SW8220809_Approved Plans_20220907

BRUNSWICK 1�01JNTY, NORTH CARO INA
NOTICE REQUIRED
ALL EXISTING UNDERGROUND UTILITIES SHALL BE PHYSICALLY LOCATED PRIOR TO THE BEGINNING OF ANY
CONSTRUCTION IN THE VICINITY OF SAID UTILITIES.
CONTRACTORS SHALL NOTIFY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF PROPOSED
EXCAVATION AT LEAST TWO WORKING DAYS, BUT NOT MORE THAN TEN WORKING DAYS PRIOR TO COMMENCEMENT
OF EXCAVATION OR DEMOLITION.
CONTRACTORS SHALL CONTACT OVERHEAD ELECTRIC PROVIDER TO COMPLY WITH FEDERAL OSHA 1910.333 MINIMUM
APPROACH DISTANCE TO ENERGIZED POWERLINES AND OSH 29 CFR 1926.1407-1411 MUST BE FOLLOWED.
CONTRACTOR SHALL CONTACT AT&T PRIOR TO ANY DEMOLITION TO ALLOW FOR AT&T TO DISCONNECT
COMMUNICATIONS CABLES COMING INTO THE SITE.
CONTACT "CAROLINA ONE CALL" AT
1-800-632-4949
CONTACT THESE UTILITIES
BRUNSWICK COUNTY PLANNING BRUNSWICK COUNTY ENGINEERING (WATER)
ATTN: Marc Pages ATTN: MR. JERRY PIERCE, PE
PH: 910-253-2025 PH: 910-754-4032 EXT. 109
BEMC
PH: 1-800-842-5871
PIEDMONT NATURAL GAS
ATTN:
PH: 910-799-7185
EMERGENCY DIAL 911
POLICE - FIRE - RESCUE
ATMC
PH: 1-910-754-4311
TIME WARNER CABLE
PH: 910-763-4638
Know whaft below.
Call before you dig.
TOR-- IWA R PLANS
AUGUST 202,,2
APPLICANT:
BLUEBERRY VENTURES, LLC
60 GREGORY ROAD, SUITE 1
BELLVILLE, NC 28451
VICINITY MAP
SCALE: 1 "=1000'
CRESSWIND
STORMWATER PLANS
PROJECT # 21166.PE I AUGUST 9,2022
SHEET INDEX
SHEET NUMBER
SHEET TITLE
C-0.0
COVER SHEET
C-1.0 - C-1.1
GENERAL NOTES
C-2.0
SITE PLAN
C-4.0 - C-4.12
GRADING AND DRAINAGE PLANS
C-4.13
STORM SEWER SCHEDULE
EX-1
DRAINAGE AREA MAP
C-6.20 - C-6.22
DETAILS
DEVELOPER ENGINEER/ LAND PLANNER/ LANDSCAPE ARCHITECT
SI 1 R\/FYnR
BLUEBERRY VENTURES, LLC PARAMOUNTE ENGINEERING, INC. PARAMOUNTE ENGINEERING, INC.
60 GREGORY ROAD, SUITE 1 122 CINEMA DRIVE 122 CINEMA DRIVE
BELLVILLE, NC 28451 WILMINGTON, NC 28403 WILMINGTON, NC 28403
CIVIL: TIM CLINKSCALES, PE (910-791-6707) JOSHUA TAYLOR, PLS (910-791-6707)
LANDSCAPE ARCHITECT: ALLISON ENGEBRETSON, RLA (910-791-6707)
PREPARED BY:
-LD j--v A o►LNTE
E N G 1 N E E FZ I N G, 1 N C.
122 Cinema Drive Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
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028847
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COORDINATION NOTES:
1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION
OF THESE PLANS.
2. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND WITH BRUNSWICK
COUNTY, & BRUNSWICK REGIONAL WATER & SEWER (H2GO) AND THE STATE OF NORTH
CAROLINA.
3. THE CONTRACTOR IS TO ESTABLISH AND CHECK ALL HORIZONTAL AND VERTICAL CONTROLS TO
BE USED WITH THE PROJECT. IN ADDITION, THE CONTRACTOR IS TO COMPUTE THE LAYOUT OF
THE ENTIRE SITE PLAN IN ADVANCE OF BEGINNING ANY WORK ASSOCIATED WITH THE SUBJECT
PLANS. CONTRACTOR SHALL EMPLOY A PROFESSIONAL SURVEYOR TO PERFORM SITE
IMPROVEMENT STAKEOUT(S),
4. ANYTIME WORK IS PERFORMED OFF -SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR
IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO
FOLLOW ANY GUIDELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN
THE RECORDED EASEMENT.
5. CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS BY OTHERS FOR ALL BUILDING
DIMENSIONS AND DETAILS.
GENERAL NOTES:
1. TREE INVENTORY AND TOPOGRAPHIC SURVEY COMPLETED BY PARAMOUNTE ENGINEERING, INC.
THE SURVEY SHALL BE FIELD VERIFIED BY CONTRACTOR AND ANY DISCREPANCIES REPORTED TO
THE OWNER AND ENGINEER.
2. REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON
THE PLANS. THE EXACT LOCATION OF ALL EXISTING UTILITIES IS NOT KNOWN IN ALL CASES, THE
CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF DITCHING OPERATIONS BY OBSERVATIONS,
ELECTRONIC DEVICES, HAND DIGGING AND BY PERSONAL CONTACT WITH THE UTILITY COMPANIES.
IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF TRENCHING OPERATIONS SO AS TO
ELIMINATE OR MINIMIZE DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL COSTS RESULTING FROM ANY DAMAGE TO THE EXISTING UTILITY LINES
INCLUDING LOSS OF UTILITY REVENUES. CONTRACTOR SHALL ARRANGE FOR TEMPORARY
SUPPORT OF EXISTING UTILITIES, SUCH AS POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE
CABLES, WATER LINES, ETC.
3. CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE
DEPARTMENT OF LABOR SAFETY AND HEALTH REGULATIONS FOR CONSTRUCTION PROMULGATED
UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
4. CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENC
E TO
THE OWNER AND THE PUBLIC.
UBL C. THE CONTRACTOR SHALL PROVIDE ERECT AND
MAINTAIN AT ALL
TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK, SUITABLE BARRIERS,
FENCES, SIGNS OR OTHER ADEQUATE PROTECTION, INCLUDING FLAGMEN AND WATCHMEN AS
NECESSARY TO INSURE THE SAFETY OF T U HE PUBLIC AS WELL AS THOSE ENGAGED IN THE
CONSTRUCTION K. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION OF "CONSTRUCTION AND MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES" BY THE USDOT.
5. ALL MATERIAL CLEARED OR DEMOLISHED BY THE CONTRACTOR IN ORDER TO CONSTRUCT THE
WORK SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE PROPERLY DISPOSED
OF OFF -SITE.
6. ALL WORK BY THE CONTRACTOR SHALL BE WARRANTED BY THE CONTRACTOR FOR A PERIOD OF
ONE YEAR AFTER THE OWNER ACCEPTS THE WORK.
7. CONTRACTOR SHALL CALL THE NORTH CAROLINA ONE -CALL CENTER AT 811 AN ALLOW THE CENTER
TO LOCATE EXISTING UTILITIES BEFORE DIGGING.
8. ANY DISCREPANCY IN THIS PLAN AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE
OWNER PRIOR TO START OF CONSTRUCTION. GENERAL CONTRACTOR SHALL BE RESPONSIBLE
FOR VERIFICATION OF ALL SETBACKS, EASEMENTS AND DIMENSIONS SHOWN HEREON BEFORE
BEGINNING CONSTRUCTION.
T AND PUBLIC SHALL BE
9. CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THAWORK EN M A
PROTECTED FROM INJURY, AND ADJOINING PROPERTY PROTECTED FROM DAMAGE.
10. ACCESS TO UTILITIES, FIRE HYDRANTS, STREET LIGHTING, ETC., SHALL REMAIN UNDISTURBED,
UNLESS COORDINATED WITH THE RESPECTIVE UTILITY.
11. DO NOT SCALE THIS DRAWING AS IT IS A REPRODUCTION AND SUBJECT TO DISTORTION.
12. THE GENERAL CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE SITE UPON COMPLETION OF
THE PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION.
13, THE GENERAL CONTRACTOR SHALL KEEP THE AREA OUTSIDE THE "CONSTRUCTION LIMITS" BROOM
CLEAN AT ALL TIMES.
14. ALL STREET SURFACES, DRIVEWAYS, CULVERTS, CURB AND GUTTERS, ROADSIDE DRAINAGE
DITCHES AND OTHER STRUCTURES THAT ARE DISTURBED OR DAMAGED IN ANY MANNER AS A
RESULT OF CONSTRUCTION SHALL BE REPLACED OR REPAIRED IN ACCORDANCE WITH THE
SPECIFICATIONS.
15, CONTRACTOR SHALL MAINTAIN AN "AS -BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION
OF ALL PIPING PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER UPON
COMPLETION OF THE PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER
16. IF DEPARTURES FROM THE SPECIFICATIONS OR DRAWINGS ARE DEEMED NECESSARY BY THE
CONTRACTOR, DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE GIVEN TO THE
OWNER FOR REVIEW, NO DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE
WITHOUT THE PERMISSION OF THE OWNER, BRUNSWICK REGIONAL WATER -SEWER AND
BRUNSWICK COUNTY.
17. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES. THE
LOCATION OF ALL EXISTING UTILITIES ARE NOT NECESSARILY SHOWN ON PLANS AND WHERE
SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL ON HIS INITIATIVE AND AT NO EXTRA
COST HAVE LOCATED ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. NO CLAIMS
FOR DAMAGES OR EXTRA COMPENSATION SHALL ACCRUE TO THE CONTRACTOR FROM THE
PRESENCE OF SUCH PIPE OTHER
OBSTRUCTIONS OR FROM DELAY DUE TO REMOVAL OR
H
REARRANGEMENT OF THE SAME. THE CONTRACTORS ALL BE RESPONSIBLE FOR ANY DAMAGE TO
UNDERGROUND STRUCTURES. CONTACT NORTH CAROLINA ONE CALL" TOLL FREE 1-800-632-4949
AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR
CONTACTING ALL NONSUBSCRIBING UTILITIES.
18. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT,
ETC., THAT MAY BE REQUIRED.
19. THE ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS
ASSOCIATED WITH THE PROJECT AS SET FORTH IN THESE PLANS.
20. ALL LOT STRIPING AND DIRECTIONAL ARROWS TO BE REFLECTIVE MARKINGS AND SHALL CONFORM
TO MUTCD. ALL PARKING STALL MARKINGS AND LANE ARROWS WITHIN THE PARKING AREAS SHALL
BE WHITE.
21. LANDSCAPE PLANTINGS AT ENTRANCE/ EXITS WILL BE INSTALLED AND MAINTAINED SO AS NOT TO
INTERFERE WITH SIGHT DISTANCE NEEDS OF DRIVERS IN THE PARKING AREA AND AT
ENTRANCE/EXIT LOCATIONS PER LOCAL STANDARDS.
22. ALL DIMENSIONS AND RADII ARE TO OUTSIDE FACE OF BUILDING OR TO FACE OF CURB UNLESS
OTHERWISE NOTED.
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
1. THE EROSION CONTROL PLAN SHALL INCLUDE PROVISIONS FOR GROUNDCOVER ON ALL EXPOSED
PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3:1 WITHIN 7
CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY. GROUND COVER SHALL BE PROVIDED ON
ALL OTHER DISTURBED AREAS WITHIN 14 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY.
2. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM
STANDARDS AND SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL
HANDBOOK. (NO SEPARATE PAYMENT).
3. THE CONTRACTOR SHALL NOTIFY PLAN APPROVING AUTHORITY ONE WEEK PRIOR TO THE
PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING
ACTIVITY, AND ONE WEEK PRIOR TO FINAL INSPECTION.
4. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO CLEARING AND/OR
LAND DISTURBANCE.
5. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND PERMIT SHALL BE MAINTAINED
ON THE SITE AT ALL TIMES,
6. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE
PLANS (INCLUDING, BUT NOT LIMITED TO OFF -SITE BORROW OR WASTE AREAS STAGING OR STORAGE
AREAS), THE CONTRACTOR SHALL PREPARE AND SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN
TO THE OWNER FOR REVIEW AND TO NEW HANOVER COUNTY FOR APPROVAL. CONTRACTOR SHALL PAY
ALL FEES REQUIRED AND SHALL
E Q INSTALL NECESSA
RY MEASURES AT NO SEPARATE PA
YMENT. THE
CONTRACTOR SHALL PROVIDE THE OWNER AND THE ENGINEER A COPY OF THE AMENDED PERMIT,
7. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL
MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY EITHER THE
REVIEWING AGENCY OR THE ENGINEER. (NO SEPARATE PAYMENT).
8. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES ATALL TIMES
DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS
ACHIEVED.
9. ALL AREAS DISTURBED BY CONSTRUCTION UNLESS OTHERWISE IMPROVED SHALL BE SODDED OR
SEEDED AS INDICATED AND STABILIZED.
10. DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE
PRIOR TO DISCHARGE TO RECEIVING OUTLET.
11. THE CONTRA
CTOR SHALL INSPECT ALL ERO
SION CONTROL MEASUR
ES PERIODICALLY AND AFTER EACH
RUNOFF -PRODUCING EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
12. ALL TEMPORARY EROSION CON
TROL MEASURES SHALL BE REMOVED BY CON
TRACTOR ONCE
STABILIZATION OR A SUFFICIENT GROUND COVER HAS BEEN ESTABLISHED OR AS DIRECTED BY THE
ENGINEER. (NO SEPARATE PAYMENT). NCDENR'S FINAL APPROVAL IS REQUIRED.
13. TEMPORARY GRAVEL CONSTRUCTIO
N ENTRANCE SHALL BE RE
QUIRED UIRED AT ALL CONSTR
UCTION RUCTION STAGING
AREA ENTRANCES AND ALL CONSTRUCTION ACCESS LOCATIONS INTO NON -PAVED AREA. (NO SEPARATE
PAYMENT),
14, WHEN CROSSING CREEK OR DRAINAGE -WAY, THE DIVISION OF WATER QUALITY SHALL BE CONTACTED
PRIOR TO DISTURBING A CREEK. THE CONTRACTOR SHALL INSTALL RIP -RAP WITH FABRIC ALONG
DISTURBED BANKS AND CHANNEL AND RESTORE SLOPES TO ORIGINAL CONTOURS, BUT NOT STEEPER
THAN 2:1 MAXIMUM. DISTURBED CREEK AREA SHALL BE STABILIZED IMMEDIATELY.
DEMOLITION NOTES:
1. CONTRACTOR TO COORDINATE WITH THE OWNER TO PROPERLY MAINTAIN OR RELOCATE EXISTING
SERVICE CONNECTIONS WHEN NECESSARY.
2. CONTRACTOR IS TO WALK THE SITE AND BECOME FAMILIAR WITH THE SCOPE OF DEMOLITION
REQUIRED. ALL DEMOLITION WO
RK ORK REQUIRED TO CONSTRUCT NEW SITE IMPROVE
MENTS WILL BE
PERFORMED BY THE CONTRACTOR AND WILL BE CONSIDERED UNCLASSIFIED EXCAVATION.
3. DEMOLITION SHALL INCLUDE BUT IS NOT LIMITED
IM ED TO THE EXCAVATION HAULING AND OFFSITE
DISPOSAL OF CONCRETE PADS, CONCRETE DITCHES, FOUNDATIONS, SLABS, STEPS, AND
STRUCTURES; ABANDONED UTILITIES BUILDING
S, PAVEMENTS AND ALL MATERIALS CLEARED AND
STRIPPED TO THE EXTENT NECESSARY AS DIRECTED BY THE GEOTECHNICAL N I E G NEER FOR THE
INSTALLATION OF THE NEW IMPROVEMENTS AND WITHIN THE LIMITS OF CLEARING AND GRADING AND
AS SHOWN ON THESE PLANS.
4. THE CONTRACTORSHALL PROTECT ALL ADJACENT PROPERTY STRUCTURES N AND UTILITIES ON THE
P DEMOLISHED. DAMAGE TO PROPERTIES O PROPERTY NOT TO BE R S F OTHERS DUE TO THE
CONTRACTOR'S ACTIVITIES SHALL BE REPLACED IN KIND BY THE CONTRACTOR AT NO COST TO
OWNER.
SANITARY SEWER WATER AN 5. ELECTRIC, TELEPHONE,D STORM SEWER UTILITIES THAT SERVICE
OFF -SITE PROPERTIES SHALL BE MAINTAINED DURING THE CONSTRUCTION PROCESS BY THE
CONTRACTOR.
6. THE CONTRACTOR SHALL PRODUCE A PHOTOGRAPHIC RECORD (DIGITAL) OF DEVELOPMENT
COMMENCING WITH A RECORD OF THE SITE AS IT APPEARS BEFORE DEMOLITION HAS BEGUN.
AFTERWARDS, A PHOTOGRAPHIC RECORD SHALL BE MAINTAINED WEEKLY DURING CONSTRUCTION
AND ENDING WITH A PHOTOGRAPHIC RECORD OF THE DEVELOPMENT AS IT APPEARS AFTER
DEMOLITION. THIS RECORD SHALL BE DELIVERED TO THE OWNER.
7. EXISTING CURB AND GUTTER, LIGHTS, SIDEWALK, AND UTILITIES NOT INTENDED FOR DEMOLITION
