6'
0.6'0.6'
0.7'
0.7'
0.7'
0.7'0.9'
0.6'
0.6'
0.6'
0.6'
0.6'
0.5'
0.7'
0.7'0.7'
0.4'
1.1'
1.0'1.0'
0.5'
0.5'0.5'1.0'0.4'0.6'
0.7'0.7'
0.7'
0.7'0.7'0.4'
0.4'
0.4'
0.6'
0.6'
0.5'
0.7'
0.7'
0.5'
0.7'
0.8'
0.8'
0.4'
0.4'0.4'
0.4'
1.6'
0.8'0.6'
0.6'1.1'0.8'0.8'
0.7'3.0'
0.7'
1.0'
1.0'1.3'
1.7'0.4'
1.1'
0.4'
0.4'0.4'0.5'
0.8'
0.8'
0.8'
0.9'
0.9'
0.4'0.6'0.6'
0.4'0.5'1.2'0.6'0.7'
0.7'0.7'
1.2'2.3'
1.7'
1.1'
1.5'
0.7'
0.7'0.7'0.4'
0.4'0.8'
0.8'
0.6'
0.5'0.5'
0.6'0.6'0.5'
0.8'
0.8'
0.7'0.7'
0.8'0.9'
1.0'1.4'
1.6'
0.7'
0.6'
0.6'0.5'
0.5'
0.5'0.6'
0.9'0.9'
1.1'
0.5'
0.5'
0.5'0.5'
0.5'
0.5'0.6'
0.6'
0.6'
0.6'
0.9'
0.4'
0.4'
0.4'
0.4'
1.3'1.2'
1.1'
0.4'
0.6'
0.9'
0.9'
0.5'
0.5'
0.5'
0.5'
0.7'
0.8'0.7'
0.7'
0.8'
0.5'1.2'1.1'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.4'
0.8'1.0'
1.0'1.0'
1.3'0.4'
0.4'
0.4'
0.4'
0.4'
0.6'
0.6'
0.6'
0.7'
0.9'
1.0'0.4'
0.7'
0.5'0.5'
0.7'1.7'
1.2'1.3'
0.9'
1.0'
1.3'
1.3'
1.7'0.6'0.6'
1.4'
0.7'
0.4'
1.1'
1.1'0.5'
1.3'
0.5'
0.5'
0.6'
0.4'
0.4'0.4'
0.8'0.8'
0.4'
0.5'
0.5'
0.6'
0.6'
0.7'
0.9'0.8'
0.4'0.6'0.7'
0.7'
0.7'0.7'
0.7'
0.4'
0.8'
0.8'
0.9'0.9'
0.7'
0.5'1.0'1.1'
1.3'
0.8'
0.6'0.8'0.7'
0.6'
0.8'
1.1'2.0'
1.0'1.1'
0.5'
0.7'0.4'0.5'
0.5'0.5'0.5'
0.5'
0.6'
0.6'
0.6'
0.6'
0.7'
0.7'
0.7'0.7'
0.8'
0.7'
0.7'
0.7'0.7'
0.5'
0.5'
0.5'
0.5'
0.4'0.4'
0.6'0.4'
0.6'0.9'0.6'
0.6'0.6'1.0'0.8'1.8'
0.9'0.9'
0.6'
0.6'0.6'
0.6'0.6'
0.4'
0.4'0.4'
0.5'0.9'
0.8'0.7'
0.4'0.4'
0.4'
0.4'
0.4'
1.8'
0.4'
0.5'
0.8'
0.7'
0.8'1.8'0.8'1.5'0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.7'0.7'
0.5'0.9'
0.7'0.4'0.6'
0.8'
RIPRAP
WELL HOUSE
EXISTING
SILT FENCE
1.8'
OFF LINE
GOLDEN
VENTURES I, LLC
D.B. 6753, P. 1366
D.B. 862, P. 475
14644 Sq.Ft.
0.336 ACRES
D.B. 474, P. 621
95268 Sq.Ft.
2.187 ACRES
BROWN
D.B. 1004, P. 242
D.B. 5965, P. 1616
67640 Sq.Ft.
1.553 ACRES
D.B. 66, P. 343
47836 Sq.Ft.
1.098 ACRES
18" RCP-IV 18" RCP-IV
1
8
"
R
C
P
-
I
V
42"
R
C
P
-
I
V
SDSDSD
SD
SDSDSDSDSDSDSDSDSDSD
S
D
SD
SD SD SD
SD
S
D
SD SD SD SD SD SD SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
32
32
33
34
3
4
3434
34343434
35
36
37
38
39
3
3
33
3
4
3
4
34
34
35
35
35
35
36
37
38
39
Kr
Le
Le
Kr
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LO
D
LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD
LO
D
LO
D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LODLODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD
LO
D
LO
D
LODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LOD
SDxSDxSDxSDx
SDx SDx SDx SDx
C C C
C
C
W W W W
W W W W W W W
W
W W W W W W W W W
C C C C C C C C C C C C C
C
C
C C C C C C C C C C C C C CCCCCC
C
C C
GAS GAS GAS GAS GAS GAS GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS
SDSDSD
SD
SDSDSDSD
SD
S
D
SD SD SD SD SD SD SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
ST
O
P
MO
B
I
L
E
OR
D
E
R
PIC
K
-
U
P
ZO
N
E
AIR
AIR
12
6
12
6
8
NEW SHEETZ STORE
6,139 SF
FFE: 39.00'
32
32
33
34
3
4
3434
34343434
35
36
37
38
39
3
3
33
3
4
3
4
34
34
35
35
35
35
36
37
38
39
FM
FM
Kr
Le
Le
Kr
SD
x
35
3
5
35
40
36
38
3
7
37
3
6
36
36
37
39
3
2
.
5
2
6
28
37
37 38 39
3
2
3
2
31
3
0
3839
37
39
37
3
7
36
3
7
37
37
38
37 38
38
37
38
38
34 33
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
35
34
36
37
4
0
SDx
35
33
32
34
40
38
39
3940
38
38
39
39
SDxSDxSDxSDx
SDx SDx SDx SDx
40
DI
1.9
ST-02
DI
1.8
MH
1.1 CI
1.6
CI
1.5
CI
2.3
CI
2.6
CI
2.7 MH
2.8
CI
1.2
CI
1.4
CI
1.3
MH
3.3
MH
3.5
MH
3.4
O
2.2
O
2.3
O
2.1
MH
3.2
CI
2.2
DI
2.1
O
1.1
CI
2.4
ST-06
ST-07
MH
3.1
MH
3.6
ST-05
ST-04
ST-01
CI
1.7
ST-03
ST-08
CI
2.5
DI
2.9
3
7
300
100
EXISTING CONDITIONS DRAINAGE AREA MAP1SCALE: 1" = 50'
GRAPHIC SCALE
50'050'
SCALE: 1" = 50'
100'
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
DRAINAGE AREA
MAP
CG104
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
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NJL
WET POND
(SCM #2)
FORE
BAY
MAIN
BAY
CONTECH SF72
(SCM #1)
DRAINAGE AREA: EX-1
AREA: 311,062 SF (7.14 AC)
DRAINAGE AREA: PROP-1
AREA: 37,040 SF (0.85 AC)
DRAINAGE AREA: PROP-2
AREA: 173,818 SF (3.99 AC)
DETENTION
STORAGE (SCM #1)
DRAINAGE AREA: PROP-3
AREA: 120,541 SF (2.77 AC)
EXISTING - DRAINAGE AREA 1
LU AREA MU HSG*CN CN*AREA
WOODS 306,332 Le D 77 23587564
OPEN SPACE 0 Le D 80 0
IMPERVIOUS 4,730 Le D 98 463540
TOTAL 311,062 SF
7.14 AC
CN 77
Tc (MIN.)15
ROUTING SUMMARY
POA 2-YEAR 10-YEAR 25-YEAR
PRE POST ROUTED Δ (%)PRE POST ROUTED Δ (%)PRE POST ROUTED Δ (%)
POA 15.43 29.18 13.26 86 30.14 50.07 28.92 96 40.97 65.06 38.91 95
*NOTES
1.THE SITE IS UNDERLAIN BY LEON (Le) FINE SAND, WHICH IS CLASSIFIED AS
HYDROLOGIC SOIL GROUP A/D.
2.BASED ON GEOTECHNICAL TESTING, THE SITE IS UNDERLAIN BY A LAYER OF SANDY
CLAY WHICH RESTRICTS THE INFILTRATION CAPACITY OF THE SOIL RESULTING IN
CHARACTERISTICS SIMILAR TO HYDRAULIC SOIL GROUP D.
PROPOSED CONDITIONS DRAINAGE AREA MAP2SCALE: 1" = 50'
PROPOSED - DRAINAGE AREA 1
LU AREA MU HSG*CN CN*AREA
WOODS 0 Le D 77 0
OPEN SPACE 8,224 Le D 80 657920
IMPERVIOUS 28,816 Le D 98 2823968
TOTAL 37,040 SF
0.85 AC
CN 94
Tc (MIN.)5
PROPOSED - DRAINAGE AREA 2
LU AREA MU HSG*CN CN*AREA
WOODS 0 Le D 77 0
OPEN SPACE 63,446 Le D 80 5075680
IMPERVIOUS 110,372 Le D 98 10816456
TOTAL 173,818 SF
3.99 AC
CN 91
Tc (MIN.)5
PROPOSED - DRAINAGE AREA 3
LU AREA MU HSG*CN CN*AREA
WOODS 0 Le D 77 0
OPEN SPACE 119,903 Le D 80 9592240
IMPERVIOUS 0 Le D 98 0
TOTAL 119,903 SF
2.75 AC
CN 80
Tc (MIN.)5
POINT OF ANALYSIS
(POA)
POINT OF ANALYSIS
(POA)
DRAINAGE AREA
DRAINAGE AREA
(TYP.)
DIVERSION BERM ALONG
PROPERTY LINE
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AI
R
12
6
12
6
8
NEW SHEETZ STORE
6,139 SF
FFE: 39.00'
32
32
33
34
3
4
3434
34343434
35
36
37
38
39
3
3
33
3
4
3
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34
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28
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3
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Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
35
34
36
37
4
0
SDx
35
33
32
34
40
38
39
3940
38
38
39
39
SDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
40
DI
1.9
ST-02
DI
1.8
MH
1.1
CI
1.6
CI
1.5
CI
2.3
CI
2.6
CI
2.7
MH
2.8
CI
1.2
CI
1.4
CI
1.3
MH
3.3
MH
3.5
MH
3.4
O
2.2
O
2.3
O
2.1
MH
3.2
CI
2.2
DI
2.1
O
1.1
CI
2.4
ST-06
ST-07
MH
3.1
MH
3.6
ST-05
ST-04
ST-01
CI
1.7
ST-03
ST-08
CI
2.5
DI
2.9
3
7
300
100
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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INLET DRAINAGE
AREA MAP
CG105
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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T
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N
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2
8
4
0
5
NJL
EMERGENCY
SPILLWAY
DA: 2.1
SCM 2 100-YEAR STORM
OVERLAND FLOW PATH
INLET DRAINAGE AREA MAP1SCALE: 1" = 40'
DA: 2.2
DA: 2.3
DA: 2.4
DA: 2.5
DA: 2.6
DA: 2.7
DA: 1.7
DA: 1.6
DA: 1.5
DA: 1.2
DA: 1.3DA: 1.4
DA:
SHEETZ 2
DA:
SHEETZ 1
Æ
Æ
ÆÆÆÆ
SCM 1 100-YEAR STORM
OVERLAND FLOW PATH
INLET DRAINAGE
AREA (TYP.)
DA: 2.9
DA: PS
DRIVEWAY
C:
\
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1
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2
3
.
0
2
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a
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t
a
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i
o
n
\
0
4
.
C
A
D
\
1
0
2
3
.
