HomeMy WebLinkAboutCedar Pointe Plan set 10.27.22-rev-RFSSTANDARD MAINTENANCE NOTE:
SIDEWALKS AND STREET TREE ARE TO BE MAINTAINED BY THE HOME
OWNERS ASSOCIATION ("HOA"), PROPERTY OWNERS ASSOCIATION
("POA"), CONDOMINIUM OWNERS ASSOCIATION ("COA"), OR ANY
OTHER ASSOCIATION RESPONSIBLE FOR THE MAINTENANCE AND/OR UPKEEP OF THE RESIDENTIAL COMMUNITY. SIDEWALK OR STREET
TREE INSTALLATIONS THAT ARE DAMAGED AND/OR REMOVED BY
HARNETT COUNTY/DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER OR ITS REPRESENTATIVE AGENTS, OR
CONTRACTORS AS A RESULT OF REPAIR/MAINTENANCE OF THE
PUBLIC WATER AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED
BY THE HOME OWNERS ASSOCIATION ("HOA"), PROPERTY OWNERS
ASSOCIATION ("POA''), CONDOMINIUM OWNERS ASSOCIATION
("COA"), OR ANY OTHER ASSOCIATION RESPONSIBLE FOR THE
MAINTENANCE AND/OR UPKEEP OF THE RESIDENTIAL COMMUNITY.
GENERAL NOTES: (REFERENCE SHEET C4.5 FOR HRW WATER AND SEWER STANDARD NOTES.)
1.ALL WORK SHALL COMPLY WITH HARNETT COUNTY AND NCDOT STANDARDS AND SPECIFICATIONS.
2.THIS PROJECT IS SERVED BY PUBLIC WATER AND PUBLIC SEWER OWNED, MAINTAINED ANDOPERATED BY HARNETT REGIONAL WATER.
3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING EXISTING UTILITIES AND REPAIRING ANYDAMAGE TO SAME. UTILITY LOCATIONS AS SHOWN ON PLANS ARE APPROXIMATE AND MAY NOT BECOMPLETE. THE CONTRACTOR SHALL HAVE NORTH CAROLINA ONE CALL (1-800-632-4949) LOCATEALL EXISTING UTILITIES PRIOR TO BEGINNING OF CONSTRUCTION.
4.PROVISIONS SHALL BE MADE TO ENSURE POSITIVE DRAINAGE ON THE SITE AT ALL TIMES. NATURALDRAINAGE FEATURES DISTURBED BY CONSTRUCTION MUST BE RE-ESTABLISHED. NO PONDING DUETO SPOILS STOCKPILING OR OTHER ACTIVITIES SHALL BE PERMITTED.
5.WORK IN PUBLIC RIGHT-OF-WAYS OR PRIVATE EASEMENTS SHALL BE ACCOMPLISHED BY THECONTRACTOR ACCORDING TO THE REQUIREMENTS OR CONDITIONS OF THE ENCROACHMENT PERMITOR OTHER LEGAL DOCUMENTS AS THOUGH DOCUMENTS WERE ISSUED IN THE CONTRACTOR NAME.THE CONTRACTOR SHALL MAINTAIN COPIES OF THESE DOCUMENTS ON THE SITES AT ALL TIMES.
6.WHEN THE CONTRACTOR IS UNABLE TO COMPLETE HIS WORK AS SHOWN ON THE PLANS BECAUSEOF AN EXISTING UTILITY, CONTRACTOR SHALL STAKE THE LOCATION OF THE UTILITY PRIOR TOPROCEEDING AND CONTACT THE ENGINEER.
7.THE CONTRACTOR SHALL NOTIFY ALL PUBLIC AGENCIES, THE OWNER, THE ENGINEER AND ALL OTHERCONCERNED PARTIES WHEN CONSTRUCTION IS TO COMMENCE. PRIOR TO ANY CONSTRUCTION APRECONSTRUCTION MEETING SHALL BE HELD WITH THE MUNICIPALITY/ AUTHORITY, THECONTRACTOR, THE ENGINEER AND ANY OTHER INTERESTED PARTY.
8.DATA REQUIRED FOR PREPARATION OF RECORD DRAWINGS SHALL BE OBTAINED BY THECONTRACTOR AT THE TIME FOR INSTALLATION. DATA SHALL BE ACCUMULATED BY THE CONTRACTORDURING THE CONSTRUCTION PERIOD AND PROVIDED TO THE ENGINEER UPON COMPLETION OF THEPROJECT
9.INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH ALL APPLICABLE HARNETT COUNTY,NCDNER AND NCDOT STANDARDS.
10.ALL EXCAVATED EXCESS OR WASTE SOILS AND MATERIAL SHALL BE REMOVED FROM THE SITE BYCONTRACTOR EXCEPT AS SPECIFICALLY APPROVED IN WRITING BY BOTH THE ENGINEER AND OWNER.
11.WHEN CONCRETE SIDEWALKS, CURB AND GUTTER SECTIONS OR ASPHALT PAVEMENT ARE DAMAGEDDUE TO CONSTRUCTION ACTIVITIES, THEY SHALL BE REPLACED IN A TIMELY MANNER BY THECONTRACTOR TO ASSURE THE CONTINUED USE OF THESE FACILITIES BY ALL CONCERNED.
12.CONTRACTOR IS TO COMPLY WITH ALL PROVISIONS OF THE MANUAL OF UNIFORM TRAFFICCONTROL DEVICES WHEN WORKING ADJACENT TO AN EXISTING PUBLIC HIGHWAY RIGHT OF WAY.
13.THE CONTRACTOR WILL MAINTAIN ALL EXISTING ROADS IN A NEAT AND CLEAN CONDITIONTHROUGHOUT THE COURSE OF THE PROJECT CONSTRUCTION.
WATER/SEWER CAPACITY NOTE:
APPROVAL OF THE PLAT/PLAN DOES NOT GUARANTEE WATER OR
SEWER TREATMENT CAPACITY. CURRENT/FUTURE CAPACITY MAY
NOT BE AVAILABLE. THIS DEVELOPMENT MAY REQUIRE ADDITIONAL IMPROVEMENTS TO THE EXISTING WATER SYSTEM OR SEWER SYSTEM TO MEET FUTURE WATER AND SEWER DEMANDS PRIOR TO
A PRELIMINARY PLAY, CONSTRUCTION PLAN AND/OR FINAL PLAT APPROVAL.
OW SIGNATURE OA�pW tL
PROJECT NUMBER:
SU B2209-0023
22
CEDAR POINTE
RESIDENTIAL DEVELOPMENT
JOHNSONVILLE, NORTH CAROLINA
-------------------------------
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OVERALL PLAN
DEVELOPER/OWN ER
CEDAR POINT, LLC
350 WAGONER DRIVE
FAYETTEVILLE, NC 28303
PHONE: 919-606-4696
EMAIL: cbd1971@gmail.com
36
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SHEET SCHEDULE
SHEET TITLE SHEET NO: ORIGINAL DATE LATEST REVISION DATE
COVER SHEET 01 SEPTEMBER 15, 2022 -
EXISTING CONDITIONS Cl.O SEPTEMBER 15, 2022 -
SITE PLAN C 2.0 SEPTEMBER 15, 2022 -
EROSION CONTROL PLAN -INITIAL PHASE C 3.0 SEPTEMBER 15, 2022 -
EROSION CONTROL PLAN -CONSTRUCTION PHASE C 3.1 SEPTEMBER 15, 2022 -
EROSION CONTROL PLAN -FINAL PHASE C 3.2 SEPTEMBER 15, 2022 -
EROSION CONTROL GROUND STABILIZATION AND SELF C 3.3 SEPTEMBER 15, 2022 INSPECTION NOTE -
EROSION CONTROL NOTE C 3.4 SEPTEMBER 15, 2022 -
EROSION CONTROL DETAIL C 3.5 SEPTEMBER 15, 2022 -
EROSION CONTROL DETAIL C 3.6 SEPTEMBER 15, 2022 -
EROSION CONTROL DETAIL C 3.7 SEPTEMBER 15, 2022 -
WATER LINE PLAN AND PROFILE C4.0 SEPTEMBER 15, 2022 -
WATER LINE PLAN AND PROFILE C4.1 SEPTEMBER 15, 2022 -
WATERMAIN DETAIL C4.2 SEPTEMBER 15, 2022
WATERMAIN DETAIL C4.3 SEPTEMBER 15, 2022
UTILITY NOTES C4.4 SEPTEMBER 15, 2022
ROADWAY PLAN AND PROFILE C 5.0 SEPTEMBER 15, 2022 -
ROADWAY PLAN AND PROFILE C 5.1 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.2 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.3 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C5.4 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.5 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.6 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.7 SEPTEMBER 15, 2022 -
ROADWAY CROSS SECTION C 5.8 SEPTEMBER 15, 2022 -
WATER AND SITE DETAILS C 7.0 SEPTEMBER 15, 2022 -
STORMWATER MANAGEMENT DETAIL C 8.0 SEPTEMBER 15, 2022 -
LANDSCAPING PLAN C9.0 OCTOBER 24, 2022
REVISION OCCURRENCE LIST
REVISION NO. DATE REVISION DESCRIPTION BY
THIS SET IS CURRENT THROUGH SHEET DATED: SEPTEMBER 15, 2022
ENGINEERING� PLLC
3417 Winterwind Circle, Sanford, NC 27330
PO Box 249, Sanford, NC 27331
Phone: (919) 352-2834
e-mail: jhilliard@hilliardengineering.com
NC License #: P-0836
TIE
N 79°41'20" W 57.20'
208.31'S 82°19'50" E
S 30°56'18" W 65.84'S 07°04'54" W 207.84'EXISTING AXLE
31.60'L1L2L3L4139.20'238.64'
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N 78°02'59" W 262.17'S 33°33'43" W 274.43'N 76°34'13" W
409.44' TOTAL
N 78°09'28" W 849.44'S 17°44'15" W 259.41' TOTALN 78°12'14" W 884.55'1/2" S
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PLAT BOOK 2003, PAGE 559
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EQUITY CAPITAL UNITED, LLC
DEED BOOK 2871, PAGE 709
PLAT CABINET F, SLIDE 320-D
PIN: 9574-20-1859.000
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DEED BOOK & PAGE: 4164 / 0.375
4158 / 1268
TOTAL EXISTING TRACT = 26.40 AC
WETLANDS: NO WETLAND EXIST ON THIS SITE PER INVESTIGATION
REPORT BY HAL OWENS & ASSOCIATES, INC DATED SEPTEMBER 6, 2022
COORDINATES: LATITUDE: 35.2368LONGITUGE: -79.0920
RECEIVING WATERBODY: BUFFALO CREEKFROM SOURCE TO LITTLE RIVER
WATERBODY INDEX: 18-23-18WATERSHED:CAPE FEAR
LAND USE: AGRICULTURAL
DISTRICT(S): MILITARY CORRIDOR OVERLAY
EXISTING CONDITIONC1.0Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONFEETSCALE
0 80 160
HORZ.
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POWER
EX. 6" WATERMAIN
PROPOSED
ACCESS EASEMENT &
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PROPOSED
ACCESS EASEMENT &
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EXISTING UTILITY
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NOT TO SCALE
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DASHED BOUNDARY LINES
LINES NOT SURVEYED; INFORMATION OBTAINED BY DEEDS
AND/OR PLATS OF RECORD AS NOTED
NCGS/USGS GRID TIE
NO CONTROL MONUMENTS RECOVERED WITHIN 2,000 FEET
OF SITE
WATERLINE LOCATION PER COUNTY GIS
ALL AREAS CALCULATED BY COORDINATE
METHOD UNLESS OTHER WISED NOTED
GENERAL NOTES:
1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL HARNETT
COUNTY AND NCDOT STANDARDS.
2. CONTRACTOR IS TO VERIFY ALL EXISTING SITE CONDITIONS PRIOR TO AND
DURING CONSTRUCTION AND REPORT ANY DISCREPANCIES TO THE ENGINEER.
3. A PORTION OF THE PROPERTY SHOWN HEREON IS LOCATED IN A SPECIAL
FLOOD HAZARD AREA, ZONED AE , BASED FLOOD ELEVATION, 158.9', AS
DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY.
FLOOD HAZARD: ZONE X (REMAINDER OF PROPERTY)
MAP: 3720052400K ~ PANEL: 0524
EFFECTIVE: 5 JANUARY 2007
4. CONTRACTOR SHALL LOCATE AND VERIFY DEPTHS OF ALL EXISTING
UTILITIES PRIOR TO BEGINNING CONSTRUCTION AND NOTIFY THE ENGINEER
OF ANY DISCREPANCIES OR CONFLICTS PRIOR TO BEGINNING CONSTRUCTION.
5. CONTRACTOR IS REQUIRED TO MEET ALL APPLICABLE LOCAL, STATE AND
FEDERAL REGULATIONS AND ASSUMES FULL RESPONSIBILITY FOR
COMPLIANCE.
6. ALL DEBRIS FROM DEMOLITION OPERATIONS SHALL BE DISPOSED OF OFF
SITE IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REGULATIONS.
7. ALL EXISTING PAVEMENT EDGES SHALL BE SAW CUT TO A STRAIGHT EDGE.
8. UTILITIES TO REMAIN IN PLACE SHALL BE PROTECTED FROM DAMAGE.
CONTRACTOR IS RESPONSIBLE FOR DAMAGE TO EXISTING UTILITIES.
9. CONTRACTOR SHALL COORDINATE ALL DEMOLITION OPERATIONS WITH
GOVERNING AGENCIES AND UTILITY COMPANIES.
SURVEY NOTES:
BOUNDARY SURVEY AND EXISTING FEATURES PROVIDED BY :
ATLAS SURVEYING & MAPPING
1503 OLD CARBONTON ROAD
SANFORD, NORTH CAROLINA.
STEVEN W. MULLINS, PLS
NC. LICENSE NO. 4740
C
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EXISTING POSSIBLE AND APPARENT OVERLAPS
AND GAPS
GAP CREATED BETWEEN
DEED BOOK 681, PAGE 488 AND
DEED BOOK 786, PAGE 887 (MAP)
OVERLAP CREATED BETWEEN
DEED BOOK 681, PAGE 488 AND
DEED BOOK 1077, PAGE 955
GAP CREATED BETWEEN
DEED BOOK 786, PAGE 885 AND
DEED BOOK 1077, PAGE 955
OVERLAP CREATED BETWEEN
DEED BOOK 786, PAGE 885;
DEED BOOK 4164, PAGE 375
PLAT CABINET F, SLIDE 301-B AND
DEED BOOK 1077, PAGE 955
EXISTING BOUNDARY LINE AND CLAIMED
PROPERTY LINE CONDITIONS
PROPERTY LINE CRATED IN ERROR
DEED BOOK 1077, PAGE 955
PROPERTY LINE CREATED IN ERROR
DEED BOOK 697, PAGE 810
SEE: PLAT CABINET F, SLIDE 301-B
BOUNDARY LINE
DEED BOOK 4164, PAGE 375
DEED BOOK 786, PAGE 885
PLAT CABINET F, SLIDE 301-B
BOUNDARY LINE
DEED BOOK 681, PAGE 488
PROPERTY LINE CREATED IN ERROR
DEED BOOK 786, PAGE 885
BOUNDARY LINE
CORRECTED PER INTENT
MARKS ROAD - NCSR 111160' PUBLIC RIGHT-OF-WAY (PAVED)EX. 6" WATER MAIN
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.
0
0
0
CE
TEMPORARY STOCKPILE
AREA WITH SILT FENCE.
MAINTAIN MINIMUM
50' FROM SEDIMENT DEVICESSFO
SFO
SFO
SFO
SFO
SFO
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
CL
BF
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE
SF
SF
SF
SF
SF
SF
SF
SF BEGIN SILT FENCE
BEGIN SILT FENCE
PD
TEMPORARY DIVERSION
DITCH (TYP.)
TD TEMPORARY DIVERSION
DITCH (TYP.)RIP RAP OUTLET APRON 01
APRON WIDTH AT SWALE OUTLET: 15'
APRON LENGTH: 104'
APRON WIDTH AT BOTTOM OF POND: 38'
APRON THICKNESS: 2.25' THICK
CLASS 1 RIP RAP ON MIRIFI FILTER FABRIC.
EMBED RIP RAP 2.25' INTO GROUND SO THAT
RUNOFF FLOWS ON TOP OF THE RIP RAP SURFACE.
RIP RAP OUTLET APRON 02
APRON WIDTH AT SWALE OUTLET: 8'
APRON LENGTH: 52'
APRON WIDTH AT BOTTOM OF POND: 19'
APRON THICKNESS: 1.5' THICK
CLASS B RIP RAP ON MIRIFI FILTER FABRIC.
EMBED RIP RAP 1.5' INTO GROUND SO THAT
RUNOFF FLOWS ON TOP OF THE RIP RAP SURFACE.
RIP RAP OUTLET APRON 03
APRON WIDTH AT PIPE OUTLET: 4'
APRON LENGTH: 24'
APRON WIDTH AT SILT FENCE OUTLET: 18'
APRON THICKNESS: 1.5' THICK
CLASS B RIP RAP ON MIRIFI FILTER FABRIC.
EMBED RIP RAP 1.5' INTO GROUND SO THAT
RUNOFF FLOWS ON TOP OF THE RIP RAP SURFACE.
SEDIMENT BASIN 01
SEDIMENT BASIN WITH BAFFLES
BOTTOM LENGTH: 222'
BOTTOM WIDTH: 102'
TOP OF DAM ELEV: 321.50
BOTTOM OF BASIN ELEV: 317.00
SEDIMENT CLEANOUT ELEV: 318.00
BASIN SIDE SLOPES:
3:1 FROM ELEV 317.00 TO ELEV 321.50 (BASIN)
5:1 FROM ELEV 321.50 TO ELEV 330.00 (CUT SLOPE)
5:1 FROM ELEV 321.50 TO 314.00 (FILL SLOPE)
SKIMMER DEVICE FOR SEDIMENT BASIN:
4" SKIMMER WITH 4" ORIFICE
2'-2" X 3' PRECAST CONCRETE RISER
RISER WEIR ELEVATION 318.50'
SKIMMER CONNECTION TO RISER ELEVATION: 317.00'
48 LF OF 15" O-RING RCP OUTLET PIPE WITH
CUTOFF TRENCH AND ANTI-SEEPAGE COLLARS AS SHOWN
SEE SEDIMENT BASIN AND POND DETAILS
FOR ADDITIONAL INFORMATION
EXISTING GRAVEL
ROAD
PROPERTY
BOUNDARY
EXISTING GRAVEL
ROAD
PERMANENT DIVERSION SWALE WITH BERM 01A
BOTTOM WIDTH 4.0'
MIN. DEPTH: 1.0'
BERM HEIGHT: 0.56'
TOTAL DEPTH FROM TOP OF BERM
TO BOTTOM OF DITCH: 1.5'
TOP OF BERM WIDTH: 2.0'
BOTTOM OF BERM WIDTH: 6.0'
SIDE SLOPE: 3:1
LINING: SEED AND MULCH WITH
CONTRACTOR'S BLEND
AND NAG S75 MATTING OR EQUIVALENT
PERMANENT DIVERSION SWALE WITH BERM 01B
BOTTOM WIDTH: 7.0'
MIN. DEPTH: 1.0'
BERM HEIGHT: 0.50'
TOTAL DEPTH FROM TOP OF BERM
TO BOTTOM OF DITCH: 1.5'
TOP OF BERM WIDTH: 2.0'
BOTTOM OF BERM WIDTH: 6.0'
SIDE SLOPE: 3:1
LINING: SEED AND MULCH WITH
CONTRACTOR'S BLEND AND
EXCELSIOR MATTING OR EQUIVALENT.