SHALL BE MAINTAINED, PROTECTED AND UNDISTURBED DURING DEMOLITION.
8. ALL EXISTING IMPROVEMENTS INDICATED OR REQUIRED TO BE DEMOLISHED SHALL INCLUDE REMOVAL
FROM THE PROPERTY AND PROPER DISPOSAL.
9. CONTRACTOR SHALL COORDINATE RELOCATION OF ALL EXISTING OVERHEAD AND UNDERGROUND
UTILITIES INCLUDING CABLE, GAS, TELEPHONE AND ELECTRIC AND ANY OTHER UTILITIES THROUGH
THE SITE WITH THE RESPECTIVE COMPANIES.
10. CONTRACTOR SHALL MAINTAIN REQUIRED DISTANCES FROM HIGH VOLTAGE OVERHEAD LINES AND
REMOVE TREES SO THEY DO NOT FALL TOWARDS OVERHEAD ELECTRICITY.
11. PROVIDE SMOOTH SAW CUT OF EXISTING PAVEMENTS, CURBS AND GUTTERS AND SIDEWALKS TO BE
DEMOLISHED.
12. ALL DEMOLITION WORK SHALL BE DONE IN STRICT ACCORDANCE WITH LOCAL, STATE AND FEDERAL
REGULATIONS AS WELL AS OSHA REGULATIONS,
13. EXISTING FIRE HYDRANTS ON OR NEAR THE SITE ARE TO REMAIN IN SERVICE.
14. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS,
BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATIONS.
GENERAL STORM SEWER NOTES
1. ALL STORM SEWERS SHALL BE CONSTRUCTED AS SPECIFIED ON THE
DRAWINGS AND IN THE PROJECT SPECIFICATIONS.
2. BEDDING FOR ALL STORM SEWER PIPE SHALL BE AS SPECIFIED ON THE
DRAWINGS AND/OR TECHNICAL SPECIFICATIONS.
3. ALL STORM SEWER PIPES SHOWN AS RCP ON THE PLANS SHALL BE
REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76, UNLESS
INDICATED OTHERWISE OR APPROVED ALTERNATES BY ENGINEER.
ROOF DRAIN NOTE:
1) PROPOSED BUILDING(S) SHALL DIVERT ROOF DRAINAGE TO
STORMWATER COLLECTION SYSTEM.
WETLAND NOTES:
1. THERE ARE WETLANDS ON THE PROPERTY AS DESCRIBED BY
USACE DELINEATION SAW 2018-00893 & NWP 29.
EXISTING UTILITY NOTES:
1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY THE
ACTUAL LOCATION AND AVAILABILITY OF ALL EXISTING AND PROPOSED
UTILITIES IN THE FIELD PRIOR TO GROUND BREAKING.
2. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND
ABOVE GROUND, ARE BASED ON A FIELD SURVEY AND THE BEST AVAILABLE
RECORD DRAWINGS. THE CONTRACTOR SHALL FIELD VERIFY FIELD
CONDITIONS PRIOR TO BEGINNING RELATED CONSTRUCTION. ANY
DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S REPRESENTATIVE
IMMEDIATELY. THE CONTRACTOR SHALL RAISE OR LOWER EXISTING
MANHOLES AND STRUCTURES TO MATCH FINAL GRADES.
EROSION CONTROL AND SEQUENCE OF)NSTRIJCTION MOTES:
NOTE: THESE EROSION CONTROL A1,SEQUENCE OF CONSTRUCTION NOTES ARE INTENDED FOR EACH
I "PHASE" OF CONSTRUCTION. THE C)ER AND STEPS TAKEN MUST BE IMPLEMENTED AS EACH PART OF THE
PROJECT IS DEVELOPED; WHETHERS A WHOLE OR IN PHASES. ANY EROSION CONTROL
DEVICES/MEASURES MUST REMAIN PLACE UNTIL THE ENTIRE DISTURBANCE IS STABILIZED AND ALL
IMPROVEMENTS WITHIN THE DISTOANCE LIMITS ARE COMPLETE.
1. CONSTRUCT TEMPORARY GRiEL CONSTRUCTION ENTRANCE(S), ESTABLISH THE LIMITS OF
DISTURBANCE, I REE PROTECON FENCING, AND TEMPORARY SILT FENCE.
2. CLEAR AND REMOVE FROM SE TREES AS DESIGNATED, ROOTS., ROOT MAT, ETC, FROM THE AREA
WITHIN THE DESIGNATED CURING LIMITS.
3. CONSTRUCT TEMPORARY aDIMENT BASIN(S) AND ASSOCIATED SKIMMER, OUTLET PIPE, SPILLWAY, ETC.
4. INSTALL REMAINING EROSIN CONTROL MEASURES AS SHOWN ON THE PLANS WITHIN THE AREA
DISTURBED. ALL EROSIOI,%ONTROL MEASURES MUST BE INSTALLED BEFORE COMMENCING
CONSTRUCTION
5. PLANT GRASS O',/ER ALL RAIDED AREAS WITHIN 14 WORKING DAYS OF CEASE OF ANY GRADING
ACTIVITY.
6. IMMEDIATELY UPON THONSTALLATION 01: ANY STORM DRAINAGE CATCH BASIN, DROP INLET, ETC., THE
CONTRACTOR S 1ALL II67ALL INLET PROTECTION TO PREVENT SED MENT FROM ENTERING THE
DRAINAGE SYSTEM.
c
STRUCTI N
CONDITIONS7. THE CONTRACTOR SH�-L
BE RESPONSIB LE FOR GLEANIN G RCS AND TORING
TO PRE-CCONDITIONS AN'(AR� OIJ?SIDE THE PROJECT LIMITS THAT MNv D NADVERTENTLY BE DAMAGED ,JE TO
THE FAILURE OF THEEROSION CONTROL MEASURES.
8. DURING GRADINS APA AFTER GRADING HAS BEEN COMPLETE, THE CONTRACTOR SHALL CONTINUE TO
MAINTAIN PERMANENT AND TEMPORARY EROSION CONTROL MEASURES UNTIL FINAL APPROVAL BY
ENGINEER OR EROSON CONTROL INSPECTOR.
9. UPON RECEIVING 9NAL APPROVAL, THE CONTRACTOR CAN REMOVE TEMPORARY EROSION CONTROL
MEASURES,
10. THE CONTRACTO2 SHALL CONTINUE TO WATER, FERTILIZE, MOW AND MAINTAIN GRASS & PLANTED
AREAS UNTIL ALI CONSTRUCTION IS COMPLETE.
EROSION CONTROL MAINTENANCE PLAN:
L ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND OPERATION
FOLLOWING EVERY 1/2-INCH OR GREATER RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK.
ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
- ADDITIONAL 2 INCHES
DRESSED WITH AN
2. ALL CONSTRUCTION ENTRANCES WILL BE PERIODICALLY TOP DR
OF #4 STONE TO MAINTAIN PROPER DEP H. ANY SEDIMENT THAT'S TRACKED INTO THE STREET WILL BE
IMMEDIATELY REMOVED.
SEDIMENT FENCE WHE
N IT BECOME
3. SEDIMENT FENCE - SEDIMENT WILL BE REMOVED BEHIND THE SE HALF-FILLED. THE SEDIMENT FENCE WIL_ BE BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER.
STAKES MUST 13E STEEL, AND SPACED 6 FEET WITH EXTRA STRENGTH FABRIC AND NO WIRE BACKING.
RI AND WIRE BACKING
ARE USED. IF
FEE c
N BE 8 T WHEN STANDARD STRENGTH FABRIC STAKE SPACING (� CA
ROCK FILTERS ,',OR EXCELSIOR WATTLES) ARE DESIGNED AT LOW POINTS IN THE SEDIMENT FENCE: THE
ROCK OR WATTLE WILL BE REPAIRED OR REPLACED IF IT BECOMES HALF FULL OF SEDIMENT, NO
LONGER DRAINS, OR IS DAMAGED.
4. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING TO
SPECIFICATIONS ON THESE PLANS AND CONTRACT SPECIFICATIONS TO MAINTAIN A VIGOROUS, DENSE
VEGETATIVE COVER.
5. INLET PROTECTION - SEDIMENT SHALL BE REMOVED FROM HARDWARE CLOTH AND GRAVEL, BLOCKAND
GRAVEL, OR ROCK -PIPE INLETS, WHEN IT REACHES HALF-FILLED. ROCK WILL BE CLEANED OR REPLACED
WHEN NO LONGER DRAINS. SILT SACKS, BEAVER DAMS, SANDY SACKS, AND SOCKS NEED CHECKING
EVERY WEEK AVD AFTER RAIN.
16. SEDIMENT BASIN/SEDIMENT TRAPS - REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
DIMENSIONS WHEN IT ACCT UMULA ES TO WITHIN ONE HALF OF THE DESIGN DEPT
H. PLACE SE DIMENT IN
AREA WITH SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION
DAMAGE, PIPING, AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA. BAFFLES WILL BE REPAIRED OR
I REPLACED IF THEY COLLAPSE, TEAR, DECOMPOSE, ETC,
7. SKIMMER - INSPECT SKIMMER AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL TO MAKE SURE THAT
THE INTAKE MECHANISM, ORIFICE, OR DISCHARGE PIPE IS NOT CLOGGED WITH TRASH OR SEDIMENT. IF
i THE BASIN IS DRY, MAKE SURE THAT ANY VEGETATION GROWING CN THE BOTTOM IS NOT HOLDING THE
SKIMMER DOWN. TAKE SPECIAL PRECAUTION IN WINTER TO PREVENT THE SKIMMER FROM PLUGGING
WITH ICE.
8. OUTLET PROTECTION - INSPECT RIP RAP OUTLET STRUCTURES WEEKLY AND AFTER RAINFALL EVENTS
TO SEE IF ANY (EROSION AROUND OR BELOW THE: RIP RAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN
DISLODGED. INMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER OFFSITE
SEDIMENTATION.
9. EMERGENCY SPILLWAY / FOREBAY PROTECTION -- AFTER EVERY HIGH-WATER EVENT INSPECT THE
INTEGRITY OF THE LINED SPILLWAY AND THE ADJACENT EARTHEN BANKS. IMMEDIATELY MAKE ALL
NEEDED REPAI IRS TO PREVENT FURTHER. DAMAGE. REPAIR ANY VOIDS IN THE RIP RAP LINED APRONS.
RE-ESTABLISH ANY LOOSE STONES, AND FIX GAPS IN THE ADJACENT VEGETATIVE COVER.
10. DIVERSION DITCHES / GRASS SWALES - INSPECT THE CHANNEL OUTLET AND ALL ROAD CROSSINGS FOR
BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT
ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY. DIVERSIONS SHALL BE LINED OR
STABILIZED AS NOTED ON THE PLANS. IF THE DIVERSION WILL BECOME PERMANENT GRASS SWALES.
THEN GROW GRASS INTO A HEALTHY, VIGOROUS CONDITION.
11. CHECK DAMS - EXCELSIOR OR RIP -RAP - SEDIMENT SHALL BE REMOVED FROM THE DAM WHEN IT
REACHES HALF-FILLED. CHECK DAMS SHALL BE REPAIRED OR REPLACED, AND CHANNEL SHALL BE
REPAIRED OF RUTS, PIPING, AND SETTLEMENT AROUND THE DAMS AS NEEDED.
12. TEMPORARY CULVERT - INSPECT THE CULVERT AND SUPPORTING DIVERSION AFTER EVERY RAINFALL,
AND PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY
STABILIZED, TEMPORARY MEASURES MAY BE REMOVED, MATERIALS DISPOSED OF PROPERLY, AND ALL
DISTURBED AREAS STABILIZED APPROPRIATELY.
13. CONCRETE WASHOUTS - CONCRETE WASHOUTS SHOULD BE INSPECTED DAILY AND AFTER HEAVY
RAINS. DAMAGES SHOULD BE REPAIRED PROMPTLY. IF FILLED TO OVER 75% CAPACITY WITH RAIN
WATER IT SHOULD BE VACUUMED OR ALI-OWED I-O EVAPORATE TO AVOID OVERFLOWS. BEFORE HEAVY
RAINS THE CONTAINERS LIQUID LEVEL SHOULD BE LOWERED OR THE CONTAINER COVERED TO AVOID
AN OVER FLOW DURING RAIN. WHEN SOLIDS HAVE HARDENED THEY SHOULD BE REMOVED AND
I RECYCLED.
14. WATTLE BARRIER - IT IS IMPORTANT THAT THE WATTLE BARRIERS BE KEPT CLEAN TO ALLOW WATER TO
FLOW THROUGH THE NATURAL FIBERS. THE WATTLE BARRIERS CAN BECOME BLOCKED WITH DEBRIS,
SEDIMENT, STRAW AND OTHER ITEMS.
THE UP GRADIENT SIDE OF THE WATTLE BARRIER SHOULD BE MAINTAINED TO ALLOW THE WATER
TO FLOW THROUGH, REDUCE VELOCITY AND ALLOW SEDIMENTATION TO OCCUR.
• IF THE NATURAL FIBERS OF THE WATTLE BARRIER BECOME TOO SATURATED WITH DEBRIS,
SEDIMENT, ETC., AND REMOVAL OF THESE 'TEMS IS NOT POSSIBLE, WATTLE BARRIERS SHOULD BE
REPLACED.
• STAKES SHOULD BE USED TO ANCHOR THE WATTLE BARRIER ADEQUATELY TO THE GROUND TO
PREVENT SCOURING AND WASHOUT DURING STORM EVENTS.
PERMANENT SEEDING
TIME OF
FERTILIZER
GRASS TYPE
LBS/ ACRE
SEEDING
LIMESTONE
BERMUDA, HULLED
10-20
MARCH - AUGUST
BY SOIL TEST
BERMUDA, UNHULLED
35
SEPT. - FEB.
BY SOIL TEST
CENTIPEDE
10
MARCH - AUGUST
(NO HIGH PH)
TALL FESCUE
300 LB/AC 10-20-20
(COASTAL CULTIVAR
50
MARCH -AUGUST
OR BY SOIL TEST
RECOMMENDED)
SLOPES >= 2:1
CENTIPEDE EERICEA
5
JAN - DEC
BY SOIL TEST
LESPEDE:ZA
20
TEMPORARY SEEDING
TIME OF
FERTILIZER
GRASS TYPE
LBS/ ACRE
SEEDING
LIMESTONE
RYE GRAIN
50
OCT. - APR.
400 LBS/AC. 10-20-20
SWEET SUDAN
50
JUNE -AUGUST
400 LBS/AC. 10-20-20
GRASS
GERMAN or
50
JUNE - AUGUST
400 LBS/AC. 10-20-20
BROWNTOP MILLET
STRAW NIULCH
4,000
AS NEEDED
GENERAL NOTES:
1.
SPECIAL ATTENTION SHALL BE GIVEN TO COMPLIANCE WITH AMERICANS WITH DISABILITIES ACT (2010
ADA STANDARDS), THE NORTH CAROLINA BUILDING CODE/ANSI A117.1, AND APPLICABLE LOCAL LAWS &
1
REGULATIONS.
2.
IT IS ESSENTIAL THAT CONTRACTORS ARE AWARE OF THE SITE ACCESSIBILITY REQUIREMENTS.
PARAMOUNTE ENGINEERING HAS DEVELOPED THESE NOTES AND DETAILS TO ASSURE THAT
CONTRACTORS ARE AWARE OF THE REQUIREMENTS AT THE POINT IN TIME WHEN THEY ARE BIDDING
THE PROJECT. IN ADDITION, PARAMOUNTE ENGINEERING HAS MADE A POINT IN THESE NOTES AND
DETAILS, AS WELL AS IN OUR DRAWINGS, TO PROVIDE SLOPES / GRADES AND DIMENSIONS THAT
COMPLY WITH THE AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS), THE NORTH CAROLINA
BUILDING CODE/ANSI A117.1 AND APPLICABLE LOCAL LAWS & REGULATIONS. IF THESE SLOPES / GRADES
AND DIMENSIONS ARE NOT ACHIEVABLE, THE CONTRACTOR IS REQUIRED TO CONTACT THE OWNER
IMMEDIATELY AND BEFORE MOVING FORWARD WITH THE WORK.
THE CONTRACTOR SHALL NOTIFY PARAMOUNTE ENGINEERING IMMEDIATELY OF ANY CONFLICT BETWEEN
THESE NOTES AND DETAILS AND OTHER PROJECT DRAWINGS, WHETHER BY PARAMOUNTE
ENGINEERING OR OTHERS, THE CONTRACTOR SHALL NOT PROCEED WITH THE WORK FOR WHICH THE
ALLEGED CONFLICT HAS BEEN DISCOVERED UNTIL SUCH ALLEGED CONFLICT HAS BEEN RESOLVED. NO
CLAIM SHALL BE MADE BY THE CONTRACTOR FOR DELAY OR DAMAGES AS A RESULT OF RESOLUTION OF
ANY SUCH CONFLICT(S).
4.
THESE ACCESSIBILITY NOTES AND DETAILS ARE INTENDED TO DEPICT SLOPE AND DIMENSIONAL
REQUIREMENTS ONLY. REFER TO SIDEWALK, CURBING, AND PAVEMENT DETAILS FOR ADDITIONAL
INFORMATION.
ACCESSIBLE ROUTE NOTES:
1.
AT LEAST ONE ACCESSIBLE ROUTE SHALL BE PROVIDED WITHIN THE SITE FROM ACCESSIBLE PARKING
SPACES AND ACCESSIBLE PASSENGER LOADING ZONES; PUBLIC STREETS OR SIDEWALKS; AND PUBLIC
TRANSPORTATION STOPS TO THE ACCESSIBLE BUILDING OR FACILITY ENTRANCE THEY SERVE.
2.
AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, ACCESSIBLE FACILITIES,
ACCESSIBLE ELEMENTS, AND ACCESSIBLE SPACES THAT ARE ON THE SAME SITE.
3.
WALKING SURFACES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL HAVE A MAXIMUM RUNNING
SLOPE OF 5.0% AND A MAXIMUM CROSS SLOPE OF 2.0%.
4.
ANY WALKING SURFACE THAT IS PART OF AN ACCESSIBLE ROUTE WITH A RUNNING SLOPE GREATER
THAN 5.0% IS A RAMP AND SHALL COMPLY WITH THE GUIDELINES FOR RAMPS OR CURB RAMPS.
5.
TRANSITIONS BETWEEN RAMPS, WALKS, LANDINGS, GUTTERS OR STREETS SHALL BE FLUSHAND FREE
OF ABRUPT VERTICAL CHANGES (1/4 INCH MAXIMUM VERTICAL CHANGE IN LEVEL PERMITTED).
6.
FLOOR SURFACES SHALL BE STABLE, FIRM AND SLIP RESISTANT.
7.
SHALL BE FORTY-EIGHT 48 INCHES
WIDTH OF EXTERIOR ACCESSIBLE ROUTES SHA
THE MINIMUM CLEAR D ( )
MINIMUM MEASURED BETWEEN HANDRAILS WHERE HANDRAILS ARE PROVIDED (NC BUILDING CODE
1104.1 & 1104.2).
8.
WHERE AN ACCESSIBLE ROUTE MAKES A 180 DEGREE TURN AROUND AN OBJECT THAT IS LESS THAN
FORTY-EIGHT (48) INCHES IN WIDTH, CLEAR WIDTH SHALL BE FORTY-TWO (42) INCHES MINIMUM
APPROACHING THE TURN, FORTY-EIGHT (48) INCHES MINIMUM DURING THE TURN, AND FORTY-TWO (42)
INCHES MINIMUM LEAVING THE TURN. THE CLEAR WIDTH APPROACHING AND LEAVING THE TURN MAY BE
60 INCHES MINIMUM.
THIRTY-SIX (36) INCHES MINIMUM WHEN THE CLEAR WIDTH AT THE TURN IS SIXTY ( }
.* SEE NOTE 7 ABOVE FOR NC CLEAR WIDTH OF EXTERIOR ACCESSIBLE ROUTES*
9.
AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN SIXTY (60) INCHES SHALLPROVIDE PASSING
