20061804 Ver 42_Views at Flowers apartments_Complete Set_5-9-22_20220516

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CONTRACTOR GENERAL NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL ILLUSTRATED KNOWN
UNDERGROUND ELEMENTS. ADDITIONALLY, THE CONTRACTOR SHALL BE RESPONSIBLE FOR
EXERCISING REASONABLE EFFORTS TO PROTECT ANY UNKNOWN UNDERGROUND ELEMENTS. THE
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF UNKNOWN ELEMENTS ARE DISCOVERED
THAT WOULD NECESSITATE MODIFICATION TO THE ILLUSTRATED DESIGN.
2. PROTECT ALL ADJACENT PROPERTIES, THE GENERAL PUBLIC, AND ALL OF THE OWNER'S FACILITIES.
SHOULD DAMAGES OCCUR, CONTRACTOR SHALL REPAIR IMMEDIATELY AS DIRECTED BY THE
ENGINEER.
3. CONTRACTOR SHALL HOLD HARMLESS THE OWNER AND THE ENGINEER FOR DAMAGES, INJURIES OR
OTHER ACCIDENTS WHICH OCCUR DURING THESE CONSTRUCTION ACTIVITIES.
4. TREES AND EXISTING LANDSCAPING NOT DESIGNATED FOR REMOVAL SHALL BE PROTECTED DURING
CONSTRUCTION.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATION OF ALL ILLUSTRATED
CONSTRUCTION ACTIVITIES AT THE JOB SITE.
6. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE RULES AND REGULATIONS GOVERNING THE
CONSTRUCTION INDUSTRY.
7. CONTRACTOR IS RESPONSIBLE FOR ALL DAMAGES DURING CONSTRUCTION AND SHALL MAKE
REPAIRS AT HIS EXPENSE.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION ADJUSTMENTS OF ALL EXISTING VAULTS
(REGARDLESS OF FUNCTION), METER BOXES, FIRE HYDRANTS, CLEAN OUTS, MANHOLES ETC. TO
MATCH FINISHED GRADES AND SITE PLAN. ALL SUCH WORK SHALL BE COORDINATED WITH THE
ENGINEER.
9. UTILIZE SIGNS, BARRICADES, FLAGMEN, OR GUARDS AS REQUIRED TO ENSURE THE SAFETY OF ALL
VEHICULAR AND PEDESTRIAN TRAFFIC DURING ALL CONSTRUCTION ACTIVITIES PER NCDOT
STANDARDS.
10. UNDER ABSOLUTELY NO CIRCUMSTANCES SHALL ANY UNMANNED EXCAVATION BE LEFT OPEN OR
UNPROTECTED DURING NON -WORKING HOURS. UTILIZE SIGNS, BARRICADES, ETC. TO ENSURE THE
SAFETY OF THE GENERAL PUBLIC.
11. VERIFY ALL DIMENSIONS AND GRADES AT THE JOB SITE. IF DIFFERENCES ARE FOUND, NOTIFY
ENGINEER SO THAT MODIFICATIONS TO THESE DRAWINGS CAN BE MADE.
12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK AS ILLUSTRATED ON PLANS.
IF EXISTING CONDITIONS DIFFER FROM THOSE ILLUSTRATED ON PLANS, NOTIFY ENGINEER PRIOR TO
CONSTRUCTION.
13. ALL WORK IN OPERATIONAL ROADWAYS WHETHER FOR LOADING, UNLOADING, OR ACTUAL
CONSTRUCTION SHALL TAKE PLACE ONLY WITH THE USE OF FLAG MEN DEDICATED TO THE PURPOSE
OF DIRECTING TRAFFIC ONLY. THESE FLAGMEN SHALL BE POSITIONED AT THE FRONT AND REAR
OF SUCH WORK PER NCDOT STANDARDS.
14. ALL WORK SHALL CONFORM WITH CURRENT REQUIREMENTS OF THE FLOWERS PLANTATION,
JOHNSTON COUNTY„ NCDENR, AND NCDOT STANDARDS. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR COORDINATING ALL REQUIRED INSPECTIONS WITH THE AUTHORITIES HAVING JURISDICTION.
15. CONTRACTOR SHALL STORE MATERIALS ONLY IN AREAS DESIGNATED AND APPROVED BY THE
ENGINEER AND OWNER. MATERIALS SHOULD BE CONSOLIDATED PERIODICALLY WITHIN THE
STORAGE AREA TO MINIMIZE THE IMPACT ON EXISTING OPERATIONS.
16. ALL EXISTING DIRECTIONAL AND TRAFFIC CONTROL SIGNAGE SHALL BE MAINTAINED THROUGHOUT.
ALL TEMPORARY TRAFFIC SIGNS SHALL CONFORM WITH NCDOT STANDARDS. EXISTING DIRECTIONAL
SIGNS REMOVED DURING CONSTRUCTION SHALL BE PROTECTED AND STORED ON SITE AS DIRECTED
BY THE OWNER.
THE VIEWS
AT FLOWERS APARTMENTS
ss
20' SEWER EASEMENT
PB 66 PG 40
20MaTEMENT
0P 2
67797 SF
1.556 AC
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC 27576
DEVELOPER:
THE VIEWS AT FLOWERS, LLC
1400 W NORTHWOOD ST
GREENSBORO NC 27408
336-383-5926
\
\
-
A
\ -A
BE
- FLOW
\ /
VARIABLE WIDTH R/W (PUBLIC)
NC NW( 42
SE FLOWERS
PARKWAY
N. T..S
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH
ALL FLOWERS PLANTATION PUD (JOHNSTON
COUNTY) STANDARDS AND SPECIFICATIONS
�r
HAGEN
ENGINEERING, PA
3859 BATTLEGROUND AVE SUITE 300
GREENSBORO, NC 27415
PHONE [phone]
www.hagen-eng.com
C-0
C-1.0
C-2.0
C-2.1
C-2.2
C-3.0
C-3.1
C-4.0
C-5.0
C-5.1
C-5.2
C-5.3
C-6.0
C-7.0
C-8.0
C-9.0
C-10.0
C-11.0
C-12.0
C-13.0
C-14.0
L-1
L-2
SHEET INDEX
COVER
SURVEY
OVERALL DEMO/EROS PH 1
OVERALL SITE PLAN
OVERALL UTILITY PLAN
SEWER PROFILE 1
SEWER PROFILE 2
OVERALL GRADING PLAN
ROOF DRAIN PLAN
OVERALL EROSION CONTROL PH 2
STORMWATER PRE DEV DRAINAGE DELINEATION PLAN
STORMWATER POST DEV DRAINAGE DELINEATION PLAN
STORMWATER DRAINAGE AREA PLAN
STORMWATER PIPE CHART
POND 1 PLAN
CONSTRUCTION DETAILS (ROAD) 1
CONSTRUCTION DETAILS (WATER) 2
CONSTRUCTION DETAILS (WATER) 3
CONSTRUCTION DETAILS (SEWER) 4
CONSTRUCTION DETAILS (ES&C) 5
CONSTRUCTION DETAILS (E&SC) 6
CONSTRUCTION DETAILS (E&SC) 7
CONSTRUCTION DETAILS (E&SC) 8
LANDSCAPE PLAN 1
LANDSCAPE PLAN 2
Shy
0
HWY 42
C
-57
0
-33
SOUTHWICK AVE
VICINITY MAP
1 "=2000'
REVISIONS
NO.
BY
DESCRIPTION
DATE

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BEFORE YOU DIG!
CONTACT ONE -CALL CENTER
1-800-632-4949
LIMITS OF DISTURBANCE
CONSTRUCTION ENTRANCE
SILT FENCE
DIVERSION BERM
INLET PROTECTION
POROUS BAFFLES
SKIMMER
RIP -RAP PAD
SILT SINCE OUTLET/CHECK DAM
BORROW PIT AREA
LEGEND
mmmm
n n n
TDD
0
glue
CONSTRUCT DAM WITH IMPERMEABLE SOILS
COMPACTED TO 98% STD. PROCTOR
DENSITY W/ A MOISTURE CONTENT OF
-1% TO +3% OF OPTIMUM. SOILS SHALL
BE UNIFORM IN CHARACTER AND INSTALLED
IN 8" MAXIMUM LIFTS. SOILS SHALL BE
FREE OF ORGANICS AND PARTICLES OF 2"
OR GREATER
CENTIPEDE TURF GRASS TO BE
UTILIZED ON ALL POND SLOPES.
CORE
OUTLET 258.0'
GEOTECHNICAL
ENGINEER TO BE
ON SITE DURING
INSTALLATION OF
POND OUTLETS
TO ENSURE
COMPACTION
AROUND PIPES
72" X 72"
ANTI -SEEP PLATES
SANDWICHED BETWEEN
FLANGED GASKET IN
FLANGED JOINTS
DISTURBED AREA: ±13.80 AC
48" DIAMETER ALUMINUM RISER WITH
TRASH RACK. TOP OF RISER ELEV 263.0.
SHOP DRAWING TO BE REVIEWED BY
ENGINEER PRIOR TO FABRICATION.
10.00' DAM EL 265.55.
KEY NOTES:
SILT FENCE OUTLET (SEE DETAIL ON C-11.0)
CONSTRUCTION ENTRANCE (SEE DETAIL ON C-11.0)
52 LF 24"
ALUMINUM 0
1.0% SLOPE
CUT-OFF TRENCH
BACKFILL W/
IMPERMEABLE SOILS
COMPACTED TO 98% STD
PROCTOR DENSITY
4" ORIFICE AT 261.5 TO BE PLUGGED'
DURING CONSTRUCTION
4" SKIMMER W/ 2.25" ORIFICE
WITH RETRIEVAL ROPE
BOTTOM 258.5
VICINITY MAP
CENTIPEDE TURF GRASS TO BE
UTILIZED ON ALL POND SLOPES.
'\\
3000 PSI
CONCRETE
PAD ANTI
FLOTATION
DEVICE
WATER LEVEL DURING STORM EVENT
SEDIMENT STORAGE
AREA
BAFFLES
4'x4'xr STONE PAD UNDER
SKIMMER (CLASS B STONE)
2.5" ORIFICE AT 258.5
TO BE PLUGGED DURING CONSTRUCTION.
FLANGED STUB WITH GATE AND HANDLE
W/ ADAPTER PLATE FOR SKIMMER
INSTALL 4'' SKIMMER WITH 2.25" ORIFICE FOR SKIMMER BASIN #1.
SKIMMER WILL ATTACH TO RISER WHICH WILL REMAIN IN PERMANENT
POND. BED OF STONE SHALL BE LOCATED UNDER THE SKIMMER TO
PREVENT SINKING. SEE SEE BASIN CROSS SECTION AND SIZING CALCS
SHEET C-12. PROVIDE STONE PAD UNDER SKIMMER. SEE CROSS
SECTION FOR ADDITIONAL SIZING INFORMATION.
® TEMPORARY DIVERSION BERM TO DIRECT WATER TO RESPECTIVE
SKIMMER BASIN. DS75 REINFORCEMENT MATTING TO BE UTILIZED FOR
PORTIONS DRAINING TO SKIMMER BASIN 1. SEE DETAIL AND
CALCULATIONS ON SHEET C-12
7'x12' RIP RAP PAD TO BE INSTALLED AT THE OUTLET POINT OF
BASINS TO ENSURE WATER DISCHARGE IS DIFFUSED BEFORE LEAVING
SITE. SEE RIP RAP DETAIL AND CALCULATIONS ON C-7 AND C-11.
POROUS BAFFLES TO BE INSTALLED WITHIN EACH SKIMMER BASIN.
SEE DETAIL ON SHEET C-11.0
60
GRAPHIC SCALE
0 30 60
120 240
1 inch = 60 ft.
N.T.S.
LWAY EL: 263.50'
1.0' THICK CLASS B
STONE OVER NON WOVEN
FABRIC
EROSION AND SEDIMENTATION CONTROL CONSTRUCTION SEQUENCE:
1. OBTAIN NECESSARY PERMITS AND APPROVALS THROUGH JOHNSTON COUNTY AND SCHEDULE A
PRECONSTRUCTION MEETING PRIOR TO BEGINNING ANY LAND DISTURBING ACTIVITIES.
2. FLAG THE LIMITS OF DISTURBANCE AND INSTALL PERIMETER EROSION CONTROL MEASURES (SILT FENCE, TREE
PROTECTION FENCING, TEMPORARY CONSTRUCTION ENTRANCE, SILT FENCE OUTLETS). SEE DEMO/PHASE 1
EROSION CONTROL PLAN FOR INITIAL EROSION CONTROL PHASE.
3. INSTALL TEMPORARY SKIMMER BASINS 1 PER NCDEQ SPECIFICATIONS AS SHOWN ON DETAIL SHEET C-11.0.
4. INSTALL ALL TEMPORARY DIVERSION BERMS AND CORRESPONDING RIP RAP OUTLET PROTECTION AS SHOWN IN
THE EROSION CONTROL PH 1 PLAN. STABILIZE.
4. CALL JOHNSTON COUNTY EROSION CONTROL INSPECTOR AFTER PERIMETER MEASURE INSTALLATION AND BASIN
5. PROCEED WITH DEMOLITION, CLEARING AND GRUBBING OF SITE.
6. INSTALL AND MAINTAIN TEMPORARY STABILIZATION OF ALL DISTURBED AREAS THROUGHOUT REMAINDER OF
PROJECT. NO PORTION OF THE SITE SHALL REMAIN OPEN/BARE MORE THAN 14 DAYS.
7. BEGIN INSTALLING REMAINING UTILITIES.
8. AS SITE EARTHWORK PROGRESSES AND SITE HAS BEEN RAISED AS SHOWN ON EROSION CONTROL PHASE 2
PLAN, FINISH GRADING THE SEDIMENT BASINS TO THEIR FINAL STATE AS SHOWN IN EROSION CONTROL PHASE 2
PLAN.
8. FINE GRADE PADS AND PROCEED WITH VERTICAL CONSTRUCTION
9. INSTALL OUTLET PROTECTION AS SOON AS PIPES ARE INSTALLED AND STABILIZE SLOPES AS SOON AS THEY
REACH FINAL GRADE.
10. SCHEDULE PRECON WITH STORMWATER INSPECTOR TO INSPECT SITE PRIOR TO CONVERTING SEDIMENT BASIN
TO FINAL BMP. ONCE APPROVED, REMOVE BAFFLES, AND ENSURE FINAL BMP GRADING IS FINALIZED.
11. CONTACT THE JOHNSTON COUNTY INSPECTOR AND FLUSH ALL STORM SEWER PRIOR TO JOB CLOSEOUT. CLEAN
OUT PERMANENT POND IF SEDIMENT COLLECTS IN IT DUE TO STORM SEWER FLUSH
12. COMPLETE BUILDING, ALL UTILITIES, AND STONE PARKING LOT.
13. PAVE THE PARKING LOT AND STABILIZE ANY AREAS THAT REMAIN UNSTABLE (SEE PHASE II EROSION
CONTROL PLAN SHEET C-4.0).
14. EROSION CONTROL MEASURES SHALL BE MAINTAINED THROUGHOUT THE LIFE OF THE PROJECT AND REPAIRED
AFTER EACH RAIN EVENT.
15. INSPECTIONS TO BE EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS AFTER EACH RAINFALL EVENT THAT
PRODUCES 1 /2-INCHES OR MORE OF PRECIPITATION.
16. STABILIZATION OF CONVEYANCE CHANNELS IS TO BE COMPLETED WITHIN 7 DAYS OF CHANNEL CONSTRUCTION.
17. AFTER COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND PERMANENT EROSION CONTROL MEASURES ARE IN
PLACE AND UPON APPROVAL BY THE EROSION CONTROL INSPECTOR.
A. REMOVE ALL TEMPORARY MEASURES AND INSTALL PERMANENT EROSION AND VELOCITY CONTROL
MEASURES.
B. PROVIDE SUFFICIENT GROUND COVER TO ASSURE ADEQUATE SURFACE STABILIZATION.
ALL OF THE NECESSARY APPROVALS FROM THE STATE OF NORTH CAROLINA AND THE ARMY CORPS OF
ENGINEERS FOR ANY STREAM CROSSING/WETLAND DISTURBANCE ASSOCIATED WITH THE OVERALL FLOWERS
PLANTATION DEVELOPMENT WERE PROVIDED BY STOCKS ENGINEERING. 401 CERTIFICATIONS ARE PROVIDED UNDER
SELF -INSPECTION REPORT FOR LAND DISTURBING ACTIVITY AS REQUIRED BY NCGS 113A-54.1
Phase of Approved Erosion & Sediment Control Plan:
Date
Signature (landowner, financially responsible party, or agent)
Installation of erosion control Devices and Seeding
Fill and slopes completed (fine grades established)
Installation of site utilities
Stabilization of building pad and parking areas
Final grades achieved; obtained building c/o
Vegetation established; removal of erosion control measures
Closing of permit, final inspection
NEW STABILIZATION TIMEFRAMES
SITE AREA DESCRIPTION
STABILIZATION
TIME FRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETER AND HQW ZONES
0
a.
o
121,
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
(71
0
REVISIONS
DESCRIPTION
ci
C 0

SWQ
TRIO
OP 2
67/9/
at6 AC
BW: 271.0'
i
OP 1
39257
SF
0.901
AC
BW: 273.0'
TO TIE INTO EXISTING
SIDEWALK LOCATED ON
NE FLOWERS PARKWAY
- EXISTING SIDEWALK
TO BE PROVIDED BY
OTHERS
BW: 268.0'
TW: 274.0'
BW: 272.0'
TW: 280.0'
BW: 280.0'
TO TIE INTO EXISTIN
SIDEWALK LOCATED 0
NE FLOWERS PARKWAY
- EXISTING SIDEWALK
TO BE PROVIDED BY
OTHERS
TW: 289.0'
W: 286.0'
BW: 293.0'
WETLANDS
78 UNIT
4 STORY BUILDING
BW: 288.5'
THREE 4' TALL
LANDSCApE TIERED
WALLS
TW: 276.0'
BW: 272.0'
TW: 280.0'
BW: 291.5'
0
TW: 291.5'
THREE 3' TALL
LANDSCAPE TIERED
WALLS
TW: 297.5'
BW: 294.5'
BW: 291.5'
15
BW: 294.5'
BW: 272.0'
BW: 275.0'
278.0'
CONSTRUCTION STAKING:
THE CONTRACTOR SHALL COODINATE WITH THE ENGINEER OF RECORD FOR A DIGITAL STAKING
PLAN TO ESTABLISH COMPLETE HORIZONTAL AND VERTICAL CONTROL. THE CONTRACTOR IS
RESPONSIBLE FOR SURVEY STAKEOUT OF ALL IMPROVEMENTS. DISCREPANCIES BETWEEN THE
PLANS, CONSTRUCTION STAKES, AND FIELD CONDITIONS SHALL BE REPORTED TO THE
ENGINEER OF RECORD IMMEDIATELY FOR RESOLUTION PRIOR TO INSTALLATION OF PROPOSED
GENERAL NOTES:
1. BOUNDARY AND EXISTING TOPOGRAPHICAL INFORMATION WAS PROVIDED BY TRUE LINE SURVEYING ON
DECEMBER 9, 2021
2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND EXISTING FEATURES PRIOR TO CONSTRUCTION.
3. INVERTS FOR EXISTING UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
4. MATERIALS AND WORKMANSHIP TO CONFORM WITH STANDARDS AND SPECIFICATIONS OF LOCAL
JURISDICTIONAL AUTHORITIES.
5. POWER, PHONE, CABLE AND GAS SERVICE INSTALLATIONS SHALL BE COORDINATED WITH LOCAL UTILITY
PROVIDERS
6. ALL WATER INSTALLATIONS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF
GREENSBORO UTILITIES AND NCDENR.
7. FIRE HYDRANTS MUST BE IN PLACE AND FUNCTIONAL BEFORE COMBUSTIBLE CONSTRUCTION BEGINS ON
SITE.
NC I-I\V 42 \/ARIABLE WID-TH VON (PUBLIC)
BEDFC
FLOWERE
PHAS
PB 86
SOUTHWICK AVE
VICINITY MAP
1 "=2000'
TOTAL SITE SUMMARY
SITE ACREAGE - ±16.2 AC
PIN: 16K05161D
JURISDICTION - JOHNSTON COUNTY
CURRENT ZONING - FLOWERS PLANTATION PUD
CURRENT LANDUSE - VACANT
OVERALL PROPOSED UNITS - 312 UNITS
UNIT TYPE
1 BEDROOM
2 BEDROOM
3 BEDROOM
PARKING SUMMARY
NUMBER OF UNITS
100
180
32
TOTAL REQUIRED = 150+270+64 =
MIN. REQUIRED
1.5 SPACES/UNIT
1.5 SPACES/UNIT
2 SPACES/UNIT
484 SPACES
PARKING PROVIDED
GARAGES
TOTAL PARKING PROVIDED
517 SPACES
14 SPACES
531 SPACES
KEY NOTES:
SEGMENTAL BLOCK RETAINING WALL. TO BE DESIGNED BY OTHERS
HC RAMPS REQUIRED AT ALL HC PARKING AND WHERE A RUNNING
SIDEWALK MEETS THE CURB. (TYP)
BLACK VINYL -COATED CHAINLINK FENCE (MIN. 4' TALL, MAX 6' TALL)
HEAVY DUTY PAVEMENT (SEE PAVEMENT SECTION ON C-7.0)
24" STANDARD CURB AND GUTTER TYP (SEE DETAIL ON C-7.0)
ENTRANCE SIGN
2' WIDE CONCRETE FLUME
COMPACTOR/RECYCLING CENTER SHOWN FOR GENERAL PURPOSES ONLY.
OWNER/CONTRACTOR SHALL COORDINATE ELECTRICAL SERVICE AND SIZE
OF ENCLOSURE WITH ARCHITECT AND COMPACTOR MANUFACTURER
COVERED CAR WASH AND MAINTENANCE BUILDING
ADA COMPLIANT STAIRS WITH HANDRAILS ON EACH SIDE.
SIDEWALK WITH HANDRAILS. WITH HANDRAILS, MAX SLOPE OF 8.33% (30"
OF VERTICAL GAIN OVER 30' BEFORE 5' WIDE 2% SLOPE LANDING
REQUIRED)
FLOWERS PARKWAY NE ROAD PLANS AS SHOWN ON THIS PLAN SHEET
WERE PROVIDED BY STOCKS ENGINEERING. THESE PLANS ARE STILL IN
THE PROCESS OF APPROVALS. BEFORE ANY CONSTRUCTION OCCURS ON
THIS SITE, COORDINATION BETWEEN CONTRACTOR AND ENGINEER SHALL
OCCUR TO ENSURE THE DESIGN REFLECTED MATCHES WHAT WAS
ACTUALLY INSTALLED.
ROLL CURB TO BE PROVIDED TO POND ACCESS POINT. CURB TURN
DOWN ON EACH END OF HATCHED AREA.
60
GRAPHIC SCALE
0 30 60
120 240
0
00
cn
ct
P.
124
FLOWERS PLANTATION
WILDERS, NORTH CAROLINA
JOB NUMBER 2020-39
Date 10/21/2020
REVISIONS
DESCRIPTION
ci
1.0
1 inch = 60 ft.

