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VICINITY MAP
SCALE 1"=5000'
[phone]
FAX:
INDEX OF SHEETS
CONTACT:
SALMAN MOAZZAM, P.E.
SHEET NO.
SHEET NAME
ORIGINAL DATE REVISED DATE
C0.0
COVER
6/13/2016
PHONE:
C1.0
EXISTING CONDITIONS & DEMOLITION PLAN
6/13/2016
C2.0
SITE PLAN - OVERALL
6/13/2016
C2.1
SITE PLAN - SHEET 1 OF 3
6/13/2016
C2.2
SITE PLAN - SHEET 2 OF 3
6/13/2016
C2.3
SITE PLAN - SHEET 3 OF 3
6/13/2016
C3.0
GRADING PLAN - OVERALL
6/13/2016
C3.1
GRADING PLAN - SHEET 1 OF 3
6/13/2016
C3.2
GRADING PLAN - SHEET 2 OF 3
6/13/2016
C3.3
GRADING PLAN - SHEET 3 OF 3
6/13/2016
C3.4
STORM DRAINAGE PROFILES - SYSTEM A - SHEET 1 OF 5
6/13/2016
C3.5
STORM DRAINAGE PROFILES - SYSTEM A - SHEET 2 OF 5
6/13/2016
C3.6
STORM DRAINAGE PROFILES - SYSTEM A - SHEET 3 OF 5
6/13/2016
C3.7
STORM DRAINAGE PROFILES - SYSTEM A - SHEET 4 OF 5
6/13/2016
C3.8
STORM DRAINAGE PROFILES - SYSTEM A - SHEET 5 OF 5
6/13/2016
C3.9
STORM DRAINAGE PROFILES - SYSTEM B - SHEET 1 OF 4
6/13/2016
C3.10
STORM DRAINAGE PROFILES - SYSTEM B - SHEET 2 OF 4
6/13/2016
C3.11
STORM DRAINAGE PROFILES - SYSTEM B - SHEET 3 OF 4
6/13/2016
C3.12
STORM DRAINAGE PROFILES - SYSTEM B - SHEET 4 OF 4
6/13/2016
C3.13
STORM DRAINAGE PROFILES - SYSTEM B, C & CULVERT
6/13/2016
C3.14
BMP PLAN A
6/13/2016
C3.15
BMP PLAN B
6/13/2016
C4.0
ROSE MALLOW DRIVE PLAN & PROFILE - SHEET 1 OF 2
6/13/2016
C4.1
ROSE MALLOW DRIVE PLAN & PROFILE - SHEET 2 OF 2
6/13/2016
C4.2
WATSONIA DRIVE PLAN & PROFILE - SHEET 1 OF 2
6/13/2016
C4.3
WATSONIA DRIVE PLAN & PROFILE - SHEET 2 OF 2
6/13/2016
SEA HOLLY DRIVE, WILD LILAC COURT, MILKWEED COURT PLAN
C4.4
6/13/2016
& PROFILE
LOOSESTRIFE COURT & PURPLE VERBENA COURT PLAN &
C4.5
6/13/2016
PROFILE
C5.0
EROSION CONTROL PHASE 1 - OVERALL
6/13/2016
C5.1
EROSION CONTROL PHASE 1 - SHEET 1 OF 3
6/13/2016
C5.2
EROSION CONTROL PHASE 1 - SHEET 2 OF 3
6/13/2016
C5.3
EROSION CONTROL PHASE 1 - SHEET 3 OF 3
6/13/2016
C5.4
EROSION CONTROL PHASE 2 - OVERALL
6/13/2016
C5.5
EROSION CONTROL PHASE 2 - SHEET 1 OF 3
6/13/2016
C5.6
EROSION CONTROL PHASE 2 - SHEET 2 OF 3
6/13/2016
C5.7
EROSION OCNTROL PHASE 2 - SHEET 3 OF 3
6/13/2016
C5.8
EROSION CONTROL DETAILS - SHEET 1 OF 4
6/13/2016
C5.9
EROSION CONTROL DETAILS - SHEET 2 OF 4
6/13/2016
C5.10
EROSION CONTROL DETAILS - SHEET 3 OF 4
6/13/2016
C5.11
EROSION CONTROL DETAILS - SHEET 4 OF 4
6/13/2016
C6.0
SITE DETAILS - SHEET 1 OF 4
6/13/2016
C6.1
SITE DETAILS - SHEET 2 OF 4
6/13/2016
C6.2
SITE DETAILS - SHEET 3 OF 4
6/13/2016
C6.3
SITE DETAILS - SHEET 4 OF 4
6/13/2016
L1.0
LANDSCAPE AND LIGHTING PLAN
6/13/2016
L1.1
LANDSCAPE DETAILS
6/13/2016
WS1.0
WATER SEWER PLAN - OVERALL
6/13/2016
WS2.0
WATER SEWER PLAN AND PROFILE - SHEET 1 OF 7
6/13/2016
WS2.1
WATER SEWER PLAN AND PROFILE - SHEET 2 OF 7
6/13/2016
WS2.2
WATER SEWER PLAN AND PROFILE - SHEET 3 OF 7
6/13/2016
WS2.3
WATER SEWER PLAN AND PROFILE - SHEET 4 OF 7
6/13/2016
WS2.4
WATER SEWER PLAN AND PROFILE - SHEET 5 OF 7
6/13/2016
WS2.5
WATER SEWER PLAN AND PROFILE - SHEET 6 OF 7
6/13/2016
WS3.0
WATER SEWER DETAILS - SHEET 1 OF 7
6/13/2016
WS3.1
WATER SEWER DETAILS - SHEET 2 OF 7
6/13/2016
WS3.2
WATER SEWER DETAILS - SHEET 3 OF 7
6/13/2016
WS3.3
WATER SEWER DETAILS - SHEET 4 OF 7
6/13/2016
WS3.4
WATER SEWER DETAILS - SHEET 5 OF 7
6/13/2016
WS3.5
WATER SEWER DETAILS - SHEET 6 OF 7
6/13/2016
WS3.6
WATER SEWER DETAILS - SHEET 7 OF 7
6/13/2016
TARYN LAKE
LOCATED IN
ZEBULON, NORTH CAROLINA
ENGINEERING FIRM:
ESP ASSOCIATES, P.A.
ADDRESS:
5121 KINGDOM WAY, STE 208
>
RALEIGH, NC 27607
PHONE:
[phone]
FAX:
[phone]
CONTACT:
SALMAN MOAZZAM, P.E.
DEVELOPER:
D.R. HORTON
ADDRESS:
2000 AERIAL CENTER PARKWAY, STE. 11
MORRISVILLE, NC 27560
PHONE:
[phone]
CONTACT:
FRANK REYNOLDS
REVIEW AGENCY: TOWN OF ZEBULON
ADDRESS: 1003 N. ARENDELL AVE.
ZEBULON, NC 27597
FAX: [phone]
REVIEW AGENCY: CITY OF RALEIGH (CORPUD)
ADDRESS: 1 EXCHANGE PLAZA
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APPROVAL SIGNATURES ¢_ °
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DEVELOPMENT DATA FOR TARYN LAKE
TAX PARCEL ID: 0742687170 & 0742783227 �n
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ZONING. R-13 SLID
PROP. USE: SINGLE FAMILY RESIDENTIAL
TOTAL NUMBER OF PROP. LOTS: 97 (40' X50)
PROP. DENSITY: 1.23 UNITS/AC.
MIN, LOT FRONTAGE REQUIRED: 55 FEET
MIN. LOT FRONTAGE PROVIDED: 55 FEET
SITE AREAS:
TOTAL SITE AREA: 44.8 AC %on
PROP. DISTURBED AREA: 29 AC.
IMPERVIOUS AREA: 9.9 AC
COMMON OPEN SPACE: 21.5 AC. (48%)
ACTIVE OPEN SPACE: 6.1 AC. (14%)
CARO
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C-0587
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REVIEW AGENCY: WAKE COUNTY 40 63
ADDRESS: 336 FAYETTEVILLE STREET
RALEIGH, NC 27601 20 47
PHONE: [phone] /
OPEN
SPACE
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GRAPHIC SCALE
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PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
DRAWN BY: SLH
PROJECT NUMBER: DX42.400
400'
ORIGINAL DATE: 6/13/2016
Know what's below. SHEET:
Call before you dig. CO -0

DEMOLITION NOTES
1. ALL NECESSARY PERMITS FOR DEMOLITION SHALL BE OBTAINED BY THE CONTRACTOR
PRIOR TO BEGINNING WORK. CONTRACTOR SHALL PROTECT ALL ADJACENT LANDS FROM
DAMAGE DURING DEMOLITION WORK. ANY OFF SITE AREAS DISTURBED SHALL BE RETURNED
TO A CONDITION EQUAL TO OR BETTER THAN THE EXISTING CONDITION.
2. DEMOLITION MATERIALS NOT SUITABLE FOR FILL MATERIAL SHALL BE LEGALLY DISPOSED OF
OFF SITE. ALL DEBRIS SHALL BE HAULED OFF SITE TO A DISPOSAL AREA APPROVED BY THE
STATE OF NORTH CAROLINA FOR THE HANDLING OF DEMOLITION DEBRIS.
3. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES
AND ENSURING THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF
CONSTRUCTION/DEMOLITION ACTIVITIES ACCORDING TO NC STATE LAW. CONTRACTOR SHALL
VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
4. ALL MATERIAL EXCEPT THAT BELONGING TO A PUBLIC OR PRIVATE UTILITY COMPANY SHALL
BECOME THE PROPERTY OF THE CONTRACTOR. THE CONTRACTOR SHALL NOTIFY THE
APPROPRIATE UTILITY PROVIDER WHEN WATER, SEWER, GAS, POWER OR COMMUNICATION
LINES AND/OR METERS ARE TO BE REMOVED OR RELOCATED. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR DISCONNECTING ALL UTILITIES IN COMPLIANCE WITH WAKE COUNTY AND
UTILITY PROVIDER REQUIREMENTS.
5. ALL STRUCTURES NOT LABELED FOR DEMOLITION SHALL BE PROTECTED FROM DAMAGE
DURING ALL PHASES OF CONSTRUCTION. ANY STRUCTURES THAT ARE TO REMAIN THAT ARE
DAMAGED SHALL BE REPAIRED BY THE CONTRACTOR TO A CONDITION EQUAL TO OR BETTER
THAN THE EXISTING CONDITION AT NO ADDITIONAL COST. THE OWNER AND ENGINEER SHALL
BE IMMEDIATELY NOTIFIED OF DAMAGE TO ANY EXISTING STRUCTURE.
6. ALL CURB AND GUTTER AND SIDEWALKS NOTED FOR REMOVAL SHALL BE REMOVED TO THE
NEAREST JOINT BEYOND NEW CONSTRUCTION OR CUT WITH A SAW AND REMOVED.