0
2
_
A
l
e
x
a
n
d
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r
S
t
a
t
i
o
n
_
S
p
.
d
w
g
,
C
G
1
0
5
,
4
/
9
/
2
0
2
6
1
0
:
4
6
:
5
1
A
M
04/09/26
C C C C C C
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
C
C
C C C C C C C C C C C C C C C C C C C
C C C C C C C
C C C
GAS GAS GAS GAS GAS GAS GAS GAS
GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
1.6'
1.1'
2.1'1.8'
1.0'
1.2'
0.9'0.7'
1.5'
1.4'
1.1'
1.2'
0.9'
2.0'
0.5'
1.1'
0.8'
1.5'
2.0'
1.1'
1.0'
1.6'1.1'
1.7'
1.8'
1.8'
1.6'
0.5'
1.8'0.7'
2.6'
1.0'1.6'
1.2'
0.5'
1.3'
0.6'
0.6'0.6'
0.7'
0.7'
0.6'
0.7'
1.0'
0.6'
0.7'
0.7'
0.6'0.6'0.7'
0.8'0.9'
1.0'1.4'
1.6'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.7'1.7'
1.2'
0.9'
1.0'
0.8'0.6'
0.8'
1.1'2.0'
0.5'
0.6'
0.7'
0.7'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'
0.8'
0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.9'
0.7'
SDSDSDSDSDSDSDSDSD
SD
SDSDSDSDSD
SD
SD
SD SD SD SD SD SD SD SD SD
S
D
SD SD SD SD SD SD SD SD SD
SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
S
S
S
S
SS SS
S
S
SS
SS
SS
S
S
SS
S
S
S
SS
SS
SS
SS
SS
SS
WW
FM
FM
S
S
SS
SS SS SS
WW
WW
W
W
W
W
W
W
W
L
O
D
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LODLO
D
LO
D
LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LODLODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LODLODLODLOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LOD
LO
D
LOD
LOD
SD
x
S
S
SS
S
S
W
W
W
PROP. MH3
STA: 12+05.94
RIM: 37.84
INV IN: 31.24
INV OUT: 31.24
PROP. MH6
STA: 14+58.80
RIM: 37.31
INV IN: 30.20
INV IN: 30.21
INV OUT: 30.21
PROP. MH7
STA: 15+72.38
RIM: 37.13
INV IN: 29.75
INV OUT: 29.75
PROP. MH8
STA: 17+27.86
RIM: 39.98
INV IN: 29.12
INV OUT: 29.12
PROP. MH10
STA: 14+58.80
RIM: 37.00
INV OUT: 30.59
PROP. MH5
STA: 13+43.67
RIM: 38.54
INV IN: 30.68
INV OUT: 30.68
PROP. MH4
STA: 13+04.07
RIM: 37.91
INV IN: 30.84
INV IN: 30.82
INV OUT: 30.84
PROP. PS
STA: 17+80.52
RIM: 39.68
INV IN: 28.90
PROP. MH2
STA: 10+94.14
RIM: 39.15
INV IN: 34.54
INV OUT: 31.69
PROP. MH9
STA: 17+70.95
RIM: 39.69
INV IN: 28.95
INV OUT: 28.95
PROP. MH1
STA: 10+05.00
RIM: 39.97
INV OUT: 34.90
SDx SDxSDxSDxSDxSDxSDx
SDx SDx SDx SDx SDx
6
4
L
F
O
F
6
"
P
V
C
@
0
.
6
0
%
98LF OF 8" PVC @ 0.40%
11
2
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
1
5
5
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
11
4
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
4
0
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
115LF OF 8" PVC @ 0.40%
8
9
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
43L
F
O
F
8
"
P
V
C
@ 0.
4
0
%
STRUCTURE TABLE
STRUCTURE ID
MH1
MH2
MH3
MH4
MH5
MH6
MH7
MH8
MH9
MH10
PS
RIM/TOP
39.97'
39.15'
37.84'
37.91'
38.54'
37.31'
37.13'
39.98'
39.69'
37.00'
39.68'
INV. IN
34.54' (SS0)
31.24' (SS1)
30.84' (SS2)
30.82' (SS9)
30.68' (SS3)
30.20' (SS10)
30.21' (SS4)
29.75' (SS5)
29.12' (SS6)
28.95' (SS7)
28.90' (SS8)
INV. OUT
34.90' (SS0)
31.69' (SS1)
31.24' (SS2)
30.84' (SS3)
30.68' (SS4)
30.21' (SS5)
29.75' (SS6)
29.12' (SS7)
28.95' (SS8)
30.59' (SS10)
PIPE TABLE
PIPE ID
SS0
SS1
SS2
SS3
SS4
SS5
SS6
SS7
SS8
SS9
SS10
LENGTH
89.14'
111.80'
98.13'
39.60'
115.11'
113.58'
155.48'
43.09'
9.57'
11.06'
64.43'
SIZE
8"
8"
8"
8"
8"
8"
8"
8"
8"
6"
6"
MATERIAL
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
SLOPE
0.40%
0.40%
0.40%
0.40%
0.40%
0.40%
0.40%
0.40%
0.52%
2.00%
0.60%
UTILITY PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
COMMERCIAL DUPLEX
PUMP STATION
968 SF
BUILDING
FFE: 38.0'
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
UTILITY PLAN
CU101
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
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U
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33
0
M
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2
8
4
0
5
NJL
EXISTING FIRE
HYDRANT TO REMAIN
8"X2" TAPPING SADDLE
2" GATE VALVE
2" SERVICE LINE
2" WATER METER BOX,
MIN. 18" INSIDE ROW
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
STORM DRAINAGE PIPE
WATER MAINW
SANITARY SEWER MAIN
WATER SERVICE
WATER VALVE
SANITARY SEWER SERVICE
SS
ELECTRICAL
TRANSFORMER
EXISTING FIRE
HYDRANT TO REMAIN
1" IRRIGATION METER BOX
MIN. 18" INSIDE ROW
16"X2" TAPPING SADDLE
2" GATE VALVE
2" SERVICE LINE
2" WATER METER
MIN. 18" INSIDE ROW
2" REDUCED PRESSURE
ZONE (RPZ)
2" HDPE SDR9 WATER
SERVICE
5/8" IRRIGATION METER
MIN. 18" INSIDE ROW
6" REDUCED PRESSURE
DETECTOR ASSEMBLY (RPDA)
6" DIP FIRE SERVICE
FIRE HYDRANT
ASSEMBLY
6" GRAVITY SANITARY
SEWER STUB AND CO
INV.: 31.04
2" MASTER WATER METER
MIN. 18" INSIDE ROW
2" REDUCED PRESSURE
ZONE (RPZ)
2" HDPE INSTALLED BY
DIRECTIONAL BORE
2" HDPE INSTALLED BY
DIRECTIONAL BORE
WASTEWATER FLOW CALCULATIONS
ESTABLISHMENT UNIT VALUE
(GAL/DAY/USER UNIT TYPE # OF
UNITS
DISCHARGE
(GDP)
RESIDENTIAL (PROPOSED)75 BEDROOM 36 2,700
RESTAURANT, CARRY OUT 50 100 SF 9.68 484
CONVINIENCE STORE W/ FOOD PREP 60 100 SF 61.39 3,683
6,867
PUMP STATION DESIGN
PS #1
TOP ELEVATION 40.50
INFLUENT PIPE INVERT 28.90
HIGH WATER ALARM 26.90
START LEAD PUMP 26.57
START LAG PUMP 26.24
PUMP OFF 25.91
BOTTOM OF WETWELL 25.08
WETWELL DIAMETER 6'-0"
PUMP MAKE BARNES
PUMP MODEL ZOGP
VOLTAGE 208 - 240 V
PHASE 1 / 60 HZ
HORSEPOWER 2 HP
RPM 3450
DISCHARGE FLOW RATE AND HEAD 20 GPM @ 110 TDH
5/8" REDUCED
PRESSURE ZONE (RPZ)
2" REDUCED PRESSURE
ZONE (RPZ) BY TENANT
1" REDUCED PRESSURE
ZONE (RPZ) BY TENANT
2" HDPE SDR9
FORCEMAIN (PRIVATE)
16"X6" TAPPING
SLEEVE AND VALVE
UTILITY NOTES
1.ALL FIRE HYDRANTS SHALL HAVE A 5 ¼ INCH BARREL, A 5
¼ INCH VALVE OPENING, TWO 2 ½ INCH NST SIDE
DISCHARGES AND A 5 INCH PUMPER NOZZLE WITH A 5
INCH STORZ CONNECTION.
2.ALL FIRE HYDRANTS SHALL BE INSTALLED SO THEY ARE
VISIBLE FROM THE FIRE APPARATUS ACCESS ROAD WITH
UNOBSTRUCTED ACCESS AND A CLEAR SPACE NO LESS
THAN 36 INCHES IN ALL DIRECTIONS. THEY SHALL BE
PROTECTED FROM VEHICLE IMPACT BY CURBING, GUARD
POSTS OR OTHER MEANS APPROVED BY THE FIRE CODE
OFFICIAL. THEY SHALL BE ORIENTED WITH THE LARGE
DISCHARGE FACING THE NEAREST STREET. ALL
DISCHARGES SHALL MEET THE NFPA REQUIREMENTS FOR
DISTANCE ABOVE GRADE.
16"X1" TAPPING SADDLE
1" CORPORATION STOP
1" SERVICE LINE
6" DELINEATION VALVE
MIN. 18" INSIDE ROW
8"X1" TAPPING SADDLE
1" CORPORATION STOP
1" SERVICE LINE
1" HDPE INSTALLED BY
DIRECTIONAL BORE
8"X2" TAPPING SADDLE
2" GATE VALVE
2" SERVICE LINE
2" DELINEATION VALVE
PRECAST CONCRETE
VALVE VAULT,
TRAFFIC RATED
C:
\
U
s
e
r
s
\
N
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L
a
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t
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a
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1
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2
3
.
0
2
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C
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\
1
0
2
3
.
0
2
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i
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S
p
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d
w
g
,
C
U
1
0
1
,
4
/
9
/
2
0
2
6
1
0
:
4
6
:
2
6
A
M
04/09/26
W
W
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
3
7
3
8
3
9
3
66,118.44 SF
1.52 AC
SS
SS
SS
SS
S
S
SS
SS
SS
SS
SS
SS
W W
10+00
11+00
12+00
LOD
LOD
LO
D
LO
D
L
O
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LO
D
LO
D
LO
D
SDx
CMP @ 1.13%
S SS
SS
SS
SS
W
W
W
W
W W
37
38
39
3
7
39
38
PROP. MH3
STA: 12+05.94
RIM: 37.84
INV IN: 31.24
INV OUT: 31.24
PROP. MH2
STA: 10+94.14
RIM: 39.15
INV IN: 34.54
INV OUT: 31.69
PROP. MH1
STA: 10+05.00
RIM: 39.97
INV OUT: 34.90
10
8
L
F
O
F
1
8
"
HP
S
T
O
R
M
@
0
.
5
0
%
171LF OF 60"
HP STORM @ 1.0
0
%
30LF OF 18"
HP STORM @ 0.50%
52
L
F
O
F
1
5
"
HP
S
T
O
R
M
@
0
.
4
9
%
30LF OF 15"
HP STORM @ 1.00%
40
40
40
27LF OF 24"
HP STORM @ 0.50
%
CI
2.3
MH
3.3
MH
3.2
CI
2.2
DI
2.1
CI
2.4
MH
3.1
MH
3.6
ST-08
CI
2.5
300
98
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
112LF OF
8
"
P
V
C
@
0
.
4
0
%
89LF OF 8" PVC
@
0
.
4
0
%
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
9+90 10+00
38
.
1
3
11+00
36
.
7
7
12+00
35
.
6
6
37
.
2
6
13+00
31
.
6
9
37
.
4
4
14+00
34
.
2
9
37
.
2
9
15+00
34
.
9
8
37
.
4
7
15+80
35
.
8
0
114LF OF 8" PVC @ 0.40%
40LF OF 8" PVC @ 0.40%
PR
O
P
.
M
H
2
ST
A
:
1
0
+
9
4
.
1
4
RI
M
:
3
9
.
1
5
IN
V
I
N
:
3
4
.
5
4
(
S
S
0
)
IN
V
O
U
T
:
3
1
.
6
9
(
S
S
1
)
PR
O
P
.
M
H
4
ST
A
:
1
3
+
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:
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2
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:
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7
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1
3
IN
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:
2
9
.
7
5
(
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S
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)
IN
V
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T
:
2
9
.
7
5
(
S
S
6
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PR
O
P
.
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5
ST
A
:
1
3
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4
3
.
6
7
RI
M
:
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8
.
5
4
IN
V
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N
:
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0
.
6
8
(
S
S
3
)
IN
V
O
U
T
:
3
0
.
6
8
(
S
S
4
)
112LF OF 8" PVC @ 0.40%
98LF OF 8" PVC @ 0.40%
115LF OF 8" PVC @ 0.40%
MH
3
.
3
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
1
+
5
8
.
6
5
RI
M
:
3
6
.
8
7
IN
V
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N
:
2
8
.
8
6
(
N
W
)
IN
V
O
U
T
:
2
8
.
8
6
(
N
E
)
MH 3.3
171LF OF 60"
HP STORM @ 1.00
%
PR
O
P
.
M
H
1
ST
A
:
1
0
+
0
5
.
0
0
RI
M
:
3
9
.
9
7
IN
V
O
U
T
:
3
4
.
9
0
(
S
S
0
)
89LF OF 8" PVC @ 0.40%
EXISTING GRADE
PROPOSED GRADE
PROP. 15"
HP STORM
PROP. 60"
HP STORM
PROP. 30"
HP STORM
PROP. 30"
HP STORM
35
35
35
S
S
S
S
S
S
S
S
SS SS SS SS SSS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
S
S
SS
S
S
SS SS SS SS SS SS
12
+
0
0
13+00
14+00
15
+
0
0
3
7
36
3737
37
38
38
PROP. MH6
STA: 14+58.80
RIM: 37.31
INV IN: 30.20
INV IN: 30.21
INV OUT: 30.21
PROP. MH10
STA: 14+58.80
RIM: 37.00
INV OUT: 30.59
PROP. MH5
STA: 13+43.67
RIM: 38.54
INV IN: 30.68
INV OUT: 30.68
PROP. MH4
STA: 13+04.07
RIM: 37.91
INV IN: 30.84
INV IN: 30.82
INV OUT: 30.84
200LF OF 24"
HP STORM @ 0.50%
34LF OF 30"
HP STORM @ 0.50%
36LF
O
F
3
0
"
HP S
T
O
R
M
@
0
.
