The URL can be used to link to this page

Home My WebLink About20260504_ILM Hanger_TRC 2OH P OHP UG C E EE E E S S S S S S S S S UG P S FM FM FM FM 2" SSF M 6" SSF M 2.0%(TYP.) 2.0%(TYP.) 2.0%(TYP.) 2.0%(TYP.) 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 IL M H A N G E R CO M P L E X COVER C-001 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL WILMINGTON INTERNATIONAL AIRPORT (ILM) HANGER COMPLEX 2028 / 2032 GARDNER ROAD WILMINGTON, NC 28401 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION MAY 4, 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. ALL STORM DRIANAGE PIPE SHALL BE HP PIPE DUAL WALL (POLYPROPYLENE PIPE). 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. GENERAL NOTES PROJECT NAME: ILM HANGER COMPLEX OWNER: NEW HANOVER COUNTY AIRPORT AUTHORITY 1640 AIRPORT BLVD. WILMINGTON, NC 28403 APPLICANT:MONTEITH CONSTRUCTION CONTACT: NICK WELLER PRECONSTRUCTION MANAGER PHONE: (704) 560-8533 EMAIL: NWELLER@MONTEITHCO.COM PROJECT ADDRESS: 2028 & 2032 GARDNER ROAD WILMINGTON, NC 28401 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:McKIM & CREED (F-1222) 243 N. FRONT STREET WILMINGTON, NC 28401 CONTACT: CODY HURST (L-5557) PHONE: 910-343-1048 EMAIL: CHURST@MCKIMCREED.COOM PROJECT INFORMATION VICINITY MAP LOCATION MAP2SCALE: 1" = 2000' LOCATION MAP PROJECT LOCATION PROJECT LOCATION SHEET NUMBER SHEET TITLE C-001 COVER C-002 GENERAL NOTES & DETAILS CX101 EXISTING CONDITIONS & DEMOLITION PLAN CE101 SEDIMENT & EROSION CONTROL PLAN CS101 SITE PLAN CG101 STORM DRAINAGE & GRADING PLAN CG102 DRAINAGE AREA MAP CU301 UTILITY PLAN & PROFILE CE501 SEDIMENT & EROSION CONTROL DETAILS CE502 SEDIMENT & EROSION CONTROL DETAILS CS501 SITE DETAILS CS502 SITE DETAILS CG501 STORM DRAINAGE DETAILS CG502 STORM DRAINAGE DETAILS CU501 UTILITY DETAILS CU502 UTILITY DETAILS CU503 UTILITY DETAILS C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C - 0 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 2 2 P M 05/04/26 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 IL M H A N G E R CO M P L E X GENERAL NOTES & DETAILS C-002 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL 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.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. 2.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. 3.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. 4.ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF NEW HANOVER COUNTY. 5.SLOPES SHALL BE GRADED NO STEEPER THAN 3:1. 6.ADDITIONAL DEVICES MAY BE REQUIRED AS AGREED UPON BY THE FIELD INSPECTOR, ENGINEER, AND OWNER. 7.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. 8.WITHIN 24 HOURS FOLLOWING ANY RAIN EVENT, THE CONTRACTOR SHALL INSPECT AND REPAIR, AS NECESSARY, ALL DAMAGED EROSION CONTROL MEASURES. 9.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 DISTURBANCELOD 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 ROOF DRAINRD DEMOLITION SURVEY LEGEND (EXISTING) PROPERTY LINE UTILITY POLE ADJOINERS PROPERTY LINE (NOT SURVEYED) WATER VALVE FIRE HYDRANT OHW EDGE OF PAVEMENT OVERHEAD WIRE RIGHT-OF-WAY X R/W PB DB PG TIE LINE EDGE OF WATER P/L R/W DROP INLET APRON/TAXI LIGHT C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C - 0 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 2 3 P M 05/04/26 12 ' G R A V E L R O A D X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX PAVED AIRPORT TAXI WAY MAINTENANCE BUILDING CONCRETE APRON ASPHALT MOUND SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD FU E L T A N K S GENERATOR PA V E D P A R K I N G 16' PAVED R O A D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD 48" CMP INV.=22.0' 18" RCP SPOT ELEV.=43.0' BENCHMARK TOP OF CONC. ELEV.=28.2' DA M PR O P A N E PR O P A N E 48" CMP INV.=21.9' 24" RCP INV.=21.5' 48" RCP INV.=21.4' UG ELECTRICAL BOX SIGN METAL STUBS POSSIBLE UNDERGROUND TANK 54" CMP INV.=21.5' M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=29.1' N=193,886.83' E=2,328,635.84' NAD83/2011 M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=27.7' N=194,138.31' E=2,328,623.17' NAD83/2011 U.S.SURVEY FEET GARDNER D R I V E 22' PAVED R O A D TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL XXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X W W W W W W W W W W W W W W W W W W W W W W W W W W SDSD SD SD OHTL OHTL OH P OHP OHP OHP OHP OHP OHP U G C UGCUGC UGC UGC UGC UGC UG C UG C UG C UG C UG C O H P O H P O H P O H P O H P O H P OH P O H P O H P OH P W W W W W W W W WW W W W W W W W W W WWWWWWWWW E EE UTLUTLUTL S S S UG C UG C UG C UG C UG C W W W W W W W W W W W W UG P UG P UG P UG P UG P U G P UGPUGPUGPUGP UGPUGP UG P S 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 2" SSFM 6" SSFM 8" W 40'0 40'80' SCALE: 1" = 40' GRAPHIC SCALE EXISTING CONDITIONS & DEMOLITION PLAN1SCALE: 1" = 40' TSA DITCH TO BE RELOCATED DITCH TO BE RELOCATED EXISTING ASPHALT TO BE REMOVED REMOVE EXISTING CONCRETE APRON 10.0' 24 1 . 9 ' EX. 24" RCP TO BE REMOVED 95.9' 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 IL M H A N G E R CO M P L E X EXISTING CONDITIONS & DEMOLITION PLAN CX101 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL DITCH TO BE FILLED FENCE TO BE REMOVED ASPHALT ROADWAY TO BE REMOVED C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C X 1 0 1 , 5 / 4 / 2 0 2 6 1 : 1 6 : 3 7 P M 05/04/26 21 21 22 22 22 2222 22 22 2223 23 23 23 23 23 23 23 23 23 24 24 24 24 24 24 24 24 24 24 25 25 25 25 25 25 25 25 2525 25 26 26 26 26 26 26 26 26 26 26 26 27 27 27 27 27 27 27 27 27 2 7 2 7 27 2 7 27 27 28 2 8 28 28 12 ' G R A V E L R O A D X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX PAVED AIRPORT TAXI WAY MAINTENANCE BUILDING CONCRETE APRON ASPHALT MOUND SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD FU E L T A N K S GENERATOR PA V E D P A R K I N G 16' PAVED R O A D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD 48" CMP INV.=22.0' 18" RCP SPOT ELEV.=43.0' BENCHMARK TOP OF CONC. ELEV.=28.2' DA M PR O P A N E PR O P A N E 48" CMP INV.=21.9' 24" RCP INV.=21.5' 48" RCP INV.=21.4' UG ELECTRICAL BOX SIGN METAL STUBS POSSIBLE UNDERGROUND TANK 54" CMP INV.