7. ALL ASPHALT CUTS SHALL BE MADE WITH A SAW WHEN PREPARING PAVED SURFACES FOR
EXISTING CONDITIONS NOTES
1. THIS DRAWING IS NOT INTENDED TO BE A BOUNDARY SURVEY
2. BOUNDARY LINE INFORMATION TAKEN FROM INFORMATION GATHERED BY AN ACTUAL FIELD
SURVEY BY PEARCE & ASSOC, PA DATED AUGUST 19,2003.
3. HORIZONTAL DATUM USED FOR THIS PROJECT IS NAD 83 (US SURVEY FEET).
SITE CONTROL IS BASED ON "GPS1" AND "GPS 2" HAVING THE FOLLOWING STATE PLANE GRID
COORDINATES (NAD 83):
GPS 1- NORTHING 764240.0644 EASTING 2199079.0921 ELEV. 331.38 (NAVD 88)
GPS 2- NORTHING 764625.2316 EASTING 2199572.0539 ELEV. 319.63 (NAVD 88)
PROJECT COMBINED GRID FACTOR USED IS 1.00008312061.
4. THE SURVEY CONTROL WAS ESTABLISHED BY ESP ASSOCIATES, PA TO CLASS C 2-11 FGCC
SPECIFICATIONS USING RTK VRS GNSS FIELD PROCEDURES.
5. THIS PROPERTY FALLS IN THE 0.2% ANNUAL CHANCE FLOODPLAIN PER FEMA/FIRM PANEL
1796, CID# 370368 SUFFIX J WITH AN EFFECTIVE DATE OF MAY 2, 2006 AND FEMA/FIRM PANEL
1796, CID# 370246 SUFFIX J WITH AN EFFECTIVE DATE OF MAY 2, 2006.
6. WETLAND AND STREAM AREAS DELINEATED BY S&EC APRIL 27, 2016.
7. THE DESIGN OF ALL PROPOSED ROADS, SANITARY SEWAGE, STORM DRAIN PIPING AND
DITCHES, AND WATER QUALITY AND DETENTION FEATURES PRESENTED HEREIN HAS BEEN
COMPLETED FROM FIELD SURVEY INFORMATION.
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METHODS AS MAY BE NECESSARY FOR THE PROTECTION AND SAFETY OF THE PUBLIC SHALL WATSON FAMILY 11 LLC \ _ _ - - - - - - \ �� •••
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E'kIST C�LVERT 40T - N F \ V A \ DESIGNED BY: SLH
1`EMOV�E/ / / - _ - - - - V A v GRAPHIC SCALE
WATSON FAMILY II LLC A \ GgILARDIA COURT\
_ /DRAWN BY: SLH
PIN 1796931731 \ \ (EXIST. 50'PUBLIC R/W) \
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DB 12589 PG 1 281 / I I I I A iiiii!" ° PROJECT NUMBER: DX42.400
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PROP. ROAD
CENTERLINE
PROP. EDGE
OF PAVEMENT
PROP. 2'-6" VALLEY
CURB & GUTTER
PROP'
RIGHT-OF-WAY TYPICAL LOT LAYOUT
NOT TO SCALE
GENERAL NOTES
1. THIS DRAWING IS NOT INTENDED TO BE A BOUNDARY SURVEY
2. BOUNDARY LINE INFORMATION TAKEN FROM INFORMATION GATHERED BY AN ACTUAL FIEL
SURVEY BY PEARCE & ASSOC, PA DATED AUGUST 19, 2003.
3. HORIZONTAL DATUM USED FOR THIS PROJECT IS NAD 83 (US SURVEY FEET).
SITE CONTROL IS BASED ON "GPS1" AND "GPS 2" HAVING THE FOLLOWING STATE PLANE GRI
COORDINATES (NAD 83):
GPS 1- NORTHING 764240.0644 EASTING 2199079.0921 ELEV. 331.38 (NAVD 88)
GPS 2- NORTHING 764625.2316 EASTING 2199572.0539 ELEV. 319.63 (NAVD 88)
PROJECT COMBINED GRID FACTOR USED IS 1.00008312061.
4. THE SURVEY CONTROL WAS ESTABLISHED BY ESP ASSOCIATES, PA TO CLASS C 2-11 FGCC
SPECIFICATIONS USING RTK VRS GNSS FIELD PROCEDURES.
5. THIS PROPERTY FALLS IN THE 0.2% ANNUAL CHANCE FLOODPLAIN PER FEMA/FIRM PANEL
1796, CID# 370368 SUFFIX J WITH AN EFFECTIVE DATE OF MAY 2, 2006 AND FEMA/FIRM PANEL
1796, CID# 370246 SUFFIX J WITH AN EFFECTIVE DATE OF MAY 2, 2006.
6. WETLAND AND STREAM AREAS DELINEATED BY S&EC.
7. THE DESIGN OF ALL PROPOSED ROADS, SANITARY SEWAGE, STORM DRAIN PIPING AND
DITCHES, AND WATER QUALITY AND DETENTION FEATURES PRESENTED HEREIN HAS BEEN
COMPLETED FROM FIELD SURVEY INFORMATION.
8. UTILITY EASEMENT DEDICATED TO CITY OF RALEIGH LOCATED ON EVERY LOT OFFSET
FROM R.O.W.
9. ALL LOTS WILL BE SERVED BY CITY OF RALEIGH PUBLIC WATER AND PUBLIC SANITARY
SEWER.
10. NO PRINCIPAL BUILDING SHALL BE CONSTRUCTED INSIDE ANY DESIGNATED EASEMENT A
SHOWN ON THIS SITE PLAN (I.E. DRAINAGE EASEMENT, SANITARY SEWER, R/W, SIGHT
TRIANGLE, ETC.).
11. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS,
EASEMENTS, RIGHTS -OF -WAYS, UTILITIES, AND COVENANTS WHICH ARE OF RECORD.
12. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE CITY OF RALEIG
CODE OF ORDINANCES AND NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS.
13. CONTRACTOR IS RESPONSIBLE, AT CONTRACTOR'S EXPENSE, FOR ENSURING AND
OBTAINING ALL NECESSARY PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE
PERMITS MAY INCLUDE, BUT NOT LIMITED TO; GRADING, DEMOLITION, BLASTING, ZONING,
BUILDING, DRIVEWAY, DETENTION, SUBDIVISION SPECIAL USE, WATER AND SEWER PERMITS
AND APPROVALS.
14. UTILITIES SHALL BE LOCATED EXCLUSIVELY WITHIN THE ROAD RIGHTS-OF-WAY UNLESS
OTHERWISE SHOWN HEREIN.
15. ALL PROPOSED LOTS SHALL BE ACCESSED FROM THE PROPOSED ROADS.
16. ALL NEWLY CREATED ROADS ARE PROPOSED FOR ACCEPTANCE INTO THE TOWN OF
ZEBULON ROADWAY SYSTEM.
17. PIPE SYSTEMS, CHANNELS, OR RETAINING WALLS LOCATED IN COMMON OPEN SPACE
AREAS ARE THE MAINTENANCE RESPONSIBILITY OF THE HOMEOWNERS ASSOCIATION FOR
THIS DEVELOPMENT.
18. PIPE SYSTEMS, CHANNELS, OR RETAINING WALLS LOCATED ON LOTS ARE THE
MAINTENANCE RESPONSIBILITY OF THE INDIVIDUAL HOMEOWNER OR THE HOMEOWNERS
ASSOCIATION.
19. ALL STORM DRAINAGE PIPES ARE TO BE CLASS III NCDOT APPROVED RCP UNLESS
OTHERWISE NOTED.
20. ANY MONUMENT SIGN SHALL BE SUBMITTED AND APPROVED BY TOWN OF ZEBULON
PRIOR TO CONSTRUCTION.
21. ANY AND ALL FENCES MUST BE OUTSIDE OF EASEMENTS
**SETBACKS CALCULATED BY:
AREA OF LOT (SF). MAX. SETBACK (FT) = MIN. SETBACK (FT)
13,000 SF
EXAMPLE FRONT SETBACK CALCULATION:
6050 SF * 30'= 14'
13,000 SF
DEVELOPMENT DATA FOR TARYN LAKE
TAX PARCEL ID: 0742687170 & 0742783227
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PROP. USE: SINGLE FAMILY RESIDENTIAL \ V \
TOTAL NUMBER OF PROP. LOTS: 97 (40'X50')
PROP. DENSITY: 1.23 UNITS/AC.
D MIN. LOT FRONTAGE REQUIRED: 55 FEET \ >
MIN. LOT FRONTAGE PROVIDED: 55 FEET
SITE AREAS:
TOTAL SITE AREA: 44.8 AC V ��
PROP. DISTURBED AREA: 29 AC. B \ �`\
p \ I �\ f� _ J EXIST.
IMPERVIOUS AREA: 9.9 AC � � � � � p� � � '
COMMON OPEN SPACE: 21.5 AC. (48%) / - - \SW SM� \ CO �'� I _/ WETLAND
ACTIVE OPEN SPACE: 6.1 AC. (14 /o) / /7 \ \
31
32 j\�� ` \ -100 YR -
30 �- - / / / BMP �. r \� FLOODPLAIN
STREET DATA FOR TARYN LAKE / \ \ �
ROSE MALLOW DRIVE 1,732 LF // \ / /� / 6j0 A ; f \1
SEA HOLLY DRIVE 90 LF 29
WILD LILAC COURT 165 LF \ \ ✓
WATSONIA DRIVE 1,741 LF
MILKWEED COURT 325 LF / 9� \ \ 28 EXIST.