SPACES AT INTERVALS OF TWO HUNDRED (200) FEET MAXIMUM. PASSING SPACES SHALL BE EITHER A
SIXTY (60) INCH MINIMUM BY SIXTY (60) INCH MINIMUM SPACE; OR AN INTERSECTION OF TWO (2)
WALKING SURFACES THAT PROVIDE A COMPLIANT T-SHAPED TURNING SPACE, PROVIDED THE BASE AND
ARMS OF THE T-SHAPED SPACE EXTEND FORTY-EIGHT (48) INCHES MINIMUM BEYOND THE
INTERSECTION.
10.
DOORS, DOORWAYS AND GATES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH THE
AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS), THE NORTH CAROLINA BUILDING CODE/ ANSI
A117.1, AND APPLICABLE LOCAL LAWS & REGULATIONS.
11.
DIRECTIONAL SIGNAGE INDICATING THE ROUTE TO THE NEAREST ACCESSIBLE BUILDING ENTRANCE
SHALL BE PROVIDED AT INACCESSIBLE BUILDING ENTRANCES.
12.
WHERE POSSIBLE, DRAINAGE INLETS SHALL NOT BE LOCATED ON AN ACCESSIBLE ROUTE. IN THE EVENT
THAT A DRAINAGE INLET MUST BE LOCATED ON AN ACCESSIBLE ROUTE, THE GRATE SHALL COMPLY
NS WITH DISABILITIES ACT 2010 ADA STANDARDS Al7.1 THE NC BUILDING CODE
WITH THE AMERICANS ( ), ,
AND APPLICABLE LOCAL LAWS & REGULATIONS
RAMP NOTES:
1.
ANY PART OF AN ACCESSIBLE ROUTE WITH A RUNNING SLOPE GREATER THAN 5% SHALL BE
CONSIDERED A RAMP.
2.
THE MAXIMUM RUNNING SLOPE FOR A RAMP SHALL BE 8.33% AND THE MAXIMUM CROSS SLOPE SHALL
BE 2.0%.
3.
RAMP RUN SHALL BE FORTY EIGHT INCHES NC BUILDING CODE
CLEAR WIDTH OF AN EXTERIOR A
THE L (
1104.1). WHERE HANDRAILS ARE PROVIDED ON THE RAMP RUN, THE CLEAR WIDTH SHALL BE MEASURED
BETWEEN THE HANDRAILS.
4.
THE RISE FOR ANY RAMP RUN SHALL BE THIRTY (30) INCHES MAXIMUM.
5.
LANDINGS SHALL BE PROVIDED AT THE TOP AND BOTTOM OF RAMPS. LANDINGS SHALL HAVE A SLOPE
NOT STEEPER THAN 2.0% IN ANY DIRECTION. THE LANDING CLEAR WIDTH SHALL BE AT LEAST AS WIDE
AS THE WIDEST RAMP RUN LEADING TO THE LANDING. THE LANDING CLEAR LENGTH SHALL BE SIXTY (60)
INCHES LONG MINIMUM. RAMPS THAT CHANGE DIRECTION BETWEEN RUNS AT LANDINGS SHALL HAVE A
CLEAR LANDING OF SIXTY (60) INCHES BY SIXTY (60) INCHES MINIMUM.
LEGEND:
6.
RAMP RUNS WITH A RISE GREATER THAN SIX (6) INCHES SHALL HAVE HANDRAILS ON BOTH SIDES
COMPLYING WITH THE AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS), THE NC BUILDING
CODE/ANSI A117.1, AND APPLICABLE LOCAL LAWS & REGULATIONS.
Q IPF
7.
FLOOR SURFACES OF RAMPS AND LANDINGS SHALL BE STABLE, FIRM AND SLIP RESISTANT.
O IRF
8.
EDGE PROTECTION COMPLYING WITH AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS), THE
O IRS
NC BUILDING CODE/ANSI A117.1, AND APPLICABLE LOCAL LAWS & REGULATIONS SHALL BE PROVIDED ON
EACH SIDE OF RAMP RUNS AND ON EACH SIDE OF RAMP LANDINGS.
® PKF
9
ADJACENT TO A RAMP LANDING MANEUVERING CLEARANCES
HERE DOORWAYS ARE LOCATED ADJ
W ,
PKS
REQUIRED BY THE AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS), THE NC BUILDING
CODE/ANSI A117.1 SHALL BE PERMITTED TO OVERLAP THE REQUIRED LANDING AREA, WHERE DOORS
EI
THAT ARE SUBJECT TO LOCKING ARE ADJACENT TO A RAMP LANDING, LANDINGS SHALL BE SIZED TO
PROVIDE A COMPLIANT TURNING SPACE.
�-W-
CURB RAMP NOTES:
C&G
1.
THE MAXIMUM RUNNING SLOPE OF A CURB RAMP SHALL BE 8.33% AND THE MAXIMUM CROSS SLOPE
EP
SHALL BE 2.0%.
0*
2,
COUNTER SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY ADJACENT TO THE
`
CURB RAMP SHALL NOT BE STEEPER THAN 5%. THE ADJACENT SURFACES AT TRANSITIONS AT CURB
Q
RAMPS TO WALKS, GUTTERS AND STREETS SHALL BE AT THE SAME LEVEL.
C-
3.
THE CLEAR WIDTH OF A CURB RAMP SHALL BE 36 INCHES (36) MINIMUM, EXCLUSIVE OF FLARED SIDES, IF
PROVIDED. *NOTE NC BUILDING CODE REQUIRES EXTERIOR ACCESSIBLE ROUTES TO BE 48 INCHES
MINIMUM WIDE (1104.1 & 1104.2).*
4.
LANDINGS SHALL BE PROVIDED AT THE TOP OF CURB RAMPS. THE CLEAR LENGTH OF THE LANDING
SHALL BE THIRTY-SIX (36) INCHES MINIMUM. THE CLEAR WIDTH OF THE LANDING SHALL BEAT LEAST AS
0
WIDE AS THE CURB RAMP, EXCLUDING FLARED SIDES, LEADING TO THE LANDING. LANDINGS SHALL
wv
HAVE A SLOPE NOT STEEPER THAN 2% IN ANY DIRECTION.
N
5.
IF A CURB RAMP IS LOCATED WHERE PEDESTRIANS MUST WALK ACROSS THE RAMP, OR WHERE IT IS
v
NOT PROTECTED BY HANDRAILS OR GUARDRAILS, IT SHALL HAVE FLARED SIDES.
6.
WHERE PROVIDED, CURB RAMP FLARES SHALL NOT EXCEED 10%.
oco
7.
CURB RAMPS AND THE FLARED SIDES OF CURB RAMPS SHALL BE LOCATED SO THAT THEY DO NOT
O
PROJECT INTO VEHICULAR TRAFFIC LANES, PARKING SPACES OR PARKING ACCESS AISLES, CURBS AT
MARKED CROSSINGS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, EXCLUDING ANY FLARED
D
O
SIDES.
�n
8.
CURB RAMPS SHALL BE LOCATED OR PROTECTED TO PREVENT THEIR OBSTRUCTION BY PARKED
VEHICLES.
59
9.
IT IS RECOMMENDED TO PROVIDE CURB RAMPS WITH A TWENTY-FOUR (24) INCH DEEP DETECTABLE
Ill
WARNING COMPLYING WITH 406.12 A117.1, EXTENDING THE FULL WIDTH OF THE RAMP. REFERTO
DETECTABLE WARNING DETAILS AND NOTES FOR PLACEMENT, ORIENTATION AND NOTES. THE NC
s
BUILDING CODE DOES NOT CURRENTLY REQUIRE DETECTABLE WARNINGS AT CURB RAMPS, NOR DO
THE 2010 ADA STANDARDS - HOWEVER US DOT ADA REGULATIONS DO REQUIRE THESE.
�
10.
FLOOR SURFACES OF CURB RAMPS SHALL BE DEEP GROOVED,'/2 INCH WIDE BY'/4 INCH DEEP, ONE (1)
INCH CENTERS TRANSVERSE TO THE RAMP.
o�
11.
WHERE PROVIDED, STOP LINES SHALL BE LOCATED IN ADVANCE OF CURB RAMP.
12.
WHERE PROVIDED, PEDESTRIAN ACTIVATED SIGNALS SHALL BE LOCATED ADJACENT TO THE SIDEWALK
AND NOT ON THE SIDEWALK.
13.
WHERE PROVIDED, DRAINAGE INLETS SHALL BE LOCATED UPSTREAM OF CURB RAMPS AND NOT IN THE
RAMP AREA.
14.
CURB RAMP TYPE AND LOCATION ARE PER PLAN.
IC ACCESSIBILITY NOTES CONTD.
PARKING SPACE NOTES:
. ACCESSIBLE PARKING SPACES SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTES OF TRAVEL
FROM ADJACENT PARKING TO AN ACCESSIBLE BUILDING ENTRANCE.
2. ACCESSIBLE PARKING SPACES SHALL BE AT LEAST NINETY-SIX (96) INCHES WIDE. ACCESS AISLES SHALL
BE 60 INCHES WIDE. ONE OF SIX ACCESSIBLE SPACES SHOULD PROVIDE A VAN ACCESSIBLE AISLE. THE
AISLE SHOULD BE 96 INCHES WIDE (OR ACCESSIBLE SPACE IS 11 FEET AND ACCESS AISLE IS FIVE FEET).
WHERE PARKING SPACES AND ACCESS AISLES ARE MARKED WITH LINES, THE WIDTH MEASUREMENTS
SHALL BE MADE FROM CENTERLINE OF THE MARKINGS. WHERE PARKING SPACES OR ACCESS AISLES
ARE NOT ADJACENT TO ANOTHER PARKING SPACE OR ACCESS AISLES, MEASUREMENTS SHALL BE
PERMITTED TO INCLUDE THE FULL WIDTH OF THE LINE DEFINING THE PARKING SPACE OR ACCESS AISLE.
3. PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO THE BUILDING OR FACILITY
ENTRANCE AND SHALL COMPLY WITH PROVISIONS FORACCESSIBLE ROUTES. MARKED CROSSINGS
SHALL BE PROVIDED WHERE THE ACCESSIBLE ROUTE MUST CROSS VEHICULAR TRAFFIC LANES. WHERE
POSSIBLE, IT IS PREFERABLE THAT THE ACCESSIBLE ROUTE NOT PASS BEHIND PARKED VEHICLES.
4. TWO (2) ACCESSIBLE PARKING SPACES MAY SHARE A COMMON ACCESS AISLE.
5. ACCESS AISLES SHALL EXTEND THE FULL LENGTH OF THE PARKING SPACE THEY SERVE.
6. ACCESS AISLES SHALL BE MARKED SO AS TO DISCOURAGE PARKING IN THEM.
7. ACCESS AISLES SHALL NOT OVERLAP THE VEHICULAR WAY. ACCESS AISLES SHALL BE PERMITTED TO
R ANGLED VAN PARKING SPACES WHICH
BE PLACED ON EITHER SIDE OF THE PARKING SPACE EXCEPTFO G
SHALL HAVE ACCESS AISLES LOCATED ON THE PASSENGER SIDE OF THE PARKING SPACES.
8. FLOOR SURFACES OF PARKING SPACES AND ACCESS AISLES SERVING THEM SHALL BE STABLE, FIRM
AND SLIP RESISTANT. ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE PARKING SPACES THEY
SERVE. CHANGES IN LEVEL ARE NOT PERMITTED.
9. PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH SURFACE SLOPES NOT EXCEEDING 2.0% IN
ALL DIRECTIONS.
10. PARKED VEHICLE OVERHANGS SHALL NOT REDUCE THE REQUIRED CLEAR WIDTH OF AN ACCESSIBLE
ROUTE.
11. PARKING SPACES FOR VANS AND ACCESS AISLES AND VEHICULAR ROUTES SERVING THEM SHALL
PROVIDE A VERTICAL CLEARANCE OF NINETY-EIGHT (98) INCHES MINIMUM. SIGNS SHALL BE PROVIDED
AT ENTRANCES TO PARKING FACILITIES INFORMING DRIVERS OF CLEARANCES AND THE LOCATION OF
VAN ACCESSIBLE PARKING SPACES.
12. EACH ACCESSIBLE PARKING SPACE SHALL BE PROVIDED WITH SIGNAGE DISPLAYING THE
INTERNATIONAL SYMBOL OF ACCESSIBILITY. SIGNS SHALL BE INSTALLED AT A MINIMUM CLEAR HEIGHT
NOT INTERFERE WITH AN ACCESSIBLE ROUTE FROM AN
F SIXTY INCHES ABOVE GRADE AND SHALL O XT 6
(0)
ACCESS AISLE. SIGNS LOCATED WHERE THEY MAY BE HIT BY VEHICLES BEING PARKED SHALL BE
INSTALLED WITH BOLLARD PROTECTION.
REQUIRED BY THE NC BUILDING
13. SIGNAGE AT ACCESSIBLE PARKING SPACES DING CODE SECTION 1106ASHALL L
COMPLY WITH THE REQUIREMENTS OF NORTH CAROLINA GENERAL STATUTE 20-37.6 AND 136-30 AND
UAL CONTROL DEVICES. A SEPARATE SIGN IS REQUIRED FOR
THE NCDOT UNIFORM MAN ON TRAFFIC O
EACH SPACE. SIGNS TO INDICATE THE MAXIMUM PENALTY MUST BE PROVIDED AT EACH ACCESSIBLE
SPACE.
14. ACCESSIBLE PARKING SPACE, ACCESS AISLE STRIPING, AND INTERNATIONAL SYMBOL OF ACCESSIBILITY
SHALL BE PAINTED BLUE (OR ANOTHER COLOR THAT CAN BE DISTINGUISHED FROM PAVEMENT).
PASSENGER LOADING ZONE NOTES:
1. PASSENGER LOADING ZONES SHALL PROVIDE VEHICULAR PULL-UP SPACE NINETY-SIX (96) INCHES WIDE
MINIMUM AND TWENTY (20) FEET LONG MINIMUM.
2. PASSENGER LOADING ZONES SHALL PROVIDE A CLEARLY MARKED ACCESS AISLE THAT IS SIXTY (60)
INCHES WIDE MINIMUM AND EXTENDS THE FULL LENGTH OF THE VEHICLE PULL-UP SPACE THEY
SERVE.
3 AC
CESS AISLE SHALL ADJOIN AN ACCESSIBLE ROUTE AND NOT OVERLAP THE VEHICULAR WAY.
4. VEHICLE PULL-UP SPACES AND ACCESS AISLES SERVING THEM SHALL BE LEVEL WITH SURFACE SLOPES
NOT EXCEEDING 2.0% IN ALL DIRECTIONS. ACCESS AISLES SHALL BE AT THE SAME LEVEL AS THE
VEHICLE PULL-UP SPACE THEY SERVE. CHANGES IN LEVEL ARE NOT PERMITTED.
5. FLOOR SURFACES OF VEHICLE PULL-UP SPACES AND ACCESS AISLES SERVING THEM SHALL BE STABLE,
FIRM AND SLIP RESISTANT.
6. VEHICLE PULL-UP SPACES, ACCESS AISLES SERVING THEM AND A VEHICULAR ROUTE FROM AN
ENTRANCE TO THE PASSENGER LOADING ZONE, AND FROM THE PASSENGER LOADING ZONE TO A
VEHICULAR EXIT SERVING THEM, SHALL PROVIDE A VERTICAL CLEARANCE OF ONE HUNDRED FOURTEEN
(1 14) INCHES MINIMUM.
ACCESSIBLE ENTRANCE NOTES:
1. ACCESSIBLE ENTRANCES SHALL BE PROVIDED AS REQUIRED BY THE AMERICANS WITH DISABILITIES ACT
2010 ADA STANDARDS AND THE NORTH CAROLINA BUILDING CODE AND APPLICABLE LOCAL LAWS &
REGULATIONS.
2. ENTRANCE DOORS, DOORWAYS AND GATES SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES
ACT (2010 ADA STANDARDS) THE NC BUILDING CODE/ANSI A117.1 AND SHALL BE ON AN ACCESSIBLE
ROUTE.
IRON PIPE FOUND
IRON ROD FOUND
IRON ROD SET
PK NAIL FOUND
PK NA
IL SET
CONCRETE MONUMENT FOUND
SIGN
CONCRETE CURB & GUTTER
EDGE OF PAVEMENT
LIGHT POLE
UTILITY POLE
GUY ANCHOR
TRANSFORMER
TELEPHONE RISER
WATER METER
WATER VALVE
FIRE HYDRANT
IRRIGATION VALVE
CLEAN -OUT
SANITARY SEWER MANHOLE
STORM DRAINAGE MANHOLE
WELL
CURB INLET
CATCH BASIN
GAS METER
MAILBOX
TREE (SEE DESCR.)
LEGEND:
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WATER LINE
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SANITARY SEWER LINE
STORM DRAINAGE LINE
WETLAND DELINEATION
CHAINLINK FENCE
x
EXISTING CONTOUR
O
RIGHT OF WAY/BOUNDARY
U
BOUNDARY LINE
WATER LINE
O
FORCEMAIN LINE
SANITARY SEWER LINE
SANITARY SEWER LATERAL
4
STORM DRAIN LINE
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ROOF DRAIN LINE
PROPOSED CONTOURS
PROPOSED SETBACKS
PROPOSED EASEMENTS
PROPOSED PHASING LINES
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EXISTING SITE DATA:
PROJECT NAME:
CRESSWIND
APPLICANT:
BLUEBERRY VENTURES, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
OWNER:
BLUEBERRY VENTURES, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
PARCEL ID:
21300066, 21300067, 21300068
PARCEL PIN:
107608870887, 107608881587, 107608893205
PROJECT ACREAGE:
± 68.64 AC
CURRENT USE:
VACANT LAND
CURRENT ZONING:
CO-R-7500
PROPOSED USE:
PD - SINGLE FAMILY RESIDENTIAL
PROPOSED USES AND PROJECT DENSITY
MAXIMUM ALLOWABLE DENSITY: 5.80 DU/AC (408 UNITS)
APPROVED MAX. DENSITY: 5.11 DU/AC (351 UNITS)
TOTAL UNITS:
351 TOTAL UNITS
SINGLE FAMILY LOTS:
53 TOTAL LOTS
AVERAGE LOT SIZES AND WIDTHS:
SINGLE FAMILY AREA: 60' x 115' (6,900 SF)
SMALLEST LOT SIZE:
5,000 SF IN SF
TOWNHOMES:
55 TOTAL UNITS
BFR SINGLE FAMILY:
243 TOTAL UNITS
Blueberry BFR Site Data
Product
Unit Qty
Percentage
Total
Unit Bd
Total
Percentage
1 Bed - *stand alone
0
0.00/0
Fleetwood Cottage A 1 story stand alone
0.0%
Dudley Carriage F 2 story stand alone
0.0%
1 Bed - *attached
56
23.0%
Fleetwood Cottage A lstory duplex
44
18.1%
Dudley Carriage F 2 story duplex
12
4.9%
1 Bed Total
56
23%
2 Bed - *stand alone
22
9 1°�
Boden Cottage B 1 story stand alone
20
8.2%
Benton Townhouse D 2 story stand alone
2
0.8%
2 Bed - *attached
110
45.3%
Boden Cottage B 1 story duplex
74
30.5%
Benton Townhouse D 2story duplex
36
14.8%
2 Bed Total
132
54%
3 Bed - *stand alone
33
13.6%
Graham Cottage C 2 story 3 bed stand alone
33
13.6%
Porter Townhouse E 2 story stand alone
0.0%
3 Bed - *attached
22
9.1%
Graham Cottage C 2 story 3 bed duplex
0
0.0%
PorterTownhouse E 2 story duplex
22
9.1%
3 Bed Total
1 55
22.6%
Total 11 243 1 100%
PROPOSED BFR PARKING
REQUIRED BFR PARKING:
243 UNITS X 2 SPACES/ UNIT = 486 REQUIRED SPACES
PROVIDED BFR PARKING:
503 PARKING SPACES PROVIDED
PROPOS D CONNECTION
TO EXISTING PLATTED
DEER TNACK CT
±20.57 AC SINGLE FAMILY NEIGHBORHOOD
• •0 AC TOWNHOME
NEIGHBORHOOD
PROPOSED • •
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WETLANDS (PRIVATE DRIVE AISLE)
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C-2,00
PEI JOB#: 21166.PE