=21.5' M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=29.1' N=193,886.83' E=2,328,635.84' NAD83/2011 M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=27.7' N=194,138.31' E=2,328,623.17' NAD83/2011 U.S.SURVEY FEET GARDNER D R I V E 22' PAVED R O A D TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL XXXXXXXXXXXXXXXXXX X X X X X X X X X W W W W W W W W W W W W W W W W W W W W W W W W W W SDSD SD SD OHTL OHTL OH P OHP OHP OHP OHP OHP OHP U G C UGCUGC UGC UGC UGC UGC UG C UG C UG C UG C UG C OH P W W W W W W W W WW W W WWW E EE UTLUTLUTL UG C UG C UG C UG C UG C W W W W W W W W W W W W UG P UG P UG P UG P UG P U G P UGPUGPUGPUGP UG P S 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 2" SSFM 6" SSFM 8" W SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF TPA TPA TPA TPA TPA TP A TPA TPA TPATPATPA TPA TPA TP A T P A T P A LO D LO D LO D LO D LO D LOD LOD LOD LO D LODLODLOD LO D LO D LO D LO D LO D LO D LO D LODLODLODLODLODLODLODLOD LO D LO D LO D L O D LO D LO D LO D LO D LOD LO D LO D LO D LOD L O D LO D LO D LO D LOD LO D LO D LOD LOD LO D LOD LO D L O D LO D LO D LOD LOD LOD LOD LOD L O D LOD LOD 27 272829 30 30 29 40'0 40'80' SCALE: 1" = 40' GRAPHIC SCALE SEDIMENT & EROSION CONTROL PLAN1SCALE: 1" = 40' TSA DITCH TO BE RELOCATED DITCH TO BE RELOCATED LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPERTY LINE LOD LOD SF LIMITS OF DISTURBANCE SILT FENCE INLET PROTECTION LOD IP CONSTRUCTION ENTRANCE SF CE 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 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 AND GRAVEL CONSTRUCTION ENTRANCE. 5.INSTALL TEMPORARY PUMP-AROUND FOR DRAINAGE DITCH TIE-IN ACTIVITIES. 5.1.INSTALL STILLING BASIN 5.2.INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE. 5.3.PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR DITCH DIVERSION. 5.4.PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS. DEWATER ENTRAPPED AREA. AREA TO BE DEWATERED SHALL BE EQUAL TO ONE DAY’S WORK. 5.5.INSTALL RELOCATED DRAINAGE DITCH IN ACCORDANCE WITH THE PLANS. 5.6.EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF IMPERVIOUS DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE. (DOWNSTREAM IMPERVIOUS DIKES FIRST). 5.7.REMOVE STILLING BASIN AND BACKFILL. STABILIZE DISTURBED AREA WITH SEED AND MULCH. 6.COMMENCE GRUBBING AND GRADING WITHIN LIMITS OF CONSTRUCTION. 7.INSTALL RELOCATED DRAINAGE DITCHES. MAINTAIN EXISTING DITCHES UNTIL FINAL TIE-IN IS REQUIRED. 8.MAKE FINAL TIE-IN FROM EXISTING DRAINAGE DITCH TO RELOCATED DRAINAGE DITCH. 9.INSTALL SEWER, WATER, AND STORMWATER CONVEYANCE MEASURES. 10.PREPARE BUILDING PAD AND CONSTRUCT BUILDING(S). 11.INSTALL CONCRETE APRON AND ASPHALT PARKING AREAS. 12.COMPLETE DRIVEWAY AND PARKING LOT CONSTRUCTION. 13.THE CONTRACTOR SHALL CONTINUOUSLY MAINTAIN EROSION CONTROL MEASURES TO MEET NEW HANOVER COUNTY REQUIREMENTS. 14.SEED AND STABILIZE ALL AREAS PER EROSION CONTROL NOTES ON SHEET CE501 - SEDIMENT & EROSION CONTROL DETAILS. 15.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. 16.COMPLETE e-NOT AT https://edocs.deq.nc.gov/Forms/NCG01-Termination AND UPLOAD COMPLETED NOTICE OF TERMINATION CERTIFICATE WITH ORIGINAL SIGNATURES. CONSTRUCTION SEQUENCE STAKED WATTLE CD TPA TPA TEMPORARY PUMP AROUND TPA TPA TPA SF 1.2 SF 1.3 SF 1.1 LOD LOD 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 IL M H A N G E R CO M P L E X SEDIMENT & EROSION CONTROL PLAN CE101 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL CE SF 1.2 TPA CD CD CD DRAINAGE AREA DA OUTLET PROTECTION OP SF1.1 0.99 AC SILT FENCE SUMMARY NO.DA LENGTH AC/100 LF (SF)(AC)(FT) 1.1 43,298 0.99 470 0.21 1.2 78,589 1.80 540 0.33 1.3 20,182 0.46 390 0.12 DA DA DA DA CD (3) STACKED 12" WATTLES (TYP.) SF1.2 1.80 AC SF1.3 0.46 AC CONSTRUCTION STAGING AREA CONCRETE WASHOUT RAIN GAUGE & PERMIT DOCUMENT BOX CD CD CD (3) STACKED 12" WATTLES (TYP.) CLASS A RIP RAP OUTLET PROTECTION LENGTH: 6.0 FT WIDTH: 4.5 FT D50: 3 IN THICKNESS: 9 IN CLASS A RIP RAP OUTLET PROTECTION LENGTH: 6.0 FT WIDTH: 4.5 FT D50: 3 IN THICKNESS: 9 IN C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C E 1 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 2 8 P M 05/04/26 12 ' G R A V E L R O A D X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX PAVED AIRPORT TAXI WAY MAINTENANCE BUILDING CONCRETE APRON ASPHALT MOUND FU E L T A N K S GENERATOR PA V E D P A R K I N G 16' PAVED R O A D 48" CMP INV.=22.0' 18" RCP SPOT ELEV.=43.0' BENCHMARK TOP OF CONC. ELEV.=28.2' DA M PR O P A N E PR O P A N E 48" CMP INV.=21.9' 48" RCP INV.=21.4' UG ELECTRICAL BOX SIGN METAL STUBS POSSIBLE UNDERGROUND TANK 54" CMP INV.=21.5' M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=29.1' N=193,886.83' E=2,328,635.84' NAD83/2011 M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=27.7' N=194,138.31' E=2,328,623.17' NAD83/2011 U.S.SURVEY FEET GARDNER D R I V E 22' PAVED R O A D TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL XXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X 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 2" SSFM 6" SSFM 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 16 + 0 8 . 1 6 R W R W 40'0 40'80' SCALE: 1" = 40' GRAPHIC SCALE SITE PLAN1SCALE: 1" = 40' 140.3' 24.0' 18.0' 25 . 0 ' 12 . 0 ' 12 . 0 ' 8. 0 ' 13 0 . 3 ' 13 0 . 3 ' 140.3' 25.7' CONCRETE 24 1 . 7 ' TSATSA 61 . 0 ' 24.0' ASPHALT 2.0' GRAVEL SHOULDER 2.0' GRAVEL SHOULDER PROPOSED HANGER PROPOSED HANGER 10 10 24" CONCRETE CURB & GUTTER (SPILL) LANDSCAPE ISLAND (TYP.) PROJECT INFORMATION PROJECT NAME ILM HANGER COMPLEX PROJECT ADDRESS 1640 AIRPORT BLVD WILMINGTON, NC 28403 OWNER NEW HANOVER COUNTY AIRPORT AUTHORITY PARCEL ID R04200-001-025-000 TOTAL PROPERTY ACREAGE ±1,340 AC APPLICANT/DEVELOPER MONTEITH CONSTRUCTION COMPANY 208 PRINCESS STREET WILMINGTON, NC 28401 ENGINEER RIVERVIEW ENGINEERING, PLLC NICHOLAS LAURETTA, PE, LEED AP CURRENT ZONING AC CURRENT USE VACANT LAND PROPOSED USE AIRCRAFT HANGER FLOOD HAZARD ZONE X RIVER BASIN CAPE FEAR RECEIVING STREAM SMITH CREEK (18-74-63) CLASSIFICATION C: SW PARKING REQUIRED PARKING RATIO OFFICE - 2.5 SPACES / 1000 SF REQUIRED PARKING 2.5 * 4,520 SF / 1000 SF = 12 SPACES PARKING PROVIDED 18 + 2 ADA (20 TOTAL) SETBACKS FRONT SIDE STREET SIDE INTERIOR REAR IMPERVIOUS COVERAGE EXISTING 14,880 SF PROPOSED 82,115 SF PROPOSED OFFSITE 0 SF DISTURBED AREA 3.7 AC 170.8' EXISTING WASH RACK TO REMAIN EXISTING CONCRETE TO REMAIN EXISTING FENCE TO REMAIN FIRE APPARATUS TURN AROUND TOFATOFA TRUSS SYSTEM TRUSS SYSTEM 43 . 6 ' PROPOSED SECURITY FENCE TIE TO EXISTING FENCE 61 . 8 ' 9. 0 ' TY P . 