SS
INV IN = 262.71' 8" PVC
SSMH 1—A
STA = 1+14.03
RIM = 276.25'
INV IN = 264.39' 8" PVC
INV OUT = 264.29' 8" PVC
SSMH 1—C
STA = 3+96.78
RIM = 286.60'
INV IN = 277.18' 8" PVC
INV OUT = 277.08' 8" PVC
3,1
0
OP 1
39257
SF
0.901
AC
TO INTO EXISTNG
SIDEW LK LOCATED ON
NE FL WERS PARKWAY
TO BE ROVIDED BY
OTHERS
DI C-1
SSMH 2—A
STA = 0+84.66
RIM = 272.79'
INV IN = 265.37' 8" DIP
INV OUT = 265.27' 8" PVC
SSMH 1—B
STA = 1+86.27
RIM = 277.57'
INV IN = 270.13' 8" PVC
INV IN = 264.85' 8" PVC
SSMH 1—D
STA = 5+82.40
INV IN = 278.21' 8" PVC
DI 8-3
SSMH 2—B
RIM = 270.50'
& CAR WASH
BLDG 300
78 UNIT
4 STORY BUILDING
STA = 7+45.93
RIM = 287.00'
•
&DEW LK LOCATED ON
NE FL WERS PARKWAY
- EXISTING SIDEWALK
TO BE PROVIDED BY
SSMH 1—E
STA = 6+66.98
RIM = 290.60'
STA = 9+92.65
RIM = 287.69'
A-8
CI H-3
0
SSIvIH
TOP 25 30
DI M-4
DI F-3
RIM = 287.80'
INV IN = 281.48' 8" PVC
11
CI K-3
P-1
SS
TO
TiN
\D-T
/\N
60
BucN
TYPICAL WATER LINE SERVICE
RPZ
4" FIRE SERVICE W/ VALVE
8" WATER MAIN
SERVICE W/ VALVE
SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF WATER AND SEWER
SERVICES AT THE BUILDING. BFP TO BE LOCATED INSIDE BUILDING.
UTILITY CONTRACTOR IS RESPONSIBLE FOR RUNNING FIRE SERVICE INTO THE
RISER ROOM. UTILITY CONTRACTOR SHALL COORDINATE THIS WITH THE
BUILDING CONTRACTOR.
ALL 6" SEWER SERVICES SHALL HAVE A MINIMUM SLOPE OF 1.0%
SEPARATION REQUIREMENTS
SEWER LINES CROSSING WATER MAINS AND/OR STORM SEWER SHALL MAINTAIN A
MINIMUM SEPARATION OF 18" VERTICALLY. WHERE IT IS IMPOSSIBLE TO MAINTAIN THE
PRESCRIBED 18 INCHES OF VERTICAL SEPARATION, THE WATER LINE SHALL BE
CONSTRUCTED OF DUCTILE IRON PIPE.
AQUA REQUIREMENTS:
ALL UTILITIES THAT CONNECT TO THE AQUA WATER AND/OR SEWER
SYSTEM SHALL BE IN ACCORDANCE WITH AQUA STANDARDS AND
AQUA SHALL BE NOTIFIED AT LEAST 48 BUSINESS DAY HOURS
PRIOR TO AN EXPLORATORY OR ACTUAL CONNECTIONS AROUND OR
TO THE AQUA WATER OR SEWER FACILITIES.
GRAPHIC SCALE
0 30 60
1 inch = 60 ft.
KEY NOTES:
0000 0000
8" DIP SEWER MAIN
8" SDR 35 SEWER MAIN
SOUTHWICK AVE
VICINITY MAP
DOGHOUSE SEWER MANHOLE OVER EXISTING 12" SEWER LINE. SEE DETAIL
6'' SDR-35 SEWER SERVICE AT A MINIMUM SLOPE OF 1.0% WITH 4"
CLEANOUT (TYP). CLEANOUTS IN PAVED AREAS OR SIDEWALK SHALL BE
JOSAM 55000
ON
8" PVC WATER LINE
6" MASTER METER WITH 6" ABOVE GROUND RPZ
2" DOMESTIC WATER SERVICE.
4" BUILDING FIRE SERVICE WITH VALVE PRIOR TO BUILDING.
1" DOMESTIC WATER SERVICE
6'' VALVE AND FIRE HYDRANT ASSEMBLY PER COG STANDARDS
APPROXIMATE RISER ROOM. SEE ARCHITECTURAL PLANS FOR EXACT LOCATION
4" SEWER SERVICE. FOR THE MAINTENANCE/CARSWASH, SEWER SERVICE
SHALL HAVE 1000GAL CAPACITY OIL/WATER SEPARATOR WITH SAND/GRIT
TRAP (DETAIL ON C-10) WITHIN THE CAR WASH. CAR WASH IS TO BE
COVERED AND HAVE A BERM SUCH THAT NO RAINWATER IS ALLOWED IN TO
SANITARY SYSTEM. NO FLOOR DRAINS WITHIN MAINTENANCE BUILDING SHALL
CONNECT TO THE SANITARY SEWER SYSTEM.
6" SEWER SERVICE FOR POOL BACKWASH TO TIE IN TO STORM SYSTEM.
20' PUBLIC UTILITY EASEMENT AROUND MASTER METER. ALL WATER PAST
THIS IS PRIVATE.
REMOTE FDC WITH 5" STORZ CONNECTION. 4" DIP LINE EXTENDED FROM
RISER ROOM TO REMOTE FDC. (SEE DETAIL ON C-9.0)
4" PVC SEWER SERVICE AT MINIMUM 1.0% SLOPE. CLEANOUTS IN PAVED
AREAS OR SIDEWALK SHALL BE JOSAM 55000
NO DRAINS FROM THE TRASH COMPACTORS MUST BE PIPED TO THE
SANITARY SEWER
4' MANHOLE FOR FDC PER DETAIL ON SHEET C-9.0.
2'' IRRIGATION METER WITH 2'' RPZ. STUB BEFORE MASTER METER.
8" STUB OUT TO RIGHT OF WAY LINE TO BE INSTALLED PRIOR TO THIS
PROJECTS TIE IN. PER PLANS PROVIDED BY STOCKS ENGINEERING 1-25-22.
CONTRACTOR TO COORDINATE ON OBTAINING AS BUILT ROAD DRAWINGS
PRIOR TO ANY UTILITY TIE INS.
GENERAL NOTES:
1. BOUNDARY AND EXISTING TOPOGRAPHICAL INFORMATION WAS PROVIDED BY TRUE LINE SURVEYING ON
DECEMBER 9, 2021
2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND EXISTING FEATURES PRIOR TO CONSTRUCTION.
3. INVERTS FOR EXISTING UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
4. MATERIALS AND WORKMANSHIP TO CONFORM WITH STANDARDS AND SPECIFICATIONS OF LOCAL
JURISDICTIONAL AUTHORITIES.
5. POWER, PHONE, CABLE AND GAS SERVICE INSTALLATIONS SHALL BE COORDINATED WITH LOCAL UTILITY
PROVIDERS
6. ALL WATER INSTALLATIONS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF
GREENSBORO UTILITIES AND NCDENR.
7. FIRE HYDRANTS MUST BE IN PLACE AND FUNCTIONAL BEFORE COMBUSTIBLE CONSTRUCTION BEGINS ON
SITE.
0
co
cn
P.
OVERALL
H FT-1
1-1
cn
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
Date 11/1/2021
co
REVISIONS
DESCRIPTION
ci
C 2. 0

290
280
270
260
L
9
/
\
\
\
EX SSMH
STA = 0+00.47
tR = 267.43'
I VIN=262.81'8"PVC
INV IN = 262.71' 8" PVC
INV OUT = 262.71' 8" PVC
SS`
SS
U
SSMH 2-A
STA = 0+84.66
RIM = 272.79'
INV IN = 265.37' 8" DIP
INV OUT = 265.27' 8" PVC
is
2+00
I SS
SSMH 1-B
STA = 1+86.27
RIM = 277.57'
-INV IN = 27013' 8" PVC
INV IN = 264 85' 8" PVC
°INV OUT = 264.75' 8" PVC
$S
SSMH 1-A
STA = 1+14.03
RIM = 276.25'
INV IN = 264.39' 8" PVC
INV OUT = 264.29' 8" PVC
W 3+00
SS
0
W 4+00
-�- SS 3 0 SS
SSMH 1-C
STA = 3+96.78
RIM = 286.60'
-'INV IN = 277.18' 8" PVC
INV OUT = 277.08' 8" PVC
tow umf,
W
SS
CD 0
2 3 J
L-frym
W
5+00
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SSMH 1-F
STA = 7+45.93
RIM = 287.00'
INV IN = 279.76' 8" PVC
INV OUT = 279.66' 8" PVC
SSI
N
c
o
W
SSMH 1-H
STA = 9+92.65
RIM = 287.69'
INV OUT = 282.08' 8" PVC----
SSMH 1-G
STA = 8+94.85
RIM = 287.80'
INV IN = 281.48' 8" PVC
INV OUT = 281.38' 8" PVC
ss
SSMH 1-E
STA = 6+66.98
RIM = 290.60'
INV IN = 278.74' 8" PVC
INV OUT = 278.64' 8" PVC
SSMH 1-D
STA = 5+82.40
RIM = 290.06'
INV IN = 278.21' 8" PVC --
INV OUT = 278.11' 8" PVC
Vd
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SOUTHWICK AVE
7
VICINITY MAP
1 "=2000'
PROPERTY LINE
WATER LINE
SANITARY SEWER
STORM SEWER
LEGEND
SS
40
GRAPHIC SCALE
0 20 40 80
160
U
>
CD CD
> >
n
U
CD
>
0
.SMH 1-C
' v= i..••
V IN=277.18' 8" PVC
V OUT=277.08' 8" PVC
1
\
SSMH 1-D\
RIM=290.06'7
INV IN=278121' 8" P\d
INV OUT=278.11' 8"
1
1
1
SSMH 1 LE
RIM=2970.60'
INV IN=278.74' 8"
INV UT=278.64' 8'
/
SSMH 1-F
R,M=287.00'
I1(V IN=279.76' 8" PVC
I/NV OUT=279.66' 8" P\
SSMH 1-G
nik d—no7 on'
f\IIVI —LU / .UU
INV IN=281.48' 8" F
\ INV OUT=281.38' 8"
SSMH 1-H
RIM=7 7 RQ'
INV OUT=282.08' 8
C.)> >
ao '''co
1-A
'76.25'
=264.39' 8" PVC
1UT=264.29' 8" PVC
•'H 1-B
= 77.57'
D\/r
IN 6\4.85' 8" PVC
OUT=264.75' 8" PVC
\
\
v-r-1-0
PROPOSED
0.--'8”
Rl P/
WATER
18"
VCVC 1.16ro
149LF
8'' PVC @ 1.09%
-
97LF 8" PVC @ 0.62%
EX SSMH
RIM=267.43'
INV IN=262.81'
INV IN=262.71'
INV OUT=262.7
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30%
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85LF
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/
114LF 8„ PVC @ 1 30%
i
2 LF 8" PVC © 0.5
%
INSIDE DROP MANHOLE
SEE DETAIL C-10
( IN FEET )
1 inch = 40 ft.
300
290
280
270
260
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
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A
REVISIONS
0
DESCRIPTION
r
d
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0+00
1 +00
2+00
3+00
4+00
5+00
6+00
7+00
8+00
9+00
10+00
C-2.1

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N
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co
o/
SSMH 2-A
STA = 0+84.66
RIM = 272.79'
INV IN = 265.37' 8" DIP
INV OUT = 265.27' 8" PVC
SSMH 2-B
STA = ???
RIM = 270.50'
INV OUT = 266.67' 8" DIP
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SSMH 1-B
STA = 1+86.27
RIM = 277.57'
INV IN = 270.13' 8" PVC
INV IN = 264.85' 8" PVC
INV OUT = 264.75' 8" PVC
2S 4 Sl0,v
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45
SOU TH WI CK AVE
7
VICINITY MAP
1 "=2000'
PROPERTY LINE
WATER LINE
SANITARY SEWER
STORM SEWER
LEGEND
SS
290
270
260
250
2402+00
290
280
270
260
250
m
=
277.57'
IN=270.13' 8" PVC
IN=264.85' 8" PVC
OUT=264.75' 8" PVC
A
79'
F5.37' 8" PIP
=265.27' 8" PVC
m
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PROPOSED
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36" RCP
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SEWER
2
-1 +00 0+00 1+00
2+00 3+00
4+00 5+00 6+0v40
40
GRAPHIC SCALE
0 20 40
80
160
( IN FEET )
1 inch = 40 ft.
SEWER PROFILE
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
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REVISIONS
DESCRIPTION
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1 f(f(s4I , su s
1 I I2�0 SE�E•f�EASE E\T /
U III' PIBC 66 P�4 \ \
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\ \ \ \ \ \
\ \ \
\ \ \ \ \ \
\ \ \ \ \ \
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\ \ \ \ N \ \
: 276.0'
W: 272.0'
TW: 280.0'
BW: 276.0'
TW: 284.0'
BW: 26w 0'
ss
INTO DOSING
81LOCATED ON
NE FL S PARKWAY
- EXISTING SIDEWALK
TO BE PROVIDED BY
OTHERST
-2 \ BW: 288.5'
TW: 297.0'
W: 291.0'
FFE 270,5
CIte,_
inNANCE aLqG
& CAR WASH
THREE 4' TALL
LANDSCAPE TIERED
= WALLS
a -
•
TW: 297.5'
BW: 294.5'
TW: 294.5'
BW: 291.5'
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SW2276.072.0'
TW: 280.0'
8W: 276.0'
TW: 284.0'
BW': 280.0'
/
K-2
. 270.0'
BW: 285.0'
\
2267.0'7,.0'
\BIM:
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BW: 268.5'
\CI K-4
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-
TW: 275.5'
BM 271.5'
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\V \ 240.07
\V 0,T 239.98
1
278.0'
274.0'
/ ^ \
/
\
/
\
q K-7
r \
/\
/ /
\
TW 283.0'
O„ BW:Q 279.0' \
=
\
\
IDTH RPW (V)
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MUST C
L I T Y p'`O
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BEFORE YOU DIG!
CONTACT ONE -CALL CENTER
1-800-632-4949
SOUTHWICK AVE
7
VI CINI T Y MAP
1 "=2000'
ALL SPOT GRADES ARE LABELED AT
BOTTOM OF CURB AND OR ASPHALT
GRADE UNLESS OTHERWISE NOTED.
ALL SPOT GRADES SHOWN ON STORM
STRUCTURES ARE AT GRATE
ELEVATION
GRADING LEGEND
EXISTING GRADE
EXISTING STORM SEWER
PROPOSED GRADE
PROPOSED SPOT GRADE
YARD INLET OR DROP INLET
CURB INLET
JUNCTION BOX
STORM SEWER
2240
676
+ 2154.75
PEDESTRIAN WALKWAY GRADING NOTES:
FOR STANDARD SIDEWALK WITH NO HANDRAILS, THE LONGITUDINAL SLOPE SHALL NOT EXCEED
5%, AND THE CROSS SLOPE SHALL NOT EXCEED 2%.
FOR SIDEWALK WITH HANDRAILS, THE MAXIMUM ALLOWABLE SLOPE IS 8.33% FOR 30 LINEAR
FEET, THEN A 5' WIDE 2% MAX SLOPE PAD IS REQUIRED. MAX CROSS SLOPE IS STILL 2%.
FOR SIDEWALK WHERE STAIRS ARE SHOWN, HANDRAILS SHALL BE PROVIDED ON BOTH SIDES
OF THE SIDEWALK AND THE SLOPE OF THE STAIRS MUST COMPLY WITH ADA REQUIREMENTS.
ALL STAIR TREADS MUST BE MINIMUM 11" WIDE, AND ALL STEPS MUST HAVE UNIFORM RISER
HEIGHTS (BETWEEN 4" TO 7" TALL) AND UNIFORM TREAD WIDTHS. LANDINGS MUST BE
PROVIDED AT THE TOP AND BOTTOM OF THE STAIRS.
REFER TO ADA COMPLIANCE GUIDELINES FOR FULL LIST OF REQUIREMENTS.
GENERAL NOTES:
1. BOUNDARY AND EXISTING TOPOGRAPHICAL INFORMATION WAS PROVIDED BY TRUE LINE SURVEYING ON
DECEMBER 9, 2021
2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND EXISTING FEATURES PRIOR TO CONSTRUCTION.
3. INVERTS FOR EXISTING UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
4. MATERIALS AND WORKMANSHIP TO CONFORM WITH STANDARDS AND SPECIFICATIONS OF LOCAL
JURISDICTIONAL AUTHORITIES.
5. POWER, PHONE, CABLE AND GAS SERVICE INSTALLATIONS SHALL BE COORDINATED WITH LOCAL UTILITY
PROVIDERS
6. ALL WATER INSTALLATIONS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF
GREENSBORO UTILITIES AND NCDENR.
7. FIRE HYDRANTS MUST BE IN PLACE AND FUNCTIONAL BEFORE COMBUSTIBLE CONSTRUCTION BEGINS ON
SITE.
60
GRAPHIC SCALE
0 30 60
120 240
( IN FEET )
1 inch = 60 ft.
►I
7";v_susuil011,1,17/.1"%
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GRADING
OVERALL
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
Date 11/1/2021
REVISIONS
DESCRIPTION
m
0
Z
C-3.O

BLDG 200
78 UNIT
4 STORY BUILD \G
25-1 s & L5— 2s & 8— 3s
BLDG 100
78 UN T
L STORY BUILDING
25-1 s & 45-2s & 8-3s
BLDG 300
78 UNIT
4 STORY BUILDING
25-1 s & 45-2s & 8— 3s
40
SSOOUTHWICK AVE
VICINITY MAP
1 "=2000'
LEGEND
YARD INLET OR DROP INLET
DOWNSPOUT
CURB INLET
JUNCTION BOX
STORM SEWER
ROOF LEADER
❑❑
o
PIM
ALL ROOF DRAIN SIZING SHOWN ON THIS SHEET ASSUME
MINIMUM SLOPE OF 1.0% (PVC)
0
20
-\SON MUST C�
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BEFORE YOU DIG!
CONTACT ONE —CALL CENTER
1-800-632-4949
GRAPHIC SCALE
40
80
160
( IN FEET )
1 inch = 80 ft.
X
z
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W
4-1
0
X
JOHNSTON COUNTY, NC
0
M
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Cc
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CO
M
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CO
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Date 11 /1 /2021
a
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REVISIONS
DESCRIPTION
>-
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C-3.1