5
0
%
73
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
97LF O
F
3
0
"
HP STO
R
M
@
0
.
5
0
%
30LF OF 15"
HP STORM @ 1.00%
121LF OF 60"
HP STORM @ 1.01%
28LF
O
F
2
4
"
HP ST
O
R
M
@
0
.
6
0
%
27
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
5
0
%
15
L
F
O
F
1
8
"
HP
S
T
O
R
M
@
2
.
0
0
%
CI
2.6
CI
2.7
MH
2.8
MH
3.3 MH
3.4
O
2.3
CI
2.4
CI
2.5
DI
2.9
300
100 6
4
L
F
O
F
6
"
P
V
C
@
0
.
6
0
%
98LF OF 8" PVC @ 0.40%
11
2
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
11
4
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
4
0
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
115LF OF 8" PVC @ 0.40%
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
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-
P
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A
S
E
1
UTILITY PLAN &
PROFILE
CU102
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
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NJL
SCALE: 1" = 20'
20'0 20'40'
GRAPHIC SCALE
UTILITY PLAN & PROFILE1SCALE: 1" = 20'
UTILITY PLAN & PROFILE2SCALE: HOR. 1" = 20' VER. 1" = 2'
MATCHLI
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A
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04/09/26
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
35
36
37
38 39
S
S
S
S
S
S
S SS SS SS SS SS SS SS SS
SS
SS
FM
FM
FM FM FM
49
L
F
O
F
1
5
"
CL
I
V
R
C
P
@
0
.
3
1
%
16+00 17+00
17+85.52
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
S
36
32.5
26
37
38
39
32
ÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆ
PROP. MH7
STA: 15+72.38
RIM: 37.13
INV IN: 29.75
INV OUT: 29.75
PROP. MH8
STA: 17+27.86
RIM: 39.98
INV IN: 29.12
INV OUT: 29.12
PROP. PS
STA: 17+80.52
RIM: 39.68
INV IN: 28.90
PROP. MH9
STA: 17+70.95
RIM: 39.69
INV IN: 28.95
INV OUT: 28.95
20
0
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
5
0
%
12LF OF 30"
HP STORM @ 0.50%
129LF OF 30"
HP STORM @ 0.52%
97
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
38
38
39
39
37
CI 2.6 (NCDOT 840.03)
GRATE: 37.69
INV. IN: 31.75 (CI 2.5)
INV. OUT: 31.75 (CI 2.7)
O 2.3 (NCDOT 840.31)
GRATE: 37.00
INV. IN: 27.54 (O 2.2)
INV. OUT: 26.48 (MH 3.4)
O 2.2 (NCDOT 840.31)
GRATE: 37.62
INV. IN: 28.21 (O 2.1)
INV. OUT: 28.21 (O 2.3)
O 2.1
2" ORIFICE: 32.50
GRATE: 35.50
INV. OUT: 28.27 (O 2.2)
155LF OF 8" PVC @ 0.40%
114L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
4
3
L
F
O
F
8
"
P
V
C
@
0
.
4
0
%
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
15+50
35
.
2
4
16+00
36
.
1
4
17+00 18+00
155LF OF 8" PVC @ 0.40%
PR
O
P
.
M
H
8
ST
A
:
1
7
+
2
7
.
8
6
RI
M
:
3
9
.
9
8
IN
V
I
N
:
2
9
.
1
2
(
S
S
6
)
IN
V
O
U
T
:
2
9
.
1
2
(
S
S
7
)
PR
O
P
.
M
H
9
ST
A
:
1
7
+
7
0
.
9
5
RI
M
:
3
9
.
6
9
IN
V
I
N
:
2
8
.
9
5
(
S
S
7
)
IN
V
O
U
T
:
2
8
.
9
5
(
S
S
8
)
43LF OF 8" PVC @ 0.40%
10LF OF 8" PVC @ 0.52%
PR
O
P
.
P
S
ST
A
:
1
7
+
8
0
.
5
2
RI
M
:
3
9
.
6
8
IN
V
I
N
:
2
8
.
9
0
(
S
S
8
)
O
2
.
2
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
6
+
9
3
.
9
7
RI
M
:
3
7
.
6
2
IN
V
I
N
:
2
8
.
2
1
(
N
E
)
IN
V
O
U
T
:
2
8
.
2
1
(
S
E
)
O 2.2
O
2
.
3
(
N
C
D
O
T
8
4
0
.
3
1
)
ST
A
.
1
5
+
6
6
.
4
5
RI
M
:
3
7
.
0
0
IN
V
I
N
:
2
7
.
5
4
(
N
W
)
IN
V
O
U
T
:
2
6
.
4
8
(
S
W
)
O 2.3
PR
O
P
.
M
H
7
ST
A
:
1
5
+
7
2
.
3
8
RI
M
:
3
7
.
1
3
IN
V
I
N
:
2
9
.
7
5
(
S
S
5
)
IN
V
O
U
T
:
2
9
.
7
5
(
S
S
6
)
129LF OF 30"
HP STORM @ 0.52%
EXISTING GRADE
EL
E
V
A
T
I
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N
EL
E
V
A
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STATION
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
31+50
39
.
6
4
30
.
0
0
32+00
38
.
2
5
30
.
0
0
33+00
39
.
3
6
33
.
0
0
EXISTING GRADE
PROPOSED GRADE
PROPOSED 60"
HP STORM PIPE
21
"
EXISTING 12" PVC FM
(ELEVATION FROM AS-BUILT)
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
UTILITY PLAN &
PROFILE
CU103
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
V
E
N
T
U
R
E
S
I
,
L
L
C
33
0
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WI
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,
N
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2
8
4
0
5
NJL
GRAPHIC SCALE
50'050'
SCALE: 1" = 50'
100'
UTILITY PLAN & PROFILE1SCALE: 1" = 20'
UTILITY PLAN & PROFILE2SCALE: HOR. 1" = 20' VER. 1" = 2'
MA
T
C
H
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STORM CROSSING OVER 12" PVC FM3SCALE: HOR. 1" = 20' VER. 1" = 2'
C:
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04/09/26
C C C C C C
W W W W W W W W W W W W W W
W W W W W W W W W W W W
C C C C C C C C C C C C C C C C C C
C
C
C
C C C C C C C C C C C C C C C C C C C
C C C C C C C
C C C
GAS GAS GAS GAS GAS GAS GAS GAS
GAS
GAS
GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS
1.6'
1.1'
2.1'1.8'
1.0'
1.2'
0.9'0.7'
1.5'
1.4'
1.1'
1.2'
0.9'
2.0'
0.5'
1.1'
0.8'
1.5'
2.0'
1.1'
1.0'
1.6'1.1'
1.7'
1.8'
1.8'
1.6'
0.5'
1.8'0.7'
2.6'
1.0'1.6'
1.2'
0.5'
1.3'
0.6'
0.6'0.6'
0.7'
0.7'
0.6'
0.7'
1.0'
0.6'
0.7'
0.7'
0.6'0.6'0.7'
0.8'0.9'
1.0'1.4'
1.6'
1.2'
0.5'
0.4'0.4'
0.8'
0.8'0.9'0.5'
0.8'1.3'1.4'
0.7'
0.4'
0.8'0.5'
0.7'1.7'
1.2'
0.9'
1.0'
0.8'0.6'
0.8'
1.1'2.0'
0.5'
0.6'
0.7'
0.7'
1.8'
0.9'
0.7'
1.8'
0.8'
0.7'
0.8'
0.7'0.7'1.1'
0.8'0.8'
1.1'1.1'
1.0'
0.5'
0.8'0.9'
0.9'
0.7'
SDSDSDSDSDSDSDSD
SD
SDSDSDSDSD
SD SD
SD
SD SD SD SD SD SD SD SD SD
S
D
SD SD SD SD SD SD SD SD SD
SD
SD
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FM
FM
FM FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
FM
SD
SD
SD
S
S
S
S
SS SS
S
S
SS
SS
SS
S
S
SS
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S
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WW
FM
FM
S
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SS
SS SS SS
WW
WW
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W
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W
W
L
O
D
LOD
LOD
LOD
LO
D
LO
D
LO
D
LO
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LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
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D
LODLO
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D
LOD LOD
LO
D
LO
D
LO
D
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D
LO
D
LO
D
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D
LO
D
LO
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LOD LOD LOD LOD LOD LOD LOD
LO
D
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D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
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LODLODLODLODLOD
LO
D
LO
D
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D
LO
D
LO
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LO
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LO
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D
LO
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D
LO
D
LO
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LO
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LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LOD
LO
D
LO
D
LOD
LO
D
LOD
LOD
SD
x
S
S
SS
SS
W
W
W
35
3
5
35
40
36
38
3
7
37
3
6
36
36
37
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2
.
5
2
6
28
37
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3
7
3
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3
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37
37
38
37 38
38
37
38
38
34 33
35
34
36
37
4
0
SDx
35
33
32
34
40
38
39
3940
38
38
39
39
40
3
7
51.7'
LANDSCAPE PLAN1SCALE: 1" = 40'
40'0 40'80'
SCALE: 1" = 40'
GRAPHIC SCALE
10'
12.5'
STREETYARD
37
'
ST
R
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E
T
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A
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TYPE A3 OPAQUE
BUFFER (TYP.)
55' PUB
L
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DRAINA
G
E
EASEME
N
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(PDE)
70' PDE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
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LANDSCAPE PLAN
L-101
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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32
'
PROPOSED RIGHT
TURN LANE
35' REAR
SETBACK
2
0
'
PROPOSED
SIDEWALK
45'
PRIVAT
E
R/W
10'X70' SIGHT DISTANCE
TRIANGLE (TYP.)
25
'
ST
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E
T
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A
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TYPE A3 OPAQUE
BUFFER (TYP.)
50
'
T
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N
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AC
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S
S
EA
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E
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N
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10' DUKE
EASEMENT
60
'
P
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E
50
'
C
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AC
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S
S
EA
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T
PUBLIC
DRAINAGE
EASEMENT
PUBLIC
DRAIN
A
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E
EASEM
E
N
T
24
'
32
'
EXISTING DISTRIBUTION LINE (DUKE) TO
BE RELOCATED UNDERGROUND, TO BE
COORDINATED AND FACILITATED BY LL,
EASEMENT TO BE ABANDONED PROVIDE CONDUIT FOR
IRRIGATION AND SITE LIGHTING.
LOCATION, SIZE, AND QUANTITY
TO BE DETERMINED DURING FULL
DESIGN
20
'
P
R
I
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A
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DR
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EA
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LANDSCAPE DATA
DISTURBED AREA ± 6.18 AC. AC.
REQUIRED 6.18 AC. * 15 = 93 TREES (2" CAL.)
PROVIDED 1,276" RETAINED
PARKING LOT SHADING 8%
REQUIRED 3,580 SF * 0.08 = 286 SF
PROVIDED 1,500 SF
TRANSITIONAL BUFFER TYPE A: OPAQUE BUFFER
OPTION 3
WIDTH: 10 FT
FENCING: 6' WOOD FENCE
PLANTING: 3 FT WITH 50% OPACITY
STREETYARD 25 SF / LF
REQUIRED 670 LF * 25 SF = 16,750 SF
PROVIDED 15,492 SF
MITIGATION TBD
DOCUMENTED TREES TBD
SIGNIFICANT TREES TBD
FOUNDATION PLANTINGS 12% OF BUILDING FACE
150 LF * 15 FT * 0.12 = 270 SF PROVIDED: 571 SF
OPEN SPACE 20% MINIMUM
REQUIRED 0.20 * 66,118 SF = 13,224 SF
PROVIDED 29,292 SF
LANDSCAPE NOTES
1.PRIOR TO ANY CLEARING, GRADING OR CONSTRUCTION ACTIVITY,TREE
PROTECTION FENCING WILL BE INSTALLED AROUND PROTECTED TREES OR
GROVES OF TREES. NO CONSTRUCTION WORKERS, TOOLS, MATERIALS OR
VEHICLES ARE PERMITTED WITHIN THE TREE PROTECTION FENCING.
2.THE AREAS WITHIN THE TRIANGULAR SIGHT DISTANCE SHALL BE
MAINTAINED FREE OF ALL OBSTRUCTIONS BETWEEN 30" AND 10'.
3.A RAIN/FREEZE SENSOR SHALL BE USED IF THERE IS AN IRRIGATION
SENSOR.
4.ALL PLANT BEDS ARE TO RECEIVE 3-4" OF PINESTRAW OR MULCH.