SCALE: 1"=1000'
LEGEND:
- -
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SW 32.66
SPOT GRADE
w 7,_ W
404 WETLANDS
y
L_L L L L LL
WETLAND IMPACT AREA
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF -SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED TO
MANUFACTURER SPECIFICATIONS. IN ADDITION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT.
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK, THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
Know what's below.
Call before you dig.
NOTATION
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
CL = ROAD CENTERLINE
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
LINE
BEARING
DISTANCE
L100
S 85'16'13" W
14
8.08'
L101
N 18°53'58" E
6
6.84'
L102
N 16007'43" E
6
5.00'
L103
S 73052'16" E
11001
L104
N 16°07'43" E
2f
2.20'
L105
N 44°57'32" E
2
4.01'
L106
N 41 °49'21 " E
1
.92'
L107
N 85°01'50" E
9
3.34'
L108
S 03°3V21" E
19
4.18'
L109
S 85'16'13" W
4
6.33'
L110
N 01 °27'32" W
$
.27'
L111
N 59'06'18" E
68.71'
L112
N 53°04'51" E
68.30'
L113
N 47048'46" E
.88'
L114
N 43049'23" E
9.25'
L115
N 42°20'52" E
7.97'
L116
N 32°22'41" E
1.17'
L117
N 01 °49'32" W
15.35'
6.76'
L118
N 43053'20" W
7.81'
L119
S 5914'36" W
2.50'
L120
S 65°40'25" W
L121
N 82°01'08" W
5.01'
L122
S 58003'12" W
9.63'
L123
S 08°39'52" E
3.87'
L124
S 77°48'57" W
7.45'
L125
S 57°28'55" W
4.22'
L126
S 30°30'50" W
2.15'
L127
S 39°03'04" W
0.94'
L128
S 28026'09" W
4.69'
L129
S 07°24'37" W
0.57'
L130
S 09'19'21" W
3.53'
L131
S 43°21'43" E
7.36'
L132
S 76°06'30" E
4.64'
L133
S QW47'56" E
I AJ I
CURVE
563.57'
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TRAFFIC IMPACT ANALYSI
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L107 (N 85°01'50" E)
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08112122
C-4,00
PEI JOB#:
21166.PE

LEGEND:
__ 16
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SW 2.66 ---a SPOT GRADE
k 404 WETLANDS
1�M /" T
13M
L_L_L_L L L WETLAND IMPACT AREA
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL STATIE OF NC
AND BRUNSWICK COUNTY STANDARDS AND
SPECIFICATIONS,
2. CONTRACTOR SHALL ADJUST ALL FRAMES
EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPH
LT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES
SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. No
ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF.
ITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM
FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN 033
DED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (
L. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM
DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDITION,
THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE I
CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL
REPORT.
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076. MAP NUMBER 3720 1 07600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASP JALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECF NICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY JNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
CL = ROAD CENTERLINE
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
I' f
/,f x�; � �
TOP OF BANK
W mt
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.+'G'� PRIVATE DRIVE AISLE _
`(0 MH-112 SS -- -- SS SS SS SS —
./ _____ --- -- _•tee
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a
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50' SURFACE WATER OFFSET
FROM TOP OF BANK
/ 1
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SCALE: 1 "=500'
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GRAPHIC SCALE
0 15 30 60 120
SCALE: 1 "=30'
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- 028847 =
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08 09 22
c—•
PEI JOB#: 21166.PE

W
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(a
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VICINITY MAP
SCALE: 1"=1000'
LEGEND:
16 ---
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
W 3 .6
SPOT GRADE
Wry--r w
,��� ,/`,/` �T
404 WETLANDS
L L L L L L L
WETLAND IMPACT AREA
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCEWITH
ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS,
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF
X. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACE
SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO
ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF-S
TE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM
IRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED
TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REP
RT ANY
DISCREPANCIES TO OWNER AND/OR ENGINE
5. THE CONTRACTOR SHALL USE EITHER RCP (
. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM D
RAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDITION,
THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS
C HOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL
REPORT.
FLOOD NOTES
STORMWATER NOTE:
PORTIONS OF THE SUBJECT PARCEL LIE
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
AS INDICATED BY FEMA FLOOD ZONE PANEL
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
1076, MAP NUMBER 3720107600K, BEARING AN
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
EFFECTIVE DATE OF AUGUST 28, 2018.
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
ASPHALT AREA NOTE:
NOTATION:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
DI = DROP INLET
CUT/FILL OPERATIONS TO PROVIDE A
YD = YARD DRAIN
COMPACTED CONTROLLED SUBGRADE, IN
MH = STORM MANHOLE
ACCORDANCE WITH THE SUBSURFACE
FES = FLARED END SECTION
GEOTECHNICAL EXPLORATION AND/OR
RD = ROOF DRAIN CONNECTION
TECHNICAL SPECIFICATIONS.
CI = CURB INLET
TC = TOP OF CURB ELEVATION
BUILDING PAD NOTE:
PG = PROPOSED GRADE (GROUND)
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
EP = EDGE OF PAVEMENT
ANY UNSUITABLE MATERIAL AND PROVIDE
EG = EXISTING GRADE
CUT/FILL OPERATIONS TO PROVIDE A
SW = SIDEWALK ELEVATION
COMPACTED CONTROLLED BUILDING PAD, IN
HP = HIGH POINT ELEVATION
ACCORDANCE WITH SUBSURFACE
LP = LOW POINT ELEVATION
GEOTECHNICAL EXPLORATION AND/OR
CL = ROAD CENTERLINE
TECHNICAL SPECIFICATIONS.
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
,+; I
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C-4,02
PEI JOB#: 21166.PE

LEGEND:
--16--- EXISTING CONTOUR
29 PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
W2.66 SPOT GRADE
We w
404 WETLANDS
LLL_LL_L_ WETLAND IMPACT AREA
GENERAL NOTES:
1.
ALL CONSTRUCTION TO BE IN ACCORDANQ1
WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AN
SPECIFICATIONS.
2.
CONTRACTOR SHALL ADJUST ALL FRAMES
F EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPi
ALT AREAS TO MATCH
PROPOSED GRADES.
3.
ALL ROOF DRAINS AND IMPERVIOUS SURF
ES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM.
40 ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF
-SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYST
M FIRST.
4.
ALL SIDEWALK CROSS SLOPES HAVE BEENGRADED
TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER,
5.
THE CONTRACTOR SHALL USE EITHER RCP
CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STOR
DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDITION,
THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE
IS CHOSEN.
6.
CONTRACTOR SHALL REFER TO GEOTECHNICAL
REPORT.
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY JNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHN?CAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
CL = ROAD CENTERLINE
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
MATCHLINE
- SEE
SHEET C-4.1
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0 15 30 60 120
SCALE: 1 "=30'
Know whaft below.
Call before you dig.