i
/
/
/
\
/
\ \ \ \
\ \ \ \
\ \ \
/
/ / / / / /
/ / / j///
// //
/ / / /
/ / /
/ /
7
/
// / 1
/// /
TW: 276.0'
BW: 272.0'
TW: 280.0'
BW: 276.0'
TW: 284.0'
BW: 28w 0' -
/1
INTO EXISTING
W LK LOCATED ON
E FLOWERS PARKWAY
XIS 1NG SIDEWALK
BE PROVIDED BY
THREE 4' TALL
LANDSCAPE TIERED
ns = WALLS
" p my,
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\\\
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TOP" -IN
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285.0'
BW: 265.0'
\
\
276.0'
272.0'
TW: 280.0'
BW: 276.0'
N
/
/
2267,071.0'
\BW '
Tw: BW:
CI K-4
42
273.0'
268.5'
\
\
/
/ 1
275.5'
BW: 271.5'
/
SS
TO
I\
/
�TV 278.0'
BW: 274.0'
\
CI K-6
V
25L.33
✓ \ 2L0,07
✓ O,T 239.98
\
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/ \ \
/ / >\
/ / / \ \
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TW: 283.0'
O BW: 279.0' \
\
I2 A I
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\ \
\
LE W IDT
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• 0 \
\ B 278.0' \
\ \
N
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BLIP.
60
GRAPHIC SCALE
0 30 60 120
240
( IN FEET )
1 inch = 60 ft.
DISTURBED AREA: ±13.80 AC
\�N MUST co
\G \ L I T Y p,``''
-0
0
FTl
BEFORE YOU DIG!
CONTACT ONE -CALL CENTER
1-800-632-4949
VICINITY MAP
1 "=2000'
LEGEND
LIMITS OF DISTURBANCE
CONSTRUCTION ENTRANCE
SILT FENCE
DIVERSION BERM
INLET PROTECTION
POROUS BAFFLES
SKIMMER
RIP -RAP PAD
SILT FENCE OUTLET/CHECK DAM
n
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EROSION AND SEDIMENTATION CONTROL CONSTRUCTION SEQUENCE:
1. OBTAIN NECESSARY PERMITS AND APPROVALS THROUGH JOHNSTON COUNTY AND SCHEDULE A
PRECONSTRUCTION MEETING PRIOR TO BEGINNING ANY LAND DISTURBING ACTIVITIES.
2. FLAG THE LIMITS OF DISTURBANCE AND INSTALL PERIMETER EROSION CONTROL MEASURES (SILT FENCE, TREE
PROTECTION FENCING, TEMPORARY CONSTRUCTION ENTRANCE, SILT FENCE OUTLETS). SEE DEMO/PHASE 1
EROSION CONTROL PLAN FOR INITIAL EROSION CONTROL PHASE.
3. INSTALL TEMPORARY SKIMMER BASINS 1 PER NCDEQ SPECIFICATIONS AS SHOWN ON DETAIL SHEET C-11.0.
4. INSTALL ALL TEMPORARY DIVERSION BERMS AND CORRESPONDING RIP RAP OUTLET PROTECTION AS SHOWN IN
THE EROSION CONTROL PH 1 PLAN. STABILIZE.
4. CALL JOHNSTON COUNTY EROSION CONTROL INSPECTOR AFTER PERIMETER MEASURE INSTALLATION AND BASIN
INSTALLATION.
5. PROCEED WITH DEMOLITION, CLEARING AND GRUBBING OF SITE.
6. INSTALL AND MAINTAIN TEMPORARY STABILIZATION OF ALL DISTURBED AREAS THROUGHOUT REMAINDER OF
PROJECT. NO PORTION OF THE SITE SHALL REMAIN OPEN/BARE MORE THAN 14 DAYS.
7. BEGIN INSTALLING REMAINING UTILITIES.
8. AS SITE EARTHWORK PROGRESSES AND SITE HAS BEEN RAISED AS SHOWN ON EROSION CONTROL PHASE 2
PLAN, FINISH GRADING THE SEDIMENT BASINS TO THEIR FINAL STATE AS SHOWN IN EROSION CONTROL PHASE 2
PLAN.
8. FINE GRADE PADS AND PROCEED WITH VERTICAL CONSTRUCTION
9. INSTALL OUTLET PROTECTION AS SOON AS PIPES ARE INSTALLED AND STABILIZE SLOPES AS SOON AS THEY
REACH FINAL GRADE.
10. SCHEDULE PRECON WITH STORMWATER INSPECTOR TO INSPECT SITE PRIOR TO CONVERTING SEDIMENT BASIN
TO FINAL BMP. ONCE APPROVED, REMOVE BAFFLES, AND ENSURE FINAL BMP GRADING IS FINALIZED.
11. CONTACT THE JOHNSTON COUNTY INSPECTOR AND FLUSH ALL STORM SEWER PRIOR TO JOB CLOSEOUT. CLEAN
OUT PERMANENT POND IF SEDIMENT COLLECTS IN IT DUE TO STORM SEWER FLUSH
12. COMPLETE BUILDING, ALL UTILITIES, AND STONE PARKING LOT.
13. PAVE THE PARKING LOT AND STABILIZE ANY AREAS THAT REMAIN UNSTABLE (SEE PHASE II EROSION
CONTROL PLAN SHEET C-4.0).
14. EROSION CONTROL MEASURES SHALL BE MAINTAINED THROUGHOUT THE LIFE OF THE PROJECT AND REPAIRED
AFTER EACH RAIN EVENT.
15. INSPECTIONS TO BE EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS AFTER EACH RAINFALL EVENT THAT
PRODUCES 1/2-INCHES OR MORE OF PRECIPITATION.
16. STABILIZATION OF CONVEYANCE CHANNELS IS TO BE COMPLETED WITHIN 7 DAYS OF CHANNEL CONSTRUCTION.
17. AFTER COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND PERMANENT EROSION CONTROL MEASURES ARE IN
PLACE AND UPON APPROVAL BY THE EROSION CONTROL INSPECTOR.
A. REMOVE ALL TEMPORARY MEASURES AND INSTALL PERMANENT EROSION AND VELOCITY CONTROL
MEASURES.
B. PROVIDE SUFFICIENT GROUND COVER TO ASSURE ADEQUATE SURFACE STABILIZATION.
ALL OF THE NECESSARY APPROVALS FROM THE STATE OF NORTH CAROLINA AND THE ARMY CORPS OF
ENGINEERS FOR ANY STREAM CROSSING/WETLAND DISTURBANCE ASSOCIATED WITH THE OVERALL FLOWERS
PLANTATION DEVELOPMENT WERE PROVIDED BY STOCKS ENGINEERING. 401 CERTIFICATIONS ARE PROVIDED UNDER
SELF -INSPECTION REPORT FOR LAND DISTURBING ACTIVITY AS REQUIRED BY NCGS 113A-54.1
Phase of Approved Erosion Sc Sediment Control Plan:
Date
Signature (landowner, financially responsible party, or agent)
Installation of erosion control Devices and Seeding
Fill and slopes completed (fine grades established)
Installation of site utilities
Stabilization of building pad and parking areas
Final grades achieved; obtained building c/o
Vegetation established; removal of erosion control measures
Closing of permit, final inspection
NEW STABILIZATION TIMEFRAMES
SITE AREA DESCRIPTION
STABILIZATION
TIME FRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETER AND HOW ZONES
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
Date 11 /1 /2021
REVISIONS
DESCRIPTION
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SOU TH WI CK AVE
VI CINI T Y MAP
1 "=2000'
PRE DEVELOPMENT SITE
DRAINAGE TO POS 1
DRAINAGE AREA
SIZE (AC)
% OF TOTAL
DRAINAGE AREA
CURVE NUMBER
FAIR CONDITION WOODS
COMBO (TYPE B SOILS)
4.07 AC
38.2%
65
FAIR CONDITION WOODS
COMBO (TYPE A SOILS)
4.95 AC
46.5%
43
GOOD CONDITION FALLOW
(TYPE B SOILS)
1.63 AC
15.3%
83
WEIGHTED CURVE NUMBER
58
PRE DEVELOPMENT SITE
DRAINAGE TO POS 2
DRAINAGE AREA
SIZE (AC)
% OF TOTAL
DRAINAGE AREA
CURVE NUMBER
GOOD CONDITION FALLOW
(TYPE B SOILS)
3.67 AC
68.0%
83
FAIR CONDITION WOODS
COMBO (TYPE B SOILS)
0.43 AC
8.0%
65
FAIR CONDITION WOODS
COMBO (TYPE A SOILS)
1.30 AC
24.0%
43
WEIGHTED CURVE NUMBER
72
60
0
30
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120
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REVISIONS
DESCRIPTION
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OWERS PARKWAY
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VI CINI T Y MAP
1 "=2000'
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DRAINAGE AREA
SIZE (AC)
% OF TOTAL
DRAINAGE AREA
CURVE NUMBER
IMPERVIOUS AREA
8.35 AC
64.7%
98
GRASSED AREA
4.56 AC
35.3%
61
WEIGHTED CURVE NUMBER
88
POST DEVELOPMENT BYPASS
DRAINAGE TO POS 1
DRAINAGE AREA
SIZE (AC)
% OF TOTAL
DRAINAGE AREA
CURVE NUMBER
FAIR CONDITION WOODS
COMBO (TYPE B SOILS)
1.76 AC
73.6%
65
FAIR CONDITION WOODS
COMBO (TYPE A SOILS)
0.63 AC
26.4%
43
WEIGHTED CURVE NUMBER
59
POST DEVELOPMENT BYPASS
DRAINAGE TO POS 2
DRAINAGE AREA
SIZE (AC)
% OF TOTAL
DRAINAGE AREA
CURVE NUMBER
FAIR CONDITION WOODS
COMBO (TYPE B SOILS)
1.41 AC
87.0%
65
FAIR CONDITION WOODS
COMBO (TYPE A SOILS)
0.21 AC
13.0%
43
WEIGHTED CURVE NUMBER
62
60
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240
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JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
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REVISIONS
DESCRIPTION
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Des. BAH I Chk. BAH
REVISIONS
DESCRIPTION
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Views at Flowers Apartments
�
FROM"C"
25 Yr. "i"
Area To Inlet
25 Yr. Q,
Cumm. QPipe
Length
Pipe
Diameter(FROM)
PipeMaterial
Pipe Slope
Inlet
Elevation
Lower
Invert
(TO)
Upper
InvertPipe
(FROM)(FROM)(TO)
Inlet Cover
Inlet Cover
Pipe
DiameterCoefficientCapacityoRSlir
Area
HydraulicTO
Radius
Roughness
Velocity FuI/Actual
Full FlowPipe
Flow
Jo�oP
(in/hr)
(acres)
(ft3/sec)
(ft3/sec)
(ft)
(inches)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(feet)
(ft2)
(ft)
(ft/sec)
(ft3/sec)
(ft3/sec)
0,0
L m
W
HWY 42
FES A-0
CIA 1
0.95
8.30
0.39
3.08
34.85
46
42
RCP
0.50
268.70
260.00
260.23
4.97
3.50
9.62
0.88
0.013
7.41
71.30
34.85
z
CI A-1
CIA 2
0.95
8.30
0.24
1.89
31.78
128
36
RCP
0.50
275.50
260.83
261.47
11.03
4.87
3.00
7.07
0.75
0.013
6.69
47.27
31.78
CI A-2
CIA 3
0.95
8.30
0.16
1.26
26.08
99
24
RCP
5.00
280.00
266.00
270.95
7.05
7.50
2.00
3.14
0.50
0.013
16.15
50.70
26.08
S
Ski,
CI A-3
CIA 4
0.95
8.30
0.30
2.37
22.13
143
24
RCP
5.00
284.10
271.05
278.20
3.90
6.95
2.00
3.14
0.50
0.013
16.15
50.70
22.13
CI A-4
CIA 5
0.95
8.30
0.40
3.15
12.85
64
24
RCP
3.00
285.30
278.30
280.22
3.08
3.80
2.00
3.14
0.50
0.013
12.51
39.27
12.85
'QS A��
CI A-5
CIA 6
0.95
8.30
0.10
0.79
8.59
140
18
RCP
3.00
290.90
280.82
285.02
4.38
2.98
1.50
1.77
0.38
0.013
10.32
18.23
8.59
Y
CI A-6
CIA 7
0.95
8.30
0.20
1.58
7.81
50
18
RCP
3.00
292.30
285.12
286.62
4.18
4.28
1.50
1.77
0.38
0.013
10.32
18.23
7.81
CI A-7
CIA 8
0.95
8.30
0.29
2.29
6.23
155
15
RCP
3.00
296.30
286.97
291.62
3.43
4.08
1.25
1.23
0.31
0.013
9.14
11.21
6.23
CIA 8
DI A-9
0.95
8.30
0.13
1.03
1.03
150
15
RCP
1.00
296.30
291.72
293.22
1.83
3.33
1.25
1.23
0.31
0.013
5.28
6.47
1.03
SOUTHWICK AVE
7
CI A-2
DI B 1
0.95
8.30
0.02
0.16
3.81
26
15
RCP
2.00
271.70
267.22
267.74
2.71
1.25
1.23
0.31
0.013
7.46
9.16
3.81
DI B-1
DI B 2
0.95
8.30
0.13
1.03
3.15
83
15
RCP
1. 00
271.70
267.84
268.67
1.78
2.61
1.25
1.23
0.31
0.013
5.28
6.47
3.15
Ill CINI ,, MAP
"=2000'
DI B-2
DI B 3
0.95
8.30
0.27
2.13
2.13
88
15
RCP
1.00
271.70
268.77
269.65
0.80
1.68
1.25
1.23
0.31
0.013
5.28
6.47
2.13
1
DI B 1
DI C 1
0.95
8.30
0.02
0.18
0.50
22
15
RCP
2.00
271.70
267.22
267.66
2.79
1.25
1.23
0.31
0.013
7.46
9.16
0.50
DI C 1
DI C 2
0.95
8.30
0.04
0.32
0.32
33
15
RCP
1.00
271.70
267.76
268.09
2.36
2.69
1.25
1.23
0.31
0.013
5.28
6.47
0.32
I A
C 3
DID 1
7
0 0
8 30
0.14
0.81
1.9855
15
C P
5 00
2 20
85
27 .7
6 0
279.454.
50
1.25
1.23
0.31
0.013
11.80
14.48
1.98
DI D-1
DI D-2
0.70
8.30
0.20
1.16
1.16
70
15
RCP
3.00
285.20
279.55
281.65
2.30
4.40
1.25
1.23
0.31
0.013
9.14
11.21
1.16
CI A-3
CI E-1
0.95
8.30
0.03
0.24
0.71
100
15
RCP
5.00
286.90
276.70
281.70
3.95
1.25
1.23
0.31
0.013
11.80
14.48
0.71
CI
CI E-1
CI E-2
0.95
8.30
0.06
0.47
0.47
29
15
RCP
1.00
286.90
281.80
282.09
3.56
3.85
1.25
1.23
0.31
0.013
5.28
6.47
0.47
CI A-4
DI F-1
0.70
8.30
0.39
2.27
6.91
44
18
RCP
1.00
285.20
278.80
279.24
4.46
1.50
1.77
0.38
0.013
5.96
10.53
6.91
DI F-1
DI F-2
0.70
8.30
0.44
2.56
4.65
89
15
RCP
1.00
285.20
279.59
280.48
3.47
4.36
1.25
1.23
0.31
0.013
5.28
6.47
4.65
DI F-2
DI F-3
0.70
8.30
0.36
2.09
2.09
163
15
RCP
1.00
284.50
280.58
282.21
1.04
3.37
1.25
1.23
0.31
0.013
5.28
6.47
2.09
CI A-5
DI G-1
0.95
8.30
0.05
0.39
1.10
23
15
RCP
0.50
284.50
281.07
281.19
2.06
1.25
1.23
0.31
0.013
3.73
4.58
1.10
DI G-1
DI G-2
0.95
8.30
0.05
0.39
0.71
75
15
RCP
0.50
284.50
281.29
281.66
1.59
1.96
1.25
1.23
0.31
0.013
3.73
4.58
0.71
DI G-2
DI G-3
0.95
8.30
0.02
0.16
0.32
44
15
RCP
1.00
284.50
281.76
282.20
1.05
1.49
1.25
1.23
0.31
0.013
5.28
6.47
0.32
DI G-3
DI G-4
0.95
8.30
0.02
0.16
0.16
35
15
RCP
1.00
284.50
282.30
282.65
0.60
0.95
1.25
1.23
0.31
0.013
5.28
6.47
0.16
CI A-8
CI H-1
0.95
8.30
0.13
1.03
2.92
65
15
RCP
0.50
299.10
291.72
292.05
5.80
1.25
1.23
0.31
0.013
3.73
4.58
2.92
CI H-1
CI H-2
0.95
8.30
0.08
0.63
1.26
110
15
RCP
0.50
298.30
292.15
292.70
4.35
5.70
1.25
1.23
0.31
0.013
3.73
4.58
1.26
HE]
ND
N
6) 28
n-eng
CI H-2
CI H-3
0.95
8.30
0.08
0.63
0.63
67
15
RCP
0.50
296.40
292.80
293.13
2.02
4.25
1.25
1.23
0.31
0.013
3.73
4.58
0.63
CI H-1
CI J-1
0.95
8.30
0.04
0.32
0.63
71
15
RCP
2.00
301.10
295.55
296.97
2.88
1.25
1.23
0.31
0.013
7.46
9.16
0.63
CI J-1
CI J-2
0.95
8.30
0.04
0.32
0.32
21
15
RCP
1.00
301.10
297.07
297.28
2.57
2.78
1.25
1.23
0.31
0.013
5.28
6.47
0.32
FES K-0
CI K-1
0.95
8.30
0.01
0.08
42.53
28
42
RCP
0.50
265.50
260.00
260.14
1.86
3.50
9.62
0.88
0.013
7.41
71.30
42.53
CI K-1
CI K-2
0.95
8.30
0.21
1.66
42.45
26
30
RCP
4.50
268.65
261.24
262.41
3.74
1.76
2.50
4.91
0.63
0.013
17.77
87.20
42.45
inc.)--,
co
CI K-2
CI K-3
0.95
8.30
0.08
0.63
38.83
64
30
RCP
3.00
271.00
262.51
264.43
4.07
3.64
2.50
4.91
0.63
0.013
14.51
71.20
38.83
rn
CI K-3
CI K-4
0.95
8.30
0.18
1.42
31.89
112
30
RCP
3.00
274.30
264.53
267.89
3.91
3.97
2.50
4.91
0.63
0.013
14.51
71.20
31.89
CI K-4
CI K-5
0.95
8.30
0.25
1.97
30.47
124
30
RCP
4.00
280.90
267.99
272.95
5.45
3.81
2.50
4.91
0.63
0.013
16.76
82.21
30.47
CI K-5
CI K-6
0.95
8.30
0.36
2.84
17.19
72
30
RCP
0.50
280.50
273.05
273.41
4.59
5.35
2.50
4.91
0.63
0.013
5.92
29.07
17.19
CI K-6
CI K-7
0.95
8.30
0.21
1.66
14.35
140
30
RCP
0.50
282.15
273.51
274.21
5.44
4.49
2.50
4.91
0.63
0.013
5.92
29.07
14.35
STORMWATER PIPE CHART
THE VIEWS AT
FLOWERS APARTMENTS
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
Drn. BAH Des. BAH Chk. BAH Date 11/1/2021 JOB NUMBER 2021-30
CI K-7
CI K-8
0.95
8.30
0.02
0.16
12.69
126
30
RCP
0.50
285.10
274.31
274.94
7.66
5.34
2.50
4.91
0.63
0.013
5.92
29.07
12.69
CI K-8
CI K-9
0.95
8.30
0.07
0.55
12.54
118
30
RCP
0.50
282.40
275.04
275.63
4.27
7.56
2.50
4.91
0.63
0.013
5.92
29.07
12.54
CI K-9
CI K-10
0.95
8.30
0.25
1.97
8.59
84
24
RCP
0.50
282.10
276.23
276.65
3.45
4.17
2.00
3.14
0.50
0.013
5.11
16.03
8.59
CI K-10
CI K-11
0.95
8.30
0.06
0.47
3.94
91
15
RCP
4.00
285.60
277.50
281.14
3.21
3.35
1.25
1.23
0.31
0.013
10.56
12.95
3.94
CI K-11
CI K-12
0.95
8.30
0.19
1.50
3.47
85
15
RCP
2.50
287.65
281.24
283.37
3.03
3.11
1.25
1.23
0.31
0.013
8.35
10.24
3.47
CI K-12
CI K-13
0.95
8.30
0.10
0.79
0.79
144
15
RCP
4.50
294.10
283.47
289.95
2.90
2.93
1.25
1.23
0.31
0.013
11.20
13.73
0.79
CI K-2
CI L-1
0.95
8.30
0.10
0.79
1.97
119
15
RCP
1.00
269.80
263.76
264.95
3.60
1.25
1.23
0.31
0.013
5.28
6.47
1.97
CI L-1
CI L-2
0.95
8.30
0.15
1.18
1.18
55
15
RCP
0.50
269.80
265.05
265.33
3.22
3.50
1.25
1.23
0.31
0.013
3.73
4.58
1.18
CI K-3
DI M-1
0.95
8.30
0.03
0.24
4.49
20
15
RCP
1.00
271.70
265.78
265.98
4.47
1.25
1.23
0.31
0.013
5.28
6.47
4.49
DI M-1
DI M-2
0.95
8.30
0.03
0.24
3.94
71
15
RCP
1.00
271.70
266.08
266.79
3.66
4.37
1.25
1.23
0.31
0.013
5.28
6.47
3.94
DI M-2
DI M-3
0.95
8.30
0.17
1.34
3.71
30
15
RCP
1.00
272.90
266.89
267.19
4.46
3.56
1.25
1.23
0.31
0.013
5.28
6.47
3.71
DI M-3
DI M-4
0.95
8.30
0.02
0.16
2.37
53
15
RCP
1.00
271.70
267.29
267.82
2.63
4.36
1.25
1.23
0.31
0.013
5.28
6.47
2.37
DI M-4
DI M-5
0.95
8.30
0.28
2.21
2.21
62
15
RCP
1.00
271.70
267.92
268.54
1.91
2.53
1.25
1.23
0.31
0.013
5.28
6.47
2.21
DI M-1
DI N-1
0.95
8.30
0.04
0.32
0.32
20
15
RCP
5.00
271.70
266.08
267.08
3.37
1.25
1.23
0.31
0.013
11.80
14.48
0.32
CI K-3
CI P-1
0.95
8.30
0.07
0.55
1.81
24
15
RCP
2.00
271.00
265.78
266.26
3.49
1.25
1.23
0.31
0.013
7.46
9.16
1.81
REVISIONS
w
1-
Q
0
CI K-5
CI Q-1
0.95
8.30
0.18
1.42
3.39
185
15
RCP
3.00
284.00
274.30
279.85
2.90
1.25
1.23
0.31
0.013
9.14
11.21
3.39
CI Q-1
CI Q-2
0.95
8.30
0.25
1.97
1.97
82
15
RCP
1.00
284.50
279.95
280.77
2.48
2.80
1.25
1.23
0.31
0.013
5.28
6.47
1.97
0
a
0
w
0
CI K-5
CI R-1
0.95
8.30
0.08
0.63
7.92
100
15
RCP
6.00
284.30
274.30
280.30
2.75
1.25
1.23
0.31
0.013
12.93
15.86
7.92
CI R-1
DI R-2
0.60
8.30
0.47
2.34
7.29
105
15
RCP
3.00
287.90
280.40
283.55
3.10
2.65
1.25
1.23
0.31
0.013
9.14
11.21
7.29
DI R-2
DI R-3
0.60
8.30
0.55
2.74
4.95
109
15
RCP
1.00
287.90
283.65
284.74
1.91
3.00
1.25
1.23
0.31
0.013
5.28
6.47
4.95
DI R-3
DI R-4
0.70
8.30
0.38
2.21
2.21
108
15
RCP
1.00
287.90
284.84
285.92
0.73
1.81
1.25
1.23
0.31
0.013
5.28
6.47
2.21
DI R-2
DI S-1
0.80
8.30
0.92
6.11
6.11
96
15
RCP
2.50
288.30
283.65
286.05
1.00
1.25
1.23
0.31
0.013
8.35
10.24
6.11
CI K-9
DCI U-1
0.95
8.30
0.43
3.39
3.39
48
24
RCP
0.75
281.30
276.23
276.59
2.71
2.00
3.14
0.50
0.013
6.25
19.63
3.39
r
m
CI K-10
CI V-1
0.95
8.30
0.12
0.95
0.95
30
15
RCP
0.75
281.50
277.50
277.73
2.52
1.25
1.23
0.31
0.013
4.57
5.61
0.95
ci
z
CI K-10
CI W-1
0.95
8.30
0.22
1.73
1.73
34
15
RCP
0.75
281.50
277.50
277.76
2.49
1.25
1.23
0.31
0.013
4.57
5.61
1.73
C - 5.3
CI K-12
DI X 1
0.95
8.30
0.15
1.18
1.18
40
15
RCP
3.00
287.85
283.47
284.67
1.93
1.25
1.23
0.31
0.013
9.14
11.21
1.18