5.LANDSCAPING SHALL BE COMPLETE BEFORE ISSUANCE OF A CO.
BUFFER NOTES
1.THE MINIMUM BUFFER WIDTH SHALL BE 50 PERCENT OF THE MINIMUM
REQUIRED SETBACK AS SET FORTH IN ARTICLE 3: ZONING DISTRICTS, 10
FEET, OR 20 PERCENT OF THE MINIMUM STRUCTURE SETBACK FOR TALLER
STRUCTURES OUTLINED IN SECTION 3.1.3.C, WHICHEVER IS GREATER.
2.FENCING SHALL BE BETWEEN 6 AND 10 FEET IN HEIGHT.
3.REQUIRED PLANTED MATERIALS SHALL BE LOCATED BETWEEN THE FENCE
AND THE COMMON PROPERTY LINE UNLESS OTHERWISE SPECIFIED.
4.IF SOLID FENCING IS USED, PLANTED MATERIALS A MINIMUM OF THREE
FEET IN HEIGHT AND PROVIDING A MINIMUM OF APPROXIMATELY 50
PERCENT VISUAL OPACITY AT INITIAL PLANTING SHALL BE REQUIRED.
VEGETATION SHALL BE PLANTED BETWEEN THE FENCE AND THE
NONRESIDENTIAL OR ATTACHED STRUCTURE IF THE REQUIRED BUFFER IS
15 FT. OR LESS IN WIDTH TO ACCOMMODATE REGULAR MAINTENANCE.
5.IF PERMEABLE FENCING IS USED, A MINIMUM OF TWO ROWS OF PLANTED
MATERIALS PROVIDING APPROXIMATELY FULL OPACITY WITHIN ONE YEAR
OF PLANTING ARE REQUIRED.*
PLANT SCHEDULE
BOTANICAL / COMMON NAME SIZE CALIPER HEIGHT QTY REMARKS
KEY
NO.CANOPY TREE
1 X HESPEROTROPSIS LEYLANDII / LEYLAND CYPRESS B & B 2"10' - 12'20 STREETYARD / PARKING ISLANDS
BOTANICAL / COMMON NAME SIZE CALIPER HEIGHT QTY REMARKS
UNDERSTORY TREE
2 LAGERSTOREMIA INDICA / CREPE MYRTLE 2"8' - 10'19 BUFFER / PARKING ISLANDS
BOTANICAL / COMMON NAME SIZE HEIGHT SPREAD SPACING QTY REMARKS
SHRUBS
3 ILEX VOMITORIA / YAUPON HOLLY 3 GAL.12' O.C.74 STREETYARD
BOTANICAL / COMMON NAME SIZE QUANTITY REMARKS
GROUND COVER
CYNODON DACTYLON / BERMUDA GRASS SOD
10'
1
1
1
1(11)
3(30)
1(7)3(24)
1(2)
3(20)
3(2)
3(2)
3(2)
3(2)
1
10'
1
0
'
10'
OPEN SPACE
(TYP.)
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04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
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SEDIMENT &
EROSION
CONTROL DETAILS
CE501
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
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NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITHTHE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). Thepermittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1.Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2.Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3.Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4.Provide ponding area for containment of treated Stormwater before dischargingoffsite.
5.Store flocculants in leak-proof containers that are kept under storm-resistant cover
or surrounded by secondary containment structures.
HAZARDOUS AND TOXIC WASTE
1.Create designated hazardous waste collection areas on-site.
2.Place hazardous waste containers under cover or in secondary containment.
3.Do not store hazardous chemicals, drums or bagged materials directly on the ground.
EQUIPMENT AND VEHICLE MAINTENANCE
1.Maintain vehicles and equipment to prevent discharge of fluids.
2.Provide drip pans under any stored equipment.
3.Identify leaks and repair as soon as feasible, or remove leaking equipment from theproject.
4.Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5.Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6.Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1.Never bury or burn waste. Place litter and debris in approved waste containers.
2.Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3.Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4.Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5.Cover waste containers at the end of each workday and before storm events orprovide secondary containment. Repair or replace damaged waste containers.
6.Anchor all lightweight items in waste containers during times of high winds.
7.Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8.Dispose waste off-site at an approved disposal facility.
9.On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1.Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2.Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3.Contain liquid wastes in a controlled area.
4.Containment must be labeled, sized and placed appropriately for the needs of site.
5.Prevent the discharge of soaps, solvents, detergents and other liquid wastes fromconstruction sites.
PORTABLE TOILETS
1.Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2.Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3.Monitor portable toilets for leaking and properly dispose of any leaked material.Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.HERBICIDES, PESTICIDES AND RODENTICIDES
1.Store and apply herbicides, pesticides and rodenticides in accordance with labelrestrictions.
2.Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case ofaccidental poisoning.
3.Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4.Do not stockpile these materials onsite.
CONCRETE WASHOUTS
1.Do not discharge concrete or cement slurry from the site.
2.Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3.Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4.Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority forreview and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5.Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6.Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7.Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by theapproving authority.
8.Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9.Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10.At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
EARTHEN STOCKPILE MANAGEMENT
1.Show stockpile locations on plans. Locate earthen-material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonablyavailable.
2.Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3.Provide stable stone access point when feasible.
4.Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
A
A
BELOW GRADE WASHOUT STRUCTURE
1:1SIDE SLOPE(TYP.)
10 MILPLASTICLINING
3'-
0
"
MIN
.
& X
'
MAX
.
SECTION A-A
NOT TO SCALE
ABOVE GRADE WASHOUT STRUCTURENOT TO SCALE
PLAN
SECTION B-B
HIGHCOHESIVE &LOW FILTRATIONSOIL BERM
8"
6"
2'
HIGHCOHESIVE &LOW FILTRATIONSOIL BERM1:1 SIDE SLOPE(TYP.)
10 MILPLASTIC LINING
B
B
3'-
0
"
MIN
.
& X
'
MA
X
.
A
SANDBAGS (TYP.)OR STAPLES
SANDBAGS (TYP.)OR STAPLES
SANDBAGS (TYP.)OR STAPLES
SANDBAGS (TYP.)OR STAPLES
NOTES:1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL BEMAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES75% OF THE STRUCTURES CAPACITY.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BECLEARY MARKED WITH SIGNAGE NOTING DEVICE.
NOTES:1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURESSHALL BE MAINTAINED WHEN THE LIQUIDAND/OR SOLID REACHES 75% OF THESTRUCTURES CAPACITY TO PROVIDEADEQUATE HOLDING CAPACITY WITH AMINIMUM 12 INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE NEEDSTO BE CLEARY MARKED WITH SIGNAGENOTING DEVICE.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
CONCRETEWASHOUT CONCRETEWASHOUT
PLAN
CLEARLY MARKED SIGNAGENOTING DEVICE (18"X24" MIN.)CLEARLY MARKED SIGNAGENOTING DEVICE (18"X24" MIN.)
SILT FENCE
10'MIN
10'MIN
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon aspracticable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
Site Area Description Timeframe variations
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW Zones
-10 days for Falls Lake Watershed unless
there is zero slope
Stabilize within this
many calendar
days after ceasingland disturbance
7
7
7
14
None
None
(a)Perimeter dikes,
swales, ditches, and
perimeter slopes
(b)High Quality Water
(HQW) Zones
(c)Slopes steeper than
3:1
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are
allowed
(d)Slopes 3:1 to 4:1
(e)Areas with slopes
flatter than 4:1 14
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQWZones
-10 days for Falls Lake Watershed
NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF-INSPECTION
Self-inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to orgreater than 1.0 inch occurs outside of normal business hours, the self-inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1.E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site-specific exemption based on unique site conditions that make
this requirement not practical:
(a)This General Permit as well as the Certificate of Coverage, after it is received.
(b)Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically-available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard-copy records.
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1.Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a)Visible sediment deposition in a stream or wetland.
(b)Oil spills if:
·They are 25 gallons or more,
·They are less than 25 gallons but cannot be cleaned up within 24 hours,
·They cause sheen on surface waters (regardless of volume), or
·They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d)Anticipated bypasses and unanticipated bypasses.
(e)Noncompliance with the conditions of this permit that may endanger health or the
environment.
2.Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a)The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b)The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c)Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d)Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e)Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f)Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
TEMPORARY SEEDING RECOMMENDATIONS
FOR LATE WINTER AND EARLY SPRING
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER TEMPORARY SEEDING RECOMMENDATIONS FOR FALL
Seeding Mixture
Species
Rye (grain)
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains)
Rate (lb/acre)
120
50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding Dates
Mountains—Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont—Jan. 1 - May 1
Coastal Plain—Dec. 1 - Apr. 15
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Seeding Mixture
Species
German millet
Rate (lb/acre)
40
Seeding Dates
Mountains — May 15 - Aug. 15
Piedmont — May 1 - Aug. 15
Coastal Plain — Apr. 15 - Aug. 15
Mulch
Maintenance
Seeding Mixture
Species
Rye (grain)
Seeding Dates
Mountains — Aug. 15 - Dec. 15
Coastal Plain and Piedmont — Aug. 15 - Dec. 31
Mulch
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extend temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
Rate (lb/acre)
120
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
SEED BED PREPARATION:
LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1-11
2
tons/acre on coarse-textured soils and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil.
Soils with a pH of 6 or higher need not be limed.
FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700 - 1,000 lb/acre. Both fertilizer and lime should be
incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application.
SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall
causes the surface to become sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. The finished grade shall
be a smooth even soil surface with a loosen uniformly fine texture. All ridges and depressions shall be removed and filled to provide the approved surface drainage.
Planting is to be done immediately after finished grades are obtained and seedbed preparation is completed.
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
In the Piedmont and Mountains, a small-stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
DATE:PAGE:
NORTH CAROLINA
Department of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesTEMPORARY SEEDING
NOTES:
1.Permanent seeding, sodding or other means of stabilization are required when all construction work is completed according to the NPDES timeframes table.
2.A North Carolina Department of Agriculture soils test (or equal) is highly recommended to be obtained for all areas to be seeded, sprigged, sodded or planted.
3.Use a seeding mix that will produce fast0growing nurse crops and includes non-invasive species that will eventually provide a permanent groundcover. Soil blankets may be used in lieu of nurse crops.
Mat, tack or crimp mulch, as needed to stabilize seeded areas until root establishment. Mulch must cover at leaser 80% of the soil surface.
4.Ground cover shall be maintained until permanent vegetation is established and stable against accelerated erosion.
SEED BED PREPARATION:
LIMING- Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 12 tons/acre on coarse0textured soils
and 2-3 tons/acre on fine-textured soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be limed.
FERTILIZER- Base application rates on soil tests. When these are not possible, apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of
soil. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes before application.
SURFACE ROUGHENING- If recent tillage operations have resulted in a loose surface additional roughening may not be required, except to break up large clods. If rainfall causes the surface to become
sealed or crusted, loosen it just prior to seeding by raking, harrowing, or other suitable methods for fine grading. the finished grade shall be a smooth even soil surface with a loosen uniformly fine texture.
all ridges and depressions shall be removed and filled to provide the approved surface drainage . Planting is to be done immediately after finished grades are obtained and seedbed preparation is
completed.
SEEDING MIXTURE
Species Rate
Centipede 5 lbs/acre
Indian Woodoats 1.5-2.5 lbs/acre*
Virginia Wild Rye 4-6 lbs/acre
*Depending upon mix with other species. See table 6.11.d
from Chapter 6 of the NC Erosion and Sediment Control
Planning and Design Manual.
Seeding Dates
Coastal or Eastern Piedmont for Centipede- Sept. 1 - May 1
Coastal and Piedmont for Indian Woodoats and Virginia
Wild Rye- Feb 15 - April 1
Mountains for Indian Woodoats and Virginia Wild Rye-
March 1 - May 15
Maintenance:
Significant maintenance may be required to obtain desired
cover.
SEEDING MIXTURE
Species Rate
Indian Woodoats 1.5-2.5 lbs/acre*
Virginia Wild Rye 4-6 lbs/acre*
*Depending upon mix with other species.
See table 6.11.d from Chapter 6 of the NC
Erosion and Sediment Control Planning
and Design Manual.
Seeding Dates
Mountains - July 15- Aug 15
Piedmont - Aug 15 - Oct 15
Maintenance:
Indian Woodoats and Virginia Wild Rye
are both sun and shade tolerant.
SEEDING MIXTURE
Species Rate
Hard Fescue 15 lbs/acre
Switchgrass 2.5-3.5 lbs/acre*
Indian Grass 5-7 lbs/acre*
Big Bluestem 5-7 lbs/acre*
Indian Woodoats 1.5-2.5 lbs/acre*
Virginia Wild Rye 4-6 lbs/acre*
*Depending upon mix with other species. See table 6.11.d from
Chapter 6 of the NC Erosion and Sediment Control Planning and
Design Manual.
Seeding Dates
Mountains - Hard Fescue- Aug 1 - June 1
Mountains- Switchgrass, Indian Grass, Big Bluestem- Dec 1 - April 15
Piedmont and Coastal- Switchgrass, Indian Grass, Big Bluestem-
Dec 1 - April 1
Coastal- Indian Woodoats and Virginia Wild Rye- Sept 1 - Nov 1
Maintenance:
Hard Fescue is not recommended for slopes > 5%. Prefers shade.