PURPLELOOSESTRIFE
VERBENA
COURT 174 LF s \\`L \ \ , / \ - \, \ WETLAND
PURPLE VERBENA COURT 293 LF '// \ 27
\ / \ \\ \ ✓ / 1\ r'o, PROP. 5' CONCRETE-/
TOTAL 4,520 LF / / \ \\ 26 \\ \ / / - \ 33 \ �O PATH TO CONNECT TO
S MEASUREMENTS TAKEN FROM CENTERLINE OF THE STREET / \ \ \ \ \ \ FUTURE GREENWAY
BEGINNING AT THE INTERSECTING STREET RIGHT-OF-WAY TO THE \ /
END OF THE STREET PAVEMENT. 35 \ \ 34 / PROP. RETAINING WALL // �\ \ 66 4
/ \\
ALL STREETS SHALL BE PUBLIC AND ARE PROPOSED FOR / \ 24 \ / / \ \ \ DESIGNED BY OTHERS 100 YR
/ \\� - m OODPLAIN <
36
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GAILARDIA COURT
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PROP. LOT LINE
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PROP. RIGHT OF WAY
EXIST. FLOOD WAY
EXIST. FEMA 100 YEAR FLOODPLAIN
EXIST. FEMA 500 YEAR FLOODPLAIN
EXIST. STREAM
EXIST. 50' BUFFER r,)CAR0�'/"%,,,
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/ PROJECT INFORMATION
PROJECT MANAGER: SM
GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
100' 0 50' 100' 200' 400' ,
® PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
( IN FEET )
1 inch = 100 ft. Know Whars below. SHEET:
0111 before you dig. C2.0

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STREET CENTERLINE
LINE TABLE
LINE
LENGTH
BEARING
L5
70.26'
N 60°00'20" E
L6
286.56'
N 61°51'06" E
L7
172.30'
N 20°00'56" E
L8
203.15'
N 52°28'15" E
L9
46.77'
N 70°24'21" E
L10
62.41'
N 78°54'54" W
L11
78.71'
N 65°10'01" W
L12
139.53'
N 10°27'20" W
L13
162.61'
S 64°25'43" W
L14
174.37'
S 70°01'50" W
L15
188.93'
N 69°59'04" W
L16
57.92'
N 69°59'04" W
L17
84.76'
N 46°54'06" W
L18
71.31'
S 37°31'45" E
L19
93.91'
S 83°13'48" E
L20
61.49'
S 13°13'03" W
L21
82.99'
S 0°14'56" E
L22
54.23'
N 25°34'17" W
L23
136.01'
N 13°48'34" E
MATCHLINE SEE
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
SHEET C2.2
C1
°�
16.11'
N
16.11'
N 60°55'43" E
1°50'46"
C2
125.00'
36.79'
18.53'
36.65'
S 33°04'20" E
/ C20
C3
350.00'
333.64'
321.15'
°
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STREET CENTERLINE CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C1
500.00'
16.11'
8.06'
16.11'
N 60°55'43" E
1°50'46"
C2
125.00'
36.79'
18.53'
36.65'
S 33°04'20" E
16°51'43"
C3
350.00'
333.64'
180.71'
321.15'
N 34°32'35" E
54°37'01"
C4
100.00'
23.99'
12.05'
23.93'
N 72°02'18" W
13°44'33"
C5
606.00'
135.18'
67.87'
134.90'
N 13°37'30" E
12°46'51"
C6
100.00'
40.29'
20.42'
40.02'
N 58°26'35" W
23°04'58"
C7
550.00'
311.55
160.08'
307.40'
N 36°14'35" E
32°27'19"
C8
125.00'
29.38'
14.76'
29.31'
S 6°29'03" W
13°27'59"
C9
750.00'
523.40'
272.87'
512.85'
N 89°58'37" W
39°59'06"
C10
500.00'
156.51'
78.90'
155.87'
N 61°26'18" E
17°56'06"
C11
185.00'
339.40'
241.60'
293.77'
N 63°00'49" W
105°06'58"
C12
550.00'
53.78'
26.91'
53.75'
S 67°13'46" W
5°36'07"
C13
200.00'
159.53'
84.28'
155.33'
S 60°22'46" E
45°42'03"
C14
150.00'
103.10'
53.68'
101.08'
N 5°52'52" W
39°22'51"
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SITE NOTES w I \ \ - - - - tj6 `` / - o"/ / /M a / I I I I I I
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1. ALL RADII DIMENSIONS SHOWN ARE TO BACK OF CURB, UNLESS OTHERWISE NOTED. I \ �s \ / °�. / ryp \ R20 P Jl / 40,X / / 7776 SF / / I M y I I I I /
�, : , . $0' / / 54 I I n cNo I EXIST. WETLANDS
2. SHADED CURB & GUTTER INDICATES LOCATION FOR SPILL CURB. 9 \ /O° / �o" \ PROP. STREET pqQ / / I r I I ^' ^' �`\\•:••••': /�/
I O / s ° 1 . .s / / 7955 SF I 55 I M r PO v+ W �„� �: oFEss/oN•.,q
\ / 13 SIGN (TYP.) / 4 / I I 56 1- I I
3. MINIMUM CROSS SLOPE ON ALL ASPHALT TO BE 1/4" PER FOOT. I \ / Q QQ / p'x / I 7879 SF I 57
I I \\ \v/ 7399 SF x o/ ��s r $p'PAD / l I I I I 7909 SF 1 I 7664 SIF I Z L) = SEAL
4. MINIMUM SLOPE ON CURB AND GUTTER SHALL BE 0.50%, UNLESS SPILL CURB IS R 4 / I I
INDICATED. I I \ 3`b' / \ J3 �� ,
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I \ / J3 4+00 �S' / X Sp PAS I I I I I I I I CONCRETE = W • ,F
5. ALL HANDICAP ACCESS RAMPS SHALL COMPLY WITH THE LATEST EDITION OF THE ADA \ I \ \ s 12' * l .s ' s %?' i$O' OI 40, X 50' I I I I I I SIDEWALK (TYP.) ,AN,� I N��A.• ��
ACCESSIBILITY GUIDELINES. 1 1 O \ g Ue�� �R/ P'4D I 40' X 50' PAD I I 40' X 50 PAD
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6. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED. WITHIN THE SIGHT TRIANGLES 18413 SFX \ s�, �'�
SHOWN ON THIS PLAN, NO OBSTRUCTION BETWEEN TWO (2) FEET AND EIGHT (8) FEET IN I h0 / .'p o" \ \ 2 Q G, s s 91
HEIGHT ABOVE THE CURB LINE ELEVATION OR THE NEAREST TRAVELED WAY IF NO / Q �/ M s
CURBING EXISTS. I J4497g. QO s"/: - - 313 SF a O 7438 SF / /� ^ O+Oo s s m
0 �0 PROP. STOP BAR TYP.
7. NO OBSTRUCTIONS, PLANTINGS, OR FENCING SHALL BE PERMITTED WITHIN SIGHT \ \ " s s•, /.� \ �C r / wo o 4') / �" RZ�P. ( ) o
TRIANGLES, STORM DRAINAGE EASEMENTS (SDE) AND SANITARY SEWER EASEMENTS. I I / \ p /' s o' / - I a o
I \ _ _ - b /, . • / \ \ / <° cow 0 12+00 ir W o 0
8. ALL SITE CONCRETE (SIDEWALKS, CURB & GUTTER, ETC.) SHALL NOT BE LESS THAN 3600w I 60 66 8+° \ J13 'SJ' l /l -Ni o N r C9
PSI STRENGTH AT 28 DAYS. I I h 4Q
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9. LIGHTING PLAN TO BE DESIGNED BY OTHERS. I I c �' ^ rS�Q `i�OPEN SPAC �� / 7627 SF
10. SIGNAGE & ENTRY MONUMENTS PLAN TO BE DESIGNED AND PERMITTED BY OTHERS. I I 1 O x I s /CO 067 SF U s / (1 l A; / 5p 0 R7VV l - _ - � � - - � _ 1 • s 1 1' I
I 9904 SF 1 N. R9.0' EP $ `/` ^ p 6873 SF s ' l ': I dd ,05 x
11. ANY AND ALL FENCES MUST BE OUTSIDE OF EASEMENTS. I I , P ^I �; s
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113. I I I II
6450 SF
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J L 9024 SF w779 8'oo 7521 SF 12443 SF ma � W
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PROP. 2.5' VALLEY ' \ \ I o I I / / \ r X �� \ 7j\ I / / / 5 gOE / w
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6050 SF \ \ '�y / < \ 3958 =
PROP. SIDEWALK _ •! ' ,. �
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1+00PROP. DEAD wa
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OPEN SPACE s / ��� ZZ 0
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UNIT - SEE SHEET C6.3
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OP ACE/
PROP. 25 MPH
SPEED LIMIT SIGN
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PROP. ENTRANCE COLUMN
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Call before you dig.
GRAPHIC SCALE
40' 0 20' 40' 80'
( IN FEET )
1 inch = 40 ft.
EXIST. FEMA 100 YEAR FLOODPLAIN
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EXIST. FEMA 500 YEAR FLOODPLAIN
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EXIST. STREAM
PROJECT INFORMATION
EXIST. 50' BUFFER
PROJECT MANAGER:
SM
F
DESIGNED BY:
SLH
EXIST. WETLANDS
I
L-
DRAWN BY:
SLH
PROP. STOP SIGN
PROJECT NUMBER:
DX42.400
160'
ORIGINAL DATE:
6/13/2016
PROP. STREET SIGN
S
I
SHEET:
PROP. SPEED LIMIT SIGN
C2.1

STREET CENTERLINE
LINE TABLE
LINE
LENGTH
BEARING
L5
70.26'
N 60°00'20" E
L6
286.56'
N 61°51'06" E
L7
172.30'
N 20°00'56" E
L8
203.15'
N 52°28'15" E
L9
46.77'
N 70°24'21" E
L10
62.41'
N 78°54'54" W
L11
78.71'
N 65°10'01" W
L12
139.53'
N 10'27'20" W
L13
162.61'
S 64°25'43"W
L14
174.37'
S 70°01'50" W
L15
188.93'
N 69°59'04" W
L16
57.92'
N 69°59'04" W
L17
84.76'
N 46°54'06" W
L18
71.31'
S 37°31'45" E
L19
93.91'
S 83°13'48" E
L20
61.49'
S 13°13'03" W
L21
82.99'
S 0°14'56" E
L22
54.23'
N 25°34'17" W
L23
136.01'
N 13°48'34" E
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STREET CENTERLINE CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C1
500.00'
16.11'
8.06'
16.11'
N 60°55'43" E
1°50'46"
C2
125.00'
36.79'
18.53'
36.65'
S 33°04'20" E
16°51'43"
C3
350.00'
333.64'
180.71'
321.15'
N 34°32'35" E
54°37'01"
C4
100.00'
23.99'
12.05'
23.93'
N 72°02'18" W
13°44'33"
C5
606.00'
135.18'
67.87'
134.90'
N 13°37'30" E
12°46'51"
C6
100.00'
40.29'
20.42'
40.02'
N 58°26'35" W
23°04'58"
C7
550.00'
311.55'
160.08'
307.40'
N 36°14'35" E
32°27'19"
C8
125.00'
29.38'
14.76'
29.31'
S 6°29'03" W
13°27'59"
C9
750.00'
523.40'
272.87'
512.85'
N 89°58'37" W
39°59'06"
C10
500.00'
156.51'
78.90'
155.87'
N 61°26'18" E
17°56'06"
C11
185.00'
339.40'
241.60'
293.77'
N 63°00'49" W
105°06'58"
C12
550.00'
53.78'
26.91'
53.75'
S 67'13'46" W
5°36'07"
C13
200.00'
159.53'
84.28'
155.33'
S 60°22'46" E
45°42'03"
C14
150.00'
103.10'
53.68'
101.08'
N 5°52'52" W
39°22'51"
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SEAL
28116
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SITE NOTES
/ \ ,\
/ // \ \ 6528 SF \\ s / � SOA �
1. ALL RADII DIMENSIONS SHOWN ARE TO BACK OF CURB, UNLESS OTHERWISE NOTED.
2. SHADED CURB & GUTTER INDICATES LOCATION FOR SPILL CURB.b�g3 /
/
\ s
3. MINIMUM CROSS SLOPE ON ALL ASPHALT TO BE 1/4" PER FOOT. / / / / \ \\ 29 \\ \\ / / ds s It \ \
4. MINIMUM SLOPE ON CURB AND GUTTER SHALL BE 0.50%, UNLESS SPILL CURB IS / / \ 7170 SFOk
INDICATED. N
PROP. 2.5' VALL Y CURB \
�, AND GUTTER (TY
5. ALL HANDICAP ACCESS RAMPS SHALL COMPLY WITH THE LATEST EDITION OF THE ADA �O° / \ \ QP FA 0
ACCESSIBILITY GUIDELINES.