// /
/ / / / /
/ / // / / ///
//
/ / / / /
/ /
/ / /
i / /
f / /
CONSTRUCT DAM WITH IMPERMEABLE SOILS
COMPACTED TO 98% STD. PROCTOR
DENSITY W/ A MOISTURE CONTENT OF
—1% TO +3% OF OPTIMUM. SOILS SHALL
BE UNIFORM IN CHARACTER AND INSTALLED
IN 8" MAXIMUM LIFTS. SOILS SHALL BE
FREE OF ORGANICS AND PARTICLES OF 2"
OR GREATER
CENTIPEDE TURF GRASS TO BE
UTILIZED ON ALL POND SLOPES.
CORE
OUTLET 258.0'
GEOTECHNICAL
ENGINEER TO BE
ON SITE DURING
INSTALLATION OF
POND OUTLETS
TO ENSURE
COMPACTION
AROUND PIPES
72" X 72"
ANTI —SEEP PLATES
SANDWICHED BETWEEN
FLANGED GASKET IN
FLANGED JOINTS
/
275.5
6' WIDE VEGETATED
SHELF AT 1:6 SLOPE.
BOTTOM ELEVATION: 258.0
TOP ELEVATION: 259.0.
10.00' DAM EL 265.55'
1
1
/
2
52 LF 24"
ALUMINUM
1.0% SLOPE
CUT—OFF TRENCH
BACKFILL W/
IMPERMEABLE SOILS
COMPACTED TO 98% STD
PROCTOR DENSITY
271.60
48" DIAMETER ALUMINUM RISER WITH
TRASH RACK. TOP OF RISER ELEV 263.0.
SHOP DRAWING TO BE REVIEWED BY
ENGINEER PRIOR TO FABRICATION.
4" ORIFICE AT 261.5'
BOTTOM 253
6'X6'X2'
3000 PSI
CONCRETE
PAD ANTI
FLOTATION
DEVICE
2.5" ORIFICE AT 258.5
SUBMERGED ORIFICE OUTLET DESIGN
SEE DETAIL THIS SHEET
PERMANENT POOL
SEDIMENT STO! AGE
RIP RAP BAFFLE CLASS
B STONE OVER NON
WOVEN FABRIC. FROM
ELEVATION 253.00 TO
258.0. SIDE SLOPES TO
BE 2:1. TOP 5' WIDE.
O\D 1 DETAIL
N.T.S.
/
DGE ® /WET
V
TC
CR)I
-ANDS (1"R \VIIL
�2 \V 0 „T
271.4 \
CENTIPEDE TURF GRASS TO BE
UTILIZED ON ALL POND SLOPES.
0' WIDE SPILLWAY EL: 263.50'
1.0' THICK CLASS B
STONE OVER NON WOVEN
FABRIC
100YR STORM MAX ELEV. 264.5'
WATER QUALITY MAX ELEVATION 261.50
PERMANENT POOL ELEVATION 258.5
- CLAY LINER TO BE INSTALLED.
SEE CLAY LINER NOTES ON THIS SHEET
DEPTH OF FOREBAY AT ENTRANCE TO
BE 12" BELOW EXIT OF FOREBAY
30 \ 1�
L 85 \
L2.0
\I
N II
II
\ I I
l Io,i
H I <5\\
\CC
265.5 0�
N
JB K-1NS -60,\
210 \
K-2
CI K—
\\
271.0
30
0 15
GRAPHIC SCALE
30
VI CINI T Y MAP
1 "=2000'
60 120
POND SLOPES AND DAM OUTSIDE
OF PERMANENT POOL ARE TO BE
3:1. SLOPED AREA IN POND
BELOW PERMANENT POOL IS 2:1
SLOPE
( IN FEET )
1 inch = 30 ft.
Figure 10-4
Typical Submerged Orifice Outlet Configuration
4" PVC
Screw type plug
outlet box
4" PVC stubbed
into box
PVC tee
Temporary pool
12"
p Permanent pool
4` 2.5" ORIFICE DRILLED
THROUGH CAP
4" PVC cap tvith hole di Weil
Note: Consider 6" piping if the
control orifice is larger don 2".
Pond bottom
Durable materials, such as reinforced concrete, are preferable to corrugated metal in
most instances. The riser should be placed in or at the face of the embankment. By
placing the riser close to the embankment, maintenance access is facilitated and flotation
forces are reduced. The design engineer must present flotation force calculations for any
outlet design subject to flotation forces. Outlets are described in greater detail in Section
5.0, Common BMP Design Elements.
A CLAY LINER SHOULD BE INSTALLED IN POND BASIN PER
THE FOLLOWING SPECIFICATIONS:
-MINIMUM THICKNESS OF 12 INCHES WITH AN ADDITIONAL
12 INCH LAYER OF COMPACTED SOIL ABOVE IT
-PERMEABILITY = 1 X 10-6 CM/SEC
-PLASTICITY INDEX OF CLAY = NOT LESS THAN 15%
-LIQUID LIMIT OF CLAY = NOT LESS THAN 30%
-CLAY PARTICLES PASSING = NOT LESS THAN 30%
-CLAY COMPACTION = 95% OF STANDARD PROCTOR
DENSITYSOURCE: DCR (1999)
Anti -Flotation Device 1: The Views
Riser Height:
Riser Diameter:
Riser Area:
Weight of Water:
Weight of Conc.
Min Weight Req.
4.5
48
feet
in
56.52 cf
62.4 Ibs/ft^2
150 I bs/ft^3
3527 Ibs
Anti -Flotation Dimemstions
Length (ft)
Width (ft)
Height (ft)
6
6
2
Weight Provided 10800 Ibs
Min Factor of Safety
1.5
Factor of Safety Provided 3.06 Okay
1.5' CLASS B RIP RAP
20'
SPILLWAY DETAIL
NOT TO SCALE
DAM EL
265.55
PUMPING PLAN (POND MAINTENANCE)
IN THE EVENT OF POND MAINTENANCE THAT REQUIRES DRAINING OF THE POND:
1) FIRST UTILIZE THE 6" DRAIN VALVE TO DRAIN ALL WATER ABOVE THE PERMANENT POOL ELEVATION.
2) USE A HONDA KTH-50X TRASH PUMP OR SIMILAR TYPE PUMP TO PUMP THE REMAINING PERMANENT POOL VOLUME
3) ENSURE THERE IS A DIRTBAG ON THE END OF THE PUMP DISCHARGE TO HELP FILTER THE DISCHARGED POND
WATER.
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
N
0
CD
CCI
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0
REVISIONS
0
DESCRIPTION
r
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C-6.0

SKIMMER BASIN -4" SKIMMER WITH 2.5" ORIFICE
SKIMMER TO BE ATTACHED TO POND OUTLET PIPE
CONSTRUCTION SPECIFICATIONS:
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING
HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED
DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE
MATERIAL. PLACE THE FILL IN THE LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO
ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A
SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE
PERVIOUS MATERIAL SUCH AS SAND, GRAVE, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE
SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT.
CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT.
IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE
FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO
THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS -INSTALL THE SPILLWAY IN THE UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED
ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPED ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY.
THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH
TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH
8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF
THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS
INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH MAY BE USED. THE UPPER
SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES
OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS. (ADAPTED FROM "A MANUAL FOR DESIGNING, INSTALLING AND MAINTAINING SKIMMER
SEDIMENT BASINS." FEBRUARY, 1999.J. W. FAIRCLOTH & SON.)
8. INLETS -DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH
OUTLET PROTECTION TO DIVERT SEDIMENT-LADDEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY
(REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
9. EROSION CONTROL-CONTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE
AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER
DISTURBED AREA ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
10. INSTALL SILT FENCE BAFFLES WITH MINIMUM 10' SPACING.
11. AFTER ALL THE SEDIMENT -PRODUCING AREA HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY (REFERENCES: SURFACE STABILIZATION).
MAINTENANCE:
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND
REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF
THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE
THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM
OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS
FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE
OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP
AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND
REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF SPILLWAY.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE OTHER DEBRIS FROM THE SKIMMER AND POOL
AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE.
ZONE
APRON
MATERIAL
CLASS
OF
STONE
SIZE
OF
STONE
LENGTH
OF
APRON •
MINIMUM
THICKNESS
OF STONE
25
1
STONE
FINE
3"
4 X D
9"
VELOCITY IN FEET PER SECOND
o cn o
2
STONE
LIGHT
6"
6 X D
12"
3
STONE
MEDIUM
13"
8 X D
18"
ZONE
6
4
STONE
HEAVY
23"
8 X D
30"
5
STONE
HEAVY
23"
10 X D
30"
6
STONE
HEAVY
23"
12 X D
30"
ZONE
7
REQUIRES LARGER STONE OR ANOTHER TYPE OF
7 DEVICE. DESIGN IS BEYOND THE SCOPE OF THIS
PROCEDURE.
ZONE
5
WIDTH = DIAMETER + 0.4 (LENGTH) : 6' MINIMUM
* LENGTH TO PREVENT SCOUR HOLE
NAME
WEIGHT
SIZE
SPECIFICATIONS
ZONE
(Les.)
5
ZONE
RIP -RAP
ZONFAT
2
IGH LEAST 100
SHAH.
3
LBS NOLL
MORE THAN 10%
CLASS 1
5 - 200
SHALL WEIGH LESS THAN 15 LBS.
ZONE
1
EACH.
HALL WEI AT LEAST 100
E
0
0 5 10 15 20 25
CLASS 2
25 - 250
CH.. NO60% MGH ORE THAN 5%
LBS
SHALL WEIGH LESS THAN 50 LBS
EACH.
DIAMETER OF PIPE IN FEET
EROSION CONTROL STONE
©
CLASS A
2• - 6•
10% TOP & BOTTOM SIZES
NO GRADAT70N SPECIFIED.
CLASS B
15 - 300
NO GRADA770N SPECIFIED.
STRUCTURE DIAMETER OF OUTLET DEPTH ZONE APRON APRON APRON STONE REMARKS
0-FLOW PIPE VELOCITY OF FLOW LENGTH WIDTH THICKNESS CLASS
(CFS) (/N.) (FPS.) (FT.) (FT.) (FT.) (ON.)
OND OUTLET
31.08
24
9.97
1.9
2
12
7
12"
1
SOURCE: BANK & CHANNEL LINING PROCEDURES', NEW YORK DEPARTMENT OF 7RANSPORTA770N, DIV/S/ON OF DESIGN AND CONS7RUC770N, 1971.
RIP -RAP PAD SIZING
LA
SIDEWALK ABUTTING PARKING AREA
N.T.S.
6"I
6.0
-1 1 1-1 I I -I 1 I=1 1=1 1=1 1=1 1
I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 11-
24"
SIDEWALK TO BE MINIMUM 6' WHEN ADJACENT
TO CURB WITH PERPENDICULAR PARKING
STALLS. ALL OTHER SIDEWALKS ARE 5'
MINIMUM WIDTH.
PAVEMENT SECTION
III III
HEAVY DUTY
(TRUCK TRAFFIC)
01 1.5" SURFACE COURSE
S9.5C SUPERPAVE
0 2.5" BINDER COURSE
1190.00 SUPERPAVE
N.T.S.
KEYED NOTES
O3 8" (MIN.) ABC STONE
COMPACTED & PROOF ROLLED.
STANDARD DUTY
(CAR TRAFFIC/PARKING SPACES)
4 WELL -DRAINED SUB -GRADE
(SUB -GRADE TO MODIFIED 98
PROCTOR MIN. COMPACTION).
O 6" (MIN.) ABC STONE
COMPACTED & PROOF ROLLED.
0 2" SURFACE COURSE
S9.5C SUPERPAVE
1 1/2" R
VAN
ACCESSIBLE
USDOT STANDARD R7-8 SIGN
MINIMUM
FINE $250
SEE NOTE BELOW
NOTE (R7-8 SIGN): THIS IS A STANDARD SIGN AND MAY BE ORDERED
FROM ANY TRAFFIC SIGN SUPPLIER BY NUMBER. THE SIGN MUST BE
SUPPLEMENTED WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE
AND/OR AMOUNT OF THE FINE FOR ILLEGALLY PARKING IN THE
RESERVED SPACE(S) A MUNICIPALITY MAY IMPOSE. CONFIRM WITH
LOCAL REGULATIONS.
ACCESSIBILITY SIGNAGE
t OF PARKING STALL
I
CYN
1
N❑11❑a N❑IS) 1108
1
I I°
I I
L__J
III
„
4,
ACCESSIBLE PARKING
(
TABLE 1
H
L
HUMBER
0 TO 4'
4.5000
2147483647
4' TO 8'
7.5000
2147483847
8' TO 8'
9.5000
2147483847
CAP UNIT ADHERE TO TOP
UNIT WITH CONC. ADHESIVE
1
H = VARIES
}
TAN SPLIT -FACE
MODULAR CONC.
FACING UNITS
12" MIN.
12" MIN.
12" MIN.
42"-45" HIGH BLACK CHAIN
LINK FENCE WHEN WALL
HEIGHT EXCEEDS 30". POST
SPACING LESS THAN OR
EQUAL TO 8'
MPERVIOUS
FILL
REINFORCEMENT GEO-GRID
LENGTH AND NUMBER AS
PER TABLE 1 AND
APPROVED DESIGN
III
-I
I;��IIL�II_
STAINED SOIL
APPROX. EXCAVATION LINE
4" 0 PERFORATED DRAIN PIPE WRAPPED
W/ FILTER FABRIC OUTLET 0 END OF
WALL OR 0 40' CENTERS MAX. SLOPE TO
DRAIN (1/8": 1')
GRANULAR LEVELING PAD
MIN. 3' WIDE
TYPICAL SECTION - SEGMENTAL RETAINING WALL
N.T.S
GENERAL NOTES - WALLS
1. THE DETAILS SHOWN ARE THE MIN. ALLOWED AND SHALL BE VERIFIED BY A PROFESSIONAL
ENGINEER REGISTERED IN THE STATE OF NORTH CAROLINA.
2. ALL DIMENSIONS AND MATERIAL TYPES AND ACTUAL FIELD CONDITIONS SHALL BE VERIFIED BY
THE WALL DESIGNER.
3. RETAINING WALL SCREENING SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCAL ORDINANCE.
NOTE: FOR COVERED SPACES, LENGTH
OF SHELTER STRUCTURE TO
EXTEND 3' MIN. BEYOND LAST
INVERTED "U" ON EACH END.
BIKE PARKING
SHELTER
APPROXIMATE
ROOFLINE &
SUPPORT POSTS
10' TYP.
BETWEEN ROW
CENTERLINES
INVERTED "U"
SHOWING
APPROXIMATE
FOOTINGS
4' MIN. AISLE
BETWEEN ROWS
PLAN VIEW
SCALE 1" = 5'
EXISTING CONCRETE SURFACE
MAY BE CORE DRILLED YNTH A
3"-4" HOLE SAW AND FILLED
WITH QUIKCRETE OR A CONSTRUCTION
ADHESIVE.
CONCRETE, ASPHALT,
OR BRICK PAVERS
(SEE PLAN)
1-1/2" SCHEDULE 40
PIPE YN1H 12-20 MILS
THICK PLASTISOL COATING
.0.\\\ 1CIAI R4����''%
Q SEAL
050770
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
Date 11/1/2021
x
10
A
x
REVISIONS
0
DESCRIPTION
O
Z
BLACK BIKE RACK DETAIL
C-7.O