NON-INVASIVE PERMANENT SEEDING RECOMMENDATIONS
FOR LATE WINTER AND EARLY SPRING NON-INVASIVE PERMANENT SEEDING
RECOMMENDATIONS FOR SUMMER
NON-INVASIVE PERMANENT SEEDING
RECOMMENDATIONS FOR FALL
DATE:PAGE:
NORTH CAROLINA
Department of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesPERMANENT SEEDING
CONSIDERATIONS FOR CONSTRUCTION SCHEDULING
CONSTRUCTION ACTIVITY SCHEDULE CONSIDERATION
CONSTRUCTION ACCESS: Construction entrance, construction
routes, equipment parking areas.
First land-disturbing activity- Stabilize bare areas immediately with gravel and temporary
vegetation as construction takes place.
SEDIMENT TRAPS AND BARRIERS: Basin traps, sediment fences,
and outlet protection.
Install principal basins after construction site is accessed. Install additional traps and barriers
as needed during grading.
RUNOFF CONTROL: Diversions, perimeter dikes, water bars, and
outlet protection.
Install key practices after principal sediment traps and before land grading. Install additional
runoff-control measures during grading.
RUNOFF CONVEYANCE SYSTEM: Stabilize streambanks, storm
drains, channels, inlet and outlet protection, and slope drains.
Where necessary, stabilize streambanks as early as possible. Install principal runoff
conveyance system with runoff-control measures. Install remainder of system after grading.
LANDING CLEARING AND GRADING: Site preparation- cutting, filling
and grading, sediment traps, barriers, diversions, drains, and surface
roughening.
Begin major clearing and grading AFTER principal sediment and key runoff-control measures
are installed. Clear borrow and disposal areas only as needed. Install additional control
measures as grading progresses. Mark trees and buffer areas for preservation.
SURFACE STABILIZATION: Temporary and permanent seeding,
mulching, sodding and riprap.
Apply temporary or permanent stabilization measures immediately on all disturbed areas
where work is delayed or complete.
BUILDING CONSTRUCTION: Buildings, utilities, and paving.Install necessary additional erosion and sedimentation control practices as work takes place.
LANDSCAPE AND FINAL STABILIZATION: Topsoiling, trees and
shrubs, permanent seeding, mulching, sodding, and riprap.
Last construction phase: Stabilize all open areas, including borrow and spoil areas. Remove
and stabilize all temporary control areas.
NOTE: The above are the main aspects of a typical construction sequence in general terms. A detailed Construction Sequence should be site specific based
on your project and site needs. As a minimum, the construction sequence schedule should show the following:
·The erosion and sedimentation control practices to be installed,
·Principal development activities,
·What measures should be in place before other activities are begun, and
·Compatibility with the general construction schedule of the contract.
Many timely construction techniques can reduce the erosion potential of a site, such as (1) shaping earthen fills daily to prevent overflows and (2)
constructing temporary diversions ahead of anticipated storms. These types of activities cannot be put on the construction sequence schedule, but should be
used whenever possible.
DATE:PAGE:
NORTH CAROLINA
Department of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesCONSTRUCTION SEQUENCING
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ENGINEER
PROJECT OWNER
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CHECKED BY
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REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
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SEDIMENT &
EROSION
CONTROL DETAILS
CE502
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
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Notes:
1.Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 24 inches above the ground. (Higher fences may
impound volumes of water sufficient to cause failure of the structure)
3.Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When joints are
necessary, securely fasten the filter cloth only at a support post with 4 feet minimum overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the upslope side of the posts. Extend the
wire mesh support to the bottom of the trench. Fasten the wire reinforcement, then fabric on the upslope side of the
fence post. Wire or plastic zip ties should have a minimum 50 pound tensile strength.
5.When a wire mesh support fence is used, space posts a maximum of 8 feet apart. Supports should be driven securely
into the ground a minimum of 24 inches. Wire mesh should be a minimum 14-gauge with 6 inch mesh spacing.
6.Extra strength filter fabric with 6 foot post spacing does not require a wire mesh support fence. Securely fasten the
filter fabric directly to posts. Wire or plastic zip ties should have a minimum of 50 pound tensile strength.
7.Excavate the trench approximately 4 inches wide and 8 inches deep along the proposed line of the posts and upslope
from the barrier.
8.Place 12 inches of fabric along the bottom and side of the trench.
9.Backfill the trench with soil placed over the filter fabric and compact. Thorough compaction of the backfill is critical to
silt fence performance.
10.Do not attach filter fabric to existing trees.
11.Do not place across ditches, streams, or any other areas of concentrated flow.
Maintenance:
1.Inspect all measures at least weekly and after each rainfall of 1.0
inch or greater. Make any required repairs immediately.
2.Should the fabric of a sediment fence collapse, tear, decompose,
or become ineffective, replace it promptly.
3.Remove sediment deposits as necessary to provide adequate
storage volume for the next rain and reduce pressure on the
fence. Take care to avoid undermining the fence during cleanouts.
4.Remove all fencing materials and unstable sediment deposits and
bring the area to grade and stabilize it after the contributing
drainage area has been properly stabilized.
STEEL POST
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
6' MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE
18-24"
8" DOWN & 4" FORWARD
ALONG THE TRENCH24"
WIRE FENCE
FILTER FABRIC
PLASTIC OR
WIRE TIES 24"
8" MIN.
4" MIN.
BACKFILL TRENCH
AND COMPACT
THOROUGHLY
UPSLOPE
WIRE FENCE FILTER FABRIC
STEEL POST
PLASTIC OR
WIRE
CROSS SECTION VIEW
Max. Slope Length and Slope for Which
Sediment Fence is Applicable
Slope Slope Length (ft)Max. Area (ft2)
<2%100 10,000
2 to 5%75 7,500
5 to 10%50 5,000
10 to 20%25 2,500
>20%15 1,500
DATE:PAGE:
NORTH CAROLINADepartment of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesSEDIMENT FENCE
2:1 SLOPE GRAVEL FILTER
CONCRETE BLOCKSDEWATERING
1' MIN.
2' MAX.
TEMPORARY SEDIMENT POOL WIRE SCREEN DEWATERING
DROP INLET
WITH GRATE
NOTES:
1.Lay one block, on each side of the structure, on its
side in the bottom row to allow pool drainage. The
foundation should be excavated at least 2 inches
below the crest of the storm drain. Place the
bottom row of blocks against the edge of the storm
drain for lateral support and to avoid washouts
when overflow occurs. If needed, give lateral
support to subsequent rows by placing 2 inch x 4
inch wood studs through block openings.
2.Carefully fit hardware cloth or comparable wire
mesh with 1/2-inch openings over all block
openings to hold gravel in place.
3.Use clean gravel 1/2 to 3/4 inch in diameter, placed
2 inches below the top of the block on a 2:1 slope
or flatter and smooth it to an even grade. NCDOT
#57 washed stone is recommended.
SEDIMENT
MAINTENANCE:
1.Inspect all measures at least weekly and after every
rainfall of 1.0 inch or greater; repair immediately.
2.Remove sediment as necessary to provide
adequate storage volume for subsequent rains.
3.When the contributing drainage area has been
adequately stabilized, remove all materials and any
unstable soil, and either salvage or dispose of it
properly. Bring the disturbed area to proper grade,
then smooth and compact before stabilizing.
DATE:PAGE:
NORTH CAROLINADepartment of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesBLOCK AND GRAVEL INLET PROTECTION (TEMPORARY)
PERSPECTIVE VIEW
ARM ASSEMBLY
"C" ENCLOSURE
WATER
ENTRY UNITPVC ELBOW
PVC END
CAP
PVC END
CAP
PVC
TEE
PVC PIPE 1/2"
HOLES IN
UNDERSIDE
FLEXIBLE
HOSE Ɵ
SCHEDULE
40 PVC PIPE
PVC VENT PIPE
PVC
TEE
ORIFICE
PLATE
BOTTOM SURFACE
WATER SURFACE
END VIEW FRONT VIEW
SKIMMER
DEWATERING
DEVICE
INFLOW
STRUCTURE
BAFFLES
EM
B
A
N
K
M
E
N
T
EMERGENCY
SPILLWAY
AVERAGE WIDTH (W)=AREA*
L
* AREA OF BASIN WATER SURFACE AT TOP
OF PRINCIPAL SPILLWAY ELEVATION
BAFFLESINFLOW
STRUCTURE
FILTER
FABRIC
DEWATERING
ZONE
SEDIMENT
STORAGE ZONE EMERGENCY
SPILLWAY
PLAN VIEW
6" MIN INVERT ELEVATION OF EMERGENCY
SPILLWAY ABOVE BAFFLES
1' FREEBOARD AT ALL TIMES
EMBANKMENT
NOTES:
1.Clear, grub and strip the area under the embankment of all vegetation and root mat. Remove all surface soil
containing high amounts of organic matter and stockpile or dispose of it properly. Haul all objectionable material
to the designated disposal area. Place temporary sediment control measures below basin as needed.
2.Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow
for settlement.
3.Place the barrel on a firm, smooth foundation of impervious soil. Do not use pervious material such as sand,
gravel, or crushed stone as backfill around the pipe. Place the fill around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the adjacent embankment.
4.Place a minimum depth of 2 feet compacted backfill over the pipe spillway before crossing with construction
equipment.
5.Ensure that the flow length to basin width ratio is at least 2:1 to improve trapping efficiency. Length is measured
at the elevation of the principal spillway.
6.Assemble the skimmer following manufacturers instructions or as designed and lay on the bottom of the basin
with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the
skimmer over the excavated pit or support. Be sure to attach a rope and anchor it to the side of the basin.This
will be used to pull the skimmer to the side for maintenance.
7.Install the spillway in undisturbed soil to the greatest extent possible. The spillway should be lined with laminated
plastic or impermeable geotextile fabric. The fabric must be wide and long enough to cover the bottom and sides
and extend onto the top of the dam for anchoring in a trench. The edges may be secured with 8-inch staples or
pins.
8.Filter fabric must be long enough to extend down the slope and exit onto stable ground. The width of the fabric
must be one piece, not joined or spliced; otherwise water can get under the fabric.
9.The upper section(s) should overlap the lower section(s) so that water cannot flow under the fabric. Secure the
upper edge and sides of the fabric in a trench with staples or pins.
10.Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with
outlet protection to divert sediment-laden water to the upper end of the pool area to improve basin trap efficiency.
11.Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the principal
spillway immediately after construction.
MAINTENANCE:
1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make necessary repairs
immediately.
2.Remove sediment and restore the basin to its original dimensions when sediment accumulates to one-half the
height of the first baffle. Pull the skimmer to one side so that the sediment underneath can be excavated.
Excavate the sediment from the entire basin, not just around the skimmer or within the first cell.
3.Make sure any vegetation growing in the bottom of the basin does not hold down the skimmer.
4.Repair baffles if they are damaged. Re-anchor the baffles if water is flowing underneath or around them.
5.Ensure the skimmer is not clogged with trash or debris.
6.If the skimmer arm or barrel pipe is clogged, remove orifice and clear debris with a plumber’s snake or by
flushing with clean water. Be sure to replace the orifice before repositioning the skimmer.
7.Check fabric lined spillway for damage and make any required repairs with fabric that spans the full width of the
spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement.
SECTION VIEW
DATE:PAGE:
NORTH CAROLINADepartment of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesSKIMMER SEDIMENT BASIN
4' MAX.
VARIABLE
DEPTH
SECURE BOTTOM OF BAFFLE TO
GROUND WITH 12" STAPLES AT
12" MAXIMUM SPACING
BAFFLE
MATERIAL
9 GAUGE MIN. HIGH
TENSION WIRE STRAND
SHALL BE SECURED TO
POST TO SUPPORT
BAFFLE MATERIAL
DRAPE BAFFLE MATERIAL
OVER WIRE STRAND AND
SECURE WITH PLASTIC TIES
AT POSTS AND ON WIRE
EVERY 12"
3'
MIN.
BAFFLE MATERIAL SHOULD BE SECURED TO THE BOTTOM
AND SIDES OF BASIN USING 12" LANDSCAPE STAPLES
11 GAUGE
LANDSCAPING
STAPLE
BAFFLE
MATERIAL
STEEL POST 2'-0" DEPTH
NOTES:
1.Use matting made of 100% coconut fiber(coir) twine woven into high strength matrix.
2.Staples should be made of 0.125 inch diameter, new steel wire formed into a ‘U’ shape not less than 12
inches in length with a throat of 1 inch in width. The staples anchor the porous baffles into the sides and
bottom of the basin.
3.Grade the basin so that the bottom is level front to back and side to side.
4.Install the coir fiber baffles immediately upon excavation of the basins.
5.Install posts across the width of the sediment trap.