LEGEND:
-- --- -- ``' __ -_
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SW `,
SPOT GRADE
w W
�3M;�� cyr
404 WETLANDS
14 L_L_L_L_L_L
WETLAND IMPACT AREA
GENERAL NOTES:
1.
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL STATI_ OF NC
AND BRUNSWICK COUNTY STANDARDS AND
SPECIFICATIONS.
2.
CONTRACTOR SHALL ADJUST ALL FRAMES OF
EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
PROPOSED GRADES.
3.
ALL ROOF DRAINS AND IMPERVIOUS SURFACES
SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO
ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF
SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM
FIRST.
4.
ALL SIDEWALK CROSS SLOPES HAVE BEEN C
RAIDED TO MEET' ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
DISCREPANCIES TO OWNER AND/OR ENGINE
R.
5.
THE CONTRACTOR SHALL USE EITHER RCP (CL.
III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM
DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRJkCTOR
CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDIT
ON, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE I
CHOSEN.
6.
CONTRACTOR SHALL REFER TO GEOTECHNI
AL REPORT.
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FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHN'BCAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC
= TOP OF CURB ELEVATION
PG
= PROPOSED GRADE (GROUND)
EP
= EDGE OF PAVEMENT
EG
= EXISTING GRADE
SW
= SIDEWALK ELEVATION
HP
= HIGH POINT ELEVATION
LP
= LOW POINT ELEVATION
CL
= ROAD CENTERLINE
TW
= TOP OF WALL ELEVATION
FFE
= FINISHED FLOOR ELEVATION
MATCHLINE - SEE SHEET C-4.2
V.
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08109122
C-4.4
PEI JOB#: 21166.PE

LEGEND:
16
29
SW 32.66
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SPOT GRADE
�M wE OWT 404 WETLANDS
M
y
LLLL_LL_ WETLAND IMPACT AREA
�/44
/C4
0
ITL
OFF -SITE TURN LANE PER // � � , / wFT � }
TRAFFIC IMPACT ANALYSIS �f
Q
X +
6,
/ OQ f / p
w
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND
SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF
EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFAC
S SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO
ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF'-
SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM
FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED
TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
DISCREPANCIES TO OWNER AND/OR ENGINE
R.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL.
III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM
DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDITION,
THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE 11E
CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNI
AL REPORT.
Y`-
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNnCAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
MATCHLINE - SEE SHEET C-4.3
9 r
/ ®..
♦ YC-422
/
-•"," -'•ate
CB-326
34
Uv'
i r•
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M
\� M -------.-_-.
CRESSWIND
MH-325 50' PRIVATE I
MATCHLINE - SEE SHEET C-4.7
fl
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
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08109,122
C-4.5
PEI JOB#: 21166.PE

............
LEGEND:
-----'16 -- —
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SW
SPOT GRADE
W5X ,, W
404 WETLANDS
M �,M
y
L_L_L_L LL
WETLAND IMPACT AREA
GENERAL NOTES: IFLOOD
NOTES
STORMWATER NOTE:
1,
ALL CONSTRUCTION TO BE IN ACCORDANCE-
WITH ALL STATE OF NC
PORTIONS OF THE SUBJECT PARCEL LIE
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
AND BRUNSWICK COUNTY STANDARDS AND
SPECIFICATIONS.
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
AS INDICATED BY FEMA FLOOD ZONE PANEL
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
2.
CONTRACTOR SHALL ADJUST ALL FRAMES OF
EX. UTILITY
1076, MAP NUMBER 3720107600K, BEARING AN
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
EFFECTIVE DATE OF AUGUST 28, 2018.
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
PROPOSED GRADES.
ASP-iALT AREA NOTE:
NOTATION:
3.
ALL ROOF DRAINS AND IMPERVIOUS SURFAC
ES SHALL BE DIRECTED
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
TOWARDS ON -SITE COLLECTION SYSTEM. NO
ROOF DRAINS OR
ANY UNSUITABLE MATERIAL AND PROVIDE
DI = DROP INLET
IMPERVIOUS AREA SHALL BE DIRECTED OFF
SITE WITHOUT
CUT/FILL OPERATIONS TO PROVIDE A
MH YD = YARD DRAIN
= STORM MANHOLE
ENTERING THE ON -SITE COLLECTION SYSTEM
FIRST.
COMPACTED CONTROLLED SUBGRADE, IN
F ES =FLARED END SECTION
ACCORDANCE WITH THE SUBSURFACE
=ROOF DRAIN CONNECTION
4.
ALL SIDEWALK CROSS SLOPES HAVE BEEN
GRADED TO MEET ADA
GEOTECHNICAL EXPLORATION AND/OR
CI =CURB INLET
C
REGULATIONS. CONTRACTOR SHALL CONFI
M GRADES BEFORE
TECF NICAL SPECIFICATIONS.
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
TIC =TOP OF CURB ELEVATION
DISCREPANCIES TO OWNER AND/OR ENGIN
ER.
BUILDING PAD NOTE:
PG = PROPOSED GRADE (GROUND)
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
EP = EDGE OF PAVEMENT
5.
THE CONTRACTOR SHALL USE EITHER RCP
CL. III or CL. IV) OR ADS
ANY JNSUI (FABLE MATERIAL AND PROVIDE
EG = EXISTING GRADE
HDPE N-12 WT STORM PIPE FOR THE STORIV
DRAINAGE SYSTEM
CUT;i=ILL OPERATIONS TO PROVIDE A
SW = SIDEWALK ELEVATION
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
COMPACTED CONTROLLED BUILDING PAD, IN
HP = HIGH POINT ELEVATION
USE ADS HP STORM PIPE, IT SHALL BE INST'
LLED TO
ACCORDANCE WITH SUBSURFACE
LP = LOW POINT ELEVATION
MANUFACTURER SPECIFICATIONS. IN ADDIITION,
THE CONTRACTOR
GEOTECHN!ICAL EXPLORATION AND/OR
CL = ROAD CENTERLINE
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
TECHNICAL. SPECIFICATIONS.
TW = TOP OF WALL ELEVATION
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS
CHOSEN.
FFE = FINISHED FLOOR ELEVATION
6.
CONTRACTOR SHALL REFER TO GEOTECHN
CAL REPORT.
KEY MAP
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08109122
C-4,06
PEI JOB#: 21166.PE

■
LEGEND:
16 -- -
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
W---,
SPOT GRADE
r�w�
404 WETLANDS
L
L L L L L L'_�,
WETLAND IMPACT AREA
GENERAL NOTES:
FLOOD NOTES
STORMWATER NOTE:
1.
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL STATE OF NC
PORTIONS OF THE SUBJECT PARCEL LIE
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
AND BRUNSWICK COUNTY STANDARDS AND ISPECIFICATIONS.
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
AS INDICATED BY FEMA FLOOD ZONE PANEL
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
2.
CONTRACTOR SHALL ADJUST ALL FRAMES OF
EX. UTILITY
1076, MAP NUMBER 3720107600K, BEARING AN
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
EFFECTIVE DATE OF AUGUST 28, 2018.
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
PROPOSED GRADES.
ASPHALT ,AREA NOTE:
NOTATION:
3.
ALL ROOF DRAINS AND IMPERVIOUS SURFAC
S SHALL BE DIRECTED
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
TOWARDS ON -SITE COLLECTION SYSTEM. N
ROOF DRAINS OR
ANY UNSUITABLE MATERIAL AND PROVIDE
DI = DROP INLET
IMPERVIOUS AREA SHALL BE DIRECTED OFF-
ITE WITHOUT
CUT/FILL OPERATIONS TO PROVIDE A
YD = YARD DRAIN
ENTERING THE ON -SITE COLLECTION SYSTEMFE
FIRST.
COMPACTED CONTROLLED SUBGRADE, IN
MH = STORM MANHOLE
ACCORDANCE WITH THE SUBSURFACE
S =FLARED END SECTION
4.
ALL SIDEWALK CROSS SLOPES HAVE BEEN
RADED TO MEET ADA
GEOTECHNICAL EXPLORATION AND/OR
CI =ROOF DRAIN CONNECTION
C=CURB INLET
REGULATIONS. CONTRACTOR SHALL CONFIRM
GRADES BEFORE
TECHNICAL SPECIFICATIONS.
PLACING PAVEMENT OR SIDEWALKS AND REPORT
ANY
TC = TOP OF CURB ELEVATION
DISCREPANCIES TO OWNER AND/OR ENGINE
R.
BUILDING PAD NOTE:
PG = PROPOSED GRADE (GROUND)
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
EP = EDGE OF PAVEMENT
5.
THE CONTRACTOR SHALL USE EITHER RCP ((,L.
III or CL. IV) OR ADS
ANY UNSUITABLE MATERIAL AND PROVIDE
EG = EXISTING GRADE
HDPE N-12 WT STORM PIPE FOR THE STORM
DRAINAGE SYSTEM
CUT/FILL OPERATIONS TO PROVIDE A
SW = SIDEWALK ELEVATION
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSES TO
COMPACTED CONTROLLED BUILDING PAD, IN
HP = HIGH POINT ELEVATION
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
ACCORDANCE WITH SUBSURFACE
LP = LOW POINT ELEVATION
MANUFACTURER SPECIFICATIONS. IN ADDITION,
THE CONTRACTOR
GEOTECHN!iCAL EXPLORATION AND/OR
CL = ROAD CENTERLINE
SHALL BE SURE TO PROVIDE CONCRETE COL.LARS
AROUND EACH
TECHNICAL SPECIFICATIONS.
TW = TOP OF WALL ELEVATION
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS
CHOSEN.
FFE = FINISHED FLOOR ELEVATION
6.
CONTRACTOR SHALL REFER TO GEOTECHNI
AL REPORT.
MATCHLINE - SEE SHEET C-4.5
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OS'D9 22
C-4.7
PEI JOB#: 21166.PE

LEGEND:
16 -
EXISTING CONTOUR
29
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SW 32.66
SPOT GRADE
w
',.� j� �1,T
404 WETLANDS
LLLLLL
WETLAND IMPACT AREA
GENERAL NOTES:
1.
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND
SPECIFICATIONS.
2.
CONTRACTOR SHALL ADJUST ALL FRAMES
F EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT
AREAS TO MATCH
PROPOSED GRADES.
3.
ALL ROOF DRAINS AND IMPERVIOUS SURFACES
SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. 140
ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF
-SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM
FIRST.
4.
ALL SIDEWALK CROSS SLOPES HAVE BEEN
GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONF
RM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND RE
-PORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5.
THE CONTRACTOR SHALL USE EITHER RCP
(CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM
DRAINAGE SYSIEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR
CHOOSE i TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED
TO
MANUFACTURER SPECIFICATIONS. IN ADDI
ION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS
AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE
S CHOSEN.
6.
CONTRACTOR SHALL REFER TO GEOTECHNICAL
REPORT.
MATCHLINE - SEE SHEET C-4.5
Ss ss—
TOWENT ROAD 49-
50' PRIVATF ROW
FLOOD NOTES
PORI IONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECF NICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
49
CB-358
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
Cl = CURB INLET
TC
= TOP OF CURB ELEVATION
PG
= PROPOSED GRADE (GROUND)
EP =
EDGE OF PAVEMENT
EG
= EXISTING GRADE
SW
= SIDEWALK ELEVATION
HP
= HIGH POINT ELEVATION
LP
= LOW POINT ELEVATION
CL
= ROAD CENTERLINE
TW =
TOP OF WALL ELEVATION
FFE =
FINISHED FLOOR ELEVATION
MATCHLINE - SEE SHEET C-4.6
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08109122
C-4. 8
PEI JOB#: 21166.PE

LEGEND:
16 —
29 —
r9��[c7•�..
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SPOT GRADE
W E3�r VJ
��'�, �T 404 WETLANDS
y�M
L�LL_ WETLAND IMPACT AREA
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF -SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED TO
MANUFACTURER SPECIFICATIONS. IN ADDITION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT.
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
MATCHLINE -SEE SHEET C-4.6
MATCHLINE - SEE SHEET C-4.12
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
I r"r_ludrs-101
DI
= DROP INLET
YD
= YARD DRAIN
MH =
STORM MANHOLE
FES
= FLARED END SECTION
RD
= ROOF DRAIN CONNECTION
CI =
CURB INLET
TC
= TOP OF CURB ELEVATION
PG
= PROPOSED GRADE (GROUND)
EP
= EDGE OF PAVEMENT
EG
= EXISTING GRADE
SW
= SIDEWALK ELEVATION
HP
= HIGH POINT ELEVATION
LP
= LOW POINT ELEVATION
CL
= ROAD CENTERLINE
TW
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FFE
= FINISHED FLOOR ELEVATION
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PEI JOB#: 21166.PE

LEGEND:
z9
■
1­6
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SPOT GRADE
404 WETLANDS
y
L_LLLLL WETLAND IMPACT AREA
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF -SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED TO
MANUFACTURER SPECIFICATIONS. IN ADDITION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT.
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DCB-314
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FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
CL = ROAD CENTERLINE
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
MATCHLINE - SEE SHEET C-4.7
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PEI JOB#: 21166.PE

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EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SPOT GRADE
W W
404 WETLANDS
y
LLLLLL WETLAND IMPACT AREA
SS SS
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50' PRIVATE ROW _
GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF -SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM FIRST,
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL. III or CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED TO
MANUFACTURER SPECIFICATIONS. IN ADDITION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS CHOSEN.
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT.
FLOOD NOTES
PORTIONS OF THE SUBJECT PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FLOOD ZONE PANEL
1076, MAP NUMBER 3720107600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT/FILL OPERATIONS TO PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
MATCHLINE - SEE SHEET C-4.8
STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
NOTATION:
DI = DROP INLET
YD = YARD DRAIN
MH = STORM MANHOLE
FES = FLARED END SECTION
RD = ROOF DRAIN CONNECTION
CI = CURB INLET
TC = TOP OF CURB ELEVATION
PG = PROPOSED GRADE (GROUND)
EP = EDGE OF PAVEMENT
EG = EXISTING GRADE
SW = SIDEWALK ELEVATION
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
CL = ROAD CENTERLINE
TW = TOP OF WALL ELEVATION
FFE = FINISHED FLOOR ELEVATION
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08109122
C-401 1
PEI JOB#: 21166.PE

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VICINITY MAP
SCALE: 1"=1000'
LEGEND:
-29
■
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM DRAIN
STRUCTURE
PROPOSED STORM SEWER
SPOT GRADE
WE W
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GENERAL NOTES:
1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL STATE OF NC
AND BRUNSWICK COUNTY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL ADJUST ALL FRAMES OF EX. UTILITY
INFRASTRUCTURE WITHIN PROPOSED ASPHALT AREAS TO MATCH
PROPOSED GRADES.
3. ALL ROOF DRAINS AND IMPERVIOUS SURFACES SHALL BE DIRECTED
TOWARDS ON -SITE COLLECTION SYSTEM. NO ROOF DRAINS OR
IMPERVIOUS AREA SHALL BE DIRECTED OFF -SITE WITHOUT
ENTERING THE ON -SITE COLLECTION SYSTEM FIRST.
4. ALL SIDEWALK CROSS SLOPES HAVE BEEN GRADED TO MEET ADA
REGULATIONS. CONTRACTOR SHALL CONFIRM GRADES BEFORE
PLACING PAVEMENT OR SIDEWALKS AND REPORT ANY
DISCREPANCIES TO OWNER AND/OR ENGINEER.
5. THE CONTRACTOR SHALL USE EITHER RCP (CL. III cr CL. IV) OR ADS
HDPE N-12 WT STORM PIPE FOR THE STORM DRAINAGE SYSTEM
UNLESS NOTED OTHERWISE. IF THE CONTRACTOR CHOOSES TO
USE ADS HP STORM PIPE, IT SHALL BE INSTALLED TO
MANUFACTURER SPECIFICATIONS. IN ADDITION, THE CONTRACTOR
SHALL BE SURE TO PROVIDE CONCRETE COLLARS AROUND EACH
F.E.S. TO PREVENT FLOATATION IF HP PIPE IS CHOSEN
6. CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT.
FLOOD NOTES
PORTIONS OF THE SUBJE;T PARCEL LIE
WITHIN FLOOD ZONE X (MINIMAL FLOOD RISK)
AS INDICATED BY FEMA FOOD ZONE PANEL
1076. MAP NUMBER 37201V7600K, BEARING AN
EFFECTIVE DATE OF AUGUST 28, 2018.
ASPHALT AREA NOTE
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT IFILL OPERATIONS TCPROVIDE A
COMPACTED CONTROLLED SUBGRADE, IN
ACCORDANCE WITH THE SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
BUILDING PAD NOTE:
SITE CONTRACTOR SHALL STRIP TOPSOIL AND
ANY UNSUITABLE MATERIAL AND PROVIDE
CUT.IFILL OPERATIONS TC PROVIDE A
COMPACTED CONTROLLED BUILDING PAD, IN
ACCORDANCE WITH SUBSURFACE
GEOTECHNICAL EXPLORATION AND/OR
TECHNICAL SPECIFICATIONS.
MATCHLINE - SEE SHEET C-4.9
STORMS^d'ATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
SCM'S ARE DESIGNED TO MEET NCDEQ WATER QUALITY REQUIREMENTS AND
BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
DI
= DROP INLET
YD
= YARD DRAIN
MH =
STORM MANHOLE
FES
= FLARED END SECTION
RD
= ROOF DRAIN CONNECTION
CI
= CURB INLET
TC
= TOP OF CURB ELEVATION
PG
= PROPOSED GRADE (GROUND)
EP
= EDGE OF PAVEMENT
EG
= EXISTING GRADE
SW
= SIDEWALK ELEVATION
HP
= HIGH POINT ELEVATION
LP
= LOW POINT ELEVATION
CL
= ROAD CENTERLINE
TW
= TOP OF WALL ELEVATION
FFE
= FINISHED FLOOR ELEVATION
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C-4,012
PEI JOB#: 21166.PE