PERMANENT DIVERSION SWALE WITH BERM 03
BOTTOM WIDTH 3.0'
MIN. DEPTH: 1.0'
BERM HEIGHT: 0.58'
TOTAL DEPTH FROM TOP OF BERM
TO BOTTOM OF DITCH: 1.5'
TOP OF BERM WIDTH: 2.0'
BOTTOM OF BERM WIDTH: 6.0'
SIDE SLOPE: 3:1
LINING: SEED AND MULCH WITH
CONTRACTOR'S BLEND
AND NAG S75 MATTING OR EQUIVALENT
POROUS COIR
FIBER BAFFLES
(TYP)
PD
PD
PD
EROSION CONTROL PLAN -INITIAL PHASEC3.0
GENERAL NOTES:
PURSUANT TO G.S. 133-A57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE
NO GREATER THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR
OTHER ADEQUATE EROSION-CONTROL DEVICES OR STRUCTURES.
IN ANY EVENT, SLOPES LEFT EXPOSED WILL, WITHIN 7 OR 14 CALENDAR DAYS OF
COMPLETION OF ANY PHASE OF GRADING, BE PLANTED OR OTHERWISE PROVIDED
WITH TEMPORARY GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION. PERMANENT GROUNDCOVER WILL BE PROVIDED FOR ALL
DISTURBED AREAS WITHIN 15 WORKING DAYS OR NO MORE THAN 90 CALENDER
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION.
PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER
SUFFICIENT TO RESTRAIN EROSION MUST BE ACCOMPLISHED FOR ALL DISTURBED
AREAS WITHIN 15 CALENDAR DAYS OR 60 CALENDAR DAYS (WHICHEVER IS SHORTER)
FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
ANY BORROW MATERIAL BROUGHT ONTO THIS SITE MUST BE FROM A LEGALLY
PERMITTED MINE SITE OR OTHER APPROVED SOURCE. A SINGLE-USE BORROW OR
WASTE AREA SITE IS ONLY PERMISSIBLE IF IT IS OPERATED UNDER CONTROL OF THE
FINANCIALLY RESPONSIBLE PERSON OR FIRM THAT IS DEVELOPING THIS SITE. AN
APPROVED EROSION AND SEDIMENT CONTROL PLAN IS REQUIRED FOR ALL SINGLE
USE BORROW AND WASTE SITES.
EROSION CONTROL DESIGN, DETAILS AND MAINTENANCE SPECIFICATIONS SHALL
COMPLY WITH CURRENT NORTH CAROLINA EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL.
SELF INSPECTION NOTE:
THE LANDOWNER, THE FINANCIALLY RESPONSIBLE PARTY, OR THE LANDOWNER'S
OR THE FINANCIALLY RESPONSIBLE PARTY'S AGENT SHALL PERFORM AN
INSPECTION OF THE AREA COVERED BY THE PLAN AFTER EACH PHASE OF THE PLAN
HAS BEEN COMPLETED AND AFTER ESTABLISHMENT OF TEMPORARY GROUND
COVER IN ACCORDANCE WITH
G.S. 113A-57(2). THE PERSON WHO PERFORMS THE INSPECTION SHALL MAINTAIN
AND MAKE AVAILABLE A RECORD OF THE INSPECTION AT THE SITE OF THE
LAND-DISTURBING ACTIVITY. THE RECORD SHALL SET OUT ANY SIGNIFICANT
DEVIATION FROM THE APPROVED EROSION CONTROL PLAN, IDENTIFY ANY
MEASURES THAT MAY BE REQUIRED TO CORRECT THE DEVIATION, AND
DOCUMENT THE COMPLETION OF THOSE MEASURES. THE RECORD SHALL BE
MAINTAINED UNTIL PERMANENT GROUND COVER HAS BEEN ESTABLISHED AS
REQUIRED BY THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN. THE
INSPECTIONS REQUIRED BY THIS SUBSECTION SHALL BE IN ADDITION TO
INSPECTIONS REQUIRE BY G.S. 113A-61.1. SEE NCGO1 INSPECTION,
RECORDKEEPING AND REPORTING PLAN SHEET.
DESCRIPTIONPRACTICESYMBOL
SILT FENCE A TEMPORARY STRUCTURE USED TO SLOW THE VELOCITY OF RUN-OFF,CAUSE SEDIMENT DEPOSITION AT THE STRUCTURE, AND FILTER SEDIMENT
FROM RUN-OFF.SF
CONSTRUCTION LIMITS A DEFINED AREA THAT ALL LAND DISTURBANCE WILL OCCUR
DURING CONSTRUCTION.CL
CONSTRUCTION ENTRANCE
A STONE STABILIZED PAD LOCATED AT ANY POINT THAT TRAFFIC WILL BELEAVING A CONSTRUCTION SITE TO A PUBLIC RIGHT-OF-WAY, STREET,
ALLEY, SIDEWALK, OR PARKING PLOT WHICH WILL REDUCE OR ELIMINATETHE TRANSPORT OF MUD FROM THE CONSTRUCTION SITE.
CE
PROTECTION A TEMPORARY STRUCTURE AS A REINFORCED OUTLET AT LOW POINTS OF
THE SILT FENCE. INSTALL #57 WASHED STONE AT UPSTREAM FLOW WITHHARDWARE CLOTH. (SEE DETAIL)SFO SILT FENCE OUTLET
DIVERSION A TEMPORARY RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGEAND CHANNEL CONSTRUCTED ACROSS SLOPING LAND ON APREDETERMINED GRADE.PD PERMANENT
SB AN EARTHEN EMBANKMENT SUITABLY LOCATED TO CAPTURE RUNOFF,WITH A TRAPEZOIDAL SPILLWAY LINED WITH AN IMPERABLE GEOTEXTILEOR LAMINATED PLASTIC MEMBRANE, AND EQUIPPED WITH A FLOATING
SKIMMER FOR DEWATERING.
SEDIMENT BASIN
BF
POROUS BARRIERS INSTALLED INSIDE A TEMPORARY SEDIMENT TRAP,SKIMMER BASIN, OR SEDIMENT BASIN TO REDUCE THE VELOCITY AND
TURBULENCE OF THE WATER FLOWING THROUGH THE MEASURE, AND TOFACILITATE THE SETTLING OF SEDIMENT FROM THE WATER BEFOREDISCHARGE.
POROUS BAFFLE
EROSION CONTROL MEASURE - INITIAL PHASE:
1. ENSURE ALL APPROVALS HAVE BEEN OBTAINED PRIOR TO ANY LAND DISTURBANCE.
2. CONDUCT ON-SITE PRE-CONSTRUCTION MEETING WITH THE CONTRACTOR, OWNER, ENGINEER AND CONSTRUCTION MANAGER TO REVIEW THE PROJECT AND EROSION CONTROL SEQUENCES.
3. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WITHIN AND IMMEDIATELY ADJACENT TO THE PROJECT AREA.
4. INSTALL CONSTRUCTION ENTRANCE AT LOCATION SHOWN ON THE PLAN - OFF OF EDGE OF EXISTING PAVEMENT ON MARKS ROAD.
5. FLAG LIMITS OF ALL DISTURBED AREA AS SHOWN ON THE PLANS FOR INSTALLATION OF PERIMETER EROSION CONTROL DEVICES - SILT FENCE AND SILT FENCE OUTLET AND SEDIMENT BASIN WHERE SHOWN ON THE PLANS.
6. INSTALL ALL SILT FENCE AND SEDIMENT BASINS AS SHOWN ON THE PLANS.
7. CONSTRUCT PERMANENT DIVERSION DITCHES AS SHOWN ON THE PLANS.
8. “EROSION AND SEDIMENT CONTROL(E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. A COPY OF THE E&SC PERMIT, THE COC, AND A HARD COPY OF THE PLAN MUST BE KEPT ON SITE,PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE DURING INSPECTION.” THE COC CAN BE OBTAINED BY FILLING OUT THE ELECTRONIC NOTICE OF INTENT (E-NOI) FORM ATDEQ.NC.GOV/NCG01. PLEASE NOTE, THE E-NOI FORM MAY ONLY BE FILLED OUT ONCE THEPLANS HAVE BEEN APPROVED.
9. WITHIN 14 CALENDER DAYS OF COMPLETION OF ANY PHASE OF GRADING, GROUND COVER SHALL BE PROVIDED ON EXPOSED SLOPES AND PERMANENT GROUND COVER SHALL BE PROVIDED FOR ALL DISTURBED AREAS WITHIN 14 CALENDER DAYS OR 60 CALENDER
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
10. THE CONTRACTOR SHALL CONDUCT SELF-INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL MEASURES AND COMPLETE THE FOLLOWING COMBINED SELF-INSPECTION FORM FOUND ON THE DEMLR WEBSITE :
https://files.nc.gov/ncdeq/Energy%20Mineral%20and%20Land%20Resources/Stormwater
/NPDES%20General%20Permits/DEMLR-CSW-Monitoring-Form-Rev-August-8-2019.pdf
TWELVE MONTHS OF COMPLETE INSPECTION FORMS SHALL BE KEPT ON-SITE AND AVAILABLE FOR INSPECTION AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS BOX. (GS 113A-54.1 (E), 15ANCAC 04B.0131, NCG01 PART III SECTIONS A AND B).
11. CLEAR AND GRUB SITE (WHERE REQUIRED) AND LEGALLY DISPOSE OF ALL DEBRIS OFF SITE.
12. “SELF-INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF GREATER THAN 1 INCH. ANY NEEDED REPAIRS SHALL BE MADEIMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED. ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN. A RAIN GAUGE SHALL BE INSTALLED AT THE PROJECT SITE FOR MONITORING.
13. TOTAL SITE DISTURBED AREA = 25.83 AC.
CALCULATE SKIMMER SIZE
DAYS TO DRAIN*3.6 DAYS
SKIMMER SIZE
ORIFICE RADIUS
ORIFICE DIAMETER
4.0
2.0
INCH
INCHES
4.0 INCHES
MAXIMUM HEIGHT OF
FLOAT WHEN NO OTHER
STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
SCALE: N.T.S.
15" RCP OUTLET
PIPE
STORM WATER
DISCHARGE
OPENING
EARTHEN
EMBANKMENT
PVC VENT PIPE
WATER ENTRY
UNIT WITH TRASH
SCREEN
ORIFICE OPENING INSIDE
THE HORIZONTAL TUBE
WITH A CONSTANT
HYDRAULIC HEAD
FLOAT
WATER ENTRY UNIT
FLEXIBLE
HOSE
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OFTIME. MODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE DISCHARGE END
OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND
INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
TOP VIEW
END VIEW
SIDE VIEW
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH
APPLIES
SEE POND CONTROL
STRUCTURE DETAIL
SHEET C-8.0
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO THE
WATER QUALITY DISCHARGE
OPENING OR TEMPORARY
PLATE. SEE CONTROL
STRUCTURE DETAIL
FLOAT
PVC VENT PIPE
~ WET POND ~
FAIRCLOTH SKIMMER DISCHARGE SYSTEM
WITH PERMANENT OUTLET STRUCTURE
INV = 317.00'
TOP OF RIM = 318.50'
INV = 316.00''
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONFEETSCALE
0 100 200
HORZ.NORTHVICINITY MAP
NOT TO SCALE
8
7
24
MARKS ROADSR1111CAMERONHILL ROADSR1108GILCH
RIS
T
ROAD
SR114
3
W R
O
A
D
SR1
1
1
0
RIPLEY
R
D SITE
NOTE:
PURSUANT TO G.S. 133-A57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN
THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR OTHER ADEQUATE EROSION-CONTROL
DEVICES OR STRUCTURES.IN ANY EVENT, SLOPES LEFT EXPOSED WILL, WITHIN 7 OR 14 CALENDAR DAYS OF COMPLETION OF ANY
PHASE OF GRADING, BE PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY GROUND COVER, DEVICES,
OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION. PERMANENT GROUNDCOVER WILL BE PROVIDED FORALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR NO MORE THAN 90 CALENDER DAYS (WHICHEVER IS
SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION.
PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER SUFFICIENT TO RESTRAIN
EROSION MUST BE ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 15 CALENDAR DAYS OR 60 CALENDAR
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
NOTE:
EFFECTIVE OCTOBER1, 2010, PERSONS CONDUCTING LAND-DISTURBING ACTIVITIES LARGER THANONE ACRE MUST INSPECT THEIR PROJECT AFTER EACH PHASE OF THE PROJECT AND DOCUMENT
THE INSPECTION IN WRITING. KEEP WRITTEN INSPECTION REPORTS ON CONSTRUCTION SITE IN WHICH IT
SHOULD BE READILY AVAILABLE FOR EROSION CONTROL INSPECTOR'S REVIEW WHEN VISITING SITE.
SELF-INSPECTION REPORT FORMS ARE AVAILABLE AS AN EXCEL SPREADSHEET FROM LAND QUALITY WEB
SITE: www.dlr.enr.state.nc.us/pages/sedimentation_new.html
LAND GRADING: PERIODICALLY CHECK ALL GRADED AREAS AND THE SUPPORTING EROSION AND
SEDIMENTATION CONTROL PRACTICES, ESPECIALLY AFTER HEAVY RAINFALLS. PROMPTLY REMOVE ALL
SEDIMENT FROM DIVERSIONS AND OTHER WATER-DISPOSAL PRACTICES. IF WASHOUT OR BREAKS
OCCUR, REPAIR THEM IMMEDIATELY. PROMPT MAINTENANCE OF SMALL ERODED AREAS BEFORE THEY
BECOME SIGNIFICANT GULLIES IS AN ESSENTIAL PART OF AN EFFECTIVE EROSION AND
SEDIMENTATION CONTROL PLAN.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT: MAINTAIN THE GRAVEL PAD IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC
TOP DRESSING WITH 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
OUTLET STABILIZATION STRUCTURE: INSPECT RIP RAP OUTLET STRUCTURES AFTER HEAVY RAINS TO
SEE IF ANY EROSION AROUND OR BELOW THE RIP RAP HAS TAKEN PLACE OR IF STONES HAVE BEENDISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
DROP INLET PROTECTION (TEMPORARY): INSPECT THE FABRIC BARRIER AFTER EACH RAIN AND MAKE
REPAIRS AS NEEDED. REMOVE SEDIMENT FROM THE POOL AREA AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE
FABRIC DURING SEDIMENT REMOVAL. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN
ADEQUATELY STABILIZED, REMOVE ALL MATERIALS AND ANY UNSTABLE SEDIMENT AND DISPOSE OF
THEM PROPERLY. BRING THE DISTURBED AREA TO THE GRADE OF THE DROP INLET AND SMOOTH AND
COMPACT IT. APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
SEDIMENT FENCE (SILT FENCE): INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. REMOVE SEDIMENT DEPOSITS AS NECESSARY
TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL FENCING
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
DUST CONTROL: MAINTAIN DUST CONTROL MEASURES THROUGH DRY WEATHER PERIODS UNTIL ALL
DISTURBED AREAS HAVE BEEN STABILIZED.
TREE PRESERVATION AND PROTECTION: REPAIR ANY DAMAGE TO PROTECTED TREE AS FOLLOW
SHOULD DAMAGE TO CROWN, TRUNK, OR ROOT SYSTEM OCCUR.
(REFERENCE NCDENR MANUAL, PAGE 6.05.3 AND 6.05.4)
REPAIR ROOTS BY CUTTING OFF THE DAMAGED AREAS AND PAINTING THEM WITH TREE PAINT.SPREAD PEAT MOSS OR MOIST TOPSOIL OVER EXPOSED ROOTS.
REPAIR DAMAGE TO BARK BY TRIMMING AROUND THE DAMAGED AREAS AS SHOWN IN FIGURE
6.05b, TAPER THE CUT TO PROVIDE DRAINAGE, AND PAINT WITH TREE PAINT.
CUT OFF ALL DAMAGED TREE LIMBS ABOVE THE TREE COLLAR AT THE TRUNK OR MAIN BRANCH.
USE THREE SEPARATED CUTS AS SHOWN IN FIGURE 6.05c TO AVOID PEELING BARK FROM
HEALTHY AREAS OF THE TREE.
EROSION CONTROL MAINTENANCE SCHEDULE
EROSION CONTROL NARRATIVEC3.3
120
200120
GERMAN MILLET SPECIES
WINTER RYE (GRAIN) SPECIES
KOBE LESPEDEZA
SEEDING SCHEDULE
NOTE
OF BERMUDA OR SERICEA LESPEDEZA PER ONE SQUARE FOOT.
TEMPORARY SUMMER SEED MIX
MARCH 1 - SEPT. 1
SEPT. 1 - MARCH 1
TEMPORARY WINTER SEED MIX
60
30
25
SPECIES
SERICEA LESPEDEZA
COMMON BERMUDAPENSICOLA BAHIAGRASS
SPECIES
1030KOBE LESPEDEZASERICEA LESPEDEZA (UNSCARIFIED)
COMMON BERMUDA 30
*
MULCH
WATER
REQUIRED FOR PERMANENT SEED MIX ONLY
APPLY SUPERPHOSPHATE (0-49-0) AT A RATE OF 200 LB/ACRE
APPLY FERTILIZER (10-10-10) AT A RATE OF 1000 LB/ACRE
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER.
MAINTENANCE
OF 400 GAL./ACRE
MARCH 1 - JULY 1
SEPT. 1 - NOV. 1
PERMANENT FALL SEED MIX
SOIL AMENDMENTS
PERMANENT SPRING SEED MIX
BE CHECKED FOR ADEQUACY ON JULY 15. AN ADEQUATE COVER SHALL HAVE 50 SPRIGSCALENDAR DAYS AND SUBJECT TO FURTHER DISTURBANCE. PERMANENT SEED MIX SHALLTEMPORARY SEED MIX SHALL BE USED FOR ALL AREAS EXPOSED GREATER THAN 21
MINIMUM OF 1" OF RAINFALL A WEEK (IF NOT SUPPLIED NATURALLY, CONTRACTOR
APPLY LIME (GROUND AGRICULTURAL LIMESTONE) AT A RATE OF 4000 LB/ACRE
SHALL SUPPLY THE REMAINING AMOUNT UNTIL GROUND COVER HAS BEEN ESTABLISHED).