18.0' R25' 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 IL M H A N G E R CO M P L E X SITE PLAN CS101 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL NO TREES EXISTING ON THE SUBJECT PARCEL. LANDSCAPE DATA DISTURBED AREA ± 3.5 AC. STREETYARD REQUIREMENTS N/A REQUIRED N/A PROPOSED N/A SHADING REQUIREMENTS 8% REQUIRED 13,306 SF * 0.08 = 1,064 SF PROVIDED 962 SF TRANSITIONAL BUFFER N/A FOUNDATION PLANTINGS 12% OF BUILDING FACE (2) * 108 LF * 15.5 FT * 0.12 = 402 SF PROVIDED: 426 SF MITIGATION DOCUMENTED TREES NO TREE REMOVAL SIGNIFICANT TREES NO TREE REMOVAL LANDSCAPE NOTES 1.THE AREAS WITHIN THE TRIANGULAR SIGHT DISTANCE SHALL BE MAINTAINED FREE OF ALL OBSTRUCTIONS BETWEEN 30" AND 10'. 2.A RAIN/FREEZE SENSOR SHALL BE USED IF THERE IS AN IRRIGATION SENSOR. 3.ALL PLANT BEDS ARE TO RECEIVE 3-4" OF PINESTRAW OR MULCH. 4.LANDSCAPING SHALL BE COMPLETE BEFORE ISSUANCE OF A CO. 5.NO REGULATED TREES EXIST ONSITE. 6.NO 404 WETLANDS EXIST ONSITE. BOTANICAL / COMMON NAME CALIPER HEIGHT QTY REMARKS KEY NO.CANOPY TREE BOTANICAL / COMMON NAME HEIGHT SPREAD SPACING QTY REMARKS SHRUBS 1 ILEX VOMITORIA NANA / DWARF YAUPON 24"24"4' O.C.16 PARKING LOT SHADING 2 ILEX VOMITORIA / YAUPON HOLLY 24"24"4' O.C.16 PARKING LOT SHADING 3 DISTYLIUM BLUE CASCADE 64 FOUNDATION BOTANICAL / COMMON NAME QUANTITY REMARKS GROUND COVER CYNODON DACTYLON / BERMUDA GRASS R 2 5 ' 8. 0 ' BEGIN CONCRETE CURB & GUTTER END CONCRETE CURB & GUTTER 24" CONCRETE CURB & GUTTER (SPILL) 4' CONCRETE SIDEWALK 4' CONCRETE SIDEWALK 9. 0 ' TY P . 183 SF 233 SF 486 SF 66 SF FOUNDATION PLANTING (TYP.) 20 . 0 ' 56.0' FUTURE HANGER (NOT IN CONTRACT) 1 2 3 3 3 1 2 1 2 1 2 3 3 3 R 5 ' R5' R 5 ' R5 ' R 5 ' FIRE HYDRANT FIRE HYDRANT TRIP GENERATION INTENSITY ADT AM PEAK PM PEAK PROPOSED GENERAL AVIATION (021)35.6K GSF 43 20 22 C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C S 1 0 1 , 5 / 4 / 2 0 2 6 1 : 2 9 : 3 9 P M 05/04/26 21 21 22 22 22 2 222 22 22 22 23 23 23 23 23 23 23 23 23 23 24 24 24 24 24 24 24 24 24 24 25 25 25 25 25 25 25 25 2525 25 26 26 26 26 26 26 26 26 26 26 26 27 27 27 27 27 27 27 27 27 2 7 2 7 27 2 7 27 27 28 2 8 28 28 ÆÆÆÆÆÆÆÆÆÆÆ Æ Æ Æ Æ Æ Æ Æ Æ X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXX MAINTENANCE BUILDING CONCRETE APRON SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD FU E L T A N K S GENERATOR PA V E D P A R K I N G 16' PAVE D R O A D 48" CMP INV.=22.0' BENCHMARK TOP OF CONC. ELEV.=28.2' PR O P A N E PR O P A N E 48" CMP INV.=21.9' SIGN METAL STUBS POSSIBLE UNDERGROUND TANK 54" CMP INV.=21.5' TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X W SD SD UGP UGP OHTL OHTL OHTL UG C UG C UG C O H P O H P O H P O H P O H P O H P OH P O H P O H P WWWWWWWWWWW E EE S UG C UG C UG C UG C UG C UG C W W W W W W W W W UG P UG P UGP UG P U G P U G P UGPUGPUGPUGPUGPUGP UGPUGPUGP UG P S FM FM FM FM FM FM FM FM 2" SSFM S SS SS SS SS W S W W SS W W W W W W W W W W W W W W W W W W W W W W W W LO D LO D LO D LO D LO D LO D LOD LOD LOD LOD LOD LO D LO D LODLODLOD LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LODLODLODLODLODLODLODLODLODLOD LO D LO D LO D LO D L O D LO D LOD LO D LO D LO D LO D LO D LOD LO D LODLO D LO D LOD L O D LO D LO D LO D LO D LOD LO D LOD LO D LO D LOD LO D LO D LOD LOD LOD LOD LO D L O D LOD LOD LOD 27 272829 30 30 29 25 25 25 27 26 25 24 23 22 22 23 24 26 27 28 26 24 23 22 27 22 23 24 28 28 28 26 27 28 2324 26 21 22 23 24 25 26 27 28 28 28 28 29 27 28 28 27 27 SD STR. 2 RIM: 26.27 INV IN: 21.22 SD STR. 7 RIM: 27.80 INV IN: 23.17 INV OUT: 23.17 SD STR. 8 RIM: 24.39 INV IN: 22.60 SD STR. 5 RIM: 28.00 INV IN: 22.00 SD STR. 4 RIM: 28.00 INV IN: 26.20 INV OUT: 22.40 SD STR. 1 RIM: 26.55 INV OUT: 21.50 SD STR. 10 INV OUT: 25.50 SD STR. 11 INV IN: 24.75 28 22 FM FM FM FM FM FM FM FM FM FM W W W SD STR. 3 RIM: 28.35 INV IN: 26.20 INV OUT: 24.70 SD STR. 6 RIM: 27.80 INV OUT: 24.80 28.20 28.67 28.67 28.67 28.67 28.61 28.64 28.66 28.61 28.61 28.65 28.64 28.66 28.20 28.20 28.25 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.60 27.61 27.64 27.67 27.72 27.79 27.87 27.96 28.06 28.16 28.25 28.35 28.45 28.55 28.65 27.36 27.36 27.36 27.36 27.36 27.36 27.36 28.61 28.61 28.61 28.23 27.36 27.36 27.36 27.36 27.36 27.37 27.40 27.43 27.48 28.65 28.61 28.61 28.61 28.62 28.66 27.90 28.34 28.29 28.79 27.84 27.84 27.88 27.87 27.86 27.84 28.17 28.64 28.78 28.67 28.67 28.29 28.29 28.29 15 0 L F O F 2 4 " T R E N C H D R A I N @ 1 . 0 0 % 115LF OF 18" RCP @ 0.50%82LF OF 15" HDPE @ 2.00% 19 L F O F 2 4 " HD P E @ 2 . 1 4 % 51LF OF 1 5 " R C P @ 1 . 4 7 % 1 3 8 L F O F 5 4 " C L I V R C P @ 0 . 2 0 % 13 9 L F O F 2 4 " T R E N C H D R A I N @ 0 . 0 0 % 52LF O F 2 4 " H D P E @ 3 . 2 4 % Æ Æ Æ Æ Æ Æ Æ Æ ÆÆÆÆÆÆÆÆÆ 28.43 2.0% (TYP.)2.0% (TYP.) 2.0% (TYP.)2.0% (TYP.) 25 25 26 26 27 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 16' PAVE D R O A D M&C CONTROL POINT BENCHMARK TOP OF NAIL ELEV.=29.1' N=193,886.83' E=2,328,635.84' NAD83/2011 U.S. SURVEY FEET GARDNE R D R I V E 22' PAVE D R O A D 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 2" SSFM 6" SSFM 8" W M W WLOD LO D LOD LOD LOD LO D LOD LO D LOD L O D LO D LOD 29 29 FM FM FM FM FM W W 29.17 28.79 28.93 51LF OF 1 5 " R C P @ 1 . 4 7 % 30' SCALE: 1" = 30' 0 30'60' GRAPHIC SCALE STORM DRAINAGE & GRADING PLAN1SCALE: 1" = 30' TSATSA PROPOSED HANGER FFE 28.67 PROPOSED HANGER FFE 28.67 24" FLARED END SECTION MATERIALS AND EASEMENT NOTES: 1.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 EXCAVATION, GRADING, AND BACKFILLING NOTES 1.ANY UNDERCUTTING IN GOOD SOIL SHALL BE REPLACED AND THE REPLACEMENT MATERIAL SHALL BE COMPACTED TO NINETY-FIVE (95) PERCENT OF MAXIMUM DENSITY OBTAINED AT OPTIMUM MOISTURE CONTENT, AS DETERMINED BY THE ASTM D 698 STANDARD PROCTOR TEST METHOD. IN THE EVENT THAT MATERIAL ENCOUNTERED AT PIPE GRADE, SUBGRADE OF PARKING OR ROADWAYS AND SUBGRADE OF BUILDING FOUNDATIONS IS FOUND TO BE SOFT, SPONGY, OR IN ANY OTHER WAY UNSUITABLE, THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER IMMEDIATELY. SUCH UNSUITABLE MATERIAL SHALL BE REMOVED TO A DEPTH AS SPECIFIED BY THE GEOTECHNICAL ENGINEER AND REPLACED WITH A MINIMUM OF SIX (6) INCHES OF STONE, OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 2.BEFORE BACKFILLING IS COMMENCED OVER PIPES AND OTHER INSTALLATIONS, EARTH FILL SHALL BE SOLIDLY TAMPED AROUND AND ABOVE THE PIPE TO A DEPTH OF ONE (1) FOOT ABOVE THE TOP OF THE PIPE. CARE SHALL BE TAKEN TO PREVENT ANY DISTURBANCE TO THE PIPE OR DAMAGE TO NEWLY MADE JOINTS. THE FILLING OF THE TRENCH SHALL BE CARRIED OUT SIMULTANEOUSLY ON BOTH SIDES OF THE PIPES IN SUCH A MANNER THAT INJURIOUS SIDE PRESSURES DO NOT OCCUR. 