/ 8
6. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED. WITHIN THE SIGHT TRIANGLES 2
62 SF SS EASEMENT \
\
SHOWN ON THIS PLAN NO OBSTRUCTION BETWEEN TWO 2 FEET AND EIGHT 8 FEET IN �
.............
HEIGHT ABOVE THE CURB LINE ELEVATION OR THE NEAREST TRAVELED WAY IF NO / \ Q S
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CURBING EXISTS. °o / \ o. ` \ ,QP s FA ;;;;::::::.... ::::::::::::::::....:.. EXIST WETLANDS \
hj // ` \ \ ��0 GN0 ROP. 5' CONCRETE
7. NO OBSTRUCTIONS, PLANTINGS, OR FENCING SHALL BE PERMITTED WITHIN SIGHT / \ \ 27 \ \ DEQ s / SIDEWALK (TYP.) - -
TRIANGLES, STORM DRAINAGE EASEMENTS (SDE) AND SANITARY SEWER EASEMENTS.
\;'p6050 SF
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8. ALL SITE CONCRETE (SIDEWALKS, CURB & GUTTER, ETC.) SHALL NOT BE LESS THAN 3600 \ �o oo� \ \ °•\ PROP. 20' RIGHT OF-//
PSI STRENGTH AT 28 DAYS. OOp / / \ \ \ \ \ QPQ 3.50' /s so / �� \ NOS WAY PROP 5' CONC. PATH w
s Q \�° TO CONNECT TO /
9. LIGHTING PLAN TO BE DESIGNED BY OTHERS. / \ \ \ 26 \ `\ �o�g0 0 ��ly `�. - Odd \° FUTURE GREENWAY
33LLI
10. SIGNAGE & ENTRY MONUMENTS PLAN TO BE DESIGNED AND PERMITTED BY OTHERS. 6050 SF LEGEND o
11. ANY AND ALL FENCES MUST BE OUTSIDE OF EASEMENTS. / / \ \oo o\ \ pQ \ / `V 15 s .� �� \\ \ a �� \ \ 5175 SF
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PROP. 10' X 70' SIGHT TRIANGLE
PROP. RETAINING WALL
/ / \/ ` \ \ O 0 / / o s s O.�a, \ �,�jo\ \ \ 556 (DESIGNED BY OTHERS) EXIST. POND PROP. LOT LINE
/ 23 `\ \ \ 37 \ °°,\ \ 5 5aa \
6813 SF \� / \ \ \ 6050 SF `\ \ / / 5 \ "�, \ \ OPEN PROP. BUILDING SET BACK - M
•PROP. STREET0,
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SIGN (TYP.) ° ,, 0 \ /
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7395 SF \ moo \ QG� 3 V \ \ \ / / / / / \\ SS \ w
EXIST. FEMA 100 YEAR FLOODPLAIN Lij
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6984 SF \ \ / / h • �39 j
/ PROP. 25 MPH SPEED BOAQ• \ O / \ '�`Oa 0/ / / 4025 SF / / EXIST. FEMA 500 YEAR FLOODPLAIN (�
\ \ h / ROP. CROSSWALK (TYP.) Z
LIMIT SIGN (TYP.) \ \ -�- • /S \ � / 4 / o /
STOP SIGN (TYP.) / xS O / \
\ \ s. s .OG \ PROP. STOP / / _ - - pq� / ^^oj \ EXIST. STREAM z �/
I > \ \ \ 21 \ \ �� O \BAR (TYP.) / o / M/ / \ \ - Q LL
8450 SF Q� p'4 `\ �O \ \ / / 00� �\ / N / ` / 4,0 \\ so EXIST. 50' BUFFER J Q
/ o I \ a�• \ Q s s . �-�- _ 8147 SF \ \ F-
ool
'n h �► \ a ; . f.. EXIST. WETLANDS LLJ
� � s
PROP. STOP SIGN C1)
47
G^ s / \ \ \ \ 708 SF �^ C'3 ✓ / /110 Op ' I o PROP. STREET SIGN
Q 110 � 1
i
0
z o PROP. SPEED LIMIT SIGN Z
MATCHLINE SEE a
SHEET C2.1 =c
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PROJECT INFORMATION
PROJECT MANAGER: SM
Know what's below. DESIGNED BY: SLH
Call before you dig.
DRAWN BY: SLH
GRAPHIC SCALE PROJECT NUMBER: DX42.400
ao' o zo' ao' so' iso' ORIGINAL DATE: 6/13/2016
SHEET:
( IN FEET) C2.2
1 inch = 40 ft.

9
41
t EXIST. SS EASEMENT \ \
....n .......... ....................
Yui /
- - - i EXIST. WETLANDS �
K�7N:.S. .. SY7.W:. � XIV•• / \
� ' 'Y' `71.:V 777 . T ::KV7:.•7::.77777 ::Y •••••• � / �� � ��
PROP. 20' RIGHT OF
WAY PROP 5' CONC. PATH /
TO CONNECT TOQ
FUTURE GREENWAY / 53 87 ' 0#
\ 66 o I
7854 SF �� 4
/ oo
40' X 50' PAD
/ 65 �`\ ` Id J.
8055 SF QO j • •_• m I
EXIST. POND \ •}h0 s L
I s
� O
111
I ��o•
o j \\
I I 64 aQ. I °•F,o
6652 SF h
� I x I • R53.0' R/W
I••= _
i
r . 120.63' = J
- 20.63•
LO 0\ Q I ~ 2+00
63
I 6563 SF
s
�113.14113.14
\ Oe EXIST' BUFFER \
\ *4. \
FLOOD WAY
BMP B 1 ;
1 EXIST. FEMA 10
YEAR FLOODPLAI
EXIST. FEMA 500
YEAR FLOODPLAIN
�o o I mC.
I I--
II INI 62 I II II
I
I � 8018 SF X '' LV IJ
to
1+0 Co
I ��I
I
/I yj' / 75.43' - 0 /I\ 767 F II I 7473 SF
o
h �y1 - - - -� a RINN YP
- 1 500 \ PROP. STREET SIGN (T .) I
y• / ' \ \\ 40' X 50' PAD
PROP. STOP BAR (TYP.) 21• EP\\ 40� 50
s.
S41
1 y ! .
/ \ a
61
6224 SF a s s s
60
121 SF \ \ ° ROP. CROSSWALK (TYP.)
59 \\ \\ 50' PPO •"_ • °k°
\�\\ 823 SF ° = 1
/ / \ Q O \ so PROP. STOP
58 \ \ \
\ \ P P SIGN (TYP.)
/ o\ 6127 SF
EXIST. WETLANDS i \ A°Xyp PPS \ _ 05� 0� \ 71, 1,
/ PROP. 5' CONCRETE \ o \ oda \ \ \ \ ROP.
SIDEWALK (TYP.) 6019 SF WATER INE
EM NT
/ _ � G12 • ._ •' �'°� \ \ \'000 \\ EAS
PROP. 2.5' VALLEY CURB w`�P►O s • da , \ \ 72
/ AND GUTTER (TYP.) ��j� \ o \ \ 6050 SF
It
L
I PROP. STORM
DRAINAGE
/ EASEMENT
/
73
PROP. 25 MPH SPEED 6050 SF
LIMIT SIGN (TYP.) _ 14W s a \ \ \�. \ >�0�7 74 cull
,
oCn. \
\ \ \ -'
/ 70LU OQ
0 �.
J W o 1 /J '°, X Q11 \ \ \ ' o\ 6293 SF \ \ / / O� / I pC= 0+89.53 o I f
= W G/ \odd \ \ ,� \ o .o\ \ 20
0� ., v\ \ \ \ 75 \ate\ \\ \ ,/ %/ / / / �o 7057 SF
Q �X� \ �\
76 \� o\ 6409S-
0
°+p \ \ \ \\ 6050 SF-
y� , -
°d PS \\ \\ 77 \\ o o\ \\ \\ , \ \ / y 55 / / / OPEN-
\ / I
?•' 1 . 5x Ov \ 78 \ \ \ \\ / / / SPACE 69
_ \ 6050 SF \o
\ \ /
d ,° 6303 SF a s
05 X .017 \ \ \ \ �o, 6195 SF \ o, o. 109424 SF _
I w
I \ \ 79
6590 SF80
I
I 6969 SF I�� orn\\ \ \/ yy�° / EXIST. WETLANDS / I EXIST. ROAD WITH-�
\ \ / / VALLEY CURB
SANITARY SEWER /
�I \ / , \ / / y� 60 ESEMENT
/ \ /
EXIST. SIDEWALK-
114
O
I /
STREET CENTERLINE CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C1
500.00'
16.11'
8.06'
16.11'
N 60°55'43" E
1°50'46"
C2
125.00'
36.79'
18.53'
36.65'
S 33°04'20" E
16°51'43"
C3
350.00'
333.64'
180.71'
321.15'
N 34°32'35" E
54°37'01"
C4
100.00'
23.99'
12.05'
23.93'
N 72'02'18" W
13°44'33"
C5
606.00'
135.18'
67.87'
134.90'
N 13°37'30" E
12°46'51"
C6
100.00'
40.29'
20.42'
40.02'
N 58°26'35" W
23°04'58"
C7
550.00'
311.55'
160.08'
307.40'
N 36°14'35" E
32°27'19"
C8
125.00'
29.38'
14.76'
29.31'
S 6°29'03" W
13°27'59"
C9
750.00'
523.40'
272.87'
512.85'
N 89°58'37" W
39°59'06"
C10
500.00'
156.51'
78.90'
155.87'
N 61°26'18" E
17°56'06"
C11
185.00'
339.40'
241.60'
293.77'
N 63°00'49" W
10506'58"
C12
550.00'
53.78'
26.91'
53.75'
S 67'13'46" W
5°36'07"
C13
200.00'
159.53'
84.28'
155.33'
S 60°22'46" E
45°42'03"
C14
150.00'
103.10'
53.68'
101.08'
N 5°52'52" W
39°22'51"
STREET CENTERLINE
LINE TABLE
LINE
LENGTH
BEARING
L5
70.26'
N 60°00'20" E
L6
286.56'
N 61°51'06" E
L7
172.30'
N 20°00'56" E
L8
203.15'
N 52'28'15" E
L9
46.77'
N 70°24'21" E
L10
62.41'
N 78°54'54" W
L11
78.71'
N 65°10'01" W
L12
139.53'
N 10°27'20" W
L13
162.61'
S 64°25'43" W
L14
174.37'
S 70°01'50" W
L15
188.93'
N 69°59'04" W
L16
57.92'
N 69°59'04" W
L17
84.76'
N 46°54'06" W
L18
71.31'
S 37°31'45" E
L19
93.91'
S 83°13'48" E
L20
61.49'
S 13°13'03" W
L21
82.99'
S 0°14'56" E
L22
54.23'
N 25°34'17" W
L23
136.01'
N 13°48'34" E
SITE NOTES
1. ALL RADII DIMENSIONS SHOWN ARE TO BACK OF CURB, UNLESS OTHERWISE NOTED.
2. SHADED CURB & GUTTER INDICATES LOCATION FOR SPILL CURB.
3. MINIMUM CROSS SLOPE ON ALL ASPHALT TO BE 1/4" PER FOOT.
4. MINIMUM SLOPE ON CURB AND GUTTER SHALL BE 0.50%, UNLESS SPILL CURB IS
INDICATED.