TO BE INCORPORATED INTO THE TOP 3 INCHES OF SOIL IN AREAS WITH SLOPES 2:1 OR FLATTER
ANCHOR MULCH WITH ROVING, NETTING OR BY TACKING WITH ASPHALT EMULSION AT A RATE
(TO BE FOLLOWED BY PERMANENT FALL SEED MIX)
RATE (LB./ACRE)
RATE (LB./ACRE)
(TO BE FOLLOWED BY PERMANENT SPRING SEED MIX)
RATE (LB./ACRE)
RATE (LB./ACRE)
MOW WHEN THE AVERAGE PLANT HEIGHT EXCEEDS 6 INCHES.RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
REFERTILIZE IN THE SECOND YEAR UNLESS THE GROWTH IS FULLY ADEQUATE.
ALL OTHER AREASWITH SLOPESFLATTER THAN 4:1
SLOPES 3:1 ORFLATTER 14 DAYS
SLOPES STEEPERTHAN 3:1
14 DAYS
7 DAYS
HIGH QUALITY WATER(HQW) ZONESFLATTER THAN 4:1
7 DAYS
PERIMETER DIKES, SWALES, DITCHES ANDSLOPES
7 DAYS
TYPICAL GROUND COVER STABILIZATION TYPES - GRASSAND OR SOD, WHEAT STRAW, MULCH, BIODEGRADABLESTRAW MATTING, SYNTHETIC MATTING, ETC.
NONE
NONE
NONE(EXCEPT FOR PERIMETERAND HQW ZONES)
IF SLOPES ARE 10' OR LESSIN LENGTH AND ARE NOTSTEEPER THAN 2:1 14 DAYSARE ALLOWED
7 DAYS FOR SLOPES GREATERTHAN 50 FEET IN LENGTH
SITE AREADESCRIPTION STABILIZATIONTIME FRAME STABILIZATION TIMEFRAME EXCEPTIONS
CONTRACTOR SHALL BE REQUIRED TO ESTABLISH GROUNDSTABILIZATION AS PER FOLLOWING CHART.
GROUND STABILIZATION REQUIREMENTS
APPLICABLETHIS PROJECT
YES
NO
NO
YES
YES
SEED BED PREPARATION
APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE IN ACCORDANCE
REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
MULCH IN ACCORDANCE WITH "SEEDING SCHEDULE" IMMEDIATELY AFTER SEEDING.
INSPECT ALL SEEDING FOR COMPLIANCE WITH THE REQUIREMENTS OF THE "SEEDINGSCHEDULE". MAKE NECESSARY REPAIRS AND RESEED WITHIN THE PLANTING SEASON,IF POSSIBLE, OR THE DAMAGED AREA SHALL BE REESTABLISHED FOLLOWING THE ORIGINAL
SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDINGEQUIPMENT OR CULTIPACK AFTER SEEDING. SEED ACCORDING TO "SEEDING SCHEDULE."
CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED
RIP THE ENTIRE AREA TO 6" DEPTH.
REASONABLY SMOOTH AND UNIFORM.
WITH "SEEDING SCHEDULE" AND MIX WITH SOIL.
IS PREPARED 4 TO 6 INCHES DEEP.
LIME, FERTILIZER, AND SEEDING REQUIREMENTS.
7.
2.
4.
5.
6.
3.
1.
NATURE AND PURPOSE OF CONSTRUCTION
THE PURPOSE OF THIS PROJECT IS TO PROVIDE ROAD ACCESS FOR RESIDENTIAL DEVELOPMENTSITE. THE PROJECT WILL INVOLVE CONSTRUCTION OF CONVEYANCE SWALE FOR STORMWATER
DISCHARGE , SANITARY SEWER, WATER MAIN CONNECTION, STORM DRAINAGE SYSTEM AS WELL AS
SANITARY AND WATER SERVICE LINES. THE SITE WILL BE PREPARED FOR INDIVIDUAL RESIDENTIALHOME CONSTRUCTION ON EACH LOT.
PERMANENT VEGETATION SHALL BE ESTABLISHED QUICKLY UPON COMPLETION OF THE ROADWAYGRADING AND INFRASTRUCTURES IN ORDER TO REDUCE THE AMOUNT OF SEDIMENT RUNOFF FROM
THE SITE.
SITE IS NOT IN FLOOD PLAIN.
NO WETLANDS EXIST ON THIS SITE PER INVESTIGATION REPORT BY HAL OWENS & ASSOCIATES, INC.
DATE SEPTEMBER 6, 2022.
EROSION CONTROL MEASURE - INITIAL PHASE:
1. ENSURE ALL APPROVALS HAVE BEEN OBTAINED PRIOR TO ANY LAND DISTURBANCE.
2. CONDUCT ON-SITE PRE-CONSTRUCTION MEETING WITH THE CONTRACTOR, OWNER, ENGINEER AND
CONSTRUCTION MANAGER TO REVIEW THE PROJECT AND EROSION CONTROL SEQUENCES.
3. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WITHIN AND IMMEDIATELY ADJACENT TO THE PROJECT AREA.
4. INSTALL CONSTRUCTION ENTRANCE AT LOCATION SHOWN ON THE PLAN - OFF OF EDGE OF EXISTING PAVEMENT
ON MARKS ROAD.
5. FLAG LIMITS OF ALL DISTURBED AREA AS SHOWN ON THE PLANS FOR INSTALLATION OF PERIMETER EROSION
CONTROL DEVICES - SILT FENCE AND SILT FENCE OUTLET AND SEDIMENT BASIN WHERE SHOWN ON THE PLANS.
6. INSTALL ALL SILT FENCE AND SEDIMENT BASINS AS SHOWN ON THE PLANS.
7. CONSTRUCT TEMPORARY DIVERSION DITCHES AS SHOWN ON THE PLANS.
8. “EROSION AND SEDIMENT CONTROL(E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED
BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. A COPY OF THE E&SC PERMIT, THE COC, AND A HARD COPY OF
THE PLAN MUST BE KEPT ON SITE, PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE DURING INSPECTION.” THE
COC CAN BE OBTAINED BY FILLING OUT THE ELECTRONIC NOTICE OF INTENT (E-NOI) FORM ATDEQ.NC.GOV/NCG01.
PLEASE NOTE, THE E-NOI FORM MAY ONLY BE FILLED OUT ONCE THE PLANS HAVE BEEN APPROVED.
9. WITHIN 14 CALENDER DAYS OF COMPLETION OF ANY PHASE OF GRADING, GROUND COVER SHALL BE PROVIDED
ON EXPOSED SLOPES AND PERMANENT GROUND COVER SHALL BE PROVIDED FOR ALL DISTURBED AREAS WITHIN
14 CALENDER DAYS OR 60 CALENDER DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF
CONSTRUCTION OR DEVELOPMENT.
10. THE CONTRACTOR SHALL CONDUCT SELF-INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL
MEASURES AND COMPLETE THE FOLLOWING COMBINED SELF-INSPECTION FORM FOUND ON THE DEMLR WEBSITE
:
https://files.nc.gov/ncdeq/Energy%20Mineral%20and%20Land%20Resources/Stormwater
/NPDES%20General%20Permits/DEMLR-CSW-Monitoring-Form-Rev-August-8-2019.pdf
TWELVE MONTHS OF COMPLETE INSPECTION FORMS SHALL BE KEPT ON-SITE AND AVAILABLE FOR INSPECTION
AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS BOX. (GS 113A-54.1 (E), 15ANCAC 04B.0131,
NCG01 PART III SECTIONS A AND B).
11. CLEAR AND GRUB SITE (WHERE REQUIRED) AND LEGALLY DISPOSE OF ALL DEBRIS OFF SITE.
12. “SELF-INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT LEAST
ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF GREATER THAN 1 INCH.
ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED. ALL ESC MEASURES
SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN. A RAIN GAUGE SHALL BE
INSTALLED AT THE PROJECT SITE FOR MONITORING.
13. TOTAL SITE DISTURBED AREA = 25.83 AC.
CONSTRUCTION SEQUENCE &
EROSION CONTROL MEASURES - FINAL
PHASE:
1. UPON COMPLETING ALL SITE IMPROVEMENTS AND FINAL GRADING,
STABILIZE ALL DISTURBED AREAS PER LANDSCAPE PLAN. WATER AND
MAINTAIN ALL LANDSCAPED AREAS TO ENSURE PROPER GROUND
COVERAGE PRIOR TO FINAL APPROVAL
2. PERIMETER MEASURES, SILT FENCE AND TEMPORARY DIVERSION
MUST BE LEFT INPLACE UNTIL ALL UPLAND AREAS ARE STABILIZED
WITH PERMANENT VEGETATION.
3.SEE SEEDING SCHEDULE PROVIDED IN EROSION CONTROL DETAIL.
4. AFTER SITE IS PERMANENTLY STABILIZED,REMOVE ALL TEMPORARY
EROSION CONTROL MEASURES AND PROVIDE PERMANENT SEEDING
WHERE TEMPORARY MEASURES HAVE BEEN REMOVED AND GROUND
COVER IS NOT ADEQUATE. SEDIMENT BASINS MAY NOT BE REMOVED
OR CONVERTED TO PERMANENT BMPS UNTIL ALL UPLAND AREAS ARE
PERMANENTLY STABILIZED. (GS 113A-57(3). 15A NCAC 04B. 0113)
5. WHEN THE PROJECT IS COMPLETE, THE PERMITTEE SHALL CONTACT
DEMLR TO CLOSE OUT THE E&SC PLAN. AFTER DEMLR INFORMS THE
PERMITTEE OF THE PROJECT CLOSE OUT, VIA INSPECTION REPORT, THE
PERMITTEE SHALL VISIT DEQ.NC.GOV/NCG01 TO SUBMIT AN
ELECTRONIC NOTICE OF TERMINATION (e-NOT). A $100 ANNUAL
GENERAL PERMIT FEE WILL BE CHARGED UNTIL THE e-NOT HAS BEEN
FILLED OUT.
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONBASIN REMOVAL SEQUENCE:
1. SCHEDULE A SITE MEETING WITH THE ENVIRONMENTAL
ENGINEER/CONSULTANT TO DETERMINE IF THE BASIN CAN BE
REMOVED. INSTALL SILT FENCING AND EXTEND TO PROPERTY
CORNER.
2. REMOVE BASIN AND ASSOCIATED TEMPORARY DIVERSION
DITCHES. FINE GRADE AREAS IN PREPARATION FOR SEEDING.
3. PERFORM SEEDBED PREPARATION, SEED, MULCH AND
ASPHALT TACH AND RESULTING BARE AREA IMMEDIATELY.
4. WHEN SITE IS FULLY STABILIZED, CALL NCDEQ FOR APPROVAL
OF REMOVING REMAINING TEMPORARY EROSION CONTROL
MEASURES AND ADVICE ON WHEN SITE CAN BE ISSUES A
CERITIFICATE OF COMPLETION.
CONSTRUCTION SEQUENCE & EROSION
CONTROL MEASURES - CONSTRUCTION PHASE:
1. CHECK ALL SILT FENCE AND REPAIR AS NECESSARY. ASSURE ANY
ERODED AREA ARE STABILIZED WITH TEMPORARY SEEDING AND
MULCH.
2. ROUGH GRADE ROADWAY RIGHT OF WAY AREA.
3. INSTALL WATER SYSTEMS AS SHOWN ON THE PLANS.
4. INSTALL INLET / OUTLET BMP'S WHERE REQUIRED.
5. GRADE AND PREPARE SUBGRADE FOR PAVEMENT AREA.
6. PLACE COMPACTED G.A.B.C FOR ASPHALT CONSTRUCTION.
7. FINISH FINE GRADING THE ROAD RIGHT OF WAYS AND COMMON
AREAS.
8. COMPLETE ALL REMAINING SITE IMPROVEMENTS.
9. PLACE ASPHALT, PAVEMENT MARKINGS, AND SIGNAGE.
EROSION CONTROL GROUND STABILIZATIONAND SELF INSPECTION NOTESC3.4
NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITHTHE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of ApprovedPAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover
or surrounded by secondary containment structures.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on-site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off-site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
Site Area Description Timeframe variations
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW Zones
-10 days for Falls Lake Watershed unless
there is zero slope
Stabilize within thismany calendardays after ceasingland disturbance
7
7
7
14
None
None
(a) Perimeter dikes,
swales, ditches, and
perimeter slopes
(b) High Quality Water
(HQW) Zones
(c) Slopes steeper than
3:1
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are
allowed
(d) Slopes 3:1 to 4:1
(e) Areas with slopes
flatter than 4:1 14
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF-INSPECTION
Self-inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self-inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART IIISELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site-specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically-available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard-copy records.
PART IIISELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
·They are 25 gallons or more,
·They are less than 25 gallons but cannot be cleaned up within 24 hours,
·They cause sheen on surface waters (regardless of volume), or
·They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
EROSION CONTROL DETAILC3.5
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL
AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND
DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT
TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE
STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO
SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE:
1. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT
MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE.
THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH
STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE
USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.CONSTRUCTION ENTRANCE DETAIL
TEMPORARY GRAVEL
100'
M
I
N
.
20' MIN.
40' MIN.
NOT TO SCALE
CE
MATERIAL:
1. USE SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF
POLYOLEFIN OR POLYESTER, WHICH IS CERTIFIED BY THE
MANUFACTURER OR SUPPLIER AS CONFORMING TO THE
REQUIREMENTS IN ASTM D 6461.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR
FT STEEL WITH A MINIMUM LENGTH OF 4 FEET. MAKE SURE THAT
STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE
FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC,
USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND A MAXIMUM
MESH SPACING OF 6 INCHES.
SILT FENCE DETAIL
CONSTRUCTION SPECIFICATIONS:
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD
STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES
NOT EXCEED 24 INCHES ABOVE GROUND SURFACE.
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS
ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID
JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN
THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE
MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE
POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM
OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN
FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE
POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS
SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM
OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING
DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. SECURELY
FASTEN THE FILTER FABRIC DIRECTLY TO THE POSTS. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPEFROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE
OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER
FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL
IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER
EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING
THE FENCE DURING CLEANOUTS
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.18" MAX.4" MIN.4'-0" MIN.FLOW
NOTE:
IMMEDIATELY.
12". REPAIR ANY UNDERMINE
REMOVE SEDIMENT DEEPER THAN 8" MIN.
SF
SILT FENCE OUTLET DETAIL
NOT TO SCALESFO
NOT TO SCALE
MAINTENANCE
INSPECT DAM AND CHANNELS AT LEAST WEEKLY AND AFTER
EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND
REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR
OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN
NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE DAM
AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE
DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS AROUND DAM, ADDITIONAL MEASURES CAN
BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINE
AND PAVED CHANNELS).
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS
NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,
ALLOW THE CHANNEL TO DRAIN THROUGH THE DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE
DAM.
ADD STONES TO DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT
AND CROSS SECTION.
CONSTRUCTION SPECIFICATIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLEMATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS
THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS THAN
30 WORKING DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVESEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND
MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE
THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELYSTABILIZE IT.
PD
6' (TYP.)6' (TYP.)
2' MIN.
FLOW
18"MIN.COMPACTED SOIL
PERMANENT DIVERSIONS
SCALE: N.T.S.
1 2
CROSS SECTION
FRONT VIEW
TOP VIEW
CLASS "B" STONE FOR EROSIONSTRUCTURAL STONE SHALL BE
CONTROL PURPOSES. SEDIMENTCONTROL STONE SHALL BE#5 OR #57 STONE.
OUTLETS TO BE PLACED ATLOW POINTS ALONG SILT FENCE.
1.
NOTES:
2.
24"
18" MIN.
FLOW
SILT FENCE SILT FENCE
12" MAX.
CONSTRUCTION SPECIFICATIONS
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE
PLAN ON A FILTER FABRIC FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW
NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL
BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO
KEEP WATER FROM CUTTING AROUND THE ENDS OF THE CHECK
DAM.
4. PROTECT THE CHANNEL AFTER THE DAM FROM HEAVY FLOW
THAT COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST
UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS
CULVERT ENTRANCES BELOW THE DAM, ARE NOT SUBJECT TO
DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
8. SEE SILT FENCE DETAIL FOR CONSTRUCTION SPECIFICATIONS.
WATERFILTERED
WEIR4' MAX
19 GUAGE HARDWARE
CLOTH -1/4" OPENINGS
TOP OF SILT FENCE
MUST BE AT LEAST 1'
ABOVE TOP OF THE
WASHED STONE.
STEEL POST
SEE SILT FENCE
DETAIL
INSTALL FILTER FABRIC
UNDER RIP RAP AND GRAVEL
NATURAL
GROUND
12" THICK SEDIMENT
CONTROL STONE
STRUCTURAL
STONE
2"-3" COURSE AGGREGATE
@ 6" DEEP MINIMUM WITH
FILTER FABRIC UNDERLINER
WOVEN GEOSYNTHETICFILTER FABRIC
STEEL POSTS
8' O.C. WITH WIREEXTEND FABRIC AND
WIRE INTO TRENCH
COMPACTEDBACKFILL
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
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JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
EROSION CONTROL DETAILC3.6
RIP RAP OUTLET PROTECTION
CONSTRUCTION SPECIFICATIONS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE
REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED
IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL.
LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY
INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING
LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE
PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION.REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF
FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD
OVERLAP SO THE TOP LAYER IS ABOVE THE DOWNSTREAM LAYER A MINIMUM OF 1FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING
THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM
STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,
ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFILL AT THE END. MAKE
THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING
AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM
AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TOFIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH
VEGETATION (PRACTICES 6.10, TEMPORARY SEEDING, AND 6.11, PERMANENT
SEEDING).
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS
TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
REPAIRS TO PREVENT FURTHER DAMAGE.NOT TO SCALE
OP
NOTES:
1. ACTUAL LAYOUT TO BE DETERMINED IN FIELD.
2. THE "CONCRETE WASHOUT" SIGN SHALL BE INSTALLED WITHIN 30
FEET OF THE TEMPORARY CONCRETE WASHOUT FACILITY.
3. PIT CAPACITY IS MINIMUM OF 6 CUBIC FEET PER 10 CUBIC YARDS
OF CONCRETE.