3.THE MATERIAL FOR BACKFILLING SHALL BE FREE FROM ALL PERISHABLE AND OBJECTIONABLE MATERIALS. BEFORE PLACING ANY BACKFILL, ALL RUBBISH, FORM, BLOCKS, WIRES OR OTHER UNSUITABLE MATERIAL SHALL BE REMOVED FROM EXCAVATION. THE BACK-FILLING OVER PIPES SHALL BE PLACED IN LAYERS NOT OVER SIX (6) INCHES THICK AND COMPACTED TO A MINIMUM DENSITY OF NINETY-FIVE (95) PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR COMPACTION TEST TO A DEPTH OF 12 INCHES BELOW FINISHED GRADE. THE LAST 12 INCHES OF BACKFILL SHALL BE PLACED IN LAYERS NOT OVER SIX (6) INCHES THICK AND COMPACTED TO A MINIMUM DENSITY OF NINETY-EIGHT (98) PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR COMPACTION TEST. STORM DRAINAGE AND GRADING NOTES 1.IN ACCORDANCE WITH NC GENERAL STATUTES, NPDES REGULATIONS, AND NCDENR 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. NCDENR 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.UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ON PLANS INDICATE FINISHED GRADE OR PAVEMENT SURFACE. ALL DIMENSIONS ARE MEASURED TO THE BACK OF CURB UNLESS OTHERWISE INDICATED. 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 IL M H A N G E R CO M P L E X STORM DRAINAGE & GRADING PLAN CG101 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL STORM DRAINAGE & GRADING PLAN2SCALE: 1" = 30' MATCHLINE - THIS SHEET MATCHLINE - THIS SHEET IP OP IP OP CLASS A RIP RAP OUTLET PROTECTION LENGTH: 8.0 FT WIDTH: 3.05 FT D50: 3 IN THICKNESS: 9 IN CLASS B RIP RAP OUTLET PROTECTION LENGTH: 27.0 FT WIDTH: 13.5 FT D50: 6 IN THICKNESS: 22 IN CLASS A RIP RAP OUTLET PROTECTION LENGTH: 6.0 FT WIDTH: 4.5 FT D50: 3 IN THICKNESS: 9 IN CLASS B RIP RAP OUTLET PROTECTION LENGTH: 27.0 FT WIDTH: 13.5 FT D50: 6 IN THICKNESS: 22 IN DITCH 1 DITCH 2 OP OP LEGEND INLET PROTECTION IP OUTLET PROTECTION OP CLASS A RIP RAP OUTLET PROTECTION LENGTH: 5.0 FT WIDTH: 3.8 FT D50: 3 IN THICKNESS: 9 IN INV: 23.00 DITCH LINING, CURLEX I OR APPROVED EQUAL DITCH LINING, CURLEX I OR APPROVED EQUAL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C G 1 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 4 4 P M 05/04/26 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X PAVED AIRPORT TAXI WAY MAINTENANCEBUILDING CONCRETE APRON ASPHALT MOUND SD SD SD SD SD SD SD FU E L T A N K S GENERATOR PA V E D P A R K I N G 16' PAVED R O A D SDSDSDSDSDSDSDSDSD 48" CMPINV.=22.0' 18" RCP SPOT ELEV.=43.0' BENCHMARK TOP OF CONC. ELEV.=28.2' DA M PR O P A N E PR O P A N E 48" CMP INV.=21.9' 48" RCP INV.=21.4' UG ELECTRICAL BOX SIGN METAL STUBS POSSIBLE UNDERGROUND TANK 54" CMP INV.=21.5' M&C CONTROL POINT BENCHMARK TOP OF NAILELEV.=29.1' N=193,886.83' E=2,328,635.84' NAD83/2011U.S. SURVEY FEET M&C CONTROL POINTBENCHMARK TOP OF NAILELEV.=27.7' N=194,138.31'E=2,328,623.17' NAD83/2011U.S.SURVEY FEET GARDNER D R I V E 22' PAVED R O A D TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX)TOFA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX)TSA-(EX) ROFA ROFA ROFA ROFA ROFA ROFA ROFA ROFA ROFA RSA RSA RSA RSA RSA RSA BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL BRL XXXXXXXXXXXXXXXXXXX X X X X SD F M FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 2" SSFM 6" SSFM 25 25 25 27 26 25 24 23 22 22 23 24 26 27 28 26 24 23 22 27 22 23 24 28 28 28 26 27 28 2324 26 21 22 23 24 25 26 27 28 28 28 28 29 27 28 28 27 27 28 22 80' SCALE: 1" = 80' 0 80'160' GRAPHIC SCALE DRAINAGE AREA MAP1SCALE: 1" = 80' TSATSA 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 IL M H A N G E R CO M P L E X DRAINAGE AREA MAP CG102 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL EX1 16.55 AC PROP1 1.51 AC PROP2 2.76 AC PROP3 0.66 AC PROP4 2.82 AC PROP5 0.75 AC PROP6 0.20 AC C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C G 1 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 3 5 P M 05/04/26 21 21 22 22 2222 22 22 22 23 23 23 23 23 23 23 2 3 2 3 24 24 24 24 24 24 24 2 4 2 4 25 25 25 25 25 25 2 5 2 5 25 26 26 26 2 6 26 26 2 6 2 6 26 2727 27 2 7 27 27 2 7 2 7 27 27 27 27 28 28 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X TO F A - ( E X ) TO F A - ( E X ) TO F A - ( E X ) TO F A - ( E X ) TS A - ( E X ) TS A - ( E X ) TS A - ( E X ) BR L B R L BR L BR L B R L BR L BR L W W W W W W W W W W W W W W W W W W SD SD UG C UG C UGC OHP OHP W WWW 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 2" S S F M 6" S S F M 10+00 11+00 12+00 13+00 14+00 15+00 16+0016+08.16 SSSSSSSSS W S W W M SS W W WWWWWWWWW W WWWWWWWWWWWW 27 27 28 29 27 26 25 24 23 22 222324 26 27 28 26 242322 27 222324 28 28 28 262728 23 24 26 21 22 23 24 25 26 27 28 28 28 28 29 27 28 28 27 27 SD STR. 2 RIM: 26.27 INV IN: 21.22 SD STR. 7 RIM: 27.80 INV IN: 23.17 INV OUT: 23.17 SD STR. 8 RIM: 24.39 INV IN: 22.60 SD STR. 5 RIM: 28.00 INV IN: 22.00 SD STR. 4 RIM: 28.00 INV IN: 26.20 INV OUT: 22.40 SD STR. 1 RIM: 26.55 INV OUT: 21.50 SD STR. 10 INV OUT: 25.50 SD STR. 11 INV IN: 24.75 28 22 FM FM FM FM FM FM FM FM FM FM FM FM FM W W W SD STR. 3 RIM: 28.35 INV IN: 26.20 INV OUT: 24.70 SD STR. 6 RIM: 27.80 INV OUT: 24.80 WW R W R W PROP. CO5 STA: 14+37.32 RIM: 28.50 INV IN: 25.50 INV OUT: 25.50 PROP. CO1 STA: 14+87.28 RIM: 28.50 INV OUT: 25.67 PROP. CO2 STA: 14+87.28 RIM: 28.50 INV IN: 25.50 INV OUT: 25.50 SD STR. 9 INV. 21.75 PROP. CO4 STA: 14+37.32 RIM: 28.50 INV OUT: 25.67 PROP. PUMP STATION STA: 12+07.68 RIM: 28.62 SUMP: 16.94 INV IN: 22.30 PROP. S2 STA: 14+37.34 RIM: 28.27 INV IN: 24.33 INV IN: 24.89 INV OUT: 23.68 150LF OF 24" TRENCH DRAIN @ 1.00% 11 5 L F O F 1 8 " R C P @ 0 . 5 0 % 82 L F O F 1 5 " H D P E @ 2 . 0 0 % 30LF OF 6" PVC @ 2.00% 19LF OF 24 " HDPE @ 2.1 4 % 230LF OF 8" C900 PVC @ 0.60% (PRIVATE)58 L F O F 6 " P V C @ 2 . 0 0 % 51 L F O F 1 5 " R C P @ 1 . 4 7 % 138L F O F 5 4 " C L I V R C P @ 0 . 2 0 % 139LF OF 24" TRENCH DRAIN @ 0.00% 52 L F O F 2 4 " H D P E @ 3 . 2 4 % EL E V A T I O N EL E V A T I O N STATION 15 20 25 30 35 15 20 25 30 35 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 -2.00% -0.50% 0.00% PVI STA: 13+00.00 PVI ELEV: 27.60 K: 301.95 LVC: 150.00 LP STA: 13+75.00 LP ELEV: 27.60 BV C S : 1 2 + 2 5 . 0 0 BV C E : 2 7 . 9 7 EV C S : 1 3 + 7 5 . 0 0 EV C E : 2 7 . 6 0 18" RCP STA: 14+60.82 54" CL IV RCP STA: 12+05.09 PR O P . S 2 ST A : 1 4 + 3 7 . 3 4 RI M : 2 8 . 2 7 IN V I N : 2 4 . 3 3 ( P - ( 2 5 ) ) IN V I N : 2 4 . 8 9 ( S V C 2 ) IN V O U T : 2 3 . 6 8 ( S S 1 ) 230LF OF 8" C900 PVC @ 0.60% PR O P . P U M P S T A T I O N ST A : 1 2 + 0 7 . 6 8 RI M : 2 8 . 6 2 IN V I N : 2 2 . 3 0 ( S S 1 ) 58LF OF 6 " P V C @ 2 . 