5. ALL HANDICAP ACCESS RAMPS SHALL COMPLY WITH THE LATEST EDITION OF THE ADA
ACCESSIBILITY GUIDELINES.
6. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED. WITHIN THE SIGHT TRIANGLES
SHOWN ON THIS PLAN, NO OBSTRUCTION BETWEEN TWO (2) FEET AND EIGHT (8) FEET IN
HEIGHT ABOVE THE CURB LINE ELEVATION OR THE NEAREST TRAVELED WAY IF NO
CURBING EXISTS.
7. NO OBSTRUCTIONS, PLANTINGS, OR FENCING SHALL BE PERMITTED WITHIN SIGHT
TRIANGLES, STORM DRAINAGE EASEMENTS (SDE) AND SANITARY SEWER EASEMENTS.
8. ALL SITE CONCRETE (SIDEWALKS, CURB & GUTTER, ETC.) SHALL NOT BE LESS THAN 3600
PSI STRENGTH AT 28 DAYS.
9. LIGHTING PLAN TO BE DESIGNED BY OTHERS.
10. SIGNAGE & ENTRY MONUMENTS PLAN TO BE DESIGNED AND PERMITTED BY OTHERS.
11. ANY AND ALL FENCES MUST BE OUTSIDE OF EASEMENTS.
LEGEND
PROP. STORM DRAINAGE EASEMENT (SDE) - -
PROP. SANITARY SEWER EASEMENT
PROP. SIDEWALK •_ '. _.
PROP. 5' UTILITY EASEMENT P z -//Z 1
PROP. 10'X 70' SIGHT TRIANGLE
PROP. LOT LINE
PROP. BUILDING SET BACK - - - - - - - - - -
PROP. RIGHT OF WAY
EXIST. FLOOD WAY
EXIST. FEMA 100 YEAR FLOODPLAIN
EXIST. FEMA 500 YEAR FLOODPLAIN
EXIST. STREAM
EXIST. 50' BUFFER
EXIST. WETLANDS
L_
PROP. STOP SIGN
PROP. STREET SIGN S
PROP. SPEED LIMIT SIGN
LOT SETBACK REQUIREMENTS
GRAPHIC SCALE
0 20' 40' 80'
( IN FEET )
1 inch = 40 ft.
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C2.3

0
m
GRADING NOTES: RETAINING WALL NOTES:
LEGEND a¢ o RJ o Ip
�NLO
1. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS, EASEMENTS, 1. CONTRACTOR SHALL BE RESPONSIBLE FOR HAVING ALL RETAINING WALLS U N a c)
RIGHTS -OF -WAYS, UTILITIES AND COVENANTS WHICH ARE OF RECORD. DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE - - - E o "' °O m #
STATE OF NORTH CAROLINA, WHO IS EXPERIENCED AND QUALIFIED IN SUCH PROP. STORM DRAINAGE EASEMENT (SDE) v v o .o w
2. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE TOWN OF ZEBULON STREET AND WORK.
Cn
STORM DRAINAGE STANDARDS & SPECIFICATIONS MANUAL AND NORTH CAROLINA DEPARTMENT OF PROP. SANITARY SEWER EASEMENT x
TRANSPORTATION STANDARD SPECIFICATIONS. 2. CONTRACTOR IS RESPONSIBLE FOR OBTAINING A BUILDING PERMIT FOR
RETAINING WALL CONSTRUCTION PER STATE AND LOCAL BUILDING CODES.
3. CONTRACTOR IS RESPONSIBLE AT CONTRACTOR'S EXPENSE FOR ENSURING AND OBTAINING ALL NECESSARY PROP. CONTOUR
PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE PERMITS MAY INCLUDE, BUT NOT LIMITED TO; 3. CONTRACTOR AND CONTRACTOR'S REGISTERED PROFESSIONAL ENGINEER ARE
GRADING, DEMOLITION, BLASTING, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION SPECIAL USE, RESPONSIBLE FOR VERIFYING THE DESIGN SOIL PARAMETERS INDICATED IN THE EXIST. MAJOR CONTOUR
WATER AND SEWER PERMITS AND APPROVALS. GEOTECHNICAL REPORT. THESE VALUES INCLUDE, BUT NOT LIMITED TO:
FRICTION ANGLE (PHI), COHESION COEFFICIENT (C), SOIL UNIT WEIGHT, SOIL
4. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CLASSIFICATION, AND RECOMMENDED LATERAL EARTH PRESSURE EXIST. MINOR CONTOUR
CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE OBTAINED FROM THE ADJACENT COEFFICIENTS FOR REINFORCED ZONE SOIL, RETAINED ZONE SOIL, AND
PROPERTY OWNER(S). FOUNDATION ZONE SOIL COMPONENTS AS DETERMINED FROM THE FOLLOWING
LABORATORY TESTS: EXIST. FLOOD WAY
5. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES AND ENSURING A. STANDARD PROCTOR
THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACCORDING TO NC STATE B. ATTERBERG LIMITS EXIST. FEMA 100 YEAR FLOODPLAIN
LAW. CONTRACTOR SHALL VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. C. GRAIN SIZE ANALYSIS
D. TRIAXIAL SHEAR
6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE TO THE APPROPRIATE UTILITY SERVICE EXIST. FEMA 500 YEAR FLOODPLAIN
PROVIDER PRIOR TO ANY INTERRUPTION OF AN EXISTING UTILITY. 4. CONTRACTOR AND CONTRACTOR'S REGISTERED PROFESSIONAL ENGINEER ARE
RESPONSIBLE FOR PERFORMING OR CAUSING TO BE PERFORMED ANY EXIST. STREAM
7. WHEN UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE CONSTRUCTION DRAWINGS (ROCK, PIPING, ETC.) REQUIRED TESTS, STUDIES, ANALYSES, ETC THAT MAY BE NEEDED TO SUPPORT
ARE ENCOUNTERED, THE CONTRACTOR SHALL PROMPTLY REPORT THE CONFLICT TO THE OWNER'S ENGINEER. THE DESIGN OF THE RETAINING WALLS - MINIMUM REQUIREMENTS INCLUDE THE
ALL CHANGES MUST BE APPROVED IN WRITING BY THE ENGINEER BEFORE CONSTRUCTION CAN PROCEED. FOLLOWING: EXIST. 50' BUFFER
A. GLOBAL STABILITY
8. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED B. SLIDING
DURING CONSTRUCTION. C. OVERTURNING EXIST. WETLANDS _
D ECCENTRICITY L- n
9. CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS SHOWN ON THE PLANS. ALL TIMBER, E. BEARING FAILURE
BRUSH ROOTS, STUMPS, TREES, OR OTHER VEGETATION CUT DURING THE CLEARING OPERATIONS SHALL F. EXCESSIVE SETTLEMENT CARO
N.
BECOME THE CONTRACTOR'S RESPONSIBILITY TO DISPOSE OF PROPERLY, AND SHALL BE EITHER REMOVED G. INTERNAL STABILITY•.••'•••••'••.•��
FROM THE PROJECT SITE BY THE CONTRACTOR, OR SATISFACTORILY DISPOSED OF ON-SITE WITH APPROVAL H. OUTSIDE INFLUENCING FORCES INCLUDED IN DESIGN -57
----- - --
FROM THE OWNER. V \ \ / / A \ _ \ - _ _ �✓ �i _ _ -00
-
5. CONTRACTOR AND CONTRACTOR'S REGISTERED PROFESSIONAL ENGINEER MAY I \ \ \ J \ \ \ \ \ \ �_ LICENSE NO.: =_
10. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PROPER REMOVAL OF ALL CONSTRUCTION WASTE AND NOT EXCLUDE OR ASSIGN TO OTHERS ANY OF THE OBLIGATIONS OR ITEMS I \ 1 \ \ \ \ \ - i - - \ _ C-obb / -
- J \
DEBRIS. ALL WASTE AND DEBRIS SHALL BE LEGALLY DISPOSED AT AN OFFSITE LOCATION. NOTED ABOVE.