6.Steel posts should be driven to a depth of 24 inches and spaced in a maximum of 4 feet apart. The top of
the fabric should be a minimum of 6 inches higher than the invert of the spillway. Tops of the baffles should
be a minimum of 2 inches lower than the top of the earthen embankment.
7.Install 3 coir fiber baffles in basins at drainage outlets with a spacing of 1/4 the basin length. 2 coir fiber
baffles can be installed in the basins less than 20 feet in length with a spacing of 1/3 the basin length.
8.Attach a 9-gauge high tension wire strand to the steel posts at a height of 6 inches above the spillway
elevation with plastic ties or wire fasteners to prevent sagging. If the temporary sediment basin will be
converted to a permanent stormwater basin of a greater depth, the baffle height should be based on the
pool depth during use as a temporary sediment basin.
MAINTENANCE:
1.Inspect all measures at least weekly and after
each rainfall of 1.0 inch or greater and repair
immediately.
2.Maintain access to baffles. If the fabric
collapses, tears, decomposes, or becomes
ineffective, replace immediately.
3.Remove sediment deposits when it reaches
half full. Replace if baffle fabric is damaged
during clean-out operations. Sediment depth
should never exceed half the designed storage
depth.
STEEL POST
EXTEND 9 GAUGE WIRE TO BASIN SIDE OR INSTALL
T-POST TO ANCHOR BAFFLE TO SIDE OF BASIN AND
SECURE TO VERTICAL POST.
DATE:PAGE:
NORTH CAROLINADepartment of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesPOROUS BAFFLES
2' MIN.
18" MIN.
6' TYPICAL
COMPACTED
SOIL FLOW
9' TYPICAL
18" MIN.
3:
1
M
A
X
COURSE
AGGREGATE
FLOW
TEMPORARY EARTHEN DIVERSION DIKE
TEMPORARY GRAVEL DIVERSION DIKE FOR VEHICLE CROSSING
NOTES:
1.Remove and properly dispose of all tree,
brush, stumps, and other objectionable
material.
2.Temporary diversions are to only be used for
drainage areas of 5 acres or less.
3.Ridges will have a 2 feet minimum top width,
2:1 or flatter side slopes and a minimum of 0.3
feet freeboard.
4.Channels will have a parabolic, trapezoidal, or
V shape with side slopes of 2:1 or flatter.
5.Any point where vehicles will be crossing
should have 3:1 or flatter side slopes.
6.Ensure the top of the dike is not lower at any
point than the design elevation plus the
specified settlement.
7.Provide sufficient room around diversions to
permit machine re-grading and cleanout.
8.Vegetate the ridge immediately after
construction unless it will remain in place less
than 30 working days.
MAINTENANCE:
1.Inspect all measures at least weekly and after
every rainfall of 1.0 inch or greater.
2.Make all repairs immediately.
3.Immediately remove any sediment from the
flow area and repair the diversion ridge.
4.Check outlets and make timely repairs as
needed.
2:1
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DATE:PAGE:
NORTH CAROLINA
Department of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesTEMPORARY DIVERSIONS
Spacing Between Socks / Wattles (Feet)
Channel Slope (%)8-inch Diameter Sock 12-inch Diameter Sock
1 67 100
2 33 50
3 22 33
4 17 25
5 13 20NOTES:
1.Other materials providing equivalent protection against erosive velocities may be substituted for
compost use in silt socks or wattles.
2.Fill silt sock/wattle netting uniformly to the desired length such that logs do not deform.
3.Use 24 inch long wooden stakes with a 2 inch x 2 inch nominal cross section.
4.Install silt sock/wattle(s) to a height on slope so flow will not wash around silt sock/wattle and
scour slopes, or as directed.
5.Install a minimum of two up-slope stakes and four down-slope stakes at an angle to wedge silt
sock/wattle to ground at bottom ditch. Use staples to secure silt sock/wattle to the ground to
prevent undermining.
6.The use of flocculants such as Polyacrylamide (PAM) is recommended. Apply flocculants on top
of sock/wattle and to matting on either side of sock/wattle according to manufacturer
recommended rates. Reapply after each 1.0 inch rainfall.
MAINTENANCE:
1.Inspect all measures weekly and after each rainfall of 1.0 inch or greater. Remove accumulated
sediment and any debris.
2.Silt sock/Wattle(s) must be replaced if clogged or torn.
3.If ponding becomes excessive, the silt sock/wattle may need to be replaced with a larger diameter
or a different measure.
4.Reinstall if damaged or dislodged.
5.Silt socks/Wattles shall be inspected until land disturbance is compete and the area above the
measure is permanently stabilized.
MATTING
STAKES ANGLE STAKES
TO WEDGE WATTLE
ONTO GROUND
DATE:PAGE:
NORTH CAROLINADepartment of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesSILT SOCK / WATTLE FOR CHECK DAM
TRAPEZOIDAL DITCH SECTION VIEW
MATTING
MIN. 4 STAKES ON DOWNSLOPEMIN. 2 STAKES ON UPSLOPE
V- DITCH SECTION VIEW
MATTING
MIN. 4 STAKES ON DOWNSLOPEMIN. 2 STAKES ON UPSLOPE
MATTING
WA
T
T
L
E
WA
T
T
L
E
MIN. 4 STAKES ON
DOWNSLOPE
MIN. 2 STAKES
ON UPLSOPE
DITCH SLOPE
FLOW FLOW
SILT SOCK/
WATTLE
PLAN VIEW
ISOMETRIC VIEW
MATTING
DOWNSLOPE
TOP OF BANK
FILTER
BLANKET
d
SECTION AA
La
AAAA
d
La
FILTER
BLANKET
PLAN
SECTION A
PLAN
AA
d0
3d0
PIPE OUTLET TO WELL-DEFINED CHANNEL
PIPE OUTLET TO FLAT AREA NO WELL-DEFINED CHANNEL
NOTES:
1.Compact any fill required in the subgrade to the density
of the surrounding undisturbed material. Low areas in
the subgrade on undisturbed soil may also be filled by
increasing the riprap thickness.
2.The riprap and gravel filter must conform to the specified
grading limits shown on the plans.
3.Filter cloth, when used, must meet design requirements,
and be properly protected from punching or tearing
during installation. Repair any damage by removing the
riprap and placing another piece over the damaged area.
If the damage is extensive, replace the entire filter cloth.
4.All connecting joints should overlap so the top layer is
above the downstream layer a minimum of 1 foot.
5.The minimum thickness of the riprap should be 1.5 times
the maximum stone diameter but not less than 6".
6.Riprap may be field stone or rough quarry stone. It
should be hard, angular highly weather-resistant and well
graded.
7.Construct the apron on zero grade with no overfill at the
end. Make the top of the riprap at the downstream end
level with the receiving area or slightly below it.
8.Ensure that the apron is properly aligned with the
receiving stream and preferably straight throughout its
length. If a curve is needed, place in the upper section of
the apron.
MAINTENANCE:
1.Inspect outlet structures at least weekly and after
each rainfall of 1.0 inch or greater.
2.Check outlets for erosion around or below riprap
and for if stones have been dislodged. Make
repairs immediately to prevent further damage.
La = Length of Riprap Apron
d = Thickness of Riprap Apron
La = Length of Riprap Apron
d = Thickness of Riprap Apron
DATE:PAGE:
NORTH CAROLINA
Department of Environmental Quality
Effective Date: 9/1/2023
In accordance with the 2013
Design Manual UpdatesOUTLET STABILIZATION STRUCTURE
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04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
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SEDIMENT &
EROSION
CONTROL DETAILS
CE503
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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5
NJL
TEMPORARY PUMP AROUND
SCALE: NOT TO SCALE1
SEDIMENT BAG
SCALE: NOT TO SCALE3
SILT SACK
SCALE: NOT TO SCALE2
TREE PROTECTION FENCE
SCALE: NOT TO SCALE4
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2
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1
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:
4
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3
4
A
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04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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SITE DETAILS
CS501
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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5
NJL
TRANSVERSE EXPANSION JOINT
TYPICAL SECTION
PLAN VIEW
NOTES:
1.TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM
OF 50 FEET.
2.ALL CONCRETE TO BE FINISHED WITH CURING
COMPOUND.
3.A 6 INCH DEPTH IS REQUIRED AT LOCATIONS OF
DRIVEWAY CROSSINGS, AT STREET INTERSECTIONS
(ALONG THE LENGTH OF RADIUS CURB RETURNS),
AND IN THE HANDICAP RAMPS.
PROPOSED SIDEWALK
(CONCRETE 3000 P.S.I.)
PROPOSED
GROUNDCOVER
COMPACTED TO A DENSITY
OF NO LESS THAN 95% OF
MAXIMUM DRY DENSITY
ASTM D-698
0.02'/FT
SIDEWALK SURFACEJOINT FILLER
1/8" RADIUS
PR
O
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O
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W
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VARIES
VARIES
4"
1/4"
1/2"
5'
-
0
"
MA
X
I
M
U
M
CONCRETE SIDEWALK
SCALE: NOT TO SCALE6
R=5
4'
-
0
"
1
3
"
18
"
12" GRID
20"
25
1
/
2
"
12"
10"
1
8
"
5"
5"
5"
CURB LINE OR END
OF PARKING SPACE1"
CENTERLINE OF
PARKING SPACE
ADA PARKING SYMBOL
SCALE: NOT TO SCALE5
1'-0''
6'-0''
4"
6"
1'-0''
FORMED HOLE FOR #4
REINFORCING BAR 2' MIN. LENGTH
(TYP. EA. PARKING CHOCK) DRIVE
REBAR FLUSH WITH TOP OF CHOCK.
STANDARD PRECAST CONCRETE
PARKING CHOCK
PRECAST WHEEL STOP
SCALE: NOT TO SCALE7
2'-
6
"
FR
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6" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
ASPHALT PAVEMENT SECTION (LIGHT DUTY)
2.0" SF9.5C SUPERPAVE HOT MIX
ASPHALT SURFACE COURSE
(NCDOT SPECIFICATION)
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
6" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
2.5" SF9.5C SUPERPAVE HOT MIX
ASPHALT SURFACE COURSE
(NCDOT SPECIFICATION)
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY
ASTM D-698)6" MIN.
12" MIN.
5" PORTLAND CEMENT
CONCRETE (4,500 PSI,
AIR-ENTRAINED)
6" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
6" MIN.
ASPHALT TO CONCRETE TRANSITION
6" AGGREGATE BASE COURSE
(NCDOT SPECIFICATION)
CONCRETE PAVEMENT SECTION (HEAVY DUTY)
5" PORTLAND CEMENT
CONCRETE (4,500 PSI,
AIR-ENTRAINED)
12" COMPACTED SUBGRADE
(98% OF MAXIMUM DRY DENSITY ASTM D-698)
NOTES
THE SUBBASE SHOULD CLASSIFY AS SW, SP, SW-SM, OR SP-SM ACCORDING TO THE
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487) WITH LESS THAN 10% PASSING
THE NO. 200 SIEVE.
THE BASE COURSE SHOULD CLASSIFY AS GW, GP, GW-GM, OR GP-GM ACCORDING TO
THE UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487) WITH LESS THAN 2% FINES
PASSING THE NO. 200 SIEVE.
THE FOLLOWING GRADATION CRITERIA IS RECOMMENDED FOR THE WEARING
SURFACE MATERIAL:
SIEVE DESIGNATION % PASSING
1 IN (25 MM)100
3/8 IN (10 MM)5 - 85
NO.4 (5 MM)35 - 65
NO.10 (2 MM)25 - 50
NO.40 (0.4 MM)15 - 30
NO.200 (0.08 MM)<15
SCALE: NOT TO SCALE3
SCALE: NOT TO SCALE2
SCALE: NOT TO SCALE1
6
SIGN INSTALLATION
SCALE: NOT TO SCALE4
WHITE BORDER
10" WHITE LETTERING
RED BACKGROUND
NOTE:
MOUNT SIGN ON BREAK-AWAY SIGN POST. SEE
DETAIL A1, THIS SHEET.
1-3/4" X 1-3/4" 12 GAUGE
POST
3/8"RIVET (TYP)
2-1/4" ANCHOR SLEEVE
EXISTING
GROUND
2-1/4"X 2-1/4" 12 GAUGE SLEEVE
2" X 2" 12 GAUGE POST
NOTES:
1.STRUCTURAL STEEL TUBING USED FOR POST & SLEEVES MUST BE GALVANIZED 12 GAUGE COLD ROLLED STEEL, OF THE
NOMINAL DIMENSIONS SHOWN HERON AND MEET THE REQUIREMENTS OF ASTM A446 GRADE A.
2.GALVANIZING MUST BE PER ASTM A525. POSTS & SLEEVES MUST HAVE 7/16" DIA. HOLES SPACED 1" OC ±1/8" AND MUST
HAVE NO MORE VARIATION IN STRAIGHTNESS THAN 1/6" IN 3'. POSTS MUST BE SQUARE WITHIN ±0.014", HAVE TWIST NO
GREATER THAN 0.062" IN 3' AND HAVE CORNER RADII OF 5/32" ±1/64".