0 0 % 30' SCALE: 1" = 30' 0 30'60' GRAPHIC SCALEUTILITY PLAN1SCALE: 1" = 30' UTILITY PLAN & PROFILE2SCALE: HOR. 1" = 30' VER. 1" = 3' FFE: 28.67FFE: 28.67 EXISTING GRADE PROPOSED GRADE FUTURE HANGER 8" C900 PCV DR18 FIRE MAIN 8" C900 PCV DR18 WATER MAIN 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 TS A TS A 100 GPM OIL/WATER SEPARATOR 8"X8" CUT IN TEE (2) 8" GV SHUT DOWN REQUIRED (2) 8"X2" TAPPING SADDLE (2) 2" GV 8" RPDA IN ENCLOSURE (2) 1" HDPE SERVICES 1" HDPE WATER SERVICE 8" C900 PVC FIRE SERVICE (SEE MECHANICAL PLANS FOR CONTINUATION) 8" X8" MJ TEE (1) 8" GV 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 IL M H A N G E R CO M P L E X UTILITY PLAN & PROFILE CU301 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL A SS REVISIONS 12/02/25 2" HDPE SDR9 FORCEMAIN (PRIVATE) 6"X2" TAPPING SLEEVE & VALVE FDC FDC 8"X6" MJ TEE (1) 6" GV FIRE HYDRANT 8" X8" MJ TEE (1) 8" GV FIRE HYDRANT FIRE HYDRANT B UTILITY REVISIONS 12/16/25 FIRE HYDRANT WATER AND SEWER DEMAND USE FLOW RATE DEMAND TRANSPORTATION TERMINAL 5 GAL. / PASSENGER (100)500 GPD OFFICE 25 GAL. /EMPLOYEE (4)100 GPDVALVE VAULT PER CFPUA DETAIL S-14 18" MIN. 18" MIN. 8"X6" MJ TEE FHA 8"X8" MJ TEE 8" GV 8"X8" MJ TEE 8" GV (2) 5/8" WATER METER (2) 5/8" RPZ (WATTS 909 OR APPROVED EQUAL) 8" C900 PVC FIRE SERVICE (SEE MECHANICAL PLANS FOR CONTINUATION) 8" GV 3. 0 ' T Y P . 4. 0 ' T Y P . 2" HDPE SDR9 FORCEMAIN (PRIVATE) 6"X2" TAPPING SLEEVE & VALVE 18" MIN. 18" MIN.18" MIN. WATERLINE OFFSET UNDER STORM. CENTERLINE PROFILE VIEW IS SKEWED (TYP.) FORCEMAIN OFFSET UNDER STORM. CENTERLINE VIEW IS SKEWED (TYP.) 40 LF OF 2" HDPE INSTALLED BY HDD 1" HDPE WATER SERVICE C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C U 3 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 4 9 P M 05/04/26 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 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 IL M H A N G E R CO M P L E X SEDIMENT & EROSION CONTROL DETAILS CE501 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C E 5 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 2 7 P M 05/04/26 Construction: 1.Clear the entrance and exit area of all vegetation, roots, and other objectionable material and properly grade it. 2.Place the gravel to the specific grade and dimensions shown on the plans, and smooth it. 3.Provide drainage to carry water to a sediment trap or other suitable outlet. 4.Use geotextile fabrics in order to improve stability of the foundation in locations subject to seepage or high water table. Maintenance: 1.Inspect all measures at least weekly and after each rainfall of 1.0 inch or greater. Make any required repairs immediately. 2.Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with 2-inch stone. 3.Sediment on roadways is to be removed immediately by broom and shovel, either by manual or mechanical means, and not to be washed off where it has the potential to enter a stream, drainage way or storm drain system. Pub l i c R o a d 2-3" COURSE AGGREGATE 6" MIN. AS R E Q U I R E D 12' M I N . 50' M I N . IF 5 0 ' C A N N O T B E R E A C H E D , A L E N G T H SUF F I C I E N T E N O U G H T O R E T A I N S E D I M E N T O N SITE A N D O F F R O A D W A Y S . DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual Updates TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT GEOTEXTILE FABRIC TO BE USED IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE. 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) 2' MIN. 18" MIN. 6' TYPICAL COMPACTED SOIL FLOW 9' TYPICAL 18" MIN. 3: 1 M A X COURSE AGGREGATE FLOW TEMPORARY EARTHEN DIVERSION DIKE TEMPORARY GRAVEL DIVERSION DIKE FOR VEHICLE CROSSING NOTES: 1.Remove and properly dispose of all tree, brush, stumps, and other objectionable material. 2.Temporary diversions are to only be used for drainage areas of 5 acres or less. 3.Ridges will have a 2 feet minimum top width, 2:1 or flatter side slopes and a minimum of 0.3 feet freeboard. 4.Channels will have a parabolic, trapezoidal, or V shape with side slopes of 2:1 or flatter. 5.Any point where vehicles will be crossing should have 3:1 or flatter side slopes. 6.Ensure the top of the dike is not lower at any point than the design elevation plus the specified settlement. 7.Provide sufficient room around diversions to permit machine re-grading and cleanout. 8.Vegetate the ridge immediately after construction unless it will remain in place less than 30 working days. MAINTENANCE: 1.Inspect all measures at least weekly and after every rainfall of 1.0 inch or greater. 2.Make all repairs immediately. 3.Immediately remove any sediment from the flow area and repair the diversion ridge. 4.Check outlets and make timely repairs as needed. 2:1 M A X DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesTEMPORARY DIVERSIONS 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 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 IL M H A N G E R CO M P L E X SEDIMENT & EROSION CONTROL DETAILS CE502 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL TEMPORARY PUMP AROUND SCALE: NOT TO SCALE1 SEDIMENT BAG SCALE: NOT TO SCALE2 SILT SACK SCALE: NOT TO SCALE3 C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C E 5 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 3 6 P M 05/04/26 GRAVEL SHOULDER SECTION 12" COMPACTED SUBGRADE (98% OF MAXIMUM DRY DENSITY ASTM D-698) SCALE: NOT TO SCALE2 R=5 4' - 0 " 1 3 " 18" 12" GRID 20" 2 5 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 SCALE6 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 SCALE4 2'- 6 " FR O M E D G E O F PA R K I N G S P A C E 6" CRUSHED AGGREGATE BASE COURSE (P-209) CONCRETE PAVEMENT SECTION 9.5" P-501 CONCRETE PAVEMENT 12" COMPACTED SUBGRADE (98% OF MAXIMUM DRY DENSITY ASTM D-698) SCALE: NOT TO SCALE1 SIGN INSTALLATION SCALE: NOT TO SCALE5 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 6" AGGREGATE BASE COURSE (NCDOT SPECIFICATION) 6" AGGREGATE BASE COURSE (NCDOT SPECIFICATION) ASPHALT PAVEMENT SECTION 2" SF9.5C SUPERPAVE HOT MIX ASPHALT SURFACE COURSE (NCDOT SPECIFICATION) 12" COMPACTED SUBGRADE (98% OF MAXIMUM DRY DENSITY ASTM D-698) SCALE: NOT TO SCALE3 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 IL M H A N G E R CO M P L E X SITE DETAILS CS501 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C S 5 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 3 2 P M 05/04/26 NOT TO SCALE 8' CHAIN LINK FENCE DETAIL NOTES FOR 8' FENCE AND GATES: 1.MISCELLANEOUS ITEMS, SUCH AS BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED STEELE OR ALUMINUM ALLOY AT THE MANUFACTURER'S OPTION. 