PLAN VIEWSFSFSFSF
SECTION A-A
B
SECTION B-B
B
A
"CONCRETE WASHOUT" SIGN DETAILS
CONCRETEWASHOUTAVEHICLE ENTRANCE6" WASH STONE
2:1
TOP RIM OF STONE BERM
LINEDPITSUMP
2:11'
1'
2'1'6'
25' MINIMUM15'
1'
2'2'2'
VEHICLE ENTRANCE
@ 2% SLOPE
10 MIL. PLASTIC LINING
PIT SUMP
"CONCRETE WASHOUT" SIGN(SEE NOTE 2)2:1SILTFENCE
SILTFENCE SILTFENCE
10 MIL. PLASTIC LINING
PIT SUMP
ANCHOR PLASTIC LINER
WITH #57 STONE BERM
ANCHOR PLASTIC LINERWITH #57 STONE BERM
2:11'
1'
2'1'6'
20'
1'
2'2'2'2'2'
1'
1'
1'
SILT FENCE
SIDE VIEW FRONT VIEW
0.5" LAGSCREWS
3'
3'
3"x3"x8'WOODPOSTS
PLYWOOD 48"x24"PAINTED WHITE
BLACKLETTERS 6"HEIGHT
2'
4'
KEY IN REMOVABLE LINING
CONCRETE WASHOUT PIT
NOT TO SCALE
CWP
MAINTENANCE :
1. MAINTAINING TEMPORARY CONCRETE WASHOUT SHALL INCLUDEREMAINING AND DISPOSING OF HARDENED CONCRETE AND / ORSLURRY AND RETURNING THE FACILITIES TO A FUNCTIONALCONDITION.
2. FACILITY SHALL BE CLEANED OR RECONSTRUCTED IN A NEW AREAONCE WASHOUT BECOMES TWO-THIRDS
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
EROSION CONTROL DETAILC3.7
GENERAL NOTES :
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGEPIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT
THE DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUTSHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
SKIMMER DEWATERING DEVICE
NOT TO SCALE
MAINTENANCE
1. PULL SKIMMER OVER TO THE SIDE OF BASIN AND
REMOVE DEBRIS AND EXCESS SEDIMENTS THAT HAVE
ACCUMULATED FROM RAINFALL EVENTS.
2. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS
WATER IN THE BASIN, JERK THE SKIMMER TO BOB UP
AND DOWN TO DISLODGE THE DEBRIS AND RESTORE
FLOW. CHECK ORIFICE INSIDE THE SKIMMER FOR
CLOGGING AND REMOVE AS NEEDED.
3. IF SKIMMER ARM OR BARREL PIPE IS CLOGGED, REMOVE
THE ORIFICE AND THE OBSTRUCTION CAN BE CLEAREDWITH PLUMBER'S SNAKE OR BY FLUSHING WITH WATER.
REPLACE THE ORIFICE BEFORE REPOSITIONING THE
SKIMMER.
1. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION
AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF
ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE
MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL
MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL
IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THEEMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE
FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PREVIOUS MATERIAL SUCH AS SAND, GRAVEL,
OR CRUSHED STONE AS A BACK FILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE
PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST
THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE
PIPE FROM THE FIRM CONTRACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE
HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACK FILL OVER THE PIPE SPILLWAY
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT, IN NO CASE SHOULD THE PIPE CONDUITBE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS
COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURES INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT
THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND
POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE
TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE
SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST
EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, ANDENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE
SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH THE LAMINATED PLASTIC OR IMPERMEABLE
GEO TEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOMAND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES
MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO
EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUSTBE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC. IF
THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY,
MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONSSHOULD OVERLAP THE LOWER SECTIONS SO THAT WATER CANNOT FLOW UNDER THE FABRIC.
SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
(ADAPTED FROM " A MANUAL FOR DESIGNING, INSTALLING AND MAINTAINING SKIMMER SEDIMENT
BASINS." FEBRUARY 1999 J.W. FAIR CLOTH & SON.)
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT
LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY
(REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS
MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENTBEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER
CONSTRUCTION ( REFERENCES: SURFACE STABILIZATION).
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65
11. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,REMOVE THE STRUCTURE AND AIL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND
WITH THE ADJOINING AREAS AND STABILIZE PROPERLY ( REFERENCES: SURFACE STABILIZATION).
INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE BATTLE. PULL
THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED.
EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE
FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD
DOWN THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR THE BAFFLES IF WATER IS FLOWINGUNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLYJERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE
DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE
AND REMOVE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER FOR DEBRIS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE
OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND
REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH THE
FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS,
AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER
DEBRIS FROM THE SKIMMER AND POOL AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS
SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
CONSTRUCTION SPECIFICATION
MAINTENANCE
SB SCALE: N.T.S.
SEDIMENT BASIN
INLET F
L
O
W
5' WID
T
H
SUPPORT ROPETO WIRE TO PREVENT SAGGING
STAKE TO
SUPPORT WIRE
BAFFLE SECTION
BAFFLE PLAN
STEEL
POST (TYP.)
CONSTRUCTION SPECIFICATIONS:
GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO
SIDE.
INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24", SPACED A MAXIMUM OF 4' APART,
AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC SHOULD
BE 6" HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2"
LOWER THAN THE TOP OF THE BERMS.
INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET
DISHARGE POINT. BASINS LESS THAN THE TOP OF THE BERMS.
WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE
MEASURE TO PREVENT SAGGING.
WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A
SAWHORSE OR THE TOP WIRE. HAMMER REBAR INTO THE SAWHORSE LEGS FOR
ANCHORING. THE FABRIC SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE
WEAVE. ATTACH FABRIC TO A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES,
WIRE OR STAPLES.
THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR
PINNED WITH 8" EROSION CONTROL MATTING STAPLES.
DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN
MAINTENANCE:
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLECOLLAPSE, TEAR DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHED HALF FULL TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PROESSURE ON THE BAFFLES.
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTHSHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.
AFTER CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL
BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE,
AND STABILIZE IT.
COIR MESH OR SIMILAR,STAPLED OR TRENCHEDINTO BOTTOM OR SIDE
INLET ZONE35% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
OUTLET
OUTLET ZONE
15% OF SURFACE AREA
SECOND CHAMBER25% OF SURFACE AREA
BAFFLE (TYP.)
SUPPORT POST
24" INTO BOTTOM
OR SIDE (TYP.)
BAFFLES FOR TEMPORARY SEDIMENT TRAPS
NOT TO SCALEBF
STANDARD SKIMMER ATTACHED TO PERMANENT RISER NOTES:
1. BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN
IS HALF-FULL
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL
BE ACCORDING TO AVAILABLE SUPPLY. IF MULTIPLE TRAPS ARE TO BE USED, THEN TARPS SHALL BE
OVERLAPPED AT LEAST 12". THE UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP
SHALL BE 50 MIL HEAVY DUTY SILVER TARPAULINS OR EQUIVALENT FOR U.V. RESISTANCE
3. PROVIDE MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN,
REDUCING TURBULENCE.
4. BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS
FOR A SILT FENCE.5. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST DAY, SO THIS SHOULD BE READILY AVAILABLE FOR
MAINTENANCE.
6. DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLYDEWATER FROM THE TOP OF THE PIPE.
7. POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
34134234334233833934033934034134134234334334234434434534634512345678932333435363738394041CONTROL CORNEREXISTING IRON POSTNC GRID COORDINATESNORTH:541,704.45'EAST: 1,972,681.74'NAD 83 (2011)MARKS ROAD - NCSR 111160' PUBLIC ROWwater-8"ex. water-6"0+000+501+001+502+002+503+003+504+004+505+005+506+006+507+007+508+008+509+009+5010+0010+5011+000+000+501+001+502+002+503+003+504+004+505+005+506+006+507+007+508+008+509+009+5010+0010+5011+00325327329331333335337339341343345347349351353355FIRE HYDRANTASSEMBLYPROPOSEDGRADEEXISTING GRADE40 LF 16" STEELCASING BORE & JACK1-6"X8" REDUCERFIRE HYDRANTASSEMBLYPC 350 RJ DIP INSIDEBORE AND JACK. SEEDETAIL.8" SDR-21 PVCWATER LINE15" CLASS V RCPCULVERTINV = 348.5'±24"MIN. (TYP.)1-6" X 6" TAPPING SLEEVEAND 6" GATE VALVE3' MIN. (TYP.)0'SCALE IN FEET25 50100MATCHLINE STA. 11+00
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949123417 Winterwind Circle, Sanford, NC 27330
PO Box 249, Sanford, NC 27331
Phone: (919) 352-2834
e-mail: jhilliard@hilliardengineering.com
NC License #: P-0836DESIGNED BY:DRAWN BY:APPROVED BY:SHEET:CIVILNO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH-JEHCEDAR POINTE
SPRING LAKE, NORTH CAROLINA
PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
MATCHLINE STA. 11+00
WATER MAIN PLAN & PROFILE
C4.0FEETSCALE050100HORZ.FEETSCALE0510VERT.25' REAR LOTDRAINAGE EASEMENTSTA. 0+48.00FIRE HYDRANTASSEMBLYDOUBLE WATERMETER(TYP OF ALL)1- 6" X 8" REDUCEREX. 6' WATER MAIN8" SDR-21 PVCWATER LINE6"X6" TAPPINGSLEEVE AND VALVE40 LF 16" STEEL CASINGBORE AND JACK1- 8" 22.5° BENDWATERMAIN PROFILE VIEWSCALE: HORIZ. 1"=50' VERT. 1"=5'WATERMAIN PLAN VIEWSCALE: 1"=50'8" SDR-21 PVCWATER LINE3' (TYP.)STA. 10+00FIRE HYDRANTASSEMBLY
128.17'200.95'144.15'N 20°03'58" W 80.29'N 07°24'59" W 44.86'
N 19°13'59" W
1
6
9
.
8
4
'N 07°24'59" W 60.24'S 86°20'11" E 887.64' TOTALN 78°09'28" W 849.44'S 17°44'15" W 259.41' TOTALN 78°12'14" W 884.55'1/2" SOLID IRON1/2" SOLID IRON1/2" SOLID IRON1/2" SOLID IRON
DEED BOOK 4093, PAGE 969574-02-4063JARAMILLO-RUVALCABE JOSE DEJESUSDEED BOOK 3927, PAGE 0001RUSSELL SKYLER MASONDEED BOOK 3864, PAGE 813 JANSEN JEREMIAH D & JANSEN MICHELLE ADEED BOOK 3241, PAGE 605SMITH ELI EVERETTDEED BOOK 4111, PAGE 1829574-10-2850314 315
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320319318317
321
321.50321.50321.50323324325326324325324324325326325323323324321322323320325326326325324327327328329330331335339340341342332333334333335333334335334335335336337336338338337336 33833733833733633833910+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5019+80.66101112131415161718192021222324252627282930313233water-8water-6water-6water-211+0011+5012+0012+19.3412+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5020+0020
+
5
0
20+91.1211+0011+5012+0032532732933133333533934134334534734935135335512+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5019+5020+0020+5021+00325327329331333335337339341343345347349351353355FIRE HYDRANTASSEMBLY6" PLUG TAPPED2" NPT1-2" GATE VALVE2" SDR-21PVC WATER LINE8" X 6" REDUCER1-6" GATE VALVE2" BLOWOFFASSEMBLYPROPOSEDGRADEEXISTING GRADE6" SDR-21 PVCWATER LINE3' MIN. (TYP.)0'SCALE IN FEET25 50100WATERMAIN PROFILE VIEWSCALE: HORIZ. 1"=50' VERT. 1"=5'WATERMAIN PLAN VIEWSCALE: 1"=50'MATCHLINE STA. 11+00
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949123417 Winterwind Circle, Sanford, NC 27330
PO Box 249, Sanford, NC 27331
Phone: (919) 352-2834
e-mail: jhilliard@hilliardengineering.com
NC License #: P-0836DESIGNED BY:DRAWN BY:APPROVED BY:SHEET:CIVILNO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH-JEHCEDAR POINTE
SPRING LAKE, NORTH CAROLINA
PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
MATCHLINE STA. 11+00
WATER MAIN PLAN & PROFILE
C4.1FEETSCALE050100HORZ.FEETSCALE0510VERT.25' REAR LOTDRAINAGE EASEMENTDRAINAGE EASEMENTOUTFALL STRUCTURESEE POND DETAIL20.0' DRN.ESMT.2" SDR-21 PVCWATER LINE2" BLOWOFFSINGLE WATERMETER(TYP OF ALL)STA. 19+631-6" PLUG TAPPED2" NPT1-2" GATE VALVESTA. 19+60FIRE HYDRANTASSEMBLYSTA. 12+19.348" X 6" REDUCER1-6" GATE VALVEDOUBLE WATERMETER(TYP OF ALL)STREET LIGHTS(TYP.)6" SDR-21 PVCWATER LINEDOUBLE WATERMETER(TYP OF ALL)STREET LIGHTS(TYP.)3' (TYP.)
WATER AND SITE DETAILSC4.2Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONCENTER LINE CARRIER PIPE
SPIDERS SUPPORT CARRIER PIPE IN CASING
STEEL CASING PIPE
2" BEVEL
2" WEEP HOLE
SLOPE TO DRAIN
ENCLOS ENDS WITH
8" BRICK MASONRY
GRAVEL
3'-0"
ELEVATION
TRANSITION FITTING AS
REQUIRED
BRICK CLOSURE
ST'L. CASING PIPE
DUCTILE IRON
PIPE CARRIER
3'-0" MIN. COVER OR AS SHOWN
ON THE PLANS.
PAVEMENT (ONE OR TWO
LANES)
RAILROAD
5'-6" MIN. COVER
OR AS SHOWN ON
THE PLANS
PROFILE
NO SCALE
TYPICAL BORING & JACKING DETAIL
ON THE THRUST BLOCKING SCHEDULE.
5. VOLUME OF THRUST BLOCKING SHALL BE AS SHOWN
BLOCKING.
WITH 10 MIL. POLYETHYLENE PRIOR TO POURING
4. ALL PIPING AND ACCESSORIES TO BE WRAPPED
3. NO CONCRETE SHALL COVER ANY BOLTS OR GLANDS.
PART (BLOCKING AREA) AGAINST UNDISTURBED SOIL.
SHAPE MORE EASILY FORMED WITH THE WIDEST
FAIRLY DRY, THUS MAKING THE CONCRETE WEDGE
2. CONCRETE FOR THRUST BLOCKING SHALL BE KEPT
1. CONCRETE SHALL BE 3,000 PSI MIN.
NOTES:
12"
10"
8"
6"
8"
6"
8"
6"
8"
6"
8"8"
36"
34"
30"
25"
24"
18"
16"
20"
18"
16"
14"
12"
12"
10"
20"
18"
16"
14"
12"
10"
9"
18"
16"
14"
11"
10"
10"
8"
16"
14"
12"
10"
8"
6"
12"
10"
8"
6"
16"
14"
12"
10"
8"8"
18"
16"
14"
12"
10"
10"
8"
16"
14"
12"
10"
10"
8"
8"
20"
18"
16"
14"
13"
12"
12"
26"
22"
20"
16"
15"
10"
8"
16"
14"
12"
10"
8"
6"
4"
C D A B A B A B A B A B
PLUGTEE11/4° BEND221/2° BEND45° BEND90° BEND
SIZE
PIPE
24" MIN. - 12" OR LESS
18" MIN. - 10" OR LESS
18" MIN.SQDSQCBB45°
2 1/2" HOSE
CONNECTION
STEAMER
CONNECTION
CONC.
ON PLANS
AS SHOWN
BLOCKING
(SEE NOTE)
WEEP HOLE TO
REMAIN OPEN
BACKFILL
STONE
(7 C.F. MIN.)
6" G.V. &
C. I. BOX
4-3/4" TIE RODS WITH BRACKETS
(SEE DETAIL)
6" HYDRANT TEE
6" WATER
LINE
NOTE:
1.)TIE HYDRANT TO MAIN LINE
W/TIE RODS IN LIEW OF CONC.
BLOCKING IN SANDY SOIL.
PRECAST CONCRETE
PROTECTION RING
NO SCALE
TYPICAL FIRE HYDRANT INSTALLATION DETAIL
EDGE
OF
ROAD
ON THE THRUST BLOCKING SCHEDULE.
5. VOLUME OF THRUST BLOCKING SHALL BE AS SHOWN
BLOCKING.
WITH 10 MIL. POLYETHYLENE PRIOR TO POURING
4. ALL PIPING AND ACCESSORIES TO BE WRAPPED
3. NO CONCRETE SHALL COVER ANY BOLTS OR GLANDS.
PART (BLOCKING AREA) AGAINST UNDISTURBED SOIL.
SHAPE MORE EASILY FORMED WITH THE WIDEST
FAIRLY DRY, THUS MAKING THE CONCRETE WEDGE
2. CONCRETE FOR THRUST BLOCKING SHALL BE KEPT
1. CONCRETE SHALL BE 3,000 PSI MIN.
NOTES:
12"
10"
8"
6"
8"
6"
8"
6"
8"
6"
8"8"
36"
34"
30"
25"
24"
18"
16"
20"
18"
16"
14"
12"
12"
10"
20"
18"
16"
14"
12"
10"
9"
18"
16"
14"
11"
10"
10"
8"
16"
14"
12"
10"
8"
6"
12"
10"
8"
6"
16"
14"
12"
10"
8"8"
18"
16"
14"
12"
10"
10"
8"
16"
14"
12"
10"
10"
8"
8"
20"
18"
16"
14"
13"
12"
12"
26"
22"
20"
16"
15"
10"
8"
16"
14"
12"
10"
8"
6"
4"
C D A B A B A B A B A B
PLUGTEE11/4° BEND221/2° BEND45° BEND90° BEND
SIZE
PIPE
24" MIN. - 12" OR LESS
18" MIN. - 10" OR LESS
18" MIN.SQDSQCBB45°
PLAN TEES
HYDRANT TEE
PLAN BENDS
X
X
6" MIN.
AA
X
X
A
A
6" MIN.
NO SCALE
TYPICAL THRUST BLOCK DETAIL
SECTION "A"
BOLTS TO PIPE
STEEL SKIDS (4)
HEAVY DUTY
INNER PIPE.)
SIZE OF STEEL CASING AND
(SPIDER SIZE DETERMINED BY
CARRIER PIPE
3/4" CHAMFER AT
EA. CORNER
4" SQ. PRECAST CONC.
POST (4000 P.S.I.)
BRASS MARKER PLATE
VALVE NO.
120
25 FT.
PLATE WITH VALVE NUMBER,
DIRECTIONAL ARROW-POINTED
TO MARKED VALVE & DISTANCE
TO THE NEAREST FOOT.