3.THE SIGNS MUST BE MOUNTED ON POSTS IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS DIVISION 900. ALL
FASTENING HARDWARE IS TO BE PROVIDED BY THE CONTRACTOR.
4.MAXIMUM SIGN SIZE 5.2 SQ. FT.RIVET SPECIFICATION:
DIMENSION: 3/8" DIA SHANK, 7/8" DIA HEAD
GRIP RANGE: .200-.366
FINISH: ELECTRO-GALVANIZED, ASTM-B-633, TYPE III SCI
FIRE ACCESS SECTION8SCALE: NOT TO SCALE
4" MIN.
20" TYP.
PREPARED
SUBGRADE
1.8"
FIRELANE - GRAVEL FILL TRUEGRID PRO PLUS
TRUEGRID FILL MATERIAL 1.8” DEPTH
1/2" TO 3/4" UNIFORM SIZE, CLEAN,
WASHED, ANGULAR STONE (5/8" TYP)
FILLED FLUSH TO TOP.
BASE
1" TO 1.5" UNIFORM SIZE, CLEAN,
WASHED, ANGULAR STONE
GEOTEXTILE FABRIC.
SEE NOTE #3.
NOTES
1.BASE DEPTH AND PREPARATION IS DEPENDENT ON SITE
CONDITIONS PLUS LOADING REQUIREMENTS.
2.TRUEGRID PRO PLUS PRODUCTS DESIGNED FOR LOAD CAPACITIES
OF 120,000 LBS PER SQ. FT. TRUEGRID PRODUCTS STRENGTHEN
WITH FILL MATERIAL.
3.THE TRUEGRID PRO PLUS PRODUCT EXCEEDS H-20/HS-20
COMPRESSION LOAD TESTING. CHECK OTHER SITE CONDITIONS
AND SYSTEM COMPONENT REQUIREMENTS TO MEET H-20/HS-20
LOADING.
4.GEOTEXTILE FABRIC RECOMMENDED AND MAY BE REQUIRED
BETWEEN SUB-GRADE & BASE FOR CERTAIN SOILS AND SITE
SPECIFIC REQUIREMENTS.
5.INCREASE BASE DEPTH FOR INCREASED STORM WATER
DETENTION .
6.NO STAKING NECESSARY WITH TRUEGRID PRO PLUS WHEN SLOPE
IS BELOW 3 DEGREES. ASSESS PROJECT, AS NEEDED..
7.TRUEGRID PRO PLUS IS ADA COMPLIANT WITH PROPER FILL
MATERIAL.
TRUE GRID PERMEABLE
PAVING SYSTEM
40% VOID SPACE FOR
DETENTION IN CLEAN, UNIFORM,
ANGULAR BASE STONE
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04/09/26
C
C
C
C
C
C
C
C
C
C
C
C
C
W
W
W
W
W
W
W
W
W
W
W
W
W
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
GA
S
GA
S
GA
S
GA
S
GA
S
32
34
3
4
34
3
4
S
S
SS
SS
SS
SS SS SS
SS
SS
SS
SS
W
W
WWWWW
W W W W W
W W
14
+
0
0
15+00
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD
LO
D
15+00
15+50
16+00
16+50
35
37
36
28
37
3130
37
37
38
ÆÆ
Æ
Æ
Æ
Æ
ÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆÆ35
34
36 37
347LF OF 60"
HP STORM @ 0.66%
54LF OF
1
8
"
HP STO
R
M
@
0
.
5
0
%
34
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
3
6
L
F
O
F
3
0
"
H
P
S
T
O
R
M
@
0
.
5
0
%
73LF OF 30"
HP STORM @ 0.50%
47
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
5
0
%
32LF OF 24"
HP STORM @ 2.00%
20LF OF 18"
HP STORM @ 0.68%
74LF OF 18"
HP STORM @ 0.50%
4
5
L
F
O
F
1
5
"
H
P
S
T
O
R
M
@
1
.
0
0
%
54L
F
O
F
1
5
"
HP
S
T
O
R
M
@
1
.
0
0
%
5LF OF 15"
HP STORM @ 2.00%
3
5
73
L
F
O
F
1
8
"
CL
I
V
R
C
P
@
1
.
4
8
%
45
L
F
O
F
1
8
"
CL
I
V
R
C
P
@
1
.
5
0
%
61
L
F
O
F
1
8
"
CL
I
V
R
C
P
@
1
.
5
0
%
33
32
34
27LF OF
1
8
"
CL IV RC
P
@
2
.
0
0
%
2
8
L
F
O
F
2
4
"
H
P
S
T
O
R
M
@
0
.
6
0
%
DI
1.9
ST-02 MH
1.1
CI
1.6
CI
1.5
CI
2.7
MH
2.8
CI
1.2
CI
1.3
MH
3.5
O
1.1
ST-04
CI
1.7
ST-03
100
EL
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EL
E
V
A
T
I
O
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STATION
V: 1"=2'
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
SCALE: 1" = 20'
20'0 20'40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
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1
STORMWATER
MANAGEMENT
DETAILS
CG501
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
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N
V
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NJL
WATER SURFACE EL.
RETURN
EVENT
ELEVATION
(FT)
2-YEAR 32.90
10-YEAR 33.28
25-YEAR 33.39
50-YEAR 33.48
A'
SCM #11SCALE: 1" = 20'
A
SCM #1 PROFILE2SCALE: HOR. 1" = 20' VER. 1" = 2'
DIVERSION STRUCTURE (MH 1.1)
SCALE: NOT TO SCALE3
4'-0"6"6"
ANTI-FLOATATION
6'-0"
6"
5'-0"6"6"
ANTI-FLOATATION
7'-0"
6"
18" HP STORM
TO DETENTION
INV.: 30.26
6" CONCRETE
WEIR EL. 32.69'
24" MANHOLE
CASTING AND COVER
24" MANHOLE
CASTING AND COVER
6" CONCRETE
WEIR EL. 32.69
48"
18" HP STORM
OUTLET PIPE
TO O 1.1
INV.: 30.26
18" HP STORM
INLET PIPE
FROM MH 1.2
INV.: 30.26
TOP OF SLAB
EL. 36.20'
36
"
36"24"
29
.
1
6
"
INV.: 30.003" WASHED #57
STONE
2'
SELECT BACKFILL
PROPOSED
GRADE
EXISTING
GRADE
48
"
24" HP STORM
FROM MH 1.1
SHWT: 27.50 EXISTING
SUBGRADE
6" HDPE TO
STORMFILTER C/OCONTECH SFMH72
STORMFILTER
RIM: 35.00
INV. IN: 28.25 (6" HDPE)
INV. OUT: 25.95 (8" HDPE)
STORMFILTER DETAILS4SCALE: NTS
GENERAL NOTES
1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2.DIMENSIONS MARKED WITH ( ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY.
3.FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED
SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com
4.STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN
THIS DRAWING.
5.STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 5' [1524 mm] AND GROUNDWATER
ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER
ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO.
6.FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA
DEPTH SHALL BE 7-INCHES [178 mm]. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS.
7.SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) [L/s] DIVIDED BY THE FILTER CONTACT SURFACE AREA
(sq ft)[m2].
8.STORMFILTER STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN
METHOD.
INSTALLATION NOTES
A.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL
BE SPECIFIED BY ENGINEER OF RECORD.
B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER
STRUCTURE.
C.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.
D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S).
E.CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL
DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES [200 mm], CONTRACTOR TO REMOVE
THE 8 INCH [200 mm] OUTLET STUB AT MOLDED-IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR.
F.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF.
24" SUMP
GROUT TO OUTLET
PIPE INVERT
12" SUMP
SUMP EL. 28.26'
INV. IN: 31.06 (FROM CI 1.2 / CI 1.5)
INV. OUT: 31.06 (TO DETENTION)
WEIR EL: 32.69 (TO O1.1)
INV. IN: 31.42 (FROM MH 1.1)
INV. OUT: 31.00
(TO STORMFILTER)
C:
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A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
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X
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ST
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I
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-
P
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A
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1
STORMWATER
MANAGEMENT
DETAILS
CG502
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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04/09/26
34
3
4
34
34
34
3
4
35
36
37
38
39
S
SS
SS
SS
S
S
S
S
S
S
SSSSSSSSSSSSSSSSS
SS
SS
SS
SS
SS
SS
SS
SS
Le
15+0
0
16+0017+00
LO
D
LO
D
LO
D
LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD
35
37
36
37
32.5
26
28
37
37
38
39
32
32 31 30
36
37
38
38
Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
Æ
37
20
0
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
5
0
%
34
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
3
6
L
F
O
F
3
0
"
H
P
S
T
O
R
M
@
0
.
5
0
%
73LF
O
F
3
0
"
HP ST
O
R
M
@
0
.
5
0
%
12LF OF 30"
HP STORM @ 0.50%
129LF OF 30"
HP STORM @ 0.52%
97
L
F
O
F
3
0
"
HP
S
T
O
R
M
@
0
.
5
0
%
TC: 37.75
38.50
TC: 37.86
BC: 37.36
TC: 37.25
BC: 36.75
TC: 37.63
BC: 37.13
TC: 37.17
BC: 36.67
TC: 37.42
BC: 36.92
37.41
TC: 37.58
BC: 37.08
TC: 37.23
BC: 36.73
TC: 37.11
BC: 36.61
TC: 37.24
BC: 36.74
28
L
F
O
F
2
4
"
HP
S
T
O
R
M
@
0
.
6
0
%
37
CI 2.6 (NCDOT 840.03)
GRATE: 37.69
INV. IN: 31.75 (CI 2.5)
INV. OUT: 31.75 (CI 2.7)
O 2.3 (NCDOT 840.31)
GRATE: 37.00
INV. IN: 27.54 (O 2.2)
INV. OUT: 26.48 (MH 3.4)
O 2.2 (NCDOT 840.31)
GRATE: 37.62
INV. IN: 28.21 (O 2.1)
INV. OUT: 28.21 (O 2.3)
CI 2.7 (NCDOT 840.03)
GRATE: 36.84
INV. IN: 31.38 (CI 2.6)
INV. IN: 31.38 (100)
INV. OUT: 31.38 (MH 2.8)
MH 2.8 (NCDOT 840.16)
GRATE: 37.48
INV. IN: 31.21 (CI 2.7)
INV. OUT: 31.21 ()
O 2.1
2" ORIFICE: 32.50
GRATE: 35.50
INV. OUT: 28.27 (O 2.2)
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
V: 1"=2'
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
EL
E
V
A
T
I
O
N
EL
E
V
A
T
I
O
N
STATION
V: 1"=2'
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
6'
6.
5
'
BERM ELEVATION
32.00'
TEMPORARY POOL ELEVATION
33.60'
NORMAL POOL ELEVATION
32.50'
1
2
6' VEGETATED SHELF
(6H:1V)
EXISTING
SUBGRADE
EXISTING
SUBGRADE
SEGMENTAL BLOCK
RETAINING WALL
SEGMENTAL BLOCK
RETAINING WALL
(BY OTHERS)
3.
5
'
1
3
1
2
1
2
6.
5
'
NORMAL POOL
ELEVATION 32.5'
TEMPORARY POOL
ELEVATION 33.60'
6' VEGETATED
SHELF (6H:1V)
SEGMENTAL BLOCK
RETAINING WALL
1
2
1
2 1
21
15
6' VEGETATED
SHELF (6H:1V)
EXISTING GRADE
PROPOSED GRADE
10' MAINTENANCE BENCH
37.00'
SEDIMENT STORAGE ELEVATION
27.00'
1.
5
'
SCALE: 1" = 20'
20'0 20'40'
GRAPHIC SCALE
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
STORMWATER
MANAGEMENT
DETAILS
CG503
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
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0
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2
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4
0
5
NJL
FORE BAYMAIN BAY
WATER SURFACE EL.
RETURN
EVENT
ELEVATION
(FT)
2-YEAR 34.41
10-YEAR 35.41
25-YEAR 35.76
100-YEAR 36.09
A'
B
B'
FOREBAY BERM
ELEVATION 32.0'
SEGMENTAL BLOCK
RETAINING WALL (TYP.)
TW: 37.0
BW: 33.0
208'
42
'
SCM #21SCALE: 1" = 20'
A 274'
48
'
TW: 37.0
BW: 33.0
TW: 37.0
BW: 33.0
TW: 37.0
BW: 33.0
SCM #2 PROFILES2SCALE: HOR. 1" = 20' VER. 1" = 2'
POND OUTFALL STRUCTURE (O 2.1)
SCALE: NOT TO SCALE3
5'-0"
36"
6"
6"6"
ANTI-FLOATATION
7'-0"
6"
5'-0"6"6"
ANTI-FLOATATION
7'-0"
6"
EL. 28.27' MSL 12
"
(
M
I
N
)
2" SCH. 40 PVC
WITH 45° BEND
TRASH RACK,
CONTECH STORMRAX
OR APPROVED EQUAL
27 LF OF Ø30" PPE
INV. UP: 28.27' MSL
INV. DN: 28.13" MSL
EL. 35.50' MSL
WEIR EL.