NOTES:
1. METER AS PR❑VIDED OR APPROVED BY AQUA,
2. METER SETTERS SHALL HAVE COMPRESSION OR DUAL PURPOSE FITTINGS ON BOTH THE INLET AND
OUTLET SIDES.
3. BACKFILL TAMPED IN 6' LIFTS.
4, 4' MIN. AND 12' MAX. VERTICAL CLEARANCE FROM TOP OF METER TO
BOTTOM OF METER BOX COVER 4° OF 67 STONE IN BOTTOM OF METER B❑X,
5, FOR 1 1/2' AND 2' WATER METER BOX INSTALLATI❑NS, USE
CB-SO-4 FRAME AND COVER.
6. ❑PENING SIZES: 1 1/2' TO HAVE 13 1/4" FLANGE,
2' SERVICE TO HAVE 17 1/4" FLANGE.
7. COMPARABLE YOKES WITH HIGH RISE BYPASS AS MANUFACTURED
MUELLER, AND A.Y. MCD❑NALD MUST BE USED.
8. METER BOX FOR 1 1/2" AND 2' METER TO BE CBSOS FRAME AND LID.
2' CURB STOP
'BRASS' OR
2' SQUARE NUT
FIRE VALVE
TOP OF GROUND
DOUBLE CHECK VALVES
ON BYPASS AND
BEHIND THE METER.
_-METER STOPS,
2 REQUIRED
11 FORD
DIM. A
1 1/2" - 13 1/4"
2" - 17 1/4"
H-15535 S❑LID COPPER DISCS
2 REQUIRED, MUELLER OR EQUAL
ANCHOR RING
TYP, COPPER SETTER
ALL COPPER PIPE,
TYPE K-IN LENGTHS
DRAWIG
W-7A
DA1E
11 /2018
TYPICAL 1.5 AND 2 INCH WATER SERVICE
AQUA
Aquo North Carolina, Inc.
MAX 6°
4,6
2' 6" MIN
MINIMUM 5' HORIZONTAL CLEARANCE FROM ANY OBJECT.
HYDRANT, PUMPER NOZZLE TO BE
PERPENDICULAR TO STREET.
18' MIN
CLEARANCE
3'-6" MIN
CONC. THRUST BLOCKING,
DO NOT PLUG DRAIN
30 MIL HDPE COATED
COMPACTED BACKFILL \LOCATING
WIRE
(TAMPED IN 6" LIFTS)
6° MIN. BRANCH
i
3/4" BRIDLE ROD
1/3 CU. YD. #57 STONE MIN.
UNDISTURBED SOIL
24° X 24° X 4° THICK CONCRETE PAD
OR 24' BROOKS VALVE BOX RING.
NOTES:
1. ALL HYDRANTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH AWWA STANDARD C503-82.
2. HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSITIONS.
3. ALL BENDS, TEES, VALVES AND BLOW -OFFS SHALL BE BLOCKED IN ACCORDANCE WITH
AWWA STANDARDS.
4. HYDRANTS SHALL HAVE NATIONAL STANDARD THREADS.
6" GATE VALVE
CONC. THRUST
BLOCK
6" MAIN, MIN -
1 -0"
BLOCKING AS REQUIRED
DRAwHG NO.
W-11
WAMM DAZE
01/2017
HYDRANT DETAIL
AQUA
Aqua North Corolina, Inc.
STANDARD
VALVE BOX
TOP SECTION
2'x2'x4" CONCRETE
PAD OR CONCRETE
COLLAR REQUIRED
ON ALL VALVES.
PAVEMENT
5" HEAVY WEIGHT
CAST IRON SOIL
PIPE FOR EXTENSIONS
STAB -IN SOIL
PIPE CASKET
TAMPED BACKFILL
STANDARD
VALVE BOX
BOTTOM SECTION
2"
2" SQ. NUT
TAMPED BACKFILL
NOTES:
1. GATE VALVES SHALL COMPLY WITH AWWA C-500 AND BE IRON BODY,
PARALLEL SEAT TYPE, BRONZE FITTED W/ RESILIENT SEAT. LEFT HAND OPEN
(CCw).
2. BROOKS 24" VALVE BOX COLLAR MAY BE USED.
GRADE
VALVE BOX NOT TO
CONTACT WATER
MAIN NOR VALVE
36" MIN
DRAWING NO.
S-13
REMON DAIS
05/2012
GATE/PLUG VALVE AND EXTENSION
AQUA
Aquo North Corolina, Inc.
CLASS 350
DIP FLANGED
FITTING
CLASS 1, ASSE
1060 HEATED &
INSULATED
WEATHERPROOF
ENCLOSURE
ANCHORED TO
CONCRETE PAD
--191E11
6' 3000 PSI CONCRETE SLAB.
DIMENSIONS PER ENCLOSURE
MANUFACTURER SPECIFICATION
DIP, MJ FITTING (ROD BACK TO MAIN
LINE VALVE AND PROVIDE REACTION
BLOCKING OR INSTALL LOCKING
RETAINER GLAND)
WATTS 909 RPDA
OR EQUIVALENT
MAINTAIN 2' ANNULAR
AREA AROUND DIP
APPROVED CLASS 350 DIP
RESTRAINED OR RODDED
WEDGE ACTION
RETAINER GLAND
APPROVED CLASS 350 DIP, RESTRAINED
OR RODDED TO MAIN LINE VALVE
Notes:
1. ALL PIPES, VALVES AND FITTINGS 2° AND SMALLER SHALL BE AS
SPECIFIED IN DIVISION 3, SECTION 13.4
2. ACCEPTABLE MODELS:
WATTS 090
• FEBCO 825Y (D)
• WILKINS 975 XL
• CONBRACO 400
• OR APPROVED EQUAL
4° MIN. CLEARANCE
rWITH VALVE OPEN
w
0
COMPACTED
SUBGRADE
3. THIS DETAIL IS REPRESENTATIVE OF ACCEPTABLE REDUCED PRESSURE
ZONE BACKFLOW DEVICES FOR SERVICES 2° IN DIAMETER OR SMALLER
THAT ARE INSTALLED WITHIN AQUA NORTH CAROLINA'S SYSTEMS.
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DRANwO NG.
W-17
REN9GN DAZE
12/2011
REDUCED PRESSURE BACKFLOW PREVENTER
AQUA
Aqua North Corolina, Inc.
NOTES:
EARLY WARNING TAPE WITH METALLIC
DETECTOR STRIP AND/OR WIRE
FINISHED
GRADE
FINISHED GRADE
PVC FORCE MAIN
EARLY
WARNING
TAPE
1. ALL MAINS INSTALLED BY OPEN CUT SHALL HAVE A "EARLY WARNING"
PROTECTION TAPE INSTALLED CONTINUOUSLY ALONG THE ALIGNMENT. THE
PROTECTION TAPE SHALL BE TERRA -TAPE OR EQUAL. TAPE SHALL BE
INSTALLED DURING BACKFILLING 6"-12" BELOW FINISHED GRADE DIRECTLY
OVER THE PIPE AND SHALL BE CONTINUOUSLY MARKED FOR THE TYPE OF
PIPE (EXAMPLE: "CAUTION, WATER MAIN BURIED BELOW"). THE TAPE
SHALL HAVE A METALLIC DETECTABLE STRIP INCLUDED AND COLOR CODED
AS FOLLOWS:
GREEN - SANITARY FORCE MAIN
2. ALL DUCTILE IRON MAINS SHALL BE WRAPPED WITH GREEN BAGS.
3. DO NOT SPLICE TRACER WIRE UNDERGROUND.
GROUND LEVEL
6"-12"
METALLIC OR VINYL CONTINUOUS
IDENTIFICATION/WARNING TAPE
3
WIRE TO BE PLACED INSIDE PIPE WITH
A MIN. OF 12" OF EXCESS WIRE -
COILED (TYP.)
TYPICAL UTILITY PIPE
\J
PVC PIPE (TYP.)
DEAD
VALVE BOX \ END
O�
Aqua North Carolina, Inc.
UTILITY PIPE LOCATION MATERIALS
1.0
A
(IF TEE IS PLUGGED)
PLUG
�J
DENDA END) -I
B
BEND
NOTES:
1. RESTRAINED JOINTS SHALL BE PROVIDED AT ALL BENDS, TEES AND DEAD ENDS AS
INDICATED IN THESE TABLES, OR AS SHOWN ON THE DRAWINGS FOR OTHER SPECIFIC
CONDITIONS. THE USE OF CONCRETE THRUST BLOCKING IS PROHIBITED, UNLESS
OTHERWISE INDICATED ON THE DRAWINGS.
2. MAXIMUM LENGTHS OF PIPE SHALL BE USED WITHIN RESTRAINED SECTIONS.
3. LENGTH OF PIPE WITH RESTRAINED JOINTS IS BASED ON INSTALLATION IN SP SOILS.
IF OTHER SOIL CONDITIONS ARE ENCOUNTERED, LENGTH OF RESTRAINED PIPE SHALL
BE ADJUSTED ACCORDINGLY. ENGINEER SHALL SUPPLY CALCULATIONS TO AQUA
NORTH CAROLINA, INC. FOR REVIEW.
4. PIPE TRENCH AND INSTALLATION SHALL BE DIPRA TYPE 4 AS SHOWN ON DETAILS
SHEET.
LENGTH IN FEET REQUIRED FOR DIP RESTRAINED
JOINTS
A
A
B
B
B
B
SIZE
DEAEND
TEE & PLUG
90' BEND
45' BEND
22 Y2' BEND
gEND
4"
37' (55')
37' (55')
21' (26')
18' (18')
18' (18')
18' (18')
6"
52' (78')
52' (78')
30" (36')
18' (18')
18' (18')
18' (18')
8"
67' (100')
67' (100')
36' (45')
18' (18')
18' (18')
18' (18')
10"
81' (122')
81' (122')
44' (54')
18' (22')
18' (18')
18' (18')
12"
94' (141')
94' (141')
50' (63')
21' (26')
18' (18')
18' (18')
14"
107' (160')
107' (160')
60' (72')
23' (30')
18' (18')
18' (18')
16"
120' (180')
120' (180')
64' (80')
27' (33')
18' (18')
18' (18')
20"
144' (216')
144' (216')
80' (94')
32' (39')
18' (18')
18' (18')
24"
167' (250')
167' (250')
88' (108')
37' (45')
18' (18')
18' (18')
TABLE APPLIES TO DUCTILE IRON FOR FOLLOWING CONDITIONS:
1. TEST PRESSURE: 150 PSIG
2. SOIL TYPE: SP
3. DEPTH OF COVER: 30"
4. SAFETY FACTOR: 1.5
5. COMPACTION: AS SHOWN ON DETAIL DRAWINGS
VALUES IN PARENTHESIS ARE FOR PIPE ENCASED IN POLYETHYLENE
B
LENGTH IN FEET REQUIRED FOR PVC
RESTRAINED JOINTS
A
A
B
B
B
B
SIZE
DEAD
ND
TEE & PLUG
90' BEND
45' BEND
22 Y2' BEND
gEND
4"
45'
45'
20'
18'
18'
18'
6"
63'
63'
28'
18'
18'
18'
8"
82'
82'
36'
18'
18'
18'
10"
98'
98'
44'
18'
18'
18'
12"
116'
116'
51'
20'
18'
18'
16"
148'
148'
63'
26'
18'
18'
20"
179'
179'
75'
31'
18'
18'
24"
208'
208'
87'
36'
18'
18'
TABLE APPLIES TO PVC PIPE FOR FOLLOWING CONDITIONS:
1. TEST PRESSURE: 150 PSIG
2. SOIL TYPE: SP
3. DEPTH OF COVER: 30"
4. SAFETY FACTOR: 1.5
5. COMPACTION: AS SHOWN ON DETAIL DRAWINGS
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Aqua North Carolina, Inc.
RESTRAINED JOINT DETAIL
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SANITARY GRAVITY, FORCE MAIN, REUSE MAIN, STORM
SEWER, & POTABLE WATER MAIN SEPARATION NOTES &
SOLUTIONS
1. A MINIMUM HORIZONTAL SEPARATION OF TEN (10)
FEET OUTSIDE TO OUTSIDE SHALL BE MAINTAINED
BETWEEN WATER MAINS AND SANITARY GRAVITY SEWER
OR STORM SEWER LINES.
2. A MINIMUM HORIZONTAL SEPARATION OF THREE (3)
FEET OUTSIDE TO OUTSIDE SHALL BE MAINTAINED
BETWEEN WATER MAINS AND RECLAIMED WATER LINES
CARRYING UNRESTRICTED PUBLIC ACCESS REUSE
WATER.
3. IN AREAS WHERE IT IS NOT PRACTICAL TO MAINTAIN
THE REQUIRED SEPARATION, THE WATER MAIN MUST BE
LAID IN A SEPARATE TRENCH OR ON AN UNDISTURBED
EARTH SHELF LOCATED ON ONE SIDE OF THE SANITARY
GRAVITY SEWER, STORM SEWER OR RECLAIMED WATER
LINE AT SUCH AN ELEVATION THAT THE BOTTOM OF
THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES
ABOVE THE TOP OF THE OTHER LINE.
4. IF THE MINIMUM ALLOWABLE TEN (10) FOOT
HORIZONTAL SEPARATION OR EIGHTEEN (18) INCH
VERTICAL SEPARATION IN A SEPARATE TRENCH CANNOT
BE MAINTAINED, UPGRADE THE WATER MAIN TO DUCTILE
IRON, IF THE OTHER LINE IS A STORM SEWER.
5. IF THE NON -CONFORMING LINE IS A GRAVITY
SANITARY SEWER, AND TEN (10) FEET OF HORIZONTAL
SEPARATION OR EIGHTEEN (18) INCHES VERTICAL
SEPARATION IN A SEPARATE TRENCH CANNOT BE
MAINTAINED. UPGRADE THE GRAVITY SANITARY SEWER
(IF BEING NEWLY INSTALLED) TO AWWA C-900, D.R. 18
PVC AND HYDROSTATICALLY TEST IT TO 150psi.
6. IF THE OTHER LINE IS A RECLAIMED WATER LINE
AND THE ABOVE SEPARATION REQUIREMENTS ARE NOT
MET, UPGRADE THE RECLAIMED WATER LINE MATERIAL
TO DUCTILE IRON.
7. DEVIATIONS AND OTHER ALTERNATIVES SHALL BE
CONSIDERED ON CASE -BY -CASE BASIS AND MUST
RECEIVE SPECIFIC APPROVAL BY AQUA NORTH
CAROLINA, INC. AND NCDENR PRIOR TO
IMPLEMENTATION.
8. THERE SHALL BE AT LEAST A TEN (10) FOOT
SEPARATION BETWEEN WATER MAINS AND SANITARY
SEWER FORCE MAINS WITHOUT EXCEPTION. FIELD
PROBLEMS SHALL BE REPORTED TO NCDENR/ENGINEER.
SPECIAL SOLUTIONS MUST BE ACCEPTED BY NCDENR
PRIOR TO IMPLEMENTATION.
9. NO WATER PIPE SHALL PASS THROUGH OR COME IN
CONTACT WITH ANY PART OF A SANITARY SEWER
MANHOLE OR STORM SEWER STRUCTURE.
FINISHED GRADE
II
"REUSE WATER MAIN"
SHALL BE BURIED TO 6'
AT INTERSECTIONS OR
WHERE CROSSING WITH
POTABLE WATER LINE
AND WILL MAINTAIN
EIGHTEEN (18) INCH
CLEARANCE
-III-III-III-III-�
111=1 11=1 11=111=1 1_
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WATER MAIN II
JIII=
U i 18" MIN
HAZARD
10. A MINIMUM OF VERTICAL SEPARATION OF EIGHTEEN
(18) INCHES OUTSIDE TO OUTSIDE SHALL BE
MAINTAINED BETWEEN WATER MAIN, SANITARY GRAVITY
SEWER, STORM SEWER OR RECLAIMED WATER LINES.
11. WHEN THERE IS LESS THAN TWENTY FOUR (24)
INCHES VERTICAL CLEARANCE BETWEEN THE WATER
MAIN AND STORM SEWER, THE WATER MAIN SHALL BE
UPGRADED TO DUCTILE IRON. ONE FULL LENGTH OF
PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
12. IF THE NON -CONFORMING IS A SANITARY GRAVITY
SEWER WHERE THERE IS LESS THAN EIGHTEEN (18)
INCHES VERTICAL CLEARANCE FROM THE WATER MAIN,
UPGRADE THE SANITARY GRAVITY SEWER TO DIP PVC
AND HYDROSTATICALLY TEST IT TO WATER MAIN
STANDARDS. PIPES SHALL BE LOCATED SO THAT
JOINTS ARE AS FAR AS POSSIBLE FROM EACH OTHER.
13. IF THE OTHER LINE IS A RECLAIMED WATER LINE
AND THE ABOVE MINIMUM SEPARATION IS NOT MET,
UPGRADE THE RECLAIMED WATER LINE MATERIAL TO
DUCTILE IRON.
14. SPECIAL STRUCTURAL SUPPORT OR CONCRETE
SADDLES MAY BE NECESSARY AT THE CROSSING
LOCATION.
15. IT IS PREFERABLE TO LAY THE WATER MAIN ABOVE
THE CROSSING HAZARD.
FINISHED GRADE
=1 I I -I -I I -I 11 -1 I I-1 1=1 1=1 1=1 =
1-1-111-1 I I- I I-1 1=11111
=111 11- 10.00' MIN
POTABLE WATER MAIN , I"��
11 II III.
-I 11-L11_
3' MIN
SANITARY GRAVITY
MAIN OR STORM SEWER
FINISHED GRADE
1111111111-111-I 1111111111111111111
11=111-_111=11' III-III-II1=11=
11=1111=' 11_111
18" MIN
11IEHIL
SANITARY GRAVITY MAIN
OR STORM SEWER
3' MIN
POTABLE
WATER
MAIN
16. DEVIATIONS AND OTHER ALTERNATIVES SHALL BE
CONSIDERED ON CASE -BY -CASE BASIS AND MUST
RECEIVE SPECIFIC APPROVAL BY NCDENR PRIOR TO
IMPLEMENTATION
17. THERE SHALL BE AN EIGHTEEN (18) INCH VERTICAL
SEPARATION BETWEEN WATER MAINS AND SANITARY
SEWER FORCE MAINS AT CROSSINGS WITHOUT
EXCEPTION. CONFLICTS WITH EXISTING LINES, WHERE IT
IS NOT POSSIBLE TO MAINTAIN THE REQUIRED
SEPARATION, IT SHALL BE REPORTED TO AQUA NORTH
CAROLINA, INC./ENGINEER. SPECIAL SOLUTIONS MUST
BE ACCEPTED BY NCDENR PRIOR TO IMPLEMENTATION.
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Aqua North Carolina, Inc.
UTILITY SEPARATION DETAILS
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MIN. BEARING AREA EACH DIRECTION
OF THRUST IN SQUARE FEET
(based on soil supporting value of 2000 psf @ 200 psig test pressure)
PIPE
SIZE
TEES &
DEAD ENDS
90'
ELBOWS
45' ELBOW
& CROSSES
22-1/2'
ELBOWS
6"
4
6
3
2
8"
7
10
5
3
12"
15
21
11
6
HORIZONTAL BEND
SIDE EXCAVATIONS (TYP)
�11�111�' ,11_11 111
TEE
ALL BEARING SURFACES
SHALL BE AGAINST
UNDISTURBED GROUND
(TYP)
UNDISTURBED SOIL
AREA OF BEARING
1
M.J. PLUG
DEAD END
CONCRETE SHALL BE
KEPT CLEAR OF
PIPE JOINTS (TYP)
CROSS
CONCRETE THRUST
BLOCK (TYP)
NOTES:
1. THRUST BLOCKS SHALL BE INSTALLED ON
DIP FORCE MAINS 6" THRU 12" DIA. IN THE
MANNER SHOWN.
2. PIPE GREATER THAN 12 INCH DIAMETER
SHALL REQUIRE RESTRAINT JOINT PIPE FOR
THE PROPER LENGTH.
3. COMPACT FITTINGS ARE NOT ACCEPTABLE.
STANDARD FITTINGS SHALL BE USED WITH
CONCRETE THRUST BLOCKING.
4. THRUST BLOCKS SHALL BE INSTALLED ON
FORCE MAIN IN THE MANNER SHOWN.
5. IF SAC-CRETE IS USED, MIXING MUST BE ON
SITE UTILIZING A MECHANICAL MIXER AND
THE MIX APPROVED BY AN ACI LEVEL II
OPERATOR.
6. NO CONCRETE SHALL BE PLACED ON BOLTS.
WRAP JOINT FITTINGS WITH PLASTIC.
7. CONCRETE SHALL BE A MINIMUM 3,000 psi
AND THE TICKETS TURNED INTO THE UTILITY.
8. ALL BEARING SURFACES SHALL BE AGAINST
UNDISTURBED SOIL AND SHALL BE
APPROVED BY AQUA PROJECT COORDINATOR
PRIOR TO PLACEMENT OF CONCRETE.
9. USE OF RESTRAINED JOINT DUCTILE IRON
WILL BE REQUIRED IF SOIL CONDITIONS DO
NOT ALLOW THE USE OF THRUST BLOCKS.
10. ALL VERTICAL BENDS SHALL BE RESTRAINED
USING RESTRAINED JOINT DUCTILE IRON
PIPE.
OKAYING NO. 12
S-
REVISION DATE
05/2012
TYPICAL THRUST BLOCK
AQUA
Aqua North Carolina, Inc.
COMPOUND METER
GATE VALVES (OS&Y)
COMPOUND METER
GATE VALVE (OS&Y)
H 1'
(TYP)
F
TEE
REDUCED PRESSURE
BACKFLOW PREVENTER
GATE VALVE (OS&Y)
NOTES:
1. ALL FITTINGS ABOVE GRADE SHALL BE FLANGED.
2. ALL FITTINGS BELOW GRADE SHALL BE MECHANICAL JOINT W/ LOCKING GLANDS.
3. ALL PIPE SUPPORTS SHALL BE ADJUSTABLE.
4. CONCRETE SLAB SHALL BE 4"THICK (2" ABOVE GRADE) AND EXTEND 1' OUTSIDE INSTALLATION
ALL DIRECTIONS.
5. ALL VALVES SHALL BE OS&Y.
6. METER BY-PASS MUST HAVE AN ADJUSTABLE PIPE SUPPORT.
7. ALL ABOVE GROUND PIPE SHALL BE PROTECTED FROM FREEZING.
CONCRETE
SLAB
1
OKAYING NO.
W-19
REVISION DATE
05/2021
SERVICE CONNECTIONS FOR COMPOUND METERS AND BACKFLOW PREVENTOR WHERE
BOTH ARE ABOVE GROUND: ASSEMBLY 3 inch through 12 inch
AQUA
Aqua North Carolina, Inc.
CLASS 350
DIP FLANGED
FITTING
CLASS 1, ASSE
1060 HEATED &
INSULATED
WEATHERPROOF
ENCLOSURE
ANCHORED TO
CONCRETE PAD
CLEAR
-n=1lElI
6" 3000 PSI CONCRETE SLAB.
DIMENSIONS PER ENCLOSURE
MANUFACTURER SPECIFICATION
DIP, MJ FITTING (ROD BACK TO MAIN
LINE VALVE AND PROVIDE REACTION
BLOCKING OR INSTALL LOCKING
RETAINER GLAND)
APPROVED CLASS 350 DIP, RESTRAINED
OR RODDED TO MAIN LINE VALVE
WATTS 909 RPDA
OR EQUIVALENT
APPROVED
OS & Y
GATE VALVE
ADJUSTABLE
PIPE
SUPPORT
MAINTAIN 2" ANNULAR
AREA AROUND DIP
APPROVED CLASS 350 DIP
RESTRAINED OR RODDED
WEDGE ACTION
RETAINER GLAND
CLEAR
:11=.u=ii-11=1
11=11=11.=1=11'
1
:11=11= =11=1
Notes:
1. ALL PIPES, VALVES AND FITTINGS 2" AND SMALLER SHALL BE AS
SPECIFIED IN DIVISION 3, SECTION 13.4
2. ACCEPTABLE MODELS:
• WATTS 090
• FEBCO 825Y (D)
• WILKINS 975 XL
• CONBRACO 400
• OR APPROVED EQUAL
COMPACTED
SUBGRADE
3. THIS DETAIL IS REPRESENTATIVE OF ACCEPTABLE REDUCED PRESSURE
ZONE BACKFLOW DEVICES FOR SERVICES 2" IN DIAMETER OR SMALLER
THAT ARE INSTALLED WITHIN AQUA NORTH CAROLINA'S SYSTEMS.
4" MIN. CLEARANCE
WITH VALVE OPEN
FLOW2.
EE MANUFACTURER)
1" CLEAR
DRANING Na
W-17
REVISION DATE
12/2011
REDUCED PRESSURE BACKFLOW PREVENTER
AQUA
Aqua North Carolina, Inc.
ROADWAY
trrr
3'-0" MIN. TYP.
METER BOX
SEE SPECIFICATIONS
36" MIN
BACKFILL, TAMPED IN 6" LIFTS
1
30 MIL HDPE COATED
LOCATING WIRE
CTS, 200 psi
1" FOR SERVICE
WATER MAIN
MUELLER, A Y McDonald, OR EQUAL
SINGLE STRAP SADDLE WITH
COMPRESSION CORPORATION STOPS
NOTES:
1. LOCATING WIRE SHALL TERMINATE AT MAIN AND METER BOX.
UNDISTURBED SOIL
- METER PROVIDED BY UTILITY
DUAL BACKFLOW PREVENTION
t
a
MUELLER MODELj/1404-2 METER
YOKE OR AY MCDONALD METER
YOKE
MUELLER, AY McDonald, OR EQUAL
COMPRESSION CORPORATION STOPS
BEFORE METER YOKE;
ACCESSIBLE FROM INSIDE THE METER BOX
2. ALL FITTINGS SHALL BE BRASS MUELLER COMPRESSION TYPE OR STAINLESS STEEL. A PLASTIC
INSERT SHALL BE INSTALLED AT ALL TERMINATIONS WHERE POLYETHYLENE PIPE IS USED.
3. ALL SERVICE PIPES UNDER ROADS OR DRIVEWAYS SHALL BE SLEEVED WITH SCH 40 PVC A
MINIMUM 1 FOOT OUTSIDE OF PAVEMENT EDGE.
DRAWNG NO.
W-7
RE% ON DATE
11/2018
SERVICE CONNECTION
AQUA
Aqua North Carolina, Inc.
90° BENDS TO
HAVE BL❑CKING
APPR❑PRIATE BACKFLOW
PREVENTI❑N DEVICE
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METER
3/4" STEEL RODS (TYP.) TO BE
HOT DIPPED GALVANIZED
5.0'
D.I. PIPE
TO BE SPECIFIED
NIPPLE
NO FLANGE ON
HOUSE SIDE,
MIN. 9" OF PIPE
INSIDE METER BOX
D.I. TEE
GATE VALVE
" A "
GATE VALVE
NIPPLE -
GATE VALVE
C)
FL.x FL,x FL.x TEE
BY AQUA NC, INSTALLED
BY THE
CONTRACTOR UNDER DIRECT SUPERVISI❑N OF AQUA NC
CONTACT AQUA NC STAFF PRI❑R TO INSTALLATI❑N
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D.I. 963 BEND
ALL BELL
BYPASS TO BE
RODDED FROM
TEE TO TEE
BYPASS SHALL BE
SAME SIZE AS
SUPPLY LINE.
STRAINER
FROM 3" TO 6" ARE
TO BE BRONZE
U.L. APPROVED IF FIRE LINE
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D.I. TEE
WATER MAIN
STA\CE WILL VARY
\DI\G 0\ THE TYPE OF
TR USED
D THE N ETR SIZE
TYPICAL CONFLICT RESOLUTION DETAIL BY DEFLECTION AQUA
Aqua North Carolina, Inc.
± 140'-0"
3'-0" VARIES
TYPICAL UTILITY 3'-0"
O.D. (TYP. UTILITY) -
NOTES: 4
1. THIS DETAIL SHALL BE USED TO t 20'-0"
AVOID EXISTING UTILITIES THAT - CENTERED ON
ARE SHOWN ON THE DRAWINGS. UTILITY
2. PIPE DEFLECTION MUST NOT TYPICAL CONFLICT RESOLUTION BY
PROPOSED UTILITY
DEFLECTION
EXCEED MANUFACTURER'S SEE NOTES
RECOMMENDATION.
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REVISIONS
DESCRIPTION
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4" MIN.
1 1
8.5" MIN
4" MIN.
NOTES:
1. MANHOLE FRAME
PREVENT INFLO
CALLED FOR ON
2. SEAL MANHOLE F
ENCAPSULATION
HEAT SHRINK MANHOLE
ENCAPSULATION SYSTEM -
SEE NOTE #2
CAST IRON FRAME AND
COVER. SEE NOTE #1
CONICAL MANHOLE TOP
HEAT SHRINK MANHOLE
ENCAPSULATION SYSTEM -
SEE NOTE #2
2' 6"
FLAT MANHOLE TOP
CONCRETE ADJUSTING
RINGS (AS REQ'D)
CAST IRON FRAME AND
COVER. SEE NOTE #1
W
AND COVER SHALL INCLUDE 0-RING TYPE GASKET TO
. PICK HOLES SHALL NOT PENETRATE COVER UNLESS
THE PLAN.
RAME AND GRADE RINGS WITH WRAPIDSEAL HEAT SHRINK
SYSTEM BY CANUSA-CPS, INC.
CONCRETE ADJUSTING
RINGS (AS REQ'D)
4'' MIN
DAMAO NO.
S-24
RE MON DAZE
05/2012
STANDARD MANHOLE FRAMES AND COVERS
AQUA
Aqua North Carolina, Inc.
RAISED 1-i" LETTERS
FLUSHED WITH TOP OF COVER
LABELED SANITARY
SANITARY
23 "
NOTES:
1. ARTERIAL ROADWAYS - USF RING AND
COVER SERIES 170-BJ. HEAVY DUTY LOAD
RA11NG. COVER WEIGHT 217#, TOTAL WEIGHT
372#.
\ 2. ALL OTHER APPLICATIONS - USF RING AND
COVER SERIES 170-J. HEAVY DUTY LOAD
RA11NG. COVER WEIGHT 150#, TOTAL WEIGHT
305#.
3. CITY IDENTIFIER SHALL BE USED FOR CITY
OWNED STRUCTURES ONLY. PRIVATE
FACILITIES SHALL ONLY BE IDENTIFIED AS TO
/ USE.
4. AQUA NORTH CAROLINA MAY REQUIRE
LOCKING MANHOLES AT CERTAIN LOCATIONS.
MANHOLE COVER TYPE BJ
MANHOLE COVER TYPE J
22"
24i"
30)"
USF 170 MANHOLE RING
DRANING NO.
S-23
REYI90N DATE
05/2012
MANHOLE FRAME AND COVER DETAILS
AQUA
Aqua North Carolina, Inc.
FRAME AND COVER
"SANITARY"
RUBBER
CHIMNEY
SEAL
2 COATS (8 MIL EA) EXTERIOR AND 3 COATS
(10 MILS EACH) INTERIOR COAL TAR EPDXY,
INTERIOR & JOINTS
A-LOK OR LINK SEAL GASKET
CONC. FILL
BENCHING
#89 CRUSHED STONE
FINISH GRADE
CONC. ADJUSTING
RUNGS (5 MAX)
ECCENTRIC
CONICAL SECTION
STRIP JOINT
SEALANT
PRE -CAST CONC.
MH DEPTH
AB
CD
E
F
UP TO 12'
48"
8"
24.5"
15"
AS REQ'D
8"
12' TO 18'
60"
8"
24.5"
15"
AS REQ'D
10"
18' AND DEEPER
72"
8"
24.5"
15"
AS REQ'D
14"
MANHOLE SIZE
UP TO 24" PIPE:
UP TO 36" PIPE:
OVER 36" PIPE:
48" MANHOLE
60" MANHOLE
72" MANHOLE
NOTE: FORCE MAIN RECEIVING MANHOLE TO BE LINED SEE
SPECIFICATIONS AND STANDARD DETAIL..
NOTES:
1. PRE -CAST CONCRETE SHALL BE TYPE 2 CEMENT (4,000 PSI).
2. LIFT HOLES NOT PERMITTED THROUGH PRE -CAST SECTIONS.
3. ALL OPENINGS SHALL BE SEALED WITH NON -SHRINK GROUT.
4. INSTALL FLOW CHANNEL INSIDE MANHOLES.
5. SERVICE LATERALS SHALL GENERALLY NOT BE PERMITTED DIRECTLY INTO MANHOLES.
6. PLACE TWO HALF-MOON SHAPED PLYWOOD (3/8" TH. MIN.) IN BOTTOM OF MANHOLE AFTER PIPES HAVE BEEN CONNECTED TO KEEP
DEBRIS FROM ENTERING SEWER.
7. REINFORCING STEEL PER ASTM C478-88A.
8. PROVIDE 5' X 5' X 12" CONCRETE COLLAR AROUND COVER FRAME, WITH 4 - #4 REBAR E.W. IN UNPAVED AREAS.
9. PROVIDE PIPE TO MANHOLE SEAL: A-LOK GASKET PER ASTM C-433 SPECIFICATION CAST INTEGRALLY IN MANHOLE WALL AND
LOCATED AS DIRECTED. GASKET DESIGNED TO MEET TEST AND PERFORMANCE REQUIREMENT OF ASTM C-425 SPECIFICATION. JOINT
SHALL ALLOW 10' OMNIDIRECTIONAL DIRECTION.
10. JOINT SEALANT SHALL BE BUTYL RUBBER OR BITUMINOUS MASTIC GASKET PER ASTM C-990 SPECIFICATION. PROVIDE BUTYL-LOK BY
A-LOK PRODUCTS, INC.
11. MANHOLE STEPS SHALL BE INCH GRADE 60 STEEL ENCAPSULATED IN POLYPROPYLENE CONFORMING TO ASTM C478.
12. MANHOLE FRAME AND GASKETED COVER SHALL BE NEENAH MODEL R-1743 OR AN APPROVED EQUAL
13. SEAL MANHOLE FRAME AND GRADE RINGS WITH WRAPIDSEAL HEAT SHRINK ENCAPSULATION SYSTEM BY CANUSA-CPS, INC.
14. MANHOLES GREATER THAN 15' SHALL HAVE AN INTERMEDIATE LANDING CONSTRUCTED OF PRECAST CONCRETE.
15. MANHOLE UPSTREAM OF WW PLANT SHALL BE A GRIT TRAP TYPE WITH 2" SUMP.
DRAWING NO.
S-16
REVISION DATE
05/2012
STANDARD MANHOLE DETAIL
AQUA
Aqua North Carolina, Inc.
2 COATS (8 MIL EA) EXTERIOR AND 3 COATS
(10 MILS EACH) INTERIOR COAL TAR EPDXY,
INTERIOR & JOINTS
NEW
SANITARY
SEWER
A
1"X1/8" STAINLESS
STEEL STRAP
PLAN
SDR 35 PVC SW
TEE WITH OPEN END
ON SPIGOT SIDE
FLEXIBLE BOOT CONNECTED
TO MH WITH SS EXP. RING
NON -SHRINK GROUT SEAL
SDR 26 PVC
6" MIN
12" MAX
FOR TRANSITION FROM D.I. TO PVC.
USE A C900 BELL X SDR 26 SPIGOT
ADAPTOR.
COMPACTED NO. 57 OR NO. 5 STONE
FROM UNDISTURBED SOIL TO
SPRING -LINE OF PIPE AS DIRECTED BY
PWC PROJECT COORDINATOR.
1"x 1/8" STAINLESS STEEL STRAPS
CONFORMING TO THE PIPE ANCHORED
WITH STAINLESS STEEL ANCHOR BOLTS
AND WEDGE ANCHORS. 2 STRAPS
MINIMUM, STRAPS SHALL BE 3' 0.C.
MAX. PLACE STRAPS WITHIN 1' OF TEE
AND WITHIN 1' OF i BEND. ALL OTHER
STRAPS SHALL BE 3' 0.C.
SDR 35 SW PVC 1/4 BEND TOWARD
INVERT OUT. BEND SHALL BE PLACED
ON TOP OF SHELF. CONSTRUCT TROUGH
ON TOP OF SHELF TO DIRECT
DISCHARGE IN THE DIRECTION OF FLOW.
NOTES
1. MANHOLE SHALL BE IN ACCORDANCE
WITH AQUA NORTH CAROLINA STANDARDS,
SEE MANHOLE DETAIL FOR ADDITIONAL
INFORMATION
2. ALL PVC FITTINGS FOR DROP STRUCTURE
SHALL BE SDR 35 PVC WITH SOLVENT
WELD JOINTS
3. MANHOLES GREATER THAN 12' IN DEPTH
SHALL HAVE MIN. 6" EXTENDED BASE.
4. DROP STRUCTURE SHALL BE PLACED
A WHERE SEWER MAIN OR LATERAL
VERTICAL DROP BETWEEN INVERTS
EXCEEDS 2.00'.
5' MIN. - •:
SDR 26 PVC
G •:.
5. DROP STRUCTURE MH. SHALL BE A MIN. OF 5'
DIAMETER TO 12" ABOVE TEE. DROP STRUCTURE SHALL
BE INSTALLED AGAINST WALL OF MANHOLE AS SHOWN.
IF THE GRADE DOES NOT ALLOW, THEN INSTALL AS
CLOSE TO WALL AS POSSIBLE.
6. DROP STRUCTURES REQUIRED FOR ALL DROPS 6" AND
GREATER IN DIAMETER, AND WHEN 3 OR MORE 4"
LATERALS ENTER MANHOLES WITH 4" INTERIOR DROPS.
NO MORE THAN FOUR 4" INTERIOR DROPS ARE ALLOWED
IN A 5' MANHOLE.
7. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH
LATERALS SHALL ENTER A 4' DIAMETER TERMINAL
MANHOLE. NO MORE THAN 2 LATERALS (REGARDLESS OF
SIZE) SHALL ENTER ALL OTHER 4' DIAMETER MANHOLES.
ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 5'
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
CONDITIONS ARE NOT MET. THE LATERAL INVERT SHALL
BE AT THE TOP OF THE SHELF.
8. NO MORE THAN 5 LATERALS SHALL ENTER A 10. CONNECTIONS TO EXISTING
5' DIAMETER TERMINAL MANHOLE. MANHOLES SHALL HAVE CORE AND
9. FLEX. BOOT SHALL BE CONNECTED TO MH. "BOOT" ONLY UNLESS APPROVED
WITH STAINLESS STEEL EXPANSION RING. OTHERWISE BY PWC PROJECT
FLEXIBLE BOOT CONNECTORS SHALL CONFORM COORDINATOR.
TO ASTM C-923 SPEC. 11. ALL MANHOLES SHALL BE VACUUM
TESTED IN ACCORDANCE W/ AQUA
NORTH CAROLINA STANDARDS.
PORTION OF TEE TO
BE REMOVED FOR
MAINTENANCE PURPOSES SW TEE SDR 35
GROUT SEALED
FOR TRANSITION FROM D.I. TO
PVC USE A C900 BELL X SDR
26 SPIGOT ADAPTOR.
FLEXIBLE BOOT
SDR 26 PVC
SS STRAPS
SW BEND SDR 35
SECTION "A -A"
Aqua North Carolina, Inc.
INSIDE DROP MANHOLE DETAILS
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SIZI\G CHAT
CAP (GAL.)
DIM "A"
DIM B
DIM C
IM ''D'' CIM
"E"
600
7'0"
4'8"
7'0"
3'6"
3'2"
750
7'0"
4'8"
7'0"
4'3"
3'11"
1000
9'0"
5'0"
7'2"
4'2"
3'10"
1250
9'0"
5'0"
7'2"
5'2"
4'10"
1500
11'2"
5'8"
7'2"
4'4"
4'O"
1750
11'2"
5'8"
7'2"
4'11 "
4'7"
2000
12'8"
6'8"
8'O"
4'7"
3'10"
2,500
12'8"
6'8"
8'0„
5'6„
4'9"
2750
12'8"
6'8"
8'0"
6'0„
5'3"
3000
15'7"
9'7"
8'6.5"
5'0"
3'9"
4000
15'7"
9'7"
8'6.5"
6'3"
5'O"
5000
19'11"
9'11"
8'11"
6'2"
4'9"
6000
19'11"
9'11"
10'5"
7'2"
5'9"
NOTES:
1. CONCRETE: 28 DAY fc=4500 psi
2. REBAR: ASTM A-615 GRADE 60
3. MESH: ASTM A-185 GRADE 65
4. DESIGN: AC1318-83 BUILDING CODE
ASTM C-857 MINIMUM STRUCTURAL DESIGN
LOADING FOR UNDERGROUND PRECAST
CONCRETE UTILITY STRUCTURES
5. LOADS: H-20 TRUCK WHEEL WITH 30% IMPACT PER AASHTO
6. FILL WITH CLEAN WATER PRIOR TO START UP OF SYSTEM
7. CONTRACTOR TO SUPPLY AND INSTALL ALL PIPING AND
SANITARY TEEs, 4 CLEAN OUTS FOR CLEANING TOWARD
TRAP, AND FOR CLEANING AWAY FROM TRAP ON BOTH THE
INLET AND OUTLET/ALT. DUAL SWEEP CLEAN OUTS.
8. GRAY WATER ONLY, BLACK WATER SHALL BE CARRIED
BY SEPARATE SEWER.
Aqua North Carolina, Inc.
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SIDES
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PRECAST BAFFLE
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VENT
PIPES
OPTIONAL
INLET
1'0"
SLOT BOTH SIDES
ADJUST TO
GRADE /
4
4
4
1'0"
a
DIM "E"
PRECAST BAFFLE
4" THICK
2f
1'0"
DETAIL S-35 CONTAINS THE
SIZING CHART FOR THE
OIL/GREASE TRAP
LOCKING FRAME &
COVER, AIR &
GAS TIGHT
OUTLET
Y� D"
4
4'
4
4
35 LENGTH
J`s LENGTH
DIM "C"
DIM "D"
Aqua North Carolina, Inc.
In —Ground Grease
0
0
0
F--
Pry
"DOWNSTREAM"
LOT LINE I
5' MIN
REMOVABLE STOPPER
SET IN JOINT COMPOUND
CLEANOUT AFTER CAST IRON
COVER INSTALLED
BY PLUMBER
Cast Iron Clean out cover
as manufactured by
Bingham & Taylor, US
Foundry or equal
6" PVC RISER
(SINGLE PIECE)
TERMINAL DEPTH AS
REQUIRED FOR HOUSE
SERVICE (18" MIN, 5'-0"
MAX)
COMBINATION WYE
MIN
w
AS REQUIRED
CLEANOUT
BEFORE CI
COVER INSTALLED
"Y" FITTING
30' BEND
SEWER MAIN
SIZE VARIES
ELDER VALVE
PLAN
AQUA NORTH CAROLINA
RESPONSIBILITY
PROVIDE BRASS RING & PLUG IN
TRAFFIC AREAS
BY LICENSED UNDERGROUND
UTILITY CONTRACTOR
ELDER VALVE
ROTATE 30' (TYP)
SEWER MAIN45' MAX
SIZE VARIES
PROFILE
2% MIN. 45' BEND
6" MINIMUM
NOTE:
1. THE SITE DEVELOPER SHALL LEAVE THE CLEANOUT
RISER 3'-4' ABOVE GRADE AND IT SHALL REMAIN SO
UNTIL LOT BUILD OUT. THE RISER SHALL THEN BE
CUT AND CAPPED WITH A CAST IRON CLEANOUT
COVER INSTALLED AT FINISHED GRADE WITH A
CONCRETE PAD. CAST IRON COVER LID SHALL HAVE
"SEWER" OR "CO" CAST INTO IT.
2. ALL CLEANOUTS TO BE FLUSH WITH FINISH GRADE.
3. UTILITY CONTRACTOR TO INSTALL & PRESSURE TEST
WYE AND INSTALL PLUG. PLUMBER TO REMOVE PLUG,
INSTALL CLEANOUT AND CONCRETE PAD.
4. MARK CURB WITH "S" WHERE LATERAL CROSSES
UNDER CURB.
5. ALL COMMERCIAL AND RESIDENTIAL SINGLE LATERALS
SHALL HAVE 4" CLEANOUTS.
6. MAINTAIN A MINIMUM OF 3' CLEARANCE FREE OF ALL
PLANTINGS & STRUCTURES AROUND CLEANOUT.
7. CLEANOUT CAPS SHALL BE SLOTTED OR HAVE A
RECESSED NUT.
8. CLEAN - OUT (AS SHOWN TO THE DASHED LINE)
SHALL BE INSTALLED BY THE UTILITY CONTRACTOR TO
FINAL CONFIGURATION IN ACCORDANCE WITH STANDARD
PLUMBING CODE.
9. DOUBLE LATERALS ARE TO BE AVOIDED WHENEVER
POSSIBLE. LOCATE DOUBLE LATERAL AS CLOSE TO
LOT LINE AS POSSIBLE, 5' MAXIMUM.
10. INVERT OF SERVICE LATERAL SHALL NOT ENTER SEWER
MAIN BELOW SPRING LINE.
11. DOUBLE SERVICE LATERAL TO BE USED ONLY WHEN
WHEN BOTH BUILDING SLABS ARE NOT GREATER THAN
4"-INCHES ELEVATION DIFFERENCE.
12. SERVICE LATERAL, PIPING AND FITTINGS TO BE
MINIMUM OF 4" SDR35 PVC UNLESS OTHERWISE NOTED.
(GASKETED ONLY - NO GLUE JOINTS)
13. INSTALL 4"X4" (TOP ONE -FOOT PAINTED GREEN) AND
3M MAGNETIC MARKER TO IDENTIFY LOCATION OF
CLEANOUT(s) AT THE PROPERTY LINE
14. ALL LATERALS SHALL HAVE C.O. SET 0 2-FT BACK
OF CURB OR 2-FT BACK OF SIDEWALK. IF SIDEWALK
IS IMMEDIATELY ADJACENT TO CURB, DO NOT PLACE
C.O. IN SIDEWALK.
15. AQUA NORTH CAROLINA, INC. REPAIR/MAINTENANCE
RESPONSIBILITY FOR SANITARY LATERALS IS FROM THE
MAINLINE TO THE C.O. DESCRIBED IN THE NOT ABOVE.
THE PROPERTY OWNER IS RESPONSIBLE UPSTREAM OF
C.O.
Aqua North Carolina, Inc.
TYPICAL SERVICE LATERAL DETAIL
u)
i N
A
UNDISTURBED SOIL
BACKFILL SHALL BE PLACED IN 6"
LAYERS AND COMPACTED TO 90%
MAXIMUM DENSITY AS DETERMINED BY
ASTM D698 TO 12" ABOVE TOP OF
PIPE
SELECT BEDDING MATERIAL NO
OVERAGE ALLOWED SEE NOTE 4. SEE
DIVISION 3, SECTION 3.7.3.2
SUBBASE SHALL BE UNDISTURBED SOIL.
WHERE SOIL IS DEEMED UNSUITABLE
BY THE PWC PROJ. REP. AUTHORIZED
AREA SHALL BE UNDERCUT AND
BACKFILLED WITH SELECT BEDDING
MATERIAL. AREAS NOT AUTHORIZED AS
UNDERCUT SHALL BE BACKFILLED AT
CONTRACTORS EXPENSE WITH SELECT
BEDDING MATERIAL.
SEE STANDARD ROADWAY OPEN -CUT DETAIL FOR LAST
3' OF FILL IN PAVED AREAS
COMPACTED TO 95% MAX.
DENSITY AS DETERMINED BY
ASTM D698
-f (MIN 4") MAX
(DIA/2)
NOTES:
1.
BEDDING MATERIAL QUANTITIES ARE CALCULATED BASED ON
THE FOLLOWING TRENCH WIDTHS. BEDDING MATERIAL SHALL BE
INSTALLED REGARDLESS OF PIPE MATERIAL.
FOR 48" RCP/DI B=6', D=6'
FOR 42" RCP/DI B=6', D=5'-6"
FOR 30" RCP/DI B=4'-6", D=4'-6"
FOR 24" RCP/DI B=4', D=4'-0"
FOR 18" PVC/DI B=3', D=3'
FOR 15" PVC/DI B=3', D=3'
FOR 12" PVC/DI B=2', D=3'-0"
FOR 8" PVC/DI B=2', D=3'-0"
2. THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE
PEA GRAVEL, OR WELL GRADED CRUSHED ROCK PLACED IN
LAYERS NOT TO EXCEED 6" LOOSE LIFTS FOR THE FULL WIDTH
OF THE TRENCH.
3. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
WALLS AND TRENCH BOTTOM. OVERAGE OF BEDDING MATERIAL
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY THE
PROJECT REPRESENTATIVE AND SHALL ONLY BE PAID FOR IN
THE AMOUNT OF THE AUTHORIZED QUANTITY.
4. BEDDING MATERIAL SHALL BE PROPERLY RODDED AROUND
THE PIPE HAUNCHES.
w
Aqua North Carolina, Inc.
TRENCH DETAIL
5
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
0
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CO
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Date 11/1/2021
0
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REVISIONS
DESCRIPTION
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c-10.o