11. ROAD SHOULDERS, SWALES, BACK -OF -CURBS, AND CUT/FILL BANKS SHALL BE COMPLETELY DRESSED BY THE 6. A STATEMENT OF SPECIAL INSPECTIONS SHALL BE SUBMITTED BY THE \ \ / / / / \ \ \ , \ / / /� \ - \ % - - - - - - - - - ' / - _ \ \ \ \ - ' _ '�i��i0 ••' P ��`
CONTRACTOR AND SEEDED AS SOON AS POSSIBLE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTRACTOR'S PROFESSIONAL ENGINEER RESPONSIBLE FOR THE RETAINING \ \ / ^ \ \ \ \ \ \ \ \\ \ \ / - \ - - \ - - - - /
\ .1 / l \ \ v / / - - iii SI Al��'
MAINTENANCE OF THESE AREAS UNTIL A PERMANENT STAND OF GRASS IS ESTABLISHED. WALL DESIGN AS A CONDITION FOR PERMIT ISSUANCE IN ACCORDANCE WITH SOCI
THE SPECIAL INSPECTION REQUIREMENTS OF THE NORTH CAROLINA STATE
12. CUT AND FILL SLOPES OF ANY AREA SHALL NOT EXCEED THE RATIO OF 2:1, UNLESS NOTED OTHERWISE. BUILDING CODE. \ \ \� /
- / - �AAIIIIIIII
13. STREETS SHALL BE GRADED IN ACCORDANCE WITH THE LINES AND GRADE SET BY THE ENGINEER. BEFORE 7. A FINAL REPORT OF SPECIAL INSPECTIONS, DOCUMENTING THE COMPLETION OF V � � - -- � � _ \ �- - ��
/ - - - V -� �� U A
PLACING CURB AND GUTTER OR BASE ON THE GRADED SUBGRADE, THE SUBGRADE SHALL BE COMPACTED TO ALL SPECIAL INSPECTIONS AND CONFIRMING THE CORRECTION OF ANY _ - i // i , I I \ V A / ' / / - - - ���� �\� "' ;HO
100% PER ASTM D698 FOR A DEPTH OF TWELVE (12) INCHES, 95% GREATER THAN TWELVE (12) INCHES, AND THEN DISCREPANCIES, SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE _ \ - / �/ / / - / \ `
SHALL BE PROOF ROLLED IN THE PRESENCE OF THE ENGINEER. PLACES THAT ARE FOUND TO BE LOOSE, SOFT, _- - �� \ \ \ I \ \ \ / / - - - - \ V �: �� �••
OF USE AND OCCUPANCY. - ` - �� \ \ \ Q N9 9
OR COMPOSED OF UNSUITABLE MATERIALS, WHETHER IN THE SUBGRADE OR BELOW IT, MUST BE DUG OUT AND - - i i/� \ \ \ \ \ \ \ - \ - - / / - - - - \ \ _\ • Q l
REFILLED WITH SUITABLE MATERIAL. ALL EMBANKMENTS OR FILLS SHALL BE MADE IN SIX-INCH VERTICAL LIFTS 8. OWNER SHALL BE RESPONSIBLE FOR HAVING A PROFESSIONAL ENGINEER, _ - - / \ \ \ \ \ \ \ \ ` �� \ - - 7N\
_ - _ \ \ SEALOF SUITABLE MATERIAL. THE FILL SHALL BE ROLLED WITH A SHEEPS FOOT ROLLER AFTER EACH LIFT, FOLLOWEDREGISTERED IN THE STATE OF NORTH CAROLINA, CERTIFY THAT THE RETAINING\ - \ \ �:BYAWHEEL ROLLER, EACH WEIGHING NOTLESSTHAN TEN (10)TONS.WALLS) WERE BUILT IN CONFORMANCE WITH THE RETAINING WALL DRAWINGS,313 ��\ �p, BRIDGE \j� - -- -" \ y A \
/ \ \ 3� p \ IST - A - �c
---8116
w •F �:
THESE SPECIFIC NOTES, AND THE CONSTRUCTION DOCUMENTS. - / \ \ S �3 �' \ DESIGNED f = - _ A A
° _ _ W � / e \ o\ y / / V - v \ '••NG I NSF:•' �A�
14. THE STONE BASE SHALL BE COMPACTED TO 100 /o OF THE MAXIMUM DENSITY OBTAINABLE WITH THE - - _ \ ,� \ Mp O W TLANp
/ / / � " N 313 \ cp i.? ' BY OTHERS \ _,� ` - - L � / � \ / � i� /%�.....• ��
MODIFIED PROCTOR TEST (AASHTO-T180) BY ROLLING WITH RING OR TAMPING ROLLER OR WITH A PNEUMATIC 9. CONTRACTOR SHALL INSTALL FENCING ALONG THE TOP OF RETAINING WALLS. - - _ - \ / / / X26 \ 1 r 30y Oj �h \ EX IST. I r EXIST.
1 �1
TIRED ROLLER WITH A MINIMUM WEIGHT OF TEN TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE FENCE TYPE, LENGTH AND HEIGHT SHALL BE PER DEVELOPER SPECIFICATIONS. - - _ _ / / 1 \1 \\i„� �\ \ \ - �' /
SMOOTH, HARD, DENSE, UNYIELDING AND WELL BONDED. ,p°�1 WETLAND \ \ \ \ X16/ 4•f 6
32� \ 's dj 9 �� 5p� \ - - 100 AYR
15. SIDEWALKS SHALL BE CONSTRUCTED OF NOT LESS THAN 3,600 PSI CONCRETE AND SHALL BE 4 -INCHES THICK, _ _ _ iO `°� \ �� FLOODPLAIN
BMP
CONSTRUCTED ON AN ADEQUATELY GRADED BASE. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM �- _ _ � � ��, I P � �,\ . �,0 3.0.3 '� �\ I � � \ \ �• � m
DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE SURFACE OF THE SIDEWALK SHALL BE STEEL
TROWEL AND LIGHT BROOM FINISHED AND CURED WITH ACCEPTABLE CONCRETE CURING COMPOUND. TOOLED - - 9
JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT LESS THAN FIVE (5) FEET AND EXPANSION JOINTS AT
INTERVALS OF NOT MORE THAN FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE OF / _ - - e"° ��
�8 ,�� ,�� ^� - �ooseo EXIST-.\
ONE-QUATER (1/4) INCH PER FOOT. \ 331 \-
WETLAND30' SANITARY SEWER
16. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE LAYERS NOT TO _ - - i 27 ��. - -
333� � I 1 \,n � I�� GREENW Y €ASEMENT
EXCEED MORE THAN SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE CROSS-SECTION, INCLUDING THE _ ` - 32g QP° °g / / / \_ \ % -' o \ / �
WIDTH OF THE SLOPE AREA. NO STUMPS, TREES, BRUSH, RUBBISH OR OTHER UNSUITABLE MATERIALS OR - - ,Zg 2 \ aa' / %�
SUBSTANCES SHALL BE PLACED IN THE EMBANKMENT. EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE _ - - - �`ti 3 ti� ° 3 (, PROP. RETAINING WALL OD
THOROUGHLY COMPACTED BY THE SHEEPS-FOOT TAMPING ROLLER, 10 TON POWER ROLLER, - ' 1j35 DESIGNED BY OTHERS
PNEUMATIC -TIRED ROLLER, OR OTHER METHODS APPROVED BY THE ENGINEER. EMBANKMENTS OVER AND _ . � � ,� i�
AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND THOROUGHLY TAMPED AND _ - - I 336_ _ \ \ P° \ / 3 /34/ / 66 I 4 FF\ER
COMPACTED AS DIRECTED BY THE ENGINEER.
EXIST. POND rt �-
17. ALL BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE, yoeP a
CONSTRUCTION MATERIAL, AND OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING - - - _ _ - 33g ^� `6 L3 + °a �7 1 1
COMPACTED BY MECHANICAL MEANS AND THE MATERIAL SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE INA - ,�h�`� \ 32 0�N11� 3j ' `� 0 500 ---
PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING. i - - y°eP �\ °y otl S d SPACE \ \ '- l 2 `37 \ �� d `�� FL ObP I _ \
340 / \ \\ `�' q 1 -
/ 64-
18. THE CONCRETE CURB AND GUTTER SHALL BE CONSTRUCTED ACCORDING TO THE LINES AND GRADES
ESTABLISHED BY THE ENGINEER. l -342--
19.
342 -
� V •� o.Xsu 01 \ \ �� / ' ' 7Q, A \ � 304 L- _ _ - - -� � � � V
21
19. IN ORDER TO ENSURE PROPER DRAINAGE, CURB SHALL HAVE A MINIMUM OF 0.50% SLOPE, UNLESS SPILL / I / / / 4q _ -
CURB IS INDICATED ON THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE
AT ALL INTERSECTIONS. SPECIAL CARE MUST BE TAKEN AT LOCATIONS WHERE SPILL CURB IS INDICATED. q�
20. ALL PROPOSED GRADES SHOWN ON THESE PLANS ARE FINAL GRADES. CONTRACTOR SHALL BE RESPONSIBLE / // / // // / / 20
FOR DETERMINING THE APPROPRIATE SUBGRADE ELEVATIONS. / / /�N / /��
21. BE ADVISED THAT THIS PLAN IS FOR MASS GRADING AND INDIVIDUAL HOME CONSTRUCTION BY THE \ 1j� "� 1g ° t or o> 1 d / - I 6 I I / _ \ \ \ \\ \\ \ \\ �\ \\ \1
FINANCIALLY RESPONSIBLE PARTY ONLY. LOTS MAY NOT TRANSFER TO OTHER HOMEBUILDERS. ALL / / / / c� 17 / d•os / I _� r7 / 67/ I I I / / m
HOMEBUILDERS WILL HAVE TO OBTAIN A SEPARATE PLAN AND PROVIDE REVIEW FEES. V / / ' / / ' Io> �/ - - - - \� V A \ 1 1 >
ao.x so• PAD t / I'II�-
� e' •• a' � � / ���+°" V I I � j +� iDl 313 AD ao•xso•PA � RO AL O / / � � � \ V A. A V � �
42
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-345- -- - - / // // / / / I \ - \ \ \ V A l \ 1 A Av PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
\\\ GAILARjPIACOURT \ GRAPHIC SCALE g
DRAWN BY: SLH
(EXIST. 50' PUBLIC R/W) \
Oy I r / / / _ \ / / / / / / I I I \ - - - / / 1 100' 0 50' 100' 200' 400' ,
W\ / / / - _ / / / I I _�� \ A \ \ / 1 I I I \ ° PROJECT NUMBER: DX42.400
ORGINA
L DATE: 6/13/2016
Al IN FEET ) i inn = ioo ft. Know whats b@IOW.
- - I I I I / Call before you dig. V3.0 I
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MATCHLINE SEE
GRADING NOTES: a N
SHEET C3.2
�L
1. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS, EASEMENTS, / / 3 \ Q s / A V ` V A �� 55 o N r_� #
RIGHTS -OF -WAYS, UTILITIES AND COVENANTS WHICH ARE OF RECORD.bp
1 ° uW
340.20 Q / \ V 326.97 i
2. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE TOWN OF ZEBULON STREET AND / \ \ \ PAD y 338.70
/ / YI#A42 I h d 8 �S•• O 34.77 i / •.„ RCP 324 9s N o x cd
STORM DRAINAGE STANDARDS & SPECIFICATIONS MANUAL AND NORTH CAROLINA DEPARTMENT OF ry I ,y^� \ - �'�+ a PAD I sWAL� �P I O x 3 U
TRANSPORTATION STANDARD SPECIFICATIONS. / J /l / // ° /l / I T I 338.65 0 f. 1' A5 'a 336.70 \ / / HP 56 / E26/.84 - I _ B# 21
� 8 SWALE \ Q O STEM
4� ' ' M► � d
3. CONTRACTOR IS RESPONSIBLE AT CONTRACTOR'S EXPENSE FOR ENSURING AND OBTAINING ALL NECESSARY / / O / / / �� P I o \ \ 3P9. : • �\ t 8. r L E COU s s s OI 3P6A6D \
PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE PERMITS MAY INCLUDE, BUT NOT LIMITED TO; 5j`b / / / % / 3WAL '�� \ \ HP \ / Q d28HP 326.36 RST D
GRADING, DEMOLITION, BLASTING, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION SPECIAL USE, / / // /� V I Q �/ \ \ \ \ // / �� QI�OS�•� 2 EP/ (50' P�JBLYC R/W/ s ,;� 0
WATER AND SEWER PERMITS AND APPROVALS. (� s.7a
d
344.70
V Q � \ A PAD.` � •� /.
4. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD / / PAD I v 341.10
CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE OBTAINED FROM THE ADJACENT / / PAD y wj V A \ / / // / / 329.10
PROPERTY OWNER(S). / / / 40' X 50 PAD I v s I 340.50 �PAP
\ 339.56 A �O �� I PAD 6
/ � �
i 1
5. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES AND ENSURING 1 6 - ISWALE A / /
�1 - 40.5 4V / d � / 26.62
THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACCORDING TO NC STATE / GQ I Q H I ss / / / 45 / Sk g26.n 326.47 ate; wALE
LAW. CONTRACTOR SHALL VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. _ 344.50 HP . 3ai.io Q H / i '�15� Hp• / �d i 42 /
PAD HP . SWALE I M� \ / O i
� � /•` �
6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE TO THE APPROPRIATE UTILITY SERVICE / \ h�eP / ! L342.1o Q CB# a \ \ / / sw / / 4,4- \ 327.00 /
PROVIDER PRIOR TO ANY INTERRUPTION OF AN EXISTING UTILITY. A /� Q v A / / Ota PAD
PAD ,0 3 .00 / / w / i / Qt1d ,05 X V � /
\ ALE / M� / / / 328.10 A \ a
7. WHEN UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE CONSTRUCTION DRAWINGS (ROCK, PIPING, ETC.) 340- �� /� PAD \
/� I 344.48 - e / / �
ARE ENCOUNTERED, THE CONTRACTOR SHALL PROMPTLY REPORT THE CONFLICT TO THE OWNER'S ENGINEER. v v Hp / O �� p� \ #Bti �� T _ r�°j s32¢�E / 43 \ O
a1 so v�A
ALL CHANGES MUST BE APPROVED IN WRITING BY THE ENGINEER BEFORE CONSTRUCTION CAN PROCEED. \ 343.5 341.71 PAD ^� / / 11 ,(
EP \ SWALE \ r' 1+ ,.'s ' / i l / / ,22 / 325.43
8. CONTRACTOR
TRSHALL E FULLY RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED - -341 --- --- - - YI#A4 / s
5 \ o 0 50_, _ ` _ / r' 327.30 \ /
' PAD �
/325. /I
337.65 � 344.0 � � �! 342.28 / YI#B37 ��� ���r,11lll1I////
9. CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS SHOWN ON THE PLANS. ALL TIMBER, \ /\ �� CA /
L PAD i( IS V HP / - SWA ��� �� •..•••.• ��� �/
BRUSH ROOTS, STUMPS, TREES, OR OTHER VEGETATION CUT DURING THE CLEARING OPERATIONS SHALL Qw� - 34264 / Q 4 / �� 3°L _ / / 7 ��� ���.••' •�j ����
BECOME THE CONTRACTOR'S RESPONSIBILITY TO DISPOSE OF PROPERLY, AND SHALL BE EITHER REMOVEDoo
FROM THE PROJECT SITE BY THE CONTRACTOR, OR SATISFACTORILY DISPOSED OF ON-SITE WITH APPROVAL 344.36 \ �� \ / �/ 1 , \ 3`76 332
FROM THE OWNER. NP �C J _
LICENSE NO.:
\ 344 . V V � �g0 P / "'� / o / 3 333 ET. WALL DESIGNED C-0587
10. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PROPER REMOVAL OF ALL CONSTRUCTION WASTE AND
343.21 � B#A30 / I
/ A7 51 j TEM - _ -� YI 6 BY OTHERS
DEBRIS. ALL WASTE AND DEBRIS SHALL BE LEGALLY DISPOSED AT AN OFFSITE LOCATION. � 341.32 � / / � X33 72 � � - - _ 3 L � � ���� •. P.`��
341.95 EP 3 8 / SALE I �,f •••• •••
- -EP_ / 341.90 / � 3 I \ I I ••••.••••• ��
11. ROAD SHOULDERS, SWALES, BACK -OF -CURBS, AND CUT/FILL BANKS SHALL BE COMPLETELY DRESSED BY THE \ EP 3 15^ PAD /� `7s 3 / ` ��/ �S
CONTRACTOR AND SEEDED AS SOON AS POSSIBLE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR \ V / I / / 3 I I 3 \ TW=318.06
MAINTENANCE OF THESE AREAS UNTIL A PERMANENT STAND OF GRASS IS ESTABLISHED. I \ \ /''" % s /\ 340.47 3 50
1"T �` h � s v / swALe ca � 3Is. � � � � / swA E 33 . A � � � W=318.Q W=318.0
ti \ V - 3ai.7s Q H AD\W=322.0
12. CUT AND FILL SLOPES OF ANY AREA SHALL NOT EXCEED THE RATIO OF 2:1, UNLESS NOTED OTHERWISE. ,,,0 3� \ / 3PAo / 3P v� EP V , 3 / 33o.3s 326.6
gWALE
�B A; 340.7 1 A EM V p
\ \ V� / / EP �� I4 I A ISWALE �s 3 AL \ /
13. STREETS SHALL BE GRADED IN ACCORDANCE WITH THE LINES AND GRADE SET BY THE ENGINEER. BEFORE �3 / 341.28 r $Q� / 336.72 3PAD • O
PLACING CURB AND GUTTER OR BASE ON THE GRADED SUBGRADE, THE SUBGRADE SHALL BE COMPACTED TO N 44 \ 42.4 i( \ 341 ' EP / °\ pq PAD \ / \ I I W �.` O� •.•••'• ���
0 0 \ M = p EM / / N; s / 55 \ /_ w
100 /o PER ASTM D698 FOR A DEPTH OF TWELVE (12) INCHES, 95 /o GREATER THAN TWELVE (12) INCHES, AND THEN �D� \ \ � 3 � � EP CB#B � ' � 1 � 7
Q• y.,. /°\°, 40' / 334.60 I $31.90 I \ I 5 ■ `') :•�� 'r( •'
SHALL BE PROOF ROLLED IN THE PRESENCE OF THE ENGINEER. PLACES THAT ARE FOUND TO BE LOOSE, SOFT, \ 1 / 3 / � - = =_
A � Q � � / �. � / � h • � � � 338 � $Q� � / � \ PAD A PAR 3290 � A � W M - • ���
OR COMPOSED OF UNSUITABLE MATERIALS, WHETHER IN THE SUBGRADE OR BELOW IT, MUST BE DUG OUT AND I \ �' / \ 343.90 1$•. #A8 v� ,� P 3 .ao (.� -
\ \ \ 342.36 O / R ^10 I PAD � W=317.93 Z
REFILLED WITH SUITABLE MATERIAL. ALL EMBANKMENTS OR FILLS SHALL BE MADE IN SIX-INCH VERTICAL LIFTS \ \ \ / SWALE PAD / / °\°. / \ I \ \ I PAQ 6' = 028116
#B16 � •. � N 3 a. � 3317 \ c TW=318.09 J _ •
OF SUITABLE MATERIAL. THE FILL SHALL BE ROLLED WITH A SHEEPS-FOOT ROLLER AFTER EACH LIFT, FOLLOWED \ s E / / �' N °\° ( 4( X 5p, Hp \ \ I BW=317.9 ( Q
34 341.77 O • r / \ h PqD 328.9 326.43 I ' LLI •� < `: �•\ _
BY A WHEEL ROLLER, EACH WEIGHING NOT LESS THAN TEN (10) TONS. I \ S swALE v p• �, / v / 0 * HP HP TW=322.0 5so V � •*G I NF�:•�
1 \ v X 50'PAD I V I I -on
�......� Q•��•
14. THE STONE BASE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE Q 34064 341ALE /O Ve 40' X 50' PAD I ' X 50' PA \ Q �i� % N
MODIFIED PROCTOR TEST (AASHTO-T180) BY ROLLING WITH RING OR TAMPING ROLLER OR WITH A PNEUMATIC Q' \ 343.40 �� h 333 ° v • 2 ��� 1 I 11110",6.1111+ 16
TIRED ROLLER WITH A MINIMUM WEIGHT OF TEN TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE \ 3PAn irs
SMOOTH, HARD, DENSE, UNYIELDING AND WELL BONDED. s A E\ }� \ 2 Q M 9 / \ 15„ V \ ' o M N o a
OPEN SPACE _ d �- 337 `o ma r
15. SIDEWALKS SHALL BE CONSTRUCTED OF NOT LESS THAN 3,600 PSI CONCRETE AND SHALL BE 4 -INCHES THICK, \ /\ QQ s / \ 3PADDo 4 `' O 343.90 \ I \ o s s � � \
CONSTRUCTED ON AN ADEQUATELY GRADED BASE. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUMh0 \ PAD -
DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE SURFACE OF THE SIDEWALK SHALL BE STEELs s '� \ s HPe �,a \ 15 331.10
TROWEL AND LIGHT BROOM FINISHED AND CURED WITH ACCEPTABLE CONCRETE CURING COMPOUND. TOOLED v O ` \ �� \ ( 334.53
\ \ / 346.33 C" \ A v A C B 1 \
JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT LESS THAN FIVE 5 FEET AND EXPANSION JOINTS AT v v swALe CB#B12
( ) �P � ' ••, i � s CBA � � 1 ('1 3
INTERVALS OF NOT MORE THAN FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE OF
ONE-QUATER (1/4) INCH PER FOOT. \ 346.80 Q 45.33 \ _ _
V A PAD Q / EP A gyp- - 332. \ •� - .,.. y ,
16. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE LAYERS NOT TO \ - a SEP \ / \ swa�E \ __335.90
EXCEED MORE THAN SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE CROSS-SECTION, INCLUDING THE V 10 / GQ O VAD h \3.36 \ B#
WIDTH OF THE SLOPE AREA. NO STUMPS, TREES, BRUSH, RUBBISH OR OTHER UNSUITABLE MATERIALS OR \ X r' / 1 • 92 \ \ /' 333.92 - e s 1
SUBSTANCES SHALL BE PLACED IN THE EMBANKMENT. EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE p I - \ \ X33 3 ,017
\ s p 344.94 v v a' \ EP Q`dd�QS X
THOROUGHLY COMPACTED BY THE SHEEPS-FOOT TAMPING ROLLER, 10 -TON POWER ROLLER,
� 3484 � " � � CO B#A�3 �' 4 � AD � d` � � �- A � • s �` � \ \ � • •� � 32y.51
PNEUMATIC -TIRED ROLLER, OR OTHER METHODS APPROVED BY THE ENGINEER. EMBANKMENTS OVER AND V 3�a.ao \ 43.90 v v V v 335. g`? \ 0 334.40 I - =� - Qt%d ,05 X :0� Hp
A i HP R R 343.85 HP _ STEM
AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND THOROUGHLY TAMPED AND A Ry / EP STEM \ \ \ \ X Cl) I 32Z.ao , \ 3 3a
COMPACTED AS DIRECTED BY THE ENGINEER. / V - �3 3.3 V A� ++e
\ r / 344.18 . % \ 334. \ / O %f7 \ � � � HP \ \ �__81
YI#A44 344.55 FP y L� YI#B3 \ O / `3R \ I\
17. ALL BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE, A \ EP 3x3.82 ►� v \ V Q A SCO s. I v 323.70
� � /, r EP s" � � \ � � � � 334.46 � ' M �. � \ I � �Qdd �OCJ� .0� \ V L� � PAD
CONSTRUCTION MATERIAL, AND OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING \ �� , bR M X sr 332.64 \ 8 O v V � EP V � I Cl) v 32560
COMPACTED BY MECHANICAL MEANS AND THE MATERIAL SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A \ 344.31 g / I LP \ \ 33660 h r \ \ I v PAD
PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING. SWALE 9 346.02 , a Q 3 r� \ PAD A \ v 320.63
345.47 CB#A35 C \. \V 3 A�` M I O i _� �i3 \ I -SWALE
- HP s ' • . �f �V \334.40 A I _
18. THE CONCRETE CURB AND GUTTER SHALL BE CONSTRUCTED ACCORDING TO THE LINES AND GRADES �� 3PAD O / r / a.1s s �D s� o s7:M I 83� \
ESTABLISHED BY THE ENGINEER. v Oy - RC 4� I \ - - \ CO I 368.30
S O• PAD 48.7 M \ \ 336.46 'A� \ 336 44 - \ 322.15
Qbd .OS / L -345. � STE -HP vl a � \ � HP 35.43 PA � 323 SWALE 22
• X ,Oti I HPC _ 6 \ I � • SWALE I °, EM 3
19. IN ORDER TO ENSURE PROPER DRAINAGE, CURB SHALL HAVE A MINIMUM OF 0.50% SLOPE, UNLESS SPILL A .n � �
�}y
CURB IS INDICATED ON THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE //
AT ALL INTERSECTIONS. SPECIAL CARE MUST BE TAKEN AT LOCATIONS WHERE SPILL CURB IS INDICATED. / 34 04
/ A I -
I / 5.90 - Q \ 327.