2.BRACE BANDS SHALL BE USED TO SECURE TOP RAIL AND BRACE ENDS TO TERMINAL POSTS. WHEN TENSION BARS ARE USED, TENSION BANDS SHALL BE USED FOR SECURING CHAIN-LINK FABRIC AT EACH TERMINAL POST. SPACING OF TENSION BANDS ON POSTS SHALL BE AT 15 INCH INTERVALS OR LESS. BRACE AND TENSION BANDS SHALL BE STEEL AND SHALL BE 34 INCH WIDE BY 110 INCH THICK NOMINAL. 3.TENSION BARS FOR 2 INCH MESH SHALL BE NO LESS THAN 316 BY 34 INCH OR EQUIVALENT CROSS-SECTIONAL AREA. A TENSION BAR SHALL BE PROVIDED WHERE CHAIN-LINK FABRIC MEETS TERMINAL POSTS. TENSION BAR SHALL BE STEEL, OF A CONTINUAL LENGTH COMPATIBLE WITH THE HEIGHT OF THE FENCE AND SHALL BE THREADED THROUGH THE FABRIC AND ATTACHED TO THE POSTS BY TENSION BANDS. ROLL FORMED POSTS WITH INTEGRAL LOOPS FOR WEAVING FABRIC TO POSTS ARE ACCEPTABLE IN LIEU OF TENSION BARS. 4.ALL EXPOSED ENDS OF TUBULAR POSTS SHALL BE FITTED WITH CAPS. THE CAP SHALL FIT SNUGLY OVER THE POSTS AND EXCLUDE, MOISTURE SUCH AS RAIN. WHEN TOP RAIL IS PROVIDED THE CAPS SHALL HAVE A RING OR HOLE SUITABLE FOR THE THROUGH PASSAGE OF THE TOP RAIL CAPS SHALL BE PRESSED STEEL, MALLEABLE CASTING, OR ALUMINUM ALLOY IN ACCORDANCE WITH ASTM F626. 5.ENDS OF TOP RAIL AND BRACED SHALL BE PROVIDED WHEN TOP RAIL OR BRACES ARE REQUIRED. TOP RAIL AND BRACE ENDS SHALL BE PRESS STEEL, MALLEABLE CASTING, OR ALUMINUM ALLOY IN ACCORDANCE WITH ASTM F626. 6.TOP RAIL SLEEVES SHALL ALLOW FOR EXPANSION AND CONTRACTION OF THE TOP RAIL. TOP RAIL SLEEVES SHALL HAVE A MINIMUM LENGTH OF 6 INCHES AND BE OF THE SAME MATERIAL AS THE TOP RAIL. TOP RAILS PROVIDED WITH 3 INCH SWAGE ENDS ARE ACCEPTABLE IN LIEU OF TOP RAIL SLEEVES. 7.WIRE TIES OR CLIPS SHALL BE PROVIDED FOR ATTACHING FABRIC TO LINE POSTS, TOP RAIL, OR TENSION WIRE. WIRE TIES AND CLIPS SHALL BE AT INTERVALS NOT GREATER THAN 15 INCHES WHEN ATTACHING FABRIC OR LINE POSTS, AND THE SPACE INTERVAL SHALL NOT EXCEED 24 INCHES WHEN ATTACHING FABRIC TO TOP RAILS OR TENSION WIRE. 8.TOP RAIL LENGTHS SHALL BE FITTED WITH 6 INCH CONNECTORS OF THE SAME MATERIAL AS THE RAIL OR SHALL HAVE A 3 INCH LONG SWAGE ON ONE END FOR CONNECTING INTO A CONTINUOUS RUN. SUITABLE FITTINGS SHALL BE PROVIDED FOR SECURING TOP RAIL TO EACH GATE, CORNER AND END POSTS. 9.BRACES SHALL BE PROVIDED FOR GATE POSTS AND EACH TERMINAL POST WHEN A TOP RAIL IS NOT USED. WHEN FABRIC HEIGHT IS 6 FEET OR GREATER. BRACES SHALL BE FURNISHED WITH OR WITHOUT TOP RAIL. BRACES EXTENDING TO LINE POST SHALL BE CONNECTED BACK TO THE BASE OF THE BRACE POST BY A 516 INCH MINIMUM OUTSIDE DIAMETER TRUSS ROD AND TIGHTENER. 10.LINE POSTS AND BRACE POSTS SHALL BE ZINC-GALV. COATED, 2.375 INCH (O.D.) PIPE 0.130 INCH MINIMUM WALL THICKNESS IN CONFORMANCE WITH FED. SPEC. RR-F-191/3, GALV. CORNER POSTS TO BE 2.875 INCH O.D. PIPE, 0.160 INCH MINIMUM WALL THICKNESS. 11.TIE WIRE: 0.144 INCH DIAMETER FOR ATTACHING FABRIC TO TOP RAIL AND TO INTERMEDIATE POSTS. PREFORMED CLIPS OF 6 GAGE, ZINC-COATED, STEEL WIRE MAY BE USED FOR ATTACHING FABRIC TO INTERMEDIATE POSTS. 12.LINE POSTS, RAILS AND BRACES SHALL BE GALVANIZED STEEL PIPE CONFORMING TO ASTM F 1083. 13.FENCING WIRE SHALL BE 7 GAUGE MARCELLED STEEL WITH SAME COATING AS FABRIC AND SHALL CONFORM TO ASTM A 824. 14.BRACE POSTS SHALL BE INSTALLED EVERY 500' MAXIMUM. WHERE BEND IN FENCE LINE IS GREATER THAT 15 DEGREES, BRACE POST SHALL BE INSTALLED. 15.SOIL EXCAVATED FOR HT FENCE POSTS SHALL BE SPREAD FLAT BY RAKE ACROSS THE GROUND. ROCKS SHALL BE RAKED OUT AND REMOVE. 16.BARBED WIRE ARM SHALL BE INSTALLED AT AN ANGLE OF 45 +/- 5 DEGREES FROM THE PLANE OF THE FENCE AND THE OUTER STRAND OF BARBED WIRE SHALL BE POSITIONS 12 +/- 2 INCHES HORIZONTALLY FROM THE FENCE LINE. FOR OTHER BARBED WIRE SPECIFICATION REFER TO FEDERAL SPECIFICATION RR-F-191/4. FENCE POST FENCE AND GATE GROUNDING DETAIL GROUNDING NOTES: 1.FOR FENCES WITH METALLIC POSTS SET IN CONCRETE. THE GROUNDING SHALL BE ACCOMPLISHED BY6 USING A 58" MINIMUM DIAMETER GALVANIZED COPPERCLAD GROUND ROD DRIVEN INTO THE GROUND A MINIMUM OF 8 FEET . THE THE GROUND ROD SHALL BE SO LOCATED AND DRIVEN THAT IT SHALL BE AGAINST THE FENCE IN ITS FINAL POSITION. THE LENGTH OF THE ROD SHALL BE SUCH THAT WHEN IT S DRIVEN INTO THE GROUND THE SPECIFIED DEPTH, THE TOP OF THE ROD SHALL BE AT THE SAME HEIGHT AS THE FENCE. THE ROD SHALL BE TIGHTLY FASTENED WITH NUMBER 2 GALVANIZED IRON WIRE TO EACH STRAND OF A BARBED WIRE FENCE AND AT THE TOP, CENTER,A ND BOTTOM POINTS OF A WOVEN WIRE OF A CHAIN LINK FENCE. 2.ONE GROUNDING ROD IS REQUIRED FOR EACH 500 LINEAR FEET OF FENCE, OR FRACTION THEREOF, SECTION OF FENCE, REGARDLESS OF LENGTH, ISOLATED BY GATES, GAP AT SPICES, OR PLASTIC CONNECTORS, SHALL BE GROUNDED INDEPENDENTLY. GROUNDING CLAMP JUMPER TO GROUND LOOP NOT TO SCALE NOT TO SCALE 0. 5 " M I N C R O W N 18 " N O M . 3,000 PSI CONCRETE FENCE POST & FOUNDATION BEYOND INSTALL 3.5' O.C. (MAX) 1 EA. 1/4" - 20 X 4" FORGED EYEBOLT GALV. 1 EA. 1/4" X 1 1/4" FENDER WASHER GALV. 2 EA 1/4" - 20 HEX NUTS GALV. LIMITS OF GRASSING 18" NOM. TYPICAL 12" TYP. INSTALL FENCE FABRIC FLUSH WITH FINISHED CONCRETE MOW STRIP. HOG RING FENCE FABRIC TO EYEBOLTS EXISTING GROUND 3.5" (TYP.) NEW FENCE UNRESTRICTED RESTRICTED NOT TO SCALE MOW STRIP / INTRUSION BARRIER NOTE: MOW STRIP IS REQUIRED FOR ALL NEW CHAIN LINK FENCE. COST SHALL BE INCLUDED IN THE UNIT COST PER LINEAR FOOT OF FENCE CONSTRUCTED. NOTE: ALL GATES, GATE EQUIPMENT, AND APPURTENANCES ARE TO MATCH EXISTING GATES, GATE EQUIPMENT, AND APPURTENANCES IN PLACE ON THE GSP CAMPUS. 4" MAX. 10'-0" MAXIMUM-8' FENCE 6" 8'- 0 " 2" MIN. BOTTOM TENSION WIRE ATTACH FENCE FABRIC TO TENSION WIRE WITH HOG-RINGS APPROX. 24" O.C. BARBED WIRE W/12-1/2 GA. LINE WIRES & 14 GA. 4-POINT BARBS SPACED 3" O.C. AT 5" MAX CENTERS EXTENSION ARMS TO BE PLACED ON THE OPPOSITE SIDE OF THE AREA TO BE PROTECTED END, CORNER OR PULL POST @ 500' MAX. SPACING 2 1/2" I.D. MIDDLE RAIL SUPPORT 3/8" Ø GALV. TRUSS ROD WITH TURNBUCKLE INSTALLED ON INSIDE OF FENCE P-610 CONCRETE ANCHOR TOP RAIL 1-5/8" O.D. STD. WEIGHT PIPE TOP RAIL LINE POST 2" I.D. 9 GAUGE GALV. FABRIC (2" MESH) 2" CROWN NOTES: 1.ALL FABRIC SHALL BE #9 GA-2" MESH WITH TWISTED END SELVAGES ON TOP AND KNUCKLED END SELVAGES ON BOTTOM 2.ALL FENCING AND GATES SHALL BE BLACK VINYL COATED. 3.FENCE EYELET RINGS TO BE 516" 4.LINE AND BRACE FENCE POSTS SHALL BE 2.375" OD MIN. CORNER AND END POSTS SHALL BE 2.875" OD. MIN GATE POSTS SHALL BE 4" O.D. MIN. 5.2. MIDDLE RAIL SUPPORTS ARE REQUIRED AT FNECE CORNERS AND TERMINAL POSTS. POSTS TO BE USED AS PULL SUPPORTS FOR INSTALLING AND TENSIONING FENCE FABRIC ARE CONSIDERED TERMINAL POSTS. 