Practice Standards and Specifications
Baffles need to be installed correctly in order to fully provide their benefits.
Refer to Figure 6.65b and the following key points:
• The baffle material needs to be secured at the bottom and sides using
staples.
• Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Drape baffle material over wire strand and
secure with plastic ties at posts and on wire every 12"
9 Gauge Min High ��
Tension Wire Strand
Shall Be Secured
To Post To Support
Baffle Material
Baffle Material
" If the temporary sediment basin will be
converted to a permanent stormwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
Note: Install three (3) coir fiber baffles in basins
at drainage outlets with a spacing of 1 /4 the
basin Iength.Two (2) coirfiber baffles can be
installed in the basins less than 20 ft in length
with a spacing of 1/3 the basin length.
Rev. 5/13
Extend 9 gauge wire to basin side or install T-post to anchor
baffle to side of basin and secure to vertical post
Variable Depth
Secure bottom of baffle to ground with
12"staplesat 12"maximum spacing.
11 Gauge
Landscaping Staple
Baffle Material
mum
Steel Post
2'-0" Depth
Baffle Material should be secured to the bottom
and sides of basin using 12" landscape staples
Figure 6.65b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
6.65.3
Practice Standards and Specifications
Wire
fence
24"
24"
8' max. standard stren
th fabric with wire fence
6' max. extra strength fabric without wire fence
18 24"
Steel
post
Wire
fence
Figure 6.62a Installation detail of a sediment fence.
Rev. 5/13
8"down&4"
forward along
the trench
Filter
fabric
•m••minm• 0�.
.
Plastic or
wire ties
Filter
fabric
Cross -Section
View
Backfilltrench
and compact
thoroughly
8„
min
Ups
Natural
ground
Natural
ground
6.62.5
6.06
Practice Standards and Specifications
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Definition A graveled area or pad located at points where vehicles enter and leave a
construction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
public road or other paved off -site area. Construction plans should limit traffic
P ra ct i ce Applies to properly constructed entrances.
Design Criteria
Aggregate Size —Use 2-3 inch washed stone.
Dimensions of gravel pad —
Thickness: 6 inches minimum
Width: 12-feet minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-feet minimum
Location —Locate construction entrances and exits to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads.
2-3
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).
6.06.1
6.50
Practice Standards and Specifications
EXCAVATED DROP INLET PROTECTION (Temporary)
Definition An excavated area in the approach to a storm drain drop inlet or curb inlet.
Purpose To trap sediment at the approach to the storm drainage systems. This practice
allows use of permanent stormwater conveyance at an early stage of site
development.
Conditions Where
Practice Applies
Side slope 2:1
_Illll
III
II11
Excavated depth, - II
min 1—max 2' Ill
below top of inlet =11(tl
Where storm drain drop inlets are to be made operational before permanent
stabilization of the disturbed drainage area. This method of inlet protection is
applicable where relatively heavy flows are expected, and overflow capability
is needed (Figure 6.50a). Frequent maintenance is required and temporary
flooding in the excavated area will occur. This practice can be used in
combination with other temporary inlet protection devices such as Practice
6.51, Hardware Cloth, and Gravel Inlet Protection and Practice 6.52, Block
and Gravel Inlet Protection.
Excavated area (as required)
LI
I
Weep holes
for
dewatering
v
oak inHi ---
1i_, '1I�Illu•
4111= mi. Gravel —supported by
(illllll� hardware cloth to allow lll
drainage and restrict
sediment movement.
=11
Flow• \ll�%;� — Flow
\ . /��/i• i
\ "\
,y j : •\\" Flow
Flow /�
i
Figure 6.50a Excavated drop inlet protection.
Accumulated
sediment
6.50.1
6
Pipe Outlet to Flat Area —
No WeII-defined Channel
Plan
Section AA
Pipe Outlet to WeII-defined
Channel
III II
li(I lilt= ll
La
Section AA
I1
IIItlll
*Filter
blanket
III Ad -II• I
\Ihli- lIllr�
Filter
blanket
Figure 6.41c Riprap outlet protection (modified from Va SWCC).
6.41.4
Notes
1. La is the length of the riprap
apron.
2. d =1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6"
above the maximum tailwater
depth or to the top of the bank,
whichever is Tess.
4. A filter blanket or filter fabric
should be installed between
the riprap and soil foundation.
Rev. 6/06
4• MAX
WIRE FENCING III J RIP —RAP WITH i
(F APPLICABLE) is• INCHES OF
WASHED STONE ON
UPSTREAM FACE
GENERAL. NOTES:
1. SEDIMENT FILTER OUTLET SHALL BE 16 INCHES HIGH BUT NO TALLER THAN 18 INCHES.
2. CLASS 1 OR 2 RIP -RAP SHALL BE USED AND COVERED WITH `INCHES OF NCDOT /5 OR
/57 WASHED STONE ON THE UPSLOPE SIDE.
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE
DIRECTION Of THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
CLASS 1 OR 2
RIP -RAP
SILLL POST
WASHED STONE
/-(NCDOT /5 OR #57)
_p-TisnsN!i=
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED R.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSrS REMAIMNG IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE. PREPARED AND SEEDED.
Practice Standards and Specifications
Plan View
Inflow
structure
Average = Area *
Width W L
* Area of basin water surface at
top of principal spillway elevation
Inflow
structure
Dewatering
Sediment
storage zone
• Dewatering—Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 48 hours).
• Inflow rate —Reduce the inflow velocity and divert all sediment -free
runoff.
Zaufil
Baffles
Cross-Section
View
1' Freeboard
6" min. inver
emergenc
Embankment
Emergency
spillway
Embankment
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000.
Rev. 5/13
Emergency
pillway
6.64.7
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
JOB NUMBER 2021-30
Date 11/1/2021
x
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REVISIONS
0
DESCRIPTION
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STEEL POSTS (QUANTITY VAR.)
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING
TEMPORARY OR
PERMANENT DITCH
COIR FIBER BAFFLES
(PRACTICE STANDARD 6.65)
RISER STRUCTURE
SKIMMER (SIZE VAR.)
RISER STRUCTURE
SKIMMER
14
1'
CLASS B STONE PAD
(4' X 4' X 1' MIN.)
PLAN VIEW
TRASH RACK
STONE PAD
(below skimmer)
WOOD STAKE
OR METAL POST
TOP OF EMBANKMENT
v
1MIN.
EMBANKMENT
STONE ENERGY
DISSIPATOR
EMERGENCY SPILLWAY
4-EMERGENCYSPILLWAYFREEBOARD- ' Thi--11I1--1OI-Ji hll(1
r MIN. II-IIII-IIII-IIII-IIII-IIII-IIII- z
Sv-C3 1 II1I 1U1111 -11I ll11111 lU1I1111-1111 1111I1I IUI IIII1U11I1I =11111-�s�OPFM
ti5`-1111=1111=(1(1=1111=1111�1111=1111=1111=1111=1111=1111.=1111-11 ak
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///////////////ll/lUlll!//./
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ANTIFLOTATION BLOCK SECTIONAL VIEW
BARREL
PIPE
LU1d1 ll//./ll//1lL///1llU /llL/
lLCUT-OFF
TRENCH
2' DEEP
1.1
ANTI -SEEP
COLLAR
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
Figure 6.61d Sediment Basin (with Riser Barrel Pipe)
STABILIZED
OUTLET
NOT TO SCALE
Practice Standards and Specifications
Skimmer Basin 1
13.33
31.7254
23994
13801
117
117
100
350
5
150067
18898
10
1
26
4
0.33
2.25
3.56
Drainage Area (Acres)
Peak Flow from 10-year Storm (cfs)
Required Volume ft3
Required Surface Area ft2
Suggested Width ft
Suggested Length ft
Provided Width ft
Provided Length ft
Provided Depth ft
(Disturbed Area x 1800)
(Q10 x 435)
(SQRT(Surface Area))
Actual Volume ft3 Actual Volume>Required Volume
Actual Surface Area ft2 Actual SA>Required SA
Trial Weir Length ft
Trial Depth of Flow ft
Spillway Capacity cfs
Skimmer Size (inches)
Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
Dewatering Time (days)
Suggest about 3 days
Drainage Area
C
I for 10 year storm Tc 10 min
Q=CIA
13.331
0.41
5.951
31.731
(C*L*H^(3/2)) Too Small!
Acres
in/hr
cfs
Skimmer S
(Inches)
1.5
2
2.5
3
4
5
6
8
ize
2/21/22, 1:38 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>>>TDD
Name
Discharge
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
Low Flow Liner
Retardence Class
Vegetation Type
Vegetation Density
Soil Type
SC150BN
TDD
31.72
0.02
3
3
3
D 2-6 in
Mix (Sod and Bunch)
Good 65-79%
Silt Loam (SM)
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
SC150BN
Unvegetated
Underlying Straight 31.72 cfs
Substrate
Straight
Unreinforced Vegetation
31.72 cfs
4.65 ft/s
1.09 ft
4.65 ft/s 1.09 ft
0.035
2 lbs/ft2
0.035 1.47 Ibs/ft2
1.36 Ibs/ft2
1.47
STABLE
D
0.86 lbs/ft2 1.7 STABLE D
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Unreinforced
Vegetation
Underlying Straight 31.72 cfs
Substrate
Straight
https://ecmds.com/project/151254/channel-analysis/219080/show
31.72 cfs
4.83 ft/s
1.06 ft
4.83 ft/s 1.06 ft
0.034
4 lbs/ft2
1.32 Ibs/ft2
3.02
STABLE
0.034 1.23 Ibs/ft2 0.84 Ibs/ft2 1.46 STABLE
1/1
2/21/22, 1:39 PM
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> >> > View Computation
Inputs
Channel Discharge (Q):
31.72 cfs
Peak Flow Period (H):
hours
Channel Slope (S0):
0.02 ft/ft
Bottom Width (B):
3 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
D 2-6 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 65-79%
Soil Type:
Silt Loam (SM)
Channel Lining Options
SC150BN Protection Type Temporary
Basic Relationships
A = Cross sectional area, ft2 (m2) = (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
V = Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo= Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved)
n = 1.486 / Q * A * R(2/3)So0"5
Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFr= Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
https://ecmds. com/project/151254/channel-analysis/219080/calculation s
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
1/2
2/21/22, 1:39 PM
TauP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
ECMDS 7.0
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved)
n = 1.486 / Q * A * R(2/3)So05
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr= Product factor of safety = Taurv/ Tauo
Where:
Taurv= Permissible shear stress from testing, psf (Pa)
TauP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
SC150BN
Phase
Mannings N
Predicted flow
depth (D)
Cross sectional
area (A)
Wetted
perimeter (P)
Hydraulic
radius (R)
Flow velocity
(V)
Froude
number (FR)
Calculated Shear
Stress
SFP/SFL
SC150BN
Unvegetated
Underlying 0.035
Substrate
0.035
Unreinforced Vegetation
1.09 ft
1.09 ft
6.83 ft2
6.83 ft2
9.89 ft
0.69 ft
9.89 ft 0.69 ft
4.65 ft/s
0.99
4.65 ft/s 0.99
1.36 lbs/ft2
1.47 (SFP)
0.86 lbs/ft2 1.7 (SFL)
Phase
Mannings N
Predicted flow
depth (D)
Cross sectional
area (A)
Wetted
perimeter (P)
Hydraulic
radius (R)
Flow velocity
(V)
Froude
number (FR)
Calculated Shear
Stress
SFP/SFL
Unreinforced
Vegetation
Underlying 0.034
Substrate
0.034
1.06 ft
1.06 ft
6.56 ft2
6.56 ft2
https://ecmds. com/project/151254/channel-analysis/219080/calculation s
9.71 ft
0.68 ft
9.71 ft 0.68 ft
4.83 ft/s
1.03
4.83 ft/s 1.03
1.32 lbs/ft2
3.02 (SFL)
0.84 lbs/ft2 1.46 (SFL)
2/2
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NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
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DESCRIPTION
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
EQUIPMENT AND VEHICLE MAINTENANCE
ONSITE CONCRETE WASHOUT
THE NCGO1 CONSTRUCTION GENERAL PERMIT
1. Maintain vehicles and equipment to prevent discharge of fluids.
STRUCTURE WITH LINER
Implementing the details and specifications on this plan sheet will result in the construction;•��
2. Provide drip
,
CTTPJ
pans under any stored equipment.
�Ti�Ti• •i�l��
am :,,• � I:
V��i� .�atl
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
, iiiiva■►
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project.
�LpIlo
110IIIPo!
kipermittee
shall comply with the Erosion and Sediment Control plan approved by the
-
i
r�,i,..�
Collect fluids, in dispose
,
;
4. all spent store separate containers and properly as
jo,�,i,z,�11
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delegated authority having jurisdiction. All details and specifications shown on this sheet
...I
may not apply depending on site conditions and the delegated authority having jurisdiction.
hazardous waste (recycle when possible).
leaking from
'"="'m' M""' D'
5. Remove vehicles and construction equipment service until the problemITY"
.
"` ` A1134 w"°'c°"
wxiwiamlieu
SECTION E: GROUND STABILIZATION
has been corrected.
R. TIC YAW lIRL'TiMEi �1ALL
�'�'�` YllillCT!lAEi 711AL1 MMM�AIIEB
MEN THE MUM MICIE ! ULM
REACHER � THE 3T X1{M[ME wairAmm WHIMI ME MIA �i I I M ACAO 711M 1'r TIC ICALC71Tt
Required Ground Stabilization Timeframes
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
e� u OF E WEIH MOM
to disposal that handles these
e�
Stabilize within this
a recycling or center materials.
EWARIER TUE
"""
BELOW GRAD SHDUT STRUCTURE ABLIVE GRAD I4ASF1]UT STRUCTURE
Site Area Description
many calendar
days after ceasing
Timeframe variations
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
gf i�€�
land disturbance
1. Never bury or burn waste. Place litter and debris in approved waste containers.
(a) Perimeter dikes,
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
CONCRETE WASHOUTS--
swales, ditches, and
perimeter slopes
7
_
None
receptacle) on site to contain construction and domestic wastes.
p }1.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
❑❑ not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
fib} High Quality Water
(HQW) Zones
7
None
waters unless no other alternatives are reasonablyavailable.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
(c) Slopes steeper than
3:1
r
7
If slopes are 10' or less in length and are
es
pg
not steeper than 2:1, 14 days are
allowed
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workdayand before storm events or
provide secondary containment. Repair or replace damaged waste containers.
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
(d) Slopes 3:1 to 4:1
14
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
S. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged drain
-10 days for Falls Lake Watershed
to the storm system or receiving surface waters. Liquid waste must
l -
be from
-7 days for perimeter dikes, swales,
PAINT AND OTHER LIQUID WASTE
pumped out and removed project.
rUND 1
)RO, N
336) 28
gen-enq
(e) Areas with slopes
flatter than 4:1
14
ditches, perimeter slopes and HQW Zones
-10 days for Falls Lake Watershed unless
there is zero slope
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls maybe required by the
approving authority.
S. Install at least one sign directing concrete trucks to the washout within the project
M
surface stable against accelerated erosion until permanent ground stabilization is achieved.
limits. Post itself identify location.
PORTABLE TOILETS
signage on the washout to this
9. Remove leavings from the washout when at approximately 75% capacity to limit
GROUND STABILIZATION SPECIFICATION
1. Installportable toilets on levelground,at least 50 feet awayfrom storm drains,1-
Stabilize the round sufficient) so that rain will not dislodge the soil. Use one of the
g y g
techniques in the table below:
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
CONSTRUCTION DETAILS 7
(E&sc)
THE VIEWS AT
FLOWERS APARTMENTS
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
Drn. BAH Des. BAH Chk. BAH Date 11/1/2021 I JOB NUMBER 2021-30
Temporary Stabilization
Permanent Stabilization
on a gravel pad and surround with sand bags.
10. At the completion of the concrete work, remove remaining leavings and dispose of
• Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor toilets for leaking and dispose of any leaked material.
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
• Rolled erosion control products with or
without temporary grass seed
reinforcement matting
• Hydroseeding
portable properly
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
• Appropriately
• Shrubs
with properly operating unit.
applied straw or other mulch
or other permanent plantings covered
-
HERBICIDES, PESTICIDES AND RODENTICIDES
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
EARTHEN STOCKPILE MANAGEMENT
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
Z. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
POLYACRYLAMIDES
(PAMS) AND FLOCCULANTS
five feet from the toe of stockpile.
possible or where they may spill or leak into wells, stormwater drains, ground water
If immediately.
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes on this sheet and in accordance
or surface water. a spill occurs, clean area
4. Do not stockpile these materials onsite.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
provided
with the approved plan and any additional requirements. Soil stabilization is defined
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
as vegetative, physical or chemical coverage techniques that will restrain accelerated
disturbed for temporary
HAZARDOUS AND TOXIC WASTE
PAMS/Flocculants and in accordance with the manufacturer's instructions.
erosion on soils or permanent control needs.
1. Create designated hazardous waste collection areas on -site.
REVISIONS
w
o
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
, __ `
�«
,
i ►� ' NORTH
CAROLINA
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
Z
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0
or surrounded by secondary containment structures.
�% . . Environmental Quality
I
NCGO1
GROUND
STABTLTZATTON
AND
MATERIALS
HANDLING
EFFECTIVE:
04/01/19
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PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
SECTION B: RECORDKEEPING
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be injeopardy,the ins inspection maybe delayed until the next business dayon
P Y
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
Item to Document
Documentation Requirements
■ They are less than 25 gallons but cannot be cleaned up within 24 hours,
i
lnslr ct
Frequency
(during normal
fauslr,ess hours]
Inspection records must include:
(a) Each E&SC Measure has been installed
and toes not significantly deviate from the
Initial and date each E&SC Measure on a copy
:
of the approved E&SC Plan or complete, date
• They t rega me or
cause sheen on surface waters r ess o volume),
They are within 100 feet of surface waters(regardless of volume
(t) hair} gauge
maintained in
good working
order
Daily
Daily rainfall amounts.
If no daily rain gauge observations amade duringweekend or
holiday prr}
periods, and no individual -day rainfall information is
available, record the cumulative rain measurement for those ern
attended days and this will determine if a site inspection is
y � P
needed). lays on which no rainfall occurred shall he recorded as
''zero." The permittee may use another rain -monitoring device
locations, dimensions and reletive elevations
shown on the approved E&SC Plan.
and sign an inspection report that lists each
E&SC Measure shown On the approved E&SC
Nan. This ds�rrr ocentatiarr is required open the
initial installation of the E&SC Measures or if
the E&SC ll�ieasu res are modified after initial
installation.
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4)or G.S. 143-215.85.
all roved by the £Thd u n
.
(b) A phase of grading has been competed.
i Initial and date a copy of the approved E&SC
(b) Anticipated bypasses and unanticipated bypasses.
(2j Er &5C
Measures
a- least once per
7 calendar days
and within 24
hours of a rain
event> 1..0 inch in
24 hours
1. Identification of The measures inspected,
2. Dare and time of the inspection,
3. Name of the ierSon performing the Inspection,
4. Indication of tivhethertlnemeasures were operating:
properly,
5_ Description of maintenance needs for the measure,
e_ Description, evidence, and date- of corrective actions taken.
:
(c) Gr'ounti cover is located and installed
in accordance with the approved E&SC
Plan.
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
............................................................................................................................................_.........
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
to indicate
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
1
(3) Stormwater
At least once per
7 calendar drays.
1. Identification of the discharge out`:alls inspected,discharge
Dateand timeof the inspec`ign,
report corpliance with approved
ground cover specifications.
I
outtalk (Saos)
___ ____
(4) Perimeter of
site:
and within 24
hours of a rain
event> 1.0 inch in
24 hours
__ ____ _
At least once per
7 calendar days
and within 24
3. Name of eh€ person performing the inspection,
rr�
4. Evidence of indicators of storwater pollution such as oil
sheen, floating or suspended solids or discoloration,
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
If _visible sedimentation is found outside site limits, then a record
of the following shall be node:
1, Actions taken to clean up or stabilize the sediment that has lett
(d) The maintenance and repair
requirements for all E&SC Measures
nave been performed.
__-__- -
(e) Corrective actions have been taken
to E&SC Measures.
. .
Complete, date and sign an inspection report,
I . - .
- - ---- --- -
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate the completion of the
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the ti mef names and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
rUND 1
)RO, N
336) 28
gen-enq
hours of a rain
the site limits,
:Correct#ve action.
Occurrence
Reporting Timeframes (After Discovery} and Other Requirements
event> 1.0 arch in
24 hours
2. Description, evidence, ant date of corrective actions taken, and
3. An explanation as to the actions taken to control future
releases.
2. Additional Documentation
(a) Visible sediment
deposition in a
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
vi
oo
(Sl Streams or
wetlands ansitc*
or oftsite
(where
AT. least once per
7 calendar days
and within 24
hogs of a rain
if the stream or wetland has Increased visible sedimentation or a
stream has visible increased turbidity from the construction
activity, then a record of the following shall be made:
i. oCscrip,lors, evidence arid date Of corrective action taken, and
In addition to the E&SC Plan documents above, the followin items shall be ke ton the
g P
site
and available far agency inspectors at all times during normal business hours, unless the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• lithe stream is named on the NC 303(d) list as impaired for sediment
I—
M
•
accessible)
event> w.clinch ill
24 hours
2. Records of the required reports tothe appropriate Division
Regional Office per Part III, Section C, Eton (2)(a) of this permit
of this permit.
Division provides a site -specific exemption based on unique site conditions that make this
requirement not practical:
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
CONSTRUCTION DETAILS 8
(E&sc)
THE VIEWS AT
FLOWERS APARTMENTS
NE FLOWERS PARKWAY
JOHNSTON COUNTY, NC
Drn. BAH Des. BAH Chk. BAH Date 11/1/2021 I JOB NUMBER 2021-30
1
(5) Ground
stabilization
Atter each phase
of grading
I. The phase of grading (installation: of perimeter E&SC
measures, clearing and grubbing, instillation of storm
(a) This general permit as well as the certificate of coverage, after it is received.
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
measures
-drainage facilities, completion of ail land -disturbing
activity, constructions or redevelopment, permanent
ground cover),
2. Documentation that required d rend st:3bi izariun
q g
metISUres have been provided within the required
(b) Records of inspections made during the previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or
a similar inspection form that includes all the required elements. Use of
in lieu the be if
(b) Oil spills and
release of
hazardous
substances per Item
1(b)-(c) above
• Within 24 hours, an oral or electronic notification. The notification
shall include information about the date, time, nature, volume and
location of the spill or release_
....................................................................................................................o.-.....-....
NOTE: The rain
inspection resets
timeframe or an assurance that they will be provided as
soar as possible
the required 7 calendar day inspection requirement.
electronically -available records of required paper copies will allowed
shown to provide equal access and utility as the hard -copy records.
(c) Anticipated
bypasses [40 CFR
122.41(m)(3)]
• A report at least ten days before the date of the bypass, if possible.
The report shall include an evaluation of the anticipated quality and
effect of the bypass.
(c) All data used to complete the Notice of Intent and older inspection records shall be
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
maintained fora period of three years after project completion and made available
upon request. [40 CFR 122.41]
bypasses [40 CFR
122.41(m)(3)]
• Within 7calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
(e) Noncompliance
with the conditions
of this permit that
may endanger
health or the
environment[40
CFR 122.41(1)(7)]
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time noncompliance is expected to
continue; and steps taken or planned to reduce, eliminate, and
prevent reoccurrence of the noncompliance_ [40 CFR 122.41(1)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
REVISIONS
H
Q
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(•71,
, NORTH CAROLINA
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Environmental Quality
NCGO1
SELF
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AND
04/01/19
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C-14.O