33.60' MSL
2" ORIFICE EL.
32.50' MSL
HARDWARE
CLOTH SCREEN
WITH STAINLESS
STEEL CLAMP 30" PPE
(HP STORM)
OUTLET
PIPE
TYPICAL PLANTING SCHEDULE 50 PLANTS PER 200 SF
SUBMERSIBLE CODE BOTANICAL NAME COMMON NAME SIZE HEIGHT SPACING QTY
EUP FIS EUPATORIADELPHUS FISTULOSUS JOE PYE WEED 1 GAL.18"-24"30" O.C.6
LOB SIP LOBELIA SIPHILITICA GREAT LEBELIA 5" PLUG 12"-18"18" O.C.34
RHY WHI RHYNCHOSPORA COLORATA STARRUSH WHITETOP 4" POT 12"-18"36" O.C.10
GROUND COVER CODE BOTANICAL NAME COMMON NAME SIZE
CYN DAV CYNODON DACTYLON BERMUDA GRASS SOD
STORMWATER POND
PERMANENT POOL
POND UPSLOPE
MAINTENANCE BENCH
20.0'
3.
0
'
3.
0
'
6.
0
'
PLANTING QUANITIES
SUBMERSIBLE COMMON NAME SCM 2 (2,420 SF)
JOE PYE WEED 72
GREAT LEBELIA 408
STARRUSH WHITETOP 120
TYPICAL PLANTING PLAN
6' VEGETATED
SHELF
10' MAINTENANCE
BENCH
TRASH RACK
SCALE: NOT TO SCALE4
36' EMERGENCY SPILLWAY
ELEVATION 36.25'
STEP DOWN RETAINING WALL
AT EMERGENCY SPILLWAY
EMERGENCY SPILLWAY (TYP.)
SCALE: NOT TO SCALE5
1
3
ELEV. 36.25'
TOP OF DAM
1
3
36'
EXISTING
SUBGRADE
GEOTEXTILE FABRIC
UNDER RIP RAP
8" OF CLASS B
RIP RAP
C:
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2
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
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4904 PARK AVENUE
WILMINGTON, NC 28403
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N
D
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ST
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I
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-
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A
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E
1
STORM DRAINAGE
DETAILS
CG504
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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5
5
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
STORM DRAINAGE
DETAILS
CG505
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
E
N
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4
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A
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04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
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A
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1
STORM DRAINAGE
DETAILS
CG506
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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33
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18"
6"
12"
34"
14"
6"
12"
STRAIGHT SPLIT FACE
PIN HOLES AND SLOT FOR 34"
SETBACK WALL CONSTRUCTION PIN HOLES AND SLOT FOR 14"
SETBACK WALL CONSTRUCTION
VERSA-LOK ULTRA UNIT
SCALE: 112"=1'
B-CAP A-CAP
VERSA-LOK CAP UNITS
UNIT DIMENSIONS
SCALE: 112"=1'
14"14"
358"
16"12"
12"
CAPPING DETAIL-PROFILE
STEP AT TOP OF WALL
SCALE: 1/2"=1'
FOR STRAIGHT WALLS, ALTERNATE A-CAP AND B-CAP
A-CAP B-CAP
6" STEP
RANDOMLY STAGGER
VERTICAL JOINTS
SPLIT SIDES OF CAPS
STANDARD UNIT SPLIT
HALF AT STEP DOWN
3/4" OVERHANG
SPLIT ENDS OF
BOTH CAP UNITS
USE STANDARD UNIT SPLIT HALF TO
FINISH STEP IN TOP OF WALL
A-CAP
B-CAP
IMPERVIOUS FILL
12" THICK MIN.
DRAINAGE AGGREGATE
GEOSYNTHETIC REINFORCEMENT
LENGTH, SPACING, & STRENGTH
TO BE DETERMINED BY DESIGN ENGINEER
REINFORCED BACKFILL
COMPACTED 95% OF MAXIMUM
STANDARD PROCTOR DENSITY
CAP UNIT ADHERES
TO TOP UNIT
W/VERSA-LOK
CONCRETE ADHESIVE
VERSA-LOK ULTRA
MODULAR CONCRETE UNITS
4" DIA. DRAIN PIPE
OUTLET @ END OF WALL
OR @ 40' CENTERS MAX
SLOPE DRAIN (1/8"/FT)
GRANULAR LEVELING PAD
MIN. 6" THICK
UNDISTURBED
SOIL
IMPERVIOUS FILL
12" DEEP
TYPICAL SECTION - REINFORCED RETAINING WALL
SCALE: 3/8"=1'
FILTER FABRIC
WALL W/ PIPE PENETRATION
SECTION
SCALE: 3/8"=1'
WALL W/ PIPE PENETRATION
PROFILE
SCALE: 3/8"=1'
PRECAST LINTEL BEAM
MIN. 18" BEARING (TYP.)
CONCRETE HEADWALL
OR CUT MODULAR UNITS
PROVIDE BOND BREAK
AT WALL OPENING
SCOUR PROTECTION
AS REQUIRED
PRECAST LINTEL BEAM
CONCRETE HEADWALL
OR CUT MODULAR UNITS
SCOUR PROTECTION
AS REQUIRED
FILTER
FABRIC
GRID NOT SHOWN
FOR CLARITY
OUTFALL PIPE
PRECAST
LINTEL BEAM
FILTER
FABRIC
PRECAST LINTEL BEAM
LINTEL NOTES:
·FINAL BEAM SIZE, REINFORCEMENT, AND CONFIGURATION TO BE DESIGNED BY WALL DESIGN ENGINEER
·LINTEL BEAMS SHALL BE PRECAST WITH MINIMUM 7 DAYS CURE
·HEIGHT OF BEAM SHALL CORRESPOND TO HEIGHT OF MODULAR UNITS
·PLACEMENT OF LINTEL BEAMS SHALL BE CONSISTENT WITH THE PLACEMENT OF OUTFALL PIPE
·INSTALL OUTFALL PIPE PRIOR TO CONSTRUCTION OF WALL ABOVE
·OUTFALL PIPE SHALL EXTEND BEYOND BASE COURSE OF WALL NO LESS THAN 6"
·GEOTEXTILE FABRIC SHALL BE INSTALLED AROUND PIPE OPENING
·LINTEL TO EXTEND MINIMUM 18" EITHER SIDE OF PIPE
USE COBBLE UNITS OR
CUT STANDARD UNITS, SEE
ABUTMENT DETAIL
DIRE
C
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(ROL
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GEOSYNTHETIC INSTALLATION DETAIL
SCALE: 3/4"=1'
NOTE:
·FOLLOW GEOSYNTHETIC GRID MANUFACTURER'S
INSTALLATION INSTRUCTIONS AND SPECIFICATIONS
·GEOGRID LENGTH AND ELEVATION PLACEMENT SHALL BE
DETERMINED BY WALL DESIGN ENGINEER
RETAINING WALL NARRATIVE
ALEXANDER STATION INVOLVES THE CONSTRUCTION OF A RETAINING WALL DESIGNED TO PROVIDE GRADE
SEPARATION BETWEEN THE TOP OF POND AND VEGETATED SHELF ELEVATIONS OF THE PROPOSED WET POND
(SCM #2). THE RETAINING WALL IS SITUATED ALONG THE NORTHERN PROPERTY BOUNDARY, EXTENDING
APPROXIMATELY 606 FEET IN LENGTH. THE WALL IS DESIGNED TO ADDRESS A CHANGE IN ELEVATION OF
APPROXIMATELY 4 FEET WITHIN THIS HORIZONTAL SPAN, EFFECTIVELY MANAGING THE HEIGHT DIFFERENTIAL
AND ENSURING STABILITY ON THE UPSLOPE AREA. TO MAINTAIN STABLE SLOPES OF THE STORMWATER CONTROL
MEASURE (SCM) DOWNSLOPE, THE WALL'S DESIGN SHALL ACCOUNT FOR SOIL MECHANICS AND PROPER
DRAINAGE TO PREVENT SATURATION AND EROSION.
TOP AND BOTTOM ELEVATIONS:
TOP ELEVATION: THE TOP OF THE RETAINING WALL IS AT AN ELEVATION OF 37.0 FEET, PROVIDING A FLAT
SURFACE FOR THE 10-FOOT MAINTENANCE BENCH.
BOTTOM ELEVATION: THE BOTTOM OF THE WALL IS AT AN ELEVATION OF 31.0 FEET, ENSURING SUFFICIENT
FOOTING TO SUPPORT THE STRUCTURE AND PREVENT ANY SHIFTING. THE GROUND ELEVATION AT THE BOTTOM
OF THE WALL IS AT AN ELEVATION OF 33.0 FEET.
RETAINING WALL DETAILS:
THE RETAINING WALL WILL CONSIST OF THE FOLLOWING KEY SPECIFICATIONS:
HEIGHT: THE FINAL WALL DESIGN SHALL TAKE INTO ACCOUNT THE EXPOSED FACE OF THE WALL AS WELL AS THE
FOOTING DEPTH.
DEPTH: THE WALL WILL HAVE A DEPTH OF 1 FOOT, WITH A BASE FOOTING OF 2 FEET TO PROVIDE STABILITY.
BASE AND FOOTING: THE FOOTING SHALL FOLLOW MANUFACTURER'S STANDARD DETAILS AND PROVIDE AT A
MINIMUM A 6-INCH GRANULAR LEVELING PAD AND 2 UNITS.
TIEBACKS: FOR ADDITIONAL STABILITY, GEOSYNTHETIC REINFORCEMENT SHALL BE PLACED AS DETERMINED BY
THE FINAL ENGINEERING DESIGN.
DRAINAGE/SEEP CONTROL SYSTEM: A DRAINAGE SYSTEM SHALL BE INCORPORATED BEHIND THE WALL,
INCLUDING PERFORATED PIPES WRAPPED IN GEOTEXTILE FABRIC TO DIRECT WATER AWAY AND PREVENT
HYDROSTATIC PRESSURE BUILDUP. WEEP HOLES SHALL BE PROVIDED TO ALLOW ANY TRAPPED WATER TO
ESCAPE.
OPERATION AND MAINTENANCE PRACTICES:
TO ENSURE LONG-TERM STABILITY AND PREVENT SEEP FAILURE OR ANY THREATS TO THE RETAINING WALL OR
THE STORMWATER BASIN LOCATED DOWNSLOPE, THE FOLLOWING PRACTICES ARE RECOMMENDED:
REGULAR INSPECTIONS: CONDUCT SEMI-ANNUAL INSPECTIONS OF THE RETAINING WALL TO LOOK FOR SIGNS OF
CRACKS, BULGING, OR ANY WATER POOLING AROUND THE BASE.
DRAINAGE MAINTENANCE: ENSURE THAT ALL DRAINAGE FEATURES, INCLUDING WEEP HOLES, ARE CLEAR OF
DEBRIS AND FUNCTION EFFECTIVELY. CLEAN OUT SEDIMENT BUILDUP REGULARLY.
VEGETATION MANAGEMENT: MAINTAIN APPROPRIATE PLANT COVER ON THE SLOPES TO PROMOTE HEALTHY ROOT
STRUCTURES, WHICH WILL HELP IN HOLDING THE SOIL TOGETHER.
PAVEMENT AND SURFACE MONITORING: REGULARLY CHECK THE SURFACE ABOVE THE WALL FOR ANY SIGNS OF
DISTRESS OR MOVEMENT, WHICH MAY INDICATE INSTABILITY NEEDING IMMEDIATE ATTENTION.
SOIL TESTING: PERIODICALLY CONDUCT SOIL TESTING TO MONITOR FOR ANY CHANGES IN SOIL COMPOSITION OR
MOISTURE LEVELS, ESPECIALLY AFTER HEAVY RAINFALL EVENTS.
C:
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:
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1
8
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
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R
ST
A
T
I
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N
-
P
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A
S
E
1
UTILITY DETAILS
CU501
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
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:
4
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4
2
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
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A
S
E
1
UTILITY DETAILS
CU502
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
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:
4
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:
3
7
A
M
04/09/26
ENGINEER
PROJECT OWNER
STAMP
CHECKED BY
PRINCIPAL IN CHARGE
REVISIONS
ISSUE FOR
ISSUE DATE
PROJECT ADDRESS
PROJECT NUMBER
SHEET TITLE
SHEET NUMBER
www.rivervieweng.com
4904 PARK AVENUE
WILMINGTON, NC 28403
(910) 398-2882
nlauretta@rivervieweng.com
DRAWN BY
AL
E
X
A
N
D
E
R
ST
A
T
I
O
N
-
P
H
A
S
E
1
UTILITY DETAILS
CU503
PERMIT DRAWINGS
1023.01
7700 MARKET STREET
WILMINGTON, NC
REVIEW - NOT FOR CONSTRUCTION
APRIL 9, 2026
N. LAURETTA
NJL
GO
L
D
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04/09/26