45° CORNER EXTENSION ARM OUTBOARD 45° LINE POST EXTENSION ARM OUTBOARD BARBED WIRE W/12-1/2 GA. LINE WIRES & 14 GA. 4-POINT BARBS SPACED 3" O.C. DOME CAP AT GATE POSTS 1-5/8" TOP RAIL END CUP OFFSET 1-5/8" TOP RAIL END CUP 3/8" TRUSS ROD (INSTALLED ON INSIDE OF FENCE) 1-5/8" TOP RAIL END CUP OFFSET 1-5/8" STD. WEIGHT PIPE RAIL 9 GA. TIE WIRE @ 24" O.C. MAX.TOP OR BRACE RAIL BAND CHAIN LINK FABRIC 3/16" x 3/4" TENSION BAR TENSION BAR BAND @ 15" O.C. MAX. 5/16" x 1-1/2" CARRIAGE BOLT 2.875" O.D. END OR GATE POST WITH TOP CAP (TYP.) SIDE ELEVATION TOP VIEW 3/16" x 3/4" TENSION BAR TENSION BAR BAND @ 15" O.C. MAX. 5/16" x 1-1/2" CARRIAGE BOLT x x x x x x x x x x x x x x x x x TRUSS CONNECTOR 2.5" O.D. LINE POST BRACE RAIL BAND TURNBUCKLE 3/16" x 3/4" TENSION BAR 2.875" O.D. END OR GATE POST TENSION BAR BAND @ 15" O.C. MAX. FENCE POST DETAILS 1-5/8" O.D. CONTINUOUS TOP RAIL CORNER OR TERMINAL POST SHALL BE 16" DIA. MIN. 1'- 0 " 3'- 0 " M I N . EM B E D M E N T COPPER CLAD GROUND ROD SHALL BE 5/8" IN DIA. AND 8' LONG WITH A NO. 6 SOLID COPPER CONDUCTOR TIED TO GROUND ROD, TIED TO TOP RAIL, AND EACH STRAND OF BARBERD WIRE. EACH ELEMENT OF FENCE TO BE GROUNDED. INSTALLATION OF GROUND RODS IS INCIDENTAL TO COST FOR FENCE INSTALLATION. GROUND RODS TO BE INSTALLED AT MAXIMUM 500' INTERVALS LINE POST SHALL BE 12" DIA. MIN. 1-5/8" O.D. PIPE (TYP. TOP AND BOTTOM) .375" ROUND ROD (TYP.) METAL GATE POST (TYP.) CHAIN LINK CHAIN LINK CHAIN LINK 8' - 0 " 12" 4' MAX. 12" BARBED WIRE W/12-1/2 GA. LINE WIRES & 14 GA. 4-POINT BARBS SPACED 3" O.C. TE N S I O N B A N D S @ 1 5 " O . C . M A X . COPPER CLAD GROUND ROD SHALL BE 5/8" IN DIA. AND 8' LONG WITH A NO. 6 SOLID COPPER CONDUCTOR TIED TO GROUND ROD 6" 3' - 0 " M I N . EM B E D M E N T 6" 1' - 0 " NOT TO SCALE 4' WIDE PEDESTRIAN GATE 6" FENCE DETAILS SCALE: NOT TO SCALE1 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 IL M H A N G E R CO M P L E X SITE DETAILS CS502 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C S 5 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 5 8 P M 05/04/26 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 IL M H A N G E R CO M P L E X STORM DRAINAGE DETAILS CG501 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C G 5 0 1 , 5 / 4 / 2 0 2 6 1 : 1 6 : 0 5 P M 05/04/26 DITCH SECTION NOT TO SCALE 1 PERMANENT STABILIZATION (SEEDING) ROLLED EROSION CONTROL PRODUCT (CURLEX I OR APPROVED EQUAL) EXISTING SUBGRADE 3' BOTTOM WIDTH 3:1 SIDE SLOPE 3:1 SIDE SLOPE MIN. 36" Size of Riprap stones Weight (lb) Mean Spherical Diameter (ft) Length (ft) Rectangular Shape Width/Height (ft) 50 0.8 1.4 0.5 100 1.1 1.8 0.6 150 1.3 2.0 0.7 300 1.6 2.6 0.9 500 1.9 3.0 1.0 1000 2.2 3.7 1.3 1500 2.6 4.7 1.5 2000 2.8 5.4 1.8 4000 3.6 6.0 2.0 6000 4.0 6.9 2.3 8000 4.5 7.6 2.5 20,000 6.1 10.0 3.3 Sizes for Riprap and Erosion Control Stone Specified by NCDOT Riprap Erosion Control Class 1 Class 2 Class A Class B 5-200 lb 25-250 lb 2"-6"5"-15" 30% shall weigh a minimum of 60 lbs each 60% shall weigh a minimum of 100 lbs each No more than 10% shall weigh less than 15 lbs each No more than 5% shall weigh less than 50 lbs each 10% tolerance top and bottom sizes Equally distributed, no gradation specified Equally distributed, no gradation specified Riprap should be a well-graded mixture with 50% by weight larger than the specified design size. Diameter of the largest stone size in the mix should be 1.5 times the d50 size with smaller sizes grading down to 1 inch. Synthetic Filter Fabric: 1.Place the cloth filter directly on the prepared foundation. 2.Overlap the edges by at least 12 inches, and space anchor pins every 3 feet along the overlap. 3.Bury the upstream end of the cloth a minimum of 12 inches below ground and bury the lower end of the cloth or over lap with the next section as required. 4.If damage occurs while placing riprap, remove the riprap, and repair the sheet by adding another layer of filter material with a minimum overlap of 12 inches around the damaged area. If damage is extensive, remove and replace the entire sheet. 5.If placing large stones or machine placing is difficult, a 4 inch layer of fine gravel or sand may be needed to protect the filter cloth. 6" GRAVEL FILTER (OR FILTER CLOTH)T min. 1.5 T min. DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesRIP RAP Subgrade Preparation: 1.Prepare the subgrade for riprap and filter to the required lines and grades shown on the plans. 2.Compact any fill required in the subgrade to a density approximating that of the surrounding undisturbed material or overfill depressions with riprap. 3.Remove brush, trees, stumps, and other objectionable material. Sand and Gravel Filter Blanket: 1.Place the filter blanket immediately after the ground foundation is prepared. 2.When using gravel, spread filter stone in a uniform layer to the specified depth. 3.When more than one layer of filter material is used, spread the layers with minimal mixing. Maintenance: In general, once a riprap installation has been properly designed and installed it requires very little maintenance. Riprap should be inspected periodically for scour or dislodged stones. Control of weed and brush growth may be needed in some locations. Stone Placement: 1.Placement of riprap should follow immediately after placement of the filter. 2.Place so that riprap forms a dense, well-graded mass of stone with a minimum of voids. 3.Place to its full thickness in one operation. 4.Do not place by dumping through chutes or other methods that cause segregation of stone sizes. 5.Take care not to dislodge underlying base or filter when placing stone. 6.The toe of the riprap slope should be keyed to a stable foundation at its base. 7.The toe should be excavated to a depth about 1.5 times the design thickness of the riprap and extend horizontally from the slope, as shown above. 8.Hand placing may be necessary to achieve the proper distribution of stone sizes to produce a relatively smooth, uniform surface. T NOTES: 1.Lime, fertilize and seed before installation. Planting of shrubs, trees, etc. should occur after installation. 2.Slope surface shall be smooth before placement for proper soil contact. 3.Design velocities exceeding 2 feet/second require temporary blankets, mats or similar liners to protect seed and soil until vegetation becomes established. 4.Terminal anchor trenches are required at RECP ends and intermittent check slots must be constructed across channels at 25 foot intervals. 5.Terminal anchor trenches should be a minimum of 12 inches in depth and 6 inches in width. Intermittent check slots should be 6 inches deep and 6 inches wide. 6.For installation on a slope, place RECP 2-3 feet over the top of the slope and into an excavated end trench measuring approximately 12 inches deep by 6 inches wide. Pin the RECP at 1 foot intervals along the bottom of the trench, backfill and compact. Unroll the RECP down the slope maintaining direct contact between the soil and RECP. Secure using staples or pins in a 3 foot center-to-center pattern. 7.11 gauge, at least 6 inch by 1 inch staples or 12 inch minimum length wooden stakes are recommended for anchoring. 8.Grass-lined channels with design velocities exceeding 6 feet/second should include turf reinforcement mats 9.Check slots to be constructed per manufacturers specifications. 10.Staking or stapling layout per manufacturers specification. 11.If there is a berm at the top of slope, anchor up-slope of the berm. 12.Do not stretch blankets/matting tight, allow the rolls to conform to any irregularities. 13.For slopes less than 3H:1V, rolls may be placed in horizontal strips. MAINTENANCE: 1.Inspect Rolled Erosion Control Products at least weekly and after each rainfall of 1.0 inch or greater; repair immediately. 2.Good contact with the ground must be maintained, and erosion must not occur beneath the RECP. 3.Any areas of the RECP that are damaged or not in close contact with the ground shall be repaired and stapled. 4.If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. 5.Monitor and repair the RECP as necessary until ground cover is established. OVERLAP 6" MIN.LONGITUDINAL ANCHOR TRENCH OVERCUT CHANNEL 2" TO ALLOW BULKING DURING SEEDBED PREPARATION DESIGN DEPTH 6" MIN. 6" MIN. TYPICAL INSTALLATION WITH EROSION CONTROL BLANKETS OR TURF REINFORCEMENT MATS INTERMITTENT CHECK SLOT LONGITUDINAL ANCHOR TRENCH SINGLE-LAP SPLICED ENDS OR BEGIN NEW ROLL IN AN INTERMITTENT CHECK SLOT FLOWPREPARE SOIL AND APPLY SEED BEFORE INSTALLING BLANKETS, MATS OR OTHER TEMPORARY CHANNEL LINER SYSTEMS 6" MIN. OVERLAP ANCHOR 6"X6" MIN. TRENCH AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS MAX. 5" SPACING 3" MIN. OVERLAP BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS. CHECK SLOTS AT 25' INTERVALS CHA N N E L BOT T O M STAKES AT 3'-5' INTERVALS INITIAL CHANNEL ANCHOR TRENCH 12" TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesROLLED EROSION CONTROL PRODUCTS FILTER BLANKET d SECTION AA La AAAA d La FILTER BLANKET PLAN SECTION A PLAN AA d0 3d0 PIPE OUTLET TO WELL-DEFINED CHANNEL PIPE OUTLET TO FLAT AREA NO WELL-DEFINED CHANNEL NOTES: 1.Compact any fill required in the subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprap thickness. 2.The riprap and gravel filter must conform to the specified grading limits shown on the plans. 3.Filter cloth, when used, must meet design requirements, and be properly protected from punching or tearing during installation. Repair any damage by removing the riprap and placing another piece over the damaged area. If the damage is extensive, replace the entire filter cloth. 4.All connecting joints should overlap so the top layer is above the downstream layer a minimum of 1 foot. 5.The minimum thickness of the riprap should be 1.5 times the maximum stone diameter but not less than 6". 6.Riprap may be field stone or rough quarry stone. It should be hard, angular highly weather-resistant and well graded. 7.Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with the receiving area or slightly below it. 8.Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed, place in the upper section of the apron. MAINTENANCE: 1.Inspect outlet structures at least weekly and after each rainfall of 1.0 inch or greater. 2.Check outlets for erosion around or below riprap and for if stones have been dislodged. Make repairs immediately to prevent further damage. La = Length of Riprap Apron d = Thickness of Riprap Apron La = Length of Riprap Apron d = Thickness of Riprap Apron DATE:PAGE: NORTH CAROLINADepartment of Environmental Quality Effective Date: 9/1/2023 In accordance with the 2013 Design Manual UpdatesOUTLET STABILIZATION STRUCTURE NOTE: INJECTION MOLDED FITTING ARE AVAILABLE IN TEES, WYES, REDUCERS, 45° BENDS AND BELL/BELL COUPLERS. WATERTIGHT (WT) JOINTS SHOWN. SOIL-TIGHT (ST) FITTINGS ARE ALSO AVAILABLE. NYLOPLAST CLEANOUT END CAP ADJUST GRADE PER ENGINEERS PLAN INJECTION MOLDED WT TEE INSERT INJECTION MOLDED, GASKETED SPIGOT BY BELL REDUCER INJECTION MOLDED WT TEE HDPE PIPE (TYP) GASKETED CONNECTION INJECTION MOLDED WT 90° BEND DOWNSPOUT ADAPTER INSERTED IN RISER PIPE BUILDING WALL FINISHED GRADE TEE TO HDPE ROOF DRAIN COLLECTION NOT TO SCALE2 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 IL M H A N G E R CO M P L E X STORM DRAINAGE DETAILS CG502 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL TRENCH DRAIN NOT TO SCALE 3 C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C G 5 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 5 1 P M 05/04/26 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 IL M H A N G E R CO M P L E X UTILITY DETAILS CU501 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C U 5 0 1 , 5 / 4 / 2 0 2 6 1 : 1 5 : 4 1 P M 05/04/26 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 IL M H A N G E R CO M P L E X UTILITY DETAILS CU502 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C U 5 0 2 , 5 / 4 / 2 0 2 6 1 : 1 5 : 5 7 P M 05/04/26 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 IL M H A N G E R CO M P L E X UTILITY DETAILS CU503 FINAL DRAWINGS - NOT RELEASED FOR CONSTRUCTION 1051.01 WILMINGTON INTERNATIONAL AIRPORT (ILM) REVIEW - NOT FOR CONSTRUCTION MAY 4, 2026 N. LAURETTA, PE, LEED AP NJL MO N T E I T H C O N S T R U C T I O N 20 8 P R I N C E S S S T R E E T WI L M I N G T O N , N C 2 8 4 0 1 JAT / NJL PUMP STATION DESIGN PS #1 TOP ELEVATION 26.80 INFLUENT PIPE INVERT 22.30 HIGH WATER ALARM 20.30 START LEAD PUMP 18.77 START LAG PUMP 18.27 PUMP OFF 17.77 BOTTOM OF WETWELL 16.94 WETWELL DIAMETER 4'-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 23 GPM @ 107 TDH C: \ U s e r s \ N i c k L a u r e t t a \ R i v e r v i e w e n g D r o p b o x \ R i v e r v i e w E n g i n e e r i n g \ 1 0 5 1 . 0 1 P r o x H a n g a r C o m p l e x \ 0 4 . C A D \ 1 0 5 1 . 0 1 _ P r o x H a n g e r _ S p . d w g , C U 5 0 3 , 5 / 4 / 2 0 2 6 1 : 1 5 : 4 9 P M 05/04/26