JOHNSTON COUNTY LANDSCAPING REQUIREMENTS:
PER FLOWERS PLANTATION APPROVED REQUIREMENT ADJUSTMENT
LANDSCAPE AREA ADJACENT TO STREET:
REQUIRED: TYPE 'C' AREA ALONG NC I-11Gl-1NAY 42
a) 30' wide with min. of 3 large tree(s), 4 small trees, * 12 shrubs/100 l.f.
b) Large Tree= 2"cal./8'ht. at planting
Small Tree= 5'ht. at planting
Shrubs= 18"ht. at planting
PROPOSED: 650'
Large Trees= 6.5x3= 20 (20 provided)
Small Trees= 6.5x4= 26 (27 provided)
Shrubs= 6.5x12= 78 (81 provided)
REQUIRED: TYPE 'B' AREA ALONG NE FLOWERS PARKWAY
a) 20' wide with min. of' 2 large tree(s), 3 small trees, $ 9 shrubs/100 l.f.
b) Large Tree= 2"cal./8'ht. at planting
Small Tree= 5'ht. at planting
Shrubs= 18"ht. at planting
PROPOSED: 865'
Large Trees= 8.65x2= 17 (17 provided)
Small Trees= 8.65x3= 26 (26 provided)
Shrubs= 8.65xcl= 78 (78 provided)
PARKING AREA SHADING:
REQUIRED:
1 Large tree $ 4 Shrubs/2000 s.f. planted within 10' of parking area.
PROPOSED: 84, 240sf of parking area
Large Trees= 42.12x1= 42 (48 provided)
Shrubs= 42.21x4= 168 (168+ provided)
SCREENING:
REQUIRED:
All utility service areas, adjacent to, or affixed to buildings shall be
screened from public right-of-ways.
PARKING LOT
PLANTING:
EE ENLARGEMENT
SHEETS
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
'rY\ g PRPNT�NG
PARKING LOT
PLANTING:
SEE ENLARGEMENT
SHEETS
\Yc\\-\c
BUILDING 200
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
PARKING LOT
PLANTING:
SEE ENLARGEMENT
SHEETS
BUILDING 400
SEE TYPICAL
BUILDING PLANTING __--
DETAIL FOR
BUILDING LANDSCAPE
c D
BUILDING 100
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
PARKING LOT
PLANTING:
SEE ENLARGEMENT
SHEETS
Know what's below.
Call before you dig.
0 20 40
SCALE: 1
80 120
= 4 0' - 0 "
160
BRENT
LANDSCAPE
ARCHITECT
SKELTON
Brent Skelton
Landscape Architect, PLLC
w w w. s t u d i o b s l a. c o m
b r e n t@ s t u d i o b s l a. c o m
3 3 6. 4 0 4. 7 0 7 0
.sho5
=*ii 735 n**-
0 s.
flttom 11klt.
4/22/22
FLOWERS PLANTATION
WILDERS, NC
REVISION DATE:
APRIL 22, 2022
DATE:
FEBRUARY 21, 2022
SCALE:
1 " = 4 0 ' — 0 "
SHEET TITLE:
LANDSCAPE
PLAN:
OVERALL SITE
SHEET
NUMBER:

(11) S.P. LOROPETALUM
(7) J.W. CATMINT
(1) LACEBARK ELM/
(11) HODGENDORN HOLLY
ca0 (33) B.C. DISTYLIUM
(1) M.C. PLANE TREE
(3) E.R. LOROPETALUM
(1) CHINDD VIBURNUM
(1) M. CRAPE MYRTLE
(4) B.C. DISTYLIUM
Wiwi, toe ri
'IkeNireiragaidevilitak. '4,
6/144011614*,
(1) M. CRAPE MYRTLE
(1) CHINDD VIBURNUM
(3) E.R. LOROPETALUM
(I)
(1) M.C. PLANE TREE
(5) NIKKO DEUTZIA--
r�\ (9) 5.B. NEIGELA
(3) S.P. LOROPETALUM
(5) S.B. NEIGELA
(5) NIKKO DEUTZIA
(9) HOOGENDORN HOLLY
(1) LACEBARK ELM
(5) S.B. NEIGELA
(10) NIKKO DEUTZIA
(3) S.P. LOROPETALUM
(1) O.G. RED MAPLE
(1) NUTALL OAK
(34) B.C. DISTYLIUM
BUILDING 300
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
I (3) SPIREA
(6) LIMELIGHT HYDRANGEA
(15) B.A. JUNCUS
(3) HORNBEAM
(4) JW. CATMINT
(2) B.C. DISTYLIUM
(6) MUHLY GRASS
(3) H. HOLLY
(2) O.G. RED MAPLE
(3) YOSHINO CHERRY
(10) S.B. NEIGELA
(5) J.W. CATMINT
(5) H. HOLLY
(1) LACEBARK ELM
\\ \
\ (1) LACEBARK ELM *14114
°' 0°4°
4110°-"-
(10) NIKKO DEUZIA
(6) H. HOLLY (11;'
(16) MUHLY GRASS A
\ (6) B.C. DISTYLIUM
(3) NIKKO DEUTZIA
__ _ - (14) M. GRASS
(3) H. HOLLY
(1) L.B. ELM
1
-- (3) H. HOLLY
(5) MUHLY GRASS
(1) M.C. PLANE TREE
(5) S.B. NEIGELA
(3) H. HOLLY
(6) NIKKO DEUTZIA
(2c1) RUSSIAN SAGE
(9) S.P. LOROPETALUM /
HOOGENDORN HOLLY
COMPACTA HOLLY
BUILDING 200
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
(3) SPIREA
(15) B.A. JUNCUS
(6) LIMELIGHT HYDRANGEA
(4) HORNBEAM / \
nlL rFRll — ,
(11) E.H. DISTYLIUM
(2) S.A. CAMELLIA
(10) DNF. LOROPETALUM
(2) P.G. GINKGO
(7) H. HOLLY �' _
(3) J.W. CATMINT =
(5) S.B. NEIGELA
--�-
(5) J.W. CATMINT
(6) NIKKO DEUTZIA
(3) S.P. LOROPETALUM
(6) H. HOLLY
"ATM I NT 1-; >s...11.
� 1.11UFFE
•
i I i
(1) LACEBARK ELM
(1) M.C. PLANE TREE
(5) H. HOLLY /
(4) J.W. CATMINT
(26) B.C. DISTYLIUM
Know what's below.
Call before you dig.
0 15 _'0
SCALE:
1
60 90
30'-0
11
120
BRENT
LANDSCAPE
ARCHITECT
SKELTON
Brent Skelton
Landscape Architect, PLLC
w w w. s t u d i o b s l a. c o m
b r e n t@ s t u d i o b s l a. c o m
3 3 6. 4 0 4. 7 0 7 0
t
ate,
1/11iIii MO
4/22/22
FLOWERS PLANTATION
WILDERS, NC
REVISION DATE:
APRIL 22, 2022
DATE:
FEBRUARY 21, 2022
SCALE:
1 " = 3 0 ' - 0 "
SHEET TITLE:
LANDSCAPE
PLAN:
AREA ENLARGEMENT
SHEET NUMBER:
1.10
L

(5) I-IOOGENDORN I -LOLLY ''�
(3) J.W. CATMINT00100/-,1%.
111111
id 0 6-1 it54fr
r+!•:�'' �'�
tosoor
(15) B.C. DISTYLIUM
(5) HOOGENDORN HOLLY
(2) J.W. CATMINT
(5) 1-IOOGENDORN MOLLY
(3) J.W. CATMINT
(33) B.C. DISTYLIUM.
(1) M. CRAPE
(4) E.R. LORO
(10) H. I -LOLLY
(3) J.W. CATMINT
!Il[ (1) NUTALL OAK
(4) S.B. NEIGELA
(10) H. HOLLY
(5) S.B.
NEIGELA
(7) J.W.
`< CATMINT
(2) LACEBARK ELM
7(50) I -I. I -LOLLY
(15) J.W. CATMINT
(5) NUTALL OAK
(20) S.B. NEIGELA
(16) H. HOLLY
(4) S.B.
NEIGELA
(3) J.W.
CATMINT
(18) MUHLY
GRASS
(6) S.B.
NEIGELA
MAT
LINE L �20b
MATCHL EL . .:
1
(2) LACEBARK ELM
(I) M.C. PLANE TREE
/J
BUILDING 400
SEE TYPICAL
BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
(6) NIKKO DEUTZIA
(3) S.P. LOROPETALUM
(8) J.W. CATMING
(5) H. HOLLY
(36) MUHLY GRASS
(3) H. HOLLY
(1) M.C. PLANE TREE
(1) M.C. PLANE TREE
(1) LACEBARK ELM
(5) J.W. CATMINT
(5) S.B. NEIGELA
(3) S.P. LOROPETALUM
(27) B.C. DISTYLIUM
BUILDING 100
SEE TYPICAL
/ BUILDING PLANTING
DETAIL FOR
BUILDING LANDSCAPE
(4) H. HOLLY '
\ (3) J.W. CATMINT
(3) J.W. CATMINT
(1) M.C. PLANE TREE
(9) B.C. DISTYLIUM
(7) J.W. CATMINT
(6) H. HOLLY
(6) NIKKO DEUTZIA
(6) H. HOLLY
1-17
(6) B.C. DISTYLIUM--' ---
i
(1) M.C. PLANE TREE
(2) LACEBARK ELM
•
• (1) LACEBARK ELM
(1) M.C. PLANE TREE
v
•
(1) M.C. PLANE TREE
(3) J.W. CATMINT
(30) B.C. DISTYLIUM
(7) S.B. NEIGELA \\
(19) MUHLY GRASS
(12)_J.N. CATMINT
(12) H. HOLLY
ELM
(1) M. CRAPE MYRTLE
(3) E.R. LOROPETALUM
(12) CI-IINDO VIBURNUM
(16) B.C. DISTYLIUM
(1) M.G. PLANE TREE
(1) LACEBARK ELM
) LACEBARK ELM
/MATC
Know what's below.
CaII before you dig.
0 15 '0
60 90
SCALE: 1" = 30'-0
120
BRENT
LANDSCAPE
ARCHITECT
SKELTON
Brent Skelton
Landscape Architect, PLLC
w w w. s t u d i o b s l a. c o m
b r e n t@ s t u d i o b s l a. c o m
3 3 6. 4 0 4. 7 0 7 0
}\�tl►lCA r11/rf`r
� � r
Om lito0
4/22/22
FLOWERS PLANTATION
WILDERS, NC
REVISION DATE:
APRIL 22, 2022
DATE:
FEBRUARY 21, 2022
SCALE:
1 " = 3 0 ' - 0 "
SHEET TITLE:
LANDSCAPE
PLAN:
AREA ENLARGEMENT
SHEET
NUMBER:

(3) BLOOM-A-TI-ION AZALEA
(7) DWF. GARDENIA
(2) YOSI-LINO CHERRY
(15) OTTO LUYKEN LAUREL
(1) CHINDO VIBURNUM
(2) CHINDO VIBURNUM
(6) BLOOM-A-THON AZALEA
(6) OTTO LUYKEN LAUREL
O.G. RED MAPLE
*SEE LOCATION ON
SITE PLAN
(1) CHINDO VIBURNUM
(4) COMPACTA HOLLY
(15) OTTO LUYKEN LAUREL
(2) YOSHINO CHERRY
(7) DWF. GARDENIA
(8) BLOOM-A-THON AZALEA
(4) COMPACTA HOLLY
(4) OTTO LUYKEN LAUREL
(13) BLOOM-A-THON AZALEA
(2) OKLAHOMA REDBUD
LAYOUT NOTE:
REVIEW OVERALL LANDSCAPE
PLAN FOR INDIVIDUAL BUILDING
PLANTING NEEDS. ACTUAL LOCATIONS
$ QUANTITIES MAY BE ADJUSTED TO
ACCOMMODATE UTILITIES $ SIDEWALKS.
TYPICAL PLANTING PLAN: BUILDING FOUNDATION
(8) DWARF GARDENIA
(15) CURLED LEAF LIGUSTRUM
(4) FOREST PANSY REDBUD
(2) KING PIN WILLOW OAK
(1) TRIDENT MAPLE
TYPICAL PLANTING PLAN: TYPE C STREET YARD/100'
(c) INDIAN HAWTHORN
(2) KING PIN WILLOW OAK
(3) MUSKOGEE CRAPE MYRTLE
TYPICAL PLANTING PLAN: TYPE B STREET YARD/100'
3" MIN. MULCH
FINISHED GRADE OF PLANTING
BED --FREELY DRAINING
FINISHED GRADE
(SOD, PAVEMENT, OR CURB)
4-6" (DEPTH) TRENCH
AROUND ALL PLANTING BEDS
r6" MIN.
MULCHING DETAIL:
a-7c
(8) DWARF GARDENIA
(2) OKLAHOMA REDBUD
(11) BLOOM-A-THON AZALEA
(11) OTTO LUYKEN LAUREL
(4) COMPACTA HOLLY
(8) HOOGENDORN HOLLY
PLANT LIST: BUILDING FOUNDATIONS
Key
Quantity Botanical Name
Common Names'' giant Size Notes,
i
j
O.G. RED MAPLE
16
Acer rubrum 'October Glory'
October Glory Red Maple
2"Cal. /8'ht.
well -branched, matched, specimen
UNDERSTORY TREE
16
Cercis canadensis 'Oklahoma'
Oklahoma Redbud
3" Cal.
well -branched, matched, specimen
32
Prunus x yedoendid Yoshino'
Yoshino Cherry
3" Cal.
Dense, well -branched, specimen
SHRUB
184
Azalea x bloom-a-thon 'Lavender'
Lavender Reblooming Azalea
24"ht.
Dense, well -branched, matched
176
Gardenia jasminoides ' Radicans'
Dwarf Gardenia
24"ht.
Well -branched, dense, matched
64
Ilex crenata 'Compacts'
Compacta Holly
24"ht.
Dense, well -branched, matched
348
Prunus laurocerasus 'Otto Luyken'
Otto Luyken Laurel
24"ht.
Full, well -branched
32
Vibumum awabuki 'Chindo'
Chindo Viburnum
6'ht.
Well -branched, dense, matched
NOTES:
1. All plant quantities to be confirmed by contractor, please contact L.A. with any discrepancies between plan and plant schedule.
2. Plant sizes are suggested only. Sizes are subject to change due to availability & pricing needs.
3. Plan is approximate in scale for reference only, all tree locations and dimensions to be confirmed on site.
PLANT LIST: STREET YARDS
Key Quantity Botanical Name
CANOPY TREE
7 Acer buergeranum
32 Quercus phellos 'King Pin'
UNDERSTORY TREE
1
Common Name
Trident Maple
Plant Sizeglii
King Pin Willow Oak
2" Cat. /8'ht. SINGLE TRUNK, well -branched
2" Cal. /8'ht. Dense, well -branched, specimen
27 Cercis canadensis 'Forest Pansy'
$9 Lagerstroemia indica 'Muskogee'
SHRUB
Forest Pansy Redbud
Muskogee Lavender Crape Myrtle
81 Ligustrum japonicum 'Recurvifolium'
85 Raphiolepis indica
NOTES:
1. All plant quantities to be confirmed by contractor, please contact L.A. with any discrepancies between plan and plant schedule.
2 Plant sizes are suggested only. Sizes are subject to change due to availability & pricing needs.
3. Plan is approximate in scale for reference only, all tree locations and dimensions to be confirmed on site.
5'ht. well -branched, matched, specimen
5'ht. Dense, well -branched, matched
Curled -leaf Ligustrum
24"ht. Well -branched, matched
Indian Hawthorn
0 0
o SET TOP OF ROOT BALL
3" MULCH o 1" ABOVE FINISH GRADE
0
FINISH GRAD
AMENDED
BACKFILL
=IIIIIIIIIIIIII
I,IIIIII
0
0
PLANT PIT SHALL BE 2X AS
NIDE AS ROOT BALL AND A
MINIMUM OF 4" DEEPER
(ANGLE SIDES OF PIT)
111111E1
II=111=111-
ROOT BALL
PERENNIAL PLANTING DETAIL:
INCORPORATE GRANULAR
FERTILIZER IN BACKFILL
3" MULCH
FINISH GRAD
AMENDED
BACKFILL
IIIIIIIII
'=111,�11111111
PLANT PIT SHALL BE 2X AS
NIDE AS ROOT BALL AND A
MINIMUM OF 4" DEEPER
(ANGLE SIDES OF PIT)
24"ht. Dense, well -branched, matched
SET TOP OF ROOT BALL
1" ABOVE FINISH GRADE
WATER RETENTION BERM
SHRUB PLANTING DETAIL:
I11I1E1
i_I 1-1 I 1-1 11-
FERTILIZER TABLET, OR
INCORPORATE GRANULAR
FERTILIZER IN BACKFILL
ROOT BALL
L
r
(3) BLOOM-A-TI-ION AZALEA
(7) DNF. GARDENIA
(2) YOSI-LINO CI -TERRY
(15) OTTO LUYKEN LAUREL
(1) CI-IINDO VIBURNUM
(2) CHINDO VIBURNUM
(6) BLOOM-A-THON AZALEA
(6) OTTO LUYKEN LAUREL
O.G. RED MAPLE
*SEE LOCATION ON
SITE PLAN
(1) CHINDO VIBURNUM
(4) COMPACTA HOLLY
(15) OTTO LUYKEN LAUREL
(2) YOSHINO CHERRY
(7) DWF. GARDENIA
(8) BLOOM-A-THON AZALEA
PLANTI\
G
OTES
1. Landscape Contractor to visit the site and accept the conditions prior- to bidding
and plant material installation.
2. Landscape Contractor to obtain grading plan for- coordination of final grades.
Contact owner's representative for any plan or grade changes prior to construction.
3. Landscape Contractor is responsible for all fine grading of lawn and planting areas
disturbed during construction. Remove from site all temporary seeding/stabilization
stones, gravel and all extraneous debris including roots and limbs.
4. Landscape Contractor to bring to the attention of the owner- any debris or- poor
soils remaining in planting areas after general construction and prior to any planting.
5. Landscape Contractor to verify all underground utilities prior- to installation of any
plant material. Utilities shown on plan are for reference only and may not be all
inclusive.
6. Landscape Contractor to protect all existing structures (ie. curb and gutter,
pavement, etc.) during installation of landscaping.
7. Landscape contractor to coordinate with G.C. for any irrigation/lighting sleeving
prior to sub -grade preparation of paved areas. IF APPROPRIATE
8. Landscape Contractor is responsible for providing topsoil in any planted traffic
islands so there is a slight constant rise to the center of each island. (refer to
grading plan for final elevations. by others)
1. All plant beds to be tilled and amended to a depth of 8". Entire bed to be
covered with 3" of shredded pine bark mulch.
10. All plant beds to consist of (1) part existing soil, (1) part friable topsoil and (1)
part pine bark soil conditioner.
11. All beds to be tilled in their entirety. No pit planting will be accepted.
12. Landscape Contractor shall furnish all quantities necessary to complete plantings as
shown on drawings.
13. Any plant material substitutions or adjustments are to be requested in writing to
the owner's representative. No substitutions will be permitted without written notice
by owner's representative.
14. Landscape Contractor to contact owner for approval/denial of all plant stock prior
to installation.
15. All trees of the same variety to match in shape, form, and size where they are
to be installed in groups, row's or as street trees.
16. All trees shall be specimen quality and well shaped. Large deciduous and evergreen
trees shall have tall central leader.
17. All trees planted in grass areas shall have a 5' diameter mulch ring (typical.)
18. All strapping and top 3 of wire basket must be cut away and removed from root
ball prior to backfilling planting pit. Remove top 3 of the burlap from root ball.
19. Edge of tree mulch ring to be a minimum 2' from any shrub bed edge or paved
surface.
20. Minor shifting and adjusting of proposed tree locations may required due to exact
location of underground utilities. Landscape Contractor to contact owner's
representative and city landscape inspector prior to relocation.
21. All grass to plant bed borders to be neatly edged with a vertical edge (typical.)
22. Prior to sodding, Landscape Contractor is to contact General Contractor for
verification that all land disturbing activity (ie. trenching, grading, etc.) has been
completed.
23. SEED all disturbed areas within subject property and any areas within the
right-of-way or an adjacent property disturbed during construction or of substandard
turf condition. UNLESS OTHERWISE SPECIFIED
24. Landscape Contractor to guarantee all plant material and work for a period of one
year from acceptance of' work by owner.
25. See this sheet for planting details.
PLANT LIST: PARKING LOT & SITE
Key
CANOPY TREE
M.C. PLANE TREE
Quantity Botanical Name
26 Piatanus x acerfolia 'Morton Circle'
_Common Name Plant Size Notes.
Exclamation London Planetree
12"Cal./8'ht. Dense, well -branched, specimen
18
Quercus nutalli
Nutall Oak
2"Cal./8'ht. Dense, well -branched, specimen
L.B. ELM
22
Ulmus parviflora 'Lacebark'
Lacebark Elm
2"Cal./8'ht. SINGLE -stem, well -formed, specimen
UNDERSTORY TREE
HORNBEAM
Carpinus betulus 'Fastigiata' Fastigiata European Hornbeam
M. CRAPE MYRTLE
Lagerstroemia indica 'Muskogee' Muskogee Lavender Crape Myrtle
SHRUB
S.A. CAMELLIA
2 Camellia x 'Spring Awakening'
B.C. DISTYLIUM
E.H. DISTYLIUM
H. HOLLY
66
2"-3" Cal. SINGLE -TRUNK, full, dense, LIMBED UP 4' MIN.
5'ht. Dense, well -branched, matched
Spring Awakening Camellia
4'ht.
Deutzia gracilis 'Nikko'
462
15
12
238
Dwarf Nikko Deutzia
Distylium myricoides 'Blue Cascade
Distylium myricoides Emerald Heights'
Hydrangea paniculata 'Limelight
Ilex crenata 'Hoogendorn'
Blue Cascade Distylium
Emerald Heights Distylium
Limelight Hydrangea
Hoogendorn Holly
24"ht.
24"ht.
24"ht.
24"ht.
24"ht.
Dense, well -rooted, matched
Dense, full, matched
Dense, full, matched
Well -branched, dense, matched
Dense, well -branched, matched
E.R. LOROPETALUM 14
Loropetalum chinense Ever -red' Ever -red Loropetalum
24"ht.
Well -branched, dense, matched
S.P. LOROPETALUM 27
Loropetalum chinense 'Sizzling Pink' Sizzling Pink Loropetalum
24"ht.
Well -branched, dense, matched
DWF. LOROPETALUM 10
Loropetalum chinense 'Sparkling Plum' Sparkling Loropetalum
24"ht.
Well -branched, dense, matched
J.W. CATMINT 127
Nepeta x faasenii 'Junior Walker' Junior Walker Catmint
1 gal.
SPIREA 6
Spiraea japonica 'Neon Flash' Neon Flash Spirea
24"ht.
Dense, well -branched, matched
18
Vibumum awabuki 'Chindo' Chindo Viburnum
6'ht.
Well -branched, dense, matched
S.B. WEIGELA 95
Weigela florida 'Sonic -bloom Pink' Sonic -bloom Pink Weigela
24"ht.
Well -branched, dense, matched
ORNAMENTAL GRASS/PERENNIAL
B.A. JUNCUS 30
Juncus 'Blue Arrows' Blue Arrows Juncus
1 gal.
M. GRASS 155
Muhlenbergia capillaris 'Lena' Pink Muhly Grass
29
Perovskia atriplicifolia Russian Sage
1 gal.
Dense, well -rooted
NOTES:
1. All plant quantities to be confirmed by contractor, please contact L.A. with any discrepancies between plan and plant schedule.
2. Plant sizes are suggested only. Sizes are subject to change due to availability & pricing needs.
3. Plan is approximate in scale for reference only, all tree locations and dimensions to be confirmed on site.
NEN RUBBER HOSE
SNUG AROUND TRUNK
AT CROTCH
TREE BASE PROTECTIO
WATER BASIN
;%.4.44144
V4 :O4
PLANT PIT SHALL BE 2X AS NIDE +444y"''e',I�O T
4.,..,
��*+4.:IO i�� I AS ROOT BALL AND A MINIMUM OF ../
4" DEEPER (ANGLE SIDES OF PIT �I, I'>`>`_°
IN HEAVY CLAY SOILS OR WHERE THERE )11
IS A HARD PAN, AUGER AN 5" HOLE 6'
DEEP OR THROUGH THE HARD PAN.
(BACKFILL WITH 3/4" GRAVEL)
TREE PLANTING DETAIL:
SET TOP OF ROOT BALL
2" ABOVE FINISH GRADE
FERTILIZER TABLET, OR
INCORPORATE GRANULAR
FERTILIZER IN BACKFILL
FINISH GRADE
AMENDED BACKFILL
ROOT BALL
PLACE ROOT BALL ON MOUND
OF TAMPED FIRM AMENDED
SOIL TURN BURLAP DONN
0 10 20
SCALE:
40 60
1 = 20'-0"
80
BRENT
LANDSCAPE
ARCHITECT
1
SKELTON
j
Brent Skelton
Landscape Architect, PLLC
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FLOWERS PLANTATION
WILDERS, NC
REVISION DATE:
APRIL 22, 2022
DATE:
FEBRUARY 21, 2022
SCALE:
1 " = 2
0 ' - 0
& DETAILS
"
SHEET
LANDSCAPE
NOTES
TITLE:
PLAN:
SHEET
NUMBER:
L2.00