MARKED PLATE
WITH ANCHOR
4 #3 BARS
NO SCALE
TYPICAL VALVE MARKER DETAIL
VM
CAST THE LETTERS "MV" IN
ONE FACE OF THE CONCRETE
MARKER AND ORIENT TOWARD
THE ROADWAY
BOROTATE MARKER TO OTHER END
FOR BLOW-OFF
FINISHED GRADE
VALVE BOX VALVE OPERATOR NUT
NO SCALE
TYPICAL VALVE BOX DETAIL
PROTECTION RING
PRECAST CONCRETE
BACKFILL TO EDGE
NOTE:
AT PIPE INTERSECTIONS, MULTIPLE
VALVES, RUN WIRE UP AT ONLY
ONE VALVE.
SINGLE 12 AWG SOLID CORE WIRE
GATE VALVE
TRACER WIRE TO BE LAID
UNDERNEATH WATER LINE
VALVE BOX
FINISHED GRADE
IN VALVE BOX
NO. 1
DRILL HOLE
FOR TRACER WIRE
TRACER WIRE
VALVE BOX
P.V.C. PIPELINE
NOTES:
1. DRILL HOLE IN VALVE BOX TO INSERT TRACER WIRE,BRING UP TO INSIDE AND ROLL UP AT LEAST 6"-8" EXCESS
VALVE BOX
2. PLACE TRACER WIRE IN VALVE BOX AT 1,000 FT INTERVALS OR AS NOTED ON THE PLANS, TYPICAL.
PLACE EMPTY VALVE BOX AT INTERVALS WHERE
VALVES DO NOT OCCUR & PLACE TRACER WIRE
IN BOX.
NO SCALE
TYPICAL TRACER WIRE INSTALLATION DETAIL
3. DO NOT SPLICE WIRE WHEN BEGINNING A NEW SPOOL. INSTEAD INSTALL A VALVE BOX AND ATTACH EACH WIRE WITH A BRASS SCREW TO THE VALVE BOX.
NOTE:
LOOPED IN BOX
6"-8" EXCESS
PRECAST CONCRETE PROTECTION RING
BACKFILL TO EDGE
EXISTING WATER MAIN
NEW WATER MAIN
TAPPING VALVE
WITH VALVE BOX
NO SCALE
TYPICAL TAPPING SLEEVE AND VALVE ASSEMBLY DETAIL
TAPPING SLEEVE SHALL BE ROMAC BRAND MODEL SST MANUFACTURED WITH 316 STAINLESS STEEL.
PE PLASTIC TO PROTECT
TAPPING SLEEVE
THRUST BLOCKING
MASONRY BLOCK
MASONRY BLOCK
2.)MECHANICAL JOINTS USED WITH GRIP RINGS
A
NOTE:
ALL GATE VALVES SHALL BE PLACED
ON AN 80 LB. BAG OF SACRETE.
RESTRAINT
JOINT 90° BENDS
CAST IRON
VALVE BOX
TAPPING
VALVE
24"x24"x6" THICK
CONCRETE PAD
CAST IN PLACE
OR PRE-CAST 1/2"
ALTERNATE TAPPING SLEEVE AND VALVE DETAIL
NOT TO SCALE
CONDITIONS
LAYING
DESCRIPTION PROJECT USE
PIPE BEDDED IN 4" MININUM
JOB EXCAVATED MATERIAL.
BACKFILL LIGHTLY CONSOLIDATED
TO TOP OF PIPE.
PIPE BEDDED IN SAND, GRANULAR
MATERIAL OR GRADED GRAVEL TO
THE DEPTH OF 1/8 PIPE DIAMETER,
4" MIN. JOB EXCAVATED MATERIAL
COMPACTED TO 4" ABOVE TOP OF PIPE.
(APPROX. 95% STANDARD PROCTOR,
AASHTO T-99)
ALL DUCTILE
IRON GRAVITY
SEWER LINE.
ALL PVC WATER
LINE AND PVC
FORCE MAIN.
TYPE 3
TYPE 4
NO SCALE
TYPICAL LAYING CONDITIONS DETAIL
WATERMAIN DETAILC4.3Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONMETER SETTER
CENTERED
IN BOX 18" MIMINUM COVERTYPICAL 3/4" METER SETTER INSTALLATION DETAIL
METER SETTER WITH
DOUBLE CHECK VALVE
(BACKFLOW PREVENTER)
METER BOX LID, CAST IRON
1' FROM EDGE OF ROW
SERVICE LINE
FROM STREET
1. METER AND PRIVATE SERVICE LINE NOT IN CONTRACT UNLESS SPECIFIED
2. INCLUDE STONE IN PRICE OF METER BOX.
3. METER SETTER SIZE AS NOTED ON PLANS.
4. ALL BRASS FITTINGS SHALL BE COMPRESSION TYPE.
3/4" X 18"
BRASS NIPPLERWPROPERTY
METER TO BE INSTALLED
BRICK SUPPORT
VALVE BOX
24"x18" RECTANGULAR
17"
18"
24"
3 1/2"
18"
12"
A BA
ELEVATION
ISOMETRIC
PLAN
NO SCALE
TYPICAL METER BOX DETAIL FOR 3/4" SERVICE
16 3/4"
11"
ABS PLASTIC
NO SCALE
TYPICAL PERMANENT BLOW-OFF ASSEMBLY DETAIL
WATERMAIN
STREET
PROPERTYLINEPROPERTYLINER/W
R/W
NO SCALE
TYPICAL DOMESTIC WATER SERVICE INSTALLATION DETAIL
1/2" SOLID IRON1/2" SOLID IRON1/2" SOLID IRON1/2" SOLID IRON339340341342338334330326322
328
329
331
33
2
33
3
330
33
4
323
315
316
317
319
320
321
324
325
327
314
322
326
318
323
319
320
321
324325
327
328329331332
333
322
326330334
318
336
337338
3
3
5
3
3
6
3
3
7
338
339340341342 339340341338342DEED BOOK 4093, PAGE 969574-02-4063JARAMILLO-RUVALCABE JOSE DEJESUSDEED BOOK 3927, PAGE 0001RUSSELL SKYLER MASONDEED BOOK 3864, PAGE 813 JANSEN JEREMIAH D & JANSEN MICHELLE ADEED BOOK 3241, PAGE 605SMITH ELI EVERETTDEED BOOK 4111, PAGE 1829574-10-2850314 315
316
320319318
317
314315
316
320 319
318 317
328
327326325
324
323
322
329330
329328327326325324323330322314315316
320319318317
320
319
318
321
314
320
319
318
317
316
315
321
314 315 316
320319318317
321
321.50321.50321.5033933933833833733733633633533533433433333333233233133133133032
9323324325326
324325324324325326325323323324321322323320325326326325324327327328329330331335339340341342332333334333335333334335334335335336337336338338337336 33833733833733633833910+5011+0011+50PC =11+62.26Rad =250.00'12+00PT =12+29.0712+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5019+80.660+000+501+00 1+502+
0
02+16.54101112131415161718192021222324252627282930313233EXISTING GRADEPROPOSEDGRADEPROPOSEDGRADE @ EOPEXISTING GRADE11+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5020+00325327329331333335337339341343345347349351353355356PVI STA = 19+80.66
PVI ELEV = 333.50 -1.20%PVI STA = 11+71.20PVI ELEV = 341.56BVCS: 11+46.20BVCE: 341.68'EVCS: 11+96.20EVCE: 341.26 50.00' VCAD = -0.70K = 71.21-0.50%PVI STA = 14+56.77PVI ELEV = 338.12BVCS: 14+31.77BVCE: 338.42'EVCS: 14+81.77EVCE: 338.00 50.00' VCAD = 0.70K = 71.21-1.05%PVI STA = 16+13.88PVI ELEV = 337.34BVCS: 15+88.88BVCE: 337.46'
EVCS: 16+38.88
EVCE: 337.08 50.00' VCAD = -0.55K = 91.46HORZ: 1" = 50VERT: 1" = 50+000+501+001+502+00324326328330332334336338340324326328330332334336338340PVI STA = 0+00PVI ELEV = 333.77
PVI STA = 2+16.54PVI ELEV = 333.77-1.15%1.19%PVI STA = 1+10.20PVI ELEV = 332.50BVCS: 1+05.20
BVCE: 332.56'LP STA = 1+10.11LP ELEV = 332.53'EVCS: 1+15.20
EVCE: 332.56 10.00' VCAD = 2.34K = 4.282" SDR-21PVC WATER LINE6" SDR-21 PVCWATER LINEFIRE HYDRANTASSEMBLY0'SCALE IN FEET25 50100PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD 'A' PROFILESCALE: HORIZ. 1"=50' VERT. 1"=5'ROAD 'A' PLAN VIEWSCALE: 1"=50'MATCHLINE STA. 11+00
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949123417 Winterwind Circle, Sanford, NC 27330
PO Box 249, Sanford, NC 27331
Phone: (919) 352-2834
e-mail: jhilliard@hilliardengineering.com
NC License #: P-0836DESIGNED BY:DRAWN BY:APPROVED BY:SHEET:CIVILNO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH-JEHCEDAR POINTE
SPRING LAKE, NORTH CAROLINA
PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION
MATCHLINE STA. 11+00
ROAD PLAN AND PROFILE
C5.1ROAD CUL-DE-SAC PROFILESCALE: HORIZ. 1"=50' VERT. 1"=5'FEETSCALE050100HORZ.FEETSCALE0510VERT.REFERENCE ROAD CROSS SECTIONFOR BOTTOM OF DITCH ELEVATION(TYP OF ALL)NOT TO SCALEREAR YARD PERMANENT SWALE13 GRASS LINED SWALE WITH BERMBOTTOM WIDTH(VARIES)MIN. DEPTH1.0'SEED, MULCH AND TACKDISTURBED SLOPE IMMEDIATELYUPON SWALE CONSTRUCTIONEXISTING GRADE313125' REAR LOTDRAINAGE EASEMENT25' REAR LOTDRAINAGE EASEMENTDRAINAGE EASEMENTDRAINAGE EASEMENTPERMANENT DIVERSION SWALE WITH BERM 01BBOTTOM WIDTH: 7.0'MIN. DEPTH: 1.0'BERM HEIGHT: 0.50'TOTAL DEPTH FROM TOP OF BERMTO BOTTOM OF DITCH: 1.5'TOP OF BERM WIDTH: 2.0'BOTTOM OF BERM WIDTH: 6.0'SIDE SLOPE: 3:1LINING: SEED AND MULCH WITHCONTRACTOR'S BLEND ANDEXCELSIOR MATTING OR EQUIVALENT.PERMANENT DIVERSION SWALE WITH BERM 01ABOTTOM WIDTH 4.0'MIN. DEPTH: 1.0'BERM HEIGHT: 0.56'TOTAL DEPTH FROM TOP OF BERMTO BOTTOM OF DITCH: 1.5'TOP OF BERM WIDTH: 2.0'BOTTOM OF BERM WIDTH: 6.0'SIDE SLOPE: 3:1LINING: SEED AND MULCH WITHCONTRACTOR'S BLENDAND NAG S75 MATTING OR EQUIVALENTPERMANENT DIVERSION SWALE WITH BERM 03BOTTOM WIDTH 3.0'MIN. DEPTH: 1.0'BERM HEIGHT: 0.58'TOTAL DEPTH FROM TOP OF BERMTO BOTTOM OF DITCH: 1.5'TOP OF BERM WIDTH: 2.0'BOTTOM OF BERM WIDTH: 6.0'SIDE SLOPE: 3:1LINING: SEED AND MULCH WITHCONTRACTOR'S BLENDAND NAG S75 MATTING OR EQUIVALENTOUTFALL STRUCTURESEE POND DETAIL20.0'EOP-EOP50.0'ROWR35.0'EOPR45.0'ROWR17.0'TYP., BOTH SIDE20.0' DRN.ESMT.NCDOT STANDARD NOTES:1. ALL UTILITY STRUCTURES SHALL BE LOAD RATED FOR THE APPROPRIATEDEAD LOAD PLUS HL-93 LIVE LOAD. SUCH STRUCTURES SHALL BEDESIGNATED AND CERTIFIED BY A LICENSED PE OR DESIGNATED ASMEETING NCDOT STANDARD SPECIFICATIONS AND DRAWINGS.2. ELECTRICAL POWER AND COMMUNICATIONS FACILITIES SHOULDCONFORM TO THE CURRENTLY APPLICABLE NATIONAL ELECTRICAL SAFETYCODE EXCEPT VERTICAL CLEARANCES SHALL BE NO LESS THAN 18 FEET INANY CASE.3. ALL NON-FERROUS PIPELINES SHALL BE INSTALLED WITH A LOCATINGTAPE.4. ANY SUBDIVISION MARKER WILL NEED TO BE LOCATED OUTSIDE OFRIGHT OF WAY.IMMEDIATELY STABILIZED ROADSIDEDITCH WITH SEED AND MULCHWITH CONTRACTOR'S BLENDAND EXCELSIOR MATTING OR EQ.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
H = 1 : 10 V = 1 : 50+00ELEV. 350.45' DITCHELEV. 348.45' DITCHELEV. 350.11' SHOULDERELEV. 350.59' EOPELEV. 350.79' CENTERELEV. 350.59' EOPELEV. 350.11' SHOULDERELEV. 348.45' DITCHELEV. 350.45' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
0+09.64ELEV. 350.43' DITCHELEV. 348.43' DITCHELEV. 350.10' SHOULDERELEV. 350.58' EOPELEV. 350.78' CENTERELEV. 350.58' EOPELEV. 350.10' SHOULDERELEV. 348.43' DITCHELEV. 350.43' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
0+25ELEV. 350.35' DITCHELEV. 348.35' DITCHELEV. 350.02' SHOULDERELEV. 350.50' EOPELEV. 350.70' CENTERELEV. 350.50' EOPELEV. 350.02' SHOULDERELEV. 348.35' DITCHELEV. 350.35' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
0+50ELEV. 350.23' DITCHELEV. 348.23' DITCHELEV. 349.90' SHOULDERELEV. 350.38' EOPELEV. 350.58' CENTERELEV. 350.38' EOPELEV. 349.90' SHOULDERELEV. 348.23' DITCHELEV. 350.23' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
0+75ELEV. 350.10' DITCHELEV. 348.10' DITCHELEV. 349.77' SHOULDERELEV. 350.25' EOPELEV. 350.45' CENTERELEV. 350.25' EOPELEV. 349.77' SHOULDERELEV. 348.10' DITCHELEV. 350.10' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
1+00ELEV. 349.98' DITCHELEV. 347.98' DITCHELEV. 349.65' SHOULDERELEV. 350.13' EOPELEV. 350.33' CENTERELEV. 350.13' EOPELEV. 349.65' SHOULDERELEV. 347.98' DITCHELEV. 349.98' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
1+25ELEV. 349.85' DITCHELEV. 347.85' DITCHELEV. 349.52' SHOULDERELEV. 350.00' EOPELEV. 350.20' CENTERELEV. 350.00' EOPELEV. 349.52' SHOULDERELEV. 347.85' DITCHELEV. 349.85' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
1+50ELEV. 349.73' DITCHELEV. 347.73' DITCHELEV. 349.40' SHOULDERELEV. 349.88' EOPELEV. 350.08' CENTERELEV. 349.88' EOPELEV. 349.40' SHOULDERELEV. 347.73' DITCHELEV. 349.73' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
1+75ELEV. 349.60' DITCHELEV. 347.60' DITCHELEV. 349.27' SHOULDERELEV. 349.75' EOPELEV. 349.95' CENTERELEV. 349.75' EOPELEV. 349.27' SHOULDERELEV. 347.60' DITCHELEV. 349.60' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
2+00ELEV. 349.48' DITCHELEV. 347.48' DITCHELEV. 349.15' SHOULDERELEV. 349.63' EOPELEV. 349.83' CENTERELEV. 349.63' EOPELEV. 349.15' SHOULDERELEV. 347.48' DITCHELEV. 349.48' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
2+25ELEV. 349.35' DITCHELEV. 347.35' DITCHELEV. 349.02' SHOULDERELEV. 349.50' EOPELEV. 349.70' CENTERELEV. 349.50' EOPELEV. 349.02' SHOULDERELEV. 347.35' DITCHELEV. 349.35' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
2+50ELEV. 349.23' DITCHELEV. 347.23' DITCHELEV. 348.90' SHOULDERELEV. 349.38' EOPELEV. 349.58' CENTERELEV. 349.38' EOPELEV. 348.90' SHOULDERELEV. 347.23' DITCHELEV. 349.23' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.2
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
2+75ELEV. 349.10' DITCHELEV. 347.10' DITCHELEV. 348.77' SHOULDERELEV. 349.25' EOPELEV. 349.45' CENTERELEV. 349.25' EOPELEV. 348.77' SHOULDERELEV. 347.10' DITCHELEV. 349.10' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
3+00ELEV. 348.98' DITCHELEV. 346.98' DITCHELEV. 348.65' SHOULDERELEV. 349.13' EOPELEV. 349.33' CENTERELEV. 349.13' EOPELEV. 348.65' SHOULDERELEV. 346.98' DITCHELEV. 348.98' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
3+25ELEV. 348.85' DITCHELEV. 346.85' DITCHELEV. 348.52' SHOULDERELEV. 349.00' EOPELEV. 349.20' CENTERELEV. 349.00' EOPELEV. 348.52' SHOULDERELEV. 346.85' DITCHELEV. 348.85' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
3+50ELEV. 348.73' DITCHELEV. 346.73' DITCHELEV. 348.40' SHOULDERELEV. 348.88' EOPELEV. 349.08' CENTERELEV. 348.88' EOPELEV. 348.40' SHOULDERELEV. 346.73' DITCHELEV. 348.73' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
3+75ELEV. 348.59' DITCHELEV. 346.59' DITCHELEV. 348.26' SHOULDERELEV. 348.74' EOPELEV. 348.94' CENTERELEV. 348.74' EOPELEV. 348.26' SHOULDERELEV. 346.59' DITCHELEV. 348.59' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
4+00ELEV. 348.36' DITCHELEV. 346.36' DITCHELEV. 348.03' SHOULDERELEV. 348.51' EOPELEV. 348.71' CENTERELEV. 348.51' EOPELEV. 348.03' SHOULDERELEV. 346.36' DITCHELEV. 348.36' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
4+25ELEV. 348.03' DITCHELEV. 346.03' DITCHELEV. 347.69' SHOULDERELEV. 348.17' EOPELEV. 348.37' CENTERELEV. 348.17' EOPELEV. 347.69' SHOULDERELEV. 346.03' DITCHELEV. 348.03' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
4+50ELEV. 347.68' DITCHELEV. 345.68' DITCHELEV. 347.34' SHOULDERELEV. 347.82' EOPELEV. 348.02' CENTERELEV. 347.82' EOPELEV. 347.34' SHOULDERELEV. 345.68' DITCHELEV. 347.68' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
4+75ELEV. 347.33' DITCHELEV. 345.33' DITCHELEV. 346.99' SHOULDERELEV. 347.47' EOPELEV. 347.67' CENTERELEV. 347.47' EOPELEV. 346.99' SHOULDERELEV. 345.33' DITCHELEV. 347.33' DITCH
1:-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
5+00ELEV. 346.98' DITCHELEV. 344.98' DITCHELEV. 346.64' SHOULDERELEV. 347.12' EOPELEV. 347.32' CENTERELEV. 347.12' EOPELEV. 346.64' SHOULDERELEV. 344.98' DITCHELEV. 346.98' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
5+25ELEV. 346.63' DITCHELEV. 344.63' DITCHELEV. 346.29' SHOULDERELEV. 346.77' EOPELEV. 346.97' CENTERELEV. 346.77' EOPELEV. 346.29' SHOULDERELEV. 344.63' DITCHELEV. 346.63' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
5+50ELEV. 346.28' DITCHELEV. 344.28' DITCHELEV. 345.94' SHOULDERELEV. 346.42' EOPELEV. 346.62' CENTERELEV. 346.42' EOPELEV. 345.94' SHOULDERELEV. 344.28' DITCHELEV. 346.28' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.3
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
5+75ELEV. 345.93' DITCHELEV. 343.93' DITCHELEV. 345.59' SHOULDERELEV. 346.07' EOPELEV. 346.27' CENTERELEV. 346.07' EOPELEV. 345.59' SHOULDERELEV. 343.93' DITCHELEV. 345.93' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
6+00ELEV. 345.58' DITCHELEV. 343.58' DITCHELEV. 345.24' SHOULDERELEV. 345.72' EOPELEV. 345.92' CENTERELEV. 345.72' EOPELEV. 345.24' SHOULDERELEV. 343.58' DITCHELEV. 345.58' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
6+25ELEV. 343.23' DITCHELEV. 344.89' SHOULDERELEV. 345.37' EOPELEV. 345.57' CENTERELEV. 345.37' EOPELEV. 344.89' SHOULDERELEV. 343.23' DITCHELEV. 345.23' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
6+50ELEV. 342.88' DITCHELEV. 344.54' SHOULDERELEV. 345.02' EOPELEV. 345.22' CENTERELEV. 345.02' EOPELEV. 344.54' SHOULDERELEV. 342.88' DITCHELEV. 344.88' DITCH
1:-
2
.
1
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
6+75ELEV. 342.53' DITCHELEV. 344.19' SHOULDERELEV. 344.67' EOPELEV. 344.87' CENTERELEV. 344.67' EOPELEV. 344.19' SHOULDERELEV. 342.53' DITCHELEV. 344.53' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
7+00ELEV. 342.18' DITCHELEV. 343.84' SHOULDERELEV. 344.32' EOPELEV. 344.52' CENTERELEV. 344.32' EOPELEV. 343.84' SHOULDERELEV. 342.18' DITCHELEV. 344.18' DITCH
1:
-
2
.
1
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
7+25ELEV. 341.87' DITCHELEV. 343.54' SHOULDERELEV. 344.02' EOPELEV. 344.22' CENTERELEV. 344.02' EOPELEV. 343.54' SHOULDERELEV. 341.87' DITCHELEV. 343.87' DITCH
1:-
2
.
1
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
7+50ELEV. 341.65' DITCHELEV. 343.32' SHOULDERELEV. 343.80' EOPELEV. 344.00' CENTERELEV. 343.80' EOPELEV. 343.32' SHOULDERELEV. 341.65' DITCHELEV. 343.65' DITCH
1:
-
2
.
1
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
7+75ELEV. 341.47' DITCHELEV. 343.14' SHOULDERELEV. 343.62' EOPELEV. 343.82' CENTERELEV. 343.62' EOPELEV. 343.14' SHOULDERELEV. 341.47' DITCHELEV. 343.47' DITCH
1:-
2
.
2
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
8+00ELEV. 341.30' DITCHELEV. 342.96' SHOULDERELEV. 343.44' EOPELEV. 343.64' CENTERELEV. 343.44' EOPELEV. 342.96' SHOULDERELEV. 341.30' DITCH
1:-
2
.
4
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.1CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
8+25ELEV. 341.12' DITCHELEV. 342.79' SHOULDERELEV. 343.27' EOPELEV. 343.47' CENTERELEV. 343.27' EOPELEV. 342.79' SHOULDERELEV. 341.12' DITCH
1:-
2
.
6
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.1CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
8+50ELEV. 340.94' DITCHELEV. 342.61' SHOULDERELEV. 343.09' EOPELEV. 343.29' CENTERELEV. 343.09' EOPELEV. 342.61' SHOULDERELEV. 340.94' DITCH
1:-
2
.
8 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.1PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.4
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
8+75ELEV. 340.76' DITCHELEV. 342.43' SHOULDERELEV. 342.91' EOPELEV. 343.11' CENTERELEV. 342.91' EOPELEV. 342.43' SHOULDERELEV. 340.76' DITCH
1:-
2
.
8 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
9+00ELEV. 340.59' DITCHELEV. 342.26' SHOULDERELEV. 342.74' EOPELEV. 342.94' CENTERELEV. 342.74' EOPELEV. 342.26' SHOULDERELEV. 340.59' DITCHELEV. 342.59' DITCH
1:-
2
.
8 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
9+25ELEV. 340.44' DITCHELEV. 342.11' SHOULDERELEV. 342.59' EOPELEV. 342.79' CENTERELEV. 342.59' EOPELEV. 342.11' SHOULDERELEV. 340.44' DITCH
1:-
2
.
7 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.1CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
9+50ELEV. 340.32' DITCHELEV. 341.98' SHOULDERELEV. 342.46' EOPELEV. 342.66' CENTERELEV. 342.46' EOPELEV. 341.98' SHOULDERELEV. 340.32' DITCH
1:-
2
.
7 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0
1:2.3
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
9+75ELEV. 340.19' DITCHELEV. 341.86' SHOULDERELEV. 342.34' EOPELEV. 342.54' CENTERELEV. 342.34' EOPELEV. 341.86' SHOULDERELEV. 340.19' DITCH
1:-
2
.
6 1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.2
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
10+00ELEV. 340.07' DITCHELEV. 341.73' SHOULDERELEV. 342.21' EOPELEV. 342.41' CENTERELEV. 342.21' EOPELEV. 341.73' SHOULDERELEV. 340.07' DITCH
1:-
2
.
5
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.1CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
10+25ELEV. 339.94' DITCHELEV. 341.61' SHOULDERELEV. 342.09' EOPELEV. 342.29' CENTERELEV. 342.09' EOPELEV. 341.61' SHOULDERELEV. 339.94' DITCHELEV. 341.94' DITCH
1:-
2
.
3
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
10+50ELEV. 339.82' DITCHELEV. 341.48' SHOULDERELEV. 341.96' EOPELEV. 342.16' CENTERELEV. 341.96' EOPELEV. 341.48' SHOULDERELEV. 339.82' DITCHELEV. 341.82' DITCH
1:-
2
.
1
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
10+75ELEV. 341.69' DITCHELEV. 339.69' DITCHELEV. 341.36' SHOULDERELEV. 341.84' EOPELEV. 342.04' CENTERELEV. 341.84' EOPELEV. 341.36' SHOULDERELEV. 339.69' DITCHELEV. 341.69' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
11+00ELEV. 341.57' DITCHELEV. 339.57' DITCHELEV. 341.23' SHOULDERELEV. 341.71' EOPELEV. 341.91' CENTERELEV. 341.71' EOPELEV. 341.23' SHOULDERELEV. 339.57' DITCHELEV. 341.57' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
11+25ELEV. 341.44' DITCHELEV. 339.44' DITCHELEV. 341.11' SHOULDERELEV. 341.59' EOPELEV. 341.79' CENTERELEV. 341.59' EOPELEV. 341.11' SHOULDERELEV. 339.44' DITCHELEV. 341.44' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
11+50ELEV. 341.32' DITCHELEV. 339.32' DITCHELEV. 340.98' SHOULDERELEV. 341.46' EOPELEV. 341.66' CENTERELEV. 341.46' EOPELEV. 340.98' SHOULDERELEV. 339.32' DITCHELEV. 341.32' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.01:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.5
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
332
334
336
338
340
342
344
346
348
350
352
354
330
332
334
336
338
340
342
344
346
348
350
352
354
330
332
334
336
338
340
342
344
346
348
350
352
354
330
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
11+75ELEV. 341.13' DITCHELEV. 339.13' DITCHELEV. 340.80' SHOULDERELEV. 341.28' EOPELEV. 341.48' CENTERELEV. 341.28' EOPELEV. 340.80' SHOULDERELEV. 339.13' DITCHELEV. 341.13' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
11+96.2ELEV. 340.91' DITCHELEV. 338.91' DITCHELEV. 340.58' SHOULDERELEV. 341.06' EOPELEV. 341.26' CENTERELEV. 341.06' EOPELEV. 340.58' SHOULDERELEV. 338.91' DITCHELEV. 340.91' DITCH
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
12+00ELEV. 340.86' DITCHELEV. 338.86' DITCHELEV. 340.53' SHOULDERELEV. 341.01' EOPELEV. 341.21' CENTERELEV. 341.01' EOPELEV. 340.53' SHOULDERELEV. 338.86' DITCHELEV. 340.86' DITCH
1:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
12+25ELEV. 340.56' DITCHELEV. 338.56' DITCHELEV. 340.23' SHOULDERELEV. 340.71' EOPELEV. 340.91' CENTERELEV. 340.71' EOPELEV. 340.23' SHOULDERELEV. 338.56' DITCHELEV. 340.56' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
12+50ELEV. 340.26' DITCHELEV. 338.26' DITCHELEV. 339.93' SHOULDERELEV. 340.41' EOPELEV. 340.61' CENTERELEV. 340.41' EOPELEV. 339.93' SHOULDERELEV. 338.26' DITCHELEV. 340.26' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
12+75ELEV. 339.96' DITCHELEV. 337.96' DITCHELEV. 339.63' SHOULDERELEV. 340.11' EOPELEV. 340.31' CENTERELEV. 340.11' EOPELEV. 339.63' SHOULDERELEV. 337.96' DITCHELEV. 339.96' DITCH1:-2.01:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
13+00ELEV. 339.66' DITCHELEV. 337.66' DITCHELEV. 339.33' SHOULDERELEV. 339.81' EOPELEV. 340.01' CENTERELEV. 339.81' EOPELEV. 339.33' SHOULDERELEV. 337.66' DITCHELEV. 339.66' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
13+25ELEV. 339.36' DITCHELEV. 337.36' DITCHELEV. 339.03' SHOULDERELEV. 339.51' EOPELEV. 339.71' CENTERELEV. 339.51' EOPELEV. 339.03' SHOULDERELEV. 337.36' DITCHELEV. 339.36' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
13+50ELEV. 339.06' DITCHELEV. 337.06' DITCHELEV. 338.73' SHOULDERELEV. 339.21' EOPELEV. 339.41' CENTERELEV. 339.21' EOPELEV. 338.73' SHOULDERELEV. 337.06' DITCHELEV. 339.06' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
13+75ELEV. 338.76' DITCHELEV. 336.76' DITCHELEV. 338.43' SHOULDERELEV. 338.91' EOPELEV. 339.11' CENTERELEV. 338.91' EOPELEV. 338.43' SHOULDERELEV. 336.76' DITCHELEV. 338.76' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
14+00ELEV. 338.46' DITCHELEV. 336.46' DITCHELEV. 338.13' SHOULDERELEV. 338.61' EOPELEV. 338.81' CENTERELEV. 338.61' EOPELEV. 338.13' SHOULDERELEV. 336.46' DITCHELEV. 338.46' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
14+25ELEV. 338.16' DITCHELEV. 336.16' DITCHELEV. 337.83' SHOULDERELEV. 338.31' EOPELEV. 338.51' CENTERELEV. 338.31' EOPELEV. 337.83' SHOULDERELEV. 336.16' DITCHELEV. 338.16' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.6
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
14+50ELEV. 337.88' DITCHELEV. 335.88' DITCHELEV. 337.55' SHOULDERELEV. 338.03' EOPELEV. 338.23' CENTERELEV. 338.03' EOPELEV. 337.55' SHOULDERELEV. 335.88' DITCHELEV. 337.88' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
14+75ELEV. 337.69' DITCHELEV. 335.69' DITCHELEV. 337.36' SHOULDERELEV. 337.84' EOPELEV. 338.04' CENTERELEV. 337.84' EOPELEV. 337.36' SHOULDERELEV. 335.69' DITCHELEV. 337.69' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
15+00ELEV. 337.56' DITCHELEV. 335.56' DITCHELEV. 337.23' SHOULDERELEV. 337.71' EOPELEV. 337.91' CENTERELEV. 337.71' EOPELEV. 337.23' SHOULDERELEV. 335.56' DITCHELEV. 337.56' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
15+25ELEV. 337.44' DITCHELEV. 335.44' DITCHELEV. 337.10' SHOULDERELEV. 337.58' EOPELEV. 337.78' CENTERELEV. 337.58' EOPELEV. 337.10' SHOULDERELEV. 335.44' DITCHELEV. 337.44' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
15+50ELEV. 337.31' DITCHELEV. 335.31' DITCHELEV. 336.98' SHOULDERELEV. 337.46' EOPELEV. 337.66' CENTERELEV. 337.46' EOPELEV. 336.98' SHOULDERELEV. 335.31' DITCHELEV. 337.31' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
15+75ELEV. 337.19' DITCHELEV. 335.19' DITCHELEV. 336.85' SHOULDERELEV. 337.33' EOPELEV. 337.53' CENTERELEV. 337.33' EOPELEV. 336.85' SHOULDERELEV. 335.19' DITCHELEV. 337.19' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
16+00ELEV. 337.05' DITCHELEV. 335.05' DITCHELEV. 336.72' SHOULDERELEV. 337.20' EOPELEV. 337.40' CENTERELEV. 337.20' EOPELEV. 336.72' SHOULDERELEV. 335.05' DITCHELEV. 337.05' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
16+25ELEV. 336.87' DITCHELEV. 334.87' DITCHELEV. 336.53' SHOULDERELEV. 337.01' EOPELEV. 337.21' CENTERELEV. 337.01' EOPELEV. 336.53' SHOULDERELEV. 334.87' DITCHELEV. 336.87' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
16+38.88ELEV. 336.73' DITCHELEV. 334.73' DITCHELEV. 336.40' SHOULDERELEV. 336.88' EOPELEV. 337.08' CENTERELEV. 336.88' EOPELEV. 336.40' SHOULDERELEV. 334.73' DITCHELEV. 336.73' DITCH
1:-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
16+50ELEV. 336.61' DITCHELEV. 334.61' DITCHELEV. 336.28' SHOULDERELEV. 336.76' EOPELEV. 336.96' CENTERELEV. 336.76' EOPELEV. 336.28' SHOULDERELEV. 334.61' DITCHELEV. 336.61' DITCH1:-2.01:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
16+75ELEV. 336.35' DITCHELEV. 334.35' DITCHELEV. 336.02' SHOULDERELEV. 336.50' EOPELEV. 336.70' CENTERELEV. 336.50' EOPELEV. 336.02' SHOULDERELEV. 334.35' DITCHELEV. 336.35' DITCH
1:-
2
.
0
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
17+00ELEV. 336.09' DITCHELEV. 334.09' DITCHELEV. 335.76' SHOULDERELEV. 336.24' EOPELEV. 336.44' CENTERELEV. 336.24' EOPELEV. 335.76' SHOULDERELEV. 334.09' DITCHELEV. 336.09' DITCH
1:
-
2
.
0
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.7
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
17+25ELEV. 335.83' DITCHELEV. 333.83' DITCHELEV. 335.50' SHOULDERELEV. 335.98' EOPELEV. 336.18' CENTERELEV. 335.98' EOPELEV. 335.50' SHOULDERELEV. 333.83' DITCHELEV. 335.83' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
17+50ELEV. 335.57' DITCHELEV. 333.57' DITCHELEV. 335.23' SHOULDERELEV. 335.71' EOPELEV. 335.91' CENTERELEV. 335.71' EOPELEV. 335.23' SHOULDERELEV. 333.57' DITCHELEV. 335.57' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
17+75ELEV. 335.31' DITCHELEV. 333.31' DITCHELEV. 334.97' SHOULDERELEV. 335.45' EOPELEV. 335.65' CENTERELEV. 335.45' EOPELEV. 334.97' SHOULDERELEV. 333.31' DITCHELEV. 335.31' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
18+00ELEV. 335.04' DITCHELEV. 333.04' DITCHELEV. 334.71' SHOULDERELEV. 335.19' EOPELEV. 335.39' CENTERELEV. 335.19' EOPELEV. 334.71' SHOULDERELEV. 333.04' DITCHELEV. 335.04' DITCH
1:
-
2
.
0
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
18+25ELEV. 334.78' DITCHELEV. 332.78' DITCHELEV. 334.45' SHOULDERELEV. 334.93' EOPELEV. 335.13' CENTERELEV. 334.93' EOPELEV. 334.45' SHOULDERELEV. 332.78' DITCHELEV. 334.78' DITCH
1:
-
2
.
0
1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
18+50ELEV. 334.52' DITCHELEV. 332.52' DITCHELEV. 334.19' SHOULDERELEV. 334.67' EOPELEV. 334.87' CENTERELEV. 334.67' EOPELEV. 334.19' SHOULDERELEV. 332.52' DITCHELEV. 334.52' DITCH1:-2.01:-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.01:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
18+75ELEV. 334.26' DITCHELEV. 332.26' DITCHELEV. 333.93' SHOULDERELEV. 334.41' EOPELEV. 334.61' CENTERELEV. 334.41' EOPELEV. 333.93' SHOULDERELEV. 332.26' DITCHELEV. 334.26' DITCH1:-2.01:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
19+00ELEV. 334.00' DITCHELEV. 332.00' DITCHELEV. 333.66' SHOULDERELEV. 334.14' EOPELEV. 334.34' CENTERELEV. 334.14' EOPELEV. 333.66' SHOULDERELEV. 332.00' DITCHELEV. 334.00' DITCH
1:-
2
.
0
1:
-
2
.
0
1:3.0
8.0%2.0%-2.0%-8.0%
1:-3
.
0 1:2.0CL 30252015105-5-10-15-20-25-30
332332
334334
336336
338338
340340
342342
344344
346346
348348
350350
352352
354354
330 330
19+25ELEV. 333.74' DITCHELEV. 331.74' DITCHELEV. 333.40' SHOULDERELEV. 333.88' EOPELEV. 334.08' CENTERELEV. 333.88' EOPELEV. 333.40' SHOULDERELEV. 331.74' DITCHELEV. 333.74' DITCH1:-2.01:3.0
8.0%2.0%-2.0%-8.0%
1:-
3
.
0 1:2.0PRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONKnow what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONROAD CROSS SECTIONSC5.8
FEETSCALE
0 10 20
HORZ.
FEETSCALE
0 5 10
VERT.
NOT TO SCALE
SITE DETAILSC7.0
TYPICAL LOCAL RESIDENTIAL ROAD CROSS SECTION
Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONDESCRIPTIONSYMBOL
PAVEMENT SCHEDULE
C1
NOTE:
1. PROVIDE A SMOOTH TRANSITION TO EXISTING PAVEMENT.
2. ALL MATERIAL AND CONSTRUCTION METHODS SHOULD CONFORM TO
E1
THE 2018 EDITION OF THE NCDOT STANDARD SPECIFICATIONS.
T
3. IF WET SOIL CONDITIONS ARE ENCOUNTERED, CONTRACTOR SHALL UNDERCUT AND
REPLACE WITH STRUCTURAL FILL AND / OR USE OF STRUCTURAL FABRIC
ALL SUBGRADE SHALL MEET NCDOT STANDARD MODIFIED PROCTOR DENSITY
PROPOSED 6" ABC COMPACTED TO 100 PERCENT.
PREPARED SUBGRADE: COMPACTED TO A MINIMUM OF 98% OF THE SOIL'S
MODIFIED PROCTOR DENSITY ( ASTM 698) PLACE IN 6: LIFTS. - SEE NOTE 3
PROVIDE TEST RESULTS FOR SUBGRADE COMPACTION.
PROPOSED 2" ASPHALT SURFACE COURSE TYPE S9.5B WHERE REQUIRED BY GEOTECHNICAL ENGINEER.
TYPICAL CUL-DE-SAC DETAIL
NOT TO SCALE
3:1
2.0%
3:1R/WR/WC/L10'10'
6'SHOULDER 5'
DITCH
6'
SHOULDER
50' ROW
2.0%8.0%8.0%
SLOPER/WC/L20' PAVEMENT WIDTH
C1
E1
T
5'
DITCH
R45'R35'
1:1
6"1:1SHOULDER
ASPHALT CONCRETEBASE COURSE
SURFACE COURSE
20'
EOP
R25'
R17'
50'
ROW
SECTION A-AC/L6'35'5' 4'
SLOPE AS REQUIRED 8%
3:1
SLOPE
328
329
331
330
323
315
316
317
319
320
321
324
325
327
314
322
326
318 OPEN SPACE:170,109 SF3.91 AC314
315316
320
319
318
317
314
315 316
320 319318
317
328
327
326
325
324
323
322
329
330
329328327326325324323330322314
315316
320319
318 317
320
319
318
321
314
320
319
318
317
316
315
321
314
315
316
320319318317
321
321.50321.50321.500+000+200+400+600+801+001+20 1+40 1+60 1+80 2+00 2+20 2+40 2+602+803+003+203+403+603+803+99.780+000+200+400+600+801+001+201+401+601+802+002+13.50SECTION B-B
SECTION A-A0+00 0+50 1+00 1+50 2+00
304
306
308
310
312
314
316
318
320
322
324
326
328
330
332
304
306
308
310
312
314
316
318
320
322
324
326
328
330
332
EXISTING GROUND
NORMAL POOL EL: 317.00'3
1
6" CLAY SOIL LINER
MAIN POOL
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
304
306
308
310
312
314
316
318
320
322
324
326
328
330
332
334
336
304
306
308
310
312
314
316
318
320
322
324
326
328
330
332
334
336
EXISTING GROUND
NORMAL POOL EL: 317.00'
TOP OF BASIN: 321.50
TOP OF BASIN: 321.50
3
1
5
1
3
1
5
1
5
1
3
1
10.0'
6" CLAY SOIL LINER
MAIN POOL
DOUBLE GABION
BASKET WEIR FOR THE
FIRST 3 FEET.
TOP OF GABION EL = 318.50'
BOTTOM OF PONDEL: 314.00'
SEDIMENT CLEANOUT: 315.00'
10 YR EL: 318.72'
25 YR EL: 319.25
50 YR EL: 319.59'
100 YR EL: 320.05'STORMWATERMANAGEMENT DETAILSC8.0
DRAW DOWN ORIFICE DETAIL
RISER
PERMANENT
POOL
OUTLET
4" PVC
TEE
4" PVC PLUG
SCREW TYPE
TEMPORARY POOL EL. 162.00'
NORMAL POOL EL. 161.00'
2" DRAW DOWN
ORIFICE
TEMPORARY
POOL
12"4" PVC PIPE
STUBBED INTO
OUTLET RISER
BMP ELEMENT
THE ENTIRE BMP
POTENTIAL PROBLEM
TRASH/DEBRIS IS PRESENT.
HOW TO REMEDIATE THE PROBLEM
REMOVE THE TRASH/DEBRIS.
INSPECTION AND MAINTENANCE PROVISIONS
AREAS OF BARE SOIL AND/OR
EROSIVE GULLIES HAVE FORMED.
ESTABLISHED. PROVIDE LIME AND A ONE-
GROUND COVER AND WATER UNTIL IT IS
REMOVE THE GULLY, AND THEN PLANT A
REGRADE THE SOIL IF NECESSARY TO
TIME FERTILIZER APPLICATION.
THE PERIMETER OF
THE WET DETENTION
BASIN
THE PIPE IS CLOGGED.THE INLET DEVICE:
PIPE OR SWALE
UNCLOG THE PIPE. DISPOSE OF THE
SEDIMENT OFF-SITE.
EROSION IS OCCURRING IN THE
SWALE.
TURF MATTING OR RIPRAP TO AVOIDCONTROL DEVICES SUCH AS REINFORCED
SMOOTH IT OVER AND PROVIDE EROSION
REGRADE THE SWALE IF NECESSARY TO
FUTURE PROBLEMS WITH EROSION.
THE FOREBAY SEDIMENT HAS ACCUMULATED TO
A DEPTH GREATER THAN THE
ORIGINAL DESIGN DEPTH FOR POSSIBLE. REMOVE THE SEDIMENT AND
SEDIMENT AND REMEDY THE PROBLEM IF
SEARCH FOR THE SOURCE OF THE
EROSION HAS OCCURRED.
THE PLANTS RATHER THAN SPRAYING.
HAND. IF PESTICIDE IS USED, WIPE IT ON
REMOVE THE WEEDS, PREFERABLY BYWEEDS ARE PRESENT.
THE VEGETATED
SHELF
PLANTS. PROVIDE A ONE-TIME FERTILIZER
ETC. REMEDY THE PROBLEM AND REPLACE
PROBLEM: SOILS, HYDROLOGY, DISEASE,DETERMINE THE SOURCE OF THE
APPLICATION TO ESTABLISH THE GROUND
COVER IF A SOIL TEST INDICATES IT IS
NECESSARY.
BEST PROFESSIONAL PRACTICES
SHOW THAT PRUNING IS NEEDED
THE MAIN TREATMENTAREA
DISPOSE OF IT IN A LOCATION WHERE IT
POSSIBLE. REMOVE THE SEDIMENT AND
SEDIMENT AND REMEDY THE PROBLEM IFSEARCH FOR THE SOURCE OF THE
WILL NOT CAUSE IMPACTS TO STREAMS OR
THE BMP.
SEDIMENT HAS ACCUMULATED TOA DEPTH GREATER THAT THE
AND CONTROL THE ALGAL GROWTH.CONSULT A PROFESSIONAL TO REMOVEALGAL GROWTH COVERS OVER50% OF THE AREA.
TOO LONG.VEGETATION IS TOO SHORT OR MAINTAIN VEGETATION AT A HEIGHT OFAPPROXIMATELY SIX INCHES.
OTHERWISE DAMAGED.
THE PIPE IS CRACKED OR REPLACE THE PIPE.
THE BMP.
WILL NOT CAUSE IMPACTS TO STREAMS OR DISPOSE OF IT IN A LOCATION WHERE ITSEDIMENT STORAGE.
EROSION PROBLEMS.
RIPRAP IF NEEDED TO PREVENT FUTURESUCH AS REINFORCED TURF MATTING OR
PROVIDE ADDITIONAL EROSION PROTECTION
TO MAINTAIN OPTIMAL PLANT
HEALTH.
PRACTICES.
PRUNE ACCORDING TO BEST PROFESSIONAL
PLANTS ARE DEAD, DISEADED ORDYING.
THE PLANTS RATHER THAN SPRAYING.
HAND. IF PESTICIDE IS USED, WIPE IT ON
REMOVE THE WEEDS, PREFERABLY BYWEEDS ARE PRESENT.
ORIGINAL DESIGN SEDIMENT
STORAGE DEPTH.
WITH PESTICIDE (DO NOT SPRAY).
REMOVE THE PLANTS BY WIPING THEMCATTAILS, PHRAGMITES OR OTHER
INVASIVE PLANTS COVER 50% OF
THE BASIN SURFACE.
THE EMBANKMENT REMOVE SHRUBS IMMEDIATELY.SHRUBS HAVE STARTED TO GROW
ON THE EMBANKMENT.
BEAVERS.CONSULT A PROFESSIONAL TO REMOVE
USE TRAPS TO REMOVE MUSKRATS ANDEVIDENCE OF MUSKRAT OR
BEAVER ACTIVITY IS PRESENT.
REMOVE THE TREE.
CONSULT A DAM SFETY SPECIALIST TOA TREE HAS STARTED TO GROW
ON THE EMBANKMENT.
MAKE ALL NEEDED REPAIRS.AN ANNUAL INSPECTION BY AN
APPROPRIATE PROFESSIONAL
SHOWS THAT THE EMBANKMENT
NEEDS REPAIR.
OF THE SEDIMENT OFF-SITE.CLEAN OUT THE OUTLET DEVICE. DISPOSECLOGGING HAS OCCURRED.THE OUTLET DEVICE
THE OUTLET DEVICE IS DAMAGED. REPAIR OR REPLACE THE OUTLET DEVICE.
THE RECEIVING WATER
THE 401 OVERSIGHT UNIT, 919-733-1786.
QUALITY WASHINGTON REGIONAL OFFICE, OR
CONTACT THE NC DIVISION OF WATER
DAMAGE HAVE OCCURRED AT THE
EROSION OR OTHER SIGNS OF
OUTLET.
WET POND PLAN VIEW
SCALE: 1" = 30'
WET POND - SECTION A-A
CONSTRUCTION SEQUENCE FOR WET DETENTION POND:
1. INSTALL EROSION CONTROLS
2. CONSTRUCT DAM BASE AND AREAS BELOW THE NORMAL POOL. CONSTRUCTION TO BE
PERFORMED UNDER THE INSPECTION OF THE GEOTECHNICAL ENGINEER. SEED UPON
COMPLETION
3. INSTALL OUTLET PIPE, RIPRAP APRON AND STONE FILTER RING.
4. CONSTRUCT OUTLET STRUCTURE, INSTALL TEMPORARY SKIMMER.
5. UPON COMPLETION AND STABILIZATION OF UPSTREAM DEVELOPMENT, REMOVE
SKIMMER, INSTALL PERMANENT ORIFICE DRAWDOWN DEVICE AND SEED UPON
COMPLETION.
NOTE:
STORMWATER PONDS ARE TO BE CONSTRUCTED FOR USE
AS A TEMPORARY SEDIMENT BASIN DURING CONSTRUCTION.
ONCE CONSTRUCTION IS COMPLETED THE TEMPORARY
SEDIMENT BASIN IS TO BE CLEANED UP AND SHAPED
PRIOR TO BE USED AS A STORMWATER POND.
NOTE:
1. CONTRACTOR TO PROVIDE A PEAKED ROOF STRUCTURE TRASH
RACK BY PLASTIC SOLUTIONS INC. (877-87775727) OR
EQUIVALENT. 6" x 6" MAXIMUM GRATE OPENING
2. PROVIDE STEPS IN ALL DRAINAGE STRUCTURES DEEPER THAN 54".
LOCATE STEPS WITHIN REASONABLE PROXIMITY TO ACCESS POINT
(MANHOLE OR GRATE OPENING) WITHOUT INTERFERING WITH
PIPE ORIENTATIONS.
TRASH RACK
SEE MANUFACTURERS
SPECIFICATIONS FOR
DETAILS
4" PVC PIPE FOR DRAW
DOWN ORIFICE
INV = 317.00'
~ WET POND ~
TOP OF RIM = 318.50'
15" RCP
INVERT =
315.50'
TRASH RACK BY PLASTIC
SOLUTIONS INC. OR
EQUIVALENT
2'-2" X 3.0'
PRECAST BOX
4' MIN
KEY
1
1
3' MIN.
CUTOFF TRENCH
APPROXIMATE SIZE
EXCAVATE AND BACKFILL WITH
COMPACTED FILL AS DIRECTED
BY GEOTECHNICAL ENGINEER
SCALE: N.T.S.
CUTOFF TRENCH - OUTFALL DETAIL
6.5' X 6.5' CONC.
ANTI- SEEPAGE
COLLAR
SEE DETAIL
FILL CONCRETE TO
ELEVATION 317.00'
ELEV. = 314.00'
3' X 4' CONC. BASE REINFORCED WITH
#4 BARS AT 12" O.C. TOP AND BOTTOM OF
EACH DIRECTION. PROVIDE 3" MIN
CLEARANCE BETWEEN EDGE OF CONCRETE
AND STEEL REINFORCING.
SCALE: N.T.S.
TYPICAL VEGETATIVE SHELF DETAIL
POND NORMAL POOL
SHALLOW LAND ZONE
HERBACEOUS PLANTS
6
1
WATER LEVEL
LOW POINT
PUMPFLOW
FL
O
W
SCALE: N.T.S.
INFILTRATION BASIN DEWATERING
NOTES:
1) PRIOR TO INSTALLATION, MANUFACTURER SPECIFICATIONS
OF FILTER MEDIA SHALL BE REVIEWED TO ENSURE THAT
DISCHARGE FROM FILTER MEDIA SHALL MEET OR EXCEED
THE PROVISIONS OF THE CLEAN WATER ACT.
2) ENSURE THAT PUMP PRESSURE DOES NOT EXCEED FILTER
MEDIA PRESSURE RATING.
3) FILTER MEDIA MAY BE, BUT NOT LIMITED TO, SAND MEDIA
FILTRATION PRACTICES.
4) PUMP STRAINER SHALL NOT BE IN CONTACT WITH BOTTOM
OF POND.
SCALE: N.T.S.
CONCRETE ANTI- SEEPAGE COLLAR
6.5'
3.25'
3.25'
6.5'
12"
#4 REBAR @12" OC
IN FRONT & REAR FACE
OF COLLAR. REBAR TO
HAVE 3" MIN. CONC. COVER
FROM EDGE OF FACE OF COLLAR
NOTES:
1) ALL CONCRETE TO BE 3000 PSI
NON-FLY ASH
2) APPLY 1/2" THICK WRAP OF
ASPHALTIC CEMENT AROUND
DISCHARGE PIPE 6" BEYOND PLANNED
SEEPAGE COLLAR ON BOTH SIDES
3) APPLY ADDITIONAL ASPHALTIC
CEMENT AT PIPE/SEEPAGE COLLAR
INTERFACE ON UPSTREAM FACES
4) TO BE FIELD INSPECTED BY
GEOTECHNICAL ENGINEER. ASPHALTIC
CEMENT TO MEET OR EXCEED
FEDERAL SPECIFICATION SS-153 TYP1:
ASTM-D-2822-75 TYPE 1.
SCALE: N.T.S.
STORM WATER MANAGEMENT NOTES:
1. THE DEVELOPER OR HIS AGENT SHALL CONTACT THE DESIGN ENGINEER WHEN
THE BEST MANAGEMENT PRACTICES ARE CONSTRUCTED AND ABOUT TO BECOME
OPERATIONAL SO THAT A FINAL INSPECTION CAN BE PERFORMED TO DETERMINE
COMPLIANCE WITH THE APPROVED PLAN.
2. ANNUAL MAINTENANCE INSPECTION AND REPORT REQUIRED. THE OWNER OF A
PERMITTED STRUCTURAL STORM WATER BMP SHALL ANNUALLY SUBMIT A
MAINTENANCE AND INSPECTION REPORT FOR EACH BMP TO THE STORM WATER
ADMINISTRATOR. ANNUAL INSPECTIONS SHALL BEGIN WITHIN ONE YEAR OF THE
RECORDATION OF ANY DEED(S) SHOWING STORM WATER BMPS.
3. UPON COMPLETION OF THE PROJECT, THE ENGINEER OF RECORD SHALL CERTIFY
THAT THE COMPLETED PROJECT IS IN ACCORDANCE WITH THE APPROVED STORM
WATER MANAGEMENT PLANS AND DESIGNS.
4. A FINAL INSPECTION OF THE SITE AND STORM WATER BMP SHALL BE SCHEDULED
WITH AND COMPLETED BY THE PROJECT ENGINEER.
5. NCDEQ AND THEIR ASSIGNS HAVE RIGHT TO ACCESS THE STORM WATER
CONTROLS FOR INSPECTIONS OR MAINTENANCE AS NECESSARY.
6. THE PROPERTY OWNER IS RESPONSIBLE FOR MAINTAINING THE STORM WATER
CONTROLS ACCORDING TO THE APPROVED MAINTENANCE PLAN AND DIRECTION
OF NCDEQ.
BMP LANDSCAPE NOTES:
1. THE BMP LANDSCAPING SHALL BE IN COMPLIANCE WITH THE NCDEQ BMP
REQUIREMENTS.
2. LANDSCAPE CONTRACTOR SHALL PROVIDE A TWO-YEAR WARRANTY PERIOD. ALL
PLANTS THAT DO NOT SURVIVE MUST BE REPLACED.
3. AT THE END OF THE FIRST YEAR AND AT THE END OF THE TWO-YEAR WARRANTY
PERIOD, ALL PLANTS THAT DO NOT SURVIVE MUST BE REPLACED.
4. ESTABLISHMENT PROCEDURES SUCH AS CONTROL OF INVASIVE WEEDS, ANIMAL
AND VANDAL DAMAGE, MULCHING, AND WATERING SHALL BE IMPLEMENTED TO
THE EXTEND NEEDED TO ENSURE PLANT SURVIVAL.
5. SOD WITHIN BMP AND SURROUNDING AREAS TO BE CENTIPEDE GRASS.
6. GRASS OR WILDFLOWER SEED MUST BE APPLIED AT THE RATES SPECIFIED BY THE
SUPPLIERS. IF PLANT ESTABLISHMENT CANNOT BE ACHIEVED WITH SEEDING BY
THE TIME OF SUBSTANTIAL COMPLETION OF THE STORM WATER FACILITY PORTION
OF THE PROJECT, THEN THE CONTRACTOR SHALL PLANT THE AREA WITH
WILDFLOWER SOD, PLUGS, CONTAINER PLANTS, OR OTHER MEANS TO COMPLETE
THE SPECIFIED PLANTING AND PROJECT AGAINST EROSION BEFORE WATER IS
ALLOWED TO ENTER THE STORM WATER BMP FACILITY.