STORM SCHEDULE (POND 1)
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstrea
m Invert
Pipe
Length (ft)
Slope (%)
Upstream
Rim Elev
Downstream
Rim Elev
Pipe
Material
MH-101
FES-100
36
37.17
37.00
57
0.30
47.00
---
RCP III
CB-102
MH-101
36
37.32
37.17
49
0.30
47.20
47.00
RCP III
CB-103
CB-102
36
1 37.40
37.32
27
0.30
46.98
47.20
RCP III
CB-104
CB-103K1188
37.47
37.40
25
0.30
46.98
46.98
RCP III
CB-105
CB-104
42.89
42.72
56
0.30
47.01
46.98
RCP III
CB-106
CB-105
43.06
42.89
33
0.50
47.06
47.01
RCP III
YD-131
CB-105
44.62
44.00
106
0.58
48.23
47.01
RCP III
YD-132
YD-13145.00
44.62
76
0.50
48,08
48.23
RCP III
MH-133
CB-104
37.71
37.47
67
0.36
47.87
46.98
RCP III
CB-107
MH-13338.49
37.71
215
0.36
47.96
47.87
RCP III
CB-108
CB-107
43.96
43.83
25
0.50
47.96
47.96
RCP III
MH-109
CB-107
30
38.63
38.49
47
0,30
48.82
47.96
RCP III
CB-110
MH-109
30
39.00
38.63
122
0.30
47.62
48.82
RCP III
YD-136
CB-110
12
45.04
44.60
43
1.03
48.25
47.62
RCP III
YD-146
YD-136
12
42.42
45.04
61
1.37
48.60
48.25
RCP III
YD-147
YD-146
12
45.58
45.42
31
0.50
48.58
48.60
RCP III
YD-137
YD-136
12
45.39
45.04
70
0.50
48.39
48.25
RCP III
CB-111
CB-110
15
40.24
40.12
25
0.50
47.62
47.62
RCP III
MH-112
CB-110
30
40.67
40.12
184
0.30
48.65
47.62
RCP III
CB-113
MH-112
30
40.97
40.67
100
0.30
48.51
48.65
RCP III
CB-114
CB-113
1 18
44.20
44.08
25
0.50
48.20
48.51
RCP III
MH-115
CB-113
24
41.55
40.97
194
0.30
49.37
48.51
RCP III
CB-116
MH-115
18
45.36
45.14
73
0.30
49.50
49.37
RCP III
CB-117
CB-116
18
45.50
45.36
45
0.30
49.50
49.50
RCP III
YD-140
CB-116
12
46.08
45.36
144
0.50
49.00
49.50
RCP III
MH-118
MH-115
24
43.29
43.22
24
0.30
49.20
49.37
RCP III
CB-119
MH-118
24
43.68
43.29
129
0.30
47.81
49.20
RCP III
CB-122
FES-121
30
37.20
37.00
66
0.30
47.50
37.00
RCP III
CB-123
CB-122
30
39.14
_
38.82
106
0.30
47.17 1
47.50
RCP III
MH-125
CB-123
30
39.32
39.14
62
0.30
47.95
47.17
RCP III
CB-128
MH-125
18
39.52
39.32
66
0.30
47.23
47.95
RCP III
CB-129
CB-128
15
39.65
39.52
25
0.50
47.11
47.23
RCP III
YD-144
CB-128
12
43.75
43.56
37
0.50
47.00
47.23
RCP III
YD-145
YD-144
12
44.00
43.75
49
0.50
47.00
47.00
RCP III
CB-126
MH-125
24
39.76
39.32
147
0.30
46.88
47.95
RCP III
CB-127
CB-126
18
39.88
39.76
25
0.50
46.88
46.88
RCP III
YD-130
CB-127
12
44.39
42.88
117
1.30
47.89
46.88
RCP III
CB-124
CB-123
15
43.17
43.05
25
0.50
47.17
47.17
RCP III
YD-142
CB-119
12
45.17
43.68
78
1.90
48.54
47.81
RCP III
YD-143
YD-142
12
45.57
45.17
80
0.50
48.57
48.54
RCP III
CB-120
CB-119
18
43.81
43.68
25
0.50
47.81
47,81
RCP III
YD-141
CB-120
12
44.07
43.81
52
0.50
48.39
47.81
RCP III
YD-138
CB-113
12
44.89
44.54
70
0.50
48.91
48.51
RCP III
YD-139
YD-138
12
45.04
44.89
30
0.50
48.72
48.91
RCP III
YD-148
YD-139 1
12
45.58
45.04
99
0.55
48.58
48.72
RCP III
MH-134
MH-133
12
45.22 1
44.89
66
0.50
48.02 1
47.87
RCP III
YD-135
MH-134
12
45.50 1
45.22
102
0.27
48.66 1
48.02
RCP III
STORM SCHEDULE (POND 2)
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstrea
m Invert
Pipe
Length (ft)
Slope (%)
Upstream Downstream Pipe
P
F im Elev Rim Elev Material
MH-213
FES-200
24
38.91
38.00
43
2.09
48.02 --- RCP III
CB-201
CB-202
MH-213
CB-201
24
15
40.00
40.12
38.89
40.00
66
24
1.68
0.50
47.26
47.26
48.02
47.26
RCP III
RCP III
MH-203
CB-201
24
40.23
40.00
76
0.30
48.25
47.26
RCP III
CB Z04
MH-203
18
40.35
40.23
40
0.30
47.53
48.25
RCP III
CB-205
CB-204
15
43.53
43.41
24
0.50
47.53
47.53
RCP III
CB-206
MH-203
24
43.01
42.82
62
0.30
47.58
48.25
RCP III
CB-207
CB-206
15
43.58
43.46
24
0.50
47.58
47.58
RCP III
MH-208
CB-206
24
43.13
43.01
41
0.30
47.98
47.58
RCP III
CB 209
MH-208
18
43.70
43.61
31
0.30
47.82
47.98
RCP III
CB-210
CB-209
15
43.82
43.70
24
0.50
47.82
47.82
RCP III
CB-211
MH-208
18
43.53
43.13
133
0.30
47.65
47.98
RCP III
CB-212
CB-211
15
43.65
43.53
24
0.50
47.65
47.65
RCP III
CB-214
FES-213
48
38.14
38.00
72
0.19
47.81
---
RCP III
CB-215
CB-214
15
43.81
43.69
25
0.50
47.81
47.81
RCP III
MH-216
CB-214
48
38.26
38.14
41
0.30
48.05
47.81
RCP III
CB-224
MH Z16
48
40.48
40.30
60
0.30
47.72
48.05
RCP III
CB-226
CB-224
48
41.13
40.48
215
0.30
47.85
47.72
RCP III
YD-281
CB-226
12
44.72
43.85
27
3.19
48.00
47.8S
RCP III
YD-282
YD-281
12
45.00
44.72
56
0.50
48.00
48.00
RCP III
MH-228
CB-226
36
41.40
41.13
92
0.30
48.08
47.85
RCP III
CB-245
MH-228
24
41.S9
41.40
63
0.30
47.77
48.08
RCP III
CB-247
CB-245
24
42.34
41.59
150
0.50
47.77
47.77
RCP III
YD-266
CB-247
12
45.00
44.58
84
0.50
48.00
47.77
RCP III
MH-249
CB-247
24
42.50
42.34
53
0.30
48.04
47.77
RCP III
CB-252
MH-249
18
44.14
43.88
88
0.30
47.77
48.04
RCP III
CB-253
CB-252
15
44.27
44.14
25
0.50
47.77
47.77
RCP III
YD-264
CB-252
12
44.71
44.14
35
1.65
48.00
47.77
RCP III
YD-265
YD-264
12
45.00
44.71
57
0.50
48.00
48.00
RCP III
CB-250
MH-249
18
43.53
43.34
65
0.30
47.65
48.04
RCP III
YD-262
CB-250
12
45.10
44.53
74
0.77
48.48
47.65
RCP III
YD-263
YD-262
12
45.60
45.10
99
0.50
48.60
48.48
RCP III
CB-251
CB-250
15
43.65
43.53
25
0.50
47.65
47.65
RCP lII
YD-260
CB-251
12
44.85
44.45
80
0.50
48.38
47.65
RCP III
YD-261
YD-260
12
45.22
44.85
74
1 0.50
48.22
48.38
RCP III
CB-248
CB-247
15
43.77
43.64
2S
0.50
47.77
47.77
RCP III
CB-246
CB-245
15
43.77
43.65
25
0.50
47.77
47.77
RCP III
YD-279
CB-245
12
44.70
43.77
28
3.33
48.00
47.77
RCP III
YD-280
YD-279
12
45.00
44.70
59
0.50
48.00
48.00
RCP III
CB-229
MH-228
36
41.81
41.46
117
0.30
47.56
48.08
RCP III
YD-278
CB-229
12
45.32
44.56
78
0.97
48.86
47.56
RCP III
YD-283
YD-278
12
45.97
45.32
130
0.50
48.97
48.86
RCP III
MH-231
CB-229
30
42.48
41.81
224
0.30
48.10
47.56
RCP III
CB-236
MH-231
30
42.67
42.48
64
0.30
47.56
48.10
RCP III
CB-238
CB-236
24
43.16
42.67
165
0.30
47.45
47.56
RCP III
CB-239
CB-238
15
43.45
43.33
25
0.50
47.45
47.45
RCP III
YD-258
CB-239
12
44.89
44.45
80
0.55
48.31
47.45
RCP III
YD-259
YD-258
12
45.29
44.89
80
0.50
48.29
48.31
RCP III
MH-240
CB-238
24
43.27
43.16
37
0.30
47.63
47.45
RCP III
CB-241
MH-240
24
43.48
43.27
71
0.30
47.10
47.63
RCP III
YD-255
CB-241
24
43.83
43.48
70
0.50
48.26
47.10
RCP III
CB-242
CB-241
18
43.60
43.48
25
0.50
47.10
47.10
RCP III
YD-254
CB-242
12
44.01
43.60
82
0.50
48.04
47.10
RCP III
CB-243
MH-240
24
43.55
43.33
73
0.30
47.18
47.63
RCP III
CB-244
CB-243
18
43.68
43.55
25
0.50
47.18
47.18
RCP III
YD-256
CB-244
12
45.13
44.18
129
0.74
48.42
47.18
RCP III
YD-257
YD-256
12
45.38
45.13
83
0.30
48.38
48.42
RCP III
CB-237
CB-236
15
43.56
43.43
25
0.50
47.56
47.56
RCP III
YD-267
CB-237
12
44.75
44.56
39
0.49
48.31
47.56
RCP III
YD-268
YD-267
12
45.19
44.75
88
0.50
48.42
48.31
RCP III
YD-269
YD-268
12
45.40
45.19
42
0.50
48.40
48.42
RCP III
CB-234
MH-231
18
43.57
43.22
71
0.50
47.69
48.10
RCP III
YD-270
CB-234
12
45.06 1
43.57
83
1.80
48.48
47.69
RCP III
YD-271
YD-270
12
45.49
45.06
86
0.50
48.49
48.48
RCP III
CB-235
CB-234
15
43.69
43.57
25
0.50
47.69
47.69
RCP III
CB-232
MH-231
18
43.53
43.40
26
0.50
47.66
48.10
RCP III
YD-275 I
CB-232
12
45.45
43.53
62
3.10
49.04
47.66
RCP III
YD-276
YD-275
12
45.99
45.45
109
0.50
48.99
49.04
RCP III
CB-233
CB-232
15
43.66
43.53
25
0.50
47.66
47.66
RCP III
YD-272
CB-233
12
44.61
43.66
50
1.90
48.44
47.66
RCP III
YD-273
YD-272
12
45.05
44.61
87
0.50
48.49
48.44
RCP III
YD-274
YD-273
12
45.50
45.05
90
0.50
48.50
48.49
RCP III
CB-230
CB-229
15
43.56
43.43
25
0.50
47.56
47.56
RCP III
YD-277
CB-230
12
45.82
44.56
103
1.22
48.82
47.56
RCP III
CB-227
CB-226
15
43.85
43.77
25
0.30
47.85
47.85
RCP III
CB-225
CB-224
15
43.72
43.59
25
0.50
47.72
47.72
RCP III
YD-284
CB-225
12
43.90
43.72
36
0.50
48.61
47.72
RCP III
YD-287
CB-224
12
44.71
43.72
43
2.31
48.00
47.72
RCP III
YD-288
YD-287
12
45.00
44.71
58
0.50
48.00
48.00
RCP III
CB-217
MH-216
30
43.19
42.80
132
0.30
47.93
48.05
RCP III
CB-218
CB-217
15
43.93
43.81
25
0.50
47.93
47.93
RCP III
CB-219
CB-217
24
43.58
43.19
129
0.30
48.10
47.93
RCP III
CB-220
CB-219
18
43.75
43.58
55
0.30
47.87
48.10
RCP III
CB-221
CB-220
15
43.87
43.75
25
0.50
47.87
47.87
RCP III_
CB-222
CB-219
18
44.13
43.90
75
0.30
48.96
48.10
RCP III
CB-223
CB-222
18
44.99
44.90
17
0.50
48.99
48.96
RCP III
YD-286
CB-223
12
45.52
44.99
81
0.66
49.02
48.99
RCP III
YD-285
CB-222
12
45.42
44.13 1
84
1.53
48.92
48.96
RCP III
STORM SCHEDULE (POND 31
Upstream
Node
Downstream iDiameter Upstream
Node (In) Invert
Downstrea
m Invert
Pipe
Length (ft)
Slope (%)
Upstream
Rim Elev
Downstream
Rim Elev
Pipe
Material
CB-301
FES-30C 48
36.27
36.00
91
0.30
47.56
---
RCP III
CB-303
CB-301
1 48
36.44
36.27
55
0.30
47.78
47.56
RCP III
CB-305
CB-303
48
37.14
36.44
236
0.30
48.16
47.78
RCP III
MH-307
CB-305
42
37.36
37.14
72
0.30
48.97
48.16
RCP III
CB-308
MH-307
42
37.99
37.36
210
0.30
47.86
48.97
RCP III
MH-310
CB-308
42
38.30
37.99
103
0.30
48.79
47.86
RCP III
MH-311
MH-3_0
24
43.11
42.80
102
0.30
48.92
48.79
RCP III
DCB-313
MH-3_l
24
43.26
43.11
50
0.30
48.25
48.92
RCP III
DCB-314
DCB-313
18
43.83
43.76
24
0.30
48.25
48.25
RCP III
CB-312
MH-3:1
15
44.00
43.86
29
0.50
48.45
48.92
RCP III
CB-315
MH-310
36
40.05
39.80
82
0.30
48.33
48.79
RCP III
CB-316
CB-315
18
44.57
44.45
24
0.50
48.33
48.33
RCP III
CB-317
CB-315
36
40.66
40.05
204
0.30
48.29
48.33
RCP III
DCB-318
CB-317
18
44.65
44.51
28
0.50
48.41
48.29
RCP III
CB-319
CB-327
30
42.23
41.95
92
0.30
47.74
48.29
RCP III
CB-320
CB-319
15
44.20
44.08
24
0.52
47.74
47.74
RCP III
MH-321
CB-319
24
43.03
42.73
100
0.30
48.70
47.74
RCP III
CB-322
MH-321
24
43.43
43.03
134
0.30
47.82
48.70
RCP III
CB-323
CB-322
15
44.30
44.18
24
0.52
47.82
1 47.82
RCP III
CB-324
CB-322
15
44.30
44.18
39
0.30
47.93
47.82
RCP III
MH-325
CB-317
30
42.98
42.41
190
0.30
50.30
48.29
RCP III
CB-326
MH-325
18
43.26
42.98
95
0.30
49.64
50.30
RCP III
CB-327
CB-326
18
43.34
43.26
2S
0.30
49.64
49.64
RCP III
DI-328
CB-327
18
43.41
43.34
24
0.30
48.75
49.64
RCP III
CB-329
MH-325
24
43.67
42.98
232
0.30
48.74
50.30
RCP III
CB-330
CB-329
24
43.75
43.67
25
0.30
48.74
48.74
RCP III
CB-331
CB-330
24
43.94
43.75
65
0.30
49.51
48.74
RCP III
YD-422
CB-331
12
44.83
44.44
77
0.50
49.00
49.51
RCP III
CB-332
CB-331
18
44.76
44.44
107
0.30
49.00
49.51
RCP III
CB-333
CB-332
18
45.41
45.09
108
0.30
49.00
49.00
RCP III
DI-334
CB-333
15
45.41
45.34
25
0.30
49.00
49.00
RCP III
CB-335
CB-332
18
45.10
44.76
112
0.30
49.00
49.00
RCP III
CB-336
CB-335
15
45.53
45.35
61
1 0.30
49.00
49.00
RCP III
CB-309
CB-308
15
44.36
44.24
24
0.50
47.86
47.86
RCP III
CB-306
CB-305
15
44.61
44.49
24
0.50
48.16
48.16
RCP III
CB-304
CB-303
15
44.06
43.94
24
0.50
47.78
47.78
RCP III
CB-302
CB-301
18
43.64
43.52
24
0.50
47.56
47.56
RCP III
CB-341
FES-340
48
36.23
36.00
77
0.30
47.63
---
RCP III
CB-342
CB-341
15
44.10
43.98
24
0.50
47.63
47.63
RCP III
CB-343
CB-341
48
36.66
36.23
144
0.30
47.72
47.63
RCP III
CB-344
CB-343
15
44.18
44.06
24
0.50
47.72
47.72
RCP III
MH-345
CB-343
48
36.80
36.66
47
0.30
48.20
47.72
RCP III
CB-355
MH-345
48
37.15
36.80
117
0.30
47.84
48.20
RCP III
CB-357
CB-355
48
37.71
37.15
185
0.30
47.82
47.84
RCP III
CB-358
CB-357
48
37.84
37.71
42
0.30
47.65
47.82
RCP III
MH-360
CB-358
48
38.02
37.84
62
0.30
48.29
47.65
RCP III
CB-370
MH-360
36
39.26
39.02
79
0.30
47.67
48.29
RCP III
CB-371
CB-370
15
44.13
44.01
25
0.50
47.67
47.67
RCP III
MH-372
CB-370
36
39.41
39.26
51
0.30
47.99
47.67
RCP III
DI-377
MH-372
36
40.06
39.41
218
0.30
47.52
47.99
RCP III
MH-379
DI-377
36
40.20
40.06
44
0.30
47.94
47.52
RCP III
CB-380
MH-379
36
40.36
40.20
55
0.30
47.62
47.94
RCP III
DI-381
CB-380
15
44
43.92
25
0.3
47.62
47.62
RCP III
YD-406
DI-381
12
45.24
44.62
39
1 1.61
48.24
47.62
RCP III
YD-407
YD-406
12
45.56
45.24
53
0.61
48.56
48.24
RCP III
-382
CB-380
36
40.70
40.36
111
0.30
47.81
47.62
RCP III
-386
[!DI-387
MH-382
30
41.46
41.20
87
0.30
47.71
47.81
RCP III
CB-386
15
43.50
43.43
25
0.30
47.71
47.71
RCP III
-401
DI-387
15
44.42
43.71
28
2.55
48.22
47.71
RCP III
YD-402
YD-401
12
45.25
44.87
77
0.50
48.25
48.22
RCP III
YD-403
YD-401
12
44.72
44.42
61
0.50
48.39
48.22
RCP III
YD-404
YD-403
12
45.41
44.72
139
0.50
48.51
48.39
RCP III
YD-405
YD-404
12
45.52
45.41
22
0.50
48.52
48.51
RCP III
MH-386A
CB-386
30
43.00
42.91
28
0.30
47.79
47.71
RCP III
MH-388
MH-386A
30
43.33
43.00
111
0.30
47.80
47.79
RCP III
CB-389
MH-388
15
43.73
43.62
35
0.30
47.42
47.80
RCP III
YD-400
CB-389
12
45.57
44.42
52
2.23
48.57
47.42
RCP III
CB-390
CB-389
15
43.80
43.73
25
0.30
47.42
47.42
RCP III
CB-391
MH-388
24
43.42
43.33
31
0.30
47.64
47.80
RCP III
CB-392
CB-391
24
43.62
43.42
68
0.30
47.24
47.64
RCP III
DI-393
CB-392
18
43.74
43.62
25
0.50
47.24
47.24
RCP III
YD-394
DI-393
12
44.90
44.24
43
1.55
48.28
47.24
RCP III
YD-395
YD-394
12
45.23
44.90
67
0.50
48.53
48.28
RCP III
YD-396
YD-395
12
45.57
45.50
14
0.50
48,57
48.53
RCP III
YD-397
YD-395
12
45.47
45.23
49
0.50
48.47
48.53
RCP III
YD-398
CB-391
12
45.19
44.64
54
1.03
48.55
47.64
RCP III
YD-399
YD-398
12
45.61
45.19
85
0.50
48.61
48.55
RCP III
CI-386B
MH-386A
15
43.29
43.00
59
0.50
48.46
47.79
RCP III
DI-383_
MH-382
18
44.00
43.94
19
0.30
48.00
47.81
RCP III
CB-394
MH-382
18
42.30
42.20
35
0,30
47.57
47.81
RCP III
DI-385
CB-384
15
42.63
42.55
25
0.30
47.57
47.57
RCP III
YD-417
DI-385
12
45.26
44.57
56
1.24
48.26
47.57
RCP III
CB-378
DI-377
15
43.99
43.86
25
0.50
47.52
47.52
RCP III
YD-408
CB-378
12
45.11
43.99
114
0.99
48.56
47.52
RCP III
YD-409
YD-408
12
45.49
45.11
75
0.50
48.49
48.56
RCP III
CB-373
MH-372
18
43.74
43.56
35
0.50
47.63
47.99
RCP III
YD-418
CB-373
12
45.81
44.63
35
3.35
48.31
47.63
RCP III
CB-374
CB-373
15
43.87
43.74
25
0.50
47.63
47.63
RCP III
YD-410
CB-374
12
44.13
43.87
75
0.35
48.51
47.63
RCP III
YD-411
YD-410
12
44.35
44.13
44
0.50
48.48
48.51
RCP III
YD-416
YD-411
12
45.45
45.34
23
0.50
48.45
48.48
RCP III
YD-412
YD-411
12
44.60
44.35
50
0.50
48.35
48.48
RCP III
YD-413
YD-412
12
44.72
44.60
24
0.50
48.39
48.35
RCP III
YD-414
YD-413
12
44.94
44.72
43
0.50
48.35
48.39
RCP III
YD-415
YD-414
12
45.15
44.94
42
0.50
48.15
48.35
RCP III
CB-375
MH-372
18
39.77
39.41
72
0.50
47.57
47.99
RCP III
DI-376
CB-375
15
39.90
39.77
25
0.50
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RCP III
YD-419
DI-376
12
45.25
44.57
23
2.92
48.29
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RCP III
YD-421
YD-419
12
45.46
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38
0.50
48.46
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RCP III
YD-420
YD-419
12
45.43
45.25
36
0.50
48.43
48.29
RCP III
YD-422
CB-375
12
45.16
44.57
25
2.33
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RCP III
CB-363
MH-360
24
41.72
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RCP III
MH-365
CB-363
24
42.03
41.72
63
0.50
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RCP III
CB-366
MH-365
24
42.49
42.03
91
0.50
47.33
48.03
RCP III
CB-368
CB-366
18
43.11
42.99
24
0.50
47.33
47.33
RCP III
YD-369
CB-368
15
43.50
43.36
28
0.50
47.00
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RCP III
YD-367
CB-366
15
43.48
43.34
28
0.50
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RCP III
CB-364
CB-363
15
44.19
44.07
25
0.50
47.69
47.69
RCP III
CB-361
MH-360
18
44.00
43.57
85
0.50
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RCP III
CB-362
CB-361
15
44.37
44.25
25
0.50
47.87
47.87
RCP III
CB-359
CB-358
15
44.11
43.99
24
0.50
47.65
47.65
RCP III
CB-356
CB-355
18
44.07
43.95
24
0.50
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47.84
RCP III
CB-346
MH-345
24
41.02
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0.30
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RCP III
CB-347
CB-346
18
44.09
43.97
24
0.50
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RCP III
MH-348
CB-346
24
41.23
41.02
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0.30
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RCP III
YD-349
MH-348
12
44.99
44.43
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0.50
47.75
48.68
RCP III
MH-350
MH-348
24
41.59
41.23
119
0.30
48.41
48.68
RCP III
YD-351
MH-350
12
44.71
44.14
112
0.51
47.50
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RCP III
CB-352
MH-350
24
41.61
41.59
8
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48.41
RCP III
CB-353
CB-352
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DI-354
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STORMWATER NOTE:
THIS PROJECT DRAINS TO THREE ON -SITE STORM WATER WET DETENTION
BASINS AND ALL ON -SITE IMPERVIOUS AREAS ARE DIRECTED TO A SCM PRIOR TO
LEAVING THE SITE VIA A CLOSED CONDUIT PIPE NETWORK. THE STORMWATER
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BRUNSWICK COUNTY STORMWATER MANAGEMENT REQUIREMENTS.
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0" S9.5B SURFACE COURSE
" NCDOT CRUSHED STONE AGGREGATE
ASE COURSE 100% ASTM D1657
COMPACTED SUBGRADE
IN ACCORDANCE WITH
GEOTECHNICAL REPORT
LIGHT DUTY ASPHALT PAVING SECTION
(PRIVATE PARKING & DRIVE AISLES)
NOT TO SCALE
3" S9.5B SURFACE COURSE
O� 6" NCDOT CRUSHED STONE AGGREGATE
BASE COURSE 100% ASTM D1557
\/\\ COMPACTED SUBGRADE
IN ACCORDANCE WITH
GEOTECHNICAL REPORT
HEAVY DUTY ASPHALT PAVING SECTION (PUBLIC R.O.W.)
NOT TO SCALE
ASPHALT
4,000 PSI CONCRETE
r6" CONCRETE MIN.
N,_ COMPACTED SUBGRADE TO
95% STANDARD PROCTOR
ASPHALT TO CONCRETE PAVEMENT TRANSITION
NOT TO SCALE
0
FORMED HOLE FOR #4
REINFORCING BAR 2' MIN.
LENGTH (TYP. EA. PARKING
CHOCK) DRIVE REBAR FLUSH
WITH TOP OF CHOCK.
STANDARD PRECAST
4" CONCRETE PARKING CHOCK
NOTE: WHEEL STOP LENGTH TO BE 10' ON 12' ONE-WAY
AILSES AND 24' TWO-WAY AISLES. WHEEL STOP LENGTH
6 TO BE ITFEET ON 30' TWO-WAY AISLES. SEE SITE PLANS.
WHEEL STOP
NOT TO SCALE
TAPER D
#5 BAR CONTINUOUS (TYP)
3X6-2.9X2.9 WWM AT MIDSLAB
5" THK. PORTLAND CEMENT CONCRETE
1000 PSI MIN.
4" THK. MIN. NCDOT CRUSHED STONE
AGGREGATE BASE COURSE 100% ASTM D1557
COMPACTED SUBGRADE
IN ACCORDANCE WITH GEOTECHNICAL
REPORT
CONCRETE PAVING SECTION
NOT TO SCALE
45 BAR CONTINUOUS (TYP)
3X6-2.9X2.9 WWM AT MIDSLAB
3.5" THK. PORTLAND CEMENT
-ONCRETE 4000 PSI MIN.
4" THK. MIN. NCDOT CRUSHED STONE
AGGREGATE BASE COURSE 100% ASTM D1557
COMPACTED SUBGRADE
IN ACCORDANCE WITH GEOTECHNICAL
REPORT
(AT DUMPSTER AREAS PER GEOTECH REPORT)
HEAVY DUTY CONCRETE PAVING SECTION
NOT TO SCALE
STAKEOUT POINT
CURBINLET
(STD, 840.03)
FORM GUTTER TO
STD. 24" CURB &
MATCH HOOD
GUTTER 5' 5'
0
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TRANSITION FROM 24" STD.
CONTRACTOR SHALL
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MAINTAIN EOP & TRANSITION
CURB INLET INSTALLATION
THE GUTTER LINE FOR CURB
INLET INSTALLATION
CURB TRANSITION
DETAIL
1. SYMBOL TO BE PAINTED
(HIGHWAY GRADE) YELLOW PER
ACCESSIBILITY STANDARDS.
HANDICAPPED PARKING SYMBOL
NOT TO SCALE
RAISED SIDEWALK OR TAPERED UP TO
EXISTING HARDSCAPE/SIDEWALK
OPTIONAL WHEEL STOPS.
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PAINT MARKINGS
PER ADA GUIDELINES.
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PAINT MARKINGS
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5 MIN.
1:12 MAX SLOPE (TYP) 1:12 MAX SLOPE (TYP)
�- FLUSH WITH PARKING LOT SURFACE
DETECTABLE WARNING PADS
PER ADA GUIDELINES.
WHEELCHAIR RAMP - TYPE I
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SECTION
MANUFACTURER NOTES:
THE GRASS MUST BE INSTALLED AND SEAMED WITH ADJACENT PIECES RUNNING IN THE SAME DIRECTION; SEAMS SHOULD BE GLUED
WITH SUITABLE SEAMING GLUE AND SEAMING CLOTH, NOT ADHESIVE TAPE.
NOTES:
1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
2. DO NOT SCALE DRAWING.
3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS
FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION.
4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY
THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE.
5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info AND ENTER
REFERENCE NUMBER 1437-573A.
(�::� LAWN AND LANDSCAPE SYSTEM
VARIABLE
BASE DIAMETER TO
BE 0.90"R - 1.40"R
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BASE DIAMETER
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DETECTABLE WARNING MAT
NOT TO SCALE
5'
SIDEWALK
-\ 12:1 MAX.
PAVEMENT CURB
SECTION A -A
5'X5' LANDING
TYPE 2 - WHEELCHAIR RAMP
(DROP CURB)
NOT TO SCALE
r- DETECTABLE A
17'
A� /
5'X5' LANDING
TYPE 3 - WHEELCHAIR RAMP
(CURB RETURN)
NOT TO SCALE
SYNIawn - INSTALLED OVER AGGREGATE BASE Wl BENDER BOARD
NOT TO SCALE
18"
�— 3" R
24"
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24" CURB AND GUTTER
1/2" R
6"
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GENERAL NOTES:
NOT TO SCALE
1/8" R
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° LEVELAll o
:'.�,.�'r'=•`
24" _ I
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24" CURB AND GUTTER
(REVERSE SLOPE)
NOT TO SCALE
CONTRACTION JOINTS SHALL BE SPACED AT MAX. 10' INTERVALS, EXCEPT THAT A 15
FOOT SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY
SUPPORT FOR THE FACE FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES
AT 10 FOOT INTERVALS. JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO
PREVENT UNCONTROLLED CRACKING. CONTRACTION JOINTS MAY BE INSTALLED
BY THE USE OF TEMPLATES OR FORMED BY OTHER APPROVED METHODS. WHERE
SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM DEPTH OF 1-1/2" SHALL
BE OBTAINED. ALL CONTRACTION JOINTS EXCEPT IN 8" X 6" MEDIAN CURB SHALL
BE FILLED WITH JOINT SEALER, EXPANSION JOINTS SHALL BE SPACED AT 90,
INTERVALS AND ADJACENT TO ALL RIGID OBJECTS.
RAD.
d .
a L4-
1/2" JOINT 1/8" RADIUS, TYP.
SEALER DUMMY GROOVE
EXPANSION JOINT CONTRACTION JOINT
VARIES 4000 PSI
1/4" PER FT. CONCRETE
4" 4"
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SECTION VIEW
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SECTION
112" EXPANSION JOINT- MAX. 50' O.C.
& BETWEEN STRUCTURES
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PLAN VIEW
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NOT TO SCALE
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04125122
C-6,000
PEI JOB#: 21166.PE

*NOTE:
THE CONTRACTOR SHALL ATTACH THE SKIMMER TO THE DRAWDOWN
ORIFICE. ONCE THE AREA DRAINING TO THE BASIN IS STABILIZED, THE
CONTRACTOR CAN ESTABLISH THE FINAL WET POND & REMOVE THE
SKIMMER.
TOP OF RISER = 46.00
(2'X4' GRATE OPENING)
PRIMARY SPILLWAY [RECT. WEIR]
FRONT OR SIDE (COVER WITH HARDWARE CLOTH)
HEIGHT = 24" (2' TOTAL)
EL. 44.00
3" SCH. 40 PVC
DRAWDOWN ORIFICE
NORMAL POOL EL. = 43.00 j
s
GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
FASTEN WITH J-CLIPS, ATTACH TO A 1 1/4" x 1 1/4" x 1/4"
GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF
OUTLET STRUCTURE
STRUCTURAL BERM FILL SATISFACTORY SOILS:
SOILS WITH ORGANICS LESS THAN 2% WITH BETWEEN 30% AND 60% PASSING
THE NO. 200 SIEVE WITH A PLASTICITY INDEX AND LIQUID LIMIT OF LESS THAN
20 AND 50 PERCENT, RESPECTIVELY WITH A UNIFIED SOIL CLASSIFICATION OF
SC or CL; FREE OF ROCK OR GRAVEL LARGER THAN 2" IN ANY DIMENSION.
ROOTS, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER
DELETERIOUS MATTER AS INDICATED BY ENGINEER, COMPACT TO MIN. 95%
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY PER ASTM D 698; SOIL
SHOULD BE MOISTURE CONDITIONED BY THE CONTRACTOR BY DRYING (DR
WETTING THE MATERIAL TO WITHIN +/- 3 PERCENT CF THE MATERIALS
OPTIMUM MOISTURE CONTENT.
I / *OUTLET PIPE
/ 100 LF 36" RCP (CL.III)
/ INV. UP = 43.00
INV. DOWN = 43.00
4 SLOPE = 0.00%
PROVIDE WIRE MESH OVER BOTH--/
ENDS OF PIPE TO PREVENT I / 'r
REINFORCED CONCRETE BOX
ORIFICE CLOGGING WITH DEBRIS I / (CONTRACTOR SHALL SIZE FOR
6" I 2'x4' TOP GRATE OPENING)
*NOTE ALL HDPE OUTFALL
PIPES SHALL BE PROPERLY
tf6 ANCHORED FROM FLOTATION
( EXTENDED BASE FOR SUBMERGED CONDITIONS
POND #1 OUTLET STRUCTURE SECTION
NOT TO SCALE
SEED/ SOD ALL SLOPES ABOVE PERMANENT POOL EL.
6:1 SHELF BELOW PERMANENT POOL PLANTED WITH
SUITABLE WETLAND SPECIES OR VEGETATION.
-� - 1 6'-
PERMANENT POOL EL 43.00
- I - 12" 3
POND #1 SECTION
NOT TO SCALE
SUITABLE PLANTS
PICKERELWEED (PONTEDERIA CORDATA)
DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINALIS)
SWAMP ROSE (HIBISCUS MOSHEUTOS)
BLUE FLAG (IRIS VIRGINICA)
CARDINAL FLOWER (LOBELIA CARDINALIS)
WET DETENTION POND PLANTING
CONTRACTOR TO INSTALL ON THE 6:1 SLOPED SHELF, EQUAL NUMBERS OF EACH
OF THE LISTED SUITABLE PLANTS. DURING INSTALLATION, GROUP SIMILAR SPECIES
OF PLANTS TOGETHER. INSTALL PLANTS 24" O.C. IN A CHECKERBOARD PATTERN.
10'
qlw-
EL. 43.00 EL. 43.00
POND #1 FOREBAY SPILLWAY DETAIL
NOT TO SCALE
- 20'-
.7kik
EL. 46.50
FILTER FABRIC J 6" THICK CLASS 'B' RIP -RAP
EL. 48.0
POND #1 EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
TOP EL. FOREBAY BERM 42.00
10' WIDE TOP OF BERM WQV STORAGE EL. [REQ'D = 43.82 1 PROVIDED = 44.00 _
PERMANENT POOL EL. (NORMAL WATER SURFACE) 43.00 -
3 3 w
w
'00,
1 L o FOREBAY 1 17 lll
1 MAIN POND
SEDIMENT REMOVAL EL. = 38.00 SEDIMENT REMOVAL EL. = 37.00 * 1' OF POND DEPTH IS FOR
BOTTOM EL. FOREBAY = 37.00 POND BOTTOM EL. = 36.00 SEDIMENT ACCUMULATION
FOREBAY IS DIVIDED FROM THE PER DWQ POLICY
MAIN POND BY AN EARTHEN &RIP RAP BERM POND #1 - FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
OVERFLOW STRUCTURE
(SEE: DETAIL)
6_�
VEG SHELF
AROU - 1 SLOPE TY�
D POND
3
1�
*NOTE:
THE CONTRACTOR SHALL ATTACH THE SKIMMER TO THE DRAWDOWN
ORIFICE. ONCE THE AREA DRAINING TO THE BASIN IS STABILIZED; THE
CONTRACTOR CAN ESTABLISH THE FINAL WET POND & REMOVE THE
SKIMMER.
TOP OF RISER = 46.50
(2'X4' GRATE OPENING)
PRIMARY SPILLWAY [RECT. WEIR]
FRONT OR SIDE (COVER WITH HARDWARE CLOTH)
HEIGHT = 18" (1.5' TOTAL)
EL. 45.00
4" SCH. 40 PVC
DRAWDOWN ORIFICE
NORMAL POOL EL. = 44.00
zo
GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
FASTEN WITH J-CLIPS, ATTACH TO A 1 1/4" x 1 1/4" x 1/4"
GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF
OUTLET STRUCTURE
STRUCTURAL BERM FILL SATISFACTORY SOILS:
SOILS WITH ORGANICS LESS THAN 2% WITH BETWEEN 30% AND 60% PASSING
THE NO. 200 SIEVE WITH A PLASTICITY INDEX AND LIQUID LIMIT OF LESS THAN
20 AND 50 PERCENT, RESPECTIVELY WITH A UNIFIED SOIL CLASSIFICATION OF
SC or CL; FREE OF ROCK OR GRAVEL LARGER THAN 2" IN ANY DIMENSION,
ROOTS, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER
DELETERIOUS MATTER AS INDICATED BY ENGINEER. COMPACT TO MIN. 95%
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY PER ASTM D 698; SOIL
SHOULD BE MOISTURE CONDITIONED BY THE CONTRACTOR BY DRYING OR
WETTING THE MATERIAL TO WITHIN +/- 3 PERCENT OF THE MATERIALS
OPTIMUM MOISTURE CONTENT.
*OUTLET PIPE
100 LF 60" RCP (CL.111)
INV. UP = 44.00
INV. DOVIIN = 44.00
SLOPE = 0.00%
PROVIDE WIRE MESH OVER BOTH
ENDS OF PIPE TO PREVENT I / REINFORCED CONCRETE BOX
ORIFICE CLOGGING WITH DEBRIS / (CONTRACTOR SHALL SIZE FOR
6" 2'x4' TOP GRATE OPENING)
*NOTE ALL HDPE OUTFALL
---� �6„ PIPES SHALL BE PROPERLY
00 / 6" EXTENDED BASE ANCHORED FROM FLOTATION
% (AS REQ'D.) FOR SUBMERGED CONDITIONS
31 /
POND #2 OUTLET STRUCTURE SECTION
NOT TO SCALE
10' so
EL. 44.00 EL. 44.00
1.5'
FILTER FABRIC
CLASS 'B' RIP -RAP
POND #2 FOREBAY SPILLWAY DETAIL
SEED/ SOD ALL SLOPES ABOVE PERMANENT POOL EL. NOT TO SCALE
6:1 SHELF BELOW PERMANENT POOL PLANTED WITH
SUITABLE WETLAND SPECIES OR VEGETATION.
6'
PERMANENT POOL EL 44.00
12"
3
- _ �1
POND #1 SECTION
NOT TO SCALE , (T%'A1
EL. 47.0
SUITABLE PLANTS
PICKERELWEED (PONTEDERIA CORDATA)
DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINALIS)
SWAMP ROSE (HIBISCUS MOSHEUTOS)
BLUE FLAG (IRIS VIRGINICA)
CARDINAL FLOWER (LOBELIA CARDINALIS)
WET DETENTION POND PLANTING
CONTRACTOR TO INSTALL ON THE 6:1 SLOPED SHELF, EQUAL NUMBERS OF EACH
OF THE LISTED SUITABLE PLANTS. DURING INSTALLATION, GROUP SIMILAR SPECIES
OF PLANTS TOGETHER. INSTALL PLANTS 24" O.C. IN A CHECKERBOARD PATTERN.
FILTER FABRIC J 6" THICK CLASS 'B' RIP -RAP
EL. 49.0
POND #2 EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
OVERFLOW STRUCTURE
TOP OF DAM (SEE DETAIL)
EL. = 48.0 6
r-� TOP EL. FOREBAY BERM 43.00
10' WIDE TOP OF BERM VEG SHELF
- WQV STORAGE EL. . (N OD = L W I PROVIDED = ) 44. - _ 1 SLDPE POND
PERMANENT POOL EL. (NORMAL WATER SURFACE) 44.00
3 a 3 3 w 3
1° ui
o FOREBAY 1 1 1 MAIN POND 1�
SEDIMENT REMOVAL EL. = 38.00 SEDIMENT REMOVAL EL. = 38.00 * l' OF POND DEPTH IS FOR
BOTTOM EL. FOREBAY = 37.00 POND BOTTOM EL. = 37.00 SEDIMENT ACCUMULATION
FOREBAY IS DIVIDED FROM THE PER DWQ POLICY
MAIN POND BY AN EARTHEN &RIP RAP BERM POND #2 - FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
TOP OF DAM �--•j
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1° o FOREBAY 1 1 1
*NOTE:
THE CONTRACTOR SHALL ATTACH THE SKIMMER TO THE DRAWDOWN
ORIFICE. ONCE THE AREA DRAINING TO THE BASIN IS STABILIZED, THE
CONTRACTOR CAN ESTABLISH THE FINAL WET POND & REMOVE THE
SKIMMER.
TOP OF RISER = 46.50
(2'X5' GRATE OPENING)
PRIMARY SPILLWAY [RECT. WEIR]
FRONT OR SIDE (COVER WITH HARDWARE CLOTH)
HEIGHT = 36" (3' TOTAL)
EL. 43.50
5" SCH. 40 PVC
DRAWDOWN ORIFICE
NORMAL POOL EL. = 42.00
I
PROVIDE WIRE MESH OVER BOTH
ENDS OF PIPE TO PREVENT
ORIFICE CLOGGING WITH DEBRIS
6"
s�op�'Af
C
GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
FASTEN WITH J-CLIPS, ATTACH TO A 1 1/4" x 1 1/4" x 1/4"
GALVANIZED ANGLE FRAME, MORTOR FRAME TO TOP OF
OUTLET STRUCTURE
STRUCTURAL BERM FILL SATISFACTORY SOILS:
SOILS WITH ORGANICS LESS THAN 2 /o WITH BETWEEN 30% AND 60% PASSING
THE NO. 200 SIEVE WITH A PLASTICI Y INDEX AND LIQUID LIMIT OF LESS THAN
20 AND 50 PERCENT, RESPECTIVELYWITH A UNIFIED SOIL CLASSIFICATION OF
SC or CL; FREE OF ROCK OR GRAVEL LARGER THAN 2" IN ANY DIMENSION,
ROOTS, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER
DELETERIOUS MATTER AS INDICATED BY ENGINEER. COMPACT TO MIN. 95%
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY PER ASTM D 698; SOIL
SHOULD BE MOISTURE CONDITIONED BY THE CONTRACTOR BY DRYING OR
WETTING THE MATERIAL TO WITHIN +/- 3 PERCENT OF THE MATERIALS
OPTIMUM MOISTURE CONTENT.
r
/ *OUTLET PIPE
/ 72 LF 48" RCP (CL.III)
INV. UP = 42.00
/ INV. DOWN = 42.00
SLOPE = 0.00%
I
I / REINFORCED CONCRETE BOX
/ (CONTRACTOR SHALL SIZE FOR
y 2'x5' TOP GRATE OPENING)
*NOTE ALL HDPE OUTFALL
- PIPES SHALL BE PROPERLY
ff6 6" EXTENDED BASE ANCHORED FROM FLOTATION
(AS REQ'D.) FOR SUBMERGED CONDITIONS
POND #3 OUTLET STRUCTURE SECTION
NOT TO SCALE
SEED/ SOD ALL SLOPES ABOVE PERMANENT POOL EL.
6:1 SHELF BELOW PERMANENT POOL PLANTED WITH
SUITABLE WETLAND SPECIES OR VEGETATION.
3
1 6'
PERMANENT POOL EL 42.00
— 12"
3
POND #3 SECTION -_
NOT TO SCALE
SUITABLE PLANTS
PICKERELWEED (PONTEDERIA CORDATA)
DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINALIS)
SWAMP ROSE (HIBISCUS MOSHEUTOS)
BLUE FLAG (IRIS VIRGINICA)
CARDINAL FLOWER (LOBELIA CARDINALIS)
WET DETENTION POND PLANTING
CONTRACTOR TO INSTALL ON THE 6:1 SLOPED SHELF, EQUAL NUMBERS OF EACH
OF THE LISTED SUITABLE PLANTS. DURING INSTALLATION, CROUP SIMILAR SPECIES
OF PLANTS TOGETHER. INSTALL PLANTS 24'' O.C. IN A CHECKERBOARD PATTERN.
-TOP EL. FOREBAY BERM 41.00
10' WIDE TOP OF BERM_ WOV STORAGE EL. [REQ'D = 43.281 PROVIDED = 43.50
PERMANENT POOL EL. (NORMAL WATER SURFACE) 42.00 —
w
MAIN POND
10,
EL. 41.00 EL. 41.00
POND #3 FOREBAY SPILLWAY DETAIL
NOT TO SCALE
FILTER FABRIC
6" THICK CLASS 'B' RIP -RAP
EL. 48.0
POND #3 EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
SEDIMENT REMOVAL EL. = 36.00 SEDIMENT REMOVAL EL. = 38.00 * 1' OF POND DEPTH IS FOR
BOTTOM EL. FOREBAY = 34.00 YPOND BOTTOM EL. = 37.00 SEDIMENT ACCUMULATION
FOREBAY IS DIVIDED FROM THE PER DWQ POLICY
MAIN POND BY AN EARTHEN &RIP RAP BERM POND #3 - FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
OVERFLOW STRUCTURE
(SEE DETAIL)
3
1�
VEG SHELF
1 Sl 0 E TYR
TOP OF DAM
EL. = 48.0
ALL OUTLET LENGTH
PIPES SHALL HAVE
FLARED END SECTIONS
RIP -RAP.
STORM DRAIN PIPE o
APRON �
PLAN
ci now - not
FILTER FABRIC
SECTION
FLOW
N.C.D.O.T. CLASS B
RIPRAP
RIP -RAP SCHEDULE
APRON #
PIPE DIA. (IN.)
LENGTH (FT.)
UP.WIDTH (FT.)
DWN.WIDTH (FT.)
THICKNESS (IN.)
FES-100
36
13
9
8.2
18
FES-121
30
11
7.5
6.9
18
FES-200
24
9
6
5.6
18
FES-213
48
18
12
11.2
18
FES-300
48
18
12
11.2
18
FES-340
48
18
12
11.2
18
WP#1
36
20
9
23
18
WP#2
60
33
15
38
18
WP#3
48
26
12
30
18
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C-6,021
PEI JOB#: 21166.PE

A
O FR�y1E GRATE A D H GENERAL hOTTS:
o
y BACK OF CURB Z
NOTES: Q¢ X SE ST 890.0 USE C15S 'G" CONCRETE THROI,CtIOLT. 0;�.. / \
Q F-,,,,?• ., PROVZCE ALL CATCH BASINS OVER 3'-6' IN DEPT' WITH STEPS 12' F-' Q S� EX JOINTS
W, FT.) p 6., * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING Fz-1� U ON C£YTER. USE STEPS WHICH COMPLY WITH STD. .%RARING 840.65• Q F 3 EQ Q $ /
* STANDARDS: 838.01, 838. 11, 838.21, 838. 27, 830.33, LL J d F-r Z Y TOP ELEVATION OPT"ONAL CONSTRUCTION - MONOLITHIC FOUR, 2- BYWAY, OR M4 BAR 0CX°E'_S AT FZ-I I= :J U 4'-6° 4'-6
838.39 ,O O en _ " �/ o 12" CENTERS AS DIRECTED BY '1f ENBI•EER. TI,
STD. 640.03 FRAME OJ Q_INSTALL838.51, 838.57, 838,63 AND 838.69. CC z A ° USE --DBMS FOR THE CONSTRUCTION O< THE BOTTOM SLAB, Ocoz#4 BAPS ,`0-
INSTALL PRECAST ENDWALLS WITH WINGS AND PAY - GRATE 8 HOOD ¢ Z
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. U QO 0 -F REINFORCED CONCRETE PIPE :S SET IV BOTTOM .;LAB OF BOX, ADD TO SUB W Q Z LL - 1J� 1N11,_O,. .0 AS SHOWN ON STD. NO. 840.00. FJ2'.3 U ¢ O =
c
LL
' USE 4000 PSI CONCRETE. CO H ~ O W -o V ---- 8 . °: FOR B'-D' IN HEIGHT OR LF55 USE_ 8` �E53 OTHEWRSE INDSCA"iEO. F O W a O
MEE8 8" USE TYPE "E', ,F" AND G^ RA -ES U w \ / / A ' PROVIDE ALL REINFORCING STEEL WHICH CONFORMING
ASTM A615 LL J MALLS AhO EOTTOM SLAB. OVER y ALL O J µ
- FOR GRADE 80 AND WELDED WIRE FABRIC CONFORMING O F-1 Q
O I TO ASTM A185 WITH 2" MIN. CLEARANCE. Z ra .,.e 1 o B-0' TO 16' 0, IN HEIGHT USE B MALLS AC BO7'OM SLAB. ADJUST O �' ¢ ¢ w H•+ J
LILL-tJ_ QUANTITIES /rCCORDINGLY. O U R m rn R N OCO
I 4
H2 I H2 * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH F- z Ha T o ��-
CS(RCP OSHA STANDARD 1926.704. W O PLAN X T "?"� ` CONSTRUCT W;.TH PIPE CROWNS WTCHIhG, F- Q i - a a
H1 H1 I • PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ❑ } SEE NOTE CRAMFER ALL EXPOSED CORNERS i'. d PLAN r
C I - CONTRACTOR TOP ELEVATION _m _ SECTION X-X DRAWING NOT TO SCALE. ❑ m C LL m � +'- CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES w O
IL- _ ❑ J
� * ALL ELEMENTS PRECAST TO MEET ASTM C913. ro - m
o a o TOP 6„ ,
L - - - WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
1 O II AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. T0P = Er A7ION IN
-.; USE ON FLAT E EV EXPANSION JOIN.
GRADES 2$ ANO UNDER
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". F T D HooD STEPS - STD. NO. 54 .66 _ DEPRESSED GUTTER LINE
m --- -
8° O. C.(TYR.} 8" 8" O.C.(TYP.) - SEE TD.ON 640.03 STLPu S-D� Ni). 840.66 -
REFER TO CHART REFER TO CHART ,':
FOR BAR SIZE FOR BAR SIZE w 6„ ',; S" _ S EXPANSION JOINT
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS y rrl lI
ELEVATION AT B" CIS CONTRACTOR WILL HAVE THE OPTION IO _ c -CP ELEVATION 1 - - - - - �I: - - P LAN OF TOP SLAB SECTION S-S
SIDE TO INCREASE THIS BAR SIZE AS NEEDED. co J _ = T
U. Q o o �� L _A-.- o z ELEVATION o z
z 0 V 6,. " 3 L _ 1••1 NORMAL CURB AND GUTTER ON LIGHT GRADES LL
ENDWALL DIMENSIONS ¢ W a e .J s' y g Z m a ? (!i
-+ NORMAL GUTTER LINE a W PLAN 66
EXPANSION JOINT z
W2 FT.) FH SECTION Y Y s c e" d 3 _ T- s" m H
2 0_ {, a 5 #8 "W" BARS #a WAR TOP Q
FT. MINIMUM MIN.lMAX. MIN./MAX. MIN./MAX. MIN./MAX. MIN./MAX. ❑ W
D "?7 -0 - ❑ ° F
USE ON GRADES OVER 2Rs ELEV. 2 = 0-
PIPE DIA. BAR SIZE H1(FT.) H2(FT,) D (FT.) W1 W2 ❑ W V RISER HT. @ EQUA! SPADES L ❑ V e -
u 9.0 #5 @ 8" 1.25/2.00 2.00/3.75 1.25/1.75 3.00l3.75 5.50/6.00 Q = YARIE9 0 oo '> - T 'Q - - DEPRESSED GUTTER LINE ❑ ~ Lfi
•�� 1.25 #5 @ 8" 1.25/2.00 3.00/3.75 1.25/2.00 3.50/3.75 6.5016.75 Z Z = - 6„ °.� EXPANSION JOT NT iI -- s'-o° ¢ v FINISH AS GRADED >
v e b ' - ;. Q W Cr_ a4 6AIFS LI : " I O„ IMAXM Z W = .\.\ . �/
1.50 #5 @ B" 1.25/2.00 3.00/4.25 1,5012.50 3.50/3.75 6.5016.75 Q V ~ 6 T SECTION J-J 111111���22 ^~• LL
-o WHERE 30' TO 38" PIPE IS USED WHERE 42" TO 54"PIPE
2.0 #5 @ $" 1.50/2.50 4.00/4-76 1.75/2.50 4.0014.25 7.s0/$.25 1n IN sFE NOTE SECTION M-I W ~ DOWEL ELEVATION Q F- F- �_ STD. CITY OF WILMINGTON
Zml.-
2.5 #5 @ 8" 2.50/3.50 4.00/6.00 2.00/3.00 4.50/5.50 10,00/11.50 SECTION R-R NORMAL CURB AND GUTTER ON STEEP GRADES y W 2'-0'r
Q� /� � WHERE 30" TO 36' PIPE IS USED S USED } �• N � � cV M.H. COVER. SEE DETAIL
3.0 #5 @ 8" 3.00/3.50 5.00/6.00 2.75/3.50 5.25/5.75 11,50/11,75 ❑ Q CO VARIES RISER HT 3 Z T MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN, HEIGHT H WITH NO RISER Q V T SHEET SD-14-01 & 14-02
4,0 #5 @ 8" 3.50/4.50 6.50/7.00 3. 25/3.50 6.50/6J5 ;2.00/13.25 - _ ` - - - - - - - J D„ j v o J OQ U c:PF SPAN NTDT-1 WIDTI' SPAN MIN. HEIGHT DIMENSION SARS-U RARS-V BARS-W TOTAL TOP BOTTOM TOT FOR M� O . CONC.DONE PIPE < r. Q
4.5 #5 @ $° 4.00/5.00 6.50/6.50 3.25/4.00 7.00/9.25 13.50/15, 75 ¢ ID. CC „ a a M >� `_""� •� �; M 3 fOM°h52 gNS OF 3C% AND PIPE H E ��R F N0. LENGTH N0. LENGTH N0. LENGTH LBS. SLAB B OSLAB HON792X ONE PIPE ¢
cy o W r -
235
LL
°1 _ _>-_.'p'.G' 3, 1°o- 1, C,M. R.C. Or 0 v 3/4" CEMENT PLASTER
PLAN # 2• 2r 9rr 0.015 0.028 w
3 00/13. 25 A J A D" 3A0" 2 2" 3' 0" 0.295 0.829 b.023 0.098 LU
5.0 #5 @ 8" 4.50/5.00 7.00/8.50 3.25/4.00 7.25/9.25 13.75115.75 �e••� Q e' a'D^ z' " 3'-a" 0.235 .887 0.033 0.049 U-
1: _ Py_ - 30 3-D z 2' 3' 3'-9" D.235 1.001 0.092 0.127 p MAX. CORBEL 1" PER
5.5 #5 @ B" 4.50/5.00 7.50/8.50 3.25/4.00 7.25/9.25 14.00/15.75 I 1 n a 0 2 2-
D 0 2a T-0" 2
-4 4'-9" 1'-2" 4' 0' 4 1'-5" 2 3'-9" 3 3'-9" 39 0.123 0,321 1.433 0.092 0.127 COURSE
2" 3' 1(i` 4 9 l'-8" 4'-0' 4 1'-it" 3 3'-9" 3 3'-9" 43 0.161 0.358 1,714 0.132 0.178
6.0 #5 @ 8" 4.50/5.00 7.50l6.50 3.25l4.00 7.75/8.25 14.75/16.75 WHERE a2' To 5a' PIPE IS USED N 38'
"°' `°•:>"";a •r,:� 4T a-0'' 2' 5-3 1'-5" 3'-2' 4 i'B" 2 2'-11" 3 2'-11" 32 0.112 0.31E 'I .7 0.180 0.243 ., ISTEPS,o ::vDETAIL SHOWING -METHOD 4.- 3 -0 2' 2' 5' 0" 5`-9"2' 0'° 3'-2` 4 2' 3" 3 2' 11" 3 2'-11" 35 0. 145 0.352 2.052 0.235 0.3SHEET 1 OF 1 OF RISER CdNSTRUCTION 5�" a'-o" z 2" s'-7° 6'-3" z' 7" 3z' a 2'-10"2,11" 3 z'-t1" a1 0.1ao o.aes z.3 7 D.z97 0.aa1 Q858.80 PLAN PUN SFEET 1 OF 2 SHEET 2 OF 2 v v 840.02 ` RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT -1 '_O
O co z 840.02 w
z
43° NOTE: USE TYPE "Err "F" AND "G" GRATE HA } -y A<+r 1.4 O y E O y w
d ~ O U A OPTIONAL MANHOLE F-1 `^
UNLESS OTHERWISE NOTED. P P F¢ZH ¢ v DUSE IACCORDING TOL SHOWING PWATES ER FLOW. ` 1 1 1 rr ¢ Q 3 6 6 E ¢ ¢ Q
1 �--y y
B T U. J z Z B� 2 U Y �- GENERAL NOTES: -j(L"U C%) / .5 r 4'-0" O V
ti � O O� � S LLO JO � 2 Z 6" c CHAMFER ALL EXPOSED CORNERS Y". Iy, J O H Z w GO
¢ O TYPE "G" TYPE "E" TYPE "F" A A w Q z LL = L USE CLASS °B" CONCRETE THROUGHOUT. O m _ cV
Q F F, _ 1' 19� rl U O U, X - - X r OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR W Q ¢ LL = Q
Z W B q - D 1 i N- D #4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER. I-' C.) < O LrI
N N CDF-LLoJ - - '_ Fx~zw --- +C1 = `°ci c, r \, Q
- - - _ SECTION - LL SECTION MN O Q fq F- LL O J t /vvl ' r m W o 1 I r USE FORMS TO CONSTRUCT THE BOTTOM SLAB. W ,• ` ••, J4
m A �® A ALIGN FRAME WITH INSIDE - 1 z F- H --� WATER FLOW - SAG -�- WATER FLOW �-- rr O O y ¢ 7 _ - - a ~ (, LL ADD 70 BASE AS 9H STANDARD
IS SET I BASE SLAB OF BOX,
rti Q -
7 y IF REINFORCED CONCRETE P E N LA O
I 9/B Z •,y � .L.. 7 , OWN ON STANDARD NO. 840.00. O y
EDGE OF WALL TO ALLOW " = a Of W
��'''II O - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - F- H-, - _ " PROVIDE ALL JUNCTION BOXES OVER W-6" IN DEPTH WITH STEPS .I
Cz j
FOR VERTICAL ADJUSTMENT °.°I I w o I- - - - - -( W Q 1rl IL-J1_ p W ❑ 12 ON CENTERS IN ACCORDANCE WITH STD. N0. 840.88. CL
WALL SECTION -t- G 3" {•+-";,;'•.;';%%";f, ;' ^ l
YLrr j " 6 �� ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES ❑ "°" 0
�pryppF �2 4 TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS �' + O 1•-'-1
SECTION BB r p - - - - - - - - - - - - - - - - - - - - - - Y SEE STANDARD 940.5e C SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE >a :"••�. .J :;A „ ;+ ,i ?, y}. ,.r.
I p' wN FOR MANHOLE COVER 8 FRAME #4 BAR 'A" }��•r• z47y , ~, ,Y ~' lR �•L�
r LJ1 HE LGHT BRICK MA90NRV, OPENING IN TOP SLAB. 6"'
=.',. -,+1- 'c}�:w:.N,, :;,,;'•`.'•,4-': k:, z `%
B 1 LZ'r" OPTIONAL SPACED 6 u
SECTION - PP SECTION - NN I-�---
-- -- - - --- SECTION B-B 6, To ADJU08URFACE ..
- � - - - BRICK MA BE USED G. TO C. MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP �
N �' - % ''Lj-LLll T TO ER To FRAMED ELEVATION IS 12 FEET. LU
P`" J z SECTION "A -A" W
1 'p 2 ELEVATION MAX. 1 J
FRAME, GRATE, &HOOD ASS'Y � G Lti /4 Z r•�
OO U) - �- WATER FLOW -► SAG -+- WATER FLOW w
J- �G� r #a U
6" 6" _ _ m SECTION A -A � c m w GUIDELINES FOR STORM DRAIN MANHOLE
C
_ - OUTLET PIPE mLu
Z =
3'- ^ 1 +r Q Z Q TYPE rrFrr TYPE "E" TYPE "G" TYPE - E Z Q it A o E OR F 7N rZI Z 0 a SD 2 -03
Q U �.
K -Km ❑ 9 RAISED FLOW ARROW Q U INL'cT P:PF SECTION 6'� ¢ N Q a
L M N N 1 I-- ❑ °� RAISED FLOW ARROW P 2 (" is" HIGH 2 "1 o OC 6' C-C OR D-D DOWEL o g e MARKED: SANITARY SEWER OR U SECTION AA Z %s" HIGH -'1 p a W o SECTION X-X z z STORM DRAIN AS REQUIRED Z
Q O I ❑ Q DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES 0 O ��• O
T��1• y O O = Z Q F- DIMENSIONS OF BOX AND PIPE z m O 'L rr '-' r ¢ = y REINFORCEMENT TOP SLAB CUBIC YARDS TOTAL QUANTITIES DEDUCTIONS FOR ONE TOP OF COVERL M ��7 y Z 1YC rr = 1 Y1 �N 6" PIPS SPAN WIDTH HEIGHT BARS "Ar' DIMENSIONS IN BOX BOX AND SLABS PIPE QUADS, I- W O H N �
J FRAME PLAN SECTION • JJ Q n O P T j " I r z } . O �I` ° X 8" TOP BOTTOM WrILI LBS. CU. YDS. O W t-
7 EXP. JOINT D A B li NO. LENGTH E F C.S. R.C. = N 00
°0 SLAB SLAB FT � OF XT� RELNF YIN. "H" Q v N r Z r` -
1'{..��,L 3r_0�8n 5y ° 'L O W (W N.?
�rr W W 12" 2'-0" 2'-0" 2'-3- 12 2'-9" 3'-0" 3'-0" 0.167 0.167 0.163 22 0.750 0.015 0.024 `0 Z ,fir '� `�
'r 1k r r �• R 3r' R YL LL. V. 1�" 1 �-{ Q O P,• 9. 15 2 9" 2'-3" 2'-6" 12 3'-0" 3'-3" 3'-3" 0.196 0.196 0.204 24 0,902 0.023 0.036 Q Q v -�y� /1
-,N _ O 1 1" 1'2-q'=.•� �rr ct
1 '12"R rr Of �- O 8 a - r 1B" V-8" 2'-8" 2'-9" 14 3'-3" 3'-B" 3'-6" 0.227 0.227 0.222 30 1.065 0.033 0.049 0 �! ` - ~..y,
-r• 6„ a 6„ ? 11cn -f- 2'-D" 6" +'" ° L rr LL 2'-11`i "1� 2+_ I1'i<n �$ LL 24" 9'-0" 3'-0" 3'-3" 16 3'-9" 4'-0" 4'-0" 0.296 0.296 0.259 40 1.434 0.059 0.085 A A
3R 3'-0"' 3Y2" " F-n� e rr rr - -"I i r2 rr j 11 �r� L r( /$rr r4 11 30" 3'-8" 3'-6" 3'-8" S 4' 3" 4' B" 4'-8" 0.375 0.375 0.296 51 L880 0. 082 0.127 1/2" }
J- 1 rL F" I ` I r'Z 8 38" 4'-0" 4'-0" 4'-3" 20 4'-9" 5'-0" 0.483 0.463 0.333 64 2.341 0.132MumR0.176 W �I o r•..I
SECTION - NTC �I 1)f6" 1 „tfj!uu 11�" cmI DOWEL a2^ a'-s" a'-s" a'-9" 22 s' a" s'=s" s'-6" 0.560 0.560 0.37a n 2.878 0.180 0.243
�.� 48" 5'-4" W-4" 5'-3" 26 6' 3" 6' 4" W-a" 0.743 0.743 0.407 111 3.623 0.235 0.317 W
2' 1t7�2' 4 " SECTION A -A � SECTION Y-Y 54" 5'-10" 57-101" 5'-9" 29 6'-7" 6'-10" B'-To, 0.865 0,865 0.444 126 4.283 0.297 0.401 1/ 1rr BOTTOM OF COVER N p
lI SHEET 1 OF 2 TYPE - F 80" 6'-6" 8'-8" 8'-3" 30 T-3" T-8" 7'-8" 1.042 1.042 0.481 145 5. 090 0.387 0.495 L L7 SECTION - RR SECTIq; N A -A SHEET 2 OF ry2 SHEET 1 OF 1
HOOD ELEVATION 840.03 TYPE G 840.03 66" T-1" 7'-1" 8'-9" 32 7'-10" 8'-1" 8'-1" 1,210 1.210 0.518 16B 5.917 0.444 0.589 840.31 6+1 Lr srr Err Wr 6n Z J GENERAL NOTES' ,I� -
m GENERAL NOTES: ay PLAN W r
FHA * THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING OPENING SHALL BE L OR 'W' + 1'_0" oy (�
z 1 CLR. TAP. z z r QQ LOCATED AS REQUIRED M �� ay,. •.;y,\ .vyt r.,. * THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING STANDARDS: ~} ,, O
D #4 REBARS `� e, #4 REBARS ¢ F 3 - STANDARDS: 840.01, 840.02, 840.04, 840.05, 840.13, ¢ Q B4o.04, aaO.o5, BaD-1a. Bao.15, e4o.3,, 840.32, 8ao.3a, ~ Q -
5 a Z ' m a s GRANS ¢ 3 c Q Z
_ _ _ _ _ _ _ _ _ _ _ _ H V 840. 14 , 840. 15 , 840.17, 840. i B, 840. 19, 840. 26 °� 64 CINTERS �D Z = U 1 " MIN, 1�•-I.J 840. 35, 840. 36 AND 840.41 . Z F- _ Cif
' - , ` - LL J F-r rH �' * INSTALL AN PAY FOR PRECAST DRAINAGE STRUCTURES IN ACCORDANCE
0 o O 2 840.27, 840,2$, 840.31, 840.32 AND 840.41. ° LL J d rZ CLR. (TYP) D A C S LL J 50
W
ac - * 00 x SECTION VIEWS WITH NCDOT STANDARD SPECIFICATION SECTION 840. U) Z
r I L w o L L w o THE PATTERN OF THE a" • w q z LL INSTALL PRECAST DRAINAGE STRUCTURES AND PAY _ �- '=' ' Dc O 1" MIN. O O y 2
� � J � / x - * USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE, tY W
m m CO m KNOCK -OUT o; ~��0� FOR IN ACCORDANCE WITH SPECIFICATION SECTION 840. L ;,5 BARS �v¢LLo= cLR.(TYP} OPTIONAL JOINT DETAILS * USE ASTM A615 GRADE 60 REINFORCING STEEL. USE ASTM A1064 WgZLL= rF�-111
I L FQi i i : FQi a a Q F- w TEPS it OPENING Q ,V'_, 4X4 W4xW4 ? WELDED WIRE FABRIC (WWF). ¢ m O
13" L m L 3" ¢ PANELS ARE SHOWN a °' o ch~LLD J * DO NOT PLACE PRECAST DRAINAGE STRUCTURES 1 r F-s zw ~�F-oH RING & COVER CONTACT SURFACES SHALL BE
FOR ILLUSTRATIVE �'.b' :. v' o." �OHQ UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED. SECT -ION C-C yFLLOJ WWF (LAP #5 REBARS @ 12" * LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-0". I-= zw
I I L S PURPOSES ONLY. 0a� - ,.,v. o.�`-a O y¢ * #i BARS ¢O'-'¢ WWF 6" ON- CENTERS (HORIZ. * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD y~LLOJ MACHINED TO INSURE EVEN BEARING OF
Z USE 4000 PSI CONCRETE. C @OPENING C 3 Z H TO FABRIC) & VERT.) * 1926.704. pOf <
#5 REBARS 12 I I #5 REBARS) ; o .o ..�".�' c . o F-I r * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A815 FOR F> (USE WITH ORIENT STRUCTURES $O THAT CORNERS WILL NOT BE CUT OR MODIFIED Z ~ COVER AND RING
CENTERSCENTERS ;; ❑ T D_ F-r 4' X 4' 8 LARGER UNLESS ALLOWED BY DETAIL IN PLANS. �' I>-H
_ _ _ _ _L _ _ a . _ o �' a, o o, o `o : o a o GRADE 60 AND WELDED WIRE FABRIC CONFORMING TO ASTM A1064. �r o w❑ DRAINAGE STRUCTURES * PRECAST ALL ELEMENTS TO MEET ASTM 0813. wO
'.nc �' * LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL - ' - - - - - - - - I ' o ° °o: ❑ - TYPICAL) - 'L' BARS WITH * FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE 0
:. •. ,• ; .. c,• c MN. e.' • • . 2'-1 1 /4„
v' v r 6" MIN.
1 r - 1 r - ° ° STRUCTURE TO 10'-0' ' LIMIT SOLID WALL STRUCTURE o Y V-6" LEGS OR BRICK IN ACCORDANCE WITH STANDARD 840.25. MINIMUM WEIGHTS:
SECTION A -A SECTION B-B �p 0' o, 00. v a`�I a PLAN VIEW OF BASE UNIT * PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH 1'-11 3/4"
TO 15'-0". RING 190 LBS.
a + R D ' q '.off * STEPS ,2" ON CENTERS IN ACCORDANCE WITH STD. N0. 840.66. 1'-11 1/2"
rU L' + 1'-0 o PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH 6° 'L' 6" °..' 6" 'L' OR •W' 6" * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR IF COVER 120 LBS.
B 4 OSHA STANDARD 1926.704. g Q.00 MEMBER MIN. MIN. THE SAME MIN. AREA OF STEEL IS PROVIDED.
;.'.•..,• •... a t" MIN. * CUT OR FORM OPENINGS FOR PIPE TO PROVIDE PLAN TOP SLAB D:a W * SEAL JOINTS WITH AN APPROVED SEALANT (SEE SECTION 840 OF NCDOT 2.125„ 75r'
Q P w STANDARD SPECIFICATIONS. a CLR. (TYP) REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES s ° �"°
o A #4 REBARS A C 1" MIN. ¢ O v = r #4 REBARS @ #4 REBARS @ * LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS I-
C SO THAT PIPES ENTER THROUGH THE O y 6" CENTERS uo TO 6'-0" X W-O". DC (j)
LL 6" CENTERS
_ o WAFFLE WALL ISOMETRIC VIEW O = J KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH RNE LL J EACH WAY EACH WAY .`:; �F * THE OUTSIDE PIPE DIAMETER PLUS 2" IS THE MINIMUM STRUCTURE Q W -L�}.t 7
+ 4X4 W4xW4 z ¢ THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OF C0� R 'UT DETAIL O = q LOCATED IN ��LL SIZE OR THE OPENING REQUIREp FOR GRATE AND FRAME WHICHEVER �,i 1^ U
a WWF (LAP #5 REBARS @ 12" Hti 3 IS GREATER. CO 4.75"
WALL IS PROVIDED ABOVE THE HOLE. L3OLID WALL BOX z = H CENTER THIRD TYPICAL PRECAST z W 0.5"
3 z WWF 6" ON- ENTERS (HORIZ, Q N F c OF WALL
* ROUND MANHOLE MAY BE USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
TO REBARS) &VENT.} w * ALL ELEMENTS PRECAST TO MEET ASTM C913. Q V) RISER SECTION #S'S ARE PLACED ON EVERY SIDE NOT ADJACENT r0 A WALL. SEE STD. d 1'-101/4" r-
. J * �011 ❑ DWG. 840.34 FOR MANHOLE INSTALLATION. ¢ V
o .•.. (USE WITH ❑ W LL FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE 05 ^
6r, .L,
• ; 0 4' X 4' & LARGER C9 ❑ W z �'
❑ OR BRICK IN ACCORDANCE WITH STANDARD 840.25. #a REBARS 0 ¢ Z 2'-0 1/2"
B " V DRAINAGE STRUCTURES Q 3 PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH 1" CLR " sr' CENTERS r, �� ❑ PRECAST RISER PLAN ❑
6" L' 6" TYPICAL) o." , qp Z #a REBARS - Q Z W ¢ N 2'-9 1/4"
D Z hi ❑ STEPS AS DIRECTED BY THE ENGINEER. 1. m D ❑ 2 #5 BARS EACH SIDE ¢
WAFFLE WALL PLAN VIEW SOLID WALL PLAN VIEW �.::_ a Q Z * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG CLR r.NreR Z E") OF OPENING FULL SPAN : tZ ❑ a W
s" c s
¢ ~ a Z 1" MIN. CLEAR tO MIN. L MIN. Q m Q
6" L' 6" 6" Wr Orr v.. ° D' ;v ° ;v ° L~/) ❑ AS THE SAME AREA OF STEEL IS PROVIDED. F C J O
o .C'• .C" v .C'. 1-i * SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER H n 1
r -1 PRECAST RISER PLAN PRECAST RISER DETAIL >- Q - v Z SECTION A -A
¢ F w i L' OR 'w' + 2 WALLS 1 MIN. CLR. > F M •e .• 0•. ,p� • 0•. - •n • 0•' - - .Q.., 1•' -. -a` Q I"' O BASE CONFORMING TO FEDERAL SPECIFICATION SS-S-21 A, STEPS 1" MIN. CLR. 1" MIN. CLR. °. :?:. o -:?:.o :p:. o'.-°:. ui cA 3 ¢ Q
e' 4I .6 •' ..'-'_0 9 '.o .' .. a•. ''.. ❑ AASHTO M-198, TYPE B BUTYL RUBBER. (ji Z I z ;v• ML
4X4 W4xW4 _ v' -? v' P v : s v v' : - Oq Q * LIMIT MAXIMUM STRUCTURE SIZE TO INSIDE CLEAR ° • ° :o: :o. Q Q LU , s #4 REBARS n 4x4 W4xW4 0 w o o '. ❑ W Cc
' LD' o: o: = .' ' c'. ''.'""'.o.'''.' C! : •', „ cD ¢ 6" CENTERS o'. :o a Q o STANDARD MANHOLE RING AND COVER
4X4 W4XW4 o WWF (LAP J o v - 6 . v.- e . v, v, e . v- ° DC ° .r;:,p` ::'v °:o,:,o o
(i I 3 WWF LAP WWF m . v' • , • 0' , P'
o . • o , . - DIMENSIONS OF 5'-0" X 5' 0". ( o
WWF LAP WWF a , :..e c ... •: I i, ¢ is
4 TOREBARS)c• m m T;,c',:°-;v":; °.'v'_� c °-"v�:o' °-'v_�'" THE OUTSIDE PIPE DIAMETER PLUS 2 OR THE OPENING a- 6" ONTO FABRIC) ¢ ,'p o','p o -
( Q � * o. n �� SD1401 U
6 ONTO REBARS) 0cc
;; 2 - ".o, a`.a = '� .a oL.ti o: a REQUIRED FOR FRAME AND GRATE IS THE MINIMUM STRUCTURE
. :o.; -o-':o-' _ .':v... o.• IL 2 #5 BARS @ > � •.p•.' ,p•.' 'AW �1
a' > #5 REBARS �• > c • �,'.o - : °'. SIZE WHICHEVER IS GREATER. 6L� 6" L - - - - - - - -' OPENING 1^ #5 REBARS 12" I ?' , • o' . v' ,• NOT TO SCALE
M-
#5 REBARS 12 v " o o . . v ;: v CLEAR {SEE NOTES) CENTENS ' ' ' "p" p" • �.' V
n 12 CENTERS c c * USE MANHOLE FRAME AND COVER AS INDICATED ON THE PLANS. ;o•' ;o•' \./
LOCATE OPENING TYPICAL SECTION ••0'1'•-• °••'''�' '•'' .o•'.�'.� (f) �{
CENTERS (TYP.) :, TYPICAL ° 9' ' o' 'P' REINFORCE OPENING AS SHOWN ON THIS SHEET. SECTION VIEW SEI;TION 1sP'IEW AS REQUIRED p. 0
' (SEE NOTES) TOP SLAB z
-. °- :, ., p• v' CeP C ; a'. t.. d,,, o• :,., ; p•.:; C,., SHEET 2 OF 2 6„ 'L' 6° TYPICAL SECTION �0 g SHEET 1 OF 1
SECTION `C-C' �D SECTION `D-D' SOLID WALL ISOMETRIC VIEW SHEET 1 of 2 01'TIONAL JOINT DETI�ILS
840.45 840.45 MI"' PLAN TOP SLAB LITM. OF BASE UNIT ISOMETR C VIEW 840.46
SOLID COVER SHOWN PERFORATED. PERFORATED AVAI-ABLE z0 NOTES: z
IF SPECIFIED. Hy� INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL. 00� MARKED: SANITARY SEWER OR H STATE USE OF SYSTEM ON COVER q STEPS DIFFERING IN DIMENSIONS CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR BIAS FURNISHED H
/ \ (I.E.: SEWER, STORM DRAIN, ELECTRICAL) H¢3U THE ENGINEER WITH DETAILS OF +HE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. Q�g CERTIFICATION NOTE: STORM DRAIN AS REQUIRED �L•( �T�
2 \ LL J a HH z - _ _-- - - - - - LL Fz-r O (ZI �� CONTRACTOR SHALL PROVIDE CERTIFICATION FROM A LICENSED
TOP OF COVER o o cn x 4h J D_ z o �z --i ooy= NORTH CAROLINA STRUCTURAL ENGINEER THAT PRECAST
A To° � � Z LL 1" �� ZLL STRUCTURES PROVIDED MEET REQUIREMENTS FOR H2O LOADING TOP OF COVER FT
A I3 B Q=~ZLLJ i r �� - Q=�zH
V� LL J _
yZF>� ' m Coo _ yz F, > O Q Q F
L_ _-_____-_--- -_-I L_ -� C❑ _ w �ej nil' Wa EXISTING GROUND COMPACTED BACKFILL NOTE: O CO a0
L�" R. I L� 1�j O SEE SPECIFICATIONS RING & COVER CONTACT SURFACES SHALL BE
BOTTOM OF COVER" PLAN SIDE MACHINED TO INSURE EVEN BEARING OF Q
R.
PLAN SIDE ELEVATION N COVER AND RING rT� U
ELEVATION* ,\ A A F-(-� {- 0
PLAN OF COVER„ �' N 5/$" �..� Q O p z L-
PLAN OF FRAAIIE o W w `//� A I- << z O z
w J Q w
-11112"-�{ z v CAST IRON C, LST IRON z /\ - ' '` 2'-1" LU ~ z w U, 0 0
� 4 \ BOTTOM OF COVER rn 'S w 2'-t 4 3 G ELEVATION ELEVATION '- W ¢ / 1 /$° LU �❑ Q w z z Y
Q Z > V-11 3/4" O v w ui c2 U
" ❑ Q CO 0 f u> , s ` SLOPE WALLS TO ANGLE OFcl� O of ? w Q cJ w Of 2
Lu 1'-10?/$" � � _ ❑ ,�6" ❑ r �" � REPOSE OF SOIL OR AS
1'-11 1/2" o IL 0 CL p u) ❑ 0 0
PER SPECIFICATIONS
46 BAR _\ Z = ," 83iQ" ��m Cc
#8 BAR OR _ - ' "'r'''''� PLAN MINIMUM WEIGHTS: SEAL
TYPE #1 I -� < ,,rr GALv'D. Q ° 1" \\\��\{111CA1�!!///
2
-� may' RING 261 LBS. �� �H O /
W t COMPACTED PIPE EMBEDMENT 2.125 �� • i�
(" �4 Q C 1 Q r b PER SPECIFICATIONS COVER 120 LBS. 3.125" O��S• �,°°•
1 104 ❑ = PLAN � POLYPROPYLENE 3 Z Lu
\ / `ALTERNATE i _ SECTION B- B o �„ I-- ^ _ ELEVATION
`PLASTIC PLAN ELEVATION- IDE ®Q a = 028847
❑ :; '+ 4. "125" T-8 3/8" 4.125" - °
VATION tC M' " , COMPACTED GRANULAR MATERIAL 0.5 -A CO
\
2'-Orr-^ I / MINIMUM WEIGHTS - LBS. r -� IF REQUIRED BY THE ENGINEER
\j j4" ` REINFORCING STEEL V-10 1/4° 5.5°' / r G..... P\�
2'_g1,$" % FRAME 180 ` �i�0•°•�NGINE�'
( COVER - 00 ° G
SECTION A -A I TOTAL - 300 12" -� Ilt `9 PIPE WIDTH +24" 2'-9 1/4" W /C;
\ / ELEVATION NOTE: TRENCH BOTTOM n
#3 DEFORMED 12" DO NOT USE IN SECTION "A -A"
08109122
STEEL ROD
SANITARY SEtitiER MANHOLES. SHEET 1 OF 1
TYPE #2 840.54 SECTION A A ELEVATION 840.66 STORM DRAIN TRENCH DETAIL
NOT TO SCALE _STANDARD MANHOLE RING & COVER_
SD 14-02 C6.22
NOT TO SCALE
�• PEI JOBM 21166.PE