\ 345.0 346.50 i O 345. � � � � A � •. V. 0 u� -
/ I \ 323 83���
YI 45 SW � PAD LE �EM �
20. ALL PROPOSED GRADES SHOWN ON THESE PLANS ARE FINAL GRADES. CONTRACTOR SHALL BE RESPONSIBLE ��5� k \ �/ 336.0 A,
FOR DETERMINING THE APPROPRIATE SUBGRADE ELEVATIONS. 43.61 V i / / s u� I s•, EP v Cn \ \ \ V v 324
A $,5
M V 4 335.0A 6 d V A
21. BE ADVISED THAT THIS PLAN IS FOR MASS GRADING AND INDIVIDUAL HOME CONSTRUCTION BY THE ,3 34442 sTEnq !3!10
, 337\40FINANCIALLY RESPONSIBLE PARTY ONLY. LOTS MAY NOT TRANSFER TO OTHER HOMEBUILDERS. ALL 7$ 46 SWALE O 3pppp336. 7 pApHOMEBUILDERS WILL HAVE TO OBTAIN A SEPARATE PLAN AND PROVIDE REVIEW FEES. - - / A \ I�
N I M c \ PAD / 337.02 \ \ \
9
HP r .Q� 334.0 �y /
• •
V/ cC �h� O I / / b0/• <' \ i 325.93 \
34P3.7
I� 0337.0'6
/ 337.06 A \ V - 330 SWALE
\ M �v / . I I HP \5
\ \ \
34T14,O33 / SWALE \
6 "p B# 6 95 M 6/ I 86/
34p6.88 347.40 m 8 / / 35.66 ,.�' ■ / I ,
\ 348.80 \ PADSWALE /
/ 337.60
I34 / A
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•� � �/ V (0 �9 / / _/ 335.73
�y 348. A \ - -349.90- - v 7.36 96 6 M / 335 r , / LP
YI#B29
PAD / H \ 347.90 / M i
/ v /
/ / \ PAD
338
348- 346.29
SWALE 4-- EP SWALE
/
a C #A16 Gj V / 33
350.60 \ "' s ' O \ V A / / / A 340
- - - - V PAD
ti0 i V A HP CB 13 9\
349.7 \
3 . Q \ CB#A14 47.6 34 n \ 348.70
PAD A / 340
0 0 V LEGEND
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\ \ �\ 2 \ ��`
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V A rn 351.30 \ ,� °' CB 1 o s 3WA PROP. SANITARY SEWER EASEMENT
\
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49 /A8
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PROP. CONTOUR349.36 a5i7
SWALE SWALE 4
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V A \ \ \\VA y i s o 349.66 �'O / / / /
349.75 / / / / z z
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HP -HP
\/ I \�� \\ \ \\\\ �� � / / � EXIST. FEMA 500 YEAR FLOODPLAIN
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/ s _ - /
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347------------ L-
GRAPHIC SCALE
\ \ \ \ \\ \ r-� \ e \ / / / 40' 0 20' 40' 80' 160'
\ \ \ \ A \ \ i �rx� 345- -----
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( IN FEET ) Call before you dig.
\ \ 1 inch = 40 ft.
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C3.1

GRADING NOTES:-
/ o
N
1. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS, EASEMENTS, v / A V \ V� 41##�o N oo ro #
RIGHTS -OF -WAYS, UTILITIES AND COVENANTS WHICH ARE OF RECORD. 1 \ A V \ \ \ \ 40
v v � ['o
c w
\ \ \ \ \ \ o = z o z
2. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE TOWN OF ZEBULON STREET AND
STORM DRAINAGE STANDARDS & SPECIFICATIONS MANUAL AND NORTH CAROLINA DEPARTMENT OF o z
TRANSPORTATION STANDARD SPECIFICATIONS.
3. CONTRACTOR IS RESPONSIBLE AT CONTRACTOR'S EXPENSE FOR ENSURING AND OBTAINING ALL NECESSARY \ \ \ \ \ \
PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE PERMITS MAY INCLUDE, BUT NOT LIMITED TO;
GRADING, DEMOLITION, BLASTING, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION SPECIAL USE,
WATER AND SEWER PERMITS AND APPROVALS. \ \\ 1 ! 4i. \ \
4. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD \ \ \
CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE OBTAINED FROM THE ADJACENT
A A ---
PROPERTY OWNER(S).
5. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES AND ENSURING
THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACCORDING TO NC STATE
LAW. CONTRACTOR SHALL VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE TO THE APPROPRIATE UTILITY SERVICE
PROVIDER PRIOR TO ANY INTERRUPTION OF AN EXISTING UTILITY.
7. WHEN UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE CONSTRUCTION DRAWINGS (ROCK, PIPING, ETC.)
ARE ENCOUNTERED, THE CONTRACTOR SHALL PROMPTLY REPORT THE CONFLICT TO THE OWNER'S ENGINEER.
ALL CHANGES MUST BE APPROVED IN WRITING BY THE ENGINEER BEFORE CONSTRUCTION CAN PROCEED.
� V I
8. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION. 1 I V A V 44* %* A
9. CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS SHOWN ON THE PLANS. ALL TIMBER,
BRUSH ROOTS, STUMPS, TREES, OR OTHER VEGETATION CUT DURING THE CLEARING OPERATIONS SHALL
BECOME THE CONTRACTOR'S RESPONSIBILITY TO DISPOSE OF PROPERLY, AND SHALL BE EITHER REMOVED -r/� rl� / / \ I I ` \ \ \ ��� O ••'•CSI/ ���
FROM THE PROJECT SITE BY THE CONTRACTOR, OR SATISFACTORILY DISPOSED OF ON-SITE WITH APPROVAL - - - - i j .'/ / / / / / / / / ^ \ I I I I ` \ \ \ \ , \ �. • .�
FROM THE OWNER.
LICENSE NO.. -
10. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PROPER REMOVAL OF ALL CONSTRUCTION WASTE AND / / / / / / / / / / / / / \ 1 I I I I I ' \ \ \ \ \ C-obb /
DEBRIS. ALL WASTE AND DEBRIS SHALL BE LEGALLY DISPOSED AT AN OFFSITE LOCATION.
11. ROAD SHOULDERS, SWALES, BACK -OF -CURBS, AND CUT/FILL BANKS SHALL BE COMPLETELY DRESSED BY THE
CONTRACTOR AND SEEDED AS SOON AS POSSIBLE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR / / / / / / \ 11 1 \ 1 \ I \ \ \ \ w. ` \ \ \ \ ~ \ \ `i"so i i i J' `D �
MAINTENANCE OF THESE AREAS UNTIL A PERMANENT STAND OF GRASS IS ESTABLISHED. _ _ _ - / / / / / / / ' 1 1 1 ` \ \ \ \ ` \ _
vow
12. CUT AND FILL SLOPES OF ANY AREA SHALL NOT EXCEED THE RATIO OF 2:1, UNLESS NOTED OTHERWISE.
13. STREETS SHALL BE GRADED IN ACCORDANCE WITH THE LINES AND GRADE SET BY THE ENGINEER. BEFORE
PLACING CURB AND GUTTER OR BASE ON THE GRADED SUBGRADE, THE SUBGRADE SHALL BE COMPACTED TO- - - - - \ / / /\I \ 1 \\ \ CIA\ 4
/°95%
\ �� \� - - - \\\ \ ` \���0�`:•,: '.;';�Ol�� i�
100 PER ASTM D698 FOR A DEPTH OF TWELVE (12) INCHES, 95 /° GREATER THAN TWELVE (12) INCHES, AND THEN / A 1 Yl#A38 �� ��B - - AA ���; QF �SS�O/�j�•�.!/� ��
SHALL BE PROOF ROLLED IN THE PRESENCE OF THE ENGINEER. PLACES THAT ARE FOUND TO BE LOOSE, SOFT, - / / / \ 1 1 ��� MP� A V� /� �'Q� ��•,
OR COMPOSED OF UNSUITABLE MATERIALS, WHETHER IN THE SUBGRADE OR BELOW IT, MUST BE DUG OUT AND /
/ / / \ \ \ \ 1 \ \ ByP \ \ �\ _ SEAL _
REFILLED WITH SUITABLE MATERIAL. