WQ0041736_Sewer ExtProject Plans and Maps_20200605

0
oil
SITE DATA
PROJECT:
ENGINEER:
DEVELOPER:
PROPERTY LOCATION:
PINS:
ZONING:
TOWNSHIP:
PROPOSED USE:
TOTAL TRACT AREA:
WOODGROVE
TIMMONS GROUP
5410 TRINITY ROAD, SUITE 102
RALEIGH, NC 27607
PHONE: [phone]
FAX: [phone]
JIM CHANDLER, PE
EMAIL: [e-mail]
GHD WOODGROVE LLC
1330 SUNDAY DR
STE 105
RALEIGH, NC 27607-5196
JEFF WHITE
919-422-5741
[e-mail]
166 KIT STEWART LN
0653-77-4878
RA-30
HECTORS CREEK
RESIDENTIAL
116.84 ACRES
Sheet List Table
CONSTRUCTION DOCUMENTS
Sheet
Number
Sheet Title
C0.0
COVER
C0.1
NOTES & DETAILS
C1.0
EXISTING CONDITIONS
C1.1
BOUNDARY LINE TABLES
C2.0
OVERALL SITE PLAN
C2.1
DETAILED SITE PLAN - SHEET 1 OF 5
C2.2
DETAILED SITE PLAN - SHEET 2 OF 5
C2.3
DETAILED SITE PLAN - SHEET 3 OF 5
C2.4
DETAILED SITE PLAN - SHEET 4 OF 5
C2.5
DETAILED SITE PLAN - SHEET 5 OF 5
C3.0
OVERALL UTILITY PLAN
C3.1
DETAILED UTILITY PLAN - SHEET 1 OF 5
C3.2
DETAILED UTILITY PLAN - SHEET 2 OF 5
C3.3
DETAILED UTILITY PLAN - SHEET 3 OF 5
C3.4
DETAILED UTILITY PLAN - SHEET 4 OF 5
C3.5
DETAILED UTILITY PLAN - SHEET 5 OF 5
C3.6
SANITARY SEWER SCHEDULE
C4.0
OVERALL GRADING & DRAINAGE PLAN
C4.1
DETAILED GRADING & DRAINAGE PLAN - SHEET 1 OF 5
C4.2
DETAILED GRADING & DRAINAGE PLAN - SHEET 2 OF 5
C4.3
DETAILED GRADING & DRAINAGE PLAN - SHEET 3 OF 5
C4.4
DETAILED GRADING & DRAINAGE PLAN - SHEET 4 OF 5
HARNETT COUNTY, NORTH CAROLINA
VICINITY MAP
C4.5
DETAILED GRADING & DRAINAGE PLAN - SHEET 5 OF 5
C4.6
STORM SEWER SCHEDULE - SHEET 1 OF 2
C4.7
STORM SEWER SCHEDULE - SHEET 2 OF 2
C5.1
SILVER MAPLE DRIVE PLAN & PROFILE (STA 9+50 TO
23+00)
C5.2
SILVER MAPLE DRIVE PLAN & PROFILE (STA 22+00 TO
37+00)
C5.3
SILVER MAPLE DRIVE PLAN & PROFILE (STA 36+00 TO
49+00)
C5.4
BLUE ASPEN DRIVE PLAN & PROFILE (STA 9+50 TO 23+00)
C5.5
BLUE ASPEN DRIVE PLAN & PROFILE (STA 21+50 TO 35+50)
C5.6
WINTERBERRY WAY PLAN & PROFILE (STA 10+00 TO 24+50)
C5.7
WINTERBERRY WAY PLAN & PROFILE (STA 23+00 TO 33+00)
C5.8
PAPER BIRCH WAY PLAN & PROFILE
C5.9
RED CEDAR WAY PLAN & PROFILE (STA 9+50 TO 21+00)
C5.10
RED CEDAR WAY PLAN & PROFILE (STA 20+00 TO 31+00)
C5.11
RED CEDAR WAY PLAN & PROFILE (STA 30+00 TO 40+00)
C5.12
PINK DOGWOOD WAY AND MISTYWOOD DRIVE PLAN &
PROFILE
C6.1
SANITARY SEWER OUTALL A PLAN & PROFILE
C6.2
SANITARY SEWER OUTFALL B PLAN & PROFILE
C6.3
SANITARY SEWER OUTFALL C PLAN & PROFILE
C6.4
STORM OUTFALL PROFILES
C6.5
STORM OUTFALL PROFILES
C6.6
STORM OUTFALL PROFILES
C6.7
STORM OUTFALL PROFILES
C7.0
LIGHTING PLAN
C8.0
LANDSCAPE PLAN
C9.1
SCM 1 PLAN & PROFILE
C9.2
SCM 2 PLAN & PROFILE
C9.3
SCM 3 PLAN & PROFILE
C9.4
SCM 4 PLAN & PROFILE
C10.1
US 401 ROAD WIDENING AT SILVER MAPLE DRIVE
C10.2
US 401 ROAD WIDENING AT MISTYWOOD DRIVE
C11.1
NOTES & DETAILS
C11.2
NOTES & DETAILS
C11.3
NOTES & DETAILS
C11.4
NOTES & DETAILS
C11.5
NOTES & DETAILS
C11.6
NOTES & DETAILS
C12.0
OVERALL EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C12.1
EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C12.2
EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C12.3
EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C12.4
EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C12.5
EROSION & SEDIMENT CONTROL PLAN - STAGE 1
C13.0
OVERALL EROSION & SEDIMENT CONTROL PLAN - STAGE 2
C13.1
EROSION & SEDIMENT CONTROL PLAN - STAGE 2
C13.2
EROSION & SEDIMENT CONTROL PLAN - STAGE 2
C13.3
EROSION & SEDIMENT CONTROL PLAN - STAGE 2
OWNERS OF RECORD
GHD WOODGROVE LLC
1330 SUNDAY DR
STE 105
RALEIGH, NC 27607-5196
PIN: 0653-77-4878
DB 3688 P 0768
C13.4
EROSION & SEDIMENT CONTROL PLAN - STAGE 2
C13.5
EROSION & SEDIMENT CONTROL PLAN - STAGE 2
C14.1
EROSION CONTROL NOTES AND DETAILS
C14.2
EROSION CONTROL NOTES AND DETAILS
C14.3
EROSION CONTROL NOTES AND DETAILS
S1.0
STRUCTURAL FOUNDATION NOTES
S1.1
STRUCTURAL FOUNDATION DETAILS - PIPE AERIAL
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2019 HRW REQUIRED UTILITY NOTES
(REVISION 7 - NOVEMBER 2019)
THE FOLLOWING UTILITY NOTES SHOULD BE ADDED TO THE COVERSHEET OF UTILITY PLANS FOR
PROJECTS LOCATED IN HARNETT COUNTY:
WATER
A. THE FIRE MARSHAL'S OFFICE SHALL APPROVE ALL HYDRANT TYPES AND LOCATIONS IN NEW
SUBDIVISIONS. HOWEVER, HARNETT REGIONAL WATER (HRW) PREFERS THE CONTRACTORS
TO INSTALL ONE OF THE FOLLOWING FIRE HYDRANTS:
1. MUELLER - SUPER CENTURION 250 A-423 MODEL WITH A 5'/4" MAIN VALVE OPENING THREE
WAY (TWO HOSE NOZZLES AND ONE PUMPER NOZZLE);
2. AMERICAN DARLING - MARK B-84-B MODEL WITH A 5'/4" MAIN VALVE OPENING THREE WAY
(TWO HOSE NOZZLES AND ONE PUMPER NOZZLE);
3. WATEROUS - PACER B-67-250 MODEL WITH A 5'/4" MAIN VALVE OPENING THREE WAY (TWO
HOSE NOZZLES AND ONE PUMPER NOZZLE) OR APPROVED EQUAL FOR STANDARDIZATION.
B. FIRE HYDRANTS ARE INSTALLED AT CERTAIN ELEVATIONS. ANY GRADE CHANGE IN THE
VICINITY OF ANY FIRE HYDRANT WHICH IMPEDES ITS OPERATION SHALL BECOME THE
RESPONSIBILITY OF THE UTILITY CONTRACTOR FOR CORRECTION. CORRECTIONS WILL BE
MONITORED BY THE HRW UTILITY CONSTRUCTION INSPECTOR AND THE HARNETT COUNTY
FIRE MARSHAL.
C. THE PROFESSIONAL ENGINEER (PE) SHALL OBTAIN AND PROVIDE THE NCDEQ "AUTHORIZATION
TO CONSTRUCT" PERMIT TO THE UTILITY CONTRACTOR BEFORE THE CONSTRUCTION OF THE
WATER LINE SHALL BEGIN. THE UTILITY CONTRACTOR MUST POST A COPY OF THE NCDEQ
"AUTHORIZATION TO CONSTRUCT" PERMIT ISSUED BY THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL QUALITY - DIVISION OF ENVIRONMENTAL HEALTH, PUBLIC WATER SUPPLY
(NCDEQ-DEH, PWS) ON SITE PRIOR TO THE START OF CONSTRUCTION. THE PERMIT MUST BE
MAINTAINED ON SITE THROUGHOUT THE ENTIRE CONSTRUCTION PROCESS OF THE PROPOSED
WATER LINES THAT WILL SERVE THIS PROJECT.
D. THE UTILITY CONTRACTOR SHALL NOTIFY HARNETT REGIONAL WATER (HRW) AND THE
PROFESSIONAL ENGINEER (PE) AT LEAST TWO DAYS PRIOR TO CONSTRUCTION COMMENCING.
THE UTILITY CONTRACTOR MUST SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH MR.
ALAN MOSS, HRW UTILITY CONSTRUCTION INSPECTOR AT LEAST TWO (2) DAYS BEFORE
CONSTRUCTION WILL BEGIN AND THE UTILITY CONTRACTOR MUST COORDINATE WITH HRW
FOR REGULAR INSPECTION VISITATIONS AND ACCEPTANCE OF THE WATER SYSTEM(S).
CONSTRUCTION WORK SHALL BE PERFORMED ONLY DURING THE NORMAL WORKING HOURS
OF HRW WHICH IS 8:00 AM - 5:00 PM MONDAY THROUGH FRIDAY. HOLIDAY AND WEEKEND
WORK IS NOT PERMITTED BY HRW.
E. THE PROFESSIONAL ENGINEER (PE) SHALL PROVIDE HRW AND THE UTILITY CONTRACTOR WITH
A SET OF NCDEQ APPROVED PLANS MARKED "RELEASED FOR CONSTRUCTION" AT LEAST TWO
DAYS PRIOR TO CONSTRUCTION COMMENCING. THE REGISTERED LAND SURVEYOR (RLS)
SHOULD STAKE OUT ALL LOT CORNERS AND THE GRADE STAKES FOR THE PROPOSED FINISH
GRADE FOR EACH STREET BEFORE THE UTILITY CONTRACTOR BEGINS CONSTRUCTION OF THE
WATER LINE(S). THE GRADE STAKES SHOULD BE SET WITH A CONSISTENT OFFSET FROM THE
STREET CENTERLINE SO AS NOT TO INTERFERE WITH THE STREET GRADING AND UTILITY
CONSTRUCTION.
F. THE UTILITY CONTRACTOR SHALL PROVIDE THE HRW UTILITY CONSTRUCTION INSPECTOR
WITH MATERIAL SUBMITTALS AND SHOP DRAWINGS FOR ALL PROJECT MATERIALS PRIOR TO
THE CONSTRUCTION OF ANY WATER LINE EXTENSION(S), AND ASSOCIATED WATER SERVICES
IN HARNETT COUNTY. THE MATERIALS TO BE USED ON THE PROJECT MUST MEET THE
ESTABLISHED SPECIFICATIONS OF HRW AND BE APPROVED BY THE ENGINEER OF RECORD
PRIOR TO CONSTRUCTION. ALL SUBSTANDARD MATERIALS OR MATERIALS NOT APPROVED
FOR USE IN HARNETT COUNTY FOUND ON THE PROJECT SITE MUST BE REMOVED IMMEDIATELY
WHEN NOTIFIED BY THE HRW UTILITY CONSTRUCTION INSPECTOR.
G. THE WATER MAIN(S), FIRE HYDRANTS, SERVICE LINES, METER SETTERS AND ALL ASSOCIATED
APPURTENANCES SHALL BE CONSTRUCTED IN STRICT IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS OF THE HARNETT REGIONAL WATER (HRW). THE UTILITY CONTRACTOR SHALL
BE RESPONSIBLE TO LOCATE THE NEWLY INSTALLED WATER MAIN(S), WATER SERVICE LINES
AND ALL ASSOCIATED METER SETTERS AND METER BOXES FOR OTHER UTILITY COMPANIES
AND THEIR CONTRACTORS UNTIL THE NEW WATER MAIN(S) HAVE BEEN APPROVED BY THE
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY, DIVISION OF ENVIRONMENTAL
HEALTH, PUBLIC WATER SUPPLY SECTION (NCDEQ, DEH, PWS) AND ACCEPTED BY HRW.
H. PRIOR TO ACCEPTANCE, ALL SERVICES WILL BE INSPECTED TO INSURE THAT THEY ARE
INSTALLED AT THE PROPER DEPTH. ALL METER BOXES MUST BE FLUSH WITH THE GROUND
LEVEL AT FINISH GRADE AND THE METER SETTERS MUST BE A MINIMUM OF 8" BELOW THE
METER BOX LID. METER SETTERS SHALL BE CENTERED IN THE METER BOX AND SUPPORTED
BY BRICK, BLOCK OR STONE.
I. THE UTILITY CONTRACTOR SHALL PROVIDE THE PROFESSIONAL ENGINEER (PE) AND HRW
UTILITY CONSTRUCTION INSPECTOR WITH A SET OF RED LINE DRAWINGS IDENTIFYING THE
COMPLETE WATER SYSTEM INSTALLED FOR EACH PROJECT. THE RED LINE DRAWINGS
SHOULD IDENTIFY THE MATERIALS, PIPE SIZES AND APPROXIMATE DEPTHS OF THE WATER
LINES AS WELL AS THE GATE VALVES, FIRE HYDRANTS, METER SETTERS, BLOW OFF
ASSEMBLIES AND ALL ASSOCIATED APPURTENANCES FOR ALL WATER LINE(S) CONSTRUCTED
IN HARNETT COUNTY. THE RED LINE DRAWINGS SHOULD CLEARLY IDENTIFY ANY DEVIATIONS
FROM THE NCDEQ APPROVED PLANS. ALL CHANGE ORDERS MUST BE APPROVED BY HRW AND
THE PROFESSIONAL ENGINEER (PE) IN WRITING AND PROPERLY DOCUMENTED IN THE RED LINE
FIELD DRAWINGS.
J. POTABLE WATER MAINS CROSSING OTHER UTILITIES AND NON -POTABLE WATER LINES
(SANITARY SEWER, STORM SEWER, RCP, ETC.) SHALL BE LAID TO PROVIDE A MINIMUM
VERTICAL DISTANCE OF TWENTY-FOUR (24") INCHES BETWEEN THE POTABLE WATER MAIN AND
ALL OTHER UTILITIES. NCDOT REQUIRES THE NEW WATER MAINS TO BE INSTALLED UNDER
THE STORM WATER LINES. THE POTABLE WATER MAIN SHALL BE INSTALLED WITH
TWENTY-FOUR (24") INCHES OF VERTICAL SEPARATION AND WITH DUCTILE IRON PIPE WHEN
DESIGNED TO BE PLACED UNDER A NON -POTABLE WATER LINE SUCH AS SANITARY SEWER OR
STORM SEWER LINES. IF THESE SEPARATIONS CANNOT BE MAINTAINED THEN THE WATER
MAIN SHALL BE INSTALLED WITH DUCTILE IRON PIPE. BOTH THE POTABLE WATER MAIN AND
THE NON -POTABLE WATER LINE MUST BE CAST IRON OR DUCTILE IRON PIPE (DIP) IF THE STATE
MINIMUM SEPARATIONS CANNOT BE MAINTAINED. THE DUCTILE IRON PIPE MUST BE LAID SO
THE MECHANICAL JOINTS ARE AT LEAST 10' FEET FROM THE POINT WHERE THE POTABLE
WATER MAIN CROSSES THE NON -POTABLE WATER LINE.
K. POTABLE WATER MAINS INSTALLED PARALLEL TO NON -POTABLE WATER LINES ( SANITARY
SEWER STORM SEWER RCP ETC.) SHALL BE LAID TO PROVIDE A MINIMUM HORIZONTAL
DISTANCE OF TEN (10') FEET BETWEEN THE POTABLE WATER MAIN AND SANITARY SEWER
MAINS, SEWER LATERALS AND SERVICES. THE HORIZONTAL SEPARATION BETWEEN THE
POTABLE WATER MAIN AND ANY OTHER UTILITY OR STORM SEWER SHALL NOT BE LESS THAN
FIVE 5' FEET. THE POTABLE WATER MAIN MUST BE DUCTILE IRON PIPE IF THIS HORIZONTAL
SEPARATION OF TEN 10' FEET CANNOT BE MAINTAINED. THE DUCTILE IRON PIPE SHALL
EXTEND AT LEAST TEN 10' FEET BEYOND THE POINT WHERE THE MINIMUM REQUIRED
( ) Q
HORIZONTAL SEPARATION OF TEN (10') FEET CAN BE RE-ESTABLISHED.
L. METER SETTERS SHALL BE INSTALLED IN PAIRS ON EVERY OTHER LOT LINE WHERE POSSIBLE
TO LEAVE ADEQUATE SPACE FOR OTHER UTILITIES TO BE INSTALLED AT A LATER TIME. THE
METER SETTERS SHALL BE INSTALLED AT LEAST ONE (1') FOOT INSIDE THE RIGHT-OF-WAY AND
AT LEAST THREE 3' TO FIVE 5' FEET FROM THE PROPERTY LINE BETWEEN THE LOTS.
M. HRW REQUIRES THAT METER BOXES FOR 3/4" SERVICES SHALL BE 12" WIDE X 17" LONG ABS
PLASTIC BOXES AT LEAST 18" IN HEIGHT WITH CAST IRON LIDS/COVERS. METER BOXES FOR 1"
SERVICES SHALL BE 17" WIDE X 21" LONG ABS PLASTIC BOXES AT LEAST 18" IN HEIGHT WITH
PLASTIC LIDS AND CAST IRON FLIP COVERS IN THE CENTER OF THE LIDS. METER BOXES FOR 2"
SERVICES SHALL BE 20" WIDE X 32" LONG ABS PLASTIC BOXES AT LEAST 20" IN HEIGHT WITH
PLASTIC LIDS AND CAST IRON FLIP COVERS IN THE CENTER OF THE LIDS.
N. MASTER METERS MUST BE INSTALLED IN CONCRETE VAULTS SIZED FOR THE METER
ASSEMBLY AND ASSOCIATED APPURTENANCES SO AS TO PROVIDE AT LEAST EIGHTEEN (18")
INCHES OF CLEARANCE BETWEEN THE BOTTOM OF THE CONCRETE VAULT AND THE BOTTOM
OF THE METER SETTER. THE MASTER METER MUST BE PROVIDED TEST PORTS IF THE METER
IS NOT EQUIPPED WITH TEST PORTS FROM THE MANUFACTURER IN ACCORDANCE WITH THE
HRW ESTABLISHED STANDARD SPECIFICATIONS AND DETAILS. DUCTILE IRON PIPE MUST BE
USED FOR THE MASTER METER VAULT PIPING AND VALVE VAULT PIPING. THE UTILITY
CONTRACTOR MUST PROVIDE SHOP DRAWINGS FOR THE METER VAULTS TO HRW PRIOR TO
ORDERING THE CONCRETE VAULTS.
O. THE UTILITY CONTRACTOR WILL INSTALL POLYETHYLENE SDR-9 WATER SERVICE LINES THAT
CROSS UNDER THE PAVEMENT INSIDE A SCHEDULE 40 PVC CONDUIT TO ALLOW FOR REMOVAL
AND REPLACEMENT IN THE FUTURE. TWO (2) INDEPENDENT 3/4" WATER SERVICE LINES MAY BE
INSTALLED INSIDE ONE (1) — TWO (2") INCH SCHEDULE 40 PVC CONDUIT OR TWO (2)
INDEPENDENT 1" WATER SERVICE LINES MAY BE INSTALLED INSIDE ONE (1) — THREE (3") INCH
SCHEDULE 40 PVC CONDUIT, BUT EACH WATER SERVICE SHALL BE TAPPED DIRECTLY TO THE
WATER MAIN. SPLIT SERVICES ARE NOT ALLOWED BY HRW.
P. THE WATER MAIN(S), FIRE HYDRANTS, GATE VALVES, SERVICE LINES, METER SETTERS AND
ASSOCIATED APPURTENANCES MUST BE RATED FOR 200 PSI AND HYDROSTATICALLY
PRESSURE TESTED TO 200 PSI. THE HYDROSTATIC PRESSURE TEST(S) MUST BE WITNESSED
BY THE HRW UTILITY CONSTRUCTION INSPECTOR. THE UTILITY CONTRACTOR MUST NOTIFY
HRW WHEN THEY ARE READY TO BEGIN FILLING IN LINES AND COORDINATE WITH HARNETT
REGIONAL WATER TO WITNESS ALL PRESSURE TESTING.
Q. THE UTILITY CONTRACTOR SHALL CONDUCT A PNEUMATIC PRESSURE TEST USING
COMPRESSED AIR OR OTHER INERT GAS ON THE STAINLESS STEEL TAPPING SLEEVE(S) PRIOR
TO MAKING THE TAP ON THE EXISTING WATER MAIN. THIS PNEUMATIC PRESSURE TEST MUST
BE WITNESSED BY THE HRW UTILITY CONSTRUCTION INSPECTOR. THE UTILITY CONTRACTOR
SHALL USE ROMAC BRAND STAINLESS STEEL TAPPING SLEEVE(S) OR APPROVED EQUAL FOR
ALL TAPS MADE IN HARNETT COUNTY. ALL NEW WATER LINE EXTENSIONS MUST BEGIN WITH A
RESILIENT WEDGE TYPE GATE VALVE SIZED EQUAL TO THE DIAMETER OF THE NEW WATER
LINE EXTENSION IN ORDER TO PROVIDE A MEANS OF ISOLATION BETWEEN HARNETT REGIONAL
WATER'S EXISTING WATER MAINS AND THE NEW WATER LINE EXTENSIONS UNDER
CONSTRUCTION.
R. ALL WATER MAINS WILL BE CONSTRUCTED WITH SDR-21 PVC PIPE OR CLASS 50 DUCTILE IRON
PIPE RATED FOR AT LEAST 200 PSI OR GREATER. ALL PIPES MUST BE PROTECTED DURING
LOADING, TRANSPORT, UNLOADING, STAGING, AND INSTALLATION. PVC PIPE MUST BE
PROTECTED FROM EXTENDED EXPOSURE TO SUNLIGHT PRIOR TO INSTALLATION.
S. ALL WATER MAINS WILL BE FLUSHED AND DISINFECTED IN STRICT ACCORDANCE WITH THE
STANDARD SPECIFICATIONS OF THE HARNETT REGIONAL WATER. ALL WATER SAMPLES
COLLECTED FOR BACTERIA TESTING WILL BE COLLECTED BY THE HRW UTILITY CONSTRUCTION
INSPECTOR AND TESTED IN THE HRW LABORATORY.
T. ALL FITTINGS LARGER THAN TWO (2") INCHES DIAMETER SHALL BE DUCTILE IRON. HRW
REQUIRES THAT MECHANICAL JOINTS BE ASSEMBLED WITH GRIP RINGS AS "MEGALUG"
FITTINGS ARE NOT APPROVED BY HARNETT REGIONAL WATER FOR PIPE SIZES SMALLER THAN
TWELVE INCHES (12") DIAMETER. PVC PIPE USED FOR WATER MAINS SHALL BE CONNECTED BY
SLIP JOINT OR MECHANICAL JOINT WITH GRIP RINGS. GLUED PIPE JOINTS ARE NOT ALLOWED
ON PVC PIPE USED FOR WATER MAINS IN HARNETT COUNTY.
U. HRW REQUIRES THAT THE UTILITY CONTRACTOR INSTALL TRACER WIRE IN THE TRENCH WITH
ALL WATER LINES. THE TRACER WIRE SHALL BE 12 GA. INSULATED, SOLID COPPER
CONDUCTOR AND IT SHALL BE TERMINATED AT THE TOP OF THE VALVE BOXES OR MANHOLES.
NO SPLICED WIRE CONNECTIONS SHALL BE MADE UNDERGROUND ON TRACER WIRE
INSTALLED IN HARNETT COUNTY. THE TRACER WIRE MAY BE SECURED WITH DUCT TAPE TO
THE TOP OF THE PIPE BEFORE BACKFILLING.
V. THE UTILITY CONTRACTOR WILL PROVIDE PROFESSIONAL ENGINEER (PE) AND THE HRW
UTILITY CONSTRUCTION INSPECTOR WITH A SET OF RED LINE FIELD DRAWINGS TO IDENTIFY
THE INSTALLED LOCATIONS OF THE WATER LINE(S) AND ALL ASSOCIATED SERVICES. ALL
CHANGE ORDERS MUST BE PRE -APPROVED BY HRW AND THE PROFESSIONAL ENGINEER (PE)
IN WRITING AND PROPERLY DOCUMENTED IN THE RED LINE FIELD DRAWINGS.
W. THE UTILITY CONTRACTOR SHALL SPOT DIG TO EXPOSE EACH UTILITY PIPE OR LINE WHICH
MAY CONFLICT WITH CONSTRUCTION OF PROPOSED WATER LINE EXTENSIONS WELL IN
ADVANCE TO VERIFY LOCATIONS OF THE EXISTING UTILITIES. THE UTILITY CONTRACTOR
SHALL PROVIDE BOTH HORIZONTAL AND VERTICAL CLEARANCES TO THE PROFESSIONAL
ENGINEER (PE) TO ALLOW THE PE TO ADJUST THE WATER LINE DESIGN IN ORDER TO AVOID
CONFLICTS WITH EXISTING UNDERGROUND UTILITIES. THE UTILITY CONTRACTOR SHALL
COORDINATE WITH THE UTILITY OWNER AND BE RESPONSIBLE FOR TEMPORARY RELOCATION
AND/OR SECURING EXISTING UTILITY POLES, PIPES, WIRES, CABLES, SIGNS AND/OR UTILITIES
INCLUDING SERVICES IN ACCORDANCE WITH THE UTILITY OWNER REQUIREMENTS DURING
WATER LINE INSTALLATION, GRADING AND STREET CONSTRUCTION.
X. PRIOR TO THE COMMENCEMENT OF ANY WORK WITHIN ESTABLISHED UTILITY EASEMENTS OR
NCDOT RIGHT-OF-WAYS THE UTILITY CONTRACTOR IS REQUIRED TO HAVE A SIGNED NCDOT
ENCROACHMENT AGREEMENT POSTED ON SITE AND NOTIFY ALL CONCERNED UTILITY
COMPANIES IN ACCORDANCE WITH G.S. 87-102. THE UTILITY CONTRACTOR MUST CALL THE NC
ONE CALL CENTER AT 811 OR [phone] TO VERIFY THE LOCATION OF EXISTING UTILITIES
PRIOR TO THE BEGINNING OF CONSTRUCTION. EXISTING UTILITIES SHOWN IN THESE PLANS
ARE TAKEN FROM MAPS FURNISHED BY VARIOUS UTILITY COMPANIES AND HAVE NOT BEEN
PHYSICALLY LOCATED OR VERIFIED BY THE P.E. (I.E. TELEPHONE, CABLE, WATER, SEWER,
ELECTRICAL POWER, FIBER OPTIC, NATURAL GAS, ETC.). THE UTILITY CONTRACTOR WILL BE
RESPONSIBLE TO REPAIR ANY AND ALL DAMAGES TO THE SATISFACTION OF THE RELATED
UTILITY COMPANY.
Y. THE UTILITY CONTRACTOR SHALL PROVIDE HRW WITH AT LEAST ONE (1) FIRE HYDRANT
WRENCH AND ONE (1) BREAK -AWAY FLANGE KIT FOR EVERY SUBDIVISION WITH FIRE
HYDRANTS DEVELOPED IN HARNETT COUNTY. THESE ITEMS MUST BE PROVIDED TO HRW
BEFORE THE FINAL INSPECTION WILL BE SCHEDULED BY THE HRW UTILITY CONSTRUCTION
INSPECTOR. IN ADDITION, THE UTILITY CONTRACTOR SHALL INSTALL A 4" X 4" CONCRETE
VALVE MARKER AT THE EDGE OF THE RIGHT-OF-WAY TO IDENTIFY THE LOCATION OF EACH
GATE VALVE INSTALLED IN THE NEW WATER SYSTEM WITH THE EXCEPTION OF THE FIRE
HYDRANT ISOLATION VALVES. THE CONTRACTOR SHALL MEASURE THE DISTANCE FROM THE
CENTER OF THE CONCRETE MARKER TO THE CENTER OF THE VALVE BOX. THIS DISTANCE (IN
LINEAR FEET) SHALL BE STAMPED ON THE BRASS PLATE LOCATED ON THE TOP OF THE
CONCRETE VALVE MARKER. IN LIEU OF INSTALLING THE CONCRETE VALVE MARKERS, THE
UTILITY CONTRACTOR MAY PROVIDE AT LEAST TWO MEASUREMENTS FROM TWO
INDEPENDENT PERMANENT ABOVE GROUND STRUCTURES TO THE PROFESSIONAL ENGINEER
(PE) IN THE RED LINE DRAWINGS TO IDENTIFY THE VALVE LOCATIONS. THE PROFESSIONAL
ENGINEER (PE) MUST INCLUDE THESE MEASUREMENTS IN THE AS -BUILT RECORD DRAWINGS
SUBMITTED TO HRW.
Z. THE UTILITY CONTRACTOR WILL BE RESPONSIBLE FOR ANY AND ALL REPAIRS DUE TO
LEAKAGE DAMAGE FROM POOR WORKMANSHIP DURING THE ONE (1) YEAR WARRANTY PERIOD
ONCE THE WATER SYSTEM IMPROVEMENTS HAVE BEEN ACCEPTED BY HARNETT REGIONAL
WATER. HARNETT REGIONAL WATER WILL PROVIDE MAINTENANCE AND REPAIRS WHEN
REQUESTED AND BILL THE DEVELOPER AND/OR UTILITY CONTRACTOR IF NECESSARY DUE TO
LACK OF RESPONSE WITHIN 48 HOURS OF NOTIFICATION OF WARRANTY WORK. THE UTILITY
CONTRACTOR WILL BE RESPONSIBLE FOR ANY AND ALL REPAIRS DUE TO DAMAGES
RESULTING FROM FAILURE TO LOCATE THE NEW WATER LINES AND ASSOCIATED
APPURTENANCES FOR OTHER UTILITIES AND THEIR CONTRACTORS UNTIL THE WATER LINES
HAVE BEEN APPROVED BY NCDEQ AND ACCEPTED BY HRW. THE FINAL INSPECTION OF WATER
SYSTEM IMPROVEMENTS CANNOT BE SCHEDULED WITH HRW UNTIL THE STREETS HAVE BEEN
PAVED; THE RIGHTS -OF -WAY AND UTILITY EASEMENTS HAVE BEEN SEEDED AND STABILIZED
WITH AN ADEQUATE STAND OF GRASS IN PLACE TO PREVENT EROSION ISSUES ON SITE.
AA. THE ENGINEER OF RECORD IS RESPONSIBLE TO INSURE THAT CONSTRUCTION IS, AT ALL
TIMES, IN COMPLIANCE WITH ACCEPTED SANITARY ENGINEERING PRACTICES AND APPROVED
PLANS AND SPECIFICATIONS. NO FIELD CHANGES TO THE APPROVED PLANS ARE ALLOWED
WITHOUT PRIOR WRITTEN APPROVAL BY HRW. A COPY OF EACH ENGINEER'S FIELD REPORT IS
TO BE SUBMITTED TO HRW AS EACH SUCH INSPECTION IS MADE ON SYSTEM IMPROVEMENTS
OR TESTING IS PERFORMED BY THE CONTRACTOR. WATER AND SEWER INFRASTRUCTURE
MUST PASS ALL TESTS REQUIRED BY HRW SPECIFICATIONS AND THOSE OF ALL APPLICABLE
REGULATORY AGENCIES. THESE TESTS INCLUDE, BUT ARE NOT LIMITED TO: AIR TEST,
VACUUM TEST, MANDREL TEST, VISUAL TEST, PRESSURE TEST, BACTERIOLOGICAL TEST, ETC.
A HRW INSPECTOR MUST BE PRESENT DURING TESTING AND ALL TEST RESULTS SHALL BE
SUBMITTED TO HRW. ALL TESTS MUST BE SATISFIED BEFORE THE FINAL INSPECTION WILL BE
SCHEDULED WITH THE HRW INSPECTOR. THE ENGINEER OF RECORD MUST REQUEST IN
WRITING TO SCHEDULE THE FINAL INSPECTION ONCE ALL CONSTRUCTION IS COMPLETE. THE
DEVELOPER'S ENGINEER OF RECORD AND THE HRW UTILITY CONSTRUCTION INSPECTOR
SHALL PREPARE A WRITTEN PUNCH LIST OF ANY DEFECTS OR DEFICIENCIES NOTED DURING
THE FINAL INSPECTION, SHOULD ANY EXIST. UPON COMPLETION OF THE PUNCH LIST, THE
DEVELOPER'S ENGINEER OF RECORD WILL SCHEDULE ANOTHER INSPECTION. IN THE EVENT
THE NUMBER OF INSPECTIONS PERFORMED BY THE HRW EXCEEDS TWO, ADDITIONAL FEES
MAY BE ACCESSED TO THE DEVELOPER.
SANITARY SEWER
A. THE PROFESSIONAL ENGINEER (PE) SHALL OBTAIN AND SUPPLY A COPY OF THE SEWER
PERMIT FOR THE CONSTRUCTION AND OPERATION OF THE WASTEWATER COLLECTION
SYSTEM TO THE UTILITY CONTRACTOR BEFORE THE CONSTRUCTION OF THE SANITARY SEWER
LINE, SEWER LIFT STATION AND ASSOCIATED FORCE MAIN SHALL BEGIN. THE UTILITY
CONTRACTOR MUST POST A COPY OF THE SEWER PERMIT ISSUED BY THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) ON SITE PRIOR TO THE START OF
CONSTRUCTION. THE PERMIT MUST BE MAINTAINED ON SITE DURING THE CONSTRUCTION OF
THE SEWER SYSTEM IMPROVEMENTS.
B. THE UTILITY CONTRACTOR SHALL NOTIFY HARNETT REGIONAL WATER (HRW) AND THE
PROFESSIONAL ENGINEER (PE) AT LEAST TWO DAYS PRIOR TO CONSTRUCTION COMMENCING.
THE UTILITY CONTRACTOR MUST SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH MR.
ALAN MOSS, HRW UTILITY CONSTRUCTION INSPECTOR AT LEAST TWO (2) DAYS BEFORE
CONSTRUCTION WILL BEGIN AND THE UTILITY CONTRACTOR MUST COORDINATE WITH HRW
FOR REGULAR INSPECTION VISITATIONS AND ACCEPTANCE OF THE WASTEWATER SYSTEM(S).
CONSTRUCTION WORK SHALL BE PERFORMED ONLY DURING THE NORMAL WORKING HOURS
OF HRW WHICH IS 8:00 AM — 5:00 PM MONDAY THROUGH FRIDAY. HOLIDAY AND WEEKEND
WORK IS NOT PERMITTED BY HRW.
C. THE PROFESSIONAL ENGINEER (PE) SHALL PROVIDE HRW WITH A SET OF NCDEQ APPROVED
PLANS MARKED "RELEASED FOR CONSTRUCTION" AT LEAST TWO DAYS PRIOR TO
CONSTRUCTION COMMENCING. HRW WILL STAMP THE APPROVED PLANS AS "RELEASED FOR
CONSTRUCTION" AND PROVIDE COPIES TO THE UTILITY CONTRACTOR. THE REGISTERED LAND
SURVEYOR (RLS) SHALL STAKE OUT ALL LOT CORNERS AND ESTABLISH GRADE STAKES FOR
THE PROPOSED FINISH GRADE FOR EACH STREET AND SEWER LINE BEFORE THE UTILITY
CONTRACTOR BEGINS CONSTRUCTION OR INSTALLATION OF THE MANHOLES, SANITARY
SEWER GRAVITY LINE(S), SEWER LIFT STATIONS AND/OR SANITARY SEWER FORCE MAIN(S).
THE GRADE STAKES SHOULD BE SET WITH A CONSISTENT OFFSET FROM THE STREET
CENTERLINE SO AS NOT TO INTERFERE WITH THE STREET GRADING OR UTILITY
CONSTRUCTION.
D. THE UTILITY CONTRACTOR SHALL PROVIDE THE HRW UTILITY CONSTRUCTION INSPECTOR
WITH MATERIAL SUBMITTALS AND SHOP DRAWINGS FOR ALL PROJECT MATERIALS PRIOR TO
THE CONSTRUCTION OF ANY GRAVITY SEWER LINE(S), MANHOLE(S), SEWER LIFT STATION(S)
AND ASSOCIATED FORCE MAIN(S) IN HARNETT COUNTY. THE MATERIALS TO BE USED ON THE
PROJECT MUST MEET THE ESTABLISHED SPECIFICATIONS OF HRW AND BE APPROVED BY THE
ENGINEER OF RECORD PRIOR TO CONSTRUCTION. ALL SUBSTANDARD MATERIALS OR
MATERIALS NOT APPROVED FOR USE IN HARNETT COUNTY FOUND ON THE PROJECT SITE
MUST BE REMOVED IMMEDIATELY WHEN NOTIFIED BY THE HRW UTILITY CONSTRUCTION
INSPECTOR.
E. THE SANITARY SEWER LATERAL CONNECTIONS SHOULD BE INSTALLED 90° (PERPENDICULAR)
TO THE SANITARY SEWER GRAVITY LINES WITH SCHEDULE 40 PVC PIPE. HRW REQUIRES THE
UTILITY CONTRACTOR TO PROVIDE THE PROFESSIONAL ENGINEER (PE) WITH ACCURATE
MEASUREMENTS FOR LOCATING SANITARY SEWER SERVICE LATERAL AND ASSOCIATED EACH
SANITARY SEWER CLEAN -OUT. THESE MEASUREMENTS SHOULD BE TAKEN FROM THE
NEAREST DOWNSTREAM MANHOLE UP ALONG THE SANITARY SEWER MAIN TO THE IN -LINE WYE
FITTING (OR TAPPING SADDLE) AND THEN ANOTHER MEASUREMENT FROM THE IN -LINE WYE
FITTING (OR TAPPING SADDLE) TO THE 4" X 4" LONG SWEEP COMBINATION WYE FITTING AT THE
BOTTOM OF THE SEWER CLEAN -OUT STACK. THESE FIELD MEASUREMENTS MUST BE
PROVIDED TO THE PROFESSIONAL ENGINEER (PE) IN THE RED LINE DRAWINGS FROM THE
UTILITY CONTRACTOR FOR PROPER DOCUMENTATION IN THE AS -BUILT RECORD DRAWINGS
SUBMITTED TO HRW.
F. THE UTILITY CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE THE NEWLY INSTALLED
SANITARY SEWER GRAVITY LINE(S), SANITARY SEWER FORCE MAIN(S), SANITARY SEWER
SERVICE LATERAL(S) AND ALL ASSOCIATED SEWER CLEAN-OUT(S) IN THE PROPOSED
SANITARY SEWER SYSTEM FOR OTHER UTILITY COMPANIES AND THEIR CONTRACTORS UNTIL
THE NEW SANITARY SEWER LINE(S) AND ASSOCIATED APPURTENANCES HAVE BEEN
APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ)
AND ACCEPTED BY HRW. ALL NEW SANITARY SEWER LINES MUST HAVE AT LEAST THREE (3 FT.
) FEET OF COVER AND EXTEND UNDER ALL EXISTING WATER MAIN AND STORM WATER LINES
WITH A LEAST 24" OF VERTICAL CLEARANCE BELOW THE BOTTOM OF THE EXISTING WATER
MAIN AND STORM WATER LINES.
G. THE SANITARY SEWER GRAVITY LINE(S), MANHOLE(S), SANITARY SEWER SERVICE LATERAL(S)
AND ASSOCIATED CLEAN-OUT(S) SHALL BE CONSTRUCTED IN STRICT ACCORDANCE WITH THE
STANDARD SPECIFICATIONS OF THE HARNETT REGIONAL WATER. THE SANITARY SEWER
GRAVITY LINE(S) MUST PNEUMATICALLY PRESSURE TESTED WITH COMPRESSED AIR AT 5 PSI
AND THE SANITARY SEWER FORCE MAIN(S) MUST HYDROSTATICALLY PRESSURE TESTED WITH
WATER OR AIR AT 200 PSI. SANITARY SEWER MANHOLES MUST BE VACUUM TESTED TO 10
INCHES OF MERCURY AND CANNOT DROP BELOW 9 INCHES IN 60 SECONDS FOR 4 FT.
DIAMETER MANHOLES, 75 SECONDS FOR 5 FT. DIAMETER MANHOLES. ALL TESTS MENTIONED
ABOVE MUST BE WITNESSED BY THE HRW UTILITY CONSTRUCTION INSPECTOR AND ENGINEER.
H. PRIOR TO ACCEPTANCE, ALL SEWER SERVICE LATERALS WILL BE INSPECTED TO INSURE THAT
THEY ARE INSTALLED AT THE PROPER DEPTH. ALL SEWER CLEAN -OUTS MUST BE INSTALLED
SO THE 4" X 4" LONG SWEEP COMBINATION WYE IS AT LEAST THREE (3') FEET BUT NO MORE
THAN FOUR (4') FEET BELOW THE FINISH GRADE UNLESS OTHERWISE APPROVED IN WRITING
BY HRW. THE SEWER CLEANOUTS SHALL HAVE A FOUR (4") SCHEDULE 40 PVC PIPE STUBBED
UP FROM BOTH ENDS OF THE 4" X 4" LONG SWEEP COMBINATION WYE TO BE AT LEAST TWO (2')
FEET ABOVE THE FINISH GRADE AND COVER EACH END WITH A FOUR (4") INCH TEMPORARY
CAP TO KEEP OUT DIRT, SAND, ROCKS, WATER AND CONSTRUCTION DEBRIS. THE VERTICAL
STACK ON EACH CLEAN -OUT MUST BE PROVIDED WITH A CONCRETE DONUT FOR PROTECTION.
I. ONCE THE SANITARY SEWER GRAVITY LINE(S) HAVE BEEN INSTALLED, PNEUMATICALLY
PRESSURE TESTED AND IN PLACE FOR AT LEAST 30 DAYS, THE UTILITY CONTRACTOR MUST
CONTACT THE HRW UTILITY CONSTRUCTION INSPECTOR TO WITNESS THE MANDREL TEST ON
EACH PVC SANITARY SEWER GRAVITY LINE. THE UTILITY CONTRACTOR WILL NOTIFY HRW TO
SCHEDULE THE MANDREL TESTING. THE MANDREL AND PROVING RING MUST BE SUPPLIED BY
THE UTILITY CONTRACTOR. CLOSED CIRCUIT VIDEO CAMERA INSPECTIONS (AT THE UTILITY
CONTRACTOR'S EXPENSE) MAY BE REQUIRED BY THE HRW UTILITY CONSTRUCTION
INSPECTOR IF THE MANDREL AND MIRROR TAMPING TESTING CANNOT BE COMPLETED WITH
SATISFACTORY RESULTS. THE SANITARY SEWER LINES SHOULD BE FLUSHED CLEAN USING A
SEWER BALL OF THE PROPER DIAMETER BEFORE ANY MANDREL TESTING CAN BE PERFORMED.
THE UTILITY CONTRACTOR IS RESPONSIBLE TO REMOVE ALL DIRT, SAND, SILT, GRAVEL, MUD
AND DEBRIS FROM THE NEWLY CONSTRUCTED SEWER LINES EXERCISING CARE TO KEEP THE
HARNETT REGIONAL WATER'S EXISTING SANITARY SEWER SYSTEMS CLEAN. SANITARY SEWER
FORCE MAIN(S) SHALL BE PRESSURE TESTED TO 200 PSI FOR AT LEAST 2 HOURS LIKE WATER
LINES.
J. THE UTILITY CONTRACTOR SHALL BE RESPONSIBLE TO LOCATE THE NEWLY INSTALLED
SANITARY SEWER SYSTEM(S) FOR OTHER UTILITY COMPANIES AND THEIR CONTRACTORS
UNTIL THE NEW SANITARY SEWER SYSTEM(S) HAVE BEEN APPROVED BY THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) AND ACCEPTED BY HRW.
K. HRW REQUIRES THAT THE UTILITY CONTRACTOR INSTALL TRACER WIRE IN THE TRENCH WITH
ALL SANITARY SEWER FORCE MAINS. THE TRACER WIRE SHALL BE 12 GA. INSULATED, SOLID
COPPER CONDUCTOR AND IT SHALL BE TERMINATED AT THE TOP OF THE VALVE BOXES OR
MANHOLES. NO SPLICED WIRE CONNECTIONS SHALL BE MADE UNDERGROUND ON TRACER
WIRE INSTALLED IN HARNETT COUNTY. THE TRACER WIRE MAY BE SECURED WITH DUCT TAPE
TO THE TOP OF THE PIPE BEFORE BACKFILLING. THE TRACER WIRE IS NOT REQUIRED FOR THE
GRAVITY SEWER LINE(S) BETWEEN MANHOLES.
L. THE UTILITY CONTRACTOR SHALL PROVIDE THE PROFESSIONAL ENGINEER (PE) AND HRW
UTILITY CONSTRUCTION INSPECTOR WITH A SET OF RED LINE DRAWINGS IDENTIFYING THE
COMPLETE SEWER SYSTEM INSTALLED FOR EACH PROJECT. THE RED LINE DRAWINGS
SHOULD IDENTIFY THE MATERIALS, PIPE SIZES AND APPROXIMATE DEPTHS OF THE SEWER
LINES AS WELL AS THE INSTALLED LOCATIONS OF THE MANHOLE(S), SANITARY SEWER
GRAVITY LINE(S), SANITARY SEWER SERVICE LATERALS, CLEAN -OUTS, SEWER LIFT STATION(S)
AND ASSOCIATED FORCE MAIN(S). THE RED LINE DRAWINGS SHOULD CLEARLY IDENTIFY ANY
DEVIATIONS FROM THE NCDEQ APPROVED PLANS. ALL CHANGE ORDERS MUST BE APPROVED
BY HRW AND THE PROFESSIONAL ENGINEER (PE) IN WRITING AND PROPERLY DOCUMENTED IN
THE RED LINE FIELD DRAWINGS.
M. PRIOR TO THE COMMENCEMENT OF ANY WORK WITHIN ESTABLISHED UTILITY EASEMENTS OR
NCDOT RIGHT-OF-WAYS THE UTILITY CONTRACTOR IS REQUIRED TO NOTIFY ALL CONCERNED
UTILITY COMPANIES IN ACCORDANCE WITH G.S. 87-102. THE UTILITY CONTRACTOR MUST CALL
THE NC ONE CALL CENTER AT 811 OR [phone] TO VERIFY THE LOCATION OF EXISTING
UTILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. EXISTING UTILITIES SHOWN IN THESE
PLANS ARE TAKEN FROM MAPS FURNISHED BY VARIOUS UTILITY COMPANIES AND HAVE NOT
BEEN PHYSICALLY LOCATED BY THE P.E. (I.E. TELEPHONE, CABLE, WATER, SEWER, ELECTRICAL
POWER, FIBER OPTIC, NATURAL GAS, ETC.).
N. THE UTILITY CONTRACTOR SHALL SPOT DIG TO EXPOSE EACH EXISTING UTILITY PIPE OR LINE
WHICH MAY CONFLICT WITH CONSTRUCTION OF PROPOSED SANITARY SEWER LINE
EXTENSIONS WELL IN ADVANCE TO VERIFY LOCATIONS OF THE EXISTING UTILITIES. THE
UTILITY CONTRACTOR SHALL PROVIDE BOTH HORIZONTAL AND VERTICAL CLEARANCES TO THE
PROFESSIONAL ENGINEER (PE) TO ALLOW THE PE TO ADJUST THE SANITARY SEWER LINE
DESIGN IN ORDER TO AVOID CONFLICTS WITH EXISTING UNDERGROUND UTILITIES. THE
UTILITY CONTRACTOR SHALL COORDINATE WITH THE UTILITY OWNER AND BE RESPONSIBLE
FOR TEMPORARY RELOCATION OF EXISTING UTILITIES AND/OR SECURING EXISTING UTILITY
POLES, PIPES, WIRES, CABLES, SIGNS AND/OR UTILITIES INCLUDING SERVICES IN
ACCORDANCE WITH THE UTILITY OWNER'S REQUIREMENTS DURING SANITARY SEWER LINE
INSTALLATION, GRADING AND STREET CONSTRUCTION.
O. WHEN MAKING A TAP ON AN EXISTING SEWER FORCE MAIN, THE UTILITY CONTRACTOR MUST
HAVE A PERMIT FROM THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
(NCDEQ) PRIOR TO BEGIN THE TAP WORK. THE UTILITY CONTRACTOR SHALL CONDUCT A
PNEUMATIC PRESSURE TEST USING COMPRESSED AIR OR OTHER INERT GAS ON THE
STAINLESS STEEL TAPPING SLEEVE AND GATE VALVE PRIOR TO MAKING THE TAP ON AN
EXISTING SANITARY SEWER FORCE MAIN. THIS PNEUMATIC PRESSURE TEST MUST BE
WITNESSED BY THE HRW UTILITY CONSTRUCTION INSPECTOR. THE UTILITY CONTRACTOR
SHALL USE ROMAC BRAND STAINLESS STEEL TAPPING SLEEVE(S) OR APPROVED EQUAL FOR
ALL TAPS MADE ON SANITARY SEWER FORCE MAINS IN HARNETT COUNTY. THE UTILITY
CONTRACTOR SHALL USE ROMAC BRAND STYLE "CB" SEWER SADDLES WITH STAINLESS STEEL
BANDS OR APPROVED EQUAL FOR ALL TAPS MADE ON EXISTING SANITARY SEWER GRAVITY
LINES IN HARNETT COUNTY.
P. THE UTILITY CONTRACTOR SHALL PROVIDE A GREASE TRAP FOR EACH SANITARY SEWER
SERVICE LATERAL THAT WILL BE CONNECTED TO A RESTAURANT, FOOD PROCESSING FACILITY
AND ANY OTHER COMMERCIAL OR INDUSTRIAL FACILITY AS REQUIRED BY THE HARNETT
COUNTY FAT, OIL & GREASE ORDINANCE. THE GREASE TRAP MUST BE RATED FOR A MINIMUM
CAPACITY OF AT LEAST 1,000 GALLONS UNLESS OTHERWISE APPROVED IN WRITING BY THE
HRW PRE-TREATMENT COORDINATOR. GARBAGE DISPOSALS SHOULD NOT BE INSTALLED IN
HOMES AND BUSINESSES THAT DISCHARGE WASTEWATER TO THE HARNETT REGIONAL
WATER'S SANITARY SEWER SYSTEM AS THEY ARE NOT APPROVED BY HRW.
Q. EACH SEWER LIFT STATION MUST BE PROVIDED WITH THREE PHASE POWER (AT LEAST 480
VOLTS) AND CONSTRUCTED TO MEET THE MINIMUM REQUIREMENTS OF THE LATEST VERSION
OF THE NATIONAL ELECTRICAL CODE (NEC) AND HARNETT REGIONAL WATER STANDARD
SPECIFICATIONS AND DETAILS. IF THREE PHASE POWER IS NOT AVAILABLE FROM THE POWER
COMPANY OTHER ARRANGEMENTS MUST BE APPROVED BY HRW ENGINEERING PRIOR TO THE
START OF CONSTRUCTION.
R. WHERE A NEW SANITARY SEWER FORCE MAIN IS CONNECTED TO AN EXISTING MANHOLE IN
THE HARNETT REGIONAL WATER SEWER COLLECTIONS SYSTEM, THE UTILITY CONTRACTOR
MUST PROVIDE A PROTECTIVE COATING (COAL TAR EPDXY) FOR THE INTERIOR SURFACES OF
THE MANHOLE TO PROTECT IT AGAINST CORROSION, EROSION AND DETERIORATION FROM
THE RELEASE OF SEWER GASES SUCH AS METHANE AND HYDROGEN SULFIDE.
S. THE SEWER LIFT STATION DESIGN AND ASSOCIATED EQUIPMENT MUST MEET OR EXCEED THE
MINIMUM REQUIREMENTS FOR HARNETT COUNTY SEWER LIFT STATIONS 2009 EDITION. EACH
SANITARY SEWER LIFT STATION MUST BE CONSTRUCTED WITH AN ALL-WEATHER ACCESS
ROAD THAT IS AT LEAST 20 FEET WIDE. THE LIFT STATION SITE MUST BE COVERED WITH WEED
BLOCKING MATERIAL AND AT LEAST SIX (6") INCHES OF # 57 STONE (CRUSH AND RUN).
T. ONCE A SEWER LIFT STATION HAS BEEN INSTALLED, THE UTILITY CONTRACTOR IS
RESPONSIBLE TO SCHEDULE A DRAW DOWN TEST WITH HRW ENGINEERING AND COLLECTIONS
STAFF, THE PROFESSIONAL ENGINEER (PE), THE ELECTRICIAN, THE ORIGINAL EQUIPMENT
MANUFACTURER'S (OEM) REPRESENTATIVES [FOR BOTH THE PUMPS AND THE GENERATOR].
THIS DRAW DOWN TEST MUST BE COMPLETED WITH POWER SUPPLIED FROM THE ELECTRICAL
UTILITY COMPANY AND WITH POWER SUPPLIED BY THE EMERGENCY GENERATOR WITH
SATISFACTORY RESULTS BEFORE FINAL INSPECTIONS ARE CONDUCTED BY THE HRW UTILITY
CONSTRUCTION INSPECTOR.
U. ONCE THE UTILITY CONTRACTOR COMPLETES THE INSTALLATION OF A SEWER LIFT STATION,
THE PROFESSIONAL ENGINEER (PE) MUST SUBMIT THE SEWER PERMIT CERTIFICATION AND
AS -BUILT RECORD DRAWINGS TO THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
QUALITY (NCDEQ) AND HRW FOR FINAL APPROVAL. THE UTILITY CONTRACTOR MUST SUPPLY
HRW ENGINEERING STAFF WITH THREE ORIGINAL OPERATION & MAINTENANCE (O&M) MANUALS
ALONG WITH THE ASSOCIATED PUMP CURVES AND ELECTRICAL SCHEMATICS FOR THE
ASSOCIATED SEWER LIFT STATION EQUIPMENT INCLUDING ALL WARRANTY INFORMATION AND
DOCUMENTATION.
V. ONCE THE UTILITY CONTRACTOR COMPLETES THE INSTALLATION OF A SEWER LIFT STATION,
THE DEVELOPER MUST PAY HRW THE ESTABLISHED SYSTEM CONTROL AND DATA ACQUISITION
(SCADA) FEES BEFORE THE SCADA SYSTEM WILL BE INSTALLED AT THE NEW SEWER LIFT
STATION. THE SCADA SYSTEM MUST BE INSTALLED AND OPERATIONAL BEFORE THE UTILITIES
MAY BE ACCEPTED BY HRW AND PLACED INTO OPERATION.
W. HRW REQUIRES THE UTILITY CONTRACTOR TO PROVIDE ALL NECESSARY EQUIPMENT AND
DEVICES FOR THE TESTING AND INSPECTION OF THE SANITARY SEWER SYSTEM. THE
EQUIPMENT AND DEVICES MAY INCLUDE BUT NOT LIMITED TO LAMPING WITH MIRRORS,
MANDRELS, SEWER BALLS, PLUGS, AIR COMPRESSORS AND ASSOCIATED COMPRESSED AIR
LINES. IF THE HRW UTILITY CONSTRUCTION INSPECTOR DEEMS THAT A CLOSED CIRCUIT
VIDEO CAMERA INSPECTION OF THE NEWLY CONSTRUCTED SEWER SYSTEM IS NECESSARY,
THEN ALL COSTS FOR THE CLOSED CIRCUIT CAMERA INSPECTION WILL BE THE
RESPONSIBILITY OF THE UTILITY CONTRACTOR. ALL CLOSED CIRCUIT VIDEO CAMERA
INSPECTIONS MUST BE RECORDED ON VHS TAPES THAT WILL RELEASED TO HRW FOR RECORD
KEEPING, REVIEW AND APPROVAL OF THE SEWER SYSTEM.
X. ANY USE OF SEWER PLUGS TO TEMPORARILY BLOCK HARNETT REGIONAL WATER'S EXISTING
SANITARY SEWER LINES MUST BE COORDINATED WITH THE HRW COLLECTIONS SUPERVISOR
AT LEAST TWO (2) DAYS IN ADVANCE OF INSTALLING THE PLUGS. THE SEWER PLUGS MUST BE
REMOVED AS SOON AS POSSIBLE ONCE THE NEW SANITARY SEWER LINES HAVE BEEN
INSPECTED, PRESSURE TESTED, MANDREL TESTED, APPROVED BY THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) AND ACCEPTED BY HRW TO ALLOW THE
SEWER TO FLOW AS DESIGNED IN HARNETT REGIONAL WATER'S EXISTING SANITARY SEWER
LINES OR WHEN SO ORDERED BY THE HRW COLLECTIONS SUPERVISOR TO LIMIT
INTERRUPTIONS TO THE NORMAL FLOW OF THE SANITARY SEWER COLLECTION SYSTEM(S).
THE UTILITY CONTRACTOR MUST PROVIDE THE PUMPS HOSES AND NECESSARY CONNECTORS
FOR A TEMPORARY PUMP AROUND SETUP IF REQUIRED BY THE HRW COLLECTIONS
SUPERVISOR. MR. RANDOLPH CLEGG, HRW COLLECTIONS SUPERVISOR MAY BE CONTACTED
BETWEEN 8:00 AM AND 5:00 PM MONDAY THROUGH FRIDAY AT [phone] EXTENSION 3241.
Y. THE UTILITY CONTRACTOR WILL BE RESPONSIBLE FOR ANY AND ALL REPAIRS DUE TO
LEAKAGE OR DAMAGE RESULTING FROM POOR WORKMANSHIP DURING THE ONE (1) YEAR
WARRANTY PERIOD ONCE THE SEWER SYSTEM IMPROVEMENTS HAVE BEEN APPROVED BY
THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) AND ACCEPTED
BY HRW. THE UTILITY CONTRACTOR WILL BE RESPONSIBLE FOR ANY AND ALL REPAIRS DUE TO
DAMAGES RESULTING FROM FAILURE TO LOCATE THE NEW SANITARY SEWER LINES AND
ASSOCIATED APPURTENANCES FOR OTHER UTILITIES AND THEIR CONTRACTORS UNTIL THE
SANITARY SEWER LINES HAVE BEEN APPROVED BY NCDEQ AND ACCEPTED BY HRW. HRW
WILL PROVIDE MAINTENANCE AND WARRANTY REPAIRS IF NECESSARY DUE TO LACK OF
RESPONSE WITHIN 48 HOURS OF NOTIFICATION OF WARRANTY WORK. HRW WILL INVOICE THE
DEVELOPER AND/OR UTILITY CONTRACTOR FOR MATERIALS AND LABOR IN SUCH CASES.
Z. IN DEVELOPMENTS AND PROJECTS THAT REQUIRE UTILITY EASEMENTS TO BE ESTABLISHED
FOR FUTURE HRW RIGHT-OF-WAY, THE REGISTERED LAND SURVEYOR (RLS) MUST PROVIDE
THE HRW RIGHT-OF-WAY AGENT WITH AN OFFICIAL COPY OF THE RECORDED PLAT AND LEGAL
DESCRIPTION OF THE SAID EASEMENT AS RECORDED WITH THE HARNETT COUNTY REGISTER
OF DEEDS. THE RECORDED DOCUMENTS MUST BE PROVIDED TO THE HRW RIGHT-OF-WAY
AGENT BEFORE THE UTILITY IMPROVEMENTS WITHIN THE SAID EASEMENT CAN BE PLACED
INTO OPERATION. ANY AND ALL EASEMENTS THAT MUST BE OBTAINED FROM ADJOINING
PROPERTY OWNERS MUST BE PROVIDED TO HRW BY THE DEVELOPER AT NO COST TO
HARNETT COUNTY. THE FINAL INSPECTION OF ALL SANITARY SEWER SYSTEM IMPROVEMENTS
CANNOT BE SCHEDULED WITH HRW UNTIL THE STREETS HAVE BEEN PAVED; THE
RIGHTS -OF -WAY AND UTILITY EASEMENTS HAVE BEEN SEEDED AND STABILIZED WITH AN
ADEQUATE STAND OF GRASS IN PLACE TO PREVENT EROSION ISSUES ON SITE.
AA. THE ENGINEER OF RECORD IS RESPONSIBLE TO INSURE THAT CONSTRUCTION IS, AT ALL
TIMES, IN COMPLIANCE WITH ACCEPTED SANITARY ENGINEERING PRACTICES AND APPROVED
PLANS AND SPECIFICATIONS. NO FIELD CHANGES TO THE APPROVED PLANS ARE ALLOWED
WITHOUT PRIOR WRITTEN APPROVAL BY HRW. A COPY OF EACH ENGINEER'S FIELD REPORT IS
TO BE SUBMITTED TO HRW AS EACH SUCH INSPECTION IS MADE ON SYSTEM IMPROVEMENTS
OR TESTING IS PERFORMED BY THE CONTRACTOR. WATER AND SEWER INFRASTRUCTURE
MUST PASS ALL TESTS REQUIRED BY HRW SPECIFICATIONS AND THOSE OF ALL APPLICABLE
REGULATORY AGENCIES. THESE TESTS INCLUDE, BUT ARE NOT LIMITED TO: AIR TEST,
VACUUM TEST, MANDREL TEST, VISUAL TEST, PRESSURE TEST, BACTERIOLOGICAL TEST, ETC.
A HRW INSPECTOR MUST BE PRESENT DURING TESTING AND ALL TEST RESULTS SHALL BE
SUBMITTED TO HRW. ALL TESTS MUST BE SATISFIED BEFORE THE FINAL INSPECTION WILL BE
SCHEDULED WITH THE HRW INSPECTOR. THE ENGINEER OF RECORD MUST REQUEST IN
WRITING TO SCHEDULE THE FINAL INSPECTION ONCE ALL CONSTRUCTION IS COMPLETE. THE
DEVELOPER'S ENGINEER OF RECORD AND THE HRW UTILITY CONSTRUCTION INSPECTOR
SHALL PREPARE A WRITTEN PUNCH LIST OF ANY DEFECTS OR DEFICIENCIES NOTED DURING
THE FINAL INSPECTION, SHOULD ANY EXIST. UPON COMPLETION OF THE PUNCH LIST, THE
DEVELOPER'S ENGINEER OF RECORD WILL SCHEDULE ANOTHER INSPECTION. IN THE EVENT
THE NUMBER OF INSPECTIONS PERFORMED BY THE HRW EXCEEDS TWO, ADDITIONAL FEES
MAY BE ACCESSED TO THE DEVELOPER.
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EXISTING CONTOUR
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EXISTING PROPERTY LINE
POWER LINE EASEMENT
GAS LINE EASEMENT
EXISTING WETLANDS
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6i
LINE
TABLE
LINE
BEARING
LENGTH
L35
S38°17'46"E
156.95'
L36
S38°17'46"E
21.42'
L37
N82°51'47"W
7.76'
L38
S73°54'10"W
32.00'
L39
S4°54'14'E
32.35'
L 40
S62 °5734 "W
16.13'
L41
S7°03'15"W
20.60'
L42
S58°30'55"E
5710'
L43
S44 °4534 "E
12.42'
L44
S1 °2121 "E
26.34'
L45
S72°30'10"E
60.11'
L46
S14°4123"E
22.48'
L47
S7°29'S0"W
7.83'
L48
S65°15'40"W
25.74'
L49
S36°55'46"E
20.58'
L50
S74°48'42"E
39.12'
L51
S39°4931 "E
34.23'
L52
S26°13'16"W
14.10'
L53
S20°3234 "W
6.79'
L54
S33°38'10"E
4.70'
LINE TABLE
LINE
BEARING
LENGTH
L 135
N63°2236"E
12.59'
L 136
S47°18 58'E
36.96'
L 137
S45°5227"E
22.10'
L 138
S58°OS'S4 "E
16.43'
L 139
S6°28'OS"W
28.12'
L 140
S 1 ° 13'09"E
23.45'
L 141
S2°32'S5"W
43.25'
L 142
S 13°16'S5"E
34.65'
L 143
S 12° 16'35"W
47.00'
L 144
S28°41'41 "E
27.67'
L 145
SO°28'49"E
57.47'
L 146
S24 °50'OS "W
11.30'
L 147
S38 °48 25"W
25.23'
L 148
S6°22'04 "W
18.92'
L 149
S24 °00'36"W
59.12'
L 150
S9°2322"W
18.85'
L 151
S35°3329"W
20.79'
L 152
S2°53'S6"W
21.57'
L 153
S32°1725"W
35.98'
L 154
S 10°0923"W
32.42'
LINE TABLE
LINE
BEARING
LENGTH
L55
S57°14'12"E
5.51'
L56
S84 °28'14 "E
19.29'
L57
S45°30'S6"E
14.63'
L58
S47°31'40"W
21.24'
L59
S14°29'16"W
20.49'
L60
S27°58'14 "E
8.82'
L61
S54 °32'15"E
19.18'
L62
S69°1724"E
21.05'
L63
SS°44'15"E
32.79'
L64
S30°34 22"E
13.55'
L65
S36°47'09"W
41.09'
L66
S9°42'48"E
27.02'
L67
SS°23'10"W
13.56'
L68
S58°57'42"E
16.64'
L69
S61 2123"W
32.92'
L70
S19°3927"E
21.36'
L71
S42°1647'E
21.62'
L72
S43°55'S4 "W
36.19'
L73
S88°3229"W
19.97'
L74
S61 °43'15"W
15.30'
LINE TABLE
LINE
BEARING
LENGTH
L 155
S22 °33'S5"W
42.55'
L 156
S25°0925"W
62.04'
L 157
S16°59'13"W
62.55'
L 158
S58°57'S3"W
77.87'
L 159
S40 °32'49"W
59.33'
L 160
S16°12'49"W
15.21'
L 162
S39°11'S6"W
64.83'
L 163
N12°38'S8"W
23.88'
L 169
S32°16'05"E
30.18'
L 170
S46°41 'S3"W
57.01 '
L 171
S43 °00'S5"W
55.34'
L 172
S39°29'S7"W
59.82'
L 173
S35°54'49"W
49.72'
L 174
S32°33'48"W
57.63'
L 175
S30 °41 'S4 "W
47.48'
L 176
N53°03'07"W
30.33'
L 186
N25°19'35"E
19.92'
L 187
N71 °07'42"W
45.89'
L 188
S89°11'02"W
42.81'
L 189
N67°46'41 "W
40.09'
LINE TABLE
LINE
BEARING
LENGTH
L75
S39°02'34 "W
7.96'
L 76
S 15° 11 '02"E
34.30'
L77
S55°0625"E
15.52'
L78
S64°50'12"E
13.61'
L79
S34°21'49"E
15.86'
L80
S6°0520"E
16.61'
L81
S17°50'01 "E
32.94'
L82
S54 °21 '31 "W
13.39'
L83
S2°03'S6"W
31.05'
L84
S 14 °25'05"E
41.92'
L85
S47°19'17"E
29.09'
L86
S42°5522"E
18.32'
L87
N48°36'S5"E
25.35'
L88
S43°2535"E
34.01'
L89
S 12°00'S4 "E
25.90'
L90
S43 °51 '18"E
27.38'
L91
S22°14'49"W
23.23'
L92
S 14 °06'32"E
25.40'
L93
S6°43'21 "W
52.92'
L94
S24 °3124 "E
23.71 '
LINE TABLE
LINE
BEARING
LENGTH
L 190
N76°5028"W
88.63'
L 191
N70°11'30"W
54.55'
L 192
N16°1621 "W
42.01'
L 193
N19°5839"W
69.76'
L 194
N35°38'15"W
39.98'
L 195
N28°17'40"W
48.59'
L 196
N45°14'S5"W
42.41'
L 197
N29°56'19"W
41.15'
L 198
N45°25'S6"W
33.99'
L 199
N20°4929"W
23.55'
L200
N36°37'16"W
65.77'
L201
N89°27'19"W
26.40'
L202
N23 °37'35"W
41.00'
L203
N37° 14 24 "W
121.48'
L204
N22°OZ'37"W
31.66'
L205
N24°46'45"E
70.49'
L206
N44°24'11 "W
55.48'
L207
N1 °00'01 "W
88.84'
L208
N 13 °30 56"W
59.83'
L209
N32°30'40"W
29.38'
LINE TABLE
LINE
BEARING
LENGTH
L95
S7°OS'41 "W
9.66'
L96
S55°34'02"W
14.51'
L97
S15°52'13"W
17.31'
L98
S 1 °21 'S5"E
32.86'
L99
S36°4822"E
23.38'
L 100
S52 °51 '37"E
20.53'
L 101
N43°32'13"E
23.59'
L 102
S86°5637"E
36.49'
L 103
S58°3721'E
11.60'
L 104
S29°16'32"W
25.60'
L 105
S73°52'S8"W
16.41'
L 106
S 11 °1728"E
20.27'
L 107
S 12°53'47"W
37.51 '
L 108
S9°50'02"E
9.12'
L 109
S29°3838"W
11.10'
L 110
S85°13'15"W
17.31'
L 111
S53°40'03"W
29.76'
L 112
S27°00'09"E
18.02'
L 113
S5°44'05"E
14.33'
L 114
S30°0220"W
12.61'
LINE TABLE
LINE
BEARING
LENGTH
L210
N18 °0T 19"W
46.30'
L211
N13°58'30"W
70.33'
L212
N18°15'40"W
45.29'
L213
N13°1632"W
31.00'
L214
N9°49'05"W
49.85'
L215
N16°08'S1 "W
57.61'
L216
N12°43'11 "W
94.37'
L217
N10°35'S1 "W
102.26'
L218
N6°07'44 "W
52.79'
L219
N1 °00'37"W
58.88'
L220
N8°31'S0"W
81.34'
L221
N13°45'21 "W
62.25'
L222
N19°08'30"W
73.03'
L223
N13°57'41 "W
70.94'
L224
N10°11'23"W
85.48'
L225
N12°38'S9"W
41.27'
L226
N17°15'23"W
59.91'
L227
N16°30'33"W
45.54'
L228
N9°21'12"W
32.00'
L229
N10°11'S7"W
3758'
LINE TABLE
LINE
BEARING
LENGTH
L 115
N88°47'43"W
11.11'
L 116
S42°4527"W
31.33'
L 117
S52°4157"W
2710'
L 118
S35°33'43"E
20.71'
L 119
S 14 °09 45'E
34.12'
L 120
S30°36'49'E
16.94'
L 121
S87°24'11 "E
11.73'
L 122
N63 °3122"E
13.40'
L 123
N76°4729"E
10.69'
L 124
S37°01'S0"E
24.47'
L 125
S 13 °44 25"W
7.28'
L 126
S46°57'08"W
17.44'
L 127
S 15°13'14 "E
27.58'
L 128
S30 °03'04 "W
25.98'
L 129
S55°07'18"W
21.96'
L 130
S19°26'14"W
8.46'
L 131
S20 °56'04 "E
15.93'
L 132
S30 °3726"W
1521 '
L 133
SO°49'45"E
13.47'
L 134
S29°14'14'E
18.45'
LINE TABLE
LINE
BEARING
LENGTH
L230
N23°0923"W
19.23'
L231
N16°38'13"W
29.75'
L232
N 13 °35'37"W
57.76'
L233
N18°10'06"W
51.15'
L234
NO°09'45"E
19.45'
L235
N17°16'43"W
43.46'
L236
N19°58'19"E
7.73'
L237
N 19 °06'S3 "W
55.78'
L238
N19°06'S3"W
12.10'
L239
N15°09'30"W
57.80'
L

OPEN SPACE
OS 1
8,938
SF
0.21
AC
OS 2
695,150
SF
15.96
AC
OS 3
27,177
SF
0.62
AC
OS 4
64,481
SF
1.48
AC
OS 5
90,312
SF
2.07
AC
OS 6
9,122
SF
0.21
AC
OS 7
408,971
SF
9.39
AC
OS 8
630,902
SF
14.48
AC
OS 9
104,079
SF
2.39
AC
TOTAL
2,039,130
SF
46.81
AC
PHASE TABLE
PHASE 1
30 LOTS
9.16 AC
PHASE 2
57 LOTS
21.11 AC
PHASE 3
46 LOTS
16.00 AC
PHASE 4
97 LOTS
25.12 AC
NOTE: ALL OPEN
SPACE TO BE RECORDED IN PHASE 1
STREET DATA
SILVER MAPLE DRIVE
3,843 LF
50' R/W, 29' B-B
WINTERBERRY WAY
2,274 LF
50' R/W, 29' B-B
BLUE ASPEN DRIVE
2,482 LF
50' R/W, 29' B-B
PAPER BIRCH WAY
1,214 LF
50' R/W, 29' B-B
PINK DOGWOOD WAY
553 LF
50' R/W, 29' B-B
RED CEDAR WAY
2,753 LF
50' R/W, 29' B-B
MISTYWOOD DRIVE
176 LF
50' RAN, 29' B-B
"*THIS DEVELOPMENT WAS APPROVED USING THE
COMPATIBILITY DESIGN CONCEPT.
**NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
LEGEND
N/F
BRYAN WILLIAMS &
BRYAN WENDY L
P/N: 0653-89-3480
OB 1050 PG 0573
N/F
LEE SADIE WILSON
PIN: 0653-88-5683
DB 1012 PG 0563
/
/
/
/ 59
58
57
/
56
N
OS 7
411,604 SF
9.45 AC
,/�/� 134 \ 135 I 136 I 137
132
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✓ y y y y y y \ \ \ CARR ERNEST JR &
y y y y y y y v ANGLIN ✓ER/ANNE
PIN. 0653-86-2569
`Y `Y `Y `L `Y DB 2195 PG O106
� y y y y y y
\ y y y y y y �b
`L `Y `L
IL IL IY
IL IL IY
y- - - ------ �-
178 \ �
616,476 SF
14.15 AC
V/
CLINE DOUGLAS B
7� & CLINEAMANDA L
/ 157 ,60
60 61 62
149 \
I I \ \ 151
55 / " � 107 108 109 I I 110 \
111112
\ \
/ 105 - 952
165
PIN. 0653-76-7339
OB 3199 PG 0072
3 \
SCM #3
20' ADJACENT
PROPERTY
SCM #4 \ 1 > EASEMENT
( 153 / \ le
4 \ 147
/ 53 / OS 1
2 306 SF 93 96 \ G 167 \ \
92 154 \
/ 0.28 AG X \
OS9 68 _ \ 155 /\ \ \ 1
88 /---�
O / .
RAMBEAU/BG & C/O / 87 ` NE " 98 \ \ 116
DAMES RAMBEAU 5,
PDB 2424PG 4482 i
-- PROPERTY LINE so az 83 84 \99 \ \ \
PROPOSED RIGHT-OF-WAY I �� 81 O 85 \
- - PROPOSED LOT LINE - - - - - - - - - - - T 118
PROPOSED BUILDING SETBACK LINE \�
SANITARY SEWER EASEMENT C2.1
MAINTENANCE & ACCESS EASEMENT I / 74 7,878 S
CREEK CENTERLINE / 48 / © 73
OPEN SPACE I 7
EXISTING WETLANDS / - - - 69
Knowwhat°s below.
calibeftre you dig.
£8 GVN
SCALE 1 "=150'
0 150, 300'
N/F
MCK/NNEY ERICA & MCK/NNEY
JENNIFER L
PlN 0653-76-4249
129 \ I \ DB3101 PG 0252
00
20' �p
/ zos zzo \ ADJACENT
212 PROPERTY C2.4
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DEBRA S
PIN. 0653-76-1181
DB 2898 PG 0806
\ O 222
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75' PRIME
190 \\ VIEW & VISTA 10,
191 �\ 209 I OS 8 \
616,476 SF J
N/F ` 192 1 14.15 AC
FMELI
_ I \ PIN,0653-67-91267-9120
/ I ' 42 � "
26
/ 47 64 68 / 1
/ 65 66 67
� _ W\N�ERBERRY W A 45 46 I
C2.5
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\ BUFFER
IF
LANIER DANNY G
PIN. 0653-69-6578
B2 I
O6PG-1 KEENBRETTM
OS4 'IN. 7-8125 O,q5
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\
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W 2.07 AC 3a
w�^ > 33 I
Q ° I I 24 ' 32 17 SCM #1 /
0 31
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MATTHEWS BOBBY B W h ¢ ^ „ y
& MATTHEWS BETTY ,� � a W � h w h � I LU AMENITY AREA za
P/N. 0653-69-6792 "> o rn cJ ¢ v o
DB 95E PG 0366 2>ooN �I�n4o U�� 23 27 �' \
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MAIL KIOSK' WZro Zw�N I III PPLEId 15
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BUS STOP I �OS 3 1z 13
N/F 63,470 SF
MATTHEWSBOBBYB / 10
& MATTHEWS BETTYS I 1.46 AC Q9
P/N: 0654-60-5543
DB 995E PG 0366 1 O 07
6
o 0 0 ® 1
NEW 20' ACCESS
S ��
EASEMENT O2 N/F I I -� 695,010 SF JOHNSON WILLIAM A&
JOHNSON SHERRYA I
N/F y 15.96 AC P/N. 0653-67-0559
MATTHEWS BOBBY B I y y y y OB 1183 PG 0981
& MATTHEWS BETTYS y y y y
PlN 0653-69-5732 I y y y
OB 3293 PG O018 N/F
HNSON
RELOCATED ��� / I y y JOLIAMA
y y N/F WILLIAMA
ACCESS 2\ I WILLAMA JOHNSON PDB748 PG 5898
�( N/F PIN: 0653-68-0029
POINT Q I w
JACKSON THELMA S DB 748 PG 589
Q�1 r 1 N/F P1N0653-58-9242 1
�C WISE MELVIN THOMAS
34,969 SF �Q' &WISE KAYET
0.80 AC I P/N: 0653-58-9545
I I DB 1145 PG 0417
N/F
HARTMAN BRENDA G &
ANDREWS ✓OSEPH F C/O BRENDA HARNACK
JR&SEARS SUE `L TAL TON FRANKLIN P/N: 0653-58-9847
PIN 0654-50-9362 D & TALTON S DB 1197 PG 0807
OB 3339 PG 0209 J , PIN 0653-59-6085
SMITH ROGERE BRYANT
PIN.
0653-69-1203
DB 1527 PG 0322
y
I
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TABBAKH MOHAMED &
MISS/SS/AHMED
I I I PIN. 0653-59-8561
/ I DB 3385 PG 0477
I
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I I I MISTYWOOD &HWY 401 INTERSECTION
I
I I
I I I I
I I
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200' PRIME
VIEW & VISTA
N/F I
ASAD BOBBIE
PIN. 0653-59-5985
DB 2873 PG 857 'IF
TABBAKH
MOHAMED
N/F I & MISS/SS/
ANDREWS JOSEPH F AHMED
JR & ANDREWSANNIE - I IN 0653-59-6655
LANGDON I '6 3385 PG 0477
PIN. 0654-50-5094
DB 913 PG 352
I I
NC HWY 01 I 30' STREETSCAPE
BUFFERL • -� _
OWNER CONSENT FORM
AS THE OWNER OF RECORD, I HEREBY FORMALLY CONSENT TO THE PROPOSED
DEVELOPMENT SHOWN ON THIS SITE PLAN AND ALL REGULATIONS AND REQUIREMENTS
OF THE HARNETT COUNTY ORDINANCES.
OWNER SIGNATURE DATE
SCALE 1" =SCALE = 150j
DEVELOPER:
GHD WOODGROVE LLC
1330 SNDAY DR
STE 105
RALEIGH, NC 27607-5196
CONTACT: JEFF WHITE
P: 919.422.5741
[e-mail]
ENGINEER:
TIMMONS GROUP
5410 TRINITY ROAD, STE. 102
RALEIGH, NC 27607
CONTACT: JIM CHANDLER, PE
P: 919.866.4507
196 CF 7
NIF NOBLELINDA& 19 C In.n�203 / N/F VIEW I VISTA
NOBLE MARK R `7� O /
198 �(_ DOWDY
PIN. 0653-66-7764 `
KUNS ASON ✓ DB 2452 PG 0269 \ ` � ! \ JACKSON &
ON &
P/N. 0653-67-7218 ` / DPIN OWDY 3-65 7658
LEE
OB 1288 PG 0321 \ OS 9 \\ \ , -- - ' 202 / DB 2951 PG 0947
105,150 SF /
NN \ 2.41 AC
GLASSMAN DAMES C
& GLASSMAN TARA E
PIN.65
DB 2671 PG 0115 199 200
N/F
SEASIDE SUNSET LLC
P/N: 0653-66-5347
DB 2940 PG 0201 N/F
HARNETTCOUNTY
P/N: 0653-65-0224
N/F DB 1936 PG 0781
MCKOY FRANK/E L &
MCKOY PAULA F
P/N: 0653-66-4236
DB 1294 PG 0592
N/F
ANZ41DUA JULIE T &
TART JOAN BYRD
P/N. 0653-66-3069
DB 3128 PG 0435
SITE DATA:
OWNER:
GHD WOODGROVE, LLC.
1330 SUNDAY DRIVE
RALEIGH, NC 27607
PIN:
0653-77-4878
DB:
3688, PG. 0768
PB:
F, PG: 187B
FEMA MAP:
3720064200J
ZONING:
RA-30
TOTAL TRACT ACREAGE:
116.84 AC.
PROPOSED USE:
MEDIUM DENSITY RESIDENTIAL
& EMPLOYMENT MIXED USE
PROPOSED LOTS:
230
PROPOSED DENSITY:
1.97 DU / A
AVERAGE LOT SIZE PROVIDED:
10,360 SF
MINIMUM LOT SIZE PROVIDED:
10,000 SF
*A FOUNDATION SURVEY IS REQUIRED ON ALL LOTS
RIGHT-OF-WAY AREA:
15.40 AC.
TOTAL LENGTH OF ROADS:
13,295 LF
SETBACKS:
FRONT:
20'
REAR:
15'
SIDE:
10,
CORNER:
15'
REQUIRED OPEN SPACE (40%):
PROVIDED OPEN SPACE:
46.74 AC.
46.74 AC. (40%)
IMPERVIOUS DATA:
TOTAL ACREAGE:
116.84 AC.
MAXIMUM IMPERVIOUS AREA (24%):
1,221,422.4 SF (28.04 AC.)
IMPERVIOUS AREA WITHIN 230 LOTS:
542,800 SF
MAIL KIOSK IMPERVIOUS AREA:
6,914 SF
ROADWAY IMPERVIOUS AREA:
670, 701 SF
TOTAL IMPERVIOUS AREA: 1,220,415 SF (28.02 AC. - 24%)
GENERAL NOTES:
1. BOUNDARY INFORMATION TAKEN FROM SURVEY BY TIMMONS GROUP DATED JUNE 9, 2018.
2. EXISTING STRUCTURES TO BE REMOVED PRIOR TO CONSTRUCTION. WELL AND SEPTIC TO BE ABANDONED PRIOR
TO CONSTRUCTION.
3. CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES AND SHALL BE RESPONSIBLE FOR ANY
DAMAGE RESULTING FROM HIS ACTIVITIES. CALL UTILITY LOCATOR SERVICE BEFORE DIGGING.
4. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH HARNETT COUNTY AND NCDOT STANDARDS
AND SPECIFICATIONS.
5. ALL STREETS SHALL BE PUBLIC.
6. ALL UTILITIES SHALL BE UNDERGROUND.
7. EACH LOT WILL BE SERVED BY HARNETT COUNTY PUBLIC WATER.
8. EACH LOT WILL BE SERVED BY HARNETT COUNTY PUBLIC SEWER.
9. NCDEQ EROSION CONTROL PERMIT WILL BE REQUIRED, AND ALL EROSION CONTROL REGULATIONS WILL BE
COMPLIED WITH.
10. CONSTRUCTION DRAWINGS MUST BE APPROVED PRIOR TO CONSTRUCTION.
11. SIGNAGE SHALL BE APPROVED PRIOR TO INSTALLATION OF ANY SIGNAGE.
12. STREET NAMES MUST BE APPROVED BY HARNETT COUNTY GIS PRIOR TO FINAL PLAT.
13. DEDICATED OPEN SPACE AREAS AND DRAINAGE EASEMENTS WILL BE OWNED AND MAINTAINED BY THE
HOMEOWNERS ASSOCIATION.
14. THE HOMEOWNERS ASSOCIATION WILL BE RESPONSIBLE FOR MAINTAINING THE STREET TREES.
15. US 401 IS ON THE HARNETT COUNTY COMPREHENSIVE TRANSPORTATION PLAN AND NCDOT THOROUGHFARE
PLAN.
16. THIS DEVELOPMENT IS WITHIN ONE MILE OF A VOLUNTARY AGRICULTURE DISTRICT.
17. THIS DEVELOPMENT WAS APPROVED USING THE COMPATIBILITY DESIGN CONCEPT.
18. HOA IS RESPONSIBLE FOR MAINTENANCE OF SIDEWALK, PARKING AREAS, DRIVE AISLES, AND ALL LANDSCAPE
BUFFERING.
19. WETLAND AND STREAM IMPACTS APPROVED UNDER 401 CERTIFICATION DWR #19-0556 (REFERENCE
CERTIFICATION FOR ADDITIONAL CONDITIONS).
20. WETLAND AND STREAM IMPACTS COVERED BY WATER QUALITY GENERAL CERTIFICATION #4139
21. WETLAND AND STREAM IMPACTS AUTHORIZED UNDER USACOE SECTION 404 UNDER ACTION I.D. SAW-2008-01427.
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TBM
518" CAPPED REBAR SET
TIMMONS GROUP GPS #1
N: 639, 974.33'
E: 2,055,504.03'
ELEV.: 331.95'
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STA 10+00.16 SILVER MAPLE DRIVE
NC HWY 401
30'STREETSCAPE BUFFER
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LO
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RESIDENTIAL LOCAL
STREETS
i SCALE: 1" = 6'
14+69.07
� R2
10' x 10' PUBLIC
UTILITY EASEMENT `\
-- -- -_
PT = 16+39.83 \ \
VARIABLE WIDTH
PERMANENT DRAINAGE EASEMENT
L —
NCDOT HEADWALL \ `
(TYP.) `
10' - 6" SHOULDER
GVIIsov
1 /4" / FT.
30' HARNETT COUNTY
WATERSHED STREAM BUFFER
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TYPICAL RADII FOR
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SCALE: 1" = 40'
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REQUIRED BY OTHERS
I
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\ STA 10+00.00 WINTERBERRY WAY
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GUTTERaS E $HEET C11.3- J L___----� L____-_- i �l / 1 11,30066SF
/133,
WETLANDS / \ -J PC = 12+00.15 -1 I ti 0.26AC
32' 44' PT = 12+69.19 -- / I / 1 1a,oOsF / 11 11
11 49'- 70'- 26� ---� W 1 0.23AC m I
� 53' 1 1 / / 1 10,0110SF I ,� 1
10,074 SF 1
\I _ 50' ROW _ R=230' - ��� f �_---- I I I 1 0.23AC I 1
1 0.23AC -J 1 200.15' L=69.04 a l l I 1 I % 1i
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STA 23+68.02 SILVER MAPLE DRIVE - - ss'
PUBLIC UTILITY ` `-�-` -J
PT = 24+03.28 / EASEMENT (TYPICAL) 46q
10,02299SF j STA 13+97.40 BLUE ASPEN DRIVE / N77°03 1,`-
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_ _ _ - -
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AREA
/-------------
9 43'
rII I li / L p 11 11,3G34SF 11 ------ 118`
R/W
-iT OF WAY
BACK OF CURB
DGE OF PAVEMENT
PROPOSED EDGE OF PAVEMENT
R/W
TYPICAL RADII FOR
INTERSECTIONS
NOT TO SCALE
,ALE 1 "=60'
60 120'
**NOTE:
PERMANENT DRAINAGE
EASEMENTS MAY BE REQUIRED
TO ACCOMODATE DRAINAGE
BEYOND THE RIGHT-OF-WAY.
M
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**THIS DEVELOPMENT WAS APPROVED USING THE
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**NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
LEGEND
— — PROPERTY LINE
PROPOSED RIGHT-OF-WAY
— — PROPOSED LOT LINE
— — — — — — PROPOSED BUILDING SETBACK LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
2'-6" ROLLED TYPE CURB & GUTTER
TYPICAL 20" CURB & GUTTER
•
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■ ^ 1 1 \ a \ 10,305 SF \ 0.18 AC 3' \ p \
l i 1 I DRAINAGE EASEMENT \ '-' 25' n5 J „ \ 1\ \\ \ \ 0.24AC 10' x 10' PUBLIC \ /" PC = 24+79.79 \ \ \\
■ / 1/ 10,010SIF I ' __-` 1 L_ I i / r i 1 \ \ _ 10.23AC \ \ _ �� \ / ■
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■ _--' I T \ \ \ a 1 0.23 AC 1 \ 41;/' / \\ 10,020 SIF \ \\ % ■
_ ` \ \ _ \ \ 0.23 AC \ ■
/ -- 0.23 AC 1 / 69'- ` -----J - 2'i -1- \ \ 1 10,010SF \ 1 \ /' 1 \ > \
■ --_- l r- g, 7 53, �3' - - - - - - y i ' \ 11 \\ c 11 0.23 AC
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/ 1 11,306SF / h / 64 / I I I I I \44' __ \ 6\'' \ ` \ \ 1 �� ■
I 1 I 1 ` \ 10,010 sF \ - /7°' / 944 - o \ �. \ ® \ \ \ 1
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L 0.26 AC / / 10,334 SF 1 M' 1 I I I 1 1 a \ 0.23 AC \ \ \ 1 _ J /' �70 \ \ \ 20 \ N \ 10,091 SIF \ \ 1 \ ■
_ 0.26 AC 1 a 1 © I I I I I I © 1 `` \ \ _-' / � � � \ 4 �0 10,064 SF \ 1
1Q204SF I 1 66 I I 10,181SF 1 \ \ \I \\ 1_ �7°.� _/" 7p'� STA22+09.63WINTERBERRYWAY \ \ 3AC \\ 11 0.23 AC \\ \ \ \\ �'� \o� / ■
/ I 0.23 AC I 1 10,204 SIF I 1 0.23 AC \ \ \ 1 _ _ / i , PT = 36+25.49
/ I !� I \ 1 \ / r' n \ \ \
J I I o.23Ac I \ - W STA 37+31.49 SILVER MAPLE DRIVE \ 1 \ ■
/ 778'\ / I l' 70' 50, RO /' -� 1 1
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/ 10,105 SF / 9' r \ \ \ \ \ ! \ 10,010 SF 1 \ 1 \ \ \ i°� i 0.23 AC I rn \
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J � - ' 1 \ 1 \ \ c \ 10,010 SF \ 40' C _ - �119�
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10,569 SF / 1 10,895 SF \ \ \ \ \ 1 \ _ J 58 i \ \ 1 1 / / / /
0.24AC I I 1 \ 1 \ 1 \ _--' \ \ 1 1 �� ♦ / / 0.23 AC / \ / ■
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10,688 SF I I 34' 1 �\ \ \ \ 1 \ \ a 1 0.23 AC \ 1 \ 1 _, \ / \ 10.233 C
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©3 I r (DI 1Q253SIF 1 I 1 \ \ \\ _--J /'/ 15 \ \\ 0.23 AC /0000
■ 100,010 .23 ACF I I N I °ago I 0.24 AC I 1 3' PUBLI
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J I 1 1 I EASEMENT 444.2/� 7p \ \
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\ I a w VARIABLE WIDTH .54' RIIIPPL
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LEGEND
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
- - - - - PROPOSED BUILDING SETBACK LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
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STA 9+97.06 MISTYWOOD DRIVE S63°07'41" \ / / / / j 196 > , 9 9_ < / 0.23 AC / / \ \ /` �� 0.23 AC
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PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
- - - - - PROPOSED BUILDING SETBACK LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
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A \ 10,311 SF
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\ 10,127 SF / \
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\ STREAM BUFFER
11,537SF0.26 AC PC = 13+43.32
10,010 SF 1 ,
/ 10,010 SF /�' \ ,/ / // I 0.23 AC 11
0.23 AC 11,168 SFI ,
0.26 AC I I 1
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06 /' 20' PERMANENT ------1 3: m I I
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SGOS (TYP.) 10,012 SF ' ^�
DESIGN BYTHER
DRAINAGE EASEMENT I p I m I 2 I
' \ / \ 0.23 AC // // �� I I I m � I I \
// // \\ I 1 I o o N I 0.23 AC I
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a DRAINAGE EASEMENT / /' PT = 24+38.20 \ / / / I
/ / O % / / / _ I ------------
/ 10,010 SF----
/ 0.23 AC / / 10,066SF / / I-----------� co N I I
/ \ \\ /�.' �/ \ \ �\ 0.23 AC ^o/ i r------- I co
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RETAINING WALL, 0
_J 0 L _135_
I L- DESIGN BY OTHERS (TYP.)
in'HARNFTT COUNTY
\ 1Q397 SF
I
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**THIS DEVELOPMENT WAS APPROVED USING THE
COMPATIBILITY DESIGN CONCEPT.
'*NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
■ IN DESIGNATED WETLAND AREAS.
LEGEND
\ \ A
\ ADJACENT
\ PROPERTY
\ \ ` EASEMENT
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
- - - - - PROPOSED BUILDING SETBACK LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
£2 GVN
SCALE 1 "=60'
0 60' 120'
� Know what's below.
Call before you dig.
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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10,010SIF
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10,135SF \\ \ \ I �- - -- / / `� O
0.23 AC \\ \\ ,____J _'� L\\ % / 138 / ^b / �\\ / / \ v'� 176 \� \ _
�� / ` \ \ \'���\ 10,585SF
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\ > 20' PERMANENT / / / EASEMENT \�
♦ /'/ 133 \ \\` o\ EASEMENT / / / /' / / oWATERSHED `\ � DRAINAGE �\ \
STREAM BUFFER < / 139 / b' /�` \ \\ \ �' """5 �' \\ 0
`I I' 10,135SF \ 9d _�- // ^ / \ o. \ �i \ W
0.23 AC ` , / - \ y `\ / / 10,010 SF w
♦ ^ / ; ,\ ,\ ,> 'y / 0.23 AC
/ 175 / ■ W
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/ WETLANDS / 13 \` / I I i 46 \ \>o, / /' 0.23 AC /'/ / /'/ \` °" \\\ �/1a�'\\\ \ >
/ 10,133553E�\\\ \ \\\A /��� ■ \\ ? 04/09/2020
0.23 AC '9A / - ` 1 74 ■ O
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_ - 77 - s , / PC = 16+77.07 �'% SEWER EASEMENT , \ ■ ' } DRAWN BY
/ \
/ J \ 0.23 AC
\\ / o I
I 0.23 AC / 331
10,010 SF �
-, r---- I r\ -- - \ / ^^L // \\ \\ 158 I I I 10.24AC0,633 F j / 160 / vv9J >O• // "\ \\ i'' i\\
7 \ �/ / / ` \ 10,496 SF I I / ya / > \ ' / \ \ \ \ \ i i
I / 10,886 SF \
0.24 AC 0.25 AC
DESIGNED BY
PT = 21+43.89 / 15 \\ 20' PERMANENT / / i / / `` 'fig A , A,' - \` /
10,574 SF \ DRAINAGE EASEMENT �/ \ / % S PT 14+74.66 /// \`\ 1 10 SIF ��' • 331
N I % a 0.25 AC \ ` % `� / , / / 8-, / 14 \ \ \
10,025 SF I 13 L �\ ) �3 AC
10,4©SF I I 0.23 AC I I `� / \ 16 /' / �� >o• �\ / ` 2 \ \ ' • CHECKED BY
0.24 AC I I II 10,014 SF �� \\ V' \ 29 10.23 AC
3 \\ \ ' i
0.23 AC j m \\ �\ / / // �\
10,072SF 1 1 I 10,670SF \ i \ ■ i / i
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1 \ \ \ a \ 0.23 AC 1 I / 0.24 AC , / . \ �. \2 �' \ ` a3 . J. CHANDLER
11 I I VARIABLE WIDTH / / /SZ, ) �.�\ �\ / / / �\ \ \ �. �. \ \� \ter ���' •
10,0105E 1 1 1 \ I I PERMANENT DRAINAGE N A I \ / as' `� / / i lQ
\ \ \ • •
EASEMENT N / \\ � � � \ \ / / hj /`\\\20' Es,\ \ // ,i i \ \
' / ' ' SCALE
\ 16 / / ` cP PC = 13+88.77 i 10,010 SF -
/ 10,010SF \\ \ \ \ --�'<� l / / > 79 / / / / / / / \ 9 / ' / / \ \
1 © \ 1 \ \ -70'- �59'- pj N I 148 > / / `\\ \ / / 10,694 SF ' / ` \ \ \ ' 143 \ ■ 0.23 AC • 1 - 60
0.23 AC 1 1 \ \� _ 70' I� \ \ 10,749 SIF / / / n `� / / 0.25 AC / / \ y ' 10,010 SIF i' \
� _ � IQ > 0.25 AC / / / / / \ \ \ �\ \ (/ \ \ 0.23 AC �' \ \ ■ �'
\ ` \ 10,0105E 1 `\ \ \ \ �10 illillillillillllllllll�'Z �� 149 /' / `� 0\ \tea / '\ /' /' \\ \\ �i 's ,^ \\ \ �i •
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\ / R=566' \ / / 10,3773E
\ 10,519 SIF \ \ \ 1 UTILITY \ O i
/ \ \ L=717.37, 7� i / / / / \
0.24 AC \I 1 \ EASEMENT- g6, , / \ `� / // ^^� / s ��\ �' / 11,066 SF �� \ �i' ��' \\ ■ _ \ .'
1 \ �' h / \ \ / O.
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70' pW,//' 132ao z \ \ / / /� \ 1oo�osF
STA 27+48.86 BLUE ASPEN DRIVE- $ , �`
R / 1Q442 SF / / \ \ / o, \
/-,g-g s7'- PC=25+02.58_-------- `\ / o.zaac 0.23 AC
\ 10,135 SF _ I STA 22+13.80 PAPER BIRCH WAY__ > / 20' PERMANENT
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/ \ \ \
IF
o� / \ \\ \ 2T PSPEN D � r 1 1 I � 2' \ / ^' / � a• `\ '' / o �' ` � `\ � � ' �\ `\
10,409 SF
/ � / /10,756 SIF/ 0.24AC \ i' ■ / i
0' r' \ 1 \ \ 1 I_ 1 O I v I M l l / 8 , / 0.25 AC // // \\ \ \ �i �i \ �i
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� \ 1 � 1 10,210 SF 10,215 SF �. 2� / \ � \
/ \ 0.23 AC /' 70' \ \\ \\ 1\ \\ 10 I I 1o,22OosF i % 3 PUBLIC / / / \ \s• \ ° C
10,135 SF \ 1 I 1 0.23 AC I I� 0.23 AC / / \ \ / / \ s ` i' / i' \ 0.23 AC �' \
/�_ 1 10,100SF 1 1 I �^ / / \ 3' PUBLIC
\ r 1 \ \ \ M 1 I 0.23AC / / / �� / ^b0
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1 I I I / UTILITY /
1 \ \_ \ 10,010 SF 1 \ 1 I 1o,22s sF / / ^ EASEMENT
PT = 21+47.62 \ - / / / / 15 / 1Q041 SF
105 1 \ 0.23 AC \ \ - - 1 1 - - J I / 0.23 AC / / / \ / / ��, i o. \ / ■ \ \ ' ^
_i''
10,010 SF \ \ \ \- / / / G' / /' /^`� e2' \ v /' 11,197 SF /' �' 0.23 AC
\ \ J
/, \ a 0.23AC - - l /^ / 11 / / \ / ' \ i' i \ i'
\ \ - - - - ---- 1 / / / / @ / / \ 0.26AC ,/ //\ \ 146 >LL
Q 4j ` 10,010 SF \ \ �� - _ _ / / 10,229 SF / / \ / ' \ i i \ 10,010 i � /�
n \ \ \ \ �� - - - / / / \ / / \ \ i / i \ / v I O
0.23 AC \ 1 �\ `�' / / / \ , , \ ,i �� \ ��. u0 \ 0.23A �i
4 s' / \ / `3 / / \ \ � / � \ oo � �
\ / 1 / \ / \ \ i i \ \
/ 10,135SF / / o / \ 10,0103E 1 \ \ -J 2 � \ / / / \ \ a �� \ �� a -- / - ^ \ 9 > i
0.23 AC 1U 1 a 0.23AC \ i 1S' -_ / / ' ^
/ ^ / \\ \` 1Q349SF \ ` \\ \ 1\i i -J �// 52 i 1S _ I - 6 \J / / / / 113 /' ` °, \ / /i \\ \ a \ Off\- ' \ i u /
i I 0' / / / . \ / / / 10 060 SF / y \\ / '
/ \ \ \ __ 7 / / \ \ \ / o, \PERMANIEN
0.24 AC \ 1 � \
\ 1 _f I I / / _\\ \ �\ / // 10.233 AC
// // \ 82. /' 153 \ \
\\`, % ' / 10,3463E \ \ \ \` y i -_J 5zi \ I I / / `\ / ,/ \\ \ \ ' 10,934SIF �' A PERMENANT 0.23 AC / �,■ Z LU
\ I I \ 0.23AC \ EASEMENT U
O 20' PERMANENT / /
/ \72�// 0.24AC \\ `\ �\ -_-1 / I ��� a' �� ,/ / < ' DRAINAGE EASEMENT / ' 14
r� DRAINAGE \ I I 2 � / \ 0.25 AC
i / \ � O r--r
11 \ \ // ^bb // \\ \\ i'/��\ \ \\ / / / \\ 'o. \ < ■ 11,3�F J
EASEMENT / / LU
--PC = 18+92.32 \\ \\ �''�� _,_'� �/' \\ \ \ \ I I / / 32' \ �� // / ' `� \ a3 \\ 0
1s' - \ 1 \ \ 94 I I 95 / \ \
/ ` \` \\ _ - 1 \ 1 \ \ I I / / / / \ \\\\ \ / 10236SF /
/ 7 , 12,077 SF 12,817 SF I l i i \
/ / M \3 �\ \ �- 1S' \ 1 \ 1 \ \ \ 0.28AC I I I 0.29AC / v I / / `� \ / / ,\ \ \ i �i `\ / 16 > \ s \\ /,i \\ w U
/ 10,145SF / \ _,-- ''� \ \ \ \ \ \ a \ I I / / / / \a \ 0.23AC / , PT=32+19.95'
/ OS 6 �3� I I / /' \ 2, \ �� \ \ \ 10,010SF
/ 12,306 SF ,,-� \ \\ \ \\ \ 1 ` \ 10,010 SF 11 \� � , \ �� 154 �l \ I I / I 12,8173E / / / \ . i i \
/ 51' _ - - \ 0.23 AC 1 I I I / 0.29 AC / / \ < \ / / / i \ , \ 0.23 AC
/ 0.28 AC \ \ \ \ \ \\\ /' 10,010 SF O Z
10,010 SF < 0.23 AC i ` i' �' ` s 5 LU
/ 143� _ J r 45 \ \ 1 1 \ \ 0 \ \\ 0.23 AC \\ \I \\ \\ - l l / / \ \ // \\ o \ \\\ / i / \ \ \\\ 39' �
_J L----- / / STA 29+37.86 WINTERBERRY WAY \
10,0103E \
0.23 AC \ 1 \ \ L_ / / / 10,2435E \ \ \ \ STA 10+00.00 PAPER BIRCH WAY
52' 70' \� / / 12,817SIF , / \
:
/ r'� 1 \ 1 \ \ \ 90 \ 1 \ \ \ \ PT=41+98.77 / / 9 // ^ p" \ 0.24Ac �' \ o \ �� / �� \ �-
a I © l I 1 \ \ 1 \ c 1 0.23AC \ \ \ \ J `'�/' 1a' �� 0.29AC // // `\ �i\ \ �'' �'\ `\ \ V' ,i' \ / 168 1 M Q z
m / / 10,010SF / / \ 1 \ 1 89 \ \ \ \ \ \
0.23AC / / / \ 1 \ 1 1Q010SF \ !` \ \ \ 1 L� 10 % / \ \ \ ' ' \ 15 > / �\ \ 11,306SF i' 9� O
a) I L_, I \ O M -- °\ ` //�/ 20' PERMENANT \ �' / �' `\ o. <G '� / \ o.2sac �'/ I --I
> _ o �� I 1 \ e \ 0.23 AC \ \ \ J _ / b \ �� a3 �' 10,010SF �i J O U
I \ 88 \ - _ \ ^ / DRAINAGE \ ` < 0.23 AC `\
0 / ` N M / \ `\ \ \ 3' PUBLIC 1 \ _, \ // / / `\ s`\ \ ( / .' \ 7. \ �\ \ /'
o STA 17+33.40 BLUE ASPEN DRIVE rn u> I \ �� \ 10,0105E \ \ 1 UTILITY 1 L'''' /70' EASEMENT \ \ �� \ cPo� ' �~/��
LU
� / STA48+43.36 SILVER MAPLE DRIVE �' / 1o,s�sF \ \ 1 \ \ 0.23 AC EASEMENT - /" \ \ \\ // / \ �\ \r 116 Y �2 \ �� / �� \ s° \ ,�' ■ \ �/ V /
-0 I /� I i 0.24AC 11 \\ 1\ \\ \ L /70' 2g0�'E/,/� 116 `\ >O- `� /' 98 \\ 10,0103E \ ` y^$ �� 10 ��\ \\ z
J \ \ 0.23 AC ; Q Q
N / / Z \ S13/ 15 \ / 12,792 SIF p / iL \ i i / 0
VARIABLE WIDTH \ \I \\ 1�,,-'' .70' /'444.2� �61'� - `\ / 0.29AC �', C\ / \ \\ / 53 \$? .' \\ \\ U
_O / ® PERMANENT DRAINAGE \ 1 ROW,/" r--- ---___ < �� \ \ \ / / \ �' \ �' \ \ Q LU
0- / / EASEMENT \ 1 -'J / o/ -''' 1 ��-,� -\ \ \ / - / ` \\ 11,306
0�/ < ■ \\ \\ _ = J
10,010 SIF / 0' / g' 1 I i \ \ \
/ 0.23AC / ' \ //'/ 7 Zg �� I / \ ' ' \ \ / 0
L-_ l L -J RISE _� 1 1 / r �� \ ` s \ \ \ \ /' i \ \ ■ \ v \
3 / _/ �--------- PLED _ 1 I / �. \� . ark/ . \ s, / 0.26AC
o. \ / \ / VARIABLE WIDTH �� < \ \ \ ■ \
PERMANENT DRAINAGE ' \ \ ■ 1o,olo0 sF ` '- 0 L
9410,0103E i
/ 143' ,`S12o5 _/' \ \\ \\ \\ 11 �M 1 84 / �\ \ \ '\ 0.23 AC
EASEMENT FLQ' �d ` \\ \ 0.23AC \ LU
O I i / I / / \ 13,626 SF \ ,,. O
/ ^ 94.32,�_ 70 \ 10,098SF ` ,i �i
10,836 SF
/ / % - _ L_105.99_ _ - \ 1 \ 1 a \ 0.23 AC I 1 0.25 AC / / \ \ \ \ y \ .. �� \ \
U Q / /-'\ \ 1 \ 1 \ ® \ \ 1 �^ / > \ 0.31 AC \ >. \ o 0 3s' �' \ \ 125 \ \
STA 26+01.86 WINTERBERRY WAY \ \
85 o\ < ` ` 10,010 SF \ \
/ 10,010 SF / \. 10,010 SF 1 / O \ -?
_ / 9�- r'- 1 \ \ \ \ \ \ \ 1 / / 10,8355E_� \ STA 34+81.76 BLUE ASPEN DRIVE 0.23 AC
0.23 AC / 9 4 0.23 AC 1
O - _ 0.25 AC
/ l I PT = 47+49.03 77 70' 1\ \ \ \ \ t 1 \ 1 \ \ 1 / / /' ' \ \ ---
I i \r'/ \ 124 \\`� \ \ 37' PC = 46+43.05'- \. 10,010 SF I / r PC = 38+37.49
I \ \ 1 1 M 1 \ \ \ \ 1 / \
00,\ \\
l l r I 80 L- / / i23 AC / i \ \ 163' \ \ 5893E o i \ \ \ \
�� �■���■!�_�I, iii� * ����milo ��■��■�����i��14 �����\ r\����I� ��,a.�������\\����� �ii mmmmr�'■��■'mmm%m m` m�iMl_ wmfimmm\ m1,III MMM07MMMp-t■ �'G 1 FOct�,�mm�E*m -�■�
O / / / '' 16, 35' `\ ' /
/ I 0.23 AC
\ \ `� \ 10,010SF \ \ \\ 20' '� i \ \vi' ,� \ \\ 1 -'�--
(SHEET C2.2
49 ? I I I 1 I \I \ \\ ®__ 11 \\ 0.23 AC 1\ \ \\ J \ ` - 45 / 10. 86 SF \\ -/ 100 - - -- �\ - 1, _ ea rYo �20
I / DRAINAGE EASEMENT 25' �' \ \ \ `' 3 Ng. \ \ 123 \
C�
LEGEND
E
L
0
L�
O
�I
E8 GVN
o **THIS DEVELOPMENT WAS APPROVED USING THE
LO COMPATIBILITY DESIGN CONCEPT.
SCALE 1 "=60'
NOR NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
0 60' 120,
Know what''s below.
Call before you dig.
JOB NO.
41015
SHEET NO.
C2. 5
!n
L
0
L_

N/F
LEE SAD/E WILSON ` \
P/N: 0653-88-5683
DB 1012 PG 0563 ( \
ff \ �� SCM #2
BRYAN WILLIAM B &
BRYAN WENDY L
P/N. 0653-89-3480 1 78
DB 1050 PG 0573
\ 135 136 13 / — j 177 26s 179
— / O 138 / / \ \ 176
cis
139 / \
b1k IV NIV, / \ 175
1 22 / / \ ��
— 159 160 14 \174
o158 \
61 62 63 131 / 15 < //161 142 \\ \1173
59 148 Nb \ \ 72
16143 - \
149
\ \ 163 I\ / 171
150 y� 144 / O/
/ 55 107 108 109 �I I110 151 164 -1 �145 I /\/ 170
165 ��
104 105 _ _ _ 112 152 \ O y 14 /
54 102 103 i � y
153 66 1 147
1\
53 92 93 94 95 96 \ \ 114
115 O sP
52 Q 89 90 \ \1 88
RAMBEAU/BG&CIO 1 87 PN C3 QVE SA qg \ \116 j I 127
✓AMES RAMBEAU I 15 6
PIN. 0654-70-2102 � DB 242 PG 448 1 _ SAN 83 84 26 99 \ \11 5P /
C3.5 / 50 81 82 85 125
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — r — — — — — — — — — — — — 0 — — — — — — — — — — — �'�3� — — — — /— — — -
C3.1 I �� 3.2(49 2 75 77 78 79 �
i \ 86 100 �/ 123
122
\ _ _ 121 / 1
72
69 70
47 64 O
65 67 68 1N ERgE R \ 20 21 O /
66 �\
w I
SPN N
46 I
i S 44 45
— 19
LAN/ERDANNYG / 1 P3L
OB 692 PG 4698 25 37 38 O
W \
I 124 _ 32 33 17 I SCM #1
i
w I z AMENITY AREA 31 \ N/F
N/F e ro h W y I a 3 0 \ \ I KUNSA JA:
MATTHEWS BOBBY B W� R ,� I 2 8 2 9 �R E \ / \ I PIN.
B 1288 PC
& MATTHEWS BETTY S m �� g c$ h W h „ \ M pLE N P/N.0653-69-6792 MAIL KIOSK � u
DB 95E PG 0366
SCHOOL
BUS STOP, ro a l 1 22 SAN 14
I I 13 I
SAN
IF I I SAN
MATTHEWSBOBBYB 1 \
& MATTHEWS BETTY S O O 1
PIN: 0654-60-5543
DB 995E PG 0366 I O \
I O O O O
NEW 20' ACCESS I —
EASEMENT 1 N/F
1 ✓OHNSON WILLIAMA&
N/F I W JOHNS SHE
RRYA
P/N.�065653-67-0559
0559
MATTHEWS BOBBY B W W W W DB 1183 PG 0981
& MATTHEWS BETTY S
P/N: 0653-69-5732
DB 3293 PG 0018 W W W N/F
y y ✓OHNSON
N/F WILL/AMA 1
JOHNSON PIN:0653-67-0938
RELOCATED I y yIW WILLIAMA DB 748 PG 589
N/F PIN. 0653-68-0029
ACCESS JACKSON THELMA S DB 748 PG 589
POINT N/F
— y P/N: 0653-58-9242
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WISE MELVIN THOMAS 1
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P/N. 0653-58-9545 1
DB 1145 PG 0417
O N/F \ I HARTMAN BRENDA G &
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m JR & SEARS SUE A W W I TAL TON FRANKLIN PIN. 0653-58-9847
P/N. 0654-50-9362 `Y `Y `Y DB 1197 PG 0807
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DB 1527 PG 0322
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MISSISSI AHMED
P/N. 0653-59-8561 I UTILITY NOTES:
I I 3 DB 3385 PG 0477
I N I 6. ALL SANITARY SEV
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH WATERTIGHT SHA
3 > j I I HARNETT COUNTY STANDARDS AND SPECIFICATIONS. ACCEPTABILITY ST
1 NCAC 18C).
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W I I _ 2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
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WATER AND SANITARY SEWER MAINS - 10 FT. 7. ALL SANITARY SI
" I WATER AND STORM SEWER MAINS - 5 FT. WATERTIGHT SH
I SANITARY SEWER AND STORM SEWER MAINS - 5 FT. . MANHOLES SI
`n W 1200' PRIME I GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. FRAME AND C
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cn I j 1 N/F 3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: TAPED/SEALE
U SADB
PIN. 0653-59-5985 I 1 WATER MAIN SEPARATION NOTES: WATER AND SANITARY SEWER MAINS - 24 IN. . MANHOLES S
/ 9-59h
DB 2873 PG 857 N/F
N TABBAKH WATER AND STORM SEWER MAINS - 24 IN. WATERPROO
a) I MOHAMED N/F & M/SS/SSl I 1. PER NCDEQ 15A NCAC 18C .0904-B, 12" OF SEPARATION SHALL BE SANITARY SEWER AND STORM SEWER MAINS - 24 IN. . WATERTIGHT
L I
ANDREWS ✓OSEPH F AHMED
_ I PIN. 0653-59-6655
JR&ANOREWS ANN/E I MAINTAINED BETWEEN WATER MAIN AND OTHER UTILITIES EXCEPT CONSISTING �
LANGDON I DB 3385 PG 0477 C O M P R E S S I C
� I I WHERE IMPRACTICAL. TO AVOID DEEP WATER MAIN AND MINIMIZE 4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
PIN: 913 P 0-5094
0 30'STREETSCAPE
N 08913PG352 \ BUFFER I BENDS, THERE ARE SEVERAL LOCATIONS WHERE WATER MAIN IS GRADE: . ALL MANHOLE
o I SHOWN WITH APPROXIMATELY 6" - 9" OF SEPARATION FROM THE WATER MAIN - 36 IN. ASTM C1244 "
�I Nq HWY 401 I STORM DRAIN. CONCRETE CRADLES PER DETAIL SHOWN ON C11.2 SANITARY SEWER - 36 IN. SEWER MANE
1 SHALL BE PROVIDED IN LOCATIONS AS FOLLOWS:
O (VACUUM) TE
• WATER MAIN OVER STORM DRAIN AT BLUE ASPEN DRIVE STA. 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY • "DOG HOUSE'
a-
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MAIN (IN PLACE) THAT E
NEW 8" 16+55 (SHEET C5.8) REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF I
WATER MAIN HAS BEEN 1 • WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA. REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER
j PLACED INTO SERVICE. 1 21+68 (SHEET C5.8) LINE WILL BE REPLACED OR REPAIRED BY THE HOA.
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P/N. 0653-67-9120 S 224 2 30 \ •
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P/N. 0653-66-5595
D8 2671 PG 0115
NU /
SEASIDE SUNSET LLC \
P/N. 0653-66-5347 N
DB 2940 PG 0201 N/F
HARNETT COUNTY Ln
\ \ PIN. 0653-65-0224 - A
08 1936 PG 0781 W
MCKOY FRANKIE L &
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PIN: 0653-66-4236 \ ,�
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ENVIRONMENTAL IMPACT NOTES:
kNHOLES AND PIPING LABELED AS
T MATERIALS, TESTING METHODS AND 1. ALL STREAM AND WETLAND IMPACTS SHOWN ON
DS PER WATER MAIN STANDARDS (15A THE PLANS HAVE BEEN PERMITTED BY NCDEQ-DWR
(401) AND THE ACOE (404).
MANHOLES AND PIPING LABELED AS
__ET THE FOLLOWING:
E PROVIDED WITH A WATERTIGHT
U QO
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WITH GASKET.
IS SHALL BE EXTERNALLY UTILITY LEGEND C9 CIVN
E PROVIDED WITH A FULL
RIOR COATING/LINING.
:ONNECTIONS SHALL BE PROVIDED
-EXIBLE RUBBER BOOT OR
CONNECTOR.
,LL BE TESTED IN ACCORDANCE WITH
ARID TEST METHOD FOR CONCRETE
BY THE NEGATIVE AIR PRESSURE
DR TO BACKFILL".
MANHOLES SHALL NOT BE USED.
INCLUDED AS PART OF A USACOE 404
1 401 CERTIFICATION SHALL MAINTAIN
10 LESS THAN 10 FEET FROM
SCALE 1 "=60'
mmq
0 60' 120'
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POTHOLE #805
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TOP OF PIPE = 326.58'
3
DEPTH = 589'
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FILE IRON WATER LINE
I
TOP OF PIPE = 324.12'
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3
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E IRON WATER LINE
OP OF PIPE = 320.15'
DEPTH = 6.16'
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IRON WATER LINE
' OF PIPE = 319.18:
DEPTH = 4.27,
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LANGDON
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PIN: 0654-50-5094
I ! DB 913 PG 352
TBM
518" CAPPED REBAR SET
TIMMONS GROUP GPS #1
N: 639, 974.33'
E 2,055,504.03'
ELEV.:331.95'
30'STREETSCAPE BUFFER
I
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TO JUNCTION BOX
I
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N/F
ASAD BOBBIE
P/N: 0653-59-5985
DB 2873 PG 857
N/F
ANDREWS JOSEPH F
JR & SEARS SUE A
PIN: 0654-50-9362
DB 3339 PG 0209
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WATER MAIN HAS BEEN UTILITY EASEMENT ,
36" X 8" TAPPING SLEEVE yy _ VARIABLE WIDTH
� PLACED INTO SERVICE. a,
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�z PERM. DRAINAGE
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EX. 36" DI WATER MAINS
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VERIFY DEPTH AND N/F 2w WATERMAIN \ I
LOCATION PRIOR TO TABBAKH MOHAMED \ J
CONSTRUCTION).
& MISSISSI AHMED VARIABLE WIDTH 1
EX. 12" DI WATER MAIN PIN: 0653-59-6655 PERM. DRAINAGE
DB 3385 PG 0477 EASEMENT
N/F
TABBAKH MOHAMED &
MISSISSI AHMED
PIN: 0653-59-8561
DB 3385 PG 0477
I=0001►1F111111.111:7M9�LTi
N/F
MATTHEWS BOBBY B
& MATTHEWS BETTY S
P/N: 0653-69-5732
DB 3293 PG 0018
N/F
N/F
MATTHEWS BOBBYB
MATTHEWS BOBBYB
& MATTHEWS BETTY S
& MATTHEWS BETTY S
P/N: 0654-60-5543
PIN: 0653-69-6792
�
DB 995E PG 0366
DB 95E PG 0366
N/F ,
CONNECT THE EXISTING 2" WATERMAIN TO THE NEW 8" LANIER DANNY G
WATERMAIN ONCE THE 8" MAIN HAS BEEN PLACED INTO SERVICE. PIN: 0653-69-6578 ,
APPROXIMATE LOCATION OF EXISTING 2" WATERMIAN DB 692 PG 469
EX. 30' ACCESS EASEMENT-
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N/F
SMITH ROGER BRYANT
PIN: 0653-69-1203
DB 1527 PG 0322
N/F
TAL TON FRANKLIN
D & TAL TON S
PIN: 0653-59-6085
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY
PORTION OF THE REQUIRED SIDEWALK OR STREET TREE
INSTALLATIONS THAT ARE DAMAGED AND/OR REMOVED BY
HARNETT COUNTY/ DEPARTMENT OF PUBLIC
UTILITIES/HARNETT REGIONAL WATER OR ITS
REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER
LINE WILL BE REPLACED OR REPAIRED BY THE HOA.
loe
20' PERM.
DRAINAGE
1
EASEMENT
\
30' HARNETT COUNTY
WATERSHED STREAM
`
BUFFER
WETLANDS
1
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FIRE HYDRANT
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1 _
MAIL KIOSK & , N/F
T PUBLIC UTILITY EASEMENT
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SCHOOL BUS STOP , BAILEYL/LLIE MAE
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P/N: 0653-69-6582
/
SINGLE 3/4" WATER SERVICE PER
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,
,
DB 1280 PG 505
N/F
SINGLE 4" SEWER SERVICE PER
HRW STD. DETAILS S-29 (TYP.)
,
BAILEYL/LLIE MAE
WATERMAIN
,
/ PIN:0653-69-6476
SEWERMAIN
DB 1280 PG 505
N/F
1
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CARTER CAROL YN S
MAIL KIOSK / CARTER MICHAEL
PIN: 0653-69-8402
cn
EASEMENT / P/N.' 0653-69-6451
DB 1129 PG 659
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NOTES:
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PUBLIC DRAINAGE
EASEMENT
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WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
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NCAC 18C). BEEN PERMITTED BY NCDEQ-DWR (401) AND THE ACOE (404).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL
WATERPROOF INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
• N TYPE CONNECTOR.
ALL �MANHOLES SHALL BE TESTED IN ACCORDANCE WITH LEGEND
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN
A SEPARATION OF NO LESS THAN 10 FEET FROM
WETLANDS.
- - PROPERTY LINE
RIGHT-OF-WAY
LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
W-❑ LIGHT POLE
UTILITY LEGEND
SEWER
SAN SANITARY SEWER
OS SANITARY MANHOLE
WATER
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/ z ----------, _ _ \ \ 1 \ \ 1 \ WATERMAIN (TO CROSS) __ SERVICES IN SINGLE 2"
■ j r — — y \ , 1 \ 1 , \ \ '3 N CONDUIT UNDER ROAD
1 ` _ J I � SAN MH 7
�/------ i11 \ 11 \\
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ASSEMBLY (TYP.) I 1 1 I I I 1 \ \ \ \ 69 1 \ 1 \ 1 \ \ s'°w PUBLIC DRAINAGE 1 \ 1 \
1 I I I I 1 \ \ 1 \ 1 \ \ \ �-' sAN ■
1 \ \ _� I\ EASEMENT \ 119 1 \ 1\ ,> ■
■ 6" DIP 47 MH 16 I/ 1 I j 1 I \\ \ 68 ,\ \ FIRE HYDRANT \ \ 1✓__ s sAN 8„x6" \ \ \ 1 \ 1 \ '•
WATERMAIN / 64 I I I ASSEMBLY TYP. \ , Y _REDUCER a \ O \ 1 \ ' ■
(TO CROSS) / 1 / I I I I I \ 1 1 , i \ RBEt R 6.w r 6" GV \ 20 \ 1 \ \ \ \
65 i I \RoWI S _--'`\ ; 1 \ ,1 \ \� 11 \\ , / / ■
■ R TWO 3/4" WATER SERVICES IN SINGLE \ \ p \
wINT BERRY "'"s 6" SDR-21 PVC SINGLE 3/4" WATER SERVICE PER -'' a SpR35PVG -'"'1 \\ 2" CONDUIT UNDER ROAD \\ 46 ; i ---
/ (50'RO wAY WATERMAIN (TO CROSS) I HRW STD. DETAILS W-12 & W-14 (TYP.)------- -- ,
tit,` L - - - - - - - - - - a'"N -_-` \ 1 \ , \ \ 1 45
■ ` -'� 1 \ \ 1 \ O \ \ 1 \ I------_--1 \ 20' ACCESS &
■ % M..9 8" SDR-35 PVC - r\ \ \ \ \ \ 1 \ \ \ I I \ PERMANENT
■j MH 13 cn SAN MH 14 I EASEMENT ■
S 1 1 \ \ 1 \ 1 43 1 \ \ 1 \ 1 \ _J � I I \ DRAINAGE
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j r 9' (TYP.) WATER \
�■` '—___,__` I \ \ MAIN TO EOP
_J
I ■ 8" SDR-21 PVC \`� / Q / - \ / ' ` \ 20' PERMANENT ■
j ■ WATERMAIN MH 1 jl 11 \\ 38 11 \ \\ \\ \\ 20' PERMANENT \ �- <,\ \ `� `� 36 % cti % / \ / DRAINAGE
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� / \ EASEMENT
I ■ 25 ! rJ I i 37 ,1 \ 1� �� \\---\1 ,\ ; \ \ � i w
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I I 1 1 1 1 \ \ \ \ 1 \ \ i
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■ I AREA </ 17 / SCM #1 '
1 \ \ 1 \ 1 \ _J 05P \ O
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■ ___--,i —( \\ 11 11 \\ \ \\ 31 11 \ 1\ 11 \\ TWO 3/4" WATER / \ ■
SERVICES IN SINGLE 2" \ \
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3 1
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l-------------- a„ \ \
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aw __ 9' (TYP.) WATER ------- I I ASSEMBLY (TYP.)
--
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� r 8" SDR-21 PVC I I I I 1 j 1 I I ® 1 \ \ \ \ \ J PERENNIAL STREAM
e^N 8" SDR-21 PVC I WATERMAIN
WATERMAIN \ I j I � 4' (TYP.) WATER
i
j 11 1 I I MAIN TO R/W
■ FIRE HYDRANT 11 I I 1 I I 0 II I II O II II O II I 11 11 1 11 111 \\\ \\ _J
ASSEMBLY (TYP.) 1 1 I
/ ■ 10, PULIC
UTILITYL——
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■ \ \\ li II II II 11 II jl II _j — — 30' HARNETT COUNTY
■ \\ 1 i I I 1 I 1 I J L__- WATERSHED �
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STREAM BUFFER
V, ■ \\ I 1 --� I--------- L--------
M ,
■ WETLANDS
0100
W ■ .100
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N/F
WISE MEL VIN THOMAS
& WISE KAYE T
PIN: 0653-58-9545
/l0 -1 -1 A-- O!_' /1 A 4 7
UTILITY NOTES:
JOHNSON
WILLIAM A
N/F PIN: 0653-68-0029
JACKSON THELMA S DB 748 PG 589
PIN: 0653-58-9242
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATER AND STORM SEWER MAINS - 5 FT.
WATERTIGHT SHALL MEET THE FOLLOWING:
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
TAPED/SEALED.
WATER AND SANITARY SEWER MAINS - 24 IN.
. MANHOLES SHALL BE PROVIDED WITH A FULL
WATER AND STORM SEWER MAINS - 24 IN.
WATERPROOF INTERIOR COATING/LINING.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
. WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
COMPRESSION TYPE CONNECTOR.
GRADE:
. ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
WATER MAIN - 36 IN.
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SANITARY SEWER - 36 IN.
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY
. "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
PORTION OF THE REQUIRED SIDEWALK OR STREET TREE
. ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
INSTALLATIONS THAT ARE DAMAGED AND/OR REMOVED BY
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN
HARNETT COUNTY/ DEPARTMENT OF PUBLIC
A SEPARATION OF NO LESS THAN 10 FEET FROM
UTILITIES/HARNETT REGIONAL WATER OR ITS
WETLANDS.
REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER
LINE WILL BE REPLACED OR REPAIRED BY THE HOA.
N/F
JOHNSON
WILLIAM A
PIN: 0653-67-0938
DB 748 PG 589
ENVIRONMENTAL IMPACT NOTES:
1. ALL STREAM AND WETLAND IMPACTS SHOWN ON THE PLANS HAVE
BEEN PERMITTED BY NCDEQ-DWR (401) AND THE ACOE (404).
LEGEND
— — PROPERTY LINE
RIGHT-OF-WAY
LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
�❑ LIGHT POLE
MAINTENANCE , ■
EASEMENT
■
■
■
/ ■
/
♦` / 00*11 ;
i
/ ■
Ole
■
♦♦
N/F
■
JOHNSON WILLIAMA &
■
JOHNSON SHERRYA
■
PIN: 0653-67-0559
■
DB 1183 PG 0981
Z
UTILITY LEGEND
SEWER
WATER
I3' PUBLIC UTILITY EASEMENT
` R/W
SINGLE 3/4" WATER SERVICE PER
HRW STD. DETAILS W-14 (TYP.)
SINGLE 4" SEWER SERVICE PER
HRW STD. DETAILS S-29 (TYP.)
WATERMAIN
SEWERMAIN
SAN SANITARY SEWER
OS SANITARY MANHOLE
W— —
EXISTING WATER LINE
W
WATER LINE
®
WATER VALVE
FIRE HYDRANT
®®
BLOWOFF ASSEMBLY
CO CIVN
SCALE 1 "=60'
NOR
0 60' 120'
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DRAINAGE `� //' //' \\ ��' I MH 46 HKWbI— - / EASEMENT �� /'' / //' \ \ \ �' j M L-------------- SHEET
V H E ET C3.4 \
0
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0100
i
■
N/F
■ KUNSA JASON J
■ P/N: 0653-67-7218
DB 1288 PG 0321
10' x 10' PUBLIC //'� /�� 20' PERMANENT ___, I r
UTILITY EASEMENT 2O6 i' DRAINAGE EASEMENT I I I 1 N/F \
FIRE HYDRANT ��/'�� /�i' \ j II N II 221 II ' \ ♦\ LANGDON THOMAS G & LANGDON \\
_ / / ASSEMBLY (TYP.) s \\ ' / �� I 21 1 V
/ 8" SDR-21 PVC �� i ' I O I >-_------ 20' PERIMETER BUFFER DEBRA S
/' WATERMAIN m �' / �' % ��� I I a 6" SDR-21 PVC \ TO ADJACENT PROPERTY PIN: 0653-76-1181
/ i i / �I _ ___ __J 'n WATERMAIN ' \
TWO 3/4" WATER SERVICES IN \` ,'� L---------- i ♦ DB 2898 PG 0806 \\ o
/ SINGLE 2" CONDUIT UNDER ROAD �i 207 / I 9' (TYP.) WATER
/ \ O / / I RETAINING WALL-,-----11 \ \ �O 9�
<� / j I L DESIGN BY OTHERS (TYP.) I MAIN TO EOP
\ SINGLE 3/4" WATER SERVICE PER Ap In `� / / / I I Z 222
RETAINING WALL, \ HRW STD. DETAILS W-12 & W-14 (TYP.) 4' (TYP.) WATER 1 EXISTING 6" PVC 9\
DESIGN BY OTHERS (TYP.) \ MH 59 MAIN TO R/W WATERMAIN - l\ \ �\ ♦♦ \ �� �
TWO 3/4" WATER SERVICES IN
SINGLE 2" CONDUIT UNDER \ \
190 0 8"x6" TEE I \ \ \
30' HARNETT COUNTY i L / ROAD y9
(2) 8" GV I RETAINING WALL,
WATERSHED `�\ ��' �� �\ (1) 6" GV I ---- --� `� Z DESIGN BY OTHERS (TYP.) I 30' HARNETT COUNTY
Y STREAM BUFFER \� S' I r--- I Z D I WATERSHED \ \�
8" SDR-21 PVC MH 12 I `
I I N o STREAM BUFFER \
WATERMAIN ` \ ' I j o O I
0 1 I \ �� �� 76PRIME \ \♦
VIEW &VISTA \ \
L--------
EXISTING 4" PVC
WATERMAIN
CONNECT TO EXISTING 6" PVC
WATERMAIN WITH A 6" X 6" TAPPING
SLEEVE AND VALVE
EXISTING 8" PVC
SANITARY SEWER MAIN
(PER COUNTY GIS)
` \ \ TWO 3/4 WATER SERVICES IN 1 - — /', \ q `� SINGLE 2" CONDUIT UNDER I s b \��\ i MH 58 cn 3 ` , 'I-,
ROAD
—) V 6" SDR-21 PVC
Q 192 i SOR3 WATERMAIN /
N/F
PSAL TlS MELISSA A 6" DIP WATERMAIN O Nbs
\
T WIDE PUBLIC UTILITY EASEMENT
PIN:0653-67-9120 j / / RETAINING
PRV-2 (6" CLA-VAL MODEL 90-01) / 4' (TYP.) WATER 1 Ma Nbs MH 40 CO RF�� % DESIGN BY
DB 3100 PG 0472 / MAIN TO R/W
PRESSURE REDUCING VALVE / 20' PERMANENT OTHERS (T
/ SO' qR / DRAINAGE
IN UNDERGROUND VAULT / ,a\ S )QO k J
SET PRESSURE TO 53 PSI / 193 / 9' (TYP.) WATER i \ W EASEMENT
6" GV / j / MAIN TO EOP
9,.
FIRE HYDRANT �Ma
FIRE HYDRANT \`� / / / / / ASSEMBLY (TYP.) pVC bs \ \
N/F ASSEMBLY (TYP.) % % / / / 8"x6" TEE
KEEN BRETT M / 6" GV `\ \ / ; / 195 �' / (1) 6" �v �, \
PIN: 0653-67-8125 / EXTEND EXISTING 6" . \ �\ / / / / % Nbs 1
DB 1702 PG 0104 PVC WATERMAIN \ j / / M.a /
/ / / / 8" SDR/ PVC
/ ` \ ��J % / %' WATERMAIN
\'
N/F
NOBLE LINDA &
NOBLE MARK R
P/N: 0653-66-7764
/ DB 2452 PG 0269 `\ \\\���� / �' / / 20' PERMANENT \
/ DRAINAGE \
EASEMENT
N/F \
GLASSMAN JAMES C `\ RETAINING WALL,
& GLASSMAN TARA E \ DESIGN BY OTHERS (TYP.)
PIN: 0653-66-5595
DB 2671 PG 0115 ` \
N/F `
SEASIDE SUNSET LLC
P/N: 0653-66-5347
DB 2940 PG 0201
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY
PORTION OF THE REQUIRED SIDEWALK OR STREET TREE
INSTALLATIONS THAT ARE DAMAGED AND/OR REMOVED BY
HARNETT COUNTY/ DEPARTMENT OF PUBLIC
UTILITIES/HARNETT REGIONAL WATER OR ITS
REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER
LINE WILL BE REPLACED OR REPAIRED BY THE HOA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL
WATERPROOF INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN
A SEPARATION OF NO LESS THAN 10 FEET FROM
WETLANDS.
Z
J
PUBLIC UTILITY EASEMENT
_ SINGLE 3/4" WATER SERVICE PER
HRW STD. DETAILS W-14 (TYP.)
SINGLE 4" SEWER SERVICE PER
HRW STD. DETAILS S-29 (TYP.)
WATERMAIN
SEWERMAIN a
LEGEND
X 6" REDUCER
WALL, i \
YP) 20' PUBLIC UTILITY EASEMENT \\\
PRV-1 (8" CLA-VAL MODEL 90-01) \`
PRESSURE REDUCING VALVE
IN UNDERGROUND VAULT
SET PRESSURE TO 57 PSI �
TWO 3/4" WATER SERVICES IN i \ \ 20' PRIVATE
SINGLE 2" CONDUIT UNDER MH 43 \ \ DRAINAGE
ROAD i' \ \ EASEMENT
15' TREETSCAPE
BUFFER
FIRE HYDRANT
/ h i ASSEMBLY (TYP.)
MH 54 (WATERTIGHT) / TWO 3/4" WATER SERVICES IN �/ / `� i
/ � i � 75' PRIME
/ SINGLE 2" CONDUIT UNDER ROAD p , i
,/ VIEW &VISTA
203 v
N/F
DOWDY TRACY
Nbs MH 45 / c� i `�� \ �`� i / JACKSON &
\ 4t8 DOWDY DAVID LEE
8"SD NbS R?��Q`IC' a j MH 44\,\\ 20 `,�\ `' P/N: 0653-65-7658
DB 2951 PG 0947
\ ` /
8" SDR-21 PVC
WATERMAIN
SINGLE 3/4" WATER SERVICE PER `
FIRE HYDRANT ___,
ASSEMBLY (TYP.) HRW STD. DETAILS W-12 & W-14 201 j
I
I (TYP.)
L - -
N/F
PERENNIAL STREAM -J
N/F
MCKOY FRANKIE L &
\
MCKOY PAULA F
P/N: 0653-66-4236 \
DB 1294 PG 0592 \
— — PROPERTY LINE
RIGHT-OF-WAY
LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
�❑ LIGHT POLE
N/F
ANZAIDUA JULIE T &
TART JOAN BYRD
PIN: 0653-66-3069
DB 3128 PG 0435
ENVIRONMENTAL IMPACT NOTES:
/ HARNETT COUNTY
PIN: 0653-65-0224
DB 1936 PG 0781
i
i
1. ALL STREAM AND WETLAND IMPACTS SHOWN ON THE PLANS HAVE
BEEN PERMITTED BY NCDEQ-DWR (401) AND THE ACOE (404).
UTILITY LEGEND
SEWER
SAN
SANITARY SEWER
OS
SANITARY MANHOLE
WATER
— — w— —
EXISTING WATER LINE
W
WATER LINE
®
WATER VALVE
FIRE HYDRANT
®®
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DRAWN BY
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PERENNIAL STREAM
30' HARNETT COUNTY \ \
\ , WATERSHED 14/ \11 \4/ \4/ \4/ \1/ �� \ _ ♦ `
\J STREAM BUFFER
MH 36
20' SANITARY
V) G S SEWER EASEMENT `
QJ WETLANDS
M 5o�3y \ Ives
N/F
CARR ERNEST JR &
ANGLIN JERI ANNE
PIN: 0653-86-2569
DB 2195 PG 0106
PERENNIAL STREAM
6" GV
rn� \ 8,�S SANITARY SEWER OUTFALL A 30' HARNETT COUNTY WATERSHED
TEMPORARY R.3S SEE SHEET C6.1 \1/ \/ \1/ \j/ \1/ \j/ STREAM BUFFER (APPROXIMATE)
TURNAROUND Nbs p(/C
EASEMENT r 20' SANITARY
SEWER EASEMENT �/ �/ �/ �/ �/ �/ �/ �►
I
3
I I
—
� I
Z6
I
I �
EXISTING 6" WATERMAIN LOCATION, DEPTH &
EXMH
3 C
MATERIAL TO BE VERIFIED BY CONTRACTOR.
IF PROPOSED SEWER MAIN CROSSES OVER,,
THE WATERMAIN, THE WATERMAIN MUST BE
I
REPLACED WITH DIP PER HRW STDS. 10' EA.
I I
DIRECTION OF THE CROSSING.
I
'
3 I
CORE DRILL SEWER MAIN CONNECTION AT EX MH B
I
& INSTALL RUBBER BOOT PER HRW STDS_& SPECS.
I I
I
8" 401 EPDXY COATED OR EQUAL RJDIP IN 16"
U I
STEEL CASING PER HRW STANDARD DETAIL
a
W-8 BUT INSTALLED VIA OPEN CUT PER HRW
oil
AND NCDOT STANDARDS AND SPECIFICATIONS
i
0010 MH 61I
__________ _________ __ u
--- ---- ---- -- SAN
8" C900 PVC �_-- EX MH B
SANITARY SEWER MAIN S _
------------------------
--
MH 57 AERIAL CROSSING PIER ------------- S N sn- I
(TYP.) SEE S1.0 & S1.1 \ �. G MH 37 (WATER TIGHT)
8" RJDIP INSIDE OQJ
N"S 8" SDR-35 PVC 16" STEEL CASING II
SANITARY SEWER OUTFACE A
/ NVS
/
SEE SHEET C6.1 �
0
MH 64 (WATER TIGHT) — _ cn 20' SANITARY O Of
0 0 : _
------- SEWER EASEMENT Ur LU
DB 3666 PG 650 Z) W 0
MH 52 (WATER TIGHT) V O I >
RANT°� 2 �' 180 ' TEMP. STREAM IMPACT #1 ' i f m (n (p I J
(TYP.) ass �' �,'' 401 DWR # 19-0556 V
404 ID SAW-2008-01427 / ill m I _
30' HARNETT COUNTY ' / ^ ' �a EX MH A
WATERSHED o ( N I
STREAM BUFFER ' /V SANITARY SEWER OUTFALL B I
20' PERMANENT / /`o J SEE SHEET C6.2 I
DRAINAGE
N/F
20' ACCESS EASEMENT 3
CLINE DOUGLAS B
/ / y I
EASEMENT
& CLINEAMANDA L I I LULU
Z_
O
PIN. 0653-76-7339 I
I
MH 65 (WATER TIGHT) DB 3199 PG 0072 3 1
/,/'' /,/ 3' PUBLIC UTILITY EASEMENT
MH 48
,.� 8" SDR-21 PVC \ ,/ ,� \ / / \ \ \ I I1 R/W
WATERMAIN \\ ,/' / / ,/' \\ / / / / \ \ \ 1 I SINGLE 3/4" WATER SERVICE PER
HRW STD. DETAILS W-14 (TYP.)
3 SINGLE 4" SEWER SERVICE PER
DRAINAGE NENT °\ I HRW STD. DETAILS 5-29 (TYP.)
EASEMENT
//"�`\\ o7;i y \\ / / /\\\ 20' ACCESS & \ �NTENANCE` 1 WATERMAIN
MAIEASEMENT II II / � \ \ \ \p. SEWERMAIN
/\ <\ / ,/ SCM #3
\\
\ \\ \ 20' PERMANENT \ \ \
PER \ DRAINAGE EASEMENT 2 `\ ��'' �•' `\ j \ \ \ \ \\
14 (TYP.)
20' ACCESS & \ \ \ \
MAINTENANCE
20' PEDRAINAGE EASEMENT \ \ \
171
EASEMENT \ / / ` 4' (TYP.) WATER
MAIN TO R/W
9' (TYP.) WATER s \\ '' / '' \\ _ / / SCM #4 \ \ \ MH 38 (WATER TIGHT) \ 7-
MAIN TO EOP
170 %\ a
i �' /' 20' PERIMETER BUFFER m
45 �' / \ \\/'' '\\ ns '' 186 / / RETAINING WALL, \ / / / \ TO ADJACENT PROPERTY \ �°
FIRE HYDRANT 0 ti6 \ / / 20' ACCESS &
L \ / / \ DESIGN BY PER
ASSEMBLY (TYP.) .C� \ \
OTHERS (TYP.) DRAINAGE hf
EASEMENTMH 47'
C8�
/ O
8"x8" TEE / ,/' \ / / ��-- I / I U \ \
8" DIP WATERMAIN (3) 8" GV e� \ \ �' I /z
/ m TWO 3/4" WATER SERVICES 2 /
IN SINGLE 2" CONDUIT o \ \\\\
8" SDR-21 PVC
WATERMAIN \\ �.' UNDER R\\ /
\\ / 26 ,OAD \ / <\
VARIABLE WIDTH \ e� P QJ� \ s `\ �' / 20' PE
RMANEN
5PDRAINAGE
PUBLIC DRAINAGE SO� \ 188 EASEMENT' 31 \
EASEMENT
8" SDR-21 PVC
WATERMAIN \\ \\ , ".
/ / \ \ \ N/F \ �z
2„ GV / / \ ` \ a
MCKINNEY ERIC A & MCKINNEY \
6"X2" REDUCER \
\,� \\\ \\\ 130 \\\� / , �> ` JENNIFER L 3
m 5P / \\ \ \\ \\ m 218 P/N: 0653-76-4249 \
\` \\ \ll
\ \ \\ \� V �-------------i �" <\ \ �. DB 3101 PG 0252 \
> A ,' \ \ \ \ FIRE HYDRANT /' \
o s� / �� \\\ \\\ 129 \\ \\ .'ti ,I r� MH 42 rp,, s ASSEMBLY (TYP.)
L y \ \ \ \ \
\ \ \ \ \ \ /' 20' PRIVATE 2" GV ti \ /' \
\ \ C� / \ 4' (TYP.) WATER
4) cJ j (3) 8" TEE \ \ \ \ \ \ v 8 p 2" BLOWOFF �' /' RETAINING WALL,
\ \ \ / o DRAINAGE \ \ S / MAIN TO R/W
(3) 8" GV \ \ 128 \\ \\ > / °o / ASSEMBLY \ / ° DESIGN BY OTHERS TYP.
EASEMENT \ L / \ ( )
-�° `\\ \ ` PERM. STREAM IMPACT #1 I — _ t �� \y `\ \
MH 91��\ \\ \\ \\ \\ \\ �/' 401 DWR # 19-0556 / 30' HARNETT COUNTY
,•� \ \ \ \ \ \ �/ / 404 ID SAW-2008-01427 \ _� cn \
g / , \ \ \ / _ / \ _ ` \ \ WATERSHED
v /' \ \ \ \ � / / ___ -�\ MH 41 \ 9' (TYP.) WATER
\\ \\ 12 \ \ / ,> / / / �\ \� � \ STREAM BUFFER
\ \ RETAINING WALL, 20' PERMANENT / / MAIN TO EOP _�
F \ \ DRAINAGE
J
DESIGN BY OTHERS (TYP.) O �z
EASEMENT / /\ \ �� / / 213 �/' �� 10
zz
126
�O O Wks
MH 11 (WATERTIGHT) /' ,/' �? O I oG �, PERENNIAL STREAM
i� l
\ 220 \
_ '� N \ '' '' 212 SINGLE 3/4" WATER SERVICE PER
20' PERMANENT \ ��' /'� ' /' HRW STD. DETAILS W-12 & W-14 TYP.
DRAINAGE I \\ ��� �.' \\ \ \ \ \ /, i MH 46 � � (TYP.)
0 EASEMENT
11
\\ SHEET C3.3 10' x A PUBLIC p, �/ 20' PERMANENT ----- I I ! N/F
0 t
UTILITY EASEMENT s 206 i' DRAINAGE EASEMENT / � ^ ° \ O I I Z I 22 ' \ LANGDON THOMAS G & LANGDON
/ , / FIRE HYDRANT �,� N I I \
' / / ASSEMBLY (TYP.) _. \\ \ / �' �� 211 j U ; j I ` DEBRA S
o ; ' / 8" SDR 21 PVC `\ ,�' /,�' j �� I - I a 6" SDR-21 PVC-------�
O �' WATERMAIN 26 / / / , 20' PERIMETER BUFFER
/ \ I I \ TO ADJACENT PROPERTY P/N: 0653-76-1181
D_ / \ / / , i ��� I--------------
____J M WATERMAIN
/ / / TWO 3/4" WATER SERVICES IN \\�,'� �i'/ % L-- _ _ F----------- DB 2898 PG 0806
p , PERENNIAL STERAM ' / SINGLE 2" CONDUIT UNDER ROAD ,/ 207 , I � I I \
<\ I F DESIGN BY OTHERS (TYP.) I Z I I\
o \ SINGLE 3/4" WATER SERVICE PER
RETAINING WALL, HRW STD. DETAILS W-12 & W-14 (TYP.)
DESIGN BY OTHERS (TYP.) / - MH 59 _-___ -
• \ S'p \ / I TWO 3/4" WATER SERVICES IN ` \
SINGLE 2" CONDUIT UNDER -J
N , 30' HARNETT COUNTY \ `� �' So 8"x6" TEE I ROAD
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION OF
THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS THAT
ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER OR
ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER LINE
WILL BE REPLACED OR REPAIRED BY THE HOA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS WATERTIGHT
SHALL MEET MATERIALS, TESTING METHODS AND ACCEPTABILITY
STANDARDS PER WATER MAIN STANDARDS (15A NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT FRAME AND
COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR COMPRESSION
TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM
C1244 "STANDARD TEST METHOD FOR CONCRETE SEWER
MANHOLES BY THE NEGATIVE AIR PRESSURE (VACUUM) TEST
PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 PERMIT
OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A SEPARATION
OF NO LESS THAN 10 FEET FROM WETLANDS.
ENVIRONMENTAL IMPACT NOTES:
1. ALL STREAM AND WETLAND IMPACTS SHOWN ON THE PLANS HAVE
BEEN PERMITTED BY NCDEQ-DWR (401) AND THE ACOE (404).
£8 CIVN
SCALE 1 "=60'
0 60' 120'
UTILITY LEGEND
SEWER
SAN SANITARY SEWER
OS SANITARY MANHOLE
WATER
W—
EXISTING WATER LINE
W
WATER LINE
®
WATER VALVE
FIRE HYDRANT
®®
BLOWOFF ASSEMBLY
LEGEND
- - PROPERTY LINE
RIGHT-OF-WAY
LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
�❑ LIGHT POLE
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UTILITY NOTES:
UTILITY LEGEND
LEGEND
oso�����CA
000�oo�+o
•'tip •:
• -9• s
.�:
z •�F •coop) 0
\ \ ■ '► �' eeeee1ea
30' 1
■
J■
y
■ = 35Q�G
■ rno�
■ m�
6" GVTEMPORf
TURNARC
EASEMEI\
\/ ■ �\ /
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER j� SCM #2 MH 35'
/
LINE WILL BE REPLACED OR REPAIRED BY THE HOA. ` RETAINING WALL, 20' ACCESS & J \ 2" BLOWOFF J ' ■ \ /�','
` DESIGN BY OTHERS (TYP.) MAINTENANCE \
EASEMENT \ ASSEMBLY (TYP.)
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND Ggo� / 26
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A / i I , r, \ ✓ $ / /'' ■
NCAC 18C). / r'—'— i i i \ / 6" DIP
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS W Z /,'\\ i i / \'> > MH 56 (WATER TIGHT) 177 �''
WATERTIGHT SHALL MEET THE FOLLOWING: a J / \\\ \\ I I 136 / I �l i / / — `" /�\ \ ���� 9
/ ,\ 20' SANITARY J 9L 26 '
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT �� \\ \ I I / I / 137 / / / \ SEWER EASEMENT s �\
FRAME AND COVER WITH GASKET. 3'PUBLIcUTILITY EASEMENT \ \ \\ I i / / / i 6" Gv \
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY /^\ \\ 134 \\ \ \\ I �___ / ' / / \ / / \\\\ C 8"X6" REDUCER \`\
R/W /, \ \\ \ \ J 8" SDR 21 PVC / / `� \ / yPa \ `� " \
TAPED/SEALED. WATERMAIN _ / / 8 / / `�
• MANHOLES SHALL BE PROVIDED WITH A FULL / \ \ \ / i \ (,
SINGLE 3/4" WATER SERVICE PER / / \ \ \ \''138 \ � 176 �'�
HRW STD. DETAILS W-14 (TYP.) / / \ \ i ��v/ / Q
WATERPROOF INTERIOR COATING/LINING. ,' \\ \ \ s"w M„g 20' PERMANENT / \ FIRE HYDRANT ■ p26
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED SINGLE 4" SEWER SERVICE PER / \\ ` \ DRAINAGE / ' `\ \ ASSEMBLY(TYP.)
HRW STD. DETAILS S-29 (TYP.) /' \\ M„ EASEMENTJG SANITARY SEWER \\ �' p
CONSISTING OF A FLEXIBLE RUBBER BOOT OR < 133 \\ \' MH 23 8" SDR 35 PVC MH 24� a / / O OUTFACE C \ \ \ / \\ ■
COMPRESSION TYPE CONNECTOR. WATERMAIN �`�\ / ' AN S �`' /V�°P� SEE SHEET C6.3 \\� \\\ ■
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH y / /' cb
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE SEWERMAIN SINGLE 3/4" WATER SERVICE PER HRW ,'� JG 5P "bs �"e ,175
Q � 8„ /` , // 30' SANITARY �
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE —\ STD. DETAILS W-12 & W-14 (TYP.) /' 3� \e S� / / SEWER EASEMENT
(VACUUM) TEST PRIOR TO BACKFILL / `\\\\
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED. / m I VARIABLE WIDTH \ , / /' , , \\ \\\ \r' / ■ \
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 i 132 /5P 1 PERMANENT DRAINAGE /^\\ \ "" e �/ ; / ; \\ \ ■ `\
�' 1 II EASEMENT
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN , MH 22 / I / �\ ' \ ■ >
A SEPARATION OF NO LESS THAN 10 FEET FROM — — / //^\ MH 34 �`\ ; ,' 141 ,' 174 ■�
WETLANDS. — ----------------� / / `\ ` i I 159 / / 160 y A
O FIRE HYDRANT / / \ \\ i' i' \•
VARIABLE WIDTH 158 I I ,/ / \ \ \ \ \ - ■
\ I I I I ASSEMBLY TYP. \ \ C ' g" SDR-21 PVC PUBLIC DRAINAGE 1 20' PERMANENT �� ti (TYP.) // / / ` \ /
EASEMENT
7 \ \\ 1 I D/RAINAG/E EASEMENT � WATERMAIN"
8"x8" TEE 3UTILITY
(3)8„CV\� EASEMENT 473
\ 1 \ \ 1 1 O I I I I I I 131 / ` \\i' ��/\ \ / / ,' / ,^\iSRe/ Al'C ' 142 \ \ \ ■ /�.' /
� 1 1 I I I / 3 � / / C bs \ ■ � '
VARIABLE WIDTH
PUBLIC DRAINAGE / / \ / '� �` ��\ l / ' MH 2 9' TYP. WATER
FIRE HYDRANT / / ` / / i 9'(TYP.) \ \ \
EASEMENT � �\ � / \`\ � \ ' V MAIN TO EOP
1 \ \ \ \ \ 1 IL__-- I ASSEMBLY (TYP.) / `\ \ i , , / ,^\ \\ ■'\
TWO 3/4" WATER _ J I / / \ � , / / � 4' (TYP.) WATER
SERVICES IN I / `\\ \,/ ,' i / i `\ MAIN TO R/W
SINGLE 2" CONDUIT a"w "a 148 / / / „ \� / , 162 143
58 1 \ \ Ic 8" SDR-21 PVC \\ UNDER ROAD M„ / \
\ ` WAERMAIN 1_ MH 20 8" SDR-35 PVC MH_21 \ / j U / / ` \ �\% / ' \ SINGLE 3/4" WATER SERVICE PER \ '
FIRE HYDRANT s NVs. Nvs / / 149 / \ / / \
� �` \\ \ HRW STD. DETAILS W-12 & W-14 (TYP.) �
\ \ 57 \ \ \ \ ASSEMBLY e"w
(TYP.) sPN M••a TWO 3/4" WATER SERVICES IN
SO SINGLE 2" CONDUIT UNDER ROAD
$„ gpSPJR N 20' PERMANENT `\7� ,�' / �' \ \
------� E--------- Nbs / i O DRAINAGE EASEMENT", \ /
MH 26 \ i\ ■ \ \
\ , ,
MH 27 FIRE HYDRANT \� \ ,� / �� \ \ TWO 3/4" WATER 9 \
TWO 3/4" WATER SERVICES IN % MH 19�sPN _''''' ` 1 1 I I / /'��� \ a �`� ,/ ASSEMBLY (TYP.) > \..' / �' \ SERVICES IN SINGLE 2" ■\\
SINGLE 2" CONDUIT UNDER ROAD y 4' TYP. WATER 3' UTILITY j 11 I I j j `\ ,/ , ,/' �'' 164 .'� CONDUIT UNDER ROAD \\
\ \ ' MAIN TO R/W EASEMENT \ 1 I I ` U
\\ \v' e gP`IG s ' RAVE r \ \ ` \ 1 108 I I 109 / / / a / / / \\ \ \ \ / \
/ 3 D 9' TYP. WATER \ 1 I bs / / \
55 ` R pEN 9'(TYP.) \ I I l l / e / \ \ / \ <' 145 �' \ \
< O \ g0 AS 1 I 1 I 11 U / / � < , . \ \ \ , , \
> 8 gIVE 0, ROWi___ 1 \ MAIN TO EOP 1 \ \ 1 10 1 1 I I U / / / / / \\ SO
MH 51� \ 106 \ 1 1 I — I 1 / / 111 / / Lc \ , , \ \. ,� \ , / ,�■ \\ \
QJ /i^\ \\ `\ \\ `I `\ \I _ — _r l / // \ 8" SDR-21 PVC
WATERMAIN / \ \ � ,. \ �L � � . / 8" DIP W
/ 8„ SDR-21 PVC /
�„ WATERMAIN
101 20' PERMANENT I / / \ ��\ / '/ /' \\ \ �'� 153 ,�� 20' PERMANENT / \�
\ I / \ <\ / / \ ' ■ VARIABLE WID
3� DRAINAGE EASEMENT
\ \ � �DRAINAGE EASEMENT I I \ / / ! , / ,
\ � \ / / \ y6 � ■ PUBLIC DRAIN/
w, 9' (TYP.) WATER ,�' ,�' \\ \\ / \\ s \ EASEMENT
\ / � / ' 114 � ��p \
\ / ' s MAIN TO EOP
If/ \\
l I j j `\ \ J \r / ,� 4' (TYP.) WATER MAIN
\ i \ 1 \ \ \ \ \ \ I I / / / / / �\ \ /' ,/ \\ TO R/W
8" SDR 21 PVC 2 r'— \ \ \ \ \ \ 1 93 1 \ 1 I I l I 96 \ ' i
I / / `\ < \ / / ,' ' ' ' s
I SINGLE 3/4" WATER SERVICE PER / \ / 26 < MH 10
IL HRW STD. DETAILS W-12 & W-14 (TYP.) / / `\ `� \' /' \\ \\ �'.'�\ \ \\\ \ �� / ,� \\ cn
\ \ 1 \ 1 \ \ \ �� \ \ ,� \ \ �' ' FIRE HYDRANT
TWO 3/4" WATER SERVICES IN ---/ / / �> \' ASSEMBLY (TYP.) \ p
FIRE HYDRANT _-1
l j ASSEMBLY (TYP.) , / r \ SINGLE 2" CONDUIT UNDER ROAD
FIRE HYDRANT \ _J w �./ / / / \ <�
8" M„e / / \ s°. �'o .' > / \ 168 L
0 ASSEMBLY (TYP.) �_ J, ,- \
/ MH 32 \ 20' PERMANENT \\ \ \ 20' PERMANENT M 28 \ po��'� 8"x8"
>—_ a / \ ` \ \ \ \ \ _J 8w \ ` / DRAINAGE EASEMENT' ,� \ 5 I \ _ g- \ , \ \ DRAINAGE EASEMENT O \ \ 8" DIP
v / �jj I \ \ \ \ \ 1 \ _ Nvs S \
0—__ / I \ \ \ 88 \ \ \ 1 \ 1 L, SPA DR 3g p ,' / /' \\ \\\ C ,�" J �i� TWO 3/4" WATER SERVICES IN \\ (3) 8"
__J ` DR\\jE gIN VC �\ / ' \ \, �' \ �\ \ \\ \WATERMAIN !.
/ /� —J / 87 1 \ 1 \ MAPLE / vC Nbs , // \ '\ \r SINGLE 2" CONDUIT UNDER ROAD
I I / I i O \1 \ ` \ ` 8" SDR 21 PVC S\EVER 0, oWl 35P sP \ \ i e� MH 9 \
\ \ \ 5 R sw gDR- — MH 50 \ / \ \ \ 116 / \ \ VARIABLE WIDTH \ / 'd \ \
/ / \ \ \ 1 WATERMAIN 1 / $ w / 98 \ \i / \ \
/ / VARIABLE WIDTH \ / PUBLIC DRAINAGE
Q _, 1 \ 1_ a'w 4' TYP. WATER \ \ \ / / , ■
o / � � PUBLIC DRAINAGE \ \ ( ) �, ,� \ / \ � EASEMENT \ \
8"x8" TEE z EASEMENT \ 1 _--J MAIN TO R/W s \\ /� � \\ \ \ / / \\ z6s /' ,� �' ■ \\ \\
/ 9' (TYP.) WATER / \ S, \ \ ■
MH33� \
3 / / ------- $•w 'c\ ` MAIN TO EOP
I %— —J MH 17 M"a ' SDR 5P S N ��_--'e 1 \ \ I I A/ \/' i' \ �.� �' g s
\ / \ \ 117 5
a S 3 _ 1 \ \ 1 1 / C� 8"x8" TEE 4 O� \ \\ \\ ■ `
a"w N r' \ \ \ \ I 1 1 / / `� \ ,� \ ��\ / L \ (3) 8„ GV / g \ \
g"S�R35 MH�30
O I / sP
U I I )°�/C MH 29 _--� \ 1 \ 1 \ \ \ 1 1 / / / > MH 31 \ \ \ \ ,� 20' PERMANENT
'n / / / �''/ 1 \ \ \ \ \ 1 \ 1 1 j j / 85 ,�' \ > \\ ( DRAINAGE EASEMENT
\
/ 1 / n 8" SDR-21 PVC
/L _ WATERMAIN \ \ \ \ \ v
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1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
ENVIRONMENTAL IMPACT NOTES:
1. ALL STREAM AND WETLAND IMPACTS SHOWN ON THE PLANS HAVE /
BEEN PERMITTED BY NCDEQ-DWR (401) AND THE ACOE (404).
I 1 PERENNIAL STREAM
Ile
. 1
/ — — 20' PERMANENT `
/ — DRAINAGE \
EASEMENT
WATER MAIN - 36 IN. ♦ / O—A `� > / < /
SANITARY SEWER - 36 IN. i 00 30' HARNETT COUNTY /
, WATERSHED / ` 20'PERMANENT
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY / i STREAM BUFFER I ./ DRAINAGE
PORTION OF THE REQUIRED SIDEWALK OR STREET TREE `— — �` / — _ _ _ EASEMENT
INSTALLATIONS THAT ARE DAMAGED AND/OR REMOVED BY /
HARNETT COUNTY/ DEPARTMENT OF PUBLIC
UTILITIES/HARNETT REGIONAL WATER OR ITS
REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF -r
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NTS
SANITARY SEWER NOTES:
1. ALL MANHOLES IN EXCESS OF 12 FT IN DEPTH MUST HAVE ANTI -FLOATATION COLLARS INSTALLED.
2. ALL MANHOLES WITHIN 50' OF STREAMS, WETLANDS AND/OR STORMWATER CONTROL MEASURES MUST BE WATER TIGHT IN
ACCORDANCE WITH HARNETT COUNTY AND NCDEQ STANDARDS AND SPECIFICATIONS.
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/
SHEET NO.
C3.6
SANITARY SEWER SCHEDULE
STRUCTURE
UP
HEIGHT
TOP
INV IN
INV OUT
OUTLET PIPE
STRUCTURE
DOWN
EX MH A
5.64'
247.88
242.24' 8" PVC
151' @ 0.84%
EX MH B
EX MH B
4.21'
245.14
241.50' 8" RJDIP MH 61
240.98' 8" PVC EX MH A
240.93' 8" PVC
221' @ 0.82%
EX MH C
EX MH C
5.03'
244.14
239.11' 8" PVC EX MH B
MH 1
7.60'
327.69
320.09' 8" SDR-35 PVC
104' @ 4.99%
MH 55
MH 2
9.32'
322.62
313.50' 8" SDR-35 PVC MH 55
313.30' 8" SDR-35 PVC
356' @ 0.59%
MH 3
MH 3
10.20'
321.20
311.20' 8" SDR-35 PVC MH 2
311.00' 8" SDR-35 PVC
373' @ 121%
MH 4
MH 4
8.90'
315.20
306.50' 8" SDR-35 PVC MH 3
306.30' 8" SDR-35 PVC
215' @ 1.44%
MH 5
MH 5
8.74'
311.74
303.20' 8" SDR-35 PVC MH 4
303.00' 8" SDR-35 PVC
122' @ 1.55%
MH 49
MH 6
8.86'
307.76
299.10' 8" SDR-35 PVC MH 49
298.90' 8" SDR-35 PVC
195' @ 3.03%
MH 7
MH 7
13.89'
306.69
293.00' 8" SDR-35 PVC MH 15
293.00' 8" SDR-35 PVC MH 6
293.00' 8" SDR-35 PVC MH 31
292.80' 8" SDR-35 PVC
290' @ 0.60%
MH 8
MH 8
10.89'
301.75
291.06' 8" SDR-35 PVC MH 7
290.86' 8" SDR-35 PVC
102' @ 3.84%
MH 62
MH 9
12.51'
291.84
279.47' 8" SDR-35 PVC MH 62
279.47' 8" SDR-35 PVC MH 10
279 33' 8" SDR-35 PVC
338' @ 1.74%
MH 47
MH 10
11.35'
291.19
280.04' 8" SDR-35 PVC MH 26
279.84' 8" SDR-35 PVC
62' @ 0.60%
MH 9
MH 11 (WATERTIGHT)
10.47'
285.95
275.68' 8" SDR-35 PVC MH 59
275.48' 8" C900 PVC
341' @ 0.60%
MH 47
MH 12
8.27'
302.12
293.85' 8" SDR-35 PVC
88' @ 6.67%
MH 59
MH 13
7.44'
326.18
318.75' 8" SDR-35 PVC
149' @ 2.39%
MH 14
MH 14
7.76'
322.61
315.19' 8" SDR-35 PVC MH 13
314.86' 8" SDR-35 PVC
361' @ 3.14%
MH 15
MH 15
10.66'
314.01
303.55' 8" SDR-35 PVC MH 14
303.35' 8" SDR-35 PVC
325' @ 3.19%
MH 7
MH 16
7.61'
328.19
320.58' 8" SDR-35 PVC
239' @ 2.23%
MH 17
MH 17
9.48'
324.54
315.26' 8" SDR-35 PVC MH 16
315.26' 8" SDR-35 PVC MH 29
315.06' 8" SDR-35 PVC
205' @ 1.53%
MH 18
MH 18
9.65'
321.37
311.92' 8" SDR-35 PVC MH 17
311.72' 8" SDR-35 PVC
121' @ 1.50%
MH 51
MH 19
10.05'
317.47
307.62' 8" SDR-35 PVC MH 51
307.42' 8" SDR-35 PVC
365' @ 1.50%
MH 20
MH 20
10.16'
311.90
301.94' 8" SDR-35 PVC MH 19
301.74' 8" SDR-35 PVC
191' @ 1.50%
MH 21
MH 21
10.20'
308.87
298.87' 8" SDR-35 PVC MH 20
298.67' 8" SDR-35 PVC
190' @ 1.50%
MH 27
MH 22
9.33'
303.39
294.06' 8" SDR-35 PVC
142' @ 4.00%
MH 23
SANITARY SEWER SCHEDULE
STRUCTURE
UP
HEIGHT
TOP
INV IN
INV OUT
OUTLET PIPE
STRUCTURE
DOWN
MH 23
10.02'
298.19
288.37' 8" SDR-35 PVC MH 22
288.17' 8" SDR-35 PVC
130' @ 5.07%
MH 24
MH 24
12.10'
293.46
281.56' 8" SDR-35 PVC MH 23
281.36' 8" SDR-35 PVC
183' @ 0.63%
MH 34
MH 25
9.44'
294.90
285.46' 8" SDR-35 PVC
148' @ 3.55%
MH 34
MH 26
14.02'
295.65
281.62' 8" SDR-35 PVC
263' @ 0.60%
MH 10
MH 27
10.55'
306.17
295.82' 8" SDR-35 PVC MH 21
295.62' 8" SDR-35 PVC
166' @ 1.50%
MH 53
MH 28
12.61'
300.78
288.37' 8" SDR-35 PVC MH 53
288.17' 8" SDR-35 PVC
202' @ 0.60%
MH 62
MH 29
7.57'
323.58
316.01' 8" SDR-35 PVC
125' @ 0.60%
MH 17
MH 30
7.48'
325.43
317.95' 8" SDR-35 PVC
180' @ 2.16%
MH 33
MH 31
7.25'
308.43
301.38' 8" SDR-35 PVC MH 50
301.18' 8" SDR-35 PVC
156' @ 5.24%
MH 7
MH 32
7.64'
315.04
307.61' 8" SDR-35 PVC MH 33
307.41' 8" SDR-35 PVC
144' @ 2.24%
MH 50
MH 33
8.49'
322.34
314.05' 8" SDR-35 PVC MH 30
313.85' 8" SDR-35 PVC
288' @ 2.16%
MH 32
MH 34
11.98'
291.99
280.21' 8" SDR-35 PVC MH 24
280.21' 8" SDR-35 PVC MH 25
280.01' 8" C900 PVC
236' @ 5.72%
MH 56 (WATER TIGHT)
MH 35
7.30'
267.86
260.76' 8" C900 PVC
MH 56 (WATER TIGHT)
260.77' 8" SDR-35 PVC MH 48
260.56' 8" SDR-35 PVC
165' @ 6.53%
MH 36
MH 36
5.42'
255.00
249.78' 8" SDR-35 PVC MH 35
249.58' 8" SDR-35 PVC
373' @ 0.60%
MH 57
MH 37 (WATER TIGHT)
7.54'
250.84
243.50' 8" C900 PVC MH 52 (WATER TIGHT)
243.30' 8" C900 PVC
217' @ 0.60%
MH 61
MH 38 (WATER TIGHT)
12.28'
277.89
265.83' 8" C900 PVC MH 42
265.63' 8" C900 PVC
263' @ 5.63%
MH 65 (WATER TIGHT)
MH 39
6.20'
305.57
299.37' 8" SDR-35 PVC
238' @ 4.75%
MH 40
MH 40
14.01'
301.89
288.07' 8" SDR-35 PVC MH 39
288.07' 8" C900 PVC MH 54 (WATERTIGHT)
287.87' 8" SDR-35 PVC
88' @ 0.60%
MH 58
MH 41
8.46'
282.85
274.59' 8" SDR-35 PVC MH 46
274.39' 8" SDR-35 PVC
107' @ 4.81%
MH 42
MH 42
8.11'
277.17
269.26' 8" SDR-35 PVC MH 41
269.06' 8" C900 PVC
226' @ 1.43%
MH 38 (WATER TIGHT)
MH 43
6.40'
302.50
296.10' 8" SDR-35 PVC
161' @ 0.60%
MH 44
MH 44
9.40'
304.33
295.13' 8" SDR-35 PVC MH 43
294.93' 8" SDR-35 PVC
114' @ 0.60%
MH 45
MH 45
8.37'
302.42
294.25' 8" SDR-35 PVC MH 44
294.05' 8" SDR-35 PVC
178' @ 1.69%
MH 54 (WATER TIGHT)
MH 46
8.39'
287.91
279.71' 8" SDR-35 PVC MH 58
279.51' 8" SDR-35 PVC
105' @ 4.69%
MH 41
MH 47
13.32'
286.55
273.43' 8" SDR-35 PVC MH 9
273.43' 8" C900 PVC MH 11 (WATER TIGHT)
273.23' 8" SDR-35 PVC
315' @ 0.60%
MH 48
SANITARY SEWER SCHEDULE
STRUCTURE
UP
HEIGHT
TOP
INV IN
INV OUT
OUTLET PIPE
STRUCTURE
DOWN
MH 48
11.49'
282.63
271.34' 8" SDR-35 PVC MH 47
271.14' 8" SDR-35 PVC
355' @ 2.93%
MH 35
MH 49
8.84'
309.74
301.10' 8" SDR-35 PVC MH 5
300.90' 8" SDR-35 PVC
125' @ 1.44%
MH 6
MH 50
7.46'
311.44
304.18' 8" SDR-35 PVC MH 32
303.98' 8" SDR-35 PVC
121' @ 2.15%
MH 31
MH 51
9.86'
319.56
309.90' 8" SDR-35 PVC MH 18
309.70' 8" SDR-35 PVC
139' @ 1.50%
MH 19
MH 52 (WATER TIGHT)
5.61'
250.00
244.93' 8" C900 PVC MH 65 (WATER TIGHT)
244.59' 8 RJDIP MH 64 (WATER TIGHT)
244.39' 8" C900 PVC
148' @ 0.60%
MH 37 (WATER TIGHT)
MH 53
10.73'
303.67
293.14' 8" SDR-35 PVC MH 27
292.94' 8" SDR-35 PVC
190' @ 2.41 %
MH 28
MH 54 (WATER TIGHT)
8.54'
299.37
291.03' 8" SDR-35 PVC MH 45
290.83' 8" C900 PVC
366' @ 0.75%
MH 40
MH 55
10.68'
325.38
314.90' 8" SDR-35 PVC MH 1
314.71' 8" SDR-35 PVC
200' @ 0.60%
MH 2
MH 56 (WATER TIGHT)
10.28'
276.60
266.52' 8" C900 PVC MH 34
266.32' 8" C900 PVC
163' @ 3.40%
MH 35
MH 57
4.61'
251.76
247.34' 8" SDR-35 PVC MH 36
247.14' 8" SDR-35 PVC
232' @ 0.60%
MH 64 (WATER TIGHT)
MH 58
12.43'
299.57
287.34' 8" SDR-35 PVC MH 40
287.14' 8" SDR-35 PVC
244' @ 3.05%
MH 46
MH 59
8.69'
296.49
288.00' 8" SDR-35 PVC MH 12
287.80' 8" SDR-35 PVC
162' @ 7.49%
MH 11 (WATERTIGHT)
MH 61
8.12'
249.91
242.00' 8" C900 PVC MH 37 (WATER TIGHT)
241.80' 8" RJDIP
49' @ 0.60%
EX MH B
MH 62
12.75'
299.51
286.95' 8" SDR-35 PVC MH 28
286.95' 8" SDR-35 PVC MH 8
286.75' 8" SDR-35 PVC
332' @ 2.19%
MH 9
MH 64 (WATER TIGHT)
6.67'
252.22
245.75' 8" SDR-35 PVC MH 57
245.55' 8"' RJDIP
160' @ 0.60%
MH 52 (WATER TIGHT)
MH 65 (WATER TIGHT)
5.56'
256.17
250.81' 8" C900 PVC MH 38 (WATER TIGHT)
250.61' 8" C900 PVC
160' @ 3.55%
MH 52 (WATER TIGHT)
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PROPOSED CONTOUR
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PROPOSED DRAIN EASEMENT
PROPOSED PERIMETER BUFFER
WYyWWYWWWWWY WETLANDS
THIS DEVELOPMENT WAS APPROVED USING THE
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\ \ \ \ \\ \\ \ \ _ _ _ - - / I 1 1 / �/ / / /' / - _ \ \ \ \ \ \ \ \ \ \\ \ \ \ _ _ _ / l l / l l // / / / / / / ' / COMPATIBILITY DESIGN CONCEPT. 0
_ _ _ _ - - _ _ _ _ \ \ \ \ \ \ \ \ / / / , / / / / / / / -315,NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
oo,_ _ \ \ \ 1 \ \ / / / / / / / / / IN DESIGNATED WETLAND AREAS.
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SHEET NO.
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DESIGN BY OTHERS (TYP.) I // 18" RCP CB 57 ST 55-54 '� o0 �" \It
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67 / SHEET C6.4 7-
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NX260'PR_-_ 290
I'1 /20'PERIMETER BUFFER
TO ADJACENT PROPERTY
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30' HARNETT COUNTY I ► / ►/ ' \ ,o, /, r / / r ,Q / X3o 00' _ _ \ Q \ \ 1 I Y / / / / /' /' � ,p
cs � 5 � CB 59 r / \ \PAD \ 22 1 � / / `s
WATERSHED STREAM PAD \ rn�O \ X96�so; 1 1 I I , RETAINING WALL, 1 / / / 791%-
/ / ► I - 5' / O / O %%96. 0' N \ \ \ 1 \ DESIGN BY OTHERS TYP. \ \ /
/ / r \ i 9 \ \ - / / BUFFER I II l / / / 6 - c' , , / �v ts. cP ' / s� 208 O 2 \ \ \ I I (\ ) l� / / / STORM OUTFALL - - -
I RETAINING WALL, \ 75' PRIME Q / SHEET C6.7
I 30 HARNETT COUNTY \ 1ST 111-110
w / ( ) 2 \ 1 -� \ \ I I WATERSHED STREAM I I III I I I I I I ► I / /I / / / / / ' 0 /, / r / // N / / 0 , / / `"� / DESIGN BY OTHERS TYP. 9S \ \ �` : / -` _
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/ _ / / // / / / /
/// / / / / // / // / / / / / / I 1 y
/ / . ♦ 29'Wx5 Lx24 D
90
/ / / / // / \ ` + \ \♦ // / CLASS "B" RIPRAP •
---- _ - _--- ///%�♦ / /�I _ \ ��\ //I \\36 RCP `^�/\\ \� i \ y�� \ - / l /i
..
�SCM#24FTX4FTRISER \ 30'PERMANENT
' STORMWATER CONTROL
-„ - - - ' / _ ,,.'� \ _ MEASURE MAINTENANCE
41^♦ / _ _ _ _ _ _ _ ft / - - �♦ AND ACCESS EASEMENT o
/ / ^ \ \ \ _ ' / / / / / / , r / / / / / / , , � ♦� ♦ - ♦ / ' ' \ .� � \ _ \ \� \ /♦s \ ` - _ STORM OUTFACE ` _ _ _
24 RCP, 2
r \\ \ ��' \� �_ \ - 60'\ \ _ _ - - �\ ST 303-300 SS
/ ♦�\� / i -2 260�__- / SHEETC6.5 --- _ CB304\
RETAINING WALL
265
DESIGN BY OTHERS (TYP.) _ \
oo
oo
/ w • 9 \ \ - - - ` \ - / - - - - -285 \ 2S
oo
/ / - �♦ / ' / / / / / / / I, /j / �� _ _ / \ \ \ \ - \ \ \ .` _ _ '� �1620' PERMANENT �/�Ij
/� - - -� - /•h/ ,' _� I �� _ \ _♦1� '- - cb0 - - _ 295 DRAINAGE S FES 301 - �l.<i6� \ \\ A
/ // / /-__�`♦/ - - \/ .'� //\��/ //�____-\ \\ \ 30'HARNETTCOUNTY --- -__ - q>� ---- ---- _ EASEMENT 0 �- ----- - �� \\76.00<
WATERSHED STREAM D1309
BUFFER --270- - - - - --
/ p =J1 III I I 1 I `/ _� / _ 1 4�J _ '/ / / // �; ✓/ / / \ \ \ \ \ - - - - - - -275 - 30� - - - - 1 - _ �/_ / - \ / 2 S _ \ _ STORM OUT L \ \
_ _ _ _ _- _ _ _ _ - - - - - \ / 90 - ST 312-301 \\h \ \
' \ /_ ` _ \ \ \ \ / _ ___ _ - PAD_
%\ 1 \\ \ \ \ \ �I I / \ \ c '//, /�/ ,y~/ ' \ \ \ \ \ \ _ _ _ - - - - - - - _ _ -_ - '_ _ _ - _-_ -%297� SHEET C6.5 \ \\
/ 1 \ - - - - - - - - - _ - - - - - - - STORM OUTFACE - -
\ ♦ i \ �\ l+// _ \ / / - ----- _ --_ �� -_ ST314A-302 _ \ \ _
/ I \♦ L� '� ♦ _ / /r --- / /' \ \_ _ _ �/ /--------__� - - / _ _ _ ----- _ _ - _ PAD _ 78.50'\
\ �`\\�`.' �\ �> � r/i/ - \ \\ \\ /%-------- / _ -PAD _ CB321 _ _ ,18 RCP__ X294.90' CB3
_ ------ ' 'o1�a-- - \ _ SHEET AD
$ / Q / OA \
E�`-AIcFnS , '� \� / - - - - _ -285• \
�� � � / / / � - _ / / _ _ _ _ _ _ _ - -/ �`L9 -/�j<'��%j // � _ S mot\ \ / DRAINAGE
/ / i _ _ - - _ \ _! ' i ' / _ - - - - _ _ - _ 4J / \.•/ / - - 9 _ AN , - _ \ ` \ / , / �3 , ` EASEMENT _ - DI 310 PA-
--_-__ 290� _ _ �p0 - _ 04�0,./ --- 3o„RGp �3p'RCp� �� _ /% /V�AD10 // / / - 175- 79,so'\
/// \\Y _ _ �Y�3.101, // /
-285_ - _ - \ ----- -- / - / / / - ` \ �J _ o
\ \\\ _ r / _ - _ _ _ / 30 SANITARY
36 RCP 15 RCP/14 SEWER EASEMENT- - - ---
/ 295 ' - \ \ ' ' / ,✓' ^ \\ \�\ �_ _ _ = ji///I / / I II II / / , - /!_ CB` 32_2� .\\\ -LID
/ _
_
PAD -A P?D/// P
_ _ - - _ _SAS X494.40'
P%D_ -
=woe 5�/oe.ao' 24" RCP
VARIABLE WIDTH -0
\ \ \ \ - _ PUBLIC DRAINAGE CB 315B-
/ 2g0 \ \ / / r / \ \ _ _ \ \ \ \ \ \ \ \ \ \ 285 300 - , \ \ \� ' CB 324 EASEMENT \ \ ` \ \ - = ' C1 PAD \
\ \ \ \ / �5 \PAQ / \ DI 311
�' 290 305 _ _ 305 _ \ \ v \ \o , \ _ --95.70'-
310 X�o 0.-\ \ \ \� _ \ \ \ \ QG \ - - _ s _ / _ \ PAD
DI 318
J' 3.50'
\\ \\�%330'_ STORM OUTFALL
PAD ST 317-315B - P&D
PAID - -_ ` %%12-60_ _ _ _ -PAb^ "' // _ \" \ �C,p _ - _ /SHEET C6.5 - - - '5Z296.80'-
`�\ -'SAD
X3 70 /AD / / / / / / / _ �" _ / / ' PAQ \ \ \ _ - STORM OUTFACE -70^
PAD / / / / / / �08.00 \ \
/ [�� / 3 CB 332 312 CB 326= GQ ` ST 318-316
�/ 'CB 334' 38 RCP _ _ _ - - /- - _ - / SHEET C6.5 ` - - _ - 'PAD
/ � B..W „8� p CB 325A _1�'$ /
` 9`S\ / // / �/ I / / / \ / / \ \ \ \ ` •�$ \ / PAD/' / - - / 1(k [ a„� \ ' , \\ \ \ \\ ��`o - %�97.0�'� \\
/ 20' PERMANENT 'S' ` \ - PAD \ i
\ , \ 4 \ /
\ \ \ \ \�
PAD / / / - / sP " \ DRAINAGE EASEMENT A \9f9. o
\ - - \ / / / / / J 24 RCP \ \ PAD \ �_ \ \ D1 317� �3
\ - / �18.80' �4307.70' /
ASP 1VO
_ �\ 1$ / o'7S - - - _ / / / / -e r r24" RCP \ s \ \ \ PAQ_ PAD \
18" RCP / l , - i T/I/ / / ^ > \ \ \ \ X306.70' %%98�80' I /
O / / pqp _ _ 319 \. - / /„ Gp �_ _ - / / , / / a CB 327
\ \ \ ,' ' X320.9 ' _ CB 336 sc�+ / 24 R / CB 333 / '
/ 9 �R�I PAD \ �\ i115�
////s� \\\ DR-/rn14.�0' N __310.3--- \ \ Z \\\ \\ \ \ \ \ \ I
/ -PAD � / � 10 / / /ZQ�I % - - PAD \` � \ �s �,\� 1�� PAD \ \\ \ \ � � \ / \ \ \ \I \ PAD\ 145
r X-.U5. 1 O / I �/ 110 / D9.0 �� \ \ n05.70' \ \ \ / ?96
PAD/ / N s FZ / LL 9^ PAD I
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\ / X321.s0' ' / s , \ CB 335 / / / 16.40_ \
- PACy / / ' X3o7b70' v \ ro \ ` \ \ \ 165 \ \ \ /
\ \ g / / /
04
RCP' \ \\ 24/�P/
-PAD' //- / / /_- - - - \ \ \ \ I CB232 /
\ \ / / / / / / / 320 ,�g ' CB 337 \ \ - - X318.50' 104 / \ - - ` - _ DI 328 \ - \ \ \ \ ` CB 248 \ I 1
/ / I
j PA
PAD \ �\ \ \ \ ) PAD
// / ' DI 329_ 20 PERM. 1 1 30 \ X906.40 \ \ < / \ \
\ OAD e /Q \ - _ / / 3 2 - 8 \ \ \ \ \ .� \ \ / 1 %295.7d / / VARIABLE W
n43220' / G / CB 338 / r 15 _ / DRAINAGE \ \ __- - \� \ \ \ \ \ \ / /
- / 3 " ' �\` EASEMENT DI 251 _ /
\ \ RGP STORM OUTFACE _ _ _ ` \ \ 113 I �5 /P - \ \ _ \ \ STORM OUTFACE // / / , , PUBLIC DRAI
` - - CB 247 \ \ Q / EASEMENT
/ 10 / \ 15 / / D 1330 � - - - ST 331-327 \ \ 1� 3 \ > ST 235-233� / /
I / .318' / � � , SHEET C6.4 � // / `��
_ .. / SHEET C6.6 \ / \ \I
_ - \ 1 PAD \ l`(\\\\Ap / / ti6 / PAD /cI R%CB 1 24
X05.10, D.10.
O4 O5 � \ X�94 0IV I 114/ _3
0
PPZ D70 , \ / / ' '/ _ -167 I ,\
/ / /- / / -- 93 \__ PAD PAD O < /i 1 \ I OI
/ \ / CB 341 / j 322 / / / I X316.00' 96 \ �I -o %/ 154 1 I
LOU / D 1 246
' 1 PAD \ \ .� PAD \ r26 O P,AD / I I / I I - c
PAD I ( \ / *2.50' 1 \ \ I I / c
X319.30' X380 14.40' I /i X303.' I �� I / I 1 / _ _
/ / v' � I \ � : / l I l
RCP_ r 1 !� �� 15 / / / CB 231 / -
/ / PA
/ 9 0 1
-\XPAD74 \ \ STORM OUTFACE / / 20' PERM. -4 / d'
I 52 PAD/ STORM OUTFACE 30 RCP / \ / 6/g CB 236i
\ O HAD I \ / DRAINAGE,,
� X3�4.so' , � / c / ST 245-243 � 15.
ST 251-244 N 'PA EASEMENT I \ DI 235 I I I 5 C
CB 242 ' X301.5
SHEET C6.5 SHEET C6�.4P• I / G
.18" RCP " ae h�2 8 -
_0 / ` M N / / I CB 342 ' , \ / , 1 X32s.3o' A / s 18 RCP s / \\ (�\ U�/ 1 _ VARIABLE WIDTH
CB 343 - I ( /// / P D /N26.7o' ( / "/ `� 98 20' PERM. \ - o PUBLIC DRAINAGE
I � / / O / CB 510 I � PAD .lO / Q _ �
^ cw /' / 18 RCP // % 26.00' / ` w _ ry P I s DRAINAGE' 1 .•� -CB 243 c''0, EASEMENT
M - -PAD CB 344 / / / / /` sPN M ( X311.20' / / EASEMENT i \ /30 _ �� ,� ' ' _ 156 /
\ ' ' -X325 94' / r - / / [ / ( I PAD CB 508 1 //_!, PAD U
° /1 a w 7 I X300.2, !'
3 / / - 118 IRCP / / / / ' / cn < \ iX315.80' i / J 8� \ / \ -' / \/ S [ / DI 244 / / / / '(/ 1
z / \ / � I / / / / / / - \ PAD � { •Q 3'10 I J \l \ O / / i %30D59 � / , ePN / / �3. 0' � / \
Qjt�2)6/
` t
/ / s„W \ \ PAD I (� 4 - P'12.50 I �I c \ 11 I I c \ , / / / / / /PAD / ✓ \ ' / / / / /
X320.30' I C % 7 C B 507
CB 240
/ / S� / / / X322.10' 1 / [ - - 18" RCP I
- S S /�'' / / \ ! PAb_ \ I 82 _ CB 506 15 u' \ X3OT5 ' \ i \ \ \ems / / "\R
\ 1- RCP -----
PAD _ \ \I \\\ < 1 �OI \ ' 23
/ X300.60CB 21 1RCP 7/
_ _/
-80 1 r/ \� < o \ CB23� /
PAD / / / / / PAD 1 79 \ / \ DI 535 20' PERM. vcl N / \ 1 \ r \ \ \ ` \ \DI 245\ \ \ cn 1 1 P,46
X324.1 ' / / PAD / \ < \ I \ �� o I C,�
4 / X325.5% / X326.60 _ ' DRAINAGE \ `A \ �� /`�00 I N�983: PAD
60�
I O X32s.00' / ' I \ 20' PERMANENT \ P
co/ - ' / 76 \ I DRAINAGE
EASEMENTI D1536- •\ ,313- r� LEGEND
� I / - ' RGp `` / ^ 73 \
/ 48 ' ' PAD `322�D1 538 / \ PAD / ' THIS DEVELOPMENT WAS APPROVED USING THE
o / / ' rn ' Z / _ D 1537 0_ --31
_ / /X329M / 15 RCP `� / COMPATIBILITY DESIGN CONCEPT.
`2 Q PAD \ \
PAD \ \ / \ _ NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
��3.4n/ 1��� / / / /� J X318.00 . I Ate/ IN DESIGNATED WETLAND AREAS.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
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CHECKED BY
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SCALE
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STORM DRAINAGE TABLE (STRM-500)
STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE
UP DOWN
CB 502
7.98'
304.15
296.17' (42" RCP) CB 503
299.59' (36" RCP) CB 540
299.09' (42" RCP) CB 503B
300.10' (30" RCP) CB 504
296.17' (42" RCP)
299.09' (42" RCP)
141' @ 1.64%
DI 501
CB 503
7.21'
306.30
140' @ 2.08%
CB 502
CB 503B
6.42'
305.76
299.34' (42" RCP) CB 503C
299.34' (42" RCP)
50' @ 0.50%
CB 503
CB 503C
6.44'
305.93
299.98' (36" RCP) CB 532
299.49' (42" RCP)
29' @ 0.52%
CB 503B
CB 504
5.31'
305.76
300.45' (30" RCP) CB 505
300.45' (30" RCP)
75' @ 0.47%
CB 503
CB 505
5.34'
305.93
308.79
301.60' (18" RCP) CB 506
300.60' (30" RCP)
29' @ 0.50%
CB 504
CB 505
CB 506
4.61'
304.18' (18" RCP) CB 508
304.44' (18" RCP) CB 507
304.18' (18" RCP)
116' @ 2.22%
CB 507
4.26'
308.84
311.80
307.22' (18" RCP) CB 510
304.59' (18" RCP)
29' @ 0.50%
CB 506
CB 506
CB 508
4.83'
306.97' (18" RCP)
109' @ 2.56%
CB 510
4.69'
314.72
310.04' (18" RCP) CB 516
313.64' (18" RCP) CB 514
314.91' (18" RCP) CB 511
310.03' (18" RCP)
109' @ 2.58%
29' @ 0.50%
333' @ 1.19%
132' @ 0.98%
CB 508
CB 511
5.07'
6.47'
320.13
320.11
315.05' (18" RCP)
CB 512
CB 512
CB 514
313.64' (18" RCP)
CB 547
CB 512
7.52'
322.46
314.94' (18" RCP) CB 515
314.94' (18" RCP)
CB 515
8.38'
324.51
314.80
316.13' (18" RCP) CB 517
316.61' (18" RCP) CB 518
316.13' (18" RCP)
237' @ 0.50%
CB 514
CB 516
4.61'
310.19' (18" RCP)
29' @ 0.50%
CB 510
CB 517
5.98'
322.34
316.36' (18" RCP)
46' @ 0.50%
CB 515
CB 518
5.41'
322.17
324.76
316.76' (18" RCP) CB 519
316.76' (18" RCP)
29' @ 0.50%
CB 517
CB 519
5.09'
319.67' (18" RCP)
114' @ 2.56%
CB 518
CB 521
CB 524
CB 525
5.19'
309.07
303.88' (24" RCP) CB 524
304.84' (24" RCP) CB 525
305.89' (24" RCP) CB 526
303.88' (24" RCP)
69' @ 3.10%
CB 532
5.19'
310.03
311.21
304.84' (24" RCP)
69' @ 1.39%
CB 521
5.32'
305.89' (24" RCP)
69' @ 1.53%
CB 524
CB 526
CB 532
5.52'
312.48
306.96' (24" RCP) CB 547
306.96' (24" RCP)
300.73' (36" RCP)
70' @ 1.53%
116' @ 0.65%
CB 525
CB 503C
7.14'
307.87
301.73' (24" RCP) CB 521
301.23' (30" RCP) DI 527
303.57' (18" RCP) CB 545
CB 533
6.10'
307.70
302.11' (24" RCP) DI 534
301.61' (30" RCP)
29' @ 0.50%
CB 540
CB 540
6.64'
307.60
301.96' (24" RCP) CB 541
301.46' (30" RCP) CB 533
300.96' (36" RCP)
94' @ 1.46%
CB 503
CB 541
5.61'
315.46
310.60' (18" RCP) CB 543
310.60' (18" RCP) CB 542
309.85' (24" RCP)
338' @ 2.33%
CB 540
CB 542
4.72'
315.46
310.75' (18" RCP)
29' @ 0.50%
CB 541
CB 543
4.14'
320.45
316.30' (18" RCP) CB 544
316.30' (18" RCP)
210' @ 2.72%
CB 541
CB 544
4.00'
320.45
316.45' (18" RCP)
29' @ 0.50%
CB 543
CB 545
4.00'
307.72
303.71' (18" RCP)
29' @ 0.50%
CB 532
CB 547
5.56'
314.75
309.69' (18" RCP) CB 512
310.94' (18" RCP) CB 548
309.19' (24" RCP)
140' @ 1.59%
CB 526
CB 548
3.66'
314.75
293.87' (42" RCP) CB 502
311.09' (18" RCP)
293.87' (42" RCP)
29' @ 0.50%
CB 547
DI 501
8.62'
302.49
215' @ 7.39%
FES 500
DI 527
3.98'
305.62
302.14' (24" RCP) DI 528
301.64' (30" RCP)
82' @ 0.50%
CB 532
DI 528
DI 529
5.43'
311.55
306.64' (18" RCP) DI 529
306.12' (24" RCP)
199' @ 2.00%
DI 527
DI 528
5.23'
315.02
309.79' (18" RCP) DI 530
309.79' (18" RCP)
210' @ 1.50%
DI 530
5.66'
318.55
302.65' (24" RCP) DI 535
312.88' (18" RCP)
207' @ 1.50%
DI 529
CB 533
DI 534
4.15'
306.80
302.65' (24" RCP)
109' @ 0.50%
DI 535
5.31'
308.63
314.16
319.19
303.82' (18" RCP) DI 536
309.38' (15" RCP) DI 537
314.63' (15" RCP) DI 538
303.32' (24" RCP)
67' @ 1.01%
212' @ 2.50%
210' @ 2.50%
DI 534
DI 536
5.03'
309.13' (18" RCP)
314.63' (15" RCP)
DI 535
DI 536
DI 537
4.56'
DI 538
4.65'
321.39
281.88
316.74' (15" RCP)
141' @ 1.50%
DI 537
FES 500
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278.00' (42" RCP) DI 501
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C4.6
STORM DRAINAGE TABLE (STRM-050)
STRUCTURE
UP
HEIGHT
TOP
INV IN
INV OUT
OUTLET PIPE
STRUCTURE
DOWN
CB 52
4.98'
276.45
271.47' (24" RCP) CB 53
272.34' (18" RCP) CB 66
271.47' (24" RCP)
116' @ 3.32%
DI 51
CB 53
6.61'
278.46
271.85' (24" RCP) DI 54
271.85' (24" RCP)
76' @ 0.50%
CB 52
CB 57
5.30'
287.03
281.73' (18" RCP) CB 58
281.73' (18" RCP) CB 67
281.73' (18" RCP)
180' @ 3.27%
DI 56
CB 58
5.30'
293.59
288.29' (18" RCP) CB 59
288.29' (18" RCP)
100' @ 6.53%
CB 57
CB 59
5.29'
300.95
295.66' (18" RCP) CB 60
295.66' (18" RCP)
97' @ 7.59%
CB 58
CB 60
5.73'
305.46
299.73' (18" RCP) CB 61
299.73' (18" RCP)
96' @ 4.24%
CB 59
CB 61
4.58'
304.96
300.38' (18" RCP) CB 62
300.38' (18" RCP)
300.67' (18" RCP)
64' @ 1.00%
CB 60
CB 62
4.27'
304.94
29' @ 1.00%
CB 61
CB 63
5.30'
282.43
277.13' (18" RCP)
29' @ 1.00%
CB 66
CB 66
CB 67
5.59'
282.43
276.84' (18" RCP) CB 63
276.84' (18" RCP)
113' @ 4.00%
29' @ 0.50%
CB 52
5.30'
287.17
281.88' (18" RCP)
CB 57
DI 51
DI 54
4.73'
3.57'
272.35
267.61' (24" RCP) CB 52
267.61' (24" RCP)
51' @ 4.18%
FES 50
CB 53
276.07
273.00' (18" RCP) DI 56
273.25' (18" RCP) DI 55
272.50' (24" RCP)
129' @ 0.50%
DI 55
DI 56
5.82'
5.86'
283.19
281.44
275.83' (18" RCP) CB 57
277.37' (18" RCP)
59' @ 7.00%
DI 54
275.58' (18" RCP)
89' @ 2.91%
DI 54
FES 50
2.94'
267.75
265.50' (24" RCP) DI 51
STORM DRAINAGE TABLE (STRM-300)
STRUCTURE
UP
HEIGHT
6.20'
6.06'
TOP
INV IN
260.51' (24" RCP) CB 304
261.16' (18" RCP) CB 305
INV OUT OUTLET PIPE STRUCTURE
DOWN
260.51' (24" RCP) 101' @ 1.49% FES 300
260.66' (24" RCP) 29' @ 0.50% CB 303
CB 303
266.71
266.71
CB 304
CB 305
5.70'
278.89
273.45' (15" RCP) CB 306
273.19' (18" RCP)
234' @ 5.15%
CB 304
CB 306
5.29'
278.89
273.60' (15" RCP)
29' @ 0.50%
CB 305
CB 314A
8.25'
291.58
292.28
283.33' (36" RCP) CB 315A
285.08' (15" RCP) CB 314B
283.33' (36" RCP)
152' @ 9.61 %
DI 313
CB 314B
6.85'
285.43' (15" RCP)
79' @ 0.44%
CB 314A
CB 315A
7.61'
291.58
283.97' (36" RCP) CB 319
284.97' (24" RCP) CB 315B
283.97' (36" RCP)
29' @ 2.21 % CB 314A
CB 315B
CB 319
CB 320
CB 321
6.53'
291.60
292.44
296.05
296.14
285.07' (24" RCP) DI 316
284.85' (30" RCP) CB 320
289.46' (30" RCP) CB 322
290.71' (18" RCP) CB 321
285.07' (24" RCP)
284.35' (36" RCP)
21' @ 0.50%
CB 315A
8.09'
69' @ 0.55%
CB 315A
6.59'
28946' (30" RCP)
101' @ 4.55%
CB 319
5.28'
290.85' (18" RCP)
29' @ 0.50%
CB 320
CB 322
CB 324
CB 325A
6.73'
300.19
304.42
293.46' (30" RCP) CB 324
296.99' (30" RCP) CB 325A
300.50' (30" RCP) CB 325B
293.46' (30" RCP)
296.99' (30" RCP)
300.50' (30" RCP)
101' @ 3.95%
CB 320
7.43'
104' @ 3.39% CB 322
104' @ 3.39% CB 324
7.83'
308.33
CB 325B
CB 326
6.89'
308.17
301.28' (30" RCP) CB 326
302.48' (24" RCP) CB 327
301.28' (30" RCP)
29' @ 2.73% CB 325A
35' @ 1.98% CB 325B
7.62'
309.60
301.98' (30" RCP)
CB 327
CB 332
6.43'
309.56
303.13' (24" RCP) CB 332
303.13' (24" RCP) DI 328
303.13' (24" RCP)
304.55' (24" RCP)
30' @ 2.17% CB 326
84' @ 1.70% CB 327
6.33'
310.88
304.55' (24" RCP) CB 333
CB 333
6.15'
313.40
307.25' (24" RCP) CB 335
308.01' (18" RCP) CB 334
307.25' (24" RCP)
160' @ 1.69% CB 332
CB 334
5.24'
313.40
308.15' (18" RCP)
29' @ 0.50% CB 333
CB 335
6.15'
318.22
312.57' (18" RCP) CB 337
312.83' (18" RCP) CB 336
312.07' (24" RCP)
315' @ 1.53% CB 333
CB 336
5.24'
318.22
312.98' (18" RCP)
29' @ 0.50% CB 335
CB 337
5.58'
319.14
313.56' (18" RCP) CB 338
313.56' (18" RCP)
61' @ 1.63%
CB 335
CB 338
CB 340
5.66'
320.21
T321.16
314.55' (18" RCP) CB 340
315.42' (18" RCP) CB 341
314.55' (18" RCP)
61' @ 1.63% CB 337
61' @ 1.43% CB 338
5.74'
315.42' (18" RCP)
STORM DRAINAGE TABLE (STRM-200)
STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE
UP DOWN
CB 212A
13.77'
286.01 274.55' (36" RCP) CB 221
276.05' (18" RCP) CB 212B
272 24' (36" RCP)
203' @ 9.50%
DI 201
CB 212B
5.84'
282.71 277.32' (18" RCP) CB 213
276.87' (18" RCP)
152' @ 0.54%
CB 212A
CB 213
5.29'
282.76
277.91' (36" RCP) CB 222
277.47' (18" RCP)
277.91' (36" RCP)
30' @ 0.50%
CB 212B
CB 212A
CB 221
9.03'
286.94
43' @ 7.91%
CB 222
7.31'
286.01 278.70' (36" RCP) CB 228
280.46' (18" RCP) CB 223
278 70' (36" RCP)
61' @ 1.28%
CB 221
CB 223
5.42'
286.02
280.60' (18" RCP)
30' @ 0.49%
CB 222
CB 228
9.71'
291.52
281.81' (36" RCP) CB 236
282.31' (30" RCP) CB 230
285.44' (18" RCP) CB 229
281.81' (36" RCP)
285.58' (18" RCP)
242' @ 1.29%
29' @ 0.50%
CB 222
CB 229
5.50'
291.08
CB 228
CB 230
8.92'
291.46
283.04' (24" RCP) CB 232
285.60' (18" RCP) CB 231
282 54' (30" RCP)
46' @ 0.50%
CB 228
CB 231
5.74'
291.49
285.74' (18" RCP)
29' @ 0.50%
CB 230
CB 232
CB 233
9.88'
293.56
293.56
283.68' (24" RCP) CB 233
283.82' (24" RCP) DI 234
283.68' (24" RCP)
283.82' (24" RCP)
128' @ 0.50%
CB 230
9.74'
29' @ 0.50%
CB 232
CB 236
CB 237
7.21'
293.29
286.08' (36" RCP) CB 237
289.55' (36" RCP) CB 240
292.87' (15" RCP) CB 238
286.08' (36" RCP)
289 55' (36" RCP)
94' @ 4.54%
242' @ 1.43%
CB 228
CB 236
9.10'
298.65
CB 238
CB 240
5.46'
298.48
290.28' (30" RCP) CB 242
293.38' (15" RCP) CB 241
293.01' (15" RCP)
28g 78' (36" RCP)
293.52' (15" RCP)
29' @ 0.50%
46' @ 0.50%
29' @ 0.50%
CB 237
CB 237
CB 240
9.06'
5.28'
298.84
298.81
CB 241
CB 242
9.69'
300.65
292.21' (15" RCP) CB 248
290.96' (30" RCP) CB 243
291.11' (30" RCP) DI 244
290.96' (30" RCP)
136' @ 0.50%
29' @ 0.50%
CB 240
CB 242
CB 243
9.54'
300.65
291.11' (30" RCP)
CB 247
5.23' 303.58
5.41' 303.61 298.21' (15" RCP) CB 247
298.36' (15" RCP)
29' @ 0.50%
CB 248
CB 248
298.20' (15" RCP)
196' @ 3.06%
CB 242
DI 201
11.70' 259.61 252.94' (36" RCP) CB 212A
247.91' (36" RCP)
52' @ 9.50%
FES 200
DI 234
DI 235
7.52'
291.96
285.19' (15" RCP) DI 235
284.44' (24" RCP)
285.82' (15" RCP)
124' @ 0.50%
126' @ 0.50%
CB 233
4.25'
290.07
DI 234
DI 244
7.20' 298.90 292.96' (15" RCP) DI 246
292.96' (15" RCP) DI 245
291.71' (30" RCP)
120' @ 0.50%
CB 243
DI 245
3.60' 297.17
293.58' (15" RCP)
123' @ 0.50%
DI 244
DI 246
4.91' 301.27
296.36' (15" RCP) DI 251
296.36' (15" RCP)
136' @ 2.50%
131' @ 2.50%
DI 244
DI 251
4.61'
304.23
299.63' (15" RCP)
DI 246
FES 200
5.91'
246.33
243.00' (36" RCP) DI 201
STORM DRAINAGE TABLE (STRM-300)
STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE
UP DOWN
CB 341
CB 342
CB 343
6.08'
322.37
323.95
323.87
316.29' (18" RCP) CB 342
317.85' (18" RCP) CB 344
318.10' (18" RCP) CB 343
316.29' (18" RCP)
317.85' (18" RCP)
61' @ 1.43%
CB 340
CB 341
CB 342
6.10'
109' @ 1.43%
29 @ 0.50 /o
5.63
318.24 (18 RCP)
CB 344
4.21' 322.28
318.32' (18" RCP) CB 345
318.07' (18" RCP)
50' @ 0.46%
CB 342
CB 345
DI 309
3.81' 322.28
260.17' (18" RCP) DI 310
318.47' (18" RCP)
259.67' (24" RCP)
29' @ 0.50%
67' @ 1.00%
CB 344
FES 301
10.27'
269.94
DI 310
DI 311
5.54'
274.26
268.97' (15" RCP) DI 311
273.87' (15" RCP) DI 312
268.72' (18" RCP)
273.87' (15" RCP)
122' @ 7.00%
DI 309
DI 310
5.27'
279.14
140' @ 3.50%
DI 312
5.05'
282.41
277.37' (15" RCP)
140' @ 2.50%
DI 311
DI 313
14.68'
279.84
289.75
291.82
290.53
268.75' (36" RCP) CB 314A
286.49' (15" RCP) DI 318
286.49' (15" RCP) DI 317
265.16' (36" RCP)
285.74' (24" RCP)
287.19' (15" RCP)
67' @ 9.21%
133' @ 0.50%
140' @ 0.50%
FES 302
DI 316
4.01'
CB 315B
DI 316
DI 317
4.63'
DI 318
3.74'
286.79' (15" RCP)
60' @ 0.50%
DI 316
DI 328
4.35'
308.08
311.72
304.23' (18" RCP) DI 329
307.44' (15" RCP) DI 330
303.73' (24" RCP)
307.19' (18" RCP)
120' @ 0.50%
197' @ 1.50%
CB 327
DI 329
4.53'
DI 328
DI 330
4.37'
313.91
309.54' (15" RCP) DI 331
309.54' (15" RCP)
140' @ 1.50%
DI 329
DI 331
FES 300
4.26'
315.91
261.25
259.00' (24" RCP) CB 303
311.64' (15" RCP)
140' @ 1.50%
DI 330
???'
FES 301
???'
261.25
259.00' (24" RCP) DI 309
FES 302
???'
F262,33
259.00' (36" RCP) DI 313
STORM DRAINAGE TABLE (STRM-100)
STRUCTURE
UP
CB 102A
HEIGHT
TOP
298.22
INV IN
293.05' (15" RCP) CB 102B
INV OUT
OUTLET PIPE
29' @ 0.50%
STRUCTURE
DOWN
CB 106
5.42'
292.80' (18" RCP)
CB 102B
4.70'
298.60
293.90' (15" RCP)
85' @ 1.00%
CB 102A
CB 104
CB 105
4.45'
301.07
296.62' (18" RCP) CB 105
296.62' (18" RCP)
296.77' (18" RCP)
230' @ 1.62%
29' @ 0.50%
CB 106
CB 104
4.47'
301.24
CB 106
12.78'
298.22
292.90' (18" RCP) CB 104
292.65' (18" RCP) CB 102A
285.43' 18" RCP
( )
31' °
@ 5.00 /°
FES 100
CB 111
4.70'
300.27
295.57' (24" RCP) CB 112
295.57' (24" RCP)
62' @ 0.50%
FES 110
CB 112
4.56'
300.27
296.20' (18" RCP) CB 113
296.21' (18" RCP) FES 115
295.71' (24" RCP)
29' @ 0.50%
CB 111
CB 113
4.89'
301.41
296.77' (15" RCP) DI 114
296.52' (18" RCP)
63' @ 0.50%
CB 112
DI 114
2.33'
299.72
297.39' (15" RCP)
126' @ 0.50%
CB 113
FES 100
???'
285.62
283.91' (18" RCP) CB 106
FES 110
FES 115
???'
297.51
295.26' (24" RCP) CB 111
64' @ 8.80%
???'
t37O37572
301.81' (18" RCP)
CB 112

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STORM DRAINAGE TABLE (STRM-600)
STRUCTURE HEIGHT
TOP
INV IN
INV OUT OUTLET PIPE STRUCTURE
UP
DOWN
CB 601 5.48'
306.36
300.88' (18" RCP) CB 603
300.88' (18" RCP) 29' @ 1.62% FES 600
300.89' (18" RCP) CB 602
CB 602 5.32'
306.36
301.04' (18" RCP) 29' @ 0.50% CB 601
CB 603 5.53'
309.60
304.08' (18" RCP) CB 604
304.07' (18" RCP)
140' @ 2.28%
CB 601
CB 604 5.38'
309.61
304.22' (18" RCP)
29' @ 0.50%
CB 603
CB 606 5.45'
309.86' (18" RCP) CB 608
30' @ 1.69%
FES 605
315.31
309.86' (18" RCP)
309.87' (18" RCP) CB 607
CB 607 5.30'
315.31
310.01' (18" RCP)
29' @ 0.50%
CB 606
CB 608
5.68'
319.46
313.78' (18" RCP) CB 609
313.78' (18" RCP)
101' @ 3.88% CB 606
CB 609
6.26'
320.40
314.14' (18" RCP) CB 610
314.51' (18" RCP) CB 611
314.14' (18" RCP)
73' @ 0.50% CB 608
72' @ 0.51% CB 609
CB 610
5.44'
319.95
314.51' (18" RCP)
CB 611
5.30'
319.95
321.38' (18" RCP) CB 614
314.65' (18" RCP)
321.37' (18" RCP)
29' @ 0.50%
CB 610
EX CB -NEW JB 650
CB 613
3.76'
325.14
51' @ 0.55%
CB 614
CB 613
4.16'
325.68
321.52' (18" RCP)
29' @ 0.50%
CB 658 4.93'
323.60
318.67' (18" RCP) EX CB -NEW JB 650
318.67' (18" RCP)
288' @ 1.91%
EX CB 651
318.92' (15" RCP) EX DI 657
321.55' (18" RCP) EX CB 652
EX CB -NEW JB 650 4.99'
324.97
320.92' (18" RCP) EX CB 655
319.98' (18" RCP)
68' @ 1.91%
CB 658
321.10' (18" RCP) CB 613
318.73
313.17' (18" RCP) CB 658
EX CB 651 5.87'
312.86' (36" RCP)
10' @ 3.02%
312.86' (36" RCP) EX CB 659
EX CB 652 3.21'
331.00
327.97' (18" RCP) EX DI 653
327.79' (18" RCP)
232' @ 2.69%
EX CB -NEW JB 650
327.97' (18" RCP) EX CB 656
EX CB 655
3.21'
324.61
335.61
321.40' (18" RCP)
52' @ 0.92%
EX CB -NEW JB 650
EX CB 652
EX CB 656 3.21'
332.40' (18" RCP)
156' @ 2.85%
EX CB 659 4.98'
319.06 314.38' (36" RCP)
314.08' (36" RCP)
50' @ 2.43%
EX CB 651
314.39' (24" RCP) EX CB 660
EX CB 660 325.75'
320.25 315.77' (15" RCP) EX CB 661
315.60' (24" RCP)
151' @ 0.80%
EX CB 659
317.28' (18" RCP)
EX CB 661 323.69'
322.19
316.80' (15" RCP)
79' @ 1.31%
EX CB 660
EX DI 653 5.48'
334.35
328.87' (15" RCP) EX DI 654
328.87' (18" RCP)
90' @ 1.00%
EX CB 652
EX DI 654 5.46'
334.87
329.41' (15" RCP)
54' @ 1.00%
EX DI 653
EX DI 657 3.46'
322.51
319.05' (15" RCP)
7' @ 1.96%
CB 658
FES 600 6.12'
301.85
300.41' (18" RCP) CB 601
FES 605 2.94'
310.80
309.36' (18" RCP) CB 606
STORM DRAINAGE TABLE (STRM-RISERS)
STRUCTURE
HEIGHT
TOP INV IN
INV OUT
OUTLET PIPE
STRUCTURE
UP
DOWN
278.00' (36" RCP)
SCM #1 4 FT X 4 FT RISER
7.89'
285.89 283.75' (24" RCP)
119' @ 7.45%
SCM #1 FES
278.00' (2" RCP)
5' @ 0.00%
SCM #1 FES
3.33'
272.43 269.10' (36" RCP) SCM #1 4 FT X 4 FT RISER
SCM #2 4 FT X 4 FT RISER
5.36'
264.36 263.25' (12" RCP)
259.00' (36" RCP)
SCM #2 FES
83' @ 4.42%
259.00' (2" RCP)
4' @ 0.00%
???'
258.66
255.33' (36" RCP) SCM #2 4 FT X 4 FT RISER
SCM #2 FES
SCM #3 4 FT X 4 FT RISER
6.12'
249.12 247.50' (18" RCP)
243.00' (18" RCP)
199' @ 0.50%
SCM #3 FES
243.00' (2" RCP)
5' @ 0.00%
SCM #3 FES
3.33'
243.71 242.01' (18" RCP) SCM #3 4 FT X 4 FT RISER
SCM #4 4 FT X 4 FT RISER
5.11'
270.11 265.00' (1" RCP)
269.00' (12" RCP)
265.00' (18" RCP)
51' @ 0.50%
SCM #4 FES
SCM #4 FES
1.44'
266.45 264.75' (18" RCP) SCM #4 4 FT X 4 FT RISER
STORM PIPE TABLE -CULVERTS
PIPE #
DIA
UPSTREAM
INVERT
307.69
DOWNSTREAM
INVERT
303.00
SLOPE
5.32%
LENGTH
88'
2
48"
3
48"
307.70
281.00
303.00
279.50
5.32%
88'
4
42"
1.50%
100'
5
42"
281.00
279.50
1.50%
100'
6
72"
252.00
250.80
1.20%
100'
7
72"
252.00
250.80
1.20%
100'

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\\ \ BUFFER �. �3k m .' DRAINAGE
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CB 614 / a" UTILITY EASEMENT
\ \\\\ \ EXIS NG 36" PER k00 a� � FES 605
\ WATE MAIN
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VIEW &VISTA
18" RCP
GCB 613
�18" RCP
36" X 8" TAPPING SLEEVE AND 8" GV ON EXISTING 36" WATERMAIN.
NOTE: CONTRACTOR TO VERIFY LOCATION AND DEPTH OF EXISTING
36" WATERMAIN AND NOTIFY ENGINEER OF ANY DISCREPANCIES OR
CONFLICTS PRIOR TO TAPPING THE MAIN.
UTILITY UTILITY NOTES: WATER MAIN - 36 IN.
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
CB 614
WATER AND STORM SEWER MAINS - 5 FT.
TOP 325.68
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
INV OUT 321.52 TO (614-613)
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
CB 613
TOP 325.14
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
INV IN 321.38 FIR.
(614-613)
HIGH PT STA - 11+7550
WATER AND SANITARY SEWER MAINS - 24 IN.
INV OUT 321.37 TO (613-650)
HIGH POINT ELEV = 327.29
WATER AND STORM SEWER MAINS - 24 IN.
PVI STA - 10+75.00
PVI STA = 11+78.62
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
PVI ELEV = 325.35
PVI ELEV = 328.73
A.D. - -6.76%
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
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SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE
H OA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
8+00
8 �y
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0
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18" RCP
CB 601
FES 600—
10' x 10' PUBLIC
UTILITY EASEMENT
♦
20+00
Z
1g18"
CB 603J
20' PERMANENT
DRAINAGE
EASEMENT
/ /V j
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00
SILVER MAPLE DRIVE PROFILE (STA 9+50 TO 22+50)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
-CB 604
18" RCP
0
FIRE J
HYDRANT _t/
ASSEMBLY
10' x 10' PUBLIC
UTILITY EASEMENT
o
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1 22
Q \
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i
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18" RCP �
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LEGEND
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Call before you dig.
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
0 50
PROFILE SCALE
19+00 20+00 21+00 22+00 22+50
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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0410912020
DRAWN BY
331
DESIGNED BY
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37 W1TERB ERRY'R in
■ W 29'13-B ■ rm , ME
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I I 42 I STA 37+31.49 SILVER MAPLE DRIVE
DI 530 1 43 STA 22+09.63 WINT RBERRY WAY
I I 0
36" RCP
_ 1 45
18" RCP = __ 1 1 I 4DI 529 I CB 503C
(2) 3/4" SERVICE LINES INSIDE _ __
D 1528
o / A 2" SLEEVE PER HRW STD. I - - - 18" R PC �- DI 527 1 18" RCP
27 DETAILS W-14 & W-12 (TYP.) I 20' PERMANENT I - - - - - 24" RCP CB 532
DRAINAGE 1 \
SqN N/ 4I EASEMENT 1 1 - - - - - - - -- -- -- - - - - _ - 3p„Rc
8°w 25*18 RCP CB 514
FIRE HYDRANT 10' x 10' PUBLIC \\ , 0p \ U / / + 30 I I I \
ASSEMBLY . 1 UTILITY EASEMENT 8'w Q ao
31
. I 26+0 32
� 0
• / / 8" SDR-35 PVC 8"w �g
RCP CB 512 8" SDR-35 PVC 1 N CB 521 00
�1 SINGLE 3/4" WATER 8.,w SqN 27+ 1 (2) 3/4" SERVICE LINES INSIDE �1 35 X
/ SERVICE PER HRW STD. \ p0 A 2" SLEEVE PER HRW STD. +
2 DETAILS W-12 & W-14 8--w S 28+ DETAILS W-14 & W-12 (TYP.) 1 M \
(TYP.) 00 MH 4
/ / w 18" RCP 18 RCP I CB 524
O�Q / �3 / 8,. 29+ 0 CB 547 aU
STA 211+69,34 SILVER MAP DRIVE / MH 3 18" RCP 8"w 30+00 CB 526 CB 525 GP s�
STA 0+00.00 BLUE ASPE DRIVE �4J 8W AN 31+ 24" RCP
r FIRE HYDRANT / CB 511 � w $.,w g 00 24" RCP
/ ASSEMBLY
8" RCP
VARIABLE WIDTH PUBLIC
DRAINAGE EASEMENT
/ (:5) / I 8"W +00
W 8„W 33+00
R sw S
8„
© I 18" SDR-21 PVC SILVER RD Mq LE DRIVE CB 548 8„W „
WATERLINE I W 29 _g I a
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FIRE HYDRANT
\� \�i / I 1 ASSEMBLY
V_ V, V_ I
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UTILITY NOTES: WATER MAIN - 36 IN. WATERTIGHT SHALL MEET THE FOLLOWING:
SANITARY SEWER - 36 IN. • MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT FRAME AND COVER WITH GASKET.
COUNTY STANDARDS AND SPECIFICATIONS. 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION • ALL MANHOLE SEAMS SHALL BE EXTERNALLY
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS TAPED/SEALED.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES: THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ • MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
WATER AND SANITARY SEWER MAINS - 10 FT. DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER INTERIOR COATING/LINING.
WATER AND STORM SEWER MAINS - 5 FT. OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS • WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
SANITARY SEWER AND STORM SEWER MAINS - 5 FT. BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER CONSISTING OF A FLEXIBLE RUBBER BOOT OR
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE COMPRESSION TYPE CONNECTOR.
HOA. . ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
WATER AND SANITARY SEWER MAINS - 24 IN. 6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
WATER AND STORM SEWER MAINS - 24 IN. WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND (VACUUM) TEST PRIOR TO BACKFILL".
SANITARY SEWER AND STORM SEWER MAINS - 24 IN. ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A • "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
HIGH PT STA = 24+70.99 NCAC 18C). • ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
HIGH POINT ELEV = 324.82 4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
PVI STA - 24+00 GRADE: 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
335 PVI ELEV = 326.36
330
325
320
315
310
305
300
295
-MH 49
\-8" SDR-35 PVC \
1 16
1
3v_K�r
8"X8" CROSS
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42" RCP I
CB 503B
a 20 I
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x 42" RCP WIDTH PUBLIC
co
DRAINAGE
M
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PT = 36+25.491
DI 501­,�
5 CB 545
MH 6 19
8" SDR-35 PVC
I
18 vl
SINGLE 3/4" WATER
SERVICE PER HRW STD. J
DETAILS W-12 & W-14
(TYP.)
FES 500
0 50
PROFILE SCALE
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Callbdore you dig.
LEGEND
- -
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- -
PROPOSED LOT LINE
PHASE LINE
- -
PERIMETER BUFFER
- -
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
------------
EXISTING WETLANDS
='7771
STREAM CONSERVATION BUFFER
OPEN SPACE
I
IMPROVED OPEN SPACE
A.D. = 7.89%
CB 512
CB 514
CB 525
24
K = 0.41
240' VC
TOP 320.11
TOP 322.46 NV IN 313.64 FIR (514-512)
INV IN 305.89 F
OP 6-525)
(526-525)
TO 31
TOP 310.03
INV IN 304.84 FIR (525-524)
CB 503B
o co
00 cq C 515
INV IN 314
INVOUT 314
lcccc+,:),), co
94 FIR 515-514
( ) NV IN 314.91 FIR 511-512
94 TO (514-512) ( )
INV OUT 305.89 T
(525-524)
INV OUT 304.84 TO (524-521)
INV I
TOP 305.76
299.34 FR (503C-502B)
r TOP 3 4.51
N
IN OUT 313.64 TO (512-547)
INV OUT
299.34 TO (503B-503)
+
N M
_
CB 526
_
CB 521
--
N ��
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ii U
CB 511
TOP 320.13
TOP 312.48
TOP
309.07
CB 503C
0 >
0 >
U
INV IN 306.96 FR (547-526)
INV IN
303.88 FR (524-521)
> m
m
w
w
INV OUT 315.05 TO (511-512)
INV OUT 3)6.96 TO (526-525)
INV
OUT 303.88 TO (521-532)
TOP 305.93
INV
N 299.98 FIR (532-503C)
INV OU
299.49 TO (503C-502B)
B 547
/
PROPOSED 6" DIP
TOP
314.75
CB 545
TOP 307.72
HYDRANT EXTENSION
INV IN 309.69 FIR(512-547)
36" MIN. COVER
EXISTING
INV IN 310.94 FIR (5
8-547)
INV OUT 301171
TO (545-524)
GRADE
PROPOSED
INV OUT 309.19 TO (547-526)
PROPOSED 6" DIP
GRADE
HYDRANT EXTENSION
TOP
i
314.75
INV OUT 311.09 TO (5
8-547)
V I STA = 36+7 .99
,
_ _ - `
6" MIN COVER
-1.61%
70 LF
32
VI ELEV = 305.75
6�2$°�°
8"X8" TEE
✓
94" RCP
CB
TOP 307.
INV IN 301.73
(3) GV I
"SDR-21
PVC
@ 1.53%
FIR
MAIN
r
INV IN 301.2
FIR(521) -532
( )
24" MIN
INV IN 303.5
FIR(545-524)
356 LF
237 LF
/
INV OUT 300.73
TO (532-503C)
8" SDR-35 PVC
Li
/
18" RCP
@ 0.50%
MH 2
MH 3
5:3:
STA: 23+58.07
STA: 27+14.02LF
132 LF
8 SDR-35 PVC
TOP 22.62
TOP 321.20
@ 1.21
\ _
INV I 313.50 (FIR MH 55)
IN
IN 311.20 (FIR MH 2)
18 RCP
/°
INV UT 313.30 (TO MH 3)
INV
UT 311.00 (TO MH 4)
@ 0.98%
333 LF
116 LF
18" RCP
MH 4 24"
MIN. 215 LF
69 LF
"
@ 0.65%
@ 1.19%
TA: 30+86.20
8" SDR-35 PVC24
RCP
TOP 315.20 140
LF @ 1 44%
1.53%
INV IN 306.50
(FIR MH 3) 24'
RCP MH 5
1 22 LF
INV OUT 306.30
(TO MH 5) @
.59% STA: 33+01.01
8.,
SDR-35
TOP 311.74
PVC
° 125
INV IN 303.20
(FIR MH 4)
INV OUT 303.00
(TO MH 49)
LF
8' SDR-35 p
24" MIN.
@ 1.44% 6
69 LF
9LF
MH 49 24" RCP 24" IRCP
24" MIN.
STA: 34+21.38 @ 1.39% @ 3.10%
8 �9 �F
S
SpR,35
TOP 309.74
INV IN 301.10 5)
_
MH 6
PV
@ 3 0300 C
(FIRMH
INV OUT 300.90 (TO MH 6)
STA:
35+43.98
TOP 307.76
INV IN 299.1
(FIR MH 49)
INV OUT 298.90
(TO MH 7)
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22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00
SILVER MAPLE DRIVE PROFILE (STA 22+00 TO 37+00
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
32+00
33+00
34+00
35+00
335
330
325
320
315
310
305
300
295
III
M N
T
��
NC°
Nc°
M M
M M
M M
36+00
37+00
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
H: 1" = 50'
V:1"=5'
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0
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8" SDR-35 PVC
42" RCP
-DI 501 \
CB 503B-
20
21 42" RCP-
\ STA 37+31.49 SILVER MAPLE DRIVE
\ STA 22+09.63 WINTEI BERRY:��
42" RCP
\ \ .� • CB 51
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CB 532 45
18" RCP
CB 501C
rn� 46 \ \ ��� 9 MH 15 70 \ DI 537 \
��
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36" RCP \ - n1 N�� 2� P M9 \ 76 0 (75
N v:`� ds 6" SDR-21 PVC 71 GP / \ +
WATERLINE DI 536
MP-�GN�-���• 50�35P \ 72 � � � \ \ � II
$ M \ \ \ \ I d CB 345
CB 540 M• \ 73 ' � � � \ �J \ MH 29 $" SDR-35 PVC
9 FIRE HYDRANT \ PC = 46�43.05
o ASSEMBLY \ MH 17
\ 8 X 6 74 79 \ MH 30 / 47+p0 s SA
` R1=DUCER D1534 \
30" RCP
/M8
/ 8"X8" CROSS
8"' GV (4)
100 CB,'
X
6" DIP
D1245 WATERLINE
U
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i
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/ 8 SDR-35 PVC
SINGLE 3/4 WATER
SERVICE PER HRW STD. 18" RCP
DETAILS W-12 & W-14 (TYP.) ---
\ 99
D 1 244
v
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
335 SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
330
325
INV OU_
320
0
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295
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24„RC 18" RCP 8"X8" TEE
MH7 /' � �_\ 811VI - 1 8"'GV 3 51
20' PERM. \ \ 8" SDR-35 PVC M"LIABLE WIDTHB 344 a
RCA DRAINAGE \ 1 WATER LINE LATERAL PUBLIC DRAINAGE 18" RCP
EASEMENT 81 WITH (2) 3/4" METERS (TYP.) / Ma EASEMENT - -
-CB 505 ' STA 48+43.36 SILVER MA LE DRIVE
30" RCP $k3� 86 / \ \ \ Ma FIRE HYDRANT
STA 17+33.40 BLUE ASP N DRIVE
QG DI 535 4MH 33 \ CB 343 ASSEMBLY
CB 342 ir) U) 18" RCP 52
N M- SINGLE 3/4" WATER 87 Z
' 83 SERVICE PER HRW STD. 00
-
/ 85 -O� \ / M/� DETAILS W-12 & W-14 j
MH 31 / ' \\ \ / ��� (TYP.)
P, 8
CB 506 84i " SDR-35 PVCMa ��O
2 3/4 SERVICE LINES INSIDE Q /
`9x A 2" SLEEVE PER HRW STD.�P� CB 341
DETAILS W-14 & W-12 (TYP.)
PC 18+92.12
A. ,78\C'A� GCB 508 \ �M\ gp \ 0 /
8" SDR-35
MH 50
20' PERM. 8" SDR-35 PV
DRAINAGE
EASEMENT
97
\ 96
DI 246'
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED GRADE:
WATER MAIN - 36 IN.
J cc
\ FIRE HYDRANT \ /
ASSEMBLY \ CB 340 v, MH 18--- _
\
91 20' PERM. "
8" SDR-21 PVC 8 SDR-21 PVC
WATERLINE \ \ DRAINAGE WATERLINE
EASEMENT
A A A CB 338cb
/
CB 516
\ 93 \ D1330 D1331 102 \
CB 337 ,.Q-C'Q NAp 83
I95 \ \ MH 51 55
SANITARY SEWER - 36 IN. • ALL MANHOLE SEAMS SHALL BE EXTERNALLY TAPED/SEALED. • "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS . MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF • ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
SIDEWALKS ARE T BE MAINTAINED BY THE H A. ANY PORTION WATERTIGHT SHALL MEET MATERIALS TESTING METHODS AND COATING/LINING. PERMIT N 5 S S O OINTERIOR CO G/LINING. OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A NCAC • WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ 18C). CONSISTING OF A FLEXIBLE RUBBER BOOT OR COMPRESSION
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER TYPE CONNECTOR.
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS • ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER WATERTIGHT SHALL MEET THE FOLLOWING: ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE • MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT FRAME SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE 335
CB 510
18" RCP
41+00
\-MH 32
AND COVER WITH GASKET.
HIGH PT STA
= 46+05.25 VACUUM EST PRIOR TO BACKFILL".
EXISTING
HIGH POINT
LEV = 325.61 O N
GRADE
PVI STA
= 46+00 M M O N
O M M M O
MH 7
STA: 22+04.52
_
PVI ELE
= 326.43 Oo N 00 °' 06 N
C
503
-_
_
A.D. =
4.72% - M 0 11
K =
INV IN 299.59 FIR (540-
INV IN 293.00 (FIR
03) (
MH 15 )
_
-
9.69 " Q w " >
li > w Q w
INV IN 299.09 FIR (503B
503) INV IN 293.00 (FIR
MH 6)
_ f
�
_ _
140'
VC Q w ~ w
INV IN 300.10 FIR (504-
03) INV IN 293.00 (FIR
MH 31)
^
�
o�
orn cnw �d >>
INV OUT 299.09 TO (503
502) INV OUT 292.80 (TO
MH 8)
� - -
PROPOSED
\ O N
o N > > IL
-�
CB 510
GRADE
+ c*�-
ii
+ c'')
10��
TOP 314
INV IN 310.04 FIR
PROPOSED
6" DIP
U) >
-
cp > -2.18%
CB 503C
- 1
516-510)
TOP 305.93
INV OUT 310.03 T
(510-508)
HYDRANT
I
EXTENSION
0 m
-� w I 2 p0% .00 a
N 299.98 FIR (532-503C)
CB
05
m
w �I 1 50 LF
,
299.49 TO (503C-502B
TOP
INV IN
305.93
301.60 FIR (506-505)
18" RCP
INV
OUT 300.60 TO 505-504
CB 516
TOP 314.80
\ @ 0.46%
CB E04 CB 507
I -CB 503B
TOP 305.76 TOP 308.84
CB 508
INV OUT 310.19 T
(516-510)
TOP 305.76
INV IN 300.45 FIR(505-504) INV OUT 304.59 TO (507-506
TOP 311.80
299.34 FIR (503C-502B)
INV UT 300.45 TO (504-503)
INV IN 307.22 FR (510-
08)
II .
T 299.34 TO (503B-503)CB
506
N
INV OUT 306.97 TO (50
-506)
36" MIN. COVER
TOP 308.79
c' 11
304 44
2 53%
1g0 k-F
8 S@
24" MIN.
INV IN_TNN FIR(507-506)
VI STA = 37+83.99
PVC
216%
g X8 TEE
PVI STA = 36+78.99
Q
U) PVI ELEV = 305.75 INV OUT 304.18 TO (506-505
21
gpR-
$ PIN
MH 29 125 LF (3) GV
U)W
p,�E
STA: 47+24.92
PVI ELEV = 305.75
j
TOP 323.58 8" SDR 35 PVC
d
LF
INV OUT 316.01 (TO MH 17) 0.60%
8 S p
4+43.12
116 LF
1
18" RCP
24 IN.
-35 P
STA:
STA: 46+23.27
2 22%
,16%
322.34
TOP 325.43
B 345
00 0 _2 00/
INV IN 314.05 (F
MH 30) INV O
T 317.95 (TO MH 33)
TOP3�3448
2
INV OUT 313.85 (T
MH 32)
INV OUT 318.47 TO 34
(
75 LF�Ak-�
109 LF
CB 344
30" RCP
@ 0.47%
$„ SDR'3 4
2.2
° @ 2 58%
INV IN 318.32 F
(345-344)
24" MIN.
@
INV OUT 318.07 T
(344-342)
121
MH 32
„ Sp 35 PVC
STA: 41
+55.75
ST
M H 17
17+28.40
$ 215%
TOP 315.04
:
_vz=21111111114
24" MIN.
F
18" RCP M}0
STA: 40+12.92
INV OU
307.41 (TO MH 50)
INV IN 315.26 (FR
MH 16)
24" MIN.
VMH
@ 2.56% TOP 311.44
INV IN 315.26 (FR
MH 29)
31
QdG
INV IN 304.18 (FIR
MH 32)
INV OUT 315.06 (
O MH 18)
66��
35 STA: 38+93.16
INV OUT 303.98 (TO
MH 31)
50 LF
Oj° TOP 308.43
8" S�F
@
INV IN 301.38 (FIR MH 50)
@ 0.50% @ R.3SPVC
INV OUT 301.18 (TO MH
)
03%
I
8"X8" CROSS
(4) GV
N
O
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co M
co M
co M
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co M
co M
co M
co M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
M M
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M M
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36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00
SILVER MAPLE DRIVE PROFILE (STA 36+00 TO STA 49+00)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
46+00
47+00
48+00
330
325
320
315
310
305
ill
295
290
49+00
LEGEND
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
0 50
PROFILE SCALE
g
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Call before you dig.
A'
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
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LEGEND
FIRE
HYDRANT
ASSEMBLY
i
wow, wo
I �
rn
/ \ (2 5,
24 +
\ N
r
23 PC 12+00.15
\ 22 8" SDR-21 PVC \
\ WATERLINE
STA 9+99.98 BLUE ASPEN DRIVE MH 55 w
moo, STA 23+69.34 SILV R MAPLE DRIVF� aw g" SDR-35 PVC
ko s 13+00
F-CB 518
8"X8" TEE s
10 8" GV (3)
/ MH 2
PT = 24+03.28
/ o � o \
0
\ � o:�_i -7 �.,
� -
y 18" RCP
/ 8" SDR-35 PVC
1 \ J
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT COUNTY
STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
330 0-
a� 1 325
cl0
vI
m
>
v
0
-0 8" X 8" TEE 320
(3) 8" GV
N
a- MH 2-
STA: 23+58.07
3 TOP 322.62
w INV IN 313.50 (FIR MH 55) 315
INV OUT 313.30 (TO MH 3)
.41
7
zla- 310
wi0
z
w
Q 305
w
J
ME
U
I
LO
�I 300
z� 295
26 I o
0
8"X6" CROSS
8" GV (2)
MH 1 6" GV (2
W 8"
1 +0
:-!f'�STA 13+97.40 BLUE ASPEN DRIVE
CB 519 STA 11+80.21 WINTERBERRY WAY
18" RCP
OS 4
90,005 SF
2.07 AC
0
0
N
om
O00
0o Z7
CC
60
C� c
1
MH 13
8" SDR-35 PVC
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION OF THE
REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS THAT ARE
DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ DEPARTMENT OF
PUBLIC UTILITIES/HARNETT REGIONAL WATER OR ITS
REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE OF
REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER LINE WIL
BE REPLACED OR REPAIRED BY THE HOA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS WATERTIGHT SHA
MEET MATERIALS, TESTING METHODS AND ACCEPTABILITY STANDARDS PER
PVI STA = 13+97.40
PVI ELEV = 329.97
PVI STA = 13+44.90
PVI ELEV = 328.91�
BLOWOFF
ASSEMBLY
6" DIP
WATERLINE
(TO CROSS)
47 48 49) 50 51
FIRE �
STA 17+33.40 BLU ASPEN DRIVE
EE
HYDRANT 8�� 8 „ GV �� ()
ASSEMBLY STA 48+43.36 SILVR MAPLE DRIVE
SAN
�1L
/-8" SDR-35 PVC MH 17-\\j m
co
SAN
ICB 345
11
4, �5) 18 RCP
8" SDR-35 PVC
PT = 47+49.03
PC = 12+74.54 -
6" SDR-21 PVC r (2) 3/4" SERVICE LINES INSIDE
WATERLINE A 2" SLEEVE PER HRW STD.
3: (TO CROSS) DETAILS W-14 & W-12 (TYP.)
� 65
76 MH 29
SINGLE 3/4" WATER I PC = 46+43.05-
SERVICE PER HRW STD. \ DI 538 /
DETAILS W-12 & W-14 (TYP.)
20' PERM.
66 DRAINAGE
EASEMENT
MH 30
r) al
WATER MAIN STANDARDS (15A NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS WATERTIGHT
SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT FRAME AND
COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED CONSISTING
L OF A FLEXIBLE RUBBER BOOT OR COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM C1244
"STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY
LL THE NEGATIVE AIR PRESSURE (VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
PVI STA = 14+49.90
PVI ELEV = 328.92
PROPOSED 6" DIP
HYDRANT EXTENSION
52 53 \
FIRE
HYDRANT PC 18+92.32
ASSEMBLY
CB 343 8" SDR-35 PVC MH 18 55 \
8 WE W e4 CIF i
8��w
SA s 8„w soRopFN \
18" RCP 18" RCP 8 S R. 29,q�Y�V� 56
0 8,.� O
3SpVC OxOo �
18" RCP CB 341 �8 Rcp MH 51
CB 342 CB 340 /
S �\ /
os 6 �91 8" SDR-21 PVC
12,306 SF CB 338
0.2$ AC WATERLINE
57
VARIABLE WIDTH
CB 344 PUBLIC DRAINAGE / CB 337 �O 8\ SDR-35 PVC
EASEMENT CB 336
87 P 21 +47.62
/ \ / CB 335 s
102 18" RCP
� \ x
88 20' PERM. i
DRAINAGE DI 33MH 19
`ro � - EASEMENT
1" WATER LINE LATERAL
WITH (2) 3/4" METERS (TYP.)
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 PERMIT OR
DIVISION 401 CERTIFICATION SHALL MAINTAIN A SEPARATION OF NO
LESS THAN 10 FEET FROM WETLANDS. f ,h
r"
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
58 �\
SINGLE 3/4" WATER / \
SERVICE PER HRW STD.
DETAILS W-12 & W-14
(TYP.)
i
FIRE
HYDRANT
0o ASSEMBLY /
Know what's below.
Call bore you dig.
5
0 50
PROFILE SCALE
rn� 8N �= CB519
CB 340
B
N o `�' N TOP 324.76 PROPOSED
��
8" X 8" TEE
MH 18
TOP 321.16
TO 319.14
INV N 313.56 FIR (338-337)
+ ch + co
+ li o INV OUT 319.67 TO (519-518)
GRADE - -
- - - - - _
(3) 8" GV
STA:
9+32.15
INV IN 315.42
FIR (341-340)
,I w
Q J - 11 _
- -
- -
TOP
321.37
INV OUT 315.
INV OUT 313.56 TO (337-335
2 TO (340-338)
< J w Q J 2.2$
/°
INV IN 311.92 F
(
MH 17 )
CB 336
_
0 w - > U) w
INV OUT 311.72 (TO
MH 51
TOP 318.
36
> > >
IL
8" X 6" CROSS
STA: 20+50.81 INV OUT 312.9
TO (336-335)
w a
200 -2.00
%(2)
(2) 8" GV
8" SDR_21 PVC
TOP 319.56 M
19
6" GV
WATERMq�N
INV IN 30
.90 (FIR MH 18) ST
: 21+87.78
PROPOSED 6" DIP
INV OUT 309.70
(TO MH 19) TO
317.47
1
EXISTING GRADE
\
HYDRANT EXTENSION
IN
IN 307.62 (FIR MH 51)
-
\
(TO MH20)
MH 16
'1 53%
PROPOSED 6" DIP
LF
STA: 14+89.24
TOP 328.19
239 LF
"
8SDR-
24"
IN.
HYDRANT
EXTENSION
/ ��4
10tk LF G
INV OUT
320.58 MH 17)
PV
\
„ AV,RCP
24 MIN. 56 /0
2
35PJ
°�°
MH 1
(TO
@ 2.23
/0
109 LF
24" MIN.
$ sO g9
74
18
TOP 327.69
.43 18"
RCP
61
200 F
MH 55
INV OUT 320.09 (TOM
55)
MH 17
24
1.43%
18" RCP
8" SDR- 5 PVC
°
0 /°
STA: 11+95.27
STA:
17+28.40
205 �
8 LF _
SDR-35
°
@ 1.43/0
LF
18"1 61 LF
RCP
@ 0.
TOP 325.38
OP 324.54
P V
@ 1.53%
-
18"
- @ 1.63% RCP „a oft
INV IN 314.90 (FIR MH 1
INV IN 315.26 (FR
MH 16)
CP
121
- - �.6</. 24
NV OUT 314-71 (TO MH
INV OUT 315.06 (TO
18,5
@ 0.
MH 18)J
6%
CB
18
SDR-35
@ 1
VC
TO
322.17
C
343
50°
139 LF
INV
N 316.76 FIR(519-518)
TOP 323.87
8 SDR-35 PV\
INV
DUT 316.76 TO (518-517)
INV OUT 318.24 TO (343
342)
@ 1 50%
CB 342
CB 341
TOP 322.37
CB 517
TOP
INV IN 317.85 F
5
(344-342)
\
TOP 322.34
INV IN 318.10 F
(343-342) INV IN 316.29
FIR (342-341)
INV IN
316.61 FIR (518-517)
INV OUT 317.85 T
(342-341) INV OUT 316.29
TO (341-340)
CB 338
INV OUT
316.36 TO (517-515)
TOP 320.21
INV IN 314
CB1
335
INV OUT 314.55
TO (338-337) TOP
318.22
INV
IN 312.57 FIR (337-335)
INV
IN 312.83 FIR (336-335)
INV
OUT 312.07 TO (335-333)
N
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9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00
BLUE ASPEN DRIVE PROFILE (STA 9+50 TO 23+00)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
19+00
20+00
21+00
22+00
330
325
320
315
310
305
300
295
N
c)
LO
m
23+00
1�
Z
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
H: 1" = 50'
V:1"=5'
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i
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411,604 SF /
9.45 AC I Q / MH 22 \`
m _
_ \� CB 232
OdN 04 CB 324 20' PERM. DI 317 / 24" RCP.
f
NAGE
�$ coo
EASEMENT / 165 / CB 233
GE
w� I
"" PT = 21 +43.89 I
Q STA 27+48.86 BLUE ASPEN DRIVE / \ „
/ 8" DIP WATERMAIN 0 15� 24 RCP ;1zoo �
STA. 21+00 TO STA. 21+95 STA 22+13.80 PAPER IRCH WAY / \ / 166
UTILITY NOTES: CB 325B CB 325A 148 151 / / ; O,QO A
VARIABLE WIDTH PUBLIC 131 30" RCP
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT DRAINAGE EASEMENT O 8" DIP WATERMAIN MH 27
COUNTY STANDARDS AND SPECIFICATIONS. i STA. 27+00 TO 29+00
FIRE HYDRANT
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES: \ 63 M..g "^ M„8 ASSEMBLY
WATER AND SANITARY SEWER MAINS - 10 FT. CB 326
WATER AND STORM SEWER MAINS - 5 FT. / M"a 00 8" SDR-35 PVC 2 + s M„ MH 53 15" RCP / DI 234 \ \
SANITARY SEWER AND STORM SEWER MAINS - 5 FT. / \ 8" SDR-21 PVC 24 RCP Ma s 80+ -35 pV 8 CB 248 / 153 / 20' PERM. \ \ \ 168
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. \ 62 C / cry DRAINAGE \ %
WATERMAIN -BLUE
EASEMENT 15" RCPv
3 WATER ANDMINIMUM ILITY SANITARYICAL SEWER MAINSO SEPARATIONDISTANCES: / / A 3�Q�G BLUE50 R PEN DRIVE ` � Ms �'`
WATER AND STORM SEWER MAINS - 24 IN.� 2�' RGP
SANITARY SEWER AND STORM SEWER MAINS - 24 IN. \ 61 ems\ X 0 \ MH 21 1 (2) 3/4 SERVICE LINES INSIDE M.8 '� / VARIABLE WIDTH PUBLIC \ /
xO \ MH 20 CB 327 \ \ 8"X8" TEE I A 2" SLEEVE PER HRW STD. �S\ Q DRAINAGE EASEMENT / DI 235 \
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED cis \ 8" GV (3) DETAILS W-14 & W-12 (TYP.) / 0 Xoo
GRADE: 247 �, X Cp w
WATER MAIN - 36 IN. , \ 18" RCP \ v�y00 / C5 8" DIP
SANITARY SEWER - 36 IN. CB 332 - O O / WATERMAIN �O
\ 60 \ �GQ � 8" SDR-35 PVC �8 STA 34+81.76 BLUE ASPEN DRIVE
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION \ CB 334 \ / TA 26 01.86 WINTERBERRY W
SINGLE 3/4" WATER
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS SERVICE PER HRW STD. hX 109 \ 114 CB 242 / 156 CB 237 q�
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ v DETAILS W-12 & W-14 (TYP.) $� 5P \ DI 328 / O s 3 �.g O
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER �. \ \ / / MH 28 00
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS „ ,
lb
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER \ / \ 108 \ \ 1S RCP DI 246 115 / / 30" RCP 30" RCP
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE �� 20' PERM. \ \ \ _ _ _ O CB 243
HOA. DRAINAGE v� i DI 251 - v
59 A JG O CB 333 EASEMENT v v / / 36 RCP
O i
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS FIRE HYDRANT O�Q \ \� C,P �\ \ 30 RCP
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND 9� O�P� \ 107 \ \ i 20' PERM. \ \ \/ 116 / 00 15" RCP
ASSEMBLY 5 O
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A `b (2) 3/4" SERVICE LINES INSIDE DRAINAGE \ \ / / CB 238 123
8 SDR-35 PVC CB 240 �
NCAC 18C). Q A 2" SLEEVE PER HRW STD. \ EASEMENT / / /
15 RCP
\ �G DETAILS W-14 & W-12 (TYP.) � � / 15" RCP 8"X8" TEE �
7. WATERTIGHT SHALL MEET THE FOLLOWING: ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS CB 241 8" GV (3)
O \ 106 \i \ 96 / 117 /
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT � O v � v � � �
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY DI 244
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF 'S- 'L V 105 \v GQ v x�
INTERIOR COATING/LINING. �� ���,F`O� SS v �DI 329 94 / v v QQ c9 „
�..� 8 SDR-35 PVC WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED X �,�. s \ \ MH 50 15' RCP \
CONSISTING OF A FLEXIBLE RUBBER BOOT OR DI 330 v
COMPRESSION TYPE CONNECTOR. \ /
� 121
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH \ 10 . M"a ""8\ / DI 245 MH 8
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE \ \ /
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
330
0 50
PROFILE SCALE
32
32
31
31
3C
3C
29
29
28
4m
p [MH 19
STA: 21 +87.78
TOP 317.47
INV IN307.62(FIR MH51)
Am
INV OUT 307.42 (TO MH 20)
1 PVC W - ATERMAIN
3 t 5 Cp-7
24, RQ¢
@ 1,63%
5 /
\ Nv /
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TOP 313.40
INV IN 307.25 FIR (335_333)
INV IN 308.01 FIR (334-333)
INV OUT 307.25 TO (333-332)
CB 334
TOP 313.40
PROPOSED 6" DIP
HYDRANT EXTENS
-1.53%
36" MIN. COVER
365 LF
8" SDR-35 PVC
@ 1.50%
24" MIN.
Know what's below.
S
A:27+41.92
OP 308.87
INV IN 298.87
(FIR MH 20)
MH 6,
INV OUT 298.E
(TO MH 27)
STA: 25+97.3,'
TOP 299.51
INV IN 286.95 (FIR MH 28
- 248
_
'- -- -
INV IN 286.95 (FIR MH 8
EXISTING
_
/
TOP 303.61
NV OUT 286.75(TO MH 9
GRADE
INV IN 298.21 FIR (247-24)
- �
INV OUT 298.20 TO (248-24
)
\
P
I STA = 34+81.76
�/
--
200 LF OF 8" DIP WATER MAIN
TOP 303
P
I ELEV = 299.50
PROPOSED
8
~
_
CB 240
�
/
G
ADE
MH 27 INV OUT 298.36 TO 247-24
STA: 29+29.79 (
)
CB 242
TOP 300.65
\ INV IN 290.28 F
OP 298.84
(242-240)
TOP 306.17
INV IN 292.21 FIR (248-242)
\ INV IN 293.38 F
(241-240)
/
PROPOSED 6" DIP
INV IN 295.82 (FIR MH 21)
INV IN 290.96 FIR (243-242)
\ 4I v OUT 289.78 T
(240-237)
HYDRANT EXTENSION
INV OUT 295.62 (TO MH 53) _
INV OUT 290.96 TO (242-240
\
CB 241
OP 298.81
(241-240)
6" MIN.
18" MA
PROPOSED 6" DIP
CB 243
INVI OUT�29 .52 T
HYDRANT EXTENSION
TOP 300 65
INV IN 291.11 FIR (244-243)
160 LF
INV OUT 291.11 TO (243-242)
P\/I =
IV RCP
1.69 /
CONC.
-
PVI ELEV = 298.5
- - -
CRADLE
8 D
(STA. 27+00
TOTSRq �I9
20LFOF8"DIP
00)
WATER MAIN
36" MIN. COVER
MH 20-/
1 8„ SDv �r
R-35
•pu /o
70
PER NCDEQ 15A NCAC 18C .0904-B, 12" OF SEPARATION SHALL BE STA:
25+52.61
PVCL1.
° 84 LF
@ 1.50/
MAINTAINED BETWEEN WATER MAIN AND OTHER UTILITIES EXCEPT
P 311.90
24" R
P
8 SDR_21 PVC
WHERE IMPRACTICAL. TO AVOID DEEP WATER MAIN AND MINIMIZE INV IN 301.94 F
(
MH 19
@ 1.7
%
190 LF
wATE MIN
R
BENDS, THERE ARE SEVERAL LOCATIONS WHERE WATER MAIN IS INV OUT 301.74 (T
MH 21)
8 SDR-35 PVC
24" MIN.
5 SHOWN WITH APPROXIMATELY 6" - 9" OF SEPARATION FROM THE
41
46 LF
°
196 LF
36" RCP
STORM DRAIN. CONCRETE CRADLES PER DETAIL SHOWN ON C11.2
CB 332
CB 326
166 LF
15" RCP
@ 0.50%
SHALL BE PROVIDED IN LOCATIONS AS FOLLOWS:
TOP 310.88
TOP 309.60
8 S
R-35 PVC
@ 3.06%
• WATER MAIN OVER STORM DRAIN AT BLUE ASPEN DRIVE STA. IN
IN 304.55 FIR (333-332)
INV IN 302.48 F
R (327-326)
1.50°j
27+19 (SHEET C5.5) INV CUT
304.55 TO (332-327)
INV OUT 301.9
TO (326-325B)
• WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA.
0
CB 327
MH 53
TA 3*
16+35 (SHEET C5.8)
-
OP 3UT5F--
-
-
•
• WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA.
INV IN 303.13 FIR (3
2-327)
TOP 303.67
190 LF
MH 28
16+55 (SHEET C5.8)
INV IN 303.13 FIR (3
8-327)
INV IN
293.14 (FIR MH 27)
8" SDR-35 PVC
STA: 32+83.94
• WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA.
INV OUT 303.13 TO
(327-326)
INV OUT292.94
(TO MH 28)
@ 2.41%
TOP 300.78
136 LF 202 LF
21+68 (SHEET C5.8)
INV IN 284.37
(FIR MH 53)
30" RCP 8" SDR-35 PVC
24" MIN.
5
INV OUT 288.17
(TO MH 62)
@ 0.50% 0.60°
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BLUE ASPEN DRIVE PROFILE (STA 21+50 TO 35+50) 41015
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5 NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH SHEET NO.
HARNETT COUNTY STANDARDS AND SPECIFICATIONS. C5.5
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/ ASSEMBLY
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/STA 11+80.21 WINTERBERRY WAY
STA 3+97.40 BLUE ASPEN DRIVE
8" SDR-21 PVC
WATERMAIN �-
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340
335
330
325
320
315
310
305
300
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290
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PC = 12+00.15
�LEGEND
I I I I I 0:1
20' PERMANENT / 85 r'0 J-P
MH 16 / DRAINAGE EASEMENT
1S„ RCP \ DI 535 / CB 506
D1 538
8" 6" (JOSS ^ I 15" RCP 18" RCP
pk•
I -
6" GV (2) '` 65 I - - - - -
`y� I I I I 8O6
11 SINGLE 3/4 WATER SERVICE PER DI 537 DI 536 + 'PC PC = 38+37.49
V HRW STD. DETAILS W-12 & W-14 (TYP.) o
col_L01_
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: • " REDUCER CB 533
T4 , 533i
A
�•
WATERMAIN
FIRE HYDRANT 18" -
-_
'-
'•
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.ASSEMBLY
542
B 544
FIRE HYDRANT_ --_
•
•
• WE i IA\ iI/1
I1\ 101
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
- EXISTING WETLANDS
i STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
_"
18" RCP s
CB 507 ` 1106
SINGLE 3/4" WATER SERVICE PER
HRW STD. DETAILS W-12 & W-14 (TYP.)
1
MH 31
DI244 \ \ ■
■ 117
8" SDR-35 PVC \ \ ■
20' PERM. \ ■
30" RCP DRAINAGE \ 0
EASEMENT \
CB 504 \` .
100 I D1245 \
8"X8" CROSS 8" DIP WATERMAIN \
8" GV (4) FROM CROSS TO \
TEE \
8"vv B W B W
Sk8" SDR-35 PVC 2
,P _ 42" RCP
MH 14 CB 541 CB 540 � CCB 503 w ■ w ME
18 RCP STA 22+09.63 WINTERBERRY WAY �` z ■
(2) 3/4" SERVICE LINES INSIDE STA I 37+31.49 SILVER MAPLE DRIVE CB 543 20' PERM. U ■ U
A 2" SLEEVE PER HRW STD. I DRAINAGE _:
I DETAILS W-14 & W-12 (TYP.) I CB 503C > CB 503B EASEMENT a
Ia_ 20 0I CB 502 ■
38 39 40 41 42 43 44 45 46 0 Qn 42" RCP 21 119 ■
UTILITY NOTES: _ co ■
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1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT I I I I I I I I PT = 36+25.49 w Q
20' PERMANENT DI 527 ■
COUNTY STANDARDS AND SPECIFICATIONS.
DRAINAGE EASEMENT 1
CB 532-\
=
Q
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
z
0
DATE
WATER AND SANITARY SEWER MAINS - 10 FT. 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION 8. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
WATER AND STORM SEWER MAINS - 5 FT.
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
WATERTIGHT SHALL MEET THE FOLLOWING:
(VACUUM) TEST PRIOR TO BACKFILL".
>
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT FRAME
"DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
04/09/2020
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
AND COVER WITH GASKET.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
0
DRAWN BY
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS BECAUSE • ALL MANHOLE SEAMS SHALL BE EXTERNALLY TAPED/SEALED. PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: OF REPAIR/MAINTENANCE OF THE PUBLIC WATER AND/OR SEWER • MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
331
WATER AND SANITARY SEWER MAINS - 24 IN.
LINE WILL BE REPLACED OR REPAIRED BY THE HOA.
INTERIOR COATING/LINING.
WATER AND STORM SEWER MAINS - 24 IN.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
DESIGNED BY
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
CONSISTING OF A FLEXIBLE RUBBER BOOT OR COMPRESSION
•
TYPE CONNECTOR.
•
331
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED GRADE:
7. WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND • ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM
WATER MAIN - 36 IN.
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A NCAC C1244 "STANDARD TEST METHOD FOR CONCRETE
•
CHECKED BY
SANITARY SEWER - 36 IN.
18C).
340
•
J. CHANDLER
HIGH PT STA = 11+
8.74
HIGH POINT ELEV =
29.97
VI STA = 11+7
PVI ELEV = 330.90
A.D. _ -5.01
K = 29.94
PVI STA = 10+00.00
150' VC
PVI ELEV = 326.30
o rn
o 7
000
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U') N
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BL WOFF
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N 11
ASSEMBLY
U
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i
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(2)
8" GV
(2)
6" GV
621
SDR
wAT C
ERMA/N
H14
STA: 15 18.81
TOP 3 2.61
MH 13 INV N 315.19 (FIR N H 13)
STA: 13+ 8.26 INV OUT 314.86 (TO IV H 15)
TOP 3
INV OUT 18.75 (TO MH 4)
149 L
8"SDR-35
LOW POINTS
A = 21+75.00
LOW POINT ELEV
= 307.32
PVI STA
= 21+50
PVI ELE
= 307.69
-
--
A.D. =
0.88%
K =
6.79
50' VC
CB544
oN
o�
TOP 320.4
LO
N
00
O
LO
ti
rl-
O
INV OUT 316.45
-
MH 15
N"
N
STA:22+04.5
STA: 18+79.66
ii
w
U
ii
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U
TOP 306.69
CB 543
TOP 314.01
EXISTING
U
>
CO
U
>
w
INV IN 293.00 (FIR MH 15)
TOP 320.4
INV IN 316.30
FIR(544-54)
I
V IN 303.55 (FIR MH 14)
GRADE
>
>
INV IN 293.00 (FIR MH 6)
IN
OUT 303.35 (TO MH 7)
INV IN 293.00
(FIR MH 31)
INV OUT 316.30 TO (543-
41)
Z
3 °
28/
"
PROPOSED
DIP
PROPOED
CB 53
94 LF
HYDRANT EXTENSION
GRADE
36" RC
T
P 307.70
@ 1.46°0
INV IN 30
.11 FR
(534-533)
INV OUT 30
.61 TO
(533-540)
24" MIN.
PROPOSED 6" DIP
\
HYDRANT EXTENSION
CB 503
TOP 306.30
210 LF
INV IN 299.5
FIR (540-503)
_
18" CP
2. 2%
6" SDR-21 p VC
Vl/A�
INV IN 299.0
FIR(503B-503)�
INV IN 300.1 FIR(504-503)
@
ERMA/N
361
8 SDR-3 F
INV OUT 299 09 TO (503-502)
24" MIN.
@3.14 PVC
lF
2
RCP
8" DIP IF OM CROSS
CB 542
@ 33%
TO TEE
TOP 315.46
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541
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540)
24 MIN. 42
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10+00 11+00 12+00 13+00 14+00 15+00
16+00 17+00 18+00 19+00
WINTERBERRY WAY PROFILE (STA 10+00 TO 24+50)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
20+00 21+00 22+00
• •
SCALE
•
H: 1 "
=
50'
•
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35
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121
325
32
31
31
30
30
29
29
28
28
27
27
26
26
25
HIGH PT STA = 23+75.00
HIGH POINT ELEV = 304.32
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3 A.D. _ .70%
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50' VC
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1
50 ROV IV 29' B-B
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122 123 124 125 126
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TO (502-5 1) _
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140 LF
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O
36" MIN. COVE
24" MIN.
81,11,
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STA: 25+97.32
TOP 299.51
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24" MIN.
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127 128 129 130
184 20' PERMAN NT
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PVI ELEV = 286.19
INV OUT 286.08 TO (236-228)
MH 9
CB 222
S 38
TO
TOP 291.84
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0 50
PROFILE SCALE
26+00 27+00 28+00 29+00 30+00
WINTERBERRY WAY PROFILE (STA 23+00 TO 33+00)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
31+00
32+00
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
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EXISTING WETLANDS DATE
STREAM CONSERVATION BUFFER 0410912020
315 OPEN SPACE o
IMPROVED OPEN SPACE DRAWN BY
331
UTILITY NOTES:
• DESIGNED BY
310 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT 331
COUNTY STANDARDS AND SPECIFICATIONS. •
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES: • CHECKED BY
WATER AND SANITARY SEWER MAINS - 10 FT. • J. CHANDLER
WATER AND STORM SEWER MAINS - 5 FT.
305 SANITARY SEWER AND STORM SEWER MAINS - 5 FT. • SCALE
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. •
H: 1 " = 50'
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: • V: 1" = 5'
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
300 SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED n
GRADE: 0
WATER MAIN - 36 IN. O
295 SANITARY SEWER - 36 IN. +
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION M
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS M
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ O
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
290 BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER 0
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE O
HOA. (V +
Ln M
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS l0 N
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
285 ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A U
NCAC 18C). Q
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7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS 0 Uj O u
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT LJ U Uj
280 FRAME AND COVER WITH GASKET. O = J
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY z n/ � 1_L
TAPED/SEALED. 1L...11.�
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF U O
INTERIOR COATING/LINING. J
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED Q Q Z a
275 CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR. z O O
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH J U z
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE O O(A Q
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE c w J
270 (VACUUM) TEST PRIOR TO BACKFILL". Q L a
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED. U Q
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 = _ Q
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
O
265 z
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260
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255
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.:R Callbefore you dig.
JOB NO.
33+00 41015
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH SHEET NO.
HARNETT COUNTY STANDARDS AND SPECIFICATIONS. C5.7
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166 ' I I PUBLIC DRAINAGE DRAINAGE
o STA 10+00.00 PAP�R BIRCH WAY U I O 161 U'', EASEMENT GP \ EASEMENT 8" SDR-21 PVC cS'�
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9 �' A 2" SLEEVE PER HRW STD. + I I CB 315A -
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24" RCP CB 315B z
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QCB 228 VARIABLE WIDTH PUBLIC 50 R 29RCH I/VA a w ,vv g"w CB 314B I I 15" RCP' 36" RCP p,, / EASEMENT CB 324 �O 8" GV (3) w >
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W o U SINGLE 3/4" WATER 143 UTILITY I S M WATERMAIN
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20' PERM.
_ DRAINAGE '
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DATE
I
04/09/2020
UTILITY NOTES:
•
MANHOLES SHALL BE PROVIDED WITH A FULL
DRAWN BY
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
WATERPROOF INTERIOR COATING/LINING.
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS •
WATERTIGHT PIPE CONNECTIONS SHALL BE
331
315 315 COUNTY STANDARDS AND SPECIFICATIONS. THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ PROVIDED CONSISTING OF A FLEXIBLE RUBBER
LOW POINT STA = 16+48.47 DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER BOOT OR COMPRESSION TYPE CONNECTOR. DESIGNED BY
LOW POINT ELEV = 291.54 2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES: OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS • ALL MANHOLES SHALL BE TESTED IN ACCORDANCE • 331
WATER AND SANITARY SEWER MAINS - 10 FT. BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER WITH ASTM C1244 "STANDARD TEST METHOD FOR •
PVI STA = 16+78 WATER AND STORM SEWER MAINS - 5 FT. AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE CONCRETE SEWER MANHOLES BY THE NEGATIVE
MH 25 CHECKED BY
HIGH PT STA = 13+46.43 STA: 14+38.90 PVI ELEV = 290.25 SANITARY SEWER AND STORM SEWER MAINS - 5 FT. HOA. AIR PRESSURE (VACUUM) TEST PRIOR TO
TOP 291.49 HIGH 310 CB 231 POIN _ AD. = 0 310 GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. BACKFILL". • J. CHANDLER
IN OUT 285.46 T MH 34 6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS "DOG HOUSE" TYPE MANHOLES SHALL NOT BE
INV OUT 285.7 TO (231-230) EXISTING PVI STA = 1 96.8 ( ) K 0 ' 3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND USED. • • SCALE
GRADE PVI ELEV = 296.81 O Lo 200' VC WATER AND SANITARY SEWER MAINS - 24 IN. ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A ALL MANHOLES NOT INCLUDED AS PART OF A „
CB 230 MH 10 A.D. _ -3.86% o `" WATER AND STORM SEWER MAINS - 24 IN. NCAC 18C). USACOE 404 PERMIT OR DIVISION 401 H: 1 = 50
TOP 291.46 STA: 10+56. 5 - - K = 51.79 � C\j0-) SANITARY SEWER AND STORM SEWER MAINS - 24 IN. CERTIFICATION SHALL MAINTAIN A SEPARATION OF • V: 1 " = 5'
305 INV IN 283.0 FR (232-230) TOP 291.1 Lo ii 305 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS NO LESS THAN 10 FEET FROM WETLANDS.
-230 O Lo 200 VC O ii 4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED WATERTIGHT SHALL MEET THE FOLLOWING: MH 21
INV H! INV IN 280.0 (FIR MH 26) � - � w
INV OUT 282.5 TO (230-228) INV OUT 279 84 (TO MH 9) / o _ o - cq U > GRADE: • MANHOLES SHALL BE PROVIDED WITH A STA: 27+41.92
O / N `V MH 26 `V > m WATER MAIN - 36 IN. WATERTIGHT FRAME AND COVER WITH GASKET. TOP 308.87
O O C 'L�33 N w STA: 13 20.00 w SANITARY SEWER - 36 IN. . ALL MANHOLE SEAMS SHALL BE EXTERNALLY INV IN 298.87 (FIR MH 20)
L cp oo cq TO 293.56 TOP 29 .65 u) > M 34 M o INV OUT 298.67 (TO MH 27)
300 rn + N INV IN 283.82 F (234-233) > 300 320 TAPED/SEALED. o N 320
m N o" INV O T 283. 2 TO (233-232) > 5+85.76-
ii > T P 291.99 oM
Q w Q w / INV IN 280.21 (FIR MH 24) LOW POINT STA 16+48.47 N ii C
Lq
W w W w CB 232 \ INV IN 280.21 (FIR MH 25) LOW POINT ELEV = 291.54 Q w O Lo co o
> / TOP 293.56 PROPOSED \ � _j o O +
> > /INV IN 283.68 FIR (233-232) GRADE INV OUT 280.01 (TO MH 56 (WA ER TIGHT)) PVI STA = 16+78 W w co o N ii
295 / INV OtJT 283.68 TO (2, 2-230) C NC. CRADLE 295 315 PVI ELEV = 90.25 > > + `' i� > 315
0
PVI STA 10+47.00 ° 36" MIN. COVER -2.00% 32 LF OF 8" DIP WATER MAIN A.D. = 5.6 /o _ MH 22 TOP 304.42 / 11 w u) w
PVI ELEV - 291.17 $ �0 K = 35.2 STA: 20+38.20 Q
8" SDR-21 PVC WATER MAIN INV IN 296.9 FIR (325A-324) u) w j >
,200% TOP 303.39 UJ d d
%�0% 200' VC INV OUT 294.06 (TO MH 23) INV OUT 29 .99 TO (324-322) > w
8" SDR-21 PVC � 6?
�0- N J
o rn l0
WATERMAIN 6 ��MIN. 290 _ _ 310 + N MH 23 310 U_
290 ii 8" SDR-21 PVC
�. 8"X8" TEE-
STA: 18+96.70
(3) 8" GV �; TOP 298.19 WATER MAIN g7% 1 95% U
m ROPOSED 6" IP CONC. CRADLE v w INV IN 288.37 (FIR MH 22) Q a
> 36" RCP -,HYDRANT EXTENSION 69 LF EXISTING
MH 24 w INV OUT 288.17 (TO MH 24) 32 LF OF 8" DIP WATER MAIN z
o PROPOSED GRADE 11 8"X8" TEEO J
fr-Mifd. 36" RCP STA: 17+67.79 O
� 285 21 LF 18" nnnx 285 @ 0.55% INV IN 281.56 (305 OFR MH423) 104 LRADE / / 305 (3) 8" GV W > U z
0 24" MIN. 2 G" RCP INV O T 281.36 (TO MH 34) 30" RCP / CONC. CR DLE � T_ Q
24" MIN. go 4(9 @ 0.50% 24" MIN. 3.39%
SIC w � cl�~ 0-
0) @ -3SPvc 36$°1° 6" MIN. U O
280 63 LF SS/
� g" S R-35 PVC 1 LF 280 300 CB 319 _ / 18" MAX. 300 �
� 8' SDR-35 P C TO 292.44 101 LF J > Q
128 RCP 0.60% C 314B 2 " MIN. @ 0.63% INV IN 284.85 FIR ( 20-319) 30" RCP F I Q z
24" MIN.
0.50% TOP 92.28 INV OUT 284.35 TO (3 9-315A) 0 36" MIN. COVER
�0��'CP z
@ 3.9
@ INV OUT 285.43 TO (314B 314A) CB 315B 30 R Bolo J O O
41
Q OP 291.60 / O U
275 62 LF WATER MAIN SEPARATION NOTES: IN IN 285.07 FR 316-315B 275 295 @ 295 w
8" SDR-35 PVC INV OtJT 285.07 TO ( 15B-315A) z
@ 0.60% 1. PER NCDEQ 15A NCAC 18C .0904-B, 12" OF SEPARATION SHALL BE
= MH 9 MAINTAINED BETWEEN WATER MAIN AND OTHER UTILITIES EXCEPT CB 315A S� MP�N CB 32 Q
STA: 9+9 .00 WHERE IMPRACTICAL. TO AVOID DEEP WATER MAIN AND MINIMIZE TOP 291.58 $ R _
m ( ) �P NOV IN 293.46 FIR (324 322) w
TOP 291.84 BENDS, THERE ARE SEVERAL LOCATIONS WHERE WATER MAIN IS INV IN 283.97 FIR 319-315A
w 270 INV IN 279.47 (FIR MH 62 _ SHOWN WITH APPROXIMATELY 6" - 9" OF SEPARATION FROM THE INV IN 284.97 FIR (315B-315A) 1 270 290 INV OUT 293.46 TO ( 2-320) 290
Q INV IN 279.47 (FIR MH 10) STORM DRAIN. CONCRETE CRADLES PER DETAIL SHOWN ON C11.2 INV OUT 283.97 TO (315A-314A) 142 LF O Q
INV OUT 279.33 (TO MH 7) SHALL BE PROVIDED IN LOCATION AS FOLLOWS: 8" SDR- 5 PVC Z a
• WATER MAIN OVER STORM DRAIN AT BLUE ASPEN DRIVE STA. CB 314A @ 4.00°
27+19 (SHEET C5.5) TOP 291.58 Lo • WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA. INV IN 283.33 FIR(315A-314A) 2 " MIN. I CB 321 CB 325A
O 265 16+35 (SHEET C5.8) 265 285 TOP 296.14 TOP 308.33 285
• WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA. I V OUT 283.33 TO (314A-313) JG INV OUT 290.85 TO (321-320)
16+55 (SHEET C5.8) 0 C' 0�0 13�35 °I° CB 20 INV OUT 300.50 TO (325A-324)
• WATER MAIN OVER STORM DRAIN AT PAPER BIRCH WAY STA. ��55 a S� 50 TO 296.05
21+68 (SHEET C5.8) @ INV IN 289.46 FIR (322-320)
In
i INV IN 290.71 FIR (321-320)
3: 260 260 280 INV OUT 289.46 TO (320-319) 280
0
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5 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 17+00 18+00 19+00 20+00 21+00 22+00 22+50 JOB No.
PAPER BIRCH WAY PROFILE (STA 9+50 TO STA 17+00) PAPER BIRCH WAY PROFILE (STA 17+00 TO 22+50) 41015
O
i HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 SHEET NO.
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A
\♦♦♦ NAD 83
♦I 1 \
I I
1 ; \
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
....... EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
UTILITY NOTES:
tt 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
i tt COUNTY STANDARDS AND SPECIFICATIONS.
♦ 1
♦` .� \ 2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
/I A �t'� WATER AND SANITARY SEWER MAINS - 10 FT.
\ WATER AND STORM SEWER MAINS - 5 FT.
1 \\ \ OS 9 SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
—CB 105 V A 1 105,150 SF \ GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
\ 2.41 AC
~�• \ \ \ \ , RETAINING WALL, 3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
'�`� DESIGN BY OTHERS / ' \
MH (WATER TIGHT) WATER AND STORM SEWER MAINS - 24 IN.
-,CB 104 `� / ,/ `� SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
8" SDR-35 PVC m �� \18" RCP
227
i
\ 204
DI 114
20' PERM.
DRAINAGE
N-ICI(IFES
EASEMENT
115�
PRV
\\ l CB 112--\
EXISTING
6" WATERMAIN
\
CB 113-
� I I
FIRE HYDRANT ASSEMBLY /
8" SDR-35 PVC_ /
\` MH 45
< \
\ 202 N\­`
8
MH 44
8" SDR-21 PVC --- --- �00 8
WATERMAIN
5
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
/ WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
/
CB 102A /// / SINGLE 3/4" WATER 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
SERVICE PER HRW STD.
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
8" SDR-35 C900 ,' 197 DETAILS W-12 & W-14 (TYP.) �\ THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
kl" RCP % ' v \ DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
V OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
CB 102B ' / BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER
1,���AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE
8x�\ HOA.
/ r\1
\� / 8 X4 TEE 6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
GQ�x Q ' // I \` e < 8" GV (2) /// / ' .� WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
1 L
RETAINING WALL, ■ FES 100 ; 1 \RCP 18" RCP \. 6 GV (1) 95 ,' . ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
\ ` / NCAC 18C .
\ / DESIGN BY OTHERS ' )
FIRE /
FIRE � i� �� ' c r
\ 42" RCP
HYDRANT (2) 3/4" SERVICE LINES INSIDE I ♦ ;,
ASSEMBLY ' ,' `� A 2" SLEEVE PER HRW STD. A \ 42 RCP
DETAIL W-14 & W-12 (TYP.)
' 8" SDR-35 PVC \
cb
MH 43 ��
�!� Q b
`b /
J
/ �\ 20r PERMANENT 225 // / GCB 10(
cb DRAINAGE - ' I ■
EASEMENT ' \
x
8" X 6" REDUCER 20' PERMANENT 0 �V < �/ ,'
X 1-1YDRANT , 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
6" GV / t\ t DRAINAGE \ '\ ASSEMBLY �' / �/� 19 WATERTIGHT SHALL MEET THE FOLLOWING:
\ CB 111 \ \ \ EASEMENT ' / F MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
6" X 6" TEE \� �\ MH 40�� / / /,
p- VARIABLE WIDTH ' 30' HARNETT COUNTY I . 8,�,_ / ' FRAME AND COVER WITH GASKET.
EXISTING 8" PVC v\ O� \ IU ,' 1 \ h ALL MANHOLE SEAMS SHALL BE EXTERNALLY
\ PUBLIC DRAINAGE WATERSHED STREAM j STA 10+00.00 PINK DOGWOOD WA < U ^ / •
SEWER MAIN �� \ - BUFFER \ h '
EASEMENT ♦ I o = V , Pl TAPED/SEALED.
20' BUFFER TO i STA 19+96.92 RED CEDAR WAY O/ox V �� , / ,'
��� c��► A ` ' �� iV �� 8 w� MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
ADJACENT PROPERTY
C�4P� / INTERIOR COATING/LINING.
V 08 s t I = "� 3S� G WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
1� 10+28.34
�\ 616,476 SF �., / PC VC CONSISTING OF A FLEXIBLE RUBBER BOOT OR
��. '�FES 110 �V ' 75' PRIME VIEW 14.15AC \ _ A 8w COMPRESSION TYPE CONNECTOR.
&VISTA MH 58 ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
15STREETSCAPE ! j i �0 A� ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
\ \ \ \� —___ — _ co ic,
S C� 8 SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
EXISTING �c, BUFFER \ \ \ 6'"SDR-21 PVC WATERMAIN — O'QO�'9y OO \�\\ (VACUUM) TEST PRIOR TO BACKFILL".
4 WATERMAIN �\ / t- _ - �A' • "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
LOW POINT STA = 17+64.42 • ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
LOW POINT ELEV - 298.04 PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00
RED CEDAR WAY PROFILE (STA 9+50 TO 21 +00)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
(WATE
i8) 5
0 50
PROFILE SCALE
Know what,s below.
Callbefore you dig.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
H: 1" = 50'
V:1"=5'
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UTILITY NOTES:
TIE INTO\EXISTING ' � � i i ♦
o s- -----1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
WATERMAIN\ FROM
ADJACENT SUBDIVISION I ♦ 30' HARNETT COUNTY - _ '---__ U 145 HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
190 I ♦ ♦ WATERSHED STREAM --__ _ 8" DIP// /
FIRE HYDRANT - 1 ♦ BUFFER -----_ - va WATERMAIN I 2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
. 191 I U WATER AND SANITARY SEWER MAINS - 10 FT.
N ASSEMBLY o�
OM ___j WATER AND STORM SEWER MAINS - 5 FT.
_ 1 I - L-
PC - 10+30.75 lZ 192; _ - _ I �i PERM.I SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
O O ' RETAINING WALL, 129
_ � �z \ \ __� �___ ' I , 8" SDR-35 PVC Ill /� __ � � 00 M � m____ J �� DRAINAGE ' � GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
____
\ O 1 DESIGN BY OTHERS I - - I
PT = 10+37.46,, \ c9 __ --- L FIRE /-----__ EASEM-EN�
`J Q J _ ----__ O CD � 3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
• \ 6" DIP `� � Q , MH 59 - HYDRANT \ / / -
--- �� ---- �, ---_ WATER AND SANITARY SEWER MAINS - 24 IN.
k 1- MH 12 - CB 58 \ -- 20' PERMANENT --- , m I _ DI 312 WATER AND STORM SEWER MAINS - 24 IN.
- WATERMAIN �oo i a"w ASSEMBLY \ / ---- _ - - _ `O'er-_
i 193 sw r CB 67 ) / DRAINAGE - --- Cb
I I SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
18" RCP v „ �' �� � aW- -- MH 11 WATER T T � (� i i � �__
SDR-35 PV 8' / EASEMENT '�
\ CB 62 ` - - S �+ '� _ w i- 1 I I 169 i i I I 4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
19 \\ l \ �'i \ -3kpp /- 18 RCP + 8 i 130 , o O �� - _ GRADE:
\ 8 SDR-21 PVC MH 39 - 2- R / ._ --- _- RCP -�, _ - W------� 1RCP+
�.� A v 18' S + CB 222 i i i �� i WATER MAIN - 36 IN.
FIRE ��� nS \ \ `\ WATERMAIN a GP ���e� CB 213 Z IM
C� O - 1$ RED �- S 18" RCP --__ CB 2231 �' 170
HYDRANT 195 ti < - D CEDAR �/�/qY --_ - MH 47 ; 1 8"X8" TEEi I . j SANITARY SEWER - 36 IN.
�/- _ _
O. 18 RCP - / AR i - + w 8" GV (3) 171
ASSEMBLY <� 2 i -- 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY
\ 2 �- a� - CB 59 50 ROW _�_ 8„w FIRE I 17
29 18 RCP �_ S =_---_ 8„w �- HYDRANT PORTION OF THE REQUIRED SIDEWALK OR STREET TREE
\ cr k 8"X6" TEE i-B _ _ I
--__ '�_ I
GV (2) -- 72 RCP --� REMOVED
O � - -- ---� ASSEMBLY
INSTALLATIONS THAT ARE DAMAGED AND/OR REM
c9 - CB 60 O I CB 57 72 RCP - �- + - S _ -'- a w A BY HARNETT COUNTY/ DEPARTMENT OF PUBLIC
\\ I ♦ \ y 1$ DR-35 PVC UTILITIES/HARNETT REGIONAL WATER OR ITS
/ ♦ CB 212B RCP -�s (o a•,w-'-- J REPRESENTATIVES, AGENTS, OR CONTRACTORS
-/- ♦ -- ----- 8" SDR-35 C900 `y' �
8"X6" TEES -- - -
8�, ___- BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC
MH 40" " -�_ �q WATER AND/OR SEWER LINE WILL BE REPLACED OR
�- �\ � \ `\ (2) 3/4' SERVICE LINES INSIDE ,j♦ / \ � RETAINING +
8" GV (2) P� VG NG WALL, - '3 �_
„- A 2 SLEEVE PER HRW STD. 205 / \ CB 212A 6 RCP �- REPAIRED BY THE HOA.
208 / - _� _ g,1y
r GV (1)s0�3 O DETAIL W-14 & W-12 (TYP.) O U ♦ / \ ♦ DESIGN BY OTHERS O�_ rn '�_�_ -- - M-
/ STA 22+34.28 RED CEDAR WAY /----- -- N + SAN 8'w- 6
I i i I � _ / �! \ ,\ 20 PERMANENTS i I M _ __-_�-- __ � _ ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
a� o ' PERM.co
2 ' ; / �� DRAINAGE ; �--�_ WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS
-/ k w'OO � ,� STA 11+76.24 MIST�YWOOD DRIVE � 20� � � /4 SERVICE LINES INSIDE
Vv" EASEMENT \i \ ♦ 1 EASEMENT I CB 221 A 2" SLEEVE PER HRW STD. � �_ AND ACCEPTABILITY STANDARDS PER WATER MAIN
/ Givi
rO I I DETAIL W-14 & W-12 (TYP.) U u% STANDARDS (15A NCAC 18C).
• - 187 TA 32+73.86 WINTE CEDAR WAY _
0 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED
�k50� I , ♦ I TA 29+17.94 RED CE BERRY WAY --- AS WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
O PT ,11+02.3 �' '� / ��� DI56 I I \ �� ` I I i FRAME
185 �� EASEMENT
\ O O • AL COVER IGASKET.TH MANHOLESEAMS SHALBEEXTERNALLY
v 210 i D155 D154 -- I y I\ i I _ g
PC = 10+28.34 s`\>> 18" RCP I �� ♦ \`---__ �' `' co
20' PERMANENT 184 I TAPED/SEALED.
MH 58 18 RCP , O
• MANHOLES SHALL BE PROVIDED WITH A FULL
1" WATER LINE LATERAL __
6" SDR-21 PVC �- -� ♦ -� \ DRAINAGE I I 183
WITH (2) 3/4" METERS
(TYP.) A I IO�WATERPROOF INTERIOR COATING/LINING.
224 WATERMAIN \A
EASEMENT • WATERTIGHT PIPE CONNECTIONS SHALL BE
HIGH PT STA = 21+67.84 PROVIDED CONSISTING OF A FLEXIBLE RUBBER BOOT
MH 47 OR COMPRESSION TYPE CONNECTOR.
HIGH POINT ELEV = 306.37 MH 12
PVI STA - 22+25 STA: 23+25.02 STA: 29+12.96 • ALL MANHOLES SHALL BE TESTED IN ACCORDANCE
TOP 3+2.12 INV IN 273.43 (FIR MH 9P 286.55 WITH ASTM C1244 "STANDARD TEST METHOD FOR
PVI ELEV = 310.37 ( ) CONCRETE SEWER MANHOLES BY THE NEGATIVE AIR
INV OUT 293.85 (TO MH 59) INV IN 273.43 (FIR MH 11 (WATER TIGHT))
A.D. _ -11.01 % PRESSURE (VACUUM) TEST PRIOR TO BACKFILL".
K = 29.97
MH 59 INV OUT 273.23 (TO MH 48) • "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
310 330' VC STA: 24+10.81 310 • ALL MANHOLES NOT INCLUDED AS PART OF A USACOE
O co O Nt TOP 296.49 404 PERMIT OR DIVISION 401 CERTIFICATION SHALL
CD It EX STING o INV IN 288.00 (FIR MH 12) LOW POINT STA = 27+24.74 HIGH PT STA = 29+ 6.96 MAINTAIN A SEPARATION OF NO LESS THAN 10 FEET
CD°' N INV OUT 287.80 (TO MH 11 (WATER TIGHT)) FROM WETLANDS.
GRADE LOW POINT ELEV - 282 56 HIGH OINT ELEV - 87 39
oU
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PVI STA = 26+50.58
VI STA = 29+7
305
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TOP 293.59
PVI ELE = 278.83
I
P I ELEV = 288. 6
TOP 305.57
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INV IN 288.29 R (59-58)
A.D. = 10.41%
A.D. _ -5.30%
36p°I°
INV OUT 299.37 (TO MH 40)
INV OUT 288. 9 TO 58-57
( )
K = 3.62
K = 33.99
350' VC
180' VC
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PROPOSED
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290
INV IN 299.73 FIR (6 -60)
24" MIN.
GRADE
STA: 25+71.99 INV UT 276.87 TO( 12B-212A)
/
INV OUT 299.73 TO (6 -59)
/
INV IN 275.68 (FIR MH 59)
CB 61
INV OUT 275.48 (TO MH 47)
TOP 304.96
\
INV IN 300.38 FIR (62-61)
\
PROPOSED 6" IP
ROPOSED 6" DIP
285
INV OUT 300.38 TO (61-60)
_
HYDRANT EXT
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/ HYDRANT EXTENSION
TOP 300.95
97
LF
INV IN 295.66 FIR (6 -59)
18"
RCP
INV
OUT 295.66 TO (59-58)
88 LF
@
7.59% �
36" MIN. COVER
8" SDR-35 PVC
100 LF
8"X8" TEE
280
@ 6.67%
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°
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30+00
31+00
/
RED
CEDAR WAY PROFILE
(STA 20+00 TO 31 +00)
HORIZ SCALE: 1 "=50'
Gi
VERT SCALE: 1 "=5
305
300
295
290
285
275
270
265
260
255
250
co
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0 50
PROFILE SCALE
LEGEND
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
- STREAM CONSERVATION BUFFER
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0410912020
DRAWN BY
331
DESIGNED BY
331
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SCALE
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ITI_----------� ■ -- DI 311----- DI 310 - DI 309 1 LI FES 301 / ��•.,•
------ ----- ------ -
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I I I ■I I I I I I I I I I I I /
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D 169 170 171 172 173 174 EASEMENT J(�I�6 177 I vo ♦ ��
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FIRE 10 ■O 8" SDR-21 PVC HRW STD. DETAILS W-12 & W-14 (TYP.) �� U I DRAINAGE
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ASSEMBLY Z ■iZ I 8"X6" d 1
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RED CEDAR WAY 8" SDR-35 PVC
---------- -------- --------- 50ROW?9' B-BI,----------------- ----I
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TEMPORARY
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STA 29+17.94 RED CEDAR WAY EASEMENT ( A 2" SLEEVE PER HRW STD. TURNAROUND AND
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I I I I I I I I I I I I I
I I I i I I I I I I I I I I
185 184 183 182 181 180 179 178 ' 20 PUBLIC
UTILITY
I I I I I I I I I I I I I I I
IEASEMENT
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
-J L---------J L---------� L---------J L---------J L---------J L---------J L---------J L---------J I
i
305
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300
295
•'ZI]
285
275
270
265
260
255
250
245
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WATERSHED STREAM
BUFFER
END OF
CONSTRUCTION
STA 36+62.85
H PT STA = 29+86.96
MH 48
HIGH PT STA = 33+25.00
LOW POINT JA
= 37+45.43
H POINT ELEV = 287.39
STA: 2+28.11
HIGH POINT ELEV = 280.52
LOW POINT ELEV
= 263.75
PVI STA = 29+75
TOP 282.63
PVI STA = 34+00
PVI STA =
6+96.93
PVI ELEV = 288.56
INV IN 271.34 (FIR MH
47)
PVI ELE = 278.80
PVI ELEV
= 261.01
A.D. = -5.30 o
INV 271.14 (T
)
A.D. = 3.69%
A.D. _
.90%
K=33.99�
K= JO.60
K=3
.46
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150' VC
280'
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GRADE
STA: 35+82.76
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TOP 267.86
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2 3
CB INV I 260.76 T
TOP 78.89
NVIN 260.77 (FIRMHTE8)
g . �_
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INV OUT 273.60 TO (306-305
INV 01 IT 260.56 (TO MH 36)
pVC
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2" BLOWOFF ASSEMBLY
\
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TOP 266.7'
51 FIR (304-303
INV IN 260.
\
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0.51 TO (303-3
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315 LF
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TOP 266.71
GRADE
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O,Q INV IN 261.16
gTF,42�,0�
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260.66 TO
Z
305
ROPOSED
TOP 2678
INV IN 97� 45 FIR
9
8' SORS�F
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0
INV OUT 27 .19 TO
PROPOSED 6" DIP
i
HYDRANT EXTENSION
/
/
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24" MIN.-'\
/
END OF
/
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30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00
RED CEDAR WAY PROFILE (STA 30+00 TO 40+00)
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
39+00
305
WSJ
295
r•1
MR
r:l
275
270
265
Kill
255
250
245
:V
b
m
40+00
LEGEND
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
� � PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
-771 STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE
H OA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
5
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PROFILE SCALE
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0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
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290
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280
275
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0 50
PROFILE SCALE
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
2 �°l
-2,0p9/,
PROPOSED
MH 46
GRADE
STA: 1
+23.92
MH 41
Tnp
INV IN 279.71 (FIR
MH 58)
TO
282.85
INV OUT 279.51 (TO
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INV IN 274.59 (F
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EXISTING
INV OUT 274.39 (T
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GRADE
\
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15\36.88
6" MIN. COVE \
TOP
27�/,.17
\
/
INV IN 269.26 (FIR
MH 414
\
INV
OUT069.06
(TO MH 38 (WATER
TIGHT))
° PRQPO
ED 6" Df 2' GV
pVC
\
HCANT EXTENSIO
6" X 2" REDUCER
88 LF
8" SDR-35 PVC
wgTFRM
\
113 LF
@ 0.60%
8" RCP
g„ S16
�F
H 40
S
TA: 9+95.00
@ 3.0
V
P C
OP 301.89
_
NV IN 288.07 (FIR MH 39)
NV IN 288.07 (FIR MH 54 (WAT
R TIGHT))
NV OUT 287.87 (TO MH 58)
SO095 �4
.
3S
@ .q pl/
CB 66
TOP 282.43
INV IN 276.84 FIR (63-66)
INV OUT 276.84 TO (66-52)
24" MIN.
CB 63
TOP
282.43
INV OUT 277.13
TO (63-66) 107 LF
8" SDR-35 PVC 24" MIN.
@ 4.81 % 24" MIN.
-
-
5
TOP 278.46
INV IN 271.85 FIR (54-53)
IN-
V OUT 271.85 TO (53-52) 76 LF
24" RCP
Ca 0.50%
Mr
T 0)M
v-M
00
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m
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CD
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CD
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N
N
N
9+50 10+00 11+00 12+00 13+00 14+00
PINK DOGWOOD WAY PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
305
ill
295
290
o / 190�
/ 191
6 DIP
WATERMAIN
� PRV 8"SDR-21 PVC
p� I WATERMAIN
2 � �
FIRE HYDRANT ASSEMBLY
PC = 23+00.90-
EXISTING 6" TIE INTO EXISTING 6" WATERMAIN I 192 8"X6" TEE
WATERMAIN CONTRACTOR TO VERIFY DEPTH (2) 8" GV
& LOCATION OF EX. MAIN I I (1) 6" GV
-I-----6..W---
n 6„W 6„W
------z--�----6 GV
MH 59
CB 58
o Q
o G
cq
M �
a �
a
CO
CB 59
207
o U MH 12
M
N 00
CB 60 208
8+00 9+00 10 00 6 GV 11 +00 .24 � J
s
------------------- 18" RCP 18" RCP
1 I I
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT COUNTY
STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION OF THE
REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS THAT ARE
DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ DEPARTMENT OF
PUBLIC UTILITIES/HARNETT REGIONAL WATER OR ITS REPRESENTATIVES,
AGENTS, OR CONTRACTORS BECAUSE OF REPAIR/MAINTENANCE OF THE
PUBLIC WATER AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY
315
285
CB 52
TOP 276.45
INV IN 271.47 FIR (53-52)
INV IN 272.34 FIR (66-52)
280 INV OUT 270.00 TO (52-51)
PVI STA = 15+77.93
PVI ELEV = 275.84
275
270
-226 LF
8" C900 PVC
@ 1.43%
265
260
310
PVI STA =
PVI ELEV
305
ill
295
290
285
280
MISTYWOOD DRIVE
50' ROW 29' B-B
CB 62
I (9)
MH 39
ISTA 22+34.28 RED CEDAR WAY
STA 11+76.24 MISTYWOOD DRIVE
oo+
I 19� N 0 O
I U o
0 LO
W
THE HOA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS WATERTIGHT SHALL
MEET MATERIALS, TESTING METHODS AND ACCEPTABILITY STANDARDS PER
WATER MAIN STANDARDS (15A NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS WATERTIGHT
SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT FRAME AND
COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF INTERIOR
COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED CONSISTING OF
A FLEXIBLE RUBBER BOOT OR COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM C1244
"STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY THE
NEGATIVE AIR PRESSURE (VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 PERMIT OR
DIVISION 401 CERTIFICATION SHALL MAINTAIN A SEPARATION OF NO
LESS THAN 10 FEET FROM WETLANDS.
HIGH PT STA = 9+50.00
HIGH POINT ELEV = 307.98
PVI STA = 10+00
PVI ELEV = 307.48 -t1�
A.D.=
1.16% N� (0o cq7
K =
6.16 + `�) oo
oM
co11
EXISTING100'
VC + 11 > �
GRADE
o rn
o ii H w Q
w
o
� o PROPOSED F- w - j U)
w
en
-�w a0- >w
---9-00�j°----�
-_
8+00.00
J�
u> >
309.48
m
j w \ \
-16T. 00
200
36" MIN. COVER 64 LF
APPROXIMATE LOCATION
18" RCP
EXISTING 6" WATERMAIN
@ 1.00%
T o/P 0
vv
ERMAIN
TIE INTO EXISTING WATEIiMAIN
CONTRACTOR TO VERIFY
6" GV 24" MIN.
DEPTH AND LOC
TION
PROPOSED
6" DIP
HYDRANT
EXTENSION
C13
60
CB 61 TOP
305.46
PRV INS
DE VAULT INV
IN 299.73 FIR
TOP 04.96
INV IN 300.38 FIR( 2-61) IN
OUT 299.73
INV OUT 300.38 TO (1-60)
CB 62 8"X6" TEE
TO 304.94 (2) 8" GV
INV OUT 300.67 T (62-61) (1) 6" GV
O0)
006
000
Oti
0~
O(
LO OL
OL6
M�
MM
M�
M�
c')�
M�
MM
M�
M�
15+00 16+00 0 50 7+50 8+00 9+00 10+00 11+00
PROFILE SCALE MISTYWOOD DRIVE PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
315
310
305
300
295
61-60)
D (60-59)
290
285
280
12+00 12+50
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0410912020
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DRAWN BY
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DESIGNED BY
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SCALE
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MH 65 (WATER TIGHT) (4') Q
/ / /// 1 G/ / // / / // / \ \ \ \ \ \\ MH48(4')_
17-
I I I I / / / /I ♦ // �, / / r 4> / I / / l l f' / 1 I 1 I � 1 1 � \ � \ \ ` - � � � _
-
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181
``\ \8s
\ PERMANENT
L4�C \ 80 2
_CB 306 \
DRAINAGE / I ► _ g2 _
I II ► I 11I / \ N ' I I Idol I 1 ' 1 I 1 �' / / / / / I ► I / I \ \ \ \ ` \
EASEMENT
-
IIcNI ,I \ I \ I \ \ \ \ \ \ / / / h / r �, 1 ��` SCM#3FES� / / / / \ \ \ \ \ `�_=__-_--��-��-\\ GQ .\
h Ico \ 11 1 I \ \ / O / \ \ _ \
�L SSWR, / o ,, I r \ / / \ ------ - '_ -
11 I I OUTFALLB / ` 1 \ i , / /// / // / / / / \ N _ - - ----_� _ \ \\\ \\ 5 \
I IEXMHA(4) \O, \ ` III 11 1 \ \ \ \ / / / / / , / ,o /, / / / / I I \ \\ ` \\ \\\ \ ,\ f
r II b 1 - - - -'- - - - - - - _ \ \� \ \ - -\
`\ \\ \\ _ _ 275
I 1 1 1
EXISTING 6" WATERMAIN LOCATION, DEPTH & l((/ 2\ \� - '()
AERIAL PIER (TYP.) s`,\2 'L*-.CB_-
3_05_ MATERIAL TO BE VERIFIED BY CONTRACTOR. I
V
8" SDR-35 PVC I 1 1 I I IF PROPOSED SEWER MAIN CROSSES OVER / / / / / / / // / / o y --- i I 1 SEE S1.0 AND S1.1.
1 1 I I THE WATERMAIN, THE WATERMAIN MUST BE / / / / / / / / 2 ' + 50 I- 1 1 \ \
REPLACED WITH DIP PER HRW STDS. 10' EA. / / / / / / ' \- \ L- \ 2sy, /// 8" SDR-35 PVC
/ - >------- 5+50 i
DIRECTION OF THE CROSSING.11 _ f-- 1 N \ ? + '2589 _ O
I
LL
8 \ RJDIP\-
`
J1
/
1I1 I I 1 �,I I► JI I I �II IIO +II 50II I IIII III II III II \1 \ \\ \ \8\ `" \C\` 902_0 PVC___-�-- -- 7-2- �5-- 5 -- ---_ -_ _- _. �/
i
-_ �Z� s\2 MH 52 (WATERTIGHT) 8'RJDIP 4
TEMPORARY
_PO\RARYMH 64 (WATER TIGHT) ( ),
vI\ TURNAROUND
259a MH57 (4\ EASEMENT
I �-a------_1+50 20'PUBLICd I 1+00240 24 6 1 8UTILITY _ �37 (WATER TIGHT) (4') EASEMENT -256
_
\ \\\
\ \ \\\\
\
\\
\ \C�
_ i
MH B 4' I ' �h-t-t I f , C\ �\ ` 2S¢_ , ' a�/ SSWR _ SSWR'-
EX
( ) 1 I I I , r �,; OUTFALL A Zq0 - ' - �/ \ \ \ \ I / I I T. 2 ` ` \ \ \ \ 2s¢,
\ \ � �� OUTFACE A
�// /// /\ _ \ 1 I I 1 / i I I _ _ _ �, / / ♦-, �% , '��_ 3g �� �, 8 RJDIP WITH PROTECTO 401
WETLANDS \
_ _ 20' PUBLIC UTILITY EASEMENT I •
MH 61 (4 )^ /,�� ,� i• �� /�\ COATING (OR APPROVED
DB 3666 PG 165 �� / �•. ��EQUAL) INSIDE 16" STEEL
8RJDIP WITH PROTECTO 401 ��� \.� / I \ �� \/ . .
I ' 8" PVC \ I I " CASINGSEE SHEET C116
�ij / / /�i�� I I ♦ -
I COATING (OR APPROVED ,/ / / / / \�. ♦ - FOR ADDITIONAL NOTES AND
I I
\EQUAL) INSIDE 16" STEEL , �00 1\ i , \ �y � ' DETAILS.
x
\
CASING
8 SDR-35 PVC
UTILITY NOTES: WATER MAIN - 36 IN. WATERTIGHT SHALL MEET THE FOLLOWING: \ / ;�\
SANITARY SEWER - 36 IN. • MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT �♦ / \ _ \
8" SDR-35 P`
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT FRAME AND COVER WITH GASKET. _
COUNTY STANDARDS AND SPECIFICATIONS. 5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION • ALL MANHOLE SEAMS SHALL BE EXTERNALLY LEGEND % \ \ \ _ - - _ , _ _ \ \ MH 36
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS TAPED/SEALED. 2gs� X-3
_
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES: THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/ • MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF - - PROPERTY LINE
WATER AND SANITARY SEWER MAINS - 10 FT. DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER INTERIOR COATING/LINING. PROPOSED RIGHT-OF-WAY ` \ 30' HARNETT COUNTY
WATER AND STORM SEWER MAINS - 5 FT. OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS • WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED - - PROPOSED LOT LINE \\ / WATERSHED STREAM l !
SANITARY SEWER AND STORM SEWER MAINS - 5 FT. BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER CONSISTING OF A FLEXIBLE RUBBER BOOT OR PHASE LINE \ / BUFFER
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT. AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE COMPRESSION TYPE CONNECTOR. - - PERIMETER BUFFER
HOA. • ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH - - ACCESS EASEMENT
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES: ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE GAS LINE EASEMENT
WATER AND SANITARY SEWER MAINS - 24 IN. 6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE POWER LINE EASEMENT
WATER AND STORM SEWER MAINS - 24 IN. WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND (VACUUM) TEST PRIOR TO BACKFILL". EXISTING WETLANDS
SANITARY SEWER AND STORM SEWER MAINS - 24 IN. ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A • "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED. STREAM CONSERVATION BUFFER
NCAC 18C). • ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404 OPEN SPACE
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A IMPROVED OPEN SPACE
GRADE: 7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
275
270
265
EX MH B
STA: 0+00.00
TOP 245.14
INV IN 241.50 (FIR MH 61)
PROPOSED
INV OUT 240.9 (TO EX MH C) MH 36
MH 64 (WATER TIGHT STA: 1+79.52
TO 255.00
MH 61 STA: 5+74.56 I VI N 249.78 (F MH 35)
: 0+49.41 TOP 252.22
INV OU
TAT 249.58 (TO MH 57)
260 TOP 249.91 INV IN 445.75 (FIR MH 7)
INV IN 242.00 ( R MH 37 (WA1
INV OUT 241.8 (TO EX MH B)
255 i
C
U /
0
m �
N /
0
250
�I U
01
0)
N 245
Lij
J
L_
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m
EXISTING 13.00
49 LF ROAD
8" RJDIP
@ 0.60%
/ I
- _ MH 37 (W TER TIGHT)
\ STA: 2+6 .65 MH 52 (WATER TIGHT)
TOP 250.84 STA: 4+14.57
^\ INV IN 243.50 (FIR MH 52 (WATER TIGHT)) TOP 250.00
INV OUT 43.30 (TO MH 61) INV IN 244.93 (FIR MH 65 (WATER TIGHT))
\ INV IN 244.59 (FIR MH 64 (VVATER TIGHT))
INV OUT 244.39 (TO MH 3 (WATER TIGHT))
217 LF
J
Q
8' I C900 PVC
240
24" MI
@ 0.60%
O
W
uWi
EXISTING 6" ATERMAIN LOCATION, DEPTH & MATERIAL
TO BE VERIFIED BY CONTRACTOR. IF PROPOSED SEWER
Z235
ATERMAIN, THE WATERMAIN
MAIN CROSS OVER THE V1�MUST
BE A.
Qlu
DIRECTION OF THE CROSSING.
1
8" RJDIP WITH PROTECTO 401
COATING (OR APPROVED EQUAL)
LO
INSIDE 16" STEEL CASING
0 230
o
DRILL SEWER MAIN CONNECTION AT EX MH B
CORE
& INSTALL
RUBBER BOOT PER HRW STDS. & SPECS.
3: 225
0
i
E
0
N
o
Oo
N
rn
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L
0
0
I
148 LF
8" C900
VC
@ 0.60%
5'-6"
11
160 LF 8" RJDI
WITH PROTE
TO 401
COATING (OR
APPROVEDEQUAL)
INSIDE 130
LF 16" STEEL
C ASING
SEE SHEET C
11.6 FOR ADDITIONAL
40'
NOTES AND I
ETAILS
SEE STRUCTURAL
NOTES AND OETAILS
ON S1.0 AND
S1.1
L
5 -0+50 0+00 1+00 2+00 3+00 4+00 5+00
I
0
i
i
INV OU T 245.55 (TO MH 52 (WATER T GHT))
/ / \ EXISTING GRADE
36" MIN -
232 L
ran 4[
L@ 0.6I
EX -TEND EXPANSION AN
CONTRACTION JOINT (EACH SIDE
OF CROSSING) OR APPROVED
EQUAL (SEE AERIAL PIPE
CROSSING NOTE #9 ON Cil 1.6)
6+00 7+00
SSWR OUTFALL A PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
MH 57
STA: 8+06.81
TOP 251.76
INV IN 247.3 (FIR MH 36)
INV OUT 247,14 (TO MH 64 (WATER TIGHT))
373 F
8" SDR-3 PVC
@ 0.6
8+00 9+00 10+00
11+00
- - 20' PERM.
- - DRAINAGE
11 AND ACCESS
303
_ EASEMENT
1
\♦ to 010
C8 CIVN
MH 35
TA: 13+44.73
TOP 267.86
INV IN 260.76 (FIR MH 56 (WATER TIGHT))
INV IN 260.77 (FIR M 48)
-INV OUT 260.,6 (TO MH 36)
7
IDE 18 inch RCP
24" MIN��
Know whatis below.
Call before you dig.
12+00
13+00
275
270
265
260
255
250
245
240
235
230
225
14+00
0 50
PROFILE SCALE
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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0410912020
0
} DRAWN BY
331
DESIGNED BY
331
CHECKED BY
1. CHANDLER
SCALE
H: 1" = 50'
V:1"=5'
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O
SSWR T +
OUTFALL Amy` d
AERIAL
PIERS (TYP.)
j �8"' RJDIP-
/
AERIAL*`
PIERS (TYP.)
295
%•1
285
275
270
265
R•1
255
250
245
240
235
i
i
i
i
i
MH 42
STA: 6+48.86
TOP 277.17
MH 38 (WATER TIGHT)
INV IN 269.26 (FIR MH 41)
STA: 4+23.15
INV OUT 269. 6 (TO MH 38 (WATER TIGHT))
TOP 277.89
INV IN 265.83 (FIR MH 4
)
/
PROPOSED
GRADE
EXISTING GRADE
Z_
PROPOSED 2" SDR-21
PVC WAT RMAIN
24" MIN. 24" MIN.
/
226 LF
g" C900 P C
MH 65 (WATER TIG T)
STA: 1 +60 04
43° o
TOP 256.17 /
INV IN 250.81 (FIR MH 3 (WATER TIGHT)) /
INV OUT 250.61 (TO MH 5 (WATER TIGHT)) /
MH 52 (WATEF TIGHT) /ge
—
STA: 0+00.06
TOP 250.00
INV IN 244.93 ( R MH 65 (WATER TIGHT)) F
3 �G
INV IN 244.59 ( R MH 64 (WATER TIGHT)) `Z6 P
9 °I°
INV OUT 244.3 (TO MH 37 (WATER TIGHT)) g @ 63
/ I
1 P� G
90
3•
I
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-0+50 0+00 1+00 2+00 3+00 4+00
SSWR OUTFALL B PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
5+00
6+00
295
290
285
280
275
270
265
260
255
250
245
240
235
7+00
(21
207
302
MH 59 (4')-:­-�
0 50
PROFILE SCALE
LEGEND
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
- - PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE
HOA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
Knowwhaft below.
Call ire YOU dig.
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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0410912020
DRAWN BY
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DESIGNED BY
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SCALE
H: 1" = 50'
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`\ `, I :o \ \ ao \ _ OUTFALL C
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295
290
285
E
275
270
265
260
255
rFES 302 I \�
CFES 301 c
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\ \
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cr EASEMENT MH 35v
\
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/\ \
\ N,
\ \
M¢0-,
-0+50 0+00 1+00 2+00 3+00
SSWR OUTFALL C PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
la
CB 304,\
- \ \1 t \\ \\ \\ \\
SSWR
IOUTFALL A
Z
TEMPORARY
TURNAROUND
EASEMENT
MH 35
STA: 3+98.94
TOP 267.86
INV IN 260.76 (FIR MH 56 (WATER TIGHT))
INV IN 260.77 (FIR MH 48)
INV OUT 260.56 (TO MH 36)
S D R-21
JN
5
4+00 4+50 0 50
PROFILE SCALE
LEGEND
PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
PHASE LINE
PERIMETER BUFFER
ACCESS EASEMENT
GAS LINE EASEMENT
POWER LINE EASEMENT
EXISTING WETLANDS
STREAM CONSERVATION BUFFER
OPEN SPACE
IMPROVED OPEN SPACE
UTILITY NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT
COUNTY STANDARDS AND SPECIFICATIONS.
2. MINIMUM UTILITY HORIZONTAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 10 FT.
WATER AND STORM SEWER MAINS - 5 FT.
SANITARY SEWER AND STORM SEWER MAINS - 5 FT.
GRAVITY SANITARY SEWER AND FORCE MAINS - 5 FT.
3. MINIMUM UTILITY VERTICAL SEPARATION DISTANCES:
WATER AND SANITARY SEWER MAINS - 24 IN.
WATER AND STORM SEWER MAINS - 24 IN.
SANITARY SEWER AND STORM SEWER MAINS - 24 IN.
4. MINIMUM HARNETT COUNTY UTILITY COVER TO FINISHED
GRADE:
WATER MAIN - 36 IN.
SANITARY SEWER - 36 IN.
5. SIDEWALKS ARE TO BE MAINTAINED BY THE HOA. ANY PORTION
OF THE REQUIRED SIDEWALK OR STREET TREE INSTALLATIONS
THAT ARE DAMAGED AND/OR REMOVED BY HARNETT COUNTY/
DEPARTMENT OF PUBLIC UTILITIES/HARNETT REGIONAL WATER
OR ITS REPRESENTATIVES, AGENTS, OR CONTRACTORS
BECAUSE OF REPAIR/MAINTENANCE OF THE PUBLIC WATER
AND/OR SEWER LINE WILL BE REPLACED OR REPAIRED BY THE
H OA.
6. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET MATERIALS, TESTING METHODS AND
ACCEPTABILITY STANDARDS PER WATER MAIN STANDARDS (15A
NCAC 18C).
7. ALL SANITARY SEWER MANHOLES AND PIPING LABELED AS
WATERTIGHT SHALL MEET THE FOLLOWING:
• MANHOLES SHALL BE PROVIDED WITH A WATERTIGHT
FRAME AND COVER WITH GASKET.
• ALL MANHOLE SEAMS SHALL BE EXTERNALLY
TAPED/SEALED.
• MANHOLES SHALL BE PROVIDED WITH A FULL WATERPROOF
INTERIOR COATING/LINING.
• WATERTIGHT PIPE CONNECTIONS SHALL BE PROVIDED
CONSISTING OF A FLEXIBLE RUBBER BOOT OR
COMPRESSION TYPE CONNECTOR.
• ALL MANHOLES SHALL BE TESTED IN ACCORDANCE WITH
ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE
SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE
(VACUUM) TEST PRIOR TO BACKFILL".
• "DOG HOUSE" TYPE MANHOLES SHALL NOT BE USED.
• ALL MANHOLES NOT INCLUDED AS PART OF A USACOE 404
PERMIT OR DIVISION 401 CERTIFICATION SHALL MAINTAIN A
SEPARATION OF NO LESS THAN 10 FEET FROM WETLANDS.
Know V1 wads below.
call before you dig.
NOTE: ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
HARNETT COUNTY STANDARDS AND SPECIFICATIONS.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
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CHECKED BY
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SCALE
H: 1" = 50'
V:1"=5'
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295 295 300
290
285
275
270
265
r.�
255
EXISTING
\ \
GRADE
CB 52
TOP 276.45
INV IN 271.47 FIR (53-52)
INV IN 272.34 FIR (66-52)
INV OUT 271.47 TO (52-51)
DI 51
INV IN 267.61 FIR(52-51)
PROPOSED
INV OUT 267.61 TO (51 -f
0)
GRADE
FES 50
TOP 267
75
INV IN 2
5.50 FIR (51-50
2q„RC
@ 3 32 P
S
7 <F
2q„
4 78%
°p
N
N
O
�co
�un
co
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NN
NN
NN
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290 295
285 290
280 285
275 280
270 275
265 270
260 265
255
-0+50 0+0 S1+�� 2+50
T OUTFALL52-50 PROFILE
HORIZ SCALE: 1 "=50'
290 VERT SCALE: 1 "=5
285
280
275
270
o�
m
265
>
0
0
0
0
0-
i
255
0
250
�6
U
245
a�
a�
240
0Ll-
L
I
o -0+50 0+00 1+00 2+00
ST OUTFALL 212A-200 PROFILE
"' HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
1�
TOP 286.01
INV IN 274.55 FR (221-212A)
INV IN 276.05 FIR (21 B-212A)
\ INV OUT 272.24 TO 12A-201)
PROPOSED
\
GRADE
EXISTING
\ GRADE
D1201
TOP 259.61
INV IN 252.94 FIR (212A-201
INV OUT 247.91 TO (201-20
\
FES 200
60��
9
TOP 246.33
INV IN 243.
C
SA
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285
275
EXISTING
GRADE
/
D 1 54
TOP 276.07
INV IN 273.00 FIR (56-54)
INV IN 273.25 FIR 55-54
INV OUT 272.50 TO (54-53)
D 1 55
TOP 283.19
INV OUT 277.37 TO (55-54)
PROPOSED
GRADE
VF
�c-Ge
00
�C
�o
NN
NN
300
300
295
295
290
290
285
285
280
280
275
275
270
270
265
-0+50 0+00 1+00 1+50
ST OUTFALL 54-55 PROFILE
270
265
FIR (201-200)
260
255
250
245
240
3+00
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
CB 106
TOP 298.22
INV IN 292.90 FIR
(104-106)
INV IN 292.65 FIR
(102A-106)
oPROPOSED
GRADE
FES 100
TOP 285.62
INV IN 283.91 FIR (1
6-100)
31 LF
18" RCP
EXISTING
@ 5.00%
GRADE
K�
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N
300
295
290
285
280
275
270
-0+50 0+00 1+00 1+50
ST OUTFALL 106 -100 PROFILE
310
305
300
295
285
275
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
300
295
290
285
280
275
270
265
DI 5
TOP
281.44
INV I
275.83 FIR (57-56)
INV
YUT 275.58 TO (56-54)
B 57
TOP 287.03
- -
INV IN 281.73 FIR (58-57)
INV IN 281.73 FIR (67-57)
INV OUT 281.73 TO (57-56)
PROPOSED
GRADE
/
/
/
E
ISTING
GRADE
_
/
/
/
DI 54
TOP 27
.07
INV IN 2
3.00 FIR (56-54)
INV IN
5 55-5
/
INV OUI
272.50 TO (54-53) CB 5
O
TOP 278.4
INV IN 271.85 FIR (54-53
/
INV OUT 271.85 TO (53-52
180 GF
/78„RCP
/
@ 3 2j0
/
O8g �F
78„RCP
@2.91%
129 LF
24" RCP
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\ \
/
GRADE
CB 233
INV IN 283.82
DI 235
DI 234
TOP 291.96
INV OUT 283.8
TOP 290.07
INV IN 285.19 FIR (235-
34)
INV OUT 285.82 TO (235-234)
INV OUT 284.44 TO (2
4-233)
D1235
_
TOP 290.07
INV OUT 285.82 TO (235-234)
PROPOSED
15" RCP
GRADE
@ 0.50%
124 LF
24" RCP
@ 0.50%
MM
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-0+50 0+00 1+00 2+00
ST OUTFALL 235-233 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
310 315
305 310
300 305
R (234-233)
TO (233-232)
295 300
290 295
285 290
280 285
275
3+00
1+00 2+00 3+00
ST OUTFALL 57-53 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
o�o�gg00000y�o
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0410912020
M
0
4+00 4+50
EXISTING
GRADE
DI 244
TOP 298.90
INV IN 292.96 FIR (24
-244)
DI 245
INV IN 292.96 FIR (24
-244)
TOP 297.17
INV OUT 291.71 TO (44-243)
CB 243
-iNV OUT 293.58 TO (245-244)
-
TOR300.65
INV IN 291.11
PROPOSED
INV OUT 291.1
GRADE
123 LF
15" RCP
@ 0.50%
120 L
10'
@ 0.50°°
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-0+50 0+00 1+00 2+00
ST OUTFALL 245-243 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
DRAWN BY
331
• DESIGNED BY
• 331
• CHECKED BY
• J. CHANDLER
• • SCALE
• H: 1 " = 50'
V:1"=5'
315
310
305
N
R (244-243) Lr)
TO (243-242) l0
U
300 z J
295
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285
3+00
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300
300 295
CB 314A
TOP 291.58
INV IN 283.33 FIR(315A-314A)
INV IN 285.08 FIR (314B-314A)
295 310
295
290
285
280
275
270
265
260
255
\
\
\
EXISTING
GRADE
\
IN,
DI 312
\
TOP 282.41
\
INV OUT 277.37 TO (312-311)
\
DI 309
PROPOSED
TOP 269.94
DI 311
\
. f7 FR�M-309
GRADE
TOP 279.14
\
INV OUT 259.67 TO (309-3
1)
INV IN 273.87 F
R (312-311)
\
INV OUT 273.8
TO (311-310)
DI
310 _�
TC
P 274.26
INNI
IN 268.97 FIR (311-310)
INV
OUT 268.72 TO (310-309)
\
\
@0Lr
2CP
'N,50
%
o LF
8" DIP
A
3' 50%
FES 301
TOP 261.25
INV IN
259.00 FIR (30
0O0
0
67 LF
24" RCP
@ 1.00%
N
CD
Ln
CO
N
co NN
NN
CD
NN
NN
N
co
NN
NN
NN
NN
NN
-0+50 0+00 1+00 4+00
ST OUTFACE 312-301 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
295 290
290 285
285 280
280 275
275 270
270 265
-301)
265 260
260 255
255
5+00 5+50
INV OUT 283.33 TO (314A-31
PROPOSED
)
GRADE
DI 313
TOP 279.84
EXISTING
INV IN 268.75
FIR(314A-313)
GRADE
INV OUT 265.
16 TO (313-302
\
7
'?6,
.t
S�C.O
77
0
FES 302
TOP 262.33
INV IN 259.00 FIR (313-3
2)
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290 305
285 300
280 295
275 290
270 285
265 280
260 275
255
-0+50 0+00 1+00 2+00 3+00 3+50
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
EXISTING
GRADE
\
CB 315B
TOP 291.60
\ IN
IN 285.07 FIR (316-315B)
DI 316 \ INV OL
T 285.07 TO (31513-315A)
TOP 289.75
INV IN 286.
9 FIR (317-316)
INV OUT 285.7
TO (316-315B)
\
DI 317
TOP 291.82
\
INV OUT 287.19 TO (317-31
)
\
\
PROPOSED
GRADE
140 LF
15" RCP
@ 0.50%
133 LF
24" RCP
@ 0.50%
O
N
N
CO
M
M
N M
nl
0
N N
N N
NN
-0+50 0+00 1+00 2+00
DI 318
TOP 290.53
325 325 305 INV OUT 286.79 TO (318-316) 305 275
320
315
310
305
300
295
290
285
\
EXISTING
GRADE
DI 251
TOP 304.23
DI 244
INV OUT 299.63 TO (251-246)TOP
298.90
INV I
292.96 FIR (246-244)
INV I
292.96 FIR (245-244)
INV OUT
291.71 TO (244-243)
DI
PROPOSED
TOPS01.27
TOP
GRADE
INV IN 296.36 FIR (251-246)
INV OUT 296.36 TO
(246-244)
131 LF
15„ RCP
@ 2.50%
13
LF
15„
@ 2.
0%
ch
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-0+50 0+00 1+00 2+00
ST OUTFALL 251-244 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
320 300
315 295
310 290
305 285
300 280
295
290
285
3+00 3+50
EXISTING
GRADE
TOP 28M
5
INV IN 28
.49 FIR (318-31
INV IN 28
.49 FIR (317-31
INV OUT 285.74
TO (316-
PROPOSED TOP 289.
5
GRADE INV IN 28
.49 FIR (318-31
INV IN 28
.49 FIR (317-31
INV OUT 285.74
60 LF
TO (316-
@ 0.50%
�c
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N
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300 270
15B)
295 265
)
)
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290 260
285 255
280
-0+50 0+00 1+00 1+50
ST OUTFALL 318-316 PROFILE
HORIZ SCALE: 1 "=50'
VERT SCALE: 1 "=5
o�o�gg00000y�o
310 - y�
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325
320
315
310
305
300
295
290
DI 330
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ST OUTFALL 327-331 PROFILE
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330
325
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320
315
310
305
300
295
290
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320
315
310
305
300
295
290
285
280
275
270
DI 501
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ST OUTFALL 532-520 PROFILE
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6+00
7+00
330
325
320
315
310
305
300
295
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ST OUTFALL 502-500 PROFILE
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310
305
300
295
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290
285
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ST OUTFALL 601-600 PROFILE
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320 INV OUT 301.61 TO (533-540) 320 GRADE 305 GRADE 305 ~
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WELL DRAINED SOIL, UP TO
INCHES (10 CM) ABOVE GRADE
IN POORLY DRAINED SOILS.
WIDTH OF PLANTING HOLE IS 3
TIMES ROOT BALL DIAMETER IN
HIGHLY COMPACTED OR CLAY
SOIL, 2 TIMES MINIMUM IN
ALL OTHERS.
DIG WIDE PLANTING HOLE WITH
TAPERED SIDES.
CUT BURLAP, ROPE, WIRE BASKET
AWAY FROM TOP AND SIDES OF
ROOT BALL.
SET BALL ON UNDISTURBED SOIL
MOUND TO PREVENT SETTLING.
IF PLANTING HOLES ARE DUG WITH
A LARGER AUGER, BREAKING DOWN
THE SIDE WITH A SHOVEL CAN
ELIMINATE GLAZING AND CREATE
THE PREFERRED SLOPING SIDE.
ROOT BALL WIDTH IN CLAY
SOILS
TYPICAL TREE PLANTING
NC -> . E
AVOID PURCHASING TREES WITH TWO LEADERS
OR REMOVE ONE AT PLANTING. OTHERWISE, DO
NOT PRUNE TREE AT PLANTING EXCEPT FOR
SPECIFIC STRUCTURAL CORRECTIONS.
DO NOT STAKE TREES EXCEPT WHERE
SPECIFIED BY LANDSCAPE ARCHITECT.
IF STAKING IS NECESSARY, USE TWO
OPPOSING STAKES WITH SEPARATE
FLEXIBLE TIES. REMOVE STAKING
AT END OF FIRST GROWING SEASON.
3" (5 CM) PINE STRAW MULCH. DO NOT
PLACE MULCH IN CONTACT WITH TRUNK.
4" (10 CM) RAISED RING OF SOIL TO
DIRECT WATER INTO ROOT BALL.
ESPECIALLY IMPORTANT IF TOP OF ROOT
BALL IS RAISED ABOVE GRADE.
BEFORE PLANTING, ADD 34" (7-10 CM)
OF WELL -COMPOSTED LEAVES, RECYCLED
YARD WASTE OR OTHER COMPOST AND TILL
INTO TOP 6" (15 CM) OF PREPARED
SOIL. ADD COMPOST AT 20-35% BY VOLUME
TO BACKFILL.
EXTEND STAKES INTO UNDISTURBED SOIL.
4-6" (10-15 CM) DEEPER THAN ROOT BALL
FOR LOWERED PLANTING HOLE AS NEEDED
WITH POOR DRAINAGE.
PACK BACKFILL SOIL AROUND BASE OF ROOT
BALL TO STABILIZE. ALLOW REST OF BACKFILL
TO SETTLE NATURALLY OR TAMP LIGHTLY.
NOTES:
1. STREET TREES SHALL BE SPACED EVENLY EVERY 50' ALONG RIGHTS -OF -WAY.
2. TREES SHALL NOT BE PLANTED WITHIN THE RIGHTS -OF -WAY. STREET TREES SHALL BE
PLANTED BETWEEN 5 AND 10 FEET BEHIND THE RIGHT-OF-WAY.
3. PLACEMENT OF TREES SHALL AVOID DRIVEWAYS, WATER AND SEWER SERVICES, AND OTHER
UTILITIES. CHOOSE LOCATION TO MINIMIZE DISTURBANCE TO EXISTING TREE ROOTS.
4. TREES SHALL BE MULCHED WITH 3" CLEAN PINE STRAW.
5. TREES SHALL BE WARRANTED FOR A PERIOD OF ONE YEAR FROM THE TIME OF
ACCEPTANCE.
6. HOMEOWNERS ASSOCIATION WILL OWN AND MAINTAIN OPEN SPACE PARCELS.
7. ALL LANDSCAPING RESPONSIBILITY IS LOCATED WITHIN THE HOMEOWNERS
ASSOCIATION COVENANTS.
i\LLOWABLE STREET TREE PLANT LIST
PLANT NAME
SIZE
TURKISH FILBERT
2" CAL
CORYLUS COLURNA
6'HT
BLACK GUM
2" CAL
NYSSA SYLVATICA
6' HT
JAPANESE ZELKOVA
2" CAL
ZELKOVA SERRATA
6' HT
OVERCUP OAK
2" CAL
QUERCUSLYRATA
6' HT
LACEBARK ELM
2" CAL
ULMUS PARVIFOLIA'LACEBARK'
6' HT
EUROPEAN HORNBEAM
2" CAL
CARPINUS BETULUS
6' HT
GOLDEN RAINTREE
2" CAL
KOELREUTERIA PANICULATA
6' HT
� Know what's 6BIOW.
� � Call before you dig.
£8 CIVN
SCALE 1 "=150'
OEM
0 150' 300'
_ CONSTRUCTION TO BE IN ACCORDANCE WITH ALL HARNET7
UNTY AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAII
IN
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18
- 20' PERM. /
DRAINAGE &
ACCESS
----_ EASEMENT
/ 305- - - - - -305 ---
�OS� _ .305 -
O - - - - -
i
\
/ / - - - - - - - - - - '
RIPRAP
DISSIPATER
v -2+ LO
r`
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00 N
CD
20' PERM.
\� DRAINAGE &
ACCESS
EASEMENT
� A s
SCM #1 SCM #1 4 FT X 4 FT RISER
275
280 -
-280
- 20 - - - - 285
EMERGENCY o;y
SPILLWAY
30' HARNETT COUNTY 280
WATERSHED STREAM
BUFFER ■■
■ 275
moo 000 "now an -01
w4b- 270
■■■■■
■
■
SCM #1 FES ,
RIPRAP
_ DISSIPATER
Pond Type
TSS Removal
Top of Pond / Berm
Secondary Spillway Width
Bottom of Secondary Spillway
Top of Riser
Riser Type / Size
b�
Top of Water Quality / Temp Pool Elev
Top of Veg. Shelf
m
o
SCALE 1"=30'
Permanent Pool Elevation (Normal Pool)
Water Quality Orifice Elevation & Size
Secondary Orifice Elevation & Size
>
0 30' 60'
Bottom of Veg. Shelf
o
0-
Top of Sediment Storage / Pond Bottom
Bottom of Sediment Storage
Invert Out of Riser
Outlet Pipe Size
J
0
a-
J
Outlet Pipe Length & Slope
Downstream Outlet Elevation
1 Yr Water Surface Elev/ Peak Flow (CFS)
2 Yr Water Surface Elev Peak Flow (CFS)
10 Yr Water Surface Elev Peak Flow (CFS)
100 Yr Water Surface Elev Peak Flow (CFS
Wet Pond
85%
287.00 ft
20' ft
286.00' ft
285.75 ft
(at least 1' Above TPE)
44 ft
NCDOT Drop Inlet
279.91 ft
(V Runoff)
279.00
278.00 ft
278.00 ft
2.00 in
283.75 ft
24 x 36 in
278.00
272.00 ft
271.00 ft
(Min 1 ft)
278.00 ft
36.00 in
Diameter RCP
119.48 ft
7.45 %
269.10 ft
282.26 ft
0.21 CFS
283.63 ft
0.25 CFS
284.44 ft
6.15 CFS
286.01 ft
39.14 CFS
Pond Detail
V)
Top of Riser: 285.75 2 in WQ Orifice Elev
m
Top of WQ Pool: 279.91 278.00 10' Berm 287.00
24 x 36 inch Orifice
283.75 Spillway 286.00'
0
100 Yr 286.01
i
10 Yr 284.44
2 Yr 283.63
V'
i
------------ 1 Yr 282.26
A Pond Bottom
272.00
E
See Plan for
LL
accurate outlet desian
o
0
a -I
oInv Out:
269.10
In
i
Perm Pool Sediment Bottom - Invert Out: 278.00 119.48 LF of 36" RCP @
i 278.00 271.00 ft Base: 277.00 7.45%
(n
30C
295
29C
285
28C
275
27C
265
26C
PROPOSF�,D
GRADE \ EXISTING
\ GROUND
_
SCM #1 4 FT X 4 FT RISER
-
TOP 285.75
\ INV IN 283.75 (SCM #1 24 IN X 36 IN W
IR)
\ INV OUT 278.00 (SCM #1 36 IN OUTLET
PIPE)
\ INV OUT 278.00 (SCM #1 2" WQ ORIFIC
)
\
2
YR WATER\SURF
ELEV
= 283.63 \
10 YR WATEX SURF
ELEV = 284.44 \
`? > 1 YR WATER SURF
10' WIDE BERM
ELEV = 282.26
100 YR WATt�SURF ELEV = 287.00
ELEV = 286.01 \
EMERGENCY SPILLWAY
\ ELEV = 286.00
1717-
A-1 III
I 90 I I 1 1I-
I -III -III -III -III -III \
I -III -III -III -III -I
-III-III-III-III-III-III- TEMPORARY POOL
=1 I I=1 11=1 11=1 11=1 11=1 11= ELEV = 279.91
6:1 6' VEGETATIVE SHELF
III=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1
-III-III-III-III-III-III-III-111=11
i - - - - - - - J - - - 6'-FOREBAY BERM
1=I I I=I I I=I I I=I I I=I I I=I I IEEI I Fd I Ed 1I-
-1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11 1 I 1 � � v
I 1=111=111=111=111=111=111=111=111=1 11 � PERMANENT POOL _ �
-I 11-1 11-1 11-1 11-1 11-1 11-1 11-1 11 111 111 _=� \
N ELEV = 278.00
-I 11-I 11-I 11-I 11-I 11-I 11-I 11-I I I-1 I I-111 N N I=I I I 1-I I I1
1=111=111=111=111=111=111=111=111 111=1 I I I=1 111=1 I 111II
I I 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I F - I 11=1 I I 'VI 11=1 11=1 11=III- 7- \
1 I 1-I 11 I I 1 I I 1 I I 1 I I 1 I I 1 1 1 I 1 111 1I I 1 I I I 11 I I 1 1 I 1 I 11- ''9<A,
I -III -III -III -III -III -III -I 11-III-� 111- 11 I -III I I 1-I 11-I POND BOTTOM =1 11-I 11-I I I -I I- 1=1 I
' I_I-I 11-I 11-I 11-I 11-I 11-I I I I I 1-III-11-1 =1 11- 11=1 11=1 I I ELEV = 272.00 111=1 11=1 I I I I I=1 I I �s%,-1 IIII I-
i I I-iii-iii
111E111E111E111E111.111E ., III=III=11 11=III=III=III=III=III-III=III=111-
12 SEDIMENT
.111EIII-III-III-III-III STORAGE =III -III -
III - .111EIII-III I11-I11-III-III-III-I
=1 I I I I I-1 I I-1 I I=1 I I-1 I I-1 I I=1 I I=1 I I=1 I I-
12" SEDIMENT
STORAGE
SEDIMENT STORAGE
ELEV = 271.00
SCM #1 FES
TOP 272.43
INV IN 269.10 FR (SCM #1 36 IN OUTLET PIPE)
00
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N Cp
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N
N
N
N
N
1+00 2+00
Riser Dimensions
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls =
10,463 LBS
V = Lx Wx (HT+ Base) = C.F.
Inside Width
4.00 ft
Base =
7,350 LBS
Outside Length
5.00ft
Displaced Water=
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
7.75 ft
Outlet Pipe =
530 LBS
Base Thick' (ft)
1.00 ft
WQ Orifice =
2 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ext Base (ft)
1.00 ft
Weir #1 =
0 LBS
V = 194 C.F.
Areas removed from Riser
Weir #2 =
0 LBS
Disp. Water = 12,090 LBS
Outlet Pipe
7.07 ft
Weir #3 =
0 LBS
15% F.S. = 1,814 LBS
WQ Orifice
0.02 ft
Weir #4 =
0 LBS
Orifice #1
0.00 ft
Other #1 =
0 LBS
jSaftety Factor 42.94%
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
17,281 LBS
I Weight = 13,904 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 7.75 ft Tall, With a 1 ft Thick
I Precast Extended Base
Planting Summary Requirements
Non -Clumping Turf Grass
6' Shelf Length
435
Area of Shelf =
2610 SF (50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name Scientific Name
Planting Size Notes
109
Herbaceous
Container
Swamp Milkweed Asclepias Incarnata
4" Pot 24"-36" OC
109
Herbaceous
Container
White Turtlehead Chelone Glabra
4" Pot 24"-36" OC
109
Herbaceous
Container
Scarlet rose mallow Hibiscus Coccineus
4" Pot 24"-36" OC
109
Herbaceous
Container
Seashore Mallow Kosteletzkya Virginic,
4" Pot 24"-36" OC
109
Herbaceous
Container
Longleaf lobelia Lobelia Elongata
4" Pot 24"-36" OC
109
Herbaceous
Container
Joe Pye Weed Eupat' Fistulosus
4" Pot 24"-36" OC
3+00 4+00
Top of Riser
r285.75 ft .---------------
2 Yr Water Surf Elev:_
r283.63 ft
1
1
1 Yr Water Surf Elev:
282.26 ft
r2.00 inch
1
Tm epPool Elev_279.91 ft
Water Quality
F24 x 36 inch Orifice
Orifice L-L'283.75
ft
Perm Pool
r278.00 ft
r278.00 ft------------
1
1
'
'
'
--------------
r 4.00 ft ----
1
1
1
---
'
'
1
r 5.00 ft ---
'
1
1
'
'
1
1
1
r 119.48 LF of
"36" RCP @"/.45%
Invert Out: r278.00 ft
6" PVC
01
1
,
Precast Extended Base
1.00 ft ---
--------------
r
277.00 ft
r1.00 ft
, 1.00 ft
PRECAST
CONCRETE RISER
r
4ftx4ftx 7.75ftTall, With a 1 ftThick
Precast Extended Base
5+00
305
300
295
290
285
280
275
270
265
260
0 30
PROFILE SCALE
� Know what's bBIOW.
� Call before you dig.
LEGEND
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL HARNETT
COUNTY AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS.
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DESIGNED BY
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CHECKED BY
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20' PRIVATE
DRAINAGE
EASEMENT - ' -
20' PERM.
\ DRAINAGE
EASEMENT
30' PUBLIC
\ /UTILITY
EAS MENT DI 3`` 285
20' PERM. &
2�5 ACCESS DRAINAGE
EASEMENT
FES 302 � � 2�0
SCM
2+00 - 2+50
FES 300
I 2K, `_ 11 -265SCM #2 4 FT X 4 FT RISER
CB 303
_
265
17 - - 30' HARNETT COUNTY -
\ i �► i
Q 20' PERM. & WATERSHED STREAM
G ACCESS / BUFFER '
- DRAINAGE�`-
_ - .EASEMENT `_- .1�/ ��� � ;_�_ � ♦ � ♦ /r
60'EMERGENCY ♦ j
SPILLWAY ,�♦
• •411
♦ ♦�
••• I i
RIPRAP
DISSIPATER �� - / '� ■ \ ` t // /
40
1
.•-- i /i \ ��t SCM #2FES/
46
'. • I Riser
Data & Elevations
Pond Type
Wet Pond
TSS Removal
85%
Top of Pond / Berm
266.00 ft
Secondary Spillway Width
60.00 ft
Bottom of Secondary Spillway
264.75 ft
Top of Riser
264.25 ft
(at least 1' Above TPE)
Riser Type / Size
44 ft
NCDOT Drop Inlet
Top of Water Quality / Temp Pool Elev
260.80 ft
(1" Runoff)
Top of Veg. Shelf
260.00
Permanent Pool Elevation (Normal Pool)
259.00 ft
Water Quality Orifice Elevation & Size
259.00 ft
2.00 in
Secondary Orifice Elevation & Size
263.25 ft
12 x 24 in
Bottom of Veg. Shelf
259.00
Top of Sediment Storage / Pond Bottom
253.00 ft
Bottom of Sediment Storage
252.00 ft
(Min 1 ft)
Invert Out of Riser
259.00 ft
Outlet Pipe Size
36.00 in
Diameter RCP
Outlet Pipe Length & Slope
83.11 ft
4.42 %
Downstream Outlet Elevation
255.33 ft
1 Yr Water Surface Elev/ Peak Flow (CFS)
262.20 ft
0.18 CFS
2 Yr Water Surface Elev Peak Flow (CFS)
263.34 ft
0.41 CFS
10 Yr Water Surface Elev Peak Flow (CFS)
264.06 ft
5.23 CFS
100 Yr Water Surface Elev Peak Flow (CFS)
265.08 ft
75.21 CFS
Pond Detail
Top of Riser: 264.25
2 in WQ Orifice
Elev
Top of WQ Pool: 260.80
259.00
10' Berm 266.00
12
x 24 inch Orifice
263.25
Spillway 264.75
100 Yr 265.08
10 Yr 264. 06
2 Yr 263.3434
_------------ --
1 Yr 262.20
Pond Bottom
253.00
See Plan for
accurate outlet design
Inv Out:
.
255.33
Perm Pool Sediment Bottom
- Invert Out: 259.00
83.11 LF of 36" RCP @
259.00 252.00 ft
Base: 258.50 4.42%
NPR g3
SCALE 1 "=30'
NOR
0 30' 60'
270
26C
•-0r
� 255
25C
245
24C
CB 303
TOP 266.71 SCM #2 4 FT X 4 FT RISER
TOP 2 4.25
INV IN 260.51 FR (304-303) - INV IN 263.25 FR (SCM #2 12 IN X 24 IN EIR)
INV OUT 260.51 TO (303-300) _ INV OUT 259.00 TO (SCM #2 36 IN OUTLET F IPE)
\ INV OUT 259.00 TO (SCM #2 2 IN WQ ORI ICE)
/ \ 2 YR WATER SURF
EXISTING \ ELEV = 263.34
i
101 LF
24" RCP
@ 1.49%
GROUND \
WATER SURF
\ ELEV = 264.06
100 YR WATER SURF
10' WIDE BERM
ELEV = 266.00
PROPOSED ELEV = 265.08
GRADE 60' SPILLWAY
\ ELEV = 264.75
FES 300 1 YR WATER SURF
TOP 261.25 ELEV = 262.20 T\
INV IN 259.00 FR (303-300) \
\
6' FOREBAY BERM - 6' VEGETATIVE SHELF -
TEMPORARY POOL
ry I I I II I ELEV = 260.80
o N
III -III PERMANENT POOL
_ ELEV = 259.00
III I I I III III
-III-III=1 I POND BOTTOM
- ELEV = 253.00
12" SEDIMENT
STORAGE
SEDIMENT STORAGE
ELEV = 252.00
CV
M
SCM #2 FES
TOP 258.66
INV IN 255.33 FR (SCM #2 36 IN OUTLET PIPE)
�oCO o00
V� N�
o�
N�
N�
NN
NLq
NN
NN
NN
NN
�00
NN
0+00
Anti-Bouyancy
Dimensions
Calculations Riser Structure
the
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls =
7,088 LBS
V = LxWx(HT+Base) = C.F.
Inside Width
4.00 ft
Base =
3,675 LBS
Outside Length
5.00 ft
Displaced Water
=
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
5.25 ft
Outlet Pipe =
530 LBS
Base Thick' (ft)
0.50 ft
WQ Orifice =
2 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ex Base (ft)
1.00 ft
Weir #1 =
0 LBS
V =
131 C.F.
Areas removed from Riser
Weir #2 =
0 LBS
Disp. Water =
8,190 LBS
Outlet Pipe
7.07 ft
Weir #3 =
0 LBS
15% F.S. =
1,229 LBS
WQ Orifice
0.02 ft
Weir #4 =
0 LBS
Orifice #1
0.00 ft
Other #1 =
0 LBS
Saftety Factor
24.92%
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
10,231 LBS
Weight =
9,419 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 5.25 ft Tall, With a 0.5 ft Thick
Precast Extended Base
Planting Summary Requirements
Non -Clumping Turf Grass
6' Shelf Length
480
Area of Shelf =
2880 SF (50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name Scientific Name
Planting Size
Notes
120
Herbaceous
Container
Swamp Milkweed Asclepias Incarnata
4" Pot
24"-36" OC
120
Herbaceous
Container
White Turtlehead Chelone Glabra
4" Pot
24"-36" OC
120
Herbaceous
Container
Scarlet rose mallow Hibiscus Coccineus
4" Pot
24"-36" OC
120
Herbaceous
Container
Seashore Mallow Kosteletzkya Virginic,
4" Pot
24"-36" OC
120
Herbaceous
Container
Longleaf lobelia Lobelia Elongata
4" Pot
24"-36" OC
120
Herbaceous
Container
Joe Pye Weed Eupat' Fistulosus
4" Pot
24"-36" OC
1+00 2+00
Top of Riser
aq Ra
'264.25 ft ---------------
2 Yr Water Surf Elev:
'263.34 ft
1 Yr Water Surf Elev:
262.20 ft
'2.00 inch
- em_ P_o_ol Ele_v: _ _ _
'260.80 ft
Water Quality
' 12 x 24 inch Orifice
Orifice
'263.25 ft
Perm Pool
'259.00 ft
'259.00 ft------------
' 4.00 ft ----
--- ,
'
' 5.00 ft ---
' 83.11 LF of
'36" RCP @'4.42%
Invert Out: '259.00 ft
6" PVC
Precast Extended Base
0.50 ft-----------
258.50 ft
'1.00 ft ��
�✓ 1.00 ft
PRECAST CONCRETE RISER
I
4 ft x 4 ft x 5.25 ft Tall, With a 0.5 ft
Thick
Precast Extended Base
3+00 4+00
0 30
PROFILE SCALE
83 LF
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0410912020
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255
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SCALE
1"=30'
250
245
240
4+50
Know V'Vhars below.
Call before you dig.
LEGEND
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL HARNETT
COUNTY AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS.
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EASEMENT �\- �} 255 - - � ,-' #34FTX4FTRISER`+of,:SCM
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♦ �, -- -- _ 240 / / PRIVATE---
♦♦ y / DRAINAGE _ - - - WATERSHED STREAM
- \ / EASEMENT BUFFER ♦ _ _
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1
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255
250
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-DI 201 1 YR WATER SURF
TOP 259.61 \ ELEV = 245.36
INV IN 252 94 FIR(212A-201) \
INV OUT 2 7.91 TO (201-200)
`' TEMPORARY POOL
(> ELEV = 244.65
Illill --- --
I-
2 LF
-III
3 "SRCP -,IIII I I 6' FOREBAY BERM
@9.50% I I I M -
FES 200 -
TOP 246.33 I -III r� `V
INV IN 243. 0 FIR (201-200) i 1III1 I II I II I
0+00
12" SEDIMENT
STORAGE
12" SEDIMENT
STORAGE
1+00
2 YR WATER SURF
ELEV = 246.38
10 YR WATER SURF
ELEV = 247.89
100 YR WATER SURF
ELEV = 248.97
6' VEGETATIVE SHELF
PERMANENT POOL
ELEV = 243.00
N �
POND BOTTOM
ELEV = 238.00
u
-1 I I-1 I FL4�1 I I-1 I I-
SEDIMENT STORAGE
ELEV = 237.00
10' WIDE BERM
ELEV = 250.00
EMERGENCY SPILLWAY
- ELEV = 249.00 SCM #3 FES
TOP 243.71
INL�, im 949 ni FR (s(-Mg.,i 1F iN oi iTi FT PiPF\
CM#34FTX4 FT RISE
OP 249.00
`') INV IN 247.50 FIR (SCM #3 18 IN X 24 IN WEIR)
\ INV OUT 243.00 TO (SCM 3 18 IN OUTLET PIPE)
INV OUT 243.00 TO (SCM 3 2.5 IN WQ ORIFICE)
199 LF
18" RCP
@ 0.50%
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2+00
3+00
4+00
260
255
250
245
240
235
230
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0 30
PROFILE SCALE
co
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SCALE 1 "=30'
0 30, 60'
Know what's below.
Call before you dig.
LEGEND
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL HARNETT
COUNTY AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS.
'•
• �. -
•
Pond Type
Wet Pond
TSS Removal
85%
Top of Pond / Berm
250.00 ft
Secondary Spillway Width
22.00 ft
Bottom of Secondary Spillway
249.00 ft
Top of Riser
249.00 ft
(at least 1' Above TPE)
Riser Type / Size
44 ft
NCDOT Drop Inlet
Top of Water Quality /Temp Pool Elev
244.65 ft
(1" Runoff)
Top of Veg. Shelf
244.00
Permanent Pool Elevation (Normal Pool)
243.00 ft
Water Quality Orifice Elevation & Size
243.00 ft
2.50 in
Secondary Orifice Elevation & Size
247.50 ft
18 x 24 in
Bottom of Veg. Shelf
243.00
Top of Sediment Storage / Pond Bottom
238.00 ft
Bottom of Sediment Storage
237.00 ft
(Min 1 ft)
Invert Out of Riser
243.00 ft
Outlet Pipe Size
18.00 in
Diameter RCP
Outlet Pipe Length & Slope
198.88 ft
0.50 %
Downstream Outlet Elevation
242.01 ft
1 Yr Water Surface Elev/ Peak Flow (CFS)
245.36 ft
0.24 CFS
2 Yr Water Surface Elev Peak Flow (CFS)
246.38 ft
0.29 CFS
10 Yr Water Surface Elev Peak Flow (CFS)
247.89 ft
2.01 CFS
100 Yr Water Surface Elev Peak Flow (CFS)
248.97 ft
12.23 CFS
Top of Riser: 249.00
2.5 in WQ Orifice
Elev
Top of WQ Pool: 244.65
243.00
10' Berm 250.00
18 x 24 inch Orifice
247.50
Spillway 249.00
100 Yr 248.97
10 Yr 247.89
2 Yr 246.38
-------------- ------------
------------- -
1 Yr 245.36
Pond Bottom
238.00
See Plan for
accurate outlet design
Inv Out:
AL
242.01
Perm Pool Sediment Bottom
- Invert Out: 243.00
198.88 LF of 18" RCP @
243.00 237.00 ft
Base: 242.50 0.50%
Riser Dimensions
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls -
8,100 LBS
V = LxWx(HT+Base) = C.F.
Inside Width
4.00 ft
Base =
3,675 LBS
Outside Length
5.00 ft
Displaced Water =
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
6.00 ft
Outlet Pipe =
132 LBS
Base Thick' (ft)
0.50 ft
WQ Orifice =
3 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ext Base (ft)
1.00 ft
Weir#1 =
0 LBS
V = 150 C.F.
Areas removed from Riser
Weir#2 =
0 LBS
Disp. Water = 9,360 LBS
Outlet Pipe
1.77 ft
Weir#3 =
0 LBS
15% F.S. = 1,404 LBS
WQ Orifice
0.03 ft
Weir#4 =
0 LBS
Orifice #1
0.00 ft
Other #1 =
0 LBS
Saftety Factor 24.36%
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
11,640 LBS
Weight = 10,764 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 6 ft Tall, With a 0.5 ft Thick
Precast Extended Base
Non -Clumping Turf Grass
6' Shelf Length
300
Area of Shelf =
1800 SF (50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name Scientific Name
Planting Size Notes
75
Herbaceous
Container
Swamp Milkweed Asclepias Incarnata
4" Pot 24"-36" OC
75
Herbaceous
Container
White Turtlehead Chelone Glabra
4" Pot 24"-36" OC
75
Herbaceous
Container
Scarlet rose mallow Hibiscus Coccineus
4" Pot 24"-36" OC
75
Herbaceous
Container
Seashore Mallow Kosteletzkya Virginic<
4" Pot 24"-36" OC
75
Herbaceous
Container
Longleaf lobelia Lobelia Elongata
4" Pot 24"-36" OC
75
Herbaceous
Container
Joe Pye Weed Eupat' Fistulosus
4" Pot 24"-36" OC
Top of Riser
'249.00 ft ,---------------
f0
I
I
I
14
Ar2.50 inch
Water Quality '18 x 24 inch Orifice
Orifice '247.50 ft
'143.00 ft------------
I '
I '
I '
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' 5.00 ft ---
I
I
I
1
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I
I
6" PVC
I
I
Precast Extended Base
I
I
I
I 1
'1.00 ft *-r
PRECAST CONCRETE RISER
r
4 ft x 4 ft x 6 ft Tall, With a 0.5 ft Thick
Precast Extended Base
2 Yr Water Surf Elev: '246.38 ft
1 Yr Water Surf Elev: 245.36 ft
Temp Pool Elev_ _ _ _244.65 ft
Perm Pool _-
' 198.88 LF of
'18" RCP @�4.53%
Invert Out: '243.00 ft
0.50 ft '242.50 ft
I 1
'�-L►' 1.00 ft
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
1. CHANDLER
SCALE
1"=30'
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28'EMERGENCY SPILLWAY EASEMENT
a 270-SCM #4 4 FT X 4 FT RISE ' - - - RIPRAP DISSIPATER �MH6=TER TIGHT)
275 - 270 SCM#FE' 20'PUBLIC UTILITY
EASEMENT
265 18" RCP\��\
260
c\iN 0 CM #4
20'ACCESS &
\ PRIVATE �20`
DRAINAGE /
EASEMENT
CB 52 151 � 24" RCP
CB 53 FES 50
24" RCP
10
SO
0 P
G `
Icb
CB 63
Cb MH 38 (WATER TIGHT)
CB66 20'ADJACENT
// PROPERTY
BUFFERMH 41SCALE 1"=30'
\ ; 30' 60'
\
• • 1111
-
•
Pond Type Wet Pond
TSS Removal
85%
Top of Pond / Berm
271.00 ft
Secondary Spillway Width
28.00 ft
Bottom of Secondary Spillway
271.00 ft
Top of Riser
270.00 ft
(at least 1' Above TPE)
Riser Type / Size
44 ft
NCDOT Drop Inlet
Top of Water Quality / Temp Pool Elev
266.64 ft
(1" Runoff)
Top of Veg. Shelf
266.00
Permanent Pool Elevation (Normal Pool)
265.00 ft
Water Quality Orifice Elevation & Size
265.00 ft
1.25 in
Secondary Orifice Elevation & Size
269.00 ft
12 x 24 in
Bottom of Veg. Shelf
265.00
Top of Sediment Storage / Pond Bottom
259.00 ft
Bottom of Sediment Storage
258.00 ft
(Min 1 ft)
Invert Out of Riser
265.00 ft
Outlet Pipe Size
18.00 in
Diameter RCP
Outlet Pipe Length & Slope
50.70 ft
0.50 %
Downstream Outlet Elevation
264.75 ft
1 Yr Water Surface Elev/ Peak Flow (CFS)
267.48 ft
0.06 CFS
2 Yr Water Surface Elev Peak Flow (CFS)
268.44 ft
0.08 CFS
10 Yr Water Surface Elev Peak Flow (CFS)
269.31 ft
1.26 CFS
100 Yr Water Surface Elev Peak Flow (CFS)
270.20 ft
12.66 CFS
Top of Riser: 270.00 1.25 in WQ Orifice
Elev
Top of WQ Pool: 266.64 265.00
10' Berm 271.00
12 x 24 inch Orifice
269.00
Spillway 271.00
100 Yr 270.20
10 Yr 269.31
2 Yr 268.44
______________ --------------------------
-
1 Yr 267.48
Pond Bottom
259.00
See Plan for
accurate outlet design
Inv Out:
i
, 264.75
Perm Pool Sediment Bottom - Invert
Out: 265.00
50.7 LF of 18" RCP @
265.00 258.00 ft
Base: 264.50 0.49%
Riser Dimensions
•
• • -
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls =
6,750 LBS
V = Lx Wx (HT+ Base) = C.F.
Inside Width
4.00 ft
Base =
3,675 LBS
Outside Length
5.00 ft
Displaced Water =
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
5.00 ft
Outlet Pipe =
132 LBS
Base Thick' (ft)
0.50 ft
WQ Orifice =
1 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ext Base (ft)
1.00 ft
Weir #1 =
0 LBS
V = 125 C.F.
Areas removed from Riser
Weir #2 =
0 LBS
Disp. Water = 7,800 LBS
Outlet Pipe
1.77 ft
Weir #3 =
0 LBS
15% F.S. = 1,170 LBS
WQ Orifice
0.01 ft
Weir #4 =
0 LBS
Orifice #1
0.00 ft
Other #1 =
0 LBS
Saftety Factor 31.95%
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
10,292 LBS
Weight = 8,970 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 5 ft Tall, With a 0.5 ft Thick
Precast Extended Base
Non -Clumping Turf Grass
6' shelf Length
220
Area of Shelf =
1320 SF (50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name Scientific Name
Planting Size Notes
55
Herbaceous
Container
Swamp Milkweed Asclepias Incarnata
4" Pot 24"-36" OC
55
Herbaceous
Container
White Turtlehead Chelone Glabra
4" Pot 24"-36" OC
55
Herbaceous
Container
Scarlet rose mallow Hibiscus Coccineus
4" Pot 24"-36" OC
55
Herbaceous
Container
Seashore Mallow Kosteletzkya Virginics
4" Pot 24"-36" OC
55
Herbaceous
Container
Longleaf lobelia Lobelia Elongata
4" Pot 24"-36" OC
55
Herbaceous
Container
Joe Pye Weed Eupat' Fistulosus
4" Pot 24"-36" OC
Top of Riser
'270.00 ft •---------------
1 �
1 �
1 �
1 �
1 �
1 1
'1.25 inch
1 1
Water Quality _L�
; 92 x 24 inch Orifice
Orifice '269.00 ft
111) ft ------------
1 '
1 '
1 '
1 '
1 '
1 '
' 4.00 ft ---- --- 14
1
' 5.00 ft --- ,
1 ,
1
1
;
1
1
;
6" PVC
1
1
Precast Extended Base
;
'1.00 ft '~r
PRECAST CONCRETE RISER
• 4 ft x 4 ft x 5 ft Tall, With a 0.5 ft Thick
Precast Extended Base
2 Yr Water Surf Elev:_ F268.44 ft
1 Yr Water Surf Elev: 267.48 ft
Temp .. .ev____�266.64 ft
Perm Pool '265.00 ft
' 50.7 LF of
'18" RCP @'0.50%
Invert Out: '265.00 ft
1
1
-0-.50 ft '264.50 ft
----------------
1.00 ft
290
285
280
275
270
265
FES
TOP 267.
INV IN 265.50 FIR (51-,'
260
255
250
245
-0+50
-
\ SCM 4 FES
\ - TOP 266.45
\ INV IN 264.75 FIR (SCM #4 15 IN OUTLET PIPE)
EMERGENCY SPILLWAY
\ ELEV = 271.00
SCM #4\4 FT X 4 FT RISER -
TOP 270.00
INV IN 965 00 ICE)
INV IN 269.00 FIR (SCM #4 12 IN X 2 IN WEIR)
DI 51 INV OUT 265.00 O (SCM #4 15 IN OUTLETPIPE)
TOP 272.35
INV IN 267.61 FIR (52-51) 100 YR WATER SURF \
INV OUT 267.61 TO (51-50) ELEV = 270.20
?4„ GF
RCP
r4'(990
0+00
10 YR WATER SURF
ELEV = 269.31
2 YR WATER SURF
ELEV = 268.44
1 YR WATER SURF
ELEV = 267.48
TEMPORARY POOL
ELEV = 266.64
6' FOREBAY BERM 6' VEGETATIVE SHELF
- 71
PERMANENT POOL
ELEV = 265.00
�11811 11811�118118 E - • � : • •
12" SEDIMENT
STORAGE
CO
N o N
3
1+00
0 30
PROFILE SCALE
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL HARNETT
COUNTY AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS.
MIr
SEDIMENT STORAGE'.
ELEV = 258.00
I� � II I I� � II I IEEE,I I I
M
N
2+00
290
285
ow -re
275
255
250
245
LtZ)U
� Know what's below.
Call before you dig
LEGEND
- - PROPERTY LINE
PROPOSED RIGHT-OF-WAY
PROPOSED LOT LINE
SANITARY SEWER EASEMENT
MAINTENANCE & ACCESS EASEMENT
CREEK CENTERLINE
OPEN SPACE
EXISTING WETLANDS
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
1. CHANDLER
SCALE
1" 30'
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11+00
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350
345
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1. PREPARING, GRADING, SHAPING AND COMPACTION OF SUBGRADE
SOILS SHOULD BE PERFORMED IN ACCORDANCE WITH DIVISION 5,
SECTION 501 OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADS
AND STRUCTURES (2006). PREPARING, GRADING, SHAPING AND
COMPACTION OF AGGREGATE BASE COURSE (CABC) STONE SHOULD
BE PERFORMED IN ACCORDANCE WITH DIVISION 5, SECTION 520 OF
THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES (2006). PLACEMENT AND COMPACTION OF THE
BITUMINOUS CONCRETE SHOULD BE PERFORMED IN ACCORDANCE
WITH DIVISION 6, SECTION 600 OF THE NCDOT STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES (2006). PROPER
SUBGRADE COMPACTION, ADHERENCE TO THE NCDOT
SPECIFICATIONS, AND COMPLIANCE WITH THE PROJECT PLANS AND
SPECIFIACTIONS ARE CRITICAL TO THE PERFORMANCE OF THE
CONSTRUCTED PAVEMENT.
2. THE CONTRACTOR MAY CHOOSE TO INSTALL INTERMEDIATE
COURSES OF PAVEMENT TO STABILIZE THE SITE DURING
CONSTRUCTION AT NO ADDITIONAL COST. THE CONTACTOR IS
RESPONSIBLE FOR DETERMINING THE ADEQUATE THICKNESS
REQUIRED FOR INTERMEDIATE PAVING. INCREASES IN THE DESIGN
PAVEMENT SECTION TO FACILITATE INTERMEDIATE PAVING SHALL
BE PROVIDED AT NO ADDITIONAL COST.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY
DAMAGES TO SUBGRADE, INSTALLED BASE COURSE AND/OR
INTERMEDIATE PAVING PRIOR TO PLACING SUBSEQUENT PAVEMENT
LIFTS AT NO ADDITIONAL COST.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING
PAVEMENT DURING ALL PHASES OF WORK. THE FINAL SURFACE OF
PAVEMENT SHALL BE FREE OF ALL DEFECTS AND DAMAGE.
GRADING NOTES
ALL PROPOSED CONTOURS SHOWN FOR THE ROAD WIDENING ARE
APPROXIMATE BASED ON THE SECTION REQUIRED BY THE TOWN OF
FUQUAY-VARINA. CONTRACTOR SHALL ESTABLISH STRING LINES OR
FORMS FOR THE PROPOSED CURB AND HAVE THESE INSPECTED AND
APPROVED OR ADJUSTED BY NCDOT PRIOR TO ANY CONCRETE
PLACEMENT. CONTRACTOR IS RESPONSIBLE FOR ANY AND ALL WEDGING
OR MILLING REQUIRED TO ESTABLISH THE PROPOSED GRADES.
TRAFFIC CONTROL NOTES
1. ALL SITE SIGNAGE SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
SIGN MUTCD STD. SIZE
STOP R1-1 30"x30"
2. ALL SIGNS SHALL BE MOUNTED WITH 5-FT MIN. VERTICAL CLEARANCE TO THE
BOTTOM OF THE SIGN ON 2-LB. GALV. STEEL U-CHANNEL POST SET IN 3-FT
DEEP x 12-IN DIA. CONCRETE FOOTING.
3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT COUNTY STANDARDS
AND SPECIFICATIONS.
4. ALL SIGNAGE SHALL BE FIELD STAKED AND THE LOCATIONS APPROVED BY NCDOT
INSPECTOR PRIOR TO SIGN INSTALLATION.
5. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AS REQUIRED BY NCDOT.
SIGNAGE AND STRIPING SCHEDULE
O 2' WIDE PAINTED WHITE STOP BAR
O2 NCDOT STD. 1205.5 - TURN LANE BAYS < 125 FT.
O3 NCDOT STD. 1205.5 - LEFT TURN LANE DEVELOPED FROM TWO-WAY TURN LANE
O4 NCDOT STD. 1205.5 - TWO-WAY TURN LANE
O5 NCDOT STD. 1205.09 - MEDIAN ISLAND
O6 NCDOT STD. 1205.09 - SHOULDER ISLAND
O7 DIRECTIONAL PAVEMENT MARKINGS PER NCDOT STD. 1205.8
O8 NCDOT R101 STOP SIGN MOUNTED ON POST PER SPECIFICATIONS
O9 4" DOUBLE YELLOW SOLID CENTER LINE
NOTES:
1. COORDINATE ALL STRIPING OF ROADS WITHIN NCDOT ROW WITH NCDOT.
2. ALL MARKINGS WILL CONFORM WITH NCDOT STANDARD 1205 "PAVEMENT MARKINGS".
3. ALL EXISTING PAVEMENT MARKINGS SHALL BE ERADICATED PER NCDOT SPECIFICATIONS
PRIOR TO PLACEMENT OF MARKING SHOWN HEREIN.
25' MIN.
SAW CUT
2" SURFACE OVERLAY 0" 2" MILLED SURFACE
S9.5C
EXISTING PAVEMENT
MILLING DETAIL
NOT TO SCALE
45' EX. ASPHALT
2" SURFACE OVERLAY S9.5C
----- ------------- 7 -------------
EX PAVEMENT
OVERLAY DETAIL
NOT TO SCALE
EX. CURB & GUTTER 11' LANE TURN 11' LANE 11' LANE EX. CURB & GUTTER
LANE
EX. SHOULDER EX. SHOULDER
2% 2%
---- - _---------- - ----�
L- - - - - -
TYPICAL ROADWAY SECTION FOR
US 401 AT SILVER MAPLE DRIVE
SCALE: 1 "=10'
ASPHALT WIDTH VARIES
TRANSITION
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6' 4' 1 V LANE VARIES 11, LANE 4' 6'
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TRAFFIC CONTROL NOTES STRIPING PLAN
1. ALL SITE SIGNAGE SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
SIGN MUTCD STD. SIZE
STOP R1-1 30"x30"
2. ALL SIGNS SHALL BE MOUNTED WITH 5-FT MIN. VERTICAL CLEARANCE TO THE
BOTTOM OF THE SIGN ON 2-LB. GALV. STEEL U-CHANNEL POST SET IN 3-FT
DEEP x 12-IN DIA. CONCRETE FOOTING.
3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH HARNETT COUNTY STANDARDS
AND SPECIFICATIONS.
4. ALL SIGNAGE SHALL BE FIELD STAKED AND THE LOCATIONS APPROVED BY NCDOT
INSPECTOR PRIOR TO SIGN INSTALLATION.
5. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AS REQUIRED BY NCDOT.
325
320
315
310
305
r;
c+
42'
4' (EOP TO LANE STRIPE) 12, 4' (EOP TO LANE STRIPE)
1 V LANE TURN 1 V LANE
6' 4' 4' 6'
6% 2% 2/a - o
6/
3•1 4:1------------------ 4:� g;1
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TYPICAL WIDENING SECTION FOR
US 401 AT MISTYWOOD DRIVE
SCALE: 1 "=10'
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EXISTING PAVEMENT
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2" SURFACE OVERLAY
WIDENING
VARIES
EXISTING PAVEMENT
---------------------------
OVERLAY DETAIL
NOT TO SCALE
SCALE 1 "=50'
0 50' 100,
GENERAL NOTES
1. PREPARING, GRADING, SHAPING AND COMPACTION OF SUBGRADE
SOILS SHOULD BE PERFORMED IN ACCORDANCE WITH DIVISION 5,
SECTION 501 OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADS
AND STRUCTURES (2006). PREPARING, GRADING, SHAPING AND
COMPACTION OF AGGREGATE BASE COURSE (CABC) STONE SHOULD
BE PERFORMED IN ACCORDANCE WITH DIVISION 5, SECTION 520 OF
THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES (2006). PLACEMENT AND COMPACTION OF THE
BITUMINOUS CONCRETE SHOULD BE PERFORMED IN ACCORDANCE
WITH DIVISION 6, SECTION 600 OF THE NCDOT STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES (2006). PROPER
SUBGRADE COMPACTION, ADHERENCE TO THE NCDOT
SPECIFICATIONS, AND COMPLIANCE WITH THE PROJECT PLANS AND
SPECIFIACTIONS ARE CRITICAL TO THE PERFORMANCE OF THE
CONSTRUCTED PAVEMENT.
2. THE CONTRACTOR MAY CHOOSE TO INSTALL INTERMEDIATE
COURSES OF PAVEMENT TO STABILIZE THE SITE DURING
CONSTRUCTION AT NO ADDITIONAL COST. THE CONTACTOR IS
RESPONSIBLE FOR DETERMINING THE ADEQUATE THICKNESS
REQUIRED FOR INTERMEDIATE PAVING. INCREASES IN THE DESIGN
PAVEMENT SECTION TO FACILITATE INTERMEDIATE PAVING SHALL
BE PROVIDED AT NO ADDITIONAL COST.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY
DAMAGES TO SUBGRADE, INSTALLED BASE COURSE AND/OR
INTERMEDIATE PAVING PRIOR TO PLACING SUBSEQUENT PAVEMENT
LIFTS AT NO ADDITIONAL COST.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING
PAVEMENT DURING ALL PHASES OF WORK. THE FINAL SURFACE OF
PAVEMENT SHALL BE FREE OF ALL DEFECTS AND DAMAGE.
GRADING NOTES
ALL PROPOSED CONTOURS SHOWN FOR THE ROAD WIDENING ARE
APPROXIMATE BASED ON THE SECTION REQUIRED BY THE TOWN OF
FUQUAY-VARINA. CONTRACTOR SHALL ESTABLISH STRING LINES OR
FORMS FOR THE PROPOSED CURB AND HAVE THESE INSPECTED AND
APPROVED OR ADJUSTED BY NCDOT PRIOR TO ANY CONCRETE
PLACEMENT. CONTRACTOR IS RESPONSIBLE FOR ANY AND ALL WEDGING
OR MILLING REQUIRED TO ESTABLISH THE PROPOSED GRADES.
SIGNAGE AND STRIPING SCHEDULE
O1 2' WIDE PAINTED WHITE STOP BAR
O2 NCDOT STD. 1205.5 - TURN LANE BAYS < 125 FT.
O3 NCDOT STD. 1205.5 - LEFT TURN LANE DEVELOPED FROM TWO-WAY TURN LANE
O4 NCDOT STD. 1205.5 - TWO-WAY TURN LANE
O5 NCDOT STD. 1205.09 - MEDIAN ISLAND
O6 NCDOT STD. 1205.09 - SHOULDER ISLAND
O DIRECTIONAL PAVEMENT MARKINGS PER NCDOT STD. 1205.8
NCDOT R101 STOP SIGN MOUNTED ON POST PER SPECIFICATIONS O8
O9 4" DOUBLE YELLOW SOLID CENTER LINE
NOTES:
1. COORDINATE ALL STRIPING OF ROADS WITHIN NCDOT ROW WITH NCDOT.
2. ALL MARKINGS WILL CONFORM WITH NCDOT STANDARD 1205 "PAVEMENT MARKINGS".
3. ALL EXISTING PAVEMENT MARKINGS SHALL BE ERADICATED PER NCDOT SPECIFICATIONS
PRIOR TO PLACEMENT OF MARKING SHOWN HEREIN.
>6' WIDTH: 10" CABC, 4" 119.00, 3" S9.5C
<6' WIDTH: 5" B25.00, 4" 119.00, 3" S9.5C
OVERLAY AREAS: 2" S9.5C
EXISTING CL GRADE
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50' MIN.
2' MIN 2' MIN
NOTES:
BUT SUFFICIENT TO KEEP
COMPACTED
SEDIMENT ON SITE
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE
18"
CONSTRUCTION ENTRANCE IS USED.
STEEP CUT OR FILL SLO _ - - - - _
2"-3" STONE TO BE USED
25' OR WIDTH OF 2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD IS NOT
EXISTING
(SURGE STONE OR RAILROAD
PROPOSED STREET, REMOVED BY THE VEHICLE TRAVEL- ING OVER THE STONE, THEN THE
ROADWAY
BALLAST)
WHICHEVER IS TIRES OF THE VEHICLES MUST BE WASHED BEFORE ENTERING THE
PUBLIC ROAD.
2:1 SLOPE (MAX)
GREATER.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON TO THE
PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA AND
- STABILIZE DIVERSION DITCH
INVOICE THE FINANCIALLY RESPONSIBLE PERSON AS INDICATED ON THE
CROSS SECTION WITH TEMPORARY SEEDING
FINANCIAL RESPONSIBILITY FORM.
AND EROSION CONTROL
NETTING
PLAN
UPSLOPE TOE POSITIVE GRADE 1.0 % MAX.
77
2' MIN.
SIDE SLOPE
2 : 1 (MAX.)
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
\ \\\\ \\\\ \ \\ \ \\ \\\\ \\\ \\\\ \\
STEEP CUT OR FILL SLOPE
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER
PLAN VIEW EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM
THE FROM 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
APPROPRIATELY STABILIZE IT.
DIVERSION DITCH 9
TC•A0nDADV I IN=
CHANNEL LINER
3.8 STAPLES/SY
USING 6", 11 GAUGE
WIRE "U" STAPLES.
USE 8" STAPLES
FOR LOOSE SOILS.
9 GAUGE STAPLES
OR HEAVIER IN
HARD OR ROCKY
SOILS.
6.5'
SYNTHETIC MAT STAPLE PATTERN
NTS
ANCHOR NETTING
IN A 6" DEEP TRENCH
MIN. WIDTH OF TEMP. LINER
3 3
�1 1
TEMPORARY
LINER
BOTTOM WIDTH
GRASS -LINED CHANNEL
NTS
NOTES:
1.
PREPARE SOIL BEFORE INSTALLING MATS OR NETS,
INCLUDING APPLICATION OF LIME, FERTILIZER AND
0
SEED.
C
2.
BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING
0
D]
THE NET OR MAT IN A 6" DEEP TRENCH. BACKFILL
>
AND COMPACT THE TRENCH AFTER STAPLING.
v
3.
ROLL CENTER MAT OR NET IN DIRECTION OF WATER
FLOW ON BOTTOM OF CHANNEL.
0
a- 4.
PLACE MAT OR NET END OVER END (SHINGLE STYLE)
WITH A 6" OVERLAP. USE DOUBLE ROW OF
STAGGERED STAPLES 4" APART TO SECURE.
0
5.
FULL LENGTH EDGE OF MAT OR NET AT TOP SIDE
Z
SLOPES SHALL BE ANCHORED IN 6" DEEP TRENCH
I AFTER STAPLING.
U
6. MATS OR NETS SHALL BE OVERLAPPED 4" OVER
0
THE CENTER BLANKET AND STAPLED.
0
U 7. THE TERMINAL END OF THE MAT OR NET MUST BE
W I ANCHORED IN A 6" DEEP TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING.
rn
MAINTENANCE
E
0
L` I 1.
INSPECT AFTER RAINSTORMS TO CHECK FOR MOVEMENT OF MULCH OR EROSION
IF WASHOUT, BREAKAGE, OR EROSION OCCURS, REPAIR SURFACE, RESEED,
o
a_
REMULCH, AND INSTALL NEW NETTING. CONTINUE INSPECTIONS UNTIL
L
VEGETATION IS FIRMLY ESTABLISHED.
o CHANNEL INSTALLATION DETAILS
NOT TO SCALE
r�
NEW CONSTRUCTION
35' MIN. 15' MIN.
EXISTING ROADWAY
12" MIN.
6" MIN.
FABRIC UNDER STONE
CROSS SECTION
CONSTRUCTION ENTRANCE
NOTE: TEMPORARY DIVERSIONS ARE TO BE SEEDED IMMEDIATELY AFTER THEY ARE CONSTRUCTED
MAINTANENCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD
OR SEDIMENT FORM LEAVING THE CONSTRUCTION SITE. THIS
MAY REQUIRE PERIODIC TOPDRESSING 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.
UPSTREAM END OF
STORM DRAIN
OVERFLOW
° 1/3 PIPE
DI
p D ° DIAMETER
D ° D
n
D° D
D D m
°
BURY BOTTOM
OF PLYWOODT�I-1��
- - - - -
NOTE: 3/4" EXTERIOR
ALL PARTIALLY COMPLETED STORM DRAINS PLYWOOD
SHALL BE PROTECTED AT THE END OF
EACH DAY IN ACCORDANCE WITH THESE PLYWOOD INLET PROTECTION
DETAILS. STEEL FENCE POST
(TYPICAL)
UPSTREAM END OF OVERFLOW
STORM DRAIN
II II II
II II II
n n u
II II II ° 1/3 PIPE
II II II p p DIAMETER
II II 000ll
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8 p° D
WASHED STONE FILTER
ACROSS PIPE INLET D D m
1( 1(
U U
HARDWARE CLOTH
IU STONE FILTER INLET PROTECTION
STANDARD PIPE INLET PROTECTION (PLYWOOD & STONE)
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 1 FOOT BELOW NATURAL GROUND LEVEL WHERE THE DAM
ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND BEYOND THE DITCH BANK (FIGURE 6.83B) TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS TH
SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE
EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAM
ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
FLOW _U� WA 2' MIN
SHED STONE
NAY CREST
RIP RAP
PLAN
ROCK CHECK DAM
I
1 7
TOP OF S
MUST BE
ABOVE TI
THE WAS
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF #57
WASHED STONE\
BURY WIRE FENCE AND HARDWARE CLOTH
MAINTENANCE NOTES:
1. INSPECT CHECK DAMS 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.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK
DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES
E OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL
MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE
RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED
TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE
CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND
S PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE
DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN
HEIGHT AND CROSS SECTION.
0
#5 WASHED STONE 0 Z
W (SPILLWAY) MIN 2/3
CHANNEL WIDTH O
J LLI
W J
m
Y
Z Q
FLOW = �� m
= O
RIP RAP
FILTER FABRIC
EXCELSIOR
8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
MIN.
LINE
12-1/2 GA.
RMEDIATE
ES
GRADE
FRONT VIEW
* FOR REPAIR OF SILT FENCE
FAILURES, USE No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT FENCE IS
PROTECTING CATCH BASIN.
STEEL POST
WOVEN WIRE FABRIC
ILT FENCE GEOTEXTILE FABRI
MAINTENANCE
TRENCH & COMPACT
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND
NOTE:
24FILL SLOPE
AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
-USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES
18,2"
IMMEDIATELY.
NOT EXCEED 1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW
V
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR
RADE
DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO
2'-C'
REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
REVISIONS
" MIN.
UNDERMINING THE FENCE DURING CLEANOUT.
SCRIPTION
ANCHOR SKIRT AS
DIRECTED BY ENGINEER'
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
SIDE VIEW
PROPERLY STABILIZED.
STANDARD TEMPORARY SILT FENCE
1
3' FILTER FABRIC
ON GROUND
\BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
lJ
SECTION VIEW
SLOPE
ISOMETRIC VIEW
SECTION 'A -A'
PIPE OUTLET PROTECTION DETAIL
4' MIN. - I SILT FENCE
U AND�HARDWARE
STEEL FENCE POST CLOTH IN TRENCH
SET MAX 2' APART
MIN. 18" INTO SOLID
GROUND
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
STANDARD SILT FENCE OUTLET
WATTLE DETAIL
EDGE OF PAVEMENT
FABRIC
NOTES:
USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
CROSS SECTION.
ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT
WASH AROUND WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED.
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE
STANDARD SPECIFICATIONS.
(AA (,%
'STAKES • STAPLES
INSET A INSET B
TOP VIEW
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT
LESS THAN 6" (INCHES).
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" (INCHES) ABOVE
THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
CONSTRUCTION SEQUENCE
1. OBTAIN A LAND -DISTURBING PERMIT. SCHEDULE A PRECONSTRUCTION
CONFERENCE WITH THE ENVIRONMENTAL ENGINEER, DENR 910-433-300.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT
FENCING SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS
IMMEDIATELY AFTER CONSTRUCTION.
3. CALL 910-433-300 FOR ON SITE INSPECTION BY ENVIRONMENTAL
INSPECTOR AND OBTAIN CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED.
ROUGH GRADE SITE.
5. INSTALL STORM SEWER (IF SHOWN) AND PROTECT INLETS WITH BLOCK
AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
MEASURES AS SHOWN ON THE PLAN.
5A. INSTALL WATER MAIN AS SHOWN ON THE PLAN.
5B. BEGIN CONSTRUCTING BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE
WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH
DENUDED AREAS WITHIN FOURTEEN (14) DAYS OF COMPLETION OF
ANY PHASE OF THE PROJECT.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED
COMPLETELY, CALL 910-433-300 FOR AN INSPECTION BY THE
ENVIRONMENTAL ENGINEER.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT
FENCING, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY
RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION
CONTROL DEVICES (SUCH AS VELOCITY DISSIPATERS) SHOULD BE
INSTALLED NOW.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL SITE
INSPECTION BY ENVIRONMENTAL INSPECTOR, CALL 910-433-300.
OBTAIN A CERTIFICATE OF COMPLETION.
SEEDING SCHEDULE
(REVISED: 1-1-86)
Shoulders, Side Ditches, Slopes (Max 3:1)
DATE TYPE
PLANTING RATE
Aug 15 - Nov 1
Tall Fescue
300 Ibs/acre
Nov 1 - Mar 1
Tall Fescue
300 Ibs/acre
& Abruzzi Rye
25 Ibs/acre
Mar 1 -Apr 15
Tall Fescue
300 Ibs/acre
Apr 15 - Jun 30
Hulled Common Bermudagrass
25 Ibs/acre
Jul 1 - Aug 15
Tall Fescue and
120 Ibs/acre
***Browntop Millet
35 Ibs/acre
***or Sorghum -Sudan Hybrids
30 Ibs/acre
Slopes (3:1 to 2: 1)
Mar 1 - Jun 1
Sericea Lespedeza (scarified)
50 Ibs/acre
(Mar 1 - Apr 15)
Add Tall Fescue
120 Ibs/acre
(Mar 1 - Jun 30)
Or Add Hulled Common Bermudagrass 25 Ibs/acre
Jun 1 - Sep 1
***Tall Fescue and
120 Ibs/acre
***Browntop Millet
35 Ibs/acre
***or Sorghum -Sudan Hybrids
30 Ibs/acre
Sep 1 - Mar 1
Sericea Lespedeza (unhulled-unscarified) 70 Ibs/acre
and Tall Fescue
120 Ibs/acre
(Nov 1 - Mar 1)
Add Abruzzi Rye
25 Ibs/acre
Consult Conservation Engineer or Soil Conservation Service for
additional information concerning other alternatives for vegetation of
denuded areas. The above vegetation rates are those which do well under
local conditions; other seeding rate combinations are possible.
-Temporary - Reseed according to optimum season for desired permanent
vegetation. Do not allow temporary cover to grow over 12" in height before
mowing, otherwise fescue may be shaded out.
SEEDING SCHEDULE
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS,
IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK ROOTS AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY
SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL
(SEE BELOW*).
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED
4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR
CULTIPACKAFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING
ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
9. CONSULT CONVERSATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER
PERMANENT COVER IS ESTABLISHED.
* APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ ACRE IN CLAY SOILS)
FERTILIZER - 1,000 Ibs. / ACRE-10-10-10 SUPERPHOSPHATE- 500 Ibs> / ACRE -20% ANALYSIS
MULCH -2 TONS / ACRE - SMALL GRAIN STRAW ANOTHER - ASPHALT EMULSION @ 300 GALS./ ACRE
SEEDBED PREPARATION
GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL
SOIL COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING. INSPECT SEEDED
AREAS FOR FAILURE AND MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME
SEASON, IN POSSIBLE.
RESEEDING - IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS
AND QUANTITIES OF LIME AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED
PREPARATION OR OVER -SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF
THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING(PRACTICE 6.10 TEMPORARY
SEEDING). IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR
NUTRIENT IMBALANCE IS RESPONSIBLE.
FERTILIZATION - ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES
REFERTILIZATION IN THE SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL
MAINTENANCE FERTILIZATION (TABLE 6.12B). USE SOIL TESTS IF POSSIBLE OR FOLLOW THE
GUIDELINES GIVEN FOR THE SPECIFIC SEEDING MIXTURE. (TABLES 6.11C THROUGH 6.11V).
SEEDBED MAINTENANCE
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0410912020
O
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
SCALE
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NOTE: NO ENCASEMENT REQUIRED FOR
SPACE GREATER THAN 18" FOR WATER LINES
BRASS MARKER PLATE MARKED PLATE
WITH ANCHOR THRUST BLOCKING
3/4" CHAMFER AT
ICI EA. CORNER 4.' EXISTING WATER MAIN FLOWABLE FILL FULL 6 PIPE 6
CAST THE LETTERS "MV" IN PE PLASTIC TO PROTECT
ONE FACE OF THE CONCRETE 4 #3 BARS TAPPING SLEEVE a TRENCH WIDTH O.D.
MARKER AND ORIENT TOWARD A
o I I THE ROADWAY
ROTATE MARKER TO OTHER END t Ex
FOR BLOW -OFF 3'-D" PROPOSED Plf
VALVE No. PIPELINE
SPIDERS SUPPORT CARRIER PIPE IN CASING p � � d
8TH
120 TAPPING SLEEVE SHALL BE R❑MAC BRAND 8" BRICK MASONENCLOS ENDS RY a 6 MY
MODEL SST MANUFACTURED WITH 316 A 2' BEVEL 6" MIN p
❑� STAINLESS STEEL. CENTER LINE CARRIER PIPE 18" MAX 18 M.
4" SQ. PRECAST CONC. i FT.
POST (4000 P.S.I.) TAPPING VALVE a
PLATE WITH VALVE NUMBER, WITH VALVE BOX D
DIRECTIONAL ARROW -POINTED y d vo vo
TO MARKED VALVE & DISTANCE EXIST
TO THE NEAREST FOOT. NEW WATER MAIN PROPOSED
STEEL CASING PIPE - - ����"'""'"> PIPE PIPELINE
SLOPE TO DRAIN
GRAVEL
TYPICAL VALVE MARKER DETAIL W 2" WEEP HOLE >
NO SCALE 1 10' COMPRESSIBLE JOINT
1 " THICK 0
N❑TEs ELEVATION MIN
PAINT MARKER BLUE AFTER INSTALLATI❑N FILLER MATERIAL
TYPICAL TAPPING SLEEVE AND VALVE ASSEMBLY DETAIL W PROPOSED PIPELINE OVER EXISTING PIPE PROPOSED PIPELINE UNDER EXISTING PIPE
NO SCALE
FINISHED GRADE CONCRETE CRADLE PROTECTION
4 4 2" BOLTS TO PIPE FOR WATER LINE CROSSINGS
a
Fd
BACKFILL TO EDGE NOT TO SCALE
HEAVY DUTY
a a a I CARRIER PIPE STEEL SKIS (4)
(SPIDER SIZE DETERMINED BY LAYING
—III—III — III I 'ZE OF EL CASING AND
INNER PIPE.)CONDITIONS DESCRIPTION PROJECT USE
PRECAST CONCRETE
PROTECTION RING
STEAMER
z AS SHOWN PRECAST CONCRETE CONNECTION SECTION "A"
w EDGE ON PLANS PROTECTION RING PIPE BEDDED N 4" MININUM ALL DUCTILE
o 0 OF IRON GRAVITY
ROAD JOB EXCAVATED MATERIAL.
C, o b\\
0BACKFILL LIGHTLY CONSOLIDATED SEWER LINE.
a 2 1/2" HOSE cD PAVEMENT (ONE OR TWO RAILROAD /TO TOP OF PIPE.
CONNECTION 1 LANES)
3'-0" MIN. COVER OR S SHOWN
p p ON THE PLANS.
TLLJ
TYPE 3
U 5'-6" MIN. COVER
6" G.V. & BACKFILL d OR AS SHOWN ON
CI. BOX I N THE PLANS
C. 6" WATER STONE N TRANSITION FITTINGS ALL PVC WATER
LINE Q REQUIRED \ r
VALVE OPERATOR NUT (7 C.F. MIN.) PIPE BEDDED IN SAND, GRANULAR
VALVE BOX - �f. LINE AND PVC
DOr — /� MATERIAL OR GRADED GRAVEL TO FORCE MAIN.
I II ST'L. CSING PIPE \� - THE DEPTH OF 1/8 PIPE DIAMETER,
• I ° 4" MIN. JOB EXCAVATED MATERIAL
CONBLOC. DUCTILE IRON �COMPACTED TO 4" ABOVE TOP OF PIPE.
/ BLOCKING BRICK CLOSURE PIPE CARRIER
4-3/4" TIE RODS WITH BRACKETS ...•. (SEE NOTE) '`'`' ��`°`• (APPROX. 95) STANDARD PROCTOR,
6" HYDRANT TEE WEEP HOLE TO PROFILE AASHTO T-99
NOTE: (SEE DETAIL) REMAIN OPEN TYPE 4
MASONRY BLOCK 2,_0" WATER MAIN
TYPICAL VALVE BOX DETAIL W 1.)TIE HYDRANT TO MAIN LINE TYPICAL LAYING CONDITIONS DETAIL W
No SCALE 2 W/TIE RODS IN LIEW OF CONC. TYPICAL BORING & JACKING DETAIL(W
BLOCKING IN SANDY SOIL. NO SCALE I
Q NO SCALE 11
2.)MECHANICAL JOINTS USED WITH GRIP RINGS CJ
TYPICAL FIRE HYDRANT INSTALLATION DETAI W � NOTES:
VALVE BOX NO SCALE 6 1' FROM EDGE OF ROW w 1, INSTALL METER AT R/W
0 2, 'TWO (2)-3/4" SERVICE LINES MUST BE INSTALLED
6"-8" EXCESS INSIDE A 2" SLEEVE,"
TRACER WIRE BOX PLACE VALVESEMPTY VALVE BOX DO NOT OCCUR &APLACERTALS WHERE
RACER WIRE METER BOX LID, CAST IRON r 3. 'TWO (2)-1" SERVICELINES MUST BE INSTALLED
IN Box. INSIDE A 3" SLEEVE,p
NOTE: NO. 1
w 4. SLEEVES SHOULD BE SCHEDULE 40 PVC PIPE,
a
DRILL HOLE O SETTING
IN VALVE Box PRECAST CONCRETE PROTECTION RING J 5. SEE DETAIL FOR SERVICE MATERIAL AND METER
FOR TRACER WIR BACKFILL TO EDGE 9rr
/FINISHED GRADE w 6. SERVICE LINE SHALL BE 3' BELOW FINISHED GRADE
-'illlll �_•11111II,Ir/'' = -• • _ - •- 1�— o 7. CONDUIT MUST EXTEND OF DITCHES, I a•I „al •11ll=III-Ii� PAST P D SIDEWALK,
3/4 INCH GATE 1 R/W
NOTE: VALVE REQUIRED
AT PIPE INTERSECTIONS, MULTIPLE NOTES: z ON CUSTOMER ('
DE WITHIN 12
VALVES, RUN WIRE UP AT ONLY VALVE BOX VALVE BOX 1. CONCRETE SHALL BE 3,0 PSI MIN. INCHES S OF THE
ONE VALVE. 2. CONCRETE FOR THRUST BLOCKING SHALL BE KEPT SERVICE LINE � 3 X 18" METER BOX
FAIRLY DRY, THUS MAKING THE CONCRETE WEDGE FROM STREET B SS NIPPLE
SHAPE MORE EASILY FORMED WITH THE WIDEST �
SINGLE 12 AWG SOLID CORE WIRE PART (BLOCKING AREA) AGAINST UNDISTURBED SOIL. SIDEWALK
3. NO CONCRETE SHALL COVER ANY BOLTS OR GLANDS.
4. ALL PIPING AND ACCESSORIES TO BE WRAPPED
WITH 10 MIL. POLYETHYLENE PRIOR TO POURING
BLOCKING. % " % % 2' PVC SLEEVE W/ 3/4' CARRIER
5. VOLUME OF THRUST BLOCKING SHALL BE AS SHOWN X METER SETTER
P.V.C. PIPELINE ON THE THRUST BLOCKING SCHEDULE. CENTERED
GATE VALVE X IN BOX METER TO BE INSTALLED P.R.V. LOCATION DOWN STREAM
OF THE CUT-OFF VALVE
BRICK SUPPORT
STREET
TRACER WIRE To BE LAID
UNDERNEATH WATER LINE 4 _—MASONRY BLOCK
NOTES:
TYPICAL TRACER WIRE INSTALLATION DETAIL W METER SETTER WITH WATERMAIN
I --I
1. METER AND PRIVATE SERVICE LINE NOT IN DOUBLE CHECK VALVE
(BACKFLOW PREVENTER)
No SCALE 3 •' o 6" MIN. � CONTRACT UNLESS SPECIFIED
.I 2. INCLUDE STONE IN PRICE OF METER BOX. 12" MIN SINGLE 3/4' SERVICES
NOTES: /�_ 3. METER SETTER SIZE AS NOTED ON PLANS.
1. DRILL HOLE IN VALVE BOX TO INSERT TRACER WIRE,BRING UP TO INSIDE AND ROLL UP AT LEST 6"-8" EXCESS 4. ALL BRASS FITTINGS SHALL BE R W
2. PLACE TRACER WIRE IN VALVE BOX AT 1,000" INTERVALS OR AS NOTED ON THE PLANS, TYPICAL. COMPRESSION TYPE.
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. • ° A TYPICAL 3/4 METER SETTER INSTALLATION DETAIL(A) METERS SHOULD BE F-
6" MIN.
A X INSTALLED 3' OFFw w
No SCALE
4 PROPERTY LINE OL ?
(❑R IN EASEMENT) C)
BRICK SUPPORT IZ
ON OF EACH
HYDRANT TEE
SIDE MIN.1/3 C.Y. AT 3000 P.S.I. 0, PLAN TEES
PLAN BENDS TYPICAL DOMESTIC WATER SERVICE INSTALLATION DETAIL W
MIN 1/5' OF PROTECTIO A T 18" MIN.
NO SCALE 1 2
RING TO BE EXPOSED PROTECTION RING
a r
a d
GRADE ° ° 2' ° ° m Inn ! ! !2� _ 12" 12" EXISTING AS NOTED ON PLANS
• . ' E2 N w SAW CUT EXIST. PAVEMENT ROAD
° d ° ° ° d O ROAD SHOULDER
_ d d ° ° d ° d d MINI
° 6' d � _ � ! �2 u a EXIST. EXIST. PAV'T.
_ _ ° _ —III—III m . f��-----� o000000�� o0 0 0 0
—I i t -1 I I —III —III —I I I 1=1 11=1 11=1 I ly"" -1 I I —III —III —I I III- 11=1 11=1 I
_ o 0 000000000000000000 loll AV
STONE MEETING N.C.D.O.T. SPECIFICATIONS
—III—III I —III —I I_ I' —III—III—III — III_ I'' 18 MIN. - 10 o OR LESS o°0000000000000000o00000o W FOR A.B.C. STONE, TYPE B OR C, TO BE g
T " " o00000000c000000000000000 —U COMPACTED TO 100 %MAXIMUM DRY DENSITY BACKFILL AS
VALVE BOX 24 MIN. - 12 OR LESS o 00 00 000 oa o0 0 -
INDICATED
a
THREADED
COUPLING
SQUARE HEA TAMPED BACKFILL
VALVE NUT ONLY
ECHANICAL JOINT
WITH GRIP RING MIN OF 24' THREADED
BRASS PIPE NIPPLE 2' DIA
WATER M RICK TO OR LONGER TO BRING PIPE
2' BRASS SUPPORT UP TO FINISHED GRADE
THREADED VALVE BOX
PIPE NIPPLE
O N1 M�
(X 0
NOTES: M
c
° 1. PAVEMENT SHALL BE CUT TO TRUE LINE AND
REMOVED BEFORE TRENCH IS CUT.
2. STONE AND PAVEMENT TO BE PLACED WITH LEAST NEW WATER LINE 45' BEND SERVICE LINE TO
INTERFERENCE TO TRAFFIC. CORPORATION METER CONNECTION
PIIP < COMPACTED BACKFILL 3. STABILIZED AGGREGATE TO BE SECURED FROM AN COCK-A.Y. MCDONALD OR EQUAL
C APPROVED QUARRY.
( 4. ALL PAVEMENT REPAIRS TO BE IN ACCORDANCE SERVICE SADDLE - A.Y. MCDONALD OR EQUAL
WITH N.C.D.O.T. SPECIFICATIONS. STYLE HINGED 3891 FOR 3/4"
SERVICE SADDLE - A.Y. MCDONALD OR EQUAL
TRENCH WIDTH
PIPE O.D. PLUS 18 FOR PIPES UNDER 33" O.D. PIPE O.D. + 18" FOR PIPES UNDER 33" O.D.
PIPE O.D. PLUS 24" FOR PPES OVER 33" O.D.
NOTE: PIPE O.D. + 24" FOR PIPES OVER 33" O.D.
36' THREADED BRASS ' 1. "SERVICE CONNECTION" IN PROPOSAL TO INCLUDE SERVICE SADDLE,
MIN 18' PIPE NIPPLE 2' DIA T IN ° 45• BEND, CORPORATION COCK AND ALL LABOR INVOLVED IN
MAKING A COMPLETE SERVICE CONNECTION.
MIN. 1/3 C.Y, AT 3000 P.S.I. g
__MASONRY BLOCK 2. SERVICE PIPING TO BE 3/4" SDR-9 PE TUBING
END CAP ON PLU
WITH 2' THREADED PORT 3. ALL BRASS FITTINGS SHALL BE COMPRESSION TYPE
TYPICAL PERMANENT BLOW —OFF ASSEMBLY DETAIL(`W_TYPICAL WATER SERVICE CONNECTION
NO SCALE 4 TYPICAL THRUST BLOCK DETAIL W TYPICAL TRENCH IN BITUMINOUS SURFACE AREAS DETAIL W USING TAPPING SADDLE DETAIL W
NOTE1 SEE TYPICAL VALVE BOX DETAIL NO SCALE NO SCALE
10 NO SCALE 13
FOR BRICK INSTALLATION
PIPE
90' BEND
45' BEND
221/2' BEND
11/4' BEND
TEE
PLUG
SIZE
A
B
A
B
A
B
A
B
A
B
C
D
4"
8"
12"
8"
8"
6"
6"
6"
6"
8"
9"
10„
16"
6"
loll
12"
8"
1o"
8"
8"
8"
8"
1o"
loll
12"
18"
8"
15"
13"
lo„
1o"
8"
8"
8"
8"
1o"
12"
12"
24„
loll
16"
14"
10"
12"
6"
loll
6"
10"
11"
14"
14"
25"
12"
20"
16"
12"
14"
8"
12"
8"
1 12"
14"
1 16"
16"
30"
14"
22"
18"
14"
16"
10"
14"
10"
1 14"
16'
18"
18"
34"
16"
26"
20"
16"
18"
12"
16"
12"
16"
18"
20"
20"
36"
IST
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
J. CHANDLER
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JOB NO.
41015
SHEET NO.
C11.2
L

D_
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PAVEMENT o co
rr r rr 1/g" RAD. 9/1 9 3/4" RAD. 2" RAD. PAVEMENT 1/8" RAD. SURFACE QQ S_
RAD. 6 2 -0 1 SURFACE 3 Q F_
1/8 rr RAD. / " RAD . H V 6„ E�
J_ 3 RAD.
r j/8" RAD. N 44 ° O O 6 2 Z #4 BARS "V" 6' 6"
v p• 0 � @ EQUAL SPACES
O p:•°. ;.p• - O_ :o;:. O_ 0: wQQLL= 11/2„ -�I 1%2„
p:00
v o'. :••v v, v. r :°: r 13/n RAD. cnHLLOJ
2'- 6" _I 13/,r RAD. 1r-6rr .0.•0 �:. °' 0OH� R a' - U) R "'
Lu
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2'-6" CURB AND GUTTER 1'-6" CURB AND GUTTER g'9rr aD IL o u U)
8" X 12" OR 18" 9" X 12" OR 18" r o¢"
Q J
CO] Q LL
CONCRETE CURB CONCRETE CURB w
4 -0 PROPOSED
2'-0" 2'-0" EDGE OF
PAVEMENT _ 2" RAD. 2'-0"
4' 8" 2'-4" MIN. 1/8" RADIUS M� 1/ " 1'-0" 1'-0" S
12"p p p 44° PLAN OF TOP SLAB SECTION S-S
" $rr 1 " r::'q:.•o..tz: ';•:: '•:P UJ
CAD
EXPRESSWAY GUTTER SHOULDER BERM GUTTER
z H W
8" X 6" MEDIAN CURB VALLEY GUTTER Q
m
SECTION VIEW OF CURBS OR CURBS AND GUTTERS m
0 D: ad
GENERAL NOTES: FILL 3/8" x 1" DEEP Q
-PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT GROOVED OR SAWN z
A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN JOINT WITH JOINT Q W
SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED SEALER JOINT SEALER Lu
WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. 1/8" RAD. GUTTER } 0= G
-JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. a. 1/8 RAD. PAVEMENT SURFACE V Z
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE Q C Q
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. ;o•: ;o•: :a:,°. ojz;
N 0 V
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 1%2 DEEP. .a:. �',. ',a �',. ',a: ° '''"-FILL ALL CONSTRUCTION JOINTS EXCEPT IN 8"x6" MEDIAN CURB WITH JOINT FILLER AND SEALER. ' PROPOSED
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO CURB & GUTTER PROP. 1/2'r JOINT FILLER
ALL RIGID OBJECTS. JOINT PAVEMENT
NOTES:
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SEE STD. DWG. 848.05 FOR CURB RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SECTION VIEW OF JOINTS ISHEET 1 OF 3
1/8" RAD SURFACE
JOINT SEALER SIDEWALK
''o�:.o•`•°o�;.o°`•°o�;.o°`•'o�;.o°'•'; ,•°o�;.o°`•'o�;.o°'•'o�;.o•••°o�e.o°
1/2" JOINT WIDTH JOINT FILLER
T = SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT
IN SIDEWALK
1/2" EXPANSION JOINT FILL 3/8" WIDE x 1" DEEP GROOVED OR
/ SAWN JOINT WITH JOINT
SEALING COMPOUND
BUILDING, /
WALL, ETC. / 1/8" RAD 1/8" RAD
/ p'.ed." p'..d°f' p',.d'?' p',.d'?' p',.d°f'°• p. �. P, �. 7 'u.7 'u. 7.
•' p'.•d' �' p',•d' �' p',•d'" / ,•d• °. p,e•d.'• p,e•d. °• p,a•d. °, p,a•d'.
// PROPOSED
CONCRETE PROP. C&G
SIDEWALK CONC. PAVEMENT
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
PLAN
+ + + + + + + + + x
+ + + + + + + + + +
+ + NfA + + +
+ + + + + +
+ + + + RETER + + +
+ + + + + + + + + +
+ + + + + + ..
+ +
16 3/4
ELEVATION OB
AST IR❑N
HIM
TYPICAL METER BOX DETAIL FOR 3/4" SERVICE
NO SCALE
24"x18" RFr TAKI('--i a AD
V/
ISOMETRIC
6' E #8 "W" BARS #4 BAR
#4 BARS "V" iv
@ EQUAL SPACES
m
#4 BARS "U" L-'1
1 1/2
DOWEL
SECTION R-R
F•_ 6'- 0 "
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT 6
GRADES 2% AND UNDER
ki
3' 0"I DEPRESSED GUTTER LINE
EXPANSION JOINT ICI m Ivl
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 61,
8"
TOP
USE ON GRADES OVER 2% ELEV.
DEPRESSED GUTTER LINE
loll 6' 0"
EXPANSION JOINT 1 0 ICI MAX.
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)
DIMENSIONS OF BOX AND PIPE
COVER
DIMENSION
CU.YDS. CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS-W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT. CONC.
FOR MINIMUM
HEIGHT H
D
A
B
C
G
H
E
F
C.M.
R.C.
12"
3'-0"
2'-2"
2'-9"
0.235
0.772
0.015
0.026
15"
3'-0"
2'-2"
3'-0°
0.235
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3°
0.235
0.887
0.033
0.049
24"
1 3'-0"
2'-2"
3'-9°
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
V-2"
4'-0"
4
1'-5"
2
3'-9"
3
3'-9"
1 39
0.123
0.321
1 1.433
1 0.092
0.127
36"
3'-0"
2'-2"
3'-10"
4'-9"
V-8"
4'-0"
4
1'-11"
3
1 3'-9"
1 3
3'-9"
1 43
0.161
0.358
1 1.714
1 0.132
0.178
42"
3'-0"
2'-2"
4'-5"
5'-3"
V-5"
3'-2"
4
V-8"
2
2'-11"
3
2'-11"
32
1 0.112
10.318
1.738
0.180
0.243
48"
3'-0"
2'-2"
5'-0"
5'-9"
2'-0"
3'-2"
4
2'-3"
3
2'-11"
3
2'-11"
35
0.145
0.352
2.052
0.235
0.317
54"
3'-0"
2'-2"
5'-7"
6'-3"
2'-7"
3'-2"
4
2'-10"
5
2'-11"
3
2'-11"1
41
1 0.180
10.386
1 2.387
1 0.297
1 0.401
846. OIJ I
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iEET 1 OF 1
848.01
SECTION Y-Y
RISER HT.
VARIES _
o - -
0 6„
0 P.
�O
WHERE 30" TO 36" PIPE IS USED
RISER HT.
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
Y
SECTION X-X
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0" TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
TOP ELEVATION
o MI _
o -
6 0' �.
B
o
E-1
p.
p =
6„ o. C o 6„
a:
D �p
0
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°p
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T SECTION J-J
WHERE 30" TO 36" PIPE IS USED
SEE NOTE
oJ
J o � .I
of B
of Q
0
of
PLAN
/2 rr RAD. _6 ----2 0
'j 3" RAD
_ %8„ RAD
04
2'-6" CURB AND GUTTER
STEPS - STD. NO. 840.66
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840.02
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INSTALLED AT LEAST 2 FT ABOVE FINISH GRADE OR STANDARD MANHOLE
103/a'
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AT LEAST 1 FT ABOVE FLOOD STAGE. RING AND COVER
NOTE: NO ENCASEMENT REQUIRED FOR SPACE
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GREATER THAN 24" FOR SEWER LINES
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2. CHANGE IN DIRECTION OF THE CHANNEL SHALL NOT BE
to
DATE
NOTES:
EXCEED 90 DEGREES.
1. SEE DETAIL S-28 FOR TYPICAL INVERT.
3. SEE DETAIL S-24 FOR TYPICAL MANHOLE STRUCTURE.
EXISTING STORM PIPE
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NOTE:
1, PIPE SIZE FOR DROP TO EQUAL
INFL❑W SEWER PIPE SIZE.
331
2, FITTINGS FOR DROPS SHALL BE C-900
OR SCHEDULE 40 PVC.
DESIGNED BY
3, SAW —CUT OR DRILL ALL HOLES FOR
PIPE AND BOLTS. STANDARD MANHOLE
4, DROP —MANHOLE MANDATORY WHEN RING & COVER
•
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331
DIFFERENTIAL BETWEEN INVERTS IS
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SUPPORTS
12" MIN. 12" MIN,
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TYPICAL MANHOLE INVERT DETAIL S
TO SLOPE EXPANSION ANCHORS
NO SCALE 2 8
NOTE: UNIFORM STONE #57
1 EA. JOINT OF DUCTILE IRON PIPE SHALL BE CENTERED
90° BEND
UNDER STORM PIPE FOR ALL CROSSINGS.
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NOTE:
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1side EASEMENT SHALL BE PROVIDED FOR SERVICE
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3. SAW -CUT OR DRILL ALL HOLES FOR PIPE AND
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I RW CAST IRON VALVE BOX CONNECTION WHERE SERVICE CONNECTION IS PLACED
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5. SEE DETAIL S-28 FOR TYPICAL INVERT.
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a° ° ° ° ° d° °
NOTE:
" ° d RUBBER BOOT
1 EA. JOINT OF DUCTILE IRON PIPE SHALL BE CENTERED
UNDER WATER LINE FOR ALL CROSSINGS.
—
TYPICAL OUTSIDE DROP MANHOLE DETAIL S
TYPICAL SEWER SERVICE CONNECTION DETAIL S
JOB NO.
TYPICAL WATER LINE CROSSING
NO SCALE 2 6
NO SCALE 2 9
S
FOR SANITARY SEWER DETAIL
41015
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CONSOLIDATED TO CENTERLINE
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TYPE 2
• SCALE
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JOB EXCAVATED MATERIAL.
\\ \ SEWER LINE.
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TYPE 3
ALL PVC WATER
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C11.5
PRESSURE RELEASE HOLES
USE MIN. 4 EA. 3/8" ANCHOR
BOLTS TO SECURE FRAME TO MANHOLE
IN NON -TRAFFIC AREAS OR RAISED MANHOLES
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT. I
ABOVE TOP OF PIPE
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BEDDED PIPE = PIPE
O.D.
D/4
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MINIMUM STONE /
EMBEDMENT AS _ \�f D/8>_3"
INDICATED. GREATER IF JJ%%
REQUIRED BY MANUFACTURER
%2 PIPE
SHAPED STONE O.D.
STD. MANHOLE
TO PROVIDE BEARING 24" + O.D. MAX.
RING &COVER
ALONG ENTIRE LENGTH 12" + O.D. MIN.
LABELED
O O
OF PIPE BARREL SANITARY SEWER
"SANITARY SEWER"
(0'-8' DEPTH)
PIPE LAYING
CONDITION "A"
FRAME &COVER
FRAME &COVER
23.5"
HAND PLACED
1"
_
DENSELY COMPACTED -III _ _ _ _ _ _
BACKFILL TO 1 FT. III— — — — — — III
COVER
23.5"
ABOVE TOP OF PIPE � I I, = _ _—
PIPE —
FINISHED GRADE USE MIN. 4 EA. 3/8" ANCHOR
BOLTS TO SECURE FRAME TO MANHOLE
2„�
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BEDDED PIPE
— -O.D. D/2
D/8>_3"
1.5" MIN.
�
COVER
BASE COURSE BASE COURSE
EMBEDMENTOAS
_
FINISHED GRADE USE MIN. 4 EA. 3/8" ANCHOR
INDICATED. GREATER IF
STD. MANHOLE �
BOLTS TO SECURE FRAME TO MANHOLE
REQUIRED BY
MANUFACTURER
a
RING &COVER ° 6" MIN.
1.5" MIN.
%Z PIPE
° °
BASE COURSE BASE COURSE
SHAPED STONE O.D.
TO PROVIDE BEARING 24" + O.D. MAX.
12" + O.D. MIN.
_
a _
RAM-NEKALONG
° STD. MANHOLE
RING &COVER 6" MIN.
ENTIRE LENGTH
OF PIPE BARREL
SANITARY SEWER
(<8'-16' DEPTH)
SEALANT
COMPACTED FILL COMPACTED FILL
�
— ° a , ° v —
I —I I—
PIPE LAYING
RAM-NEK III I I I
CONDITION "B"
FRAME NOTE:
SEALANT
COMPACTED FILL ° a COMPACTED FILL
CONCRETE ENCASEMENT SHALL ONLY BE
�
USED IN AREAS WHERE COVER IS TO BE FLUSH
` ^
WITH PAVEMENT OR CONCRETE. CONCRETE
ENCASEMENT SHALL NOT BE USED IN
SETTING LOCATION OF LOCKING BOLTS
FRAME
NON -TRAFFIC AREAS AND ABOVE GRADE
USE MIN. 4 EA. 3/8" ANCHOR BOLTS
INSTALLATIONS.
TYPICAL PIPE LAYING CONDITION DETAIL S
No SCALE 16
TYPICAL PRESSURE RELEASE
TYPICAL LOCKABLE MANHOLE
MANHOLE FRAME 8c COVER DETAIL rs
FRAME 8c COVER DETAIL S
NO SCALE 2 O
NO SCALE 2 2
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT.
� q
BUG
SCREEN
TYPE 316
stainless steel
ABOVE TOP OF PIPE � I-
—_
ci-�O�
4" HOT DIPPED GALVANIZED PIPE
BEDDED PIPE — -PIPE
11
I��I
VENT
- %/
FACTORY CAST IN PLACE BOLTED MANHOLE FINISHED GRADE
NOTE: GALVANIZED PIPE FLANGE FRAME &COVER VARIES
SHAPED SUBGRADE
VENT TOP TO BE 2' ABOVE 12" ABOVE MANHOLE TOP
TO PROVIDE BEARING
100 YEAR FLOOD ELEV.
ALONG ENTIRE LENGTH
OF PIPE BARREL %2 PIPE
'
O.D. 24" + O.D. MAX.
12" + O.D. MIN.
SANITARY SEWER
(DUCTILE IRON ONLY)
(0'-16' DEPTH)
FRAME &COVER
PIPE LAYING
CONDITION "C"
23.5" �
4" HOT DIPPED GALVANIZED PIPE
� FLAT TOP MANHOLE
2"
1"
STD. MANHOLE
HAND PLACED _ _ _
COVER
FRAME &COVER
DENSELY COMPACTED _
BACKFILL TO 1 FT. _ — — — — — I � I
ABOVE TOP OF PIPE � I I, = _
— — —
FINISHED GRADE USE MIN. 4 EA. 3/8" ANCHOR
BOLTS TO SECURE FRAME TO MANHOLE
BEDDED PIPE PIPE
— - O.D� D/2
1.5" MIN.
FACTORY CAST IN PLACE FINISHED GRADE VARIES
MINIMUM STONE D/8>_3"
EMBEDMENT AS
BASE COURSE � BASE COURSE
STD. MANHOLE �
GALVANIZED PIPE FLANGE
12" ABOVE MANHOLE TOP
INDICATED. GREATER IF
° RING &COVER 6" MIN.
REQUIRED BY
MANUFACTURER � PIPE
SHAPED STONE O.D.
< ° m
° °
—
I I I I I I-1 l RAM-NEK a I I I I I I I I I I I
TO PROVIDE BEARING 24" + O.D. MAX.
a°
SEALANT
ALONG ENTIRE LENGTH 12" + O.D. MIN.
COMPACTED FILL
OF PIPE BARREL
COMPACTED FILL e G
\ �.
SANITARY SEWER
a
(DUCTILE IRON ONLY)
(>16' DEPTH)
NOTE:
PIPE LAYING
FRAME CONCRETE ENCASEMENT SHALL ONLY BE
CONE TOP MANHOLE
CONDITION "D„
USED IN AREAS WHERE COVER IS TO BE FLUSH
WITH PAVEMENT OR CONCRETE. CONCRETE
ENCASEMENT SHALL NOT BE USED IN
NON -TRAFFIC AREAS AND ABOVE GRADE
INSTALLATIONS.
TYPICAL PIPE LAYING CONDITION DETAIL S
TYPICAL STANDARD MANHOLE
FRAME 8c COVER DETAIL S
TYPICAL VENTED MANHOLE DETAIL S
No SCALE 23
NO SCALE � 7
NO SCALE 21
L_

MAXIMUM PIPE SPAN
SEE ATTACHED TABLE
3/4" STAINLESS STEEL
ANCHOR BOLTS & STRAPS.
/--- STEEL CASING PIPE
CREEK
CHANNEL -
ALLOWABLE SPANS FOR STEEL CASING PIPE
CARRIER
PIPE, DIP
DIAMETER
(IN.)
CASING
PIPE, STEEL
DIAMETER
(IN.)
MINIMUM
CASING PIPE
WALL THICKNESS
(IN.)
ALLOWABLE
SPAN
(FT.)
6
14
0.3750
40
8
16
0.3750
45
10
18
0.3750
50
12
20
0.3750
50
14
24
0.3750
55
16
26
0.3750
55
18
30
0.3750
60
20
32
0.3750
60
24
36
0.4375
65
30
42
0.4375
65
36
48
0.500
65
42
56
0.5000
65
NOTES:
MANHOLE, TYP
-DIP CARRIER PIPE WITH
RESTRAINED JOINT FITTINGS
BETWEEN MANHOLES
SUPPORT PIER
SEE S1.0 & S1.1
1. STEEL PIPE SHALL BE EITHER SPIRAL WELDED OR SMOOTH WALL SEAMLESS WITH A MINIMUM YIELD
STRENGTH OF 35,000 PSI. PAINTING AND LINING SHALL BE AS REQUIRED BY HARNETT COUNTY PUBLIC
UTILITIES.
2. DUCTILE IRON PIPE SHALL BE SUPPORTED WITH TWO SPIDERS AT EVERY JOINT WITHIN THE CASING PIPE
USING APPROVED PIPE ALIGNMENT GUIDE. ALL JOINTS SHALL BE RESTRAINED JOINT.
EXISTING GRADE
MANHO
DIP CARRIER PIE\LE STEEL CASING PIPE
PIPE ALIGNMENT GUIDE
LOCATED
P-JOINT
II
TYP. PIPE JOINT '
(SEE AERIAL PIPE
CROSSING NOTE #2)
NON -SHRINK GROUT PLUG
(OR LINK -SEAL OR
APPROVED EQUAL)
CASING PIPE DETAIL
AERIAL PIPE CROSSING GENERAL NOTES:
EXPANSION JOINT (SEE AERIAL
PIPE CROSSING NOTE #9)
3/4" STAINLESS STEEL "
ANCHOR BOLTS & STRAPS
1. ALL MATERIALS UTILIZED ON THESE DETAIL SHEETS SHALL CONFORM TO THE APPROPRIATE
SECTIONS OF THE HARNETT COUNTY PUBLIC UTILITIES STANDARDS AND SPECIFICATIONS
UNLESS NOTED OTHERWISE HEREIN.
2. RESTRAINED JOINT PIPE AND FITTINGS SHALL CONSIST OF BOLTED RETAINER RINGS AND
WELDED RETAINER BARS OR BOLTLESS TYPE WHICH INCLUDE DUCTILE IRON LOCKING
SEGMENTS AND RUBBER RETAINERS. BOLTS FOR RESTRAINED JOINTS (IF APPLICABLE)
SHALL CONFORM TO ANSI B18.2. RESTRAINED PIPE AND FITTINGS SHALL BE FLEX -RING OR
LOK-RING TYPE JOINTS AS MANUFACTURED BY AMERICAN CAST IRON PIPE CO.; TR FLEX AS
MANUFACTURED BY US PIPE, SUPER -LOCK AS MANUFACTURED BY CLOW, BOLT-LOK OR
SNAP-LOK AS MANUFACTURED BY GRIFFIN PIPE PRODUCTS, OR EQUAL.
3. CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
NOMINAL SLUMP = 4 INCHES
WATER/CEMENTITOUS MATERIALS RATIO = 0.45 (MAX)
AIR CONTENT = 6% * 1.5%
4. CONCRETE SHALL BE COMPOSED OF CEMENT, WATER, COARSE AGGREGATES, FINE
AGGREGATES AND AIR. CEMENT SHALL BE TYPE 1/II OR II IN ACCORDANCE WITH ASTM C-150.
MATERIAL REQUIREMENTS FOR ALL FINE AND COARSE AGGREGATES SHALL CONFORM TO
ASTM C-33. COARSE AGGREGATE SHALL BE SIZE No. 57 OR 67. AN APPROVED CLASS 'F' FLY
ASH MAY BE SUBSTITUTED FOR AN EQUAL AMOUNT OF CEMENT BY WEIGHT UP TO 25%.
5. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4".
6. CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL
BE PLACED IN ACCORDANCE WITH "RECOMMENDED PRACTICE FOR PLACING REINFORCING
BARS" (LATEST EDITION) AS PUBLISHED BY THE CONCRETE REINFORCING INSTITUTE.
SPLICES SHALL BE CLASS 'B' CONFORMING TO THE PROVISIONS OF ACI 318 - "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE".
7. NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIZED, 100%
VIRGIN NEOPRENE, WITH DUROMETER HARDNESS = 50.
8. PILES SHALL BE STRUCTURAL STEEL HP12x53 PILES AND SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A36. PILES SHALL BE DRIVEN TO DEPTHS REQUIRED TO OBTAIN AN
ULTIMATE BEARING CAPACITY OF NOT LESS THAN TWO TIMES THE DESIGN LOADING OF 30
TONS. PILES SHALL PENETRATE A MINIMUM OF FIFTEEN FEET INTO UNDISTURBED SOIL. IN
DRIVING PILES, A METHOD APPROVED BY THE ENGINEER SHALL BE USED WHEREBY THE
HEAD OF THE PILE IS NOT DAMAGED. IF REQUESTED BY THE ENGINEER, PILES SHALL BE
TESTED TO DETERMINE THE ULTIMATE CAPACITY OF THE PILES. THE METHOD OF LOAD
TESTING SHALL CONFORM TO ASTM D1143 AND THE NORTH CAROLINA STATE BUILDING
CODE. WHERE PILES ARE EXPOSED, PILES SHALL BE PAINTED AND/OR COATED IN
ACCORDANCE WITH THE COUNTY SPECIFICATIONS.
9. EXPANSION JOINT TO BE INSTALLED AT EACH SIDE OF CROSSING. USE EX -TEND EXPANSION
AND CONTRACTION JOINT OR APPROVED EQUAL.
114"x3" STAINLESS STEEL STRAP
'ITH 1/4"x2 1/2" NEOPRENE PAD
DHERED TO STRAP
1/4"x6" NEOPRENE PAD
ADHERED TO SADDLE
;EE S1.0 & S1.1
CASING PIPE STRAP DETAIL
CARRIER PIPE-
3/8" STEEL PLATE, TYP
3/8"x4" STEEL
PLATE, TYP
5/8" 0 A325 BOLT
CASING PIPE
3/16 V 4
1" R ON ALL CORNERS
PIPE ALIGNMENT GUIDE
NON -SHRINK GROUT
BULKHEAD AT EACH
END OF CASING PIPE
(OR LINK -SEAL OR
APPROVED EQUAL)
STYROFOAM PLUG TO \
ASSIST GROUT PLACEMENT,
ALL AROUND
STEEL CASING �-­,
DIP CARRIER PIPE
SNUG FIT
3/4" 0 STAINLESS STEEL
ANCHOR BOLTS, ASTM
120° ,,�� A307 OR A36
SEE S1.0 & S1.1
NOTE: USE A MINIMUM OF 2 SPIDERS PER
JOINT PLACED ONE FOURTH OF THE PIPE
JOINT LENGTH IN FROM BOTH THE BELL AND
SPIGOT.
CV
FINISHED GRADE
8"
TURN DOWN ELBOW
WITH INSECT SCREEN
2" 0 GALV STEEL VENT,
TWO PER CASING, ONE
AT EACH END OF
CASING PIPE
PROVIDE PLASTIC SHEET
BOND -BREAKER BETWEEN
CARRIER PIPE AND GROUT,
ALL AROUND
NOTE: NON -SHRINK GROUT SHALL
PROVIDE 2" 0GALV STEEL DRAIN \�\ BE "EUCO-N-S" BY THE EUCLID
IN BULKHEAD AT LOW END CHEMICAL COMPANY; "MASTERFLOW
OF CASING PIPE AND 1/3 ��� /�\ 713" BY MASTER BUILDERS, OR
CU YD OF CRUSHED STONE /j ��j ��j ��\��j EQUAL.
AT DRAIN, WRAP STONE
WITH FILTER FABRIC
TYPICAL CASING PIPE PLUG
DI 90° BEND
(TYP OF 2)
DI PIPE
GRIP RING, BLOCKING,
AND RODS (TYP)
DI BYPASS PIPE
PLAN VIEW
36N36" ALUMINUM HATCH & ACCESS LADDER
FLANGED COUPLING ADAPTOR
PRESSURE GAUGE
(SEE NOTE #2)
VALVE BOX
GATE VALVE
FEXPE DI PIPE -
EXFILTRATION PIT
(APPROXIMATELY 1 C.Y. OF # 57
STONE) -
NEW 36"X36" ALUMINUM ACCESS
HATCH AND ACCESS LADDER
NEW 6'X6' CONCRETE VAULT
PRESSURE GAUGE
STRAINER
DI MJ TEE
(TYP OF 2)
GATE VALVE AND
VALVE BOX (TYP OF 3)
=ExPE DI PIPE
DI MJ TEE (TYP)
LINK SEAL (TYP.)
PIPE SUPPORT
AS REQUIRED
GROUT SLOPE FLOOR TO DRAIN
(SLOPE @ MIN 4" PER V-0")
#57 STONE
COMPACTED
SUBGRADE
PRV VAULT M-05
SCALE: NOT TO SCALE
NOTES:
1. PRESSURE REDUCING VALVE SHALL BE CLA-VAL MODEL 90-01 OR
APPROVED EQUAL.
2. PRESSURE REDUCING VALVE SHALL HAVE PRESSURE GAUGES ON
BOTH INLET AND OUTLET OF VALVE. CLA-VAL MODEL X141
PRESSURE GAUGE OR APPROVED EQUAL.
3. ALL PIPING OUTSIDE OF THE VAULT MUST HAVE GRIP RINGS,
BLOCKING, AND RODS.
4. PIPE SIZE PER PLAN.
5. PRESSURE SETTINGS:
• PRV 1: 57 PSI
• PRV 2: 53 PSI
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�L -Dr-F FRA / / ` \ STOCKPILE AREA NOTES•
\ JR $ EARS r '' / P1N�0653- 8-9847 /
- _ PIN: 54-5 \� / - -D 119�PC�0807 ( / r / - - \ \
0 \\ = _ _ DB 33 i 1 J ' _ _ P/N: 0653-59-60�5 / / / �- \ \ \ /
` - / SA/TH GER BPlYANT - \ \ \ / - \ \ \
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0 - - - - - - - - JII ( \- - , ' � \ - BAli;'i H MED& \ \ \\ 1 / REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
- - - - _ _ - I - SISSIAH ED \ \
p - - - - - - - ' / / l\ \ _ _ \ P/N. 3-59-8 61 \ l AND SEDIMENT BASIN SCHEDULES
2 - - _ - - - - / \ - - / l I \ )9B 338 G 047N \ I \ J /
\ -- -- // -- \ \r \ \ \ \ 1 I I �/
_ - \ r **NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
1\ � \ , - \ \ I 1
v - - - -__ \ - - -,\ \ \ \ / \ \ \ \ \ I \ I \ / / , IN DESIGNATED WETLAND AREAS.
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1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
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\ \ 2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
\ / /I 3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
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\ \ \ \
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I / / / PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
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4. MAXIMUM IMPERVIOUS AREA S UARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE
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1 / STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
r / I 5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
/ / -j//
/ / /I / SLOPE STABILIZATION REQUIREMENTS:
/ / I 3.1 AND FLATTER --GRASS
/ 3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
/ / 2:1 TO 1.5:1--RIP RAP
/ I STEEPER THAN 1.5 TO 1-RETAINING WALL
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
�.- 2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4. SEED AND STRAW APPROPRIATELY.
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL ." - (SECTION II.B(2)(b))
Call before you d t�
"A"
1. MAXIMUM SIDE SLOPES: 2:1. I
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD
BE KEYED IN AT THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE
PARTY MUST NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE
STOCKPILE IS IN USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH AN NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN
ON THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND
BASINS IMMEDIATELY AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ RALEIGH REGIONAL OFFICE TO OBTAIN A CERTIFICATE OF
COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER IF SHOWN AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS SEDIMENT TRAPS OR
OTHER APPROVED MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH
DENUDED AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE
NCDEQINSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY
RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSIPATERS, SHOULD
NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR. OBTAIN A
CERTIFICATE OF COMPLETION.
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DATE
0410912020
DRAWN BY
331
DESIGNED BY
331
CHECKED BY
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\ \ RIM LEV. = 332171' / / / / / / / / l
\ I 18" RCP INV. 14 = 32797' / / / / / / / 1 / / /
L RISE
OP ELEV. = 333.45\
(NO ACCESS)
POTHOLE#P005 I \
15" RCP IfV. 63' Il% OUT - 8.
TILE IRON WATER LI E \ ,32 /
TOP nF = 6. 8� TBn� , / / / , , / / / / / / / /
/ 5/B" CAPPED REBAR ET
TTIMMON� GROUP (PS #1
I N: 6399 4.33' / / / / / / / ' / / / I I I N/F
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p r I E: y2 55,504.03'
ELEV.: 331.95' / / , / / / 1 / I AIVDREVVS JOSEPH F \ 1 -
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1 / / y� / / / / 1 I Jl,' &I S�ARS SUE A
R11VIr 0054-50-9362 1 I \ \ \ \ 1 1 \ \
cqNC. _ / L / / / / / I I L I I DBE 3339 P 0209
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POTHOLELINE r Dl / /
7CE lRl�/d WtfTEf,' LIIJE I \ / / TOP ELEV. - 327.47
TOP OF PIPE - 32\1.12 \ (NO ACCES 8 FUJL)
DEPTH = `A27' \ I \ / \ I >
1 I \ 1 00'X 25' I I I \ \ \
\ EXISTING y I TEMPORARY
BUILDING L
CONSTRUCTION
EXISTING \ I _ _ - I l� 1 / ENTRANCEBUILDING
2" WATER LINE PER
POTHOLE #8(72 ( L i \ I I _ _ \ \ \ I \ \ \ \ \ \ \ \ \ I
/ / 7NOT FOUND BY TIMMO
'_E IRON WATER LI�{E / .
"OP OF PIPE = 320.15' \ \ / GRAVEL / /
DEPTH = 6.1b_ \
/ CB \ ' /W AND - \ \ 1 I \ \ \ \ \\ \ \
\ \ \\ \ \1 I 1
- RIM ELEV. = 326.25' \ \ \ \ \ \ \ I
18" RCP INV. IN �21.85' \ \ \ \ \ \ \ \ \ \ \ \ \ \ 1 \
l8" RCP INV. OUT = 321.40' -
CB \ \ `��� �;-// /,•\ ) I 1 \ \ \\ 1 \ \ \ \ \ `7 \ �\ \ \ \ /F \ \ \ N%F\ \ \ \ NOV \ 1 1
\ RIM ELEV. = 325. �9 \ \ > \ \ \ \ \ \ \ \ \
- - I I ^^ 18"RCP INV. IN = 321.5Sv1 \ 1
r I \`\ \18"RCPINV IN=320.92' l \ I \ / ' _ `� / 1 I 1 \ O \ \ \ \ M�TTtVWSBOBBYB \MATT WS BbB�YB \ \ \ MAT ?OBBkB 1
POTHOLE #803 ^
EIRONWATERLINE / / 1 J\ \ 18-R PINV.OUT=319.98' \ J I \ / \ \\ \ \ \ \ � \ \ \ \\ \ \& M�TTHEWS BETTY\S &MATTH BET7`Y\S \\ 8c\MAT7HEWS ETTV S 1 \
JP OF PIPE = 319„18' I / t / / r _ j \ \ \
0EPTIr 4.2C I ®' - DI - - _ \ �\ -� / / \ \ \ \ l \ �\ \ \ \ P/N: 065X69-�732 \ \ /N. 0654-6 -k543 \ PIN. 06153-69 7921 1 \
\ / TOP ELEV. = 322.51' r \ l > 1 \ \ C / _ / ^ \ I I 1 \ \ 1 \ \ �\ \ \
15"RCP INV OUT = 316105, L 1, e L � \ \ \ c � CONCRETE \ \ \ � \ \ � \ D$ 995E PG 03 \ �B 95� PG 66 1 I
EXISTING �_ T �L�1 i�-=�_�\ L� \ i' - WASHOUT STATION ` - I \ \ I I \\ I \\ \ DB 3 93 0018\ \ \ b \ \ \ \ \ 013 1 I \
/ EXISTING I\ / BUILD�G' \ \ � �� f / ~ }- - \ SILT FENCE \
/ /BUILDING \ / I I t / \ \ \ %� I - \ \ / - _ _ - - ` (TYP.) \ \ \ -
/ ` ^ _ _ _ / / ` I I oa \\ 1 \ \\ \\ \ 1 \ \ I , _ \ \\� \\\ \ i \ 11 I TOTAL DISTURBED AREA - 95.36 ACRES
TABEAKH MOHAMED i ) \ \ \ \ \ _ - ' / //I / I _ _ \ I \ \ \ \ \ �
( _ �A CB EXISTING / \ \ \ \ `� / L -I I ♦ ♦
I� \ I / /IBblLDING _ _ _ / Q ��+ �+�+ /� �/� ��/� _ ' / SILT FENCE OUTLET 11 / 1 \ \ \ \ 1 \ / \ \ / 1 1 I I I I \ \ \ I I I I I I I I I I I I I I ■ I\
11 ELEV. - 32 19' / & mtss/S / nLW199 / ♦ ♦
I I
P INV. IN = 318. 8' I
� 1/I1V. OUT^ A�� I I / Pl �6653-59-6655 _ _ _ / , (TYP.)
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18"RCPIN IN=31780'/ GRAVELSILT FENCE�/cB DRIVEWAY - - - ''' , - ' / , I �\ (TYP.)tIM gLEV. = �D.25' i I I / f __/ , / / /ODPl V. IN -3172 'll�V.- 315.7 ' INV.IOUT1315.60'
I IGRAE I l I I --�' / � _�'�� / / / 1 ►\ \..� \ / \ .. C \ \ \ \ � I / � / I I I / I I I \ \ ■
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PAVED/' P/N: 0653-59-8561 / l l 1 \ \ \ ;� \ 1 \ \ \ \ \ , I ,' r
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-------- --DB3385P60477 // / / 1/ \I \ �\ \\ R- \ \\ \ \ \\vl \ \ / I i I' I / / I 1 I I 1 \ \ \ \ \ \■ \
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N- 14.g8: \ I I AI _ / / 1 \ t \ \ l \ 1 I I 1 / I \ 1 \ \ \ \ \ ■ \
T = 14. 8' 1 I I / / lM EL V. - 318.73' - 1 \ \ \ \ 1 I /
I 18"R,jOPINV.IN=313.17'�
16" ACP 36" RCP INV. IN = 31 '86' \ \ \
IN 1314.�9' \ I "RCP INV. OUT = J12.61'
/ IIIII \I I 36 CP
v ! INv. GVJT = 312.57'
_ 1
I I III I I I 18" R6P
1 INV. 011/T = 1 \ i \ \ I ■
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INV.IN=1316.53'
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_ _ _ _ SM H\ROGEq BR WINP \ �\ I ■
II \I INV.}O-320.79' \ \ \ \ \ ' - - _ ` lN: 0 3-69= 203 \ \ ` \ �\ \ \+ \ \ I I 1 I \ I I \
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DRIVE
I I 18"RCP II \ T \ \ \ \ \ \ \ \ 1 \ \ \ \ I \ ' \ \ TEMPORARY \ \ \ \ \ \ ■ \ \
%l I INV. IN=321.38 � \ \ \ \ � �
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GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
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ALL OTHER AREAS
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WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION 11.13(2)(b))
STOCKPILE AREA NOTES:
1. MAXIMUM SIDE SLOPES: 2:1.
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS
SHOULD BE KEYED IN AT THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL
RESPONSIBLE PARTY MUST NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE
THE STOCKPILE IS IN USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A
LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES
AS SHOWN ON THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY
DIVERSIONS, BERMS AND BASINS IMMEDIATELY AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS
OR OTHER APPROVED MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED
AND MULCH DENUDED AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN
INSPECTION BY THE NCDEQ INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR
STABILIZE ANY RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY
DISSIPATERS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN
ALCOCK. OBTAIN A CERTIFICATE OF COMPLETION.
UTILITY CROSSING SEQUENCE
1. CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
2. SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY.
3. CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE DETAIL ON SHEET
C14.3.
4. DITCH WILL BE STABILIZED WITH RIP -RAP OR GEO-GRID IMMEDIATELY UPON SEWER COMPLETION
1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E. PIPES WILL BE
LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN STABILIZED.
4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE STRINGENTLY
ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
SLOPE STABILIZATION REQUIREMENTS:
3:1 AND FLATTER --GRASS
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
2:1 TO 1.5:1--RIP RAP
STEEPER THAN 1.5 TO 1-RETAINING WALL
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4. SEED AND STRAW APPROPRIATELY.
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
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SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
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SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION 11.13(2)(b))
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STOCKPILE AREA NOTES: NOTES:
1. MAXIMUM SIDE SLOPES: 2:1.
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS
SHOULD BE KEYED IN AT THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL
RESPONSIBLE PARTY MUST NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE
THE STOCKPILE IS IN USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A
LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES
AS SHOWN ON THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY
DIVERSIONS, BERMS AND BASINS IMMEDIATELY AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS
OR OTHER APPROVED MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED
AND MULCH DENUDED AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN
INSPECTION BY THE NCDEQ INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR
STABILIZE ANY RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY
DISSIPATERS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN
ALCOCK. OBTAIN A CERTIFICATE OF COMPLETION.
1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E. PIPES WILL BE
LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN STABILIZED.
4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE STRINGENTLY
ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
SLOPE STABILIZATION REQUIREMENTS:
3:1 AND FLATTER --GRASS
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
2:1 TO 1.5:1--RIP RAP
STEEPER THAN 1.5 TO 1-RETAINING WALL
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4. SEED AND STRAW APPROPRIATELY.
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
NAD 83
SCALE 1 "=60'
0 60' 120'
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
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TREE PROTECTION
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DIVERSION DITCH
DITCH REINFORCEMENT
INLET PROTECTION
SEDIMENT BASIN
POROUS BAFFLES
® SKIMMER
om* COIR WATTLE
_ RIPRAP CHECK DAM
CLEAN WATER DIVERSION
TOTAL DISTURBED AREA = 95.36 ACRES
REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
AND SEDIMENT BASIN SCHEDULES
**NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
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/ _ - - - �� / / I , l l I I ' I I , Ir �`/ , / ,' , / - - - _ \ \ \ \ ► \ \ \ \ \ \ \ \ \ \\ \\ \ \ \ \ I 1 ; / / I 1 I 1 I / / // / / , / ! - / CONCRETE -BEND
- \ \ I I \ \ \ \ I I ♦ \ \ I 1 I / / I / / WASHOUTATATION / / \ \�
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1SIL,ITFN0E
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� , / / / � / / / / / / / / / / , \ \ \ \ \ \ \ \ \ \ \ \ I 1 I 1 EEIUTI(_ITIt C OSS G \ \ \ \ \ I / OR/NAG C350 AT
\ \ \ \ \ \ 1 1 1 / I 11 1
' / / / / ' ' ' / 1 II STRE M R(;SSINGAN / N1 P 1 i / QEND /
/ \ \ \\ \ \\ \\ 1 1 1 1 I 1 1EQNENFE �ELW A D ` TEMPORARY ST CK l \ / '
1 I
///� / / / / / �z95 _ _ / / / / / / / / / % / / / \ _ _ \ \ \ \ \ , \ \ ` \ \10 L� OF F,tIPAAP \ \ 1 1 1 1 \ \ \ I 1 I 1 \ \ S�QU�N � OtJ C14\.� \/ IPILE AREA
QR NAG C350 AT \ 1 1 1 \ I I I \ \ IL+ FENCE bUTLK_T \ I COI WATTLE 4v/ PAM /
\ \ 1 I 1 I /
END (Ty I')
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SKIMMER SEDijvIENT BA \
SIN #3 \ \ t. \\ \ \\ \ �♦ r 1 1
a \ \ \ \ ♦ \ / , / / 30 L OF/RIPR//\P 0�2 \ I 1 1 \ I I 1
\ \ \ BOTTOM ELEV 288.00 \ \ \
\ \ �' \ \ \ ♦ / ` / / , / / , NA C050 AT BEND I I l N / I I
BERM LEV 293.00 \ \ \ 'IN 290.00
6' WEIR ELEV 292.00 � \ \ \ \ �\ ` \W� STONE
VDP
\
TEMPORARY`Q„ ' \` ` \ \
■ / / \ \ \ \ \ \ \ \ \ \ w \ \ \ \ I 1 I I / 1 / \ \ \ \ \ \ SKIMMER W/ \ \ \ \ \ �� TEM RA
I 1 s 1 ORdFItE
■ / � \ 1 1 \ \ \ \ \ \ `�\� I C'O CE 1
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SKIMIv1ER SEDIMENT
I '/ ■/' -' ,' J \ \ \ \ \ \ `\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ BOTTOM ELEV 291.00 BERM ELEV 296.00 ��, / \ \ \ \ \ },
\ \ \ ♦ \ 1 I
I ■ / / _ WEIR EL€V 295.00
CV 9 / / \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ OO
7 \ \ \ I l l l
■�I
1 ■ l LEGEND
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40/ \\ \\ \ \ \\\ \ \ LOD LIMITS OF DISTURBANCE
X X XSILT FENCE
TREE PROTECTION
TIP FENCE
I 1 I / \ \ \ \ \ \ \ \ , ' TREE PROTECTION
1 1 11 1 // / �'' �'' / l 1 � O I l l / / \\ \ \\ \\ � � \ \--__\ \_-`--_�� // � TPSF
� 1 1 J O l l // `\ \\ \ \\ � �O �On \\ �\ \ � \ , / SILT FENCE
DID 1-A DID 11-13
v"�/ / / �� DIVERSION DITCH
DITCH REINFORCEMENT
�■ \ I 1\ \ \ \ \ \ \ \ ,' I I / , , / - - \ \ \ ` \ \ \ \ \ \ \ ` \ ' - , , / / INLET PROTECTION
\ I \ \
SEDIMENT BASIN
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GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.13(2)(b))
STOCKPILE AREA NOTES:
1. MAXIMUM SIDE SLOPES: 2:1.
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS
SHOULD BE KEYED IN AT THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL
RESPONSIBLE PARTY MUST NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE
THE STOCKPILE IS IN USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A
LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES
AS SHOWN ON THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY
DIVERSIONS, BERMS AND BASINS IMMEDIATELY AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS
OR OTHER APPROVED MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED
AND MULCH DENUDED AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN
INSPECTION BY THE NCDEQ INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR
STABILIZE ANY RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY
DISSIPATERS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN
ALCOCK. OBTAIN A CERTIFICATE OF COMPLETION.
UTILITY CROSSING SEQUENCE
1. CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
2. SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY.
3. CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE DETAIL ON SHEET
C14.3).
4. DITCH WILL BE STABILIZED WITH RIP -RAP OR GEO-GRID IMMEDIATELY UPON SEWER COMPLETION
1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E. PIPES WILL BE
LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN STABILIZED.
4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE STRINGENTLY
ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
SLOPE STABILIZATION REQUIREMENTS:
3:1 AND FLATTER --GRASS
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
2:1 TO 1.5:1--RIP RAP
STEEPER THAN 1.5 TO 1-RETAINING WALL
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4. SEED AND STRAW APPROPRIATELY.
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
NAD 83
weft
SCALE 1 "=60'
0 60' 120'
POROUS BAFFLES
SILT FENCE OUTLET
U SKIMMER
lomw* COIR WATTLE
_ RIPRAP CHECK DAM
CLEAN WATER DIVERSION
TOTAL DISTURBED AREA = 95.36 ACRES
REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
AND SEDIMENT BASIN SCHEDULES
NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
Know whaft below.
Call before you did
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NOTES:
1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E. PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH
BASIN AREAS AFTER SITE HAS BEEN STABILIZED.
4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO
PERPETUITY.
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
SLOPE STABILIZATION REQUIREMENTS:
3:1 AND FLATTER --GRASS
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
2:1 TO 1.5:1--RIP RAP
STEEPER THAN 1.5 TO 1-RETAINING WALL
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4. SEED AND STRAW APPROPRIATELY.
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
I STOCKPILE AREA NOTES:
1. MAXIMUM SIDE SLOPES: 2:1.
I 2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
I 3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
- \ \ \ - \ \ _ \ \ \ \ \ \ - - -\ \ \ \ \ \ - _ ♦ ` \ \ - 4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
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STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY
AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
- BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED
AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ
INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING
BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A
CERTIFICATE OF COMPLETION.
GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.13(2)(b))
NAD 83
SCALE 1 "=60'
0 60' 120'
UTILITY CROSSING SEQUENCE
1. CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
2. SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY.
3. CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE
DETAIL ON SHEET C14.3).
4. DITCH WILL BE STABILIZED WITH RIPRAP OR GEOGRID IMMEDIATELY UPON
SEWER COMPLETION
REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
AND SEDIMENT BASIN SCHEDULES
**NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
LEGEND
LOD LIMITS OF DISTURBANCE
)X- SILT FENCE
TP TREE PROTECTION
FENCE
TREE PROTECTION
TPSF
SILT FENCE
DID 1- �= D 1-B
DIVERSION DITCH
A
DITCH REINFORCEMENT
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INLET PROTECTION
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POROUS BAFFLES
t.--SILT FENCE OUTLET
-
113 SKIMMER
$On"* COIR WATTLE
_ RIPRAP CHECK DAM
CLEAN WATER DIVERSION
TOTAL DISTURBED AREA = 95.36 ACRES
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o \ \ ,' � �¢-- ` / / / ,' / // / // // I /-4- STOCKPILE AREA NOTES:
> - - 11 \ \ / / / / \ l / / / / , / / / _ l/ 1. MAXIMUM SIDE SLOPES: 2:1.
/ \ ✓ / / / / / ' " ° I /' / � / / / / / ) 2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
o \ / / / / / / / - I / 1 I // / / �/ / j /i 3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
0 I^\ - , , _ _ - - � / / , / / / -. i \ I / / / �/ 4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
- \ - - ' / / - - - z I / / / /
GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4A
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.13(2)(b))
3'
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STOCKPILE MAINTENANCE:
7-
0
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_ / / _ _ / �
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1.
SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
NOTES:
�
_ - � J 1' i/
/ ' ' ✓ l / / /
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
I
/ - - - - - / ' / / / / /
/
2.
IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
0
\
\ \ ' � - � � , // /'' /' - / / / / /
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
/'
/ � - - / ' / / / / /
-' ' / /
3.
THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
I
-1 _
_ - ' - _ - - ' / / / , / / // /
USE.
PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
o
// �'-�'
/ �
-
_ _ - ' / /' � /' � / / / / /",
4.
ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
STABILIZED.
_ _ / - - - ' � � -� �1 C / 11 � / / /' /I--,' /
I �J /
/
4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE
NAD 83
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CONSTRUCTION
SEQUENCE
STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
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5.(LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
/ / /
1
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1.
SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
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INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
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APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY
SLOPE STABILIZATION REQUIREMENTS:
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AFTER CONSTRUCTION.
3:1 AND FLATTER --GRASS
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CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
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BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
2:1 TO 1.5:1--RIP RAP
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5.
INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
STEEPER THAN 1.5 TO 1-RETAINING WALL
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MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
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STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED
gnaw what's below.
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7.
AREAS PER GROUND STABILIZATION TIME FRAMES.
WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ
SEDIMENT BASIN REMOVAL:
1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
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INSPECTOR.
2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
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IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
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BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED.
4. SEED AND STRAW APPROPRIATELY.
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WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A
5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
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TOTAL DISTURBED AREA = 95.36 ACRES -%_ _ — — \ \ \ , ' ,/ /' / s — .3i �\ / _ ��/ 1 ,\� �\ ` 1��1�����,°\_� 1 ';4 \�� . �``�\\\ \\\\I, II\�\\\— /, 11�,1 1�11 I I Ill I 1 I I I 1 I 1 \ \ \ \\ \
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STOCKPILE AREA NOTES
0 - - _ _ \ DB 33 0: ✓ ,��'" _ I P/N: 0653-59-60�5 / / / / 1 - - \ \ \ /
\ - / SA�TH GER BKYANT _ - _ - \ \ \ / / / - \ \ \
- - _ - y `�' - .- %- ' \ **�
\ ' , Pl . 0653ds-12L73� _ - _ - - \ - v / I I / // / \ \ \ \ \ \ / /
� - - _,_�:_- _ _—� r r ` sEE�wrc osswc- \ 15x7P� 322 - - `'- ` 1 \ I ! I . r / / / , - \ \ \ \ \\ / /
\ �� EOGEN°EaEE°wallo \ \ \ , / \ \ \ \ t
I 1 STREnM c OCEONNIF1
J II '1 sE° AkWI/t° - \ \ \ REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
- - - � \� " /
N - - - - - - - 11 ILT FENCELU BAJiH,Lj�HAMED \
- - - - - - - // t,�'v l SISSI AHAhQED \ \ I
o - - - - _ \ - - - _ / \ ` \ _ _ PIN: 3-59047 \ \ I \ , AND SEDIMENT BASIN SCHEDULES
`�\ , 1 BBB 338 G 047� /
a- - - -- ----- I\ I \/_-\\\ \ \ 1 I 1 �/
I\ \ - \ \ ` I NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
\__ --- -- r '\ \ I I
-o - - - - \�� - - - - - -,\ � \ � -� \ \\ \ \\ I , I \ /�,/ NOTES: IN DESIGNATED WETLAND AREAS.
�^
O \ - - \- -\� \ - \ A\ \ r ' \ \ \ \ \ \I I I \ / I I 1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
o - - ` - \ \ \\ - �11 � (\\ , \ °°RT
GT,idK \ I I I I I I 2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
N - - - - - -\ \ - - \ `Ii , 11 w' \ \ \ I I I I I I , / 3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
I - - \ \ \ \ - \ 11 \ \ \ \ - \ _ � - \ \\ 1 1 I I 1 \ \\ \ / r PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
� \ - \ 11 \ \ \ S \ < \ I 1 \ \ \ \ I // / STABILIZED.
o\ \ \ \ ✓ / \ \ 1 \ \ \ \ 1 4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE
\ `TEII�IRORARI, ti / I '�^ \ I I 1 1 \ \ \ l V STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
o - \ \ \ -CONSTRICTION \ ( I I 1 I 1 1 I \ \ \
� \ \ \ � j 1 I 1 �F I , \ \ \ \ I \ / / / 5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
� \ \ \ \ ENTRANCE 8 AK 1 - r/
N \ \ I ` I11 l \ X MEJ \ \\ \ 1 \ \1 III/ /
U)� \ A DREANRS JOYSN \ W \ 1 1 � /� HMED \ \ \ \ \ \ \ /
JR&AND SAN lE . l 6-V- 665�5 \ \ \ / ,� / SLOPE STABILIZATION REQUIREMENTS:
0 \ LANGDQC�[JJ / ` %zE, 2T L 85PG 77\ \ 1 I / / I 3.1 AND FLATTER --GRASS
PML' 0654-505094 ,N 1 TEMVOX, / / \ 1 1 ` a n
j " � OB�13Pc35P -�� \ \ GNCTNTNNOE Ip,I / I I 1 \ \ \ �� ' 3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
E p - , I -, \ a \ 3 �w , / , wwt \ \ / i 2:1 TO 1.5:1--RIP RAP
1, , \ -/ l \pm. /
� Jm ( ��m \ ` I \ /\ \ o ` _ \ �� \ , STEEPER THAN 1.5 TO 1-RETAINING WALL
I \
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1 1 -~
- -� -SC
a I
-- -- .
— m-/ ' -' - �_I
1
SEDIMENT
BASIN REMOVAL:
`-
Z
1.
REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
J)
�
I-- - � - J= '`' 1
11� ' (\
- - 2.
REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
S
,. . a, I
I . . . ' I , , n -4.�
s ,
3.
USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
4.
SEED AND STRAW APPROPRIATELY.
r',
5.
INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
`1L
GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION 11.13(2)(b))
1. MAXIMUM SIDE SLOPES: 2:1. N: Cal 'b �'. you did
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY
AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED
AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ
INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING
BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A
CERTIFICATE OF COMPLETION.
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I_ RIMfLEV.=332.71'
18" RCP INV. /4 = 327.97' , / / / / / / 1 / / / / / / / / I , ► I I I I \
RCP INV/OUT = 32779
DI RISEN ' / /
OP ELEV. = 333.45\ \I / , ' / / / / / / / / / / l / 1 I I I I I I 1 \ \ \ \
(NO ACCESS) \ \ \/ /
DI
POTHOLE #V05
TILE IR \ $" RCP IIyV. OUT = � .63'
TOP nFPJ2E = 6.58� _ T8� / /
DEPTH�\5� .89. 5/B" CAPPED REBAR ET
\ \ ,TIMMON GROUP S #1
1 W I I N. 639,.974.33' / ' /' N/F I \ 1 1 1 I \ \ \ \ \\ \ \ \ \ E: yA 55,504.03' / / / / / / / / / / I I I 1 \ I 1 I \ \ \ \ \ \ \
- - - - O ELEV.: 331.95'
ANDREWS JOSEPH F
A) &' S�ARS SUE A
- - - - 1 3 I - \ \ � I / / / / / / / ► I I k/4 0054-50-9362 \ \ \ \ \ 1 \ \ \ \\ \ \ t \ 1 \ \
-\-.0 Nc. � / 1 / ,' / /' / / I � I I I I f �
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t
I�fJId-POTHOLE#Ak94 DI
I /i r �\ `\1 / / / ' / ' 1 I I I 1
,CE,bVA-iEi�LlA1E i / f \
\ 1 \ \ \
TOP OF PIPE = 3A.12' \ (NO ACCESS- B7CIX FU \
DEPTH=,A27'
\ EXISTING
BUILDING -I Z A�� I \ / 1 L l I--= --�I- > �/ - --I \----------✓/ \\ \\ \ \ \ \ \ \ \ \ \ \ \ \ 1 I I \
EXl T11yG \ I _ _ Z, c:O
BUILDING \ I I \ / L ` - / > Z1
I 2"WATER LINz
POTHOLE#8�2
E IRON WATER LIE
OP OF PIPE = 320. 13 \ \ I \ \ \ \ \ \ \ \ \ \ \
DEPTH = 6.1f\_
\ \ `N,CB
\ ` 1
_ / WETLANDS \ \ \ \ 1 1
- RIM ELEV. 326.25' I i / _ \ \ \ \ \ \ \ \ I
18" RCP INV. IN V I.85' I r
18"RCP INV. OUT = 321.40' \ \ \ \ \\
\ 1
CB \ / \ I \ \ \ \ /\/ 1
' \ 1 RIM ELEV. = 325. � _ / I \ N/F \ ME, / \ \
/ / \ _ / \ / / \ o \ \ \ ` M� TTl%WT� BOBBY B MA TT WS B�B�Y B \ MA T\l",kIEWS OBB �' B 1
[ 18"RCP INV. IN = 321.55v
POTHOLE#803 I I \18"RCP INV.lN=320.92' \ I / / 1 \ \ \ \ \ \ \ ` I
E IRON WATER LINE v / 1 J` \ 18-RCP INV. OUT = 319.98' \ ) I } \ L / \ \ \ \ \ \ \ \& M�TTHEWS BETTY\S &. MA TTH BETTY S \ \ &\MA T7\HEWS ETT�' S 1 \
P OF PIPE = 319-48' I I / / / \ r / \ \ T \ \ \ ` \ \ \ \
�EP7/T 4.2C I DI \ '� r--� > 1 _ _ - \\ _ _ CONCRETE / \ 11 \ \� m \ \ \ P/N: 0653�69-�`7\32 \ /N: 0654-6 -543 \ \ PIN: 06t53-69 7921 1
Y�59E V�$2�51 ` \ l 1 Z I \ \ \ \
-1 R£ IN\v. Q[Ji�= 05' L ` \ ` \ \ ' WASHOSJI''STATION \ 0 \ \ \ 1 I
EXISTING -'� , DB 3193 �C 001'8 D$ 995E PG 0361� \ \ \ \ �B 95� PG 01366 I I
- _
/exISTING \ I, I BUILDI \ \ \ \ ` _ -, , \� <Ar
BUILDING / \ 1 \ 0 \ \
l I TABEAKH MOHAMED i 0 ;\ _- I f I\\\ \ Lo \ I I > I I
1 c6 `� / EXISTING` _ Q e�+rc'e+e+ �uAeC� \c� \ \�' RIM ELEV. = 32 19' / / 8( 7LDING - , & /I/%/ J J /�7 �7 / AEUI�rED , / / U) m \ \ \ \ , / ��
PP INV. IN=318.�8' I I, I / - - l � I i l Pfi\ \ mz -I 1 1 IVLET/
l41V. OUTr A58PROTECTION
V OU316
1
L
LEGEND
LOD
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
TP
FENCE
TREE PROTECTION
TPSF
SILT FENCE
DD 1- �= D 1-13
DIVERSION DITCH
A
DITCH REINFORCEMENT
®
INLET PROTECTION
0
SEDIMENT BASIN
POROUS BAFFLES
SILT FENCE OUTLET
SKIMMER
000011111,
COIR WATTLE
_
RIPRAP CHECK DAM
00
CLEAN WATER DIVERSION
SLOPE REINFORCEMENT
TOTAL DISTURBED AREA = 95.36 ACRES
M I ` I �Exi mTG� /B,�_--_--- _- (TYP.)
ByLDING 338P� 94� -- RAVEL _ __ I I c i I i I ■
I 18" RCP
IN IN = 317 80'/ J a / I GRAVEL - ' / _ _ - - - - - _ - - / / / 1 _ \ ` \ I \ < ' % / -,
�I DRIVEWAY - - - ' /,' FES 607 , I \
5
a I I 1 - cn U, cn cn l o
/ \
CP l V. 1N�3172 ' I / 1 i / m m m ; �
PINV.IN-315.7' / - -
INV.IOUT 1 315.60' I - / - / K z --I
�lGRAt�gIY I I I / / / / - F / / / m C) m 1 / 1 \\ 1 -=-
TABBA-KH MOHAMED &� �, Fri
r- Y 1 \ / I / / / ► 1
MISSISSIAHMEO' / N z 0 0 A STREAM
i / ; c, > � 1 \ \ - CROSSING #1
>- 1 I r J \
PAVED/ / ,' - • PIN.• .0653-59-8561 / W z z , \ \ 1 \ _ \ 1 \ \ \ \ / r
I I I I'Cr 1 I LOfi / / ' - - / 1 , �\ \ (n I
W' ///_- -D"B3385P�`i0477
/ / / / 1 \ 1 I
=b19. 6' 11I \ 1 / ♦ \ \ VELOCITY \ I I I I I I ( I
C � _ , � _ , // ♦ 111 \\ DISSIPATER PAYS m
IN - 14.,?8'/M ELF,V.� 318.73' TYP,4 / \
T= LL14.11Ic I I \ ,/ 18"RCP INV. IN=313.17'� (
36"RCP - / \ 36" RCP INV. IN = 31-.86'
1N 1314.59' \ I "RCP INV. OUT = 3112.61'
/ Y� III \ I / ► ' _ _ - _ _ J /
�\FES600`
� 36 CP
/ IN312.57'
rl L -� \
I \ III I / M I I � \ � ` \ \ \ \ 1 \ / \ � / ♦ \\ I _ -� I \ _ \ \ � I I \ I 1 � I / 1 ,gin � \ 1->�
LOD L � \ \ \ � \ \ / \ / ♦ f \ / ♦ L-J \ � \ \ I I \ 1 I ' / I 1 I I _ _
\ I III 18" R6P \ \ \ \ \
/ 1 1 III I I I I INV.OdIT 12. /% \ \\ \ \ \ \ \ \ \ \\ I I l/ ♦ \rl ♦ \\ 1 \\/ � f \\ \ \\ \ � \\ I I 1 \ // , ��
/ / I I I I Ids I `\ �ONC. \ \ \ ` � \ - \C12
I I / IIIII \ I I 18" RCP3' \
I I l INV. IN =1316.5: \ \ \ \ \ \ \ \\\ I
,
\
LIF
I
SM�\ROGEgBRWINI`\ \\ \\ It
\ \
I I \ I 320.79' \ \ \ ` \ \ \ \ \ \ \ - - _ _ \ -,PIN: 06,53-69-1203
Dg 1527 �G 0322
' I1 18"RCP DRIVEWi4�
IN = 613 .s
I 1✓
UTILITY CROSSING SEQUENCE
1. CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
1�
�� to
� 1Y10
.�
� Z. SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY STOCKPILE AREA NOTES
a 3. CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE
o DETAIL ON SHEET C14.3).
00 4. DITCH WILL BE STABILIZED WITH RIPRAP OR GEOGRID IMMEDIATELY UPON
0 SEWER COMPLETION
0
0
�I NOTES:
a�
0
a_I 1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING
-
2.
ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3
3.
SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
oPIPES
WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
STABILIZED.
w
4.
MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE
N
STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY.
5
5.
(LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
I
Ln
0
SLOPE STABILIZATION REQUIREMENTS:
3:1 AND FLATTER --GRASS
3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
s 2:1 TO 1.5:1--RIP RAP
i STEEPER THAN 1.5 TO 1-RETAINING WALL
'01 SEDIMENT BASIN REMOVAL
`0 1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ
LI 2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
00 3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
aI 4. SEED AND STRAW APPROPRIATELY.
0 5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
LO
O
GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.13(2)(b))
I
I
I (
1 I I
I I I \ I
I, I
e1./!o�... � -- •via,
1. MAXIMUM SIDE SLOPES: 2:1.
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY
AFTER CONSTRUCTION.
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED
AREAS PER GROUND STABILIZATION TIME FRAMES.
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ
INSPECTOR.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING
BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED.
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A
CERTIFICATE OF COMPLETION.
SCALE 1 "=60'
NOR
0 60' 120'
REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
AND SEDIMENT BASIN SCHEDULES
NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
IN DESIGNATED WETLAND AREAS.
� Knowwhat's bBIOW.
� X. Call before you dig
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0410912020
DRAWN BY
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DESIGNED BY
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CHECKED BY
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SCALE
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CONSTRUCTION SEQUENCE STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY. TOTAL DISTURBED AREA - 9J.36 ACRES U
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE. - w
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY SLOPE STABILIZATION REQUIREMENTS: AND SEDIMENT BASIN SCHEDULES
AFTER CONSTRUCTION. 3:1 AND FLATTER --GRASS
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE. 3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES) NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE. 2:1 TO 1.5:1--RIP RAP IN DESIGNATED WETLAND AREAS.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED STEEPER THAN 1.5 TO 1-RETAINING WALL
MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED NAD 83
AREAS PER GROUND STABILIZATION TIME FRAMES. SEDIMENT BASIN REMOVAL: mow whatps below. -
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ 1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
INSPECTOR. 2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL. call before you did JOB NO.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING 3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION. SCALE 1"=60'
BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED. 4. SEED AND STRAW APPROPRIATELY. 41015
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A 5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
CERTIFICATE OF COMPLETION. 0 60' 120' SHEET NO.
C13.2
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TIME FRAME
FRAME EXCEPTIONS
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7 DAYS
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AND SLOPES
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7 DAYS
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* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
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COMPLIANCE IMPRACTICAL." - (SECTION II.B(2)(b))
1. MAXIMUM SIDE SLOPES: 2:1.
2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
STOCKPILE MAINTENANCE:
1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT NOTES:
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST 1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE. 2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN 3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
USE. PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL). STABILIZED.
4 MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE
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GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2:1 14 DAYS ARE ALLOWED
SLOPES 3:1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.B(2)(b))
1.
CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
1.
MAXIMUM SIDE SLOPES: 2:1.
2.
SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY.
2.
MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3.
CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE
3.
ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
DETAIL ON C12.13).
4.
STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
4.
DITCH WILL BE STABILIZED WITH RIPRAP OR GEOGRID IMMEDIATELY UPON
SEWER COMPLETION
STOCKPILE MAINTENANCE:
1.
SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
NOTES:
THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
2.
IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
1.
AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
2.
ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
3.
THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
3.
SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E.
USE.
PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH BASIN AREAS AFTER SITE HAS BEEN
4.
ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
STABILIZED.
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4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE 0
CONSTRUCTION SEQUENCE STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO PERPETUITY. TOTAL DISTURBED AREA - 9J.36 ACRES
5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE. - w
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE REFER TO SHEET C14.2 FOR THE DIVERSION DITCH
APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY SLOPE STABILIZATION REQUIREMENTS: AND SEDIMENT BASIN SCHEDULES
AFTER CONSTRUCTION. 3:1 AND FLATTER --GRASS
3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE. 3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES) NO UNPERMITTED DISTURBANCE WILL BE ALLOWED
4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE. 2:1 TO 1.5:1--RIP RAP IN DESIGNATED WETLAND AREAS.
5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED STEEPER THAN 1.5 TO 1-RETAINING WALL
MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED NAD 83
AREAS PER GROUND STABILIZATION TIME FRAMES. SEDIMENT BASIN REMOVAL: gnaw what's below. -
7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ 1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
INSPECTOR. 2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL. Call before you did JOB N0.
8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING 3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION. SCALE 1"=60'
BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED. 4. SEED AND STRAW APPROPRIATELY. 41015
9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A 5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED. I NOR
C'FRTIFIC'ATF C)F C' NAPI FTInN 0 60' 120' SHEET NO.
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_ _ _ _ _ , UTILITY CROSSING SEQUENCE NOTES:
-- - - -- --
_ _ _ _ _ _ _ _ / / 1. CONTRACTOR TO REMOVE SILT FENCE TEMPORARILY TO INSTALL SEWER.
- - - - - - - /. 2. SILT FENCE WILL BE INSTALLED BACK AT THE END OF EACH WORK DAY. 1. AREAS WILL BE STABILIZED PER THE GROUND STABILIZATION CHART AFTER ANY GRADING.
3. CONTRACTOR TO USE A TEMPORARY STREAM CROSSING IF NECESSARY (SEE 2. ALL BASINS SHOULD BE CLEANED AFTER ANY RAIN EVENT THAT EXCEEDS 1" IN 24 HOURS.
_ _� _ .� _ _ _ , _ _ _ _ _ _ - _ _ _ _ _ _ / DETAIL ON SHEET C14.3). 3. SEDIMENT BASINS WILL BE INSTALLED WHERE STORM DRAINAGE PIPE IS LOCATED. I.E. PIPES WILL BE LEFT SHORT AND EXTENDED THROUGH
_ _ , _ ` ` _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 4. DITCH WILL BE STABILIZED WITH RIPRAP OR GEOGRID IMMEDIATELY UPON BASIN AREAS AFTER SITE HAS BEEN STABILIZED.
-
_ _ _ _ _ _ - _ _ _ _ _ _ _ SEWER COMPLETION 4. MAXIMUM IMPERVIOUS AREA SQUARE FOOTAGE ON EACH INDIVIDUAL LOT WILL BE STRINGENTLY ENFORCED WITH NO EXCEPTIONS INTO
PERPETUITY.
-
-- - - - - --
_ _ - - - , 5. (LOD) INDICATES THE LIMITS OF ULTIMATE DISTURBANCE FOR WOODGROVE.
\ \ _ - _ - _ �� % // / /� // /� / 3 SLOPE STABILIZATION REQUIREMENTS:
/ ♦ _ 1 \� \ /� / / // // / 3:1 AND FLATTER --GRASS
_ ♦ ��� _ _ ool
\ ♦ �/ // I 3:1 TO 2:1 SLOPE --ADAPTIVE PLANTS (SHRUBS AND VINES)
L / -- - -- /' �/ �/ - �/ \_ r '~_ -'- _ -- // /// /i// / / / i/ // / I 2.1 TO1.5:1--RIP RAP
/ / / / /� STEEPER THAN 1.5 TO 1-RETAINING WALL
00
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_ \V � _ � � / / / / � � � / � I I SEDIMENT BASIN REMOVAL:
\' I / / /' j \ // ^ \ 1. REMOVE BASINS ONLY AFTER SITE IS STABILIZED AND WITH PERMISSION FROM NCDEQ.
♦ \ \ \ - _ - - - - \ \ / ��•���-��- / ' 2. REMOVE TARP AND ALL NON DIRT AND/OR ROCK MATERIAL.
3. USE BACKHOE TO FILL IN AND LEVEL BACK TO NATURAL GROUND ELEVATION.
RAISE AND ADJUST \ _ �- 4. SEED AND STRAW APPROPRIATELY.
DIVERSION DITCH AS NEEDED �� / / \\ / `�J \ \ \ 5. INSTALL CHANNELS AND EXTEND PIPE IF REQUIRED.
\ ♦ / \\ \ (TYP.) � � _ _� - \ �I/ �I/ �I/ ��� . / / \ I / < ` � , / / 1 \ ♦ // / // / - ^- - _-1 I \� STOCKPILE AREA NOTES:
\ \ _ _ - _ 1\ �/ �/ �/ �/ �/ �/ /�` ?` \\ I ; s\ I ♦� / // / \I r 1. MAXIMUM SIDE SLOPES: 2.1.
♦ �/ / / /�/ ' \ \III 2. MAXIMUM HEIGHT SHALL NOT EXCEED 35 FEET.
3. ENSURE STOCKPILE AREAS ARE SUFFICIENTLY STABILIZED TO MINIMIZE SEDIMENT RUNOFF.
\� v \ \ \ \ \ \ \ \ ��\ ♦ �'- •.� .♦ / j ' _ ' - - - �111 1 1 4. STOCKPILE AREAS SHALL BE KEPT WITHIN PROPOSED LIMITS SHOWN ON PLANS
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_ \ \ \ \ \ \ \ \ � / 1 It NC U;rL / i , -J J_ _ \ 1 STOCKPILE MAINTENANCE:
I I \BEND 6' I ' I 1. SEEDING OR COVERING OF PILES WITH TARPS OR MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED IN AT
1, \
1��1 I I I � I
\ D \ \ \ �\ \ \ \ \\ \\^\ ( P.T� �: 1 THE TOP OF THE SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
\3d`LFOF R`PRA \\\ \\ \ \ \ �- _ _ _ _\\ \ \ - - - \ \ \ 1 I I I I I 2. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS COMPLETE (BUILDERS, ETC), THE FINANCIAL RESPONSIBLE PARTY MUST
_T _ \\> - -----1-----}-j - ---
_ - _ - \ - - - - / _ _ -�� -7- -- � \ 1 I NOTIFY NCDEQ OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
BEN19 - \ \ \ \ \ %2�5yS2R�FICE- \ \ \LEI i \ ' - ' - - - - \ Ld I
3. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN
USE.
4. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE (WHERE PRACTICAL).
/' //'� �'� ----� �\\\\\\\ II IIII I I 1
_ _ A \ \\ \\ \ \ \ _ - / t \ \ CONSTRUCTION SEQUENCE
P��AREe �_ --- '-, \ \\ \\\\ \_��-- - ' // � 1 1 �I \ --
- \ \\\�\ \ � � \ \ III II IIII I
__ - \ \ \ \ 1 1 1 l / '� /✓ / // ✓ / / / \ \ \ I 1 I 1 - 1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ INSPECTOR AT 919-571-4718. OBTAIN A LAND -DISTURBING PERMIT.
/\ \1 \\ I 11 / - - / / // // / / //� _-'��� \ \ \ \ ,IIII III
1 _ - ` \ \ \ \ \ 1 I I I I I I I 1 1 I 1 \ \ 2. INSTALL GRAVEL CONSTRUCTION PAD, TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR OTHER MEASURES AS SHOWN ON THE
�SEE�tJ I[,-(y(55 �Nfd� / / _ _ \ \ \ \\ \ \ \ 11 III I III \ \ 1 \ \ I APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY DIVERSIONS, BERMS AND BASINS IMMEDIATELY
\ - -_ - - I / ►6121 / \ 1 11 1' I 1 I \ \\ \ \\ AFTER CONSTRUCTION.
` - - - - - - \� \ \ \ - - - _ \ \ I I I 1 / l / 1 1 �a MH/ / / g� F/Al�t} C5toy5slN / \ \ 1 \ 3. CALL 919-571-4718 FOR AN ONSITE INSPECTION BY THE NCDEQ INSPECTOR TO OBTAIN A CERTIFICATE OF COMPLIANCE.
}� - - - / /� U N E N 14.� / / \ \ \ \ 1 1 1 1 \ SKI�VFME ��Q),M'EN�BASi \ / / / / / 1 1 11 // � / 4! )t Q \ \ 1 1 \
- I / � � � \ 4. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE.
Ibl ELEV 2.50-90- _ \ \ \ / / / /1 , / a / // / / / / / / / / \ \ \ \ \ \ 111 1 1 ►1 \ \ \ 5. INSTALL STORM SEWER, IF SHOWN, AND PROTECT INLETS WITH BLOCK AND GRAVEL INLET CONTROLS, SEDIMENT TRAPS OR OTHER APPROVED
��� 14ZW EbSV. 9.UO \ \ / / / / / / / / / 1// // / / / / / / / / / / / / - \ \ \ \ \ 1 \ \ 1 IIII,, \ \ \ \ \
\ \ MEASURES AS SHOWN ON THE PLAN. BEGIN CONSTRUCTION, BUILDING, ETC.
\ - - \ _ - \ \ - ow-c\ 1 / / / r / / / / / ► ► I 1 1 111 1► 1 \ \ \ \ 6. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH VEGETATION, PAVING, DITCH LININGS, ETC. SEED AND MULCH DENUDED
/
EINFOR(;E� AREAS PER GROUND STABILIZATION TIME FRAMES.
1 \ 7. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 919-571-4718 FOR AN INSPECTION BY THE NCDEQ
\SLNAES15Q /� // / / // / / �11112 / Ill / / / / / I I I I 11 \\ \ \ \
/ i / / / / A i / / / / / / / 1 I I I 1 11 11 \ \ \ V \ \ INSPECTOR.
CONVERT SEDIMENT / / 1 U.�O //r /, / / / / / / / / / I I I I I 1 1 1 \ \ \ \ \ \
- - - _ - / \ \ \ \ \ \ SKIM ERIB SI 7 S M!3 / / // / y$�l I 1, I I / // / / / / / / / / I I I I I I I \ \�� 8. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., AND SEED OUT OR STABILIZE ANY RESULTING
_ _ _ \ \ \ 1 ) BASIN TO SCM / / I I 1 1 \ \ \ I \
\ \ \ \ \ \ I 1 / / ♦ /,� I l I I / / / / / \ \ \ \ BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL DEVICES, SUCH AS VELOCITY DISSAPATORS, SHOULD NOW BE INSTALLED.
- _ - _ ■i _ - - - -� - � \ \ �\ \ 1 1 ' (TYP.) / / / / I 1 �\
H \ SCM FES #3 / / / / / / / / / I I I \ \ ` \ \ \ \ \ \ \ \ 9. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR A FINAL SITE INSPECTION BY THE NCDEQ INSPECTOR, ALAN ALCOCK. OBTAIN A
- ` �- - - - \ \ �N \ , , , ► I , // \ III '//I;�� - / / / , / / / , \ \ \ \!\\ \ \
�� \ 1 \ CERTIFICATE OF COMPLETION.
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GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW) ZONE
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER
7 DAYS
LENGTH AND ARE NOT STEEPER
THAN 3:1
THAN 2.1 14 DAYS ARE ALLOWED
SLOPES 3.1
7-DAYS FOR SLOPES GREATER
14 DAYS
OR FLATTER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
* "EXCEPTIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICAL." - (SECTION II.B(2)(b))
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0410912020
DRAWN BY
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DESIGNED BY
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JOB NO.
41015
SHEET NO.
C13.4
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8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
+IIN. 12-1/2 GA.
NTERMEDIATE
VIRES
GRADE
100' MIN.
BUT SUFFICIENT TO KEEP
SEDIMENT ON SITE
25' OR WIDTH OF
PROPOSED STREET,
WHICHEVER IS
GREATER.
NEW CONSTRUCTION
NOTES: 70' MIN. 30' MIN.
1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL. EXISTING ROADWAY
2. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED. 12" MIN.
5' STEEL POST
WOVEN WIRE
FABRIC
SILT FENCE GEOTEXTILE FABRIC
WARNING SIGN
o
M `"J
MIN. 10 GA.
LINE WIRES
co
4
MIN
GRADE
C)
CO
/
BACKFILL TRENCH AND
COMPACT THOROUGHLY
1-KUIN I V1LW
EXISTING
ROADWAY
2"-3" STONE TO BE USED
(SURGE STONE OR RAILROAD
BALLAST)
PLAN
3. SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS.
6" MIN.
.x\//\\//\\//\\/ \\//\1
4. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER 4011
\i\\\\� \\jR\
THEREAFTER.
2" LETTERS(TYP)
FABRIC UNDER STONE
5. FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS
I
ICROSS SECTION
THAN ONE SIGN PER PROTECTION AREA.
TREE PROTECTION AREA
MAINTENANCE
DO NOT ENTER
6. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
ZONA DE PROTECSION
N
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
7. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
PARA ARBOLES - NO ENTRE
2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
8. ADDITIONAL SIGNS MAY BE REQUIRED BY THE TOWN OF KNIGHTDALE INSPECTION
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS. WARNING SIGN DETAIL
NOTES:
9. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
1. ENTRANCE(S) SHALL BE LOCATED TO PROVIDE MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES.
10. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED 1/4 ACRE AND NEVER IN
2. TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS IS TO BE PROVIDED.
AREAS OF CONCENTRATED FLOW.
3. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR DIRECT FLOW OF MUD
11. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
ONTO STREETS. PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY. CONTRACTOR SHALL
MAINTAIN AS NECESSARY.
MAINTENANCE
4. ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD MUST BE CLEANED UP IMMEDIATELY.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
5. FREQUENT CHECKS OF THE ENTRANCE(S) AND TIMELY MAINTENANCE SHALL BE PROVIDED.
INEFFECTIVE, REPLACE IT PROMPTLY. 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
6. NOTES ARE APPLICABLE AT ALL POINTS OF INGRESS AND EGRESS UNTIL SITE IS STABILIZED.
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
7. SEE SECTION 6.06 OF "NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL"
BEEN PROPERLY STABILIZED.
FOR ADDITIONAL INFORMATION REGARDING MATERIALS, CONSTRUCTION AND SPECIFICATIONS.
STANDARD TEMPORARY SILT / TREE PROTECTION FENCE
TEMPORARY CONSTRUCTION ENTRANCE
DHOR NETTING
6" DEEP TRENCH
CHANNEL LINER
a- PAINTED
SEDIMENT CLEANOUT MARK
LADEN
01
3 RUNOFF
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'SUBGRADE
OVERFLOW
NOT TO SCALE
NOTES:
1. SEE SPECIFICATIONS FOR TEMP. LINING, RIPRAP
AND FILTER FABRIC REQUIREMENTS.
2. RIPRAP CHANNELS SHALL BE OVER -EXCAVATED
RIPRAP TO BE PLACED FLUSH WITH PROPOSED
CHANNEL GRADE.
3. PREPARE SOIL BEFORE INSTALLING MATS OR NETS,
INCLUDING APPLICATION OF LIME, FERTILIZER AND
SEED.
4. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING
THE NET OR MAT IN A 6" DEEP TRENCH. BACKFILL
AND COMPACT THE TRENCH AFTER STAPLING.
5. ROLL CENTER MAT OR NET IN DIRECTION OF WATER
FLOW ON BOTTOM OF CHANNEL.
6. PLACE MAT OR NET END OVER END (SHINGLE STYLE)
WITH A 6" OVERLAP. USE DOUBLE ROW OF
STAGGERED STAPLES 4" APART TO SECURE.
7. FULL LENGTH EDGE OF MAT OR NET AT TOP SIDE
SLOPES SHALL BE ANCHORED IN 6" DEEP TRENCH
AFTER STAPLING.
8. MATS OR NETS SHALL BE OVERLAPPED 4" OVER
THE CENTER BLANKET AND STAPLED.
9. THE TERMINAL END OF THE MAT OR NET MUST BE
ANCHORED IN A 6" DEEP TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING.
TYPICAL DITCH SECTIONS
NOT TO SCALE
BLOCK INLET WITH PLYWOOD
AND SANDBAGS AS NECESSARY
TO PREVENT WATER FROM ENTERING
REMOVE BRICKS ALONG BACK SIDE OF
BASIN TO ALLOW OVERFLOW TO ENTER
WIRE
SCREEN
SHOULDER
PROVIDE WEEP HOLES
FOR DEWATERING
#57 WASHED STONE
NOTES:
1. PROVIDE WEEP HOLES ALONG BOTTOM OF BACK SIDE
OF INLET FOR DEWATERING.
2. WIRE MESH OR HARDWARE CLOTH SHALL BE PLACED OVER
THE OUTSIDE VERTICAL FACE (WEBBING) OF THE BRICKS,
TO PREVENT STONE FROM BEING WASHED THROUGH THE
HOLES IN THE BRICKS.
3. #57 WASHED STONE SHALL BE PILED AGAINST THE WIRE.
4. MAINTAIN DEVICE AFTER EACH RAIN. REPLACE #57 WASHED STONE
IF IT CLOGS WITH SEDIMENT.
5. CONTRACTOR TO PAINT CLEANOUT MARK ON STRUCTURE
AT HALF CAPACITY ELEVATION. SILT IS TO BE REMOVED AND
TRAP REPAIRED EACH TIME IT REACHES THIS MARK.
6. WHERE CURB IS IN PLACE, PROVIDE A V WIDE OPENING IN CURB
OR USE A SANDBAG DAM TO FORCE WATER OVER THE CURB
AND INTO THE TRAP.
7. TRAP MAYBE PLACED BEHIND OR AT END OF INLET.
8. EXCAVATION AT INLET SHALL BE 241 X 10'W X 1.5'D MINIMUM.
(SIZED FOR 0.2 ACRE DRAINAGE AREA)
EXCAVATED INLET PROTECTION
NOT TO SCALE
1.F MIN. TRAP DEPTH
FABRIC
NOTCH AND FOLD
FABRIC OVER
HORIZONTAL POST
12" #57 WASHED
STONE
cl-Mi C111 T CCAI(`C
NOT TO SCALE
!`l111AA A!`TCfI Cllll � - -2'. I I
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EACH RAINFALL.
>
IMMEDIATELY REMOVE SEDIMENT 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 APPROPRIATELY STABILIZE
IT.
CONSTRUCTION SPECIFICATIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL
TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONABLE MATERIALS.
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.
TEMPORARY DIVERSION BERM/DITCH
NOT TO SCALE
NOT TO SCALE
L
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MIN. WIDTH OF TEMP. LINER 000(r0000 ° O 0 OO 0 Oo
00
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BOTTOM WIDTH
PLAN
(OUTLET TO FLAT AREA WITH NO WELL DEFINED CHANNEL)
GRASS -LINED CHANNEL
NTS
L
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KAIKI \A/Ir)TW r1G PIPRAP
2PRAP
-INING
N.
RIP RAP - LINED CHANNEL
NTS
STEEL POST
WOVEN WIRE FABRIC
HORIZONTAL POST
SILT FENCE FABRIC
�1
CLASS 'B' RIP RAP (TYP)
MAINTENANCE ELEVATION
1. INSPECT OUTLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE
OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW
FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR
UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE
STONE AS NEEDED.
REINFORCED SILT FENCE OUTLET
NOT TO SCALE
B
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(OUTLET TO WELL DEFINED CHANNEL)
OUTLET PROTECTION
NOT TO SCALE
TYPE STONE
0
o o°o ° ono �O0
op0 00 00 000
SECTION A -A
(AMOCO 2006
OR EQUIVALENT)
FILTER BLANKET
TYPE STONE
SECTION B-B FILTER BLANKET
(AMOCO 2006
NOTES: OR EQUIVALENT)
1. TOP OF RIP RAP AT DOWNSTREAM END OF APRON SHALL BE
FLUSH WITH NATURAL GRADE OF THE RECEIVING CHANNEL.
2. VEGETATE ALL DISTURBED AREAS WITH VEGETATION
IMMEDIATELY AFTER INSTALLATION.
3. SEE EROSION CONTROL PLAN FOR DIMENSIONS.
MAINTENANCE
1. 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.
Missing or invalid reference
File: KI\_CAD Standards\Details\NCD166 1 wrwrWA��ffw/WAS/ g fkEclf
Sheet: 1
NOT TO SCALE
Temporary Seeding
Recommendations for Late
Winter and Early Spring
Seeding mixture
Species Rate (Iblacre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains -Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont -Jan. 1 - May 1
Coastal Plain -Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Temporary Seeding
Recommendations for
Summer
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 Ib/acre-
Seeding dates
Mountains=May 15 -Aug. 15
Piedmont -May 1 -Aug. 15
Coastal Plain -Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Temporary Seeding
Recommendations for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains -Aug. 15 - Dec. 15
Coastal Plain and Piedmont -Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 Iblacre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
Ora mulch anchoring tool. A disk with blades set nearly straight can be
used as a -mulch anchoring tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March-
FILTER
FABRIC
Specifications
Complete grading before preparing seedbeds, and install all necessary erosion
control practices such as, dikes, waterways, and basins. :Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion
hazard. If soils become compacted during grading, loosen them to a depth of
6-8 inches using a ripper, harrow, or chisel plow.
SEEDBED PREPARATION
Good seedbed preparation is essential to successfiil plant establishment. A
good seedbed is well -pulverized, loose, and uniform. Where hydroseeding
methods are used, the surface may be left with a more irregular surface of
large clods and stones.
Liming -Apply lime accordingto soil test recommendations. Ifthe pH (acidity)
of the soil is not known, an application of ground agricultural limestone at the
_ -----
rate of I to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acre on fine -
textured soils is usually sufficient. Apply limestone uniformly and incorporate
into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be
limed.
Fertilizer -Base application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime
should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is
used, do not mix seed and fertilizer more than 30 minutes before application.
Surface roughening -If recent tillage operations have resulted in a loose
surface, additional roughening may not be required, except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen it
just prior to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding
(Practice 6.03, Seuface Roughening).
PLANTSELECTION
Select an appropriate species or species mixture from Table 6.IOa for seeding
in late winter and early spring, Table 6.10b for summer, and Table 6.10c for
fall.
In the Mountains, December and January seedings have poor chances of
success. When it is necessary to plant at these times, use recommendations
for fall and a securely tacked mulch.
SEEDING
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Tables 6.10a-6.10c. Broadcast
seeding and hydroseeding are appropriate for steep slopes where equipment
cannot be driven. Hand broadcasting is not recommended because of the
difficulty in achieving a uniform distribution.
Small grains should be planted no more than 1 inch deep, and grasses and
legumes no more than 1/2 inch. Broadcast seed must be covered by raking.
or chain dragging, and then lightly finned with a roller or cultipacker.
Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
MULCHING
The use of an appropriate mulch will help ensure establishment under normal
conditions, and is essential to seeding success under harsh site conditions
(Practice 6.14, Mulching), Harsh site conditions include:
• seeding in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
• slopes steeper than 3: 1,
• excessively hot or dry weather,
• adverse soils (shallow, rocky, or high in clay or sand), and
• areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
Maintenance
Reseed and mulch areas where seedling emergence is poor, or where erosion
occurs, as soon as possible. Do not mow. Protect from traffic as much as
possible.
" TEMPORARY SEEDING SCHEDULE FROM NCDENR EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
SEE MANUAL FOR ADDITIONAL INFORMATION.
TEMPORARY SEEDING SCHEDULE
FILTER /
FABRIC
(AMOCO 2006 OR
EQUIVALENT)
12" OF NCDOT #5 OR
#57 WASHED STONE
CLASS "B"
EROSION
CONTROL
STONE
A
A
9„
MIN
1.5'
MIN.
n
24" MAX.
AT CENTER
SECTION A -A
MAINTENANCE
1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVEN AND REPAIR IMMEDIATELY.
NOTES:
CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL WHEN NEEDED. 1.
STONE CHECK DAM -STONE SHOULD BE
PLACED OVER THE CHANNEL BANKS TO
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
KEEP WATER FROM CUTTING AROUND
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL
THE DAM.
DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE 2.
SEE SECTION 6.83 OF "NCDENR EROSION
RIPRAP LINER IN THAT PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINE
AND SEDIMENT CONTROL PLANNING AND
AND PAVED CHANNELS.)
DESIGN MANUAL" FOR ADDITIONAL INFORMA
REGARDING MATERIALS, CONSTRUCTION
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH
AND SPECIFICATIONS.
THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT
OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT
AND CROSS SECTION.
TEMPORARY CHECK DAM
NOT TO SCALE
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MAINTENANCE
INSPECT MATTING ONCE A WEEK AND AFTER EACH RAINFALL. IF WASHOUT, BREAKAGE
OR EROSION OCCURS, REPAIR SURFACE, RESEED, REMULCH AND INSTALL NEW NETTING
AND ANCHORS AS REQUIRED. CONTINUE INSPECTIONS UNTIL VEGETATION IS FIRMLY
ESTABLISHED.
SLOPE INSTALLATION AND STABILIZATION
Maximum Drainage Pipe Diameter
Area per Pipe (acres l
cinches)
0.50
12
0.75
I5
1.00
1A
51.00,
as designed
'Inlet design becomes mare complex beyond this size.
TEMPORARY SLOPE DRAIN SIZING CHART
18" CORRUGATED HDPE
SMOOTH INTERIOR
PIPE
8'x10'X22"
CLASS'B' STONE
PLAN
MAINTENANCE
INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER
EVERY RAINFALL, AND PROMPTLY MAKE NECESSARY REPAIRS.
WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY
STABILIZED, TEMPORARY MEASURES MAY BE REMOVED,
MATERIALS DISPOSED OF PROPERLY, AND ALL DISTURBED
AREAS STABILIZED APPROPRIATELY.
NOT TO SCALE
4'
MIN
o�
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012
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DIVERSION
DITCH
z
2
18" CORRUGATED HDPE
SMOOTH INTERIOR
IN
PIPE
1
ANCHOR TO
STAKES
CONSTRUCTION SPECIFICATIONS
8'x10'X22"
CLASS 'B' STONE \
1.
PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT
LOCATIONS AND ELEVATIONS SHOWN ON THE PLAN.
1
1
2.
SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARD ITS
OUTLET.
3.
HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN
LIFTS NOT TO EXCEED 6 INCHES.
4.
ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS
MINIMUM DIMENSIONS OF 1.5 FEET DEPTH, 4 FEET TOP WIDTH, AND 3:1 SIDE
SLOPES.
4" MIN
5.
ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
LEVEL
SECTI
N
6.
ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN
THE EXPOSED SECTION OF THE DRAIN WITH GROMMETS OR STAKES
SECTION
SPACED NO MORE THAT 10 FEET APART.
7.
EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY
PROTECT THE OUTLET FROM EROSION.
8.
MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAT 1 FEET ABOVE
THE TOP OF THE PIPE AT EVERY POINT.
TEMPORARY SLOPE DRAIN
9
CONSTRUC IONTABILIZEALLDISTURBEDAREASFOLLOWING
NOT TO SCALE
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL
PRODUCTS (RECP's), INCLUDING ANY NECESSARY APPLICATION OF LIME,
FERTILIZER, AND SEED. WHEN INSTALLING RECP WITH HYDRAMATRICX
MULCH, APPLY MULCH PER MULCH DIRECTIONS PRIOR TO RECP
INSTALLATION.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15
CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12" (30cm)
OF RECP's EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH.
ANCHOR THE RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY
12" (30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED
SOIL AND FOLD REMAINING 12" (30 CM) PORTION OF RECP's BACK OVER
SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL
WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM)
APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE.
RECP's WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL
SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE
BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN
IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM ,
STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE
COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE
PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH
APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING ON RECP's
TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END
OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5 CM)
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12"
(30 CM) APART ACROSS ENTIRE RECP's WIDTH. NOTE: *IN LOOSE SOIL
CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN
6" (15 CM) MAY BE NECESSARY TO PROPERLY SECURE THE RECP's.
STREAM CROSSING CONSTRUCTION SEQUENCE
1. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE NCDEQ
INSPECTOR AT [phone]. PRIOR TO BEGINNING
CONSTRUCTION. OBTAIN A LAND -DISTURBING PERMIT.
2. INSTALL TEMPORARY 6-FOOT WIDE TRAPEZOIDAL STREAM BYPASS
CHANNEL WITH 2:1 SIDE SLOPES, INCLUDING WATTLES/CHECK
DAMS, SILT FENCE, TREE PROTECTION FENCE OR OTHER
MEASURES AS SHOWN ON THE APPROVED PLAN. CLEAR ONLY AS
NECESSARY TO INSTALL THESE DEVICES. SEED TEMPORARY
DIVERSIONS AND BERMS IMMEDIATELY AFTER CONSTRUCTION.
3. BEGIN CLEARNING AND GRUBBING. KEEP CLEARING AND
EXCAVATION OF THE STREAM BANKS AND BED, AND APPROACH TO
A MINIMUM. MAINTAIN DEVICES AS NEEDED AND ROUGH GRADE
CROSSING AREA.
4. INSTALL PIPE CULVERTS/HEADWALL AND BACKFILL PROPERLY.
5. INSTALL DISSIPATOR PADS AT PIPE OUTLETS.
6. INSTALL PROTECTIVE GROUND COVERS TO PROVIDE PERMANENT
EROSION PROTECTION AND IMPROVE VISUAL QUALITY, BUT NOT
INTERFERE WITH DRIVER LINE OF SIGHT FROM THE ROADWAY.
7. STABILIZE ALL DISTURBED AREAS BEFORE DIVERTING WATER
THROUGH STORM CROSSING.
8. WHEN STORM CROSSING CONSTRUCTION IS COMPLETE AND ALL
AREAS ARE STABILIZED COMPLETELY, CALL ALAN ALCOCK (919)
868-2560 FOR AN INSPECTION BY THE ENVIRONMENTAL ENGINEER.
9. UPON COMPLETION OF CROSSING WITH AREA STABILIZED, THE
TEMPROARY STORM BYPASS CHANNEL MAY BE REMOVED,
BACKFILLED AS NECESSARY, SEEDED AND STABILIZED.
10. ENSURE THAT PERMANENT MEASURES NEEDED TO CONTROL
EROSION FROM ROAD WATER RUNOFF (SUCH AS RIPRAP AND
PAVED CHANNELS, PAVED FLUMES, OR RIPRAP OUTLET
PROTECTION) MEET ALL CONSTRUCTION REQUIREMENTS FOR
THOSE PRACTICES.
A' NAAY
5' STEEL PI
BURIED 2' 1
THE GROU
2' MIN HEIG
19 GUAGE h
CLOTH WITI
MESH OPEI'
PROVIDE A
UNDER STC
FOR ANCHC
#5OR#
WASHE
MAINTENANCE
1. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER
OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE
NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
REPLACE STONE AS NEEDED.
TEMPORARY INLET PROTECTION
NOT TO SCALE
PVC END
CAP \
PVC TEE
END VIEW
PVC ELBOW
WATER SURFACE
PVC END
CAP
SCHEDULE 40
PVC PIPE
PVC PIPE FLEXIBLE
1/2" HOLES IN HOSE
UNDERSIDE
SKIMMER DETAIL
NOT TO SCALE
TEMPORARY SEDIMENT BASIN NOTES:
SCHEDULE 40
PVC VENT PVC PIPE
PIPE \ /
ORIFICE
PLATE
PVC TEE
BOTTOM SURFACE
"C" ENCLOSURE
WATER ENTRY
UNIT
1. PROVIDE PAINT MARK ON RISER AT 12" HEIGHT. CLEAN AND REPAIR ONCE SEDIMENT
REACHES MARK.
2. INSTALL ALL COMPONENTS OF POND EMBANKMENT, OUTLET STRUCTURE, SKIMMER,
EMERGENCY SPILLWAY, ETC. (UNLESS NOTED) PRIOR TO BEGINING CLEARING OPERATIONS.
3. CONTRACTOR SHALL INSTALL CONCRETE BLOCKS OR A RIP RAP PAD AT THE BASIN
BOTTOM FOR THE SKIMMER TO REST ON WHEN THE BASIN IS EMPTY. CONTRACTOR
SHALL ATTACH A ROPE TO THE SKIMMER, FASTENED TO THE RISER STRUCTURE, TO FREE
SKIMMER SHOUDL IT BECOME STUCK IN DEPOSITED SEDIMENT.
TYPICAL POROUS BAFFLE PLACEMENT
MAINTENANCE
1.
INSPECT THE BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
D W
0
2.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A
U)
BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
N
3.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES 1/3 FULL TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE
ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING
CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED
STORAGE DEPTH.
4.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED,
REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING
THE AREA TO GRADE, AND STABILIZE IT.
TEMPORARY DIVERSION DITCHES
DITCH NAME
LENGTH
DA
L (10)
C
Q(10)
N VALUE
UPPER
ELEV
LOWER
ELEV
AVERAGE
SLOPE
VELOCITY
SHEAR
DEPTH
PROTECTION
X-SECT
AREA
WET -PER
HYD RADIUS
BOTTOM
WIDTH
DD1-A
1578
18.00
7.64
0.50
68.8
0.022
309.7
287.5
1.41%
7.18
1.57
1.79
NAG C125
9.61
11.32
0.85
0
DD1-B
269
5.77
7.64
0.50
22.0
0.022
292.2
290.8
0.52%
3.72
0.37
1.14
NAG C125
5.96
8.92
0.67
0
DD1-C
203
0.88
7.64
0.50
3.4
0.022
303.2
287.5
7.73%
6.53
2.08
0.43
NAG C125
0.56
2.73
1 0.21
0
DD1-D
295
1.63
7.64
0.50
6.2
0.022
303.2
290.9
4.17%
5.97
1.56
0.60
NAG C125
1.08
3.79
0.28
0
DD2-A
150
0.14
7.64
0.50
0.5
0.022
292.5
268.0
16.33%
5.38
1.83
0.18
NAG C125
0.10
1.14
0.09
0
DD2-B
115
0.67
7.64
0.50
2.6
0.022
272.8
268.8
3.48%
4.51
0.98
0.45
NAG C125
0.61
2.85
0.21
0
DD2-C
169
1.02
7.64
0.50
3.9
0.022
283.1
268.2
1 8.82%
7.05
2.42
1 0.44
NAG C350
0.58
2.78
0.21
0
DD3-A
473
1.26
7.64
0.50
4.8
0.022
308.0
293.0
3.17%
5.05
1.13
0.57
NAG C125
0.98
3.60
0.27
0
DD4-A
359
0.64
7.64
0.50
2.4
0.022
302.6
292.5
2.81 %
4.05
0.79
0.45
NAG C125
0.61
2.85
0.21
0
DD4-B
295
1.45
7.64
0.50
5.5
0.022
292.0
288.3
1.25%
3.66
0.56
0.71
NAG C125
1.51
4.49
0.34
0
DD5-A
486
1.22
7.64
0.50
4.7
0.022
310.9
295.0
3.27%
5.05
1.14
0.56
NAG C125
0.94
3.54
0.27
0
DD5-B
125
0.17
7.64
0.50
0.6
0.022
303.0
297.5
4.40%
3.45
0.69
0.25
NAG C125
0.19
1.58
0.12
0
DD6-A
331
3.02
7.64
0.50
11.5
0.022
289.3
271.2
5.47%
7.64
2.42
0.71
NAG C350
1.51
4.49
0.34
0
DD6-B
452
2.16
7.64
0.50
8.3
0.022
295.6
266.2
6.50%
7.55
2.48
0.61
NAG C350
1.12
3.86
0.29
0
DD7-A
773
5.48
7.64
0.50
20.9
0.022
269.2
260.3
1.15%
4.95
0.85
1.19
NAG C125
4.25
7.53
0.56
0
DD7-B
504
2.33
7.64
0.50
8.9
0.022
258.4
250.2
1.63%
4.56
0.82
0.81
NAG C125
1.97
5.12
0.38
0
DD8-A
583
2.09
7.64
0.50
8.0
0.022
282.7
278.7
0.69%
3.22
0.39
0.92
NAG C125
2.54
5.82
0.44
0
DD8-B
172
0.23
7.64
0.50
0.9
0.022
290.0
286.9
1.80%
2.70
0.38
0.34
NAG C125
0.35
2.15
0.16
0
DD9-A
482
3.27
7.64
0.50
12.5
0.022
295.9
280.0
3.30%
6.49
1.67
0.81
NAG C125
1.97
5.12
0.38
0
DD9-B
219
0.30
7.64
0.50
1.1
0.022
289.3
288.0
0.59%
1.86
0.17
0.45
NAG C125
0.61
2.85
0.21
0
DD9-C
148
0.15
7.64
0.50
0.6
0.022
288.9
281.2
5.20%
3.61
0.78
0.24
NAG C125
0.17
1.50
0.11
0
DD10-A
1265
11.01
7.64
0.50
42.1
0.022
326.0
283.7
3.34%
8.81
2.65
1.27
NAG C350
4.84
8.03
0.60
0
DD10-B
184
1.19
7.64
0.50
4.5
0.022
285.0
279.8
2.83%
4.77
1.01
0.57
NAG C125
0.98
3.60
0.27
0
DD10-C
181
1.96
7.64
0.50
7.5
0.022
291.7
283.9
4.31%
6.33
1.72
0.64
NAG C125
1.23
4.05
0.30
0
DD10-D
210
0.46
7.64
0.50
1.8
0.022
291.7
280.7
5.24%
4.76
1.18
0.36
NAG C125
0.39
2.28
0.17
0
DD11-A
434
5.43
7.64
0.50
20.7
0.022
269.4
259.4
2.30%
6.41
1.50
1.04
NAG C125
3.25
6.58
0.49
0
DD11-B
227
4.14
1 7.64
1 0.50
1 15.8
0.022
280.6
261.6
8.37%
9.71
3.86
0.74
NAG C350
1.64
4.68
0.35
1 0
DIVERSION DITCH SCHEDULE
SUPPORT WIRE
OR ROPE
GRADE
CONSTRUCTION SPECIFICATIONS
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP/BASIN.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED A MAXIMUM OF 4 FEET APART,
AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC SHOULD BE 6 INCHES
HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN
THE TOP OF THE BERMS.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE
6. MEASURE TO PREVENT SAGGING.
7. WRAP COIR BLANKET (700 G/SQUARE METER), OVER THE TOP WIRE. THE FABRIC
8. SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO
9. A ROPE AND A SUPPORT STRUCTURE WITH ZIP TIES, WIRE, OR STAPLES.
10. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR
11. PINNED WITH 8-INCH EROSION CONTROL MATTING STAPLES.
12. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE TRAP/BASIN.
DOWNSTREAM SIDE
STEEL POST 4' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
- STEEL POST
SUPPORT WIRE OR ROPE
H
c, Z
ww
COIR BLANKET (700 G/SQUARE METER)
0 z
DRAPPED OVER SUPPORT WIRE OR ROPE
m
TOP OF FABRIC 6" HIGHER
N
w
THAN INVERT OF SPILLWAY
w
J LL
LL
LL O
CL
ANCHOR BAFFLE IN TRENCH OR WITH 8"
CO0
EROSION CONTROL MATTING STAPLES
LL F.-
a Q
GRADE
Ox
I-
ql SIDE VIEW
J I UIN[ UIV r1L I [K rHDK1l,
EMERGENCY SPILLWAY SECTION
SCALE: N.T.S.
1. DEPTH OF NO MORE THAN ONE-HALF THE HEIGHT OF THE RISER.
2. CLEAN OR REPLACE STONE FILTER WHEN DEVICE NO LONGER DRAINS PROPERLY.
3. PROVIDE PAINT MARK ON RISER AT 12" HEIGHT. CLEAN AND REPAIR ONCE SEDIMENT
REACHES MARK.
4. INSTALL ALL COMPONENTS OF POND EMBANKMENT, OUTLET STRUCTURE, SKIMMER,
EMERGENCY SPILLWAY, ETC. (UNLESS NOTED) PRIOR TO BEGINING CLEARING OPERATIONS.
"Y
lY
PLAN VIEW
TARP PROTECTION
V MIN FREEBOARD
BAFFLES (STD) \
E
SKIMMER -
INLET SHALL BE
PROTECTED (AS NEEDED)
FROM EROSI❑N WITH
RIPRAP, TARP, MATTING
OR EQUIVALENT.
CROSS SECTION
CMP OUTLET
MIN
0' MIN
WEIR LENGTH
SECTI❑N THRU WEIR
OF BERM
DISSIPATER
PAD
RIP RAP
A-/ A-/ A/L
DITCH AND BURY TARP
EDGE (MIN. 12')
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 TARPS 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 A 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 WALL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
STANDARD SKIMMER BASIN
VELOCITY DISSIPATORS
PIPE
#
PIPE
SIZE
(in)
PIPE
SLOPE
Q10
(Cfs)
VELOCITY
(fps)
Zone
PAD
LENGTH
(ft)
PAD
WIDTH
(ft)
PAD
DEPTH
(in)
STONE
SIZE
(in)
101-100
15
9.49%
9.61
16.07
3
10
4
24
13
201-200
48
0.50%
94.78
9.19
3
32
12
24
13
301-300
48
9.17%
59.05
24.04
6
40
12
36
23
401-400
36
8.35%
28.52
19.89
6
30
9
36
23
501-500
36
4.73%
42.03
17.68
5
30
9
36
23
601A-600
24
0.52%
9.70
5.40
2
12
6
18
6
605-607
24
3.05%
5.00
5.40
2
12
6
18
6
SCM FES #1
30
1.32%
13.18
8.09
2
15
8
18
6
SCM FES #2
36
1.54%
34.31
11.13
3
24
9
24
13
SCM FES #3
36
0.94%
9.45
6.40
2
18
9
18
6
VELOCITY DISSIPATER SCHEDULE
SEDIMENT BASINS
DRAINAGE
DRAINAGE
DISTURBED
DISTURBED
REQUIRED
PROVIDED
BASIN
BASIN
BASIN
SURFACE
SURFACE
WEIR
FLOW
DEWATER
BASIN
AREA (Pre)
AREA (Post)
AREA
Q10
VOLUME
VOLUME
LENGTH
WIDTH
DEPTH
AREA REQ'
AREA PROVIDED
LENGTH
DEPTH
BASIN
SKIMMER
SKIMMER
TIME
ID
(AC)
(AC)
(AC)
i(10)
C
(CFS)
(CF)
(CF)
(FT)
(FT)
(FT)
(SF)
(SF)
(FT)
(FT)
TYPE
SIZE (IN)
ORFICE(IN)
(DAYS)
Riser Basin 1 (SCM 1)
27.62
16.68
27.62
7.64
0.50
105.51
49,716
95,088
283
168
2
45,896
47,544
100
0.50
SKIMMER
4.0
3.00
3.2
Skimmer Basin 2
2.01
0.00
2.01
7.64
1 0.50
7.68
3,618
6,400
80
40
1 2
2,495
3,200
10
0.40
SKIMMER
2.0
1.25
2.9
Skimmer Basin 3
1.47
0.00
1.47
7.64
0.50
5.62
2,646
7,875
75
35
3
1,825
2,625
6
0.46
SKIMMER
2.0
1.00
3.7
Skimmer Basin 4
2.41
0.00
2.41
7.64
0.50
9.21
4,338
9,600
80
40
3
2,992
3,200
10
0.45
SKIMMER
2.0
1.25
3.5
Skimmer Basin 5
1.58
0.00
1.58
7.64
0.50
6.04
2,844
7,200
80
30
3
1,962
2,400
6
0.48
SKIMMER
2.0
1.00
4.0
Skimmer Basin 6
5.70
0.00
5.70
7.64
0.50
21.77
10,260
21,600
120
60
3
7,077
7,200
25
0.44
SKIMMER
3.0
1.75
3.6
Skimmer Basin 7 (SCM 3)
9.96
24.43
9.96
7.64
1 0.50
38.05
17,928
66,000
220
150
2
12,365
33,000
40
0.46
SKIMMER
3.0
2.25
3.3
Skimmer Basin 8 (SCM 4)
2.47
0.00
2.47
7.64
0.50
9.44
4,446
6,400
80
40
2
3,067
3,200
10
0.46
SKIMMER
2.0
1.25
3.6
Skimmer Basin 9
3.92
0.00
3.92
7.64
0.50
14.97
7,056
15,000
100
50
3
4,867
5,000
15
0.48
SKIMMER
2.0
1.50
3.6
Riser Basin 10 (SCM 2)
15.57
12.92
15.57
7.64
0.50
59.48
28,026
78,390
214
122
3
25,873
26,130
70
0.43
SKIMMER
4.0
2.25
3.4
Skimmer Basin 11
9.99
0.00
9.99
7.64
0.50
1 38.16
1 17,982
1 25,600
1 160
1 80
2
12,403
1 12,800
40
1 0.46
1 SKIMMER
1 3.0
2.25
3.3
SEDIMENT BASIN SCHEDULE
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0410912020
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DRAWN BY
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DESIGNED BY
•
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•
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•
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SCALE
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COARSE AGGREGATE
1 /2 DIAMETER OF PIPE EARTH FILL COVERED BY
OR 12" WHICHEVER IS 6" DEEP LARGE ANGULAR ROCK -m. 4
GREATER ' q '
FILTER FABRIC o Q '--'-s�� •Q' •��'ee
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CAPACITY OF PIPE CULVERTS — o
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TOGETHER = BANK FULL FLOW o
FLOW N
ELEVATION
EARTH FILL COVERED BY w z
LARGE ANGULAR ROCK
COARSE AGGREGATE a
� IUI � N
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p o0 0°0 °p°C� Q7 g o00°moo p0 O 00°O gOo�� wLL r�� O_
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�O ° ° ° p O 8� O oc a; w
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Lnrn
J
W
H
25 STREAM CHANNEL an 25
MINIMUM MINIMUM
TOP OF BANK TOP OF BANK
M
PLAN O
O
STANDARD TEMPORARY STREAM CROSSING
0
w
> w
w
= a
a
z
O
U) DATE
APPROVED SEDIMENT FILTERING DEVICE >
(SEDIMENT FILTER BAG). PROVIDE ? 0410912020
POSITIVE DRAINAGE FROM SEDIMENT STREAM DIVERSION PUMP O
FILTER BAG TO STREAM. DISCHARGE HOSES DRAWN BY
P
INTAKE HOSE 331
DISCHARGE ONTO DEWATERING PUMP
STABLE RIPRAP P DESIGNED BY
PAD TO PREVENT
SCOUR HOLE i STREAMgPNK 331
FLOW, — ,-- • CHECKED BY
�-- 1 • J. CHANDLER
INTAKE • •
FLOW — SEDIMENT HOSE DIKE CLEAN WATER SUMP —HOLE FOR POOL
�- SCALE
(12" TO 18" DEEP, 2—FT DIAMETER)
N/A
I� WORK AREA LENGTH NOT TO EXCEED THAT
f WHICH CAN BE COMPLETED IN ONE DAY •
TEMPORARY PUMP AROUND SEQUENCE
1. SET UP PUMP WITH SUCTION AND DISCHARGE HOSE.
2. INSTALL UP —STREAM SANDBAG DAM.
3. INSTALL DOWN —STREAM SANDBAG DAM.
4. THE PUMP MUST RUN CONTINUOUSLY WHILE WORKING IN THE STREAM.
5. STREAMBANKS MUST BE STABILIZED AT THE END OF EACH DAY.
NOTES:
1. SANDBAG DIKES SHALL BE SITUATED AT THE UPSTREAM AND DOWNSTREAM ENDS OF THE WORK AREA, AND STREAM FLOW U)
SHALL BE PUMPED AROUND THE WORK AREA. THE PUMP SHOULD DISCHARGE ONTO A STABLE VELOCITY DISSIPATER J
CONSTRUCTED OF RIPRAP OR SANDBAGS. ~
2. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT FILTERING MEASURE SUCH AS A SEDIMENT BAG OR OTHER Q
APPROVED DEVICE. THE MEASURE SHALL BE LOCATED SUCH THAT THE WATER DRAINS BACK INTO THE CHANNEL BELOW THE 0
I-
2 DOWNSTREAM SANDBAG DIKE WITHOUT CAUSING FURTHER EROSION BETWEEN THE SEDIMENT FILTER BAG AND THE STREAMBANK. w
m° rl 0
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SHEET NO.
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STRUCTURAL NOTES
n CC I!"Ix1
DESIGN IS IN ACCORDANCE WITH THE NORTH CAROLINA STATE BUILDING CODE (USBC), DATED 2018, THE INTERNATIONAL
BUILDING CODE (IBC), DATED 2015, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES
BY THE AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE 7), DATED 2010, AND THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE (ACI 318), DATED 2014.
FOUNDATION DESIGNS SHOWN HEREIN FOR PIPE AERIAL CROSSING FOUNDATIONS ARE BASED ON LOADING AND SIZE
INFORMATION PROVIDED BY TIMMONS GROUP (PROJECT NO. 41015)
FOUNDATION DESIGNS ARE BASED ON TIMMONS GROUP'S GEOTECHNICAL EXPLORATION REPORT DATED 27 SEPTEMBER 2019
PROJECT NO. 41015 TITLED "GEOTECHNICAL EXPLORATION REPORT".
DESIGN LOADS
THE LOADS INCORPORATE ASCE 7-10 AND ARE AS FOLLOWS:
A. GRAVITY -SUPERIMPOSED DEAD LOADS (DL) IN ADDITION TO STRUCTURE DEAD LOADS: 22 PLF
C. GRAVITY -SNOW LOADS (SL) PLUS DRIFTING WHERE APPLICABLE
1. GROUND SNOW LOAD = 15 PSF
D. LATERAL LOADS -WIND (W)
1. BASIC WIND SPEED (3-SECOND GUST): 105 MPH
2. RISK CATEGORY: 1
3. EXPOSURE CATEGORY: B
E. LATERAL LOADS - SEISMIC (E)
1.
RISK CATEGORY: 1
2.
SEISMIC IMPORTANCE FACTOR, IE: 1.00
3.
SITE CLASS: D
4.
MAPPED SPECTRAL ACCELERATIONS:
a. SS = 0.15
b. SI = 0.06
4.
SPECTRAL RESPONSE COEFFICIENTS:
a. SDS=0.16
b. SDI = 0.09
6.
SEISMIC DESIGN CATEGORY: B
DESIGN RESPONSIBILITY Al
TIMMONS GROUP IS THE ENGINEER OF RECORD FOR THE DESIGN OF THE CONCRETE PIPE SUPPORT PIERS. DESIGN AND NOTES
SHOWN ON SHEETS S1.0 AND S1.1 RELATE TO THE PIPE SUPPORT FOUNDATIONS. SEE SHEET C11.6 FOR ADDITIONAL NOTES AND
DETAILS REGARDING CASING, ANCHORAGE, ETC.
of EXISTING CONDITIONS
3:1 THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY UPON DISCOVERY OF ANY DISCREPANCIES BETWEEN
INFORMATION SHOWN ON THE PLANS TO THE ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL BE REQUIRED TO DOCUMENT
T EXISTING CONDITIONS BY SKETCHES OR OTHER METHODS.
of DEPTHS AND LOCATIONS OF EXISTING UTILITY LOCATIONS TO BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO THE START
OF THE WORK. THE CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO ENSURE THAT EXISTING UTILITIES ARE NOT DAMAGED
a_
-1 AS PART OF THE WORK.
N
o PROPOSED DIMENSIONS & ELEVATIONS
THE CONTRACTOR SHALL INDEPENDENTLY VERIFY ALL ELEVATIONS AND DIMENSIONS SHOWN ON THE DRAWINGS BEFORE
FABRICATION AND CONSTRUCTION. IF FIELD CONDITIONS AND/OR DIMENSIONS DIFFER FROM THE PLANS, THE CONTRACTOR SHALL
D USE THE FIELD MEASUREMENTS AND MAKE APPROPRIATE CHANGES TO THOSE SHOWN ON THE PLANS WHEN SHOP DRAWINGS ARE
Lo SUBMITTED FOR APPROVAL BY THE ENGINEER. THE FIELD MEASUREMENTS SHALL BE INDICATED ON THE SUBMITTED SHOP
DRAWINGS.
a
CONSTRUCTION METHODS
0
THE CONTRACTOR SHALL TAKE THE PROPER PRECAUTIONS TO ENSURE THE STABILITY AND SAFE PERFORMANCE OF ALL
STRUCTURAL ELEMENTS DURING CONSTRUCTION.
O
0
0
GEOTECHNICAL INFORMATION
ALLOWABLE DESIGN BEARING PRESSURE ON COMPETENT ROCK IS TAKEN AS 10,000 PSF BASED ON THE AVAILABLE GEOTECHNICAL
INFORMATION.
THE SITE SHALL BE PREPARED UNIFORM IN ACCORDANCE WITH CIVIL DRAWINGS, SPECIFICATIONS, AND THE DESIGN SOIL BEARING
PRESSURE. A LICENSED GEOTECHNICAL ENGINEER SHALL VERIFY ALL ASSUMPTIONS AND REPORT ANY VARIATIONS TO THE
ENGINEER.
ALL EXCAVATIONS AND FOOTINGS SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER TO VERIFY THE DESIGN
ASSUMPTIONS AND REPORT ADVERSE CONDITIONS.
WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF A LICENSED GEOTECHNICAL ENGINEER TO
MAINTAIN DESIGN BEARING PRESSURE.
REFER TO THE TIMMONS GROUP'S GEOTECHNICAL EXPLORATION REPORT DATED 27 SEPTEMBER 2019 PROJECT NO. 41015 TITLED
"GEOTECHNICAL EXPLORATION REPORT" FOR GEOTECHNICAL RECOMMENDATIONS AND REQUIREMENTS.
MATERIALS
A. REINFORCEMENT
REINFORCING STEEL BARS AND ALL SUPPORT DEVICES SHALL BE PLAIN BLACK BARS AND SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A615, GRADE 60. SUBMIT TO TIMMONS GROUP FOR APPROVAL, COMPLETE BENDING AND PLACING
DETAILS OF ALL REINFORCEMENT. INCLUDE ACCESSORY DRAWINGS. UNLESS OTHERWISE NOTED, CONCRETE CLEAR COVER
SHALL BE AS FOLLOWS:
1. EXPOSED TO EARTH OR WEATHER: 2"
2. CAST AGAINST EARTH: 3"
B. CONCRETE
1. 28-DAY STRENGTH: 4,500 PSI
2. DENSITY: NORMAL WEIGHT
3. W/C (MAX): 0.45
4. AIR CONTENT: 6%+/- 1.5
5. NOMINAL MAX. AGGREGATE SIZE: Y4 IN.
6. DURABILITY REQUIREMENTS (PER ACI 318): F2, SO, Cl
NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
AT LOCATIONS OF NEW CONCRETE PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SHALL BE ROUGHENED TO A
3/16" AMPLITUDE PRIOR TO APPLYING THE BONDING AGENT AND SUBSEQUENTLY THE NEW CONCRETE.
C. CONCRETE BONDING AGENT
SHALL BE A CEMENTITIOUS EPDXY RESIN. SUBMIT THE FOLLOWING (OR APPROVED EQUAL) FOR ENGINEER'S APPROVAL AND
INSTALL PER THE MANUFACTURER'S INSTALLATION REQUIREMENTS:
1. ARMATEC 110 EPOCEM BY SIKA, CORPORATION, LYNDHURST, NJ
D. RIP RAP
SHALL BE CLASS I RIP RAP IN ACCORDANCE WITH SECTION 876 OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION'S "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES". RIP RAP SHALL BE PLACED IN ACCORDANCE
WITH DRAWING 876.01 OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION'S "ROADWAY STANDARD DRAWINGS".
SUBMITTALS
CONTRACTOR SHALL PROVIDE THE FOLLOWING PRIOR TO FABRICATION AND INSTALLATION FOR THE ENGINEER'S APPROVAL:
C. PRODUCT DATA SHEETS FOR EACH MATERIAL TO BE INSTALLED.
D. MATERIAL AND MILL CERTIFICATIONS.
E. CONCRETE MIX DESIGN.
F. SHOP DRAWINGS.
STATEMENT OF SPECIAL INSPECTIONS
REFERENCE THE STATEMENT OF SPECIAL INSPECTIONS CHECKLIST FOR REQUIRED INSPECTIONS DURING THE WORK. INSPECTIONS
INCLUDE SOILS AND CONCRETE. THE CONTRACTOR SHALL COORDINATE WITH THE INSPECTOR TO MEET THE SPECIAL INSPECTION
REQUIREMENTS.
ABBREVIATIONS AND NOTATIONS:
ACI
AMERICAN CONCRETE INSTITUTE
APPROX.
APPROXIMATELY
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
ASTM
AMERICAN SOCIETY FOR TESTING MATERIALS
B
BOTTOM
B/W
BETWEEN
CLR.
CLEAR COVER
CONT.
CONTINUOUS
E. OR ELEV.
ELEVATION
E.F.
EACH FACE
E.W.
EACH WAY
FT.
FEET
IBC
INTERNATIONAL BUILDING CODE
IN.
INCH
MAX.
MAXIMUM
MIN.
MINIMUM
O.C.
ON -CENTER
PCF
POUNDS PER CUBIC FOOT
PSF
POUNDS PER SQUARE FOOT
PSI
POUNDS PER SQUARE INCH
REQ'D
REQUIRED
SDS
DESIGN, 5 PERCENT DAMPED, SPECTRAL RESPONSE ACCELERATION PARAMETER AT SHORT PERIODS
SDI
DESIGN, 5 PERCENT DAMPED, SPECTRAL RESPONSE ACCELERATION PARAMETER AT A PERIOD OF 1
SECOND
SS
MAPPED MCER, 5 PERCENT DAMPED, SPECTRAL RESPONSE ACCELERATION PARAMETER AT SHORT
PERIODS
SI
MAPPED MCER, 5 PERCENT DAMPED, SPECTRAL RESPONSE ACCELERATION PARAMETER AT A PERIOD
OF 1 SECOND
T
TOP
TYP.
TYPICAL
VERT.
VERTICAL
W/C
WATER TO CEMENT RATIO
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ME
REFER TO SHEET C6.1 FOR MANHOLE DETAILS
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NOTES:
1. IF MAXIMUM HEIGHT OF STEM WALL EXCEEDS 6-3",
CONTRACTOR SHALL CONFIRM PIER DESIGN WITH
ENGINEER PRIOR TO PLACING CONCRETE.
2. TOP OF PIER SHALL MATCH ELEVATIONS SHOWN
ABOVE IN "OVERALL ELEVATION" VIEW.
3. BOTTOM OF FOOTING SHALL BEAR ON COMPETENT
ROCK, LOCATED APPROXIMATELY 2' TO 3' BELOW
EXISTING GRADE.
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