7. ALL MATERIALS SHALL BE ACQUIRED FROM AN APPROVED NCDEQ PLANT VENDOR.
PLANT MATERIAL SHOULD BE PURCHASED FROM A LOCAL SOURCE TO ENSURE
SURVIVABILITY.
8. IMMEDIATELY AFTER THE WET DETENTION BASIN IS ESTABLISHED, THE PLANTS ON
THE VEGETATED SHELF AND PERIMETER OF THE BASIN SHOULD BE WATERED TWICE
WEEKLY IF NEEDED UNTIL THE PLANTS BECOME ESTABLISHED (COMMONLY SIX
WEEKS).
9. NO PORTION OF THE WET DETENTION POND SHOULD BE FERTILIZED AFTER THE
FIRST INITIAL FERTILIZATION THAT IS REQUIRED TO ESTABLISH THE PLANTS ON THE
VEGETATED SHELF.
10. BMP PLANT SUBSTITUTIONS ARE NOT PERMITTED.
11. ONLY NON-CLUMPING TURF GRASSES SHALL BE USED. TREES AND WOODY SHRUBS
SHALL NOT BE ALLOWED ON THE DAM OR TOP OF SLOPE AREA/10' MAINTENANCE
AREA OF THE BMP.
BMP MAINTENANCE:
Important operation and maintenance procedures:
1. Immediately after the wet pond is established, the plants on thevegetated shelf and perimeter of the basin will be watered twiceweekly if needed, until the plants become established(commonly six weeks).2. No portion of the wet pond will be fertilized after the first initialfertilization that is required to establish the plants on thevegetated shelf.3. Stable ground cover will be maintained in the drainage area toreduce the sediment load to the wet pond.4. If the pond must be drained for an emergency or to performmaintenance, the flushing of sediment through the emergencydrain will be minimized as much as possible.5. Once a year, a dam safety expert should inspect theembankment.6. The measuring device used to determine the sediment elevationshall be such that it will give an accurate depth reading and notreadily penetrate into accumulated sediments.
After the wet pond is established, it should be inspected quarterly andwithin 24 hours after every storm event greater than 1.0 inches (or 1.5inches if in a Coastal County).. Records of operation and maintenancewill be kept in a known set location and shall be available uponrequest.Inspection activities shall be performed as follows. Any problems thatare found shall be repaired immediately.
Know what's belowCall before you dig.Dial 811
Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTIONFEETSCALE
0 30 60
HORZ.
WET POND - SECTION B-B
FEETSCALE
0 50 100
HORZ.
FEETSCALE
0 5 10
VERT.
2'-2" X 3' PRECAST
CONCRETE RISER
ELEV = 318.50'
4" DIA. ORIFICE
ELEV = 317.00'
TOP OF DAM
ELEV = 321.50'GABION BASKET WEIR
TOP ELEV = 318.50'
GABION BASKET WEIR
TOP ELEV = 318.50'
VEGETATIVE SHELF PLANTINGS:
AREA OF VEGETATIVE SHELF: 2,846 SF
MIN. PLANTS REQUIRED: 712
PLANT TYPE:
SCIENTIFIC NAME:COMMON NAME:QUANTITY: NURSERY CONTAINER: SPACING: PLANTING SEASON:
EUPATORIADELPHUS MACULATUS SPOTTED TRUMPETWEED 238 PEAT POT 6' O.C. SPRING/SUMMER
EUPATORIUM PURPUREUM JOE-PYE WEED 238 PEAT POT 6' O.C. SPRING/SUMMER
RHYNCHOSPORA COLORATA STARRUSH WHITETOP 238 PEAT POT 6' O.C. SPRING/SUMMER
48 LF 15" RCP
PIPE
ANTI-SEEP
COLLAR -
SEE DETAIL
RIP RAP OUTLET APRON
APRON WIDTH AT PIPE OUTLET: 4'
APRON LENGTH: 24'
APRON WIDTH AT SILT FENCE OUTLET: 18'
APRON THICKNESS: 1.5' THICK
CLASS B RIP RAP ON MIRIFI FILTER FABRIC.
EMBED RIP RAP 1.5' INTO GROUND SO THAT
RUNOFF FLOWS ON TOP OF THE RIP RAP SURFACE.
INVERT OUT = 315.00'
15" RCP
INV OUT =
315.00'
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MARKS ROAD - NCSR 111160' PUBLIC ROW3143153163203193
18317 31
4
315
3163
2
0
319318317328327326325324323322329330329328327326325324323
330322314315316320
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931
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3203
19318 321314
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19318317316315 321
314
3153163203193183
1
7321321.
5
0
321.50
321.50 EXISTING 6" PVC WMCEDAR POINTE DRIVE
50' PUBLIC ROW
TIE
N 79°41'20" W 57.20'
208.31'S 82°19'50" E
S 30°56'18" W 65.84'S 07°04'54" W 207.84'31.60'L2L3L4139.20'238.64'
335.78'
78.59'
128.17'
200.95'
144.15'N 20°03'58" W 80.29'N 07°24
'59
"
W
44.86
'N 19
°13
'59
"
W
169
.84
'
N 07°24'59" W 60.24'
N 71°
3
6'
4
9"
E
6
4
9.
8
6'
S 86°20'11" E
8
8
7
.
6
4
'
T
O
T
A
L
S 79°41'20" E 380.74'S 79°41'20" E 192.22'
S 78°02'59" E 218.26'
N 78°02'59" W 262.17'S 33°33'43" W 274.43'N 76°34'13" W
409.44' TOTAL
N 78°09'28" W 849.44'S 17°44'15" W 259.41' TOTALN 78°12'14" W 884.55'
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SHERI T. HARDISON, ET AL
DEED BOOK 4164, PAGE 348
PLAT BOOK 2003, PAGE 559
PIN: 9574-21-6448
SHERI T. HARDISON, ET AL
DEED BOOK 4164, PAGE 348
PLAT BOOK 2003, PAGE 559
PIN: 9574-21-2577
SHERI T. HARDISON, ET AL
DEED BOOK 4164, PAGE 348
PLAT BOOK 2003, PAGE 559
9574-21-0623PIEDRA JORGE LUIS & GARCIA VERONICADEED BOOK 3423, PAGE 4399574-11-8773CLARK ANGIE RENEE JT W/ROS & CLARK MICHAEL L JR JT W/ROSDEED BOOK 3427, PAGE 9709574-11-7773HERNANDEZ ARMANDO GARCIA & CARBAJAL CATALINA OLASCOAGADEED BOOK 3779, PAGE 7599574-11-6764FRIEND ANDREA JOSETTEDEED BOOK 3251, PAGE 6289574-11-5754JARAMILLO-RUVALCABE JOSE DEJESUSDEED BOOK 3927, PAGE 00019574-11-4735RUSSELL SKYLER MASONDEED BOOK 3864, PAGE 8139574-11-2785LABBE
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JANSEN JEREMIAH D & JANSEN MICHELLE A
DEED BOOK 3241, PAGE 605
9574-10-6982
HMS KIDS INC
DEED BOOK
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SMITH ELI EVERETT
DEED BOOK 4111, PAGE 182
9574-10-2850
EQUITY CAPITAL UNITED, LLC
DEED BOOK 2871, PAGE 709
PLAT CABINET F, SLIDE 320-D
PIN: 9574-20-1859.000
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RED MAPLE
(TYP OF ALL )
15' LANDSCAPE
BUFFER (TYP OF ALL)NORTHLANDSCAPE PLAN AND DETAILL 1.0
NOTE:
1. CONTRACTOR TO REGRADE, SOD OR HYDROSEED, AND STRAW MULCH ALL AREAS DISTURBED AS A
RESULT OF HIS/HER WORK.
2. UPRIGHT STAKES TO BE USED ON TREES UP TO 12' IN HEIGHT. LARGER TREES MUST BE GUYED.
3. 1/8 OF ROOT BALL TO BE ABOVE FINISHED GRADE.
4. DO NOT COVER CROWN OF ROOT BALL EVERGREEN TREES WHICH ARE TIGHTLY SPACED SHALL BETIED TOGETHER IN ONE CONTINUOUS BED. (CONTRACTOR TO INCLUDE THIS MULCHING IN HIS/HER BID)
5. TREES WHICH ARE LOCATED WITHIN 4 FEET OF AN ADJACENT SHRUB BED SHALL HAVE THEIRMULCHED AREA CONNECTED WITH THE MULCHED BED OF THE SHRUBS.
6. PRUNE AND REMOVE BROKEN OR DEAD LIMBS/BRANCHES FROM TREES AND SHRUBS AFTERPLANTING. RETAIN NATURAL SHAPE OF PLANT.
NOTE:
1. BEDS TO HAVE SMOOTHLY CONTOURED AND CLEANLY DEFINED EDGES. BEDS SHALL CURVILINEAR EXCEPT AS NOTED ON PLAN.
2. PROPOSED BEDS MUST BE LAID OUT ON SITE AND APPROVED BY OWNER, IF REQUESTED BY OWNER.
3. REMOVE TOP 1/3 OF ALL BURLAP FABRIC AROUND ROOT BALL.
4. COMPLETELY REMOVE ALL STRINGS, RIBBONS, AND TABS FROM THE PLANT.
5. SCARIFY ROOTS ON POT BOUND PLANTS.
6. PLANT SPACING VARIES - (SEE PLAN)
7. ALL SHRUBS TO BE PLANTED IN MULCHED BEDS.8. PRUNE ALL BROKEN, DISEASED, AND WEAK BRANCHES.
9. ALL SHRUB BEDS TO BE COMPLETELY EXCAVATED OF ALL EXISTING SOIL TO REQUIRED DEPTH AND BACKFILLED WITH REQUIRED SOILMIX.
10. SOIL MIX: 2/3 TOPSOIL & 1/3 ORGANIC MATTER.
11. TOP DRESS BED WITH 10-6-4 FERTILIZER AT THE RATE OF 5 LBS. PER 100 S.F. OF BED AREA.
GENERAL NOTES:
1.1 THIS PLAN IS FOR LANDSCAPE PURPOSES ONLY. LANDSCAPE PLAN PROVIDED IS FOR MINIMUM COMPLIANCE WITH HARNETT COUTY UDO AND SHOULD NOT BE
CONSIDERED AN ENHANCED LANDSCAPE PLAN. CONSULT WITH A REGISTERED LANDSCAPE ARCHITECT FOR SPECIFIC PLANTING RECOMMENDATIONS.
1.2 UNDERGROUND UTILITIES HAVE NOT BEEN VERIFIED BY THE OWNER, LANDSCAPE ARCHITECT, OR THEIR REPRESENTATIVES. PLEASE CALL BEFORE YOU DIG.
1.3 THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE RESPONSIBLE FOR ANY
AND ALL DAMAGES WHICH MIGHT RESULT FROM THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY UNDERGROUND UTILITIES TO REMAIN.
1.4 THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS TO ENSURE THAT THE NEW WORK SHALL FIT INTO THE EXISTING SITE IN THE MANNER INTENDED AND AS
SHOWN ON THE DRAWINGS. SHOULD ANY CONDITIONS EXIST THAT ARE CONTRARY TO THOSE ON THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE OWNER'S
REPRESENTATIVE PRIOR TO PERFORMING ANY WORK IN THE AREA INVOLVING DISCREPANCIES. NOTIFICATION SHALL BE MADE IN THE FORM OF A DRAWING OR
SKETCH INDICATING FIELD MEASUREMENTS AND NOTES RELATING TO THE AREA.
1.5 ALL WORK SHALL MEET OR EXCEED THE REQUIREMENTS OF ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, ORDINANCES AND REQUIREMENTS.
1.6 IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PERFORM ALL WORK IN A MANNER THAT PROTECTS COMPLETED WORK BY OTHERS, SUCH AS CURBS,
UTILITIES, STORM DRAINAGE, FENCES, DRIVEWAY APRONS, DRIVES, VEGETATION, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST OF SATISFACTORY
REPAIR OF ALL DAMAGES IN KIND RESULTING FROM HIS/HER FAILURE TO COMPLY.
1.7 THE CONTRACTOR IS TO VERIFY ALL QUANTITIES SHOWN ON THE PLAN AND IN THE PLANT SCHEDULE. IF DISCREPANCIES OCCUR, THE CONTRACTOR SHALL
CONTACT THE LANDSCAPE ARCHITECT IMMEDIATELY. QUANTITIES OF PLANTS SHOWN BY LANDSCAPE SYMBOLS SHALL GOVERN OVER THE QUANTITIES SHOWN IN
THE PLANT SCHEDULE.
1.8 ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE LANDSCAPE ARCHITECT. THE OWNER SHALL RECEIVE TAGS FROM EACH PLANT SPECIES AND A LIST OF
PLANT SUPPLIERS. WHERE ANY REQUIREMENTS ARE OMITTED FROM THE PLANT LIST, THE PLANTS FURNISHED SHALL MEET THE NORMAL REQUIREMENTS FOR THE
VARIETY OR CULTIVAR PER THE AMERICAN STANDARD FOR NURSERY STOCK, LATEST EDITION, PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN (AAN).
PLANTS SHALL BE PRUNED PRIOR TO DELIVERY ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT.
1.9 NO SUBSTITUTIONS OF PRODUCTS, PLANT TYPES OR SIZES SHALL BE MADE WITHOUT WRITTEN APPROVAL OF THE OWNER, LANDSCAPE ARCHITECT, AND
MUNICIPAL REVIEW AGENCY. REQUESTS FOR SUBSTITUTION SHALL BE IN WRITING, AND SHALL STATE THE REASONS FOR THE SUBSTITUTION REQUEST, THE
SUGGESTED ALTERNATIVE, AND THE CHANGES IN COST. REQUESTS FOR SUBSTITUTION IN PLANT MATERIAL SHALL STATE THE NAMES OF NURSERIES WHO HAVE BEEN
UNABLE TO SUPPLY THE ORIGINALLY SPECIFIED MATERIAL.
1.10PLANTING SHALL ONLY OCCUR DURING SPECIFIED PLANTING SEASONS. SPRING SEASON SHALL BE FROM MARCH 1 TO JUNE 15. FALL PLANTING SEASON SHALL BE
FRO SEPTEMBER 15 TO NOVEMBER 15.
1.11 THE CONTRACTOR SHALL GUARANTEE ALL LANDSCAPE IMPROVEMENTS, INCLUDING SEEDING, FOR ONE FULL YEAR AS REQUIRED BY THE SPECIFICATIONS. THE
CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL PLANT MAINTENANCE DURING THE GUARANTEE PERIOD.
1.12INSTALLED UNIT PRICES FOR ALL PLANT MATERIAL SHALL BE SUPPLIED TO THE OWNER AND LANDSCAPE ARCHITECT AT THE TIME OF BIDDING.
1.13 THE LANDSCAPE CONTRACTOR IS TO PERFORM A THOROUGH CLEANUP AND QUALITY CONTROL INSPECTION WITHIN 12 HOURS PRIOR TO THE OPENING OF THE
POOL.
1.14 THE LANDSCAPE CONTRACTOR IS SUBJECT TO RANDOM INSPECTIONS BY THE OWNER AND/OR THE OWNER'S REPRESENTATIVE AT ANY TIME DURING THE
INSTALLATION PROCESS.
TREE/SHRUB PLANT LIST:BOTANICAL NAME: SIZE: COUNT:SYMBOL:
RED MAPLE ACER RUBRUM 2" CAL., 6' HT. 83
ALL STREET TREES SHALL BE AT LEAST TWO (2) INCHES IN CALIPER AND A MINIMUM OF SIX (6) FEET IN
HEIGHT AT THE TIME OF PLANTING.
STREET TREES SHALL BE PLANTED IN A LINEAR ARRANGEMENT PARALLEL TO THE STREET NO LESS
THAN FIVE (5) FEET AND NO MORE THAN 10 FEET OUTSIDE THE RIGHT-OF-WAY. STREET TREES SHALLBE PLANTED AT LEAST EIGHT (8) FEET FROM UTILITY POLES AND 10 FEET FROM ELECTRICALTRANSFORMERS.
KEEP MULCH AWAY
FROM TRUNK
MULCH, MIN.
DEPTH OF 4"
3" MIN. - 6" MAX.TOP OF BALL
FINISHED GRADE
BOTTOM OF BALL
BOTTOM OF PIT
6" MIN
ROOTBALL, AS
NOTED
UNDISTURBED NATIVE
SOIL PEDESTAL
2.5 X BALL DIA.
(MIN.)
6" MIN. HIGH NATIVE
SOIL SAUCER
NATIVE SOIL
BACKFILL
12" MIN
FINISHED GRADE
SET SHRUB PLUMB
SHRUB PLANTING
SCALE: N.T.S.
PLANT BED:
NATIVE SOIL BACKFILL,
DEPTH AS NOTED
FINISHED GRADE AND
TOP OF PLANT BED
EQUAL
"X" MIN 2/3 "X" MIN
MULCH, DEPTH AS
NOTED
INCREASE DEPTH OF MULCH
AS DETAILED, AT EDGE OF
ALL PLANTING BEDS.
FINISHED GRADE OF
LAWN OR WALK
'X' AS
NOTED
PLANT BED EDGING DETAIL
SCALE: N.T.S.
KEEP MULCH AWAY
FROM TRUNK
MULCH, MIN.
DEPTH OF 4"
3" MIN. - 6" MAX.TOP OF BALL
FINISHED
GRADE
BOTTOM OF BALL
BOTTOM OF PIT
6" MIN
ROOTBALL, AS
NOTED
UNDISTURBED NATIVE
SOIL PEDESTAL
2.5 X BALL DIA.
(MIN.)
6" MIN. HIGH NATIVE
SOIL SAUCER
NATIVE SOIL
BACKFILL
WOOD OR METAL
STAKES
12" MIN
FINISHED
GRADE
RUBBER HOSES
GUY WIRES, WITH
TURNBUCKLES
SET TREE PLUMB
SHADE AND UNDERSTORY
TREE PLANTING
SCALE: N.T.S.
4 NORTHVICINITY MAP
NOT TO SCALE
8
7
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Know what's belowCall before you dig.Dial 811Or Call 800-632-4949 1
2 3417 Winterwind Circle, Sanford, NC 27330PO Box 249, Sanford, NC 27331Phone: (919) 352-2834e-mail: jhilliard@hilliardengineering.comNC License #: P-0836DESIGNED BY:
DRAWN BY:
APPROVED BY:
SHEET:
CIVIL
NO.REVISION DESCRIPTION:DATE:ENGINEERING, PLLCHILLIARDJEH
-
JEHCEDAR POINTESPRING LAKE, NORTH CAROLINAPRELIMINARY - FOR REVIEW ONLY - NOT FOR CONSTRUCTION0'
SCALE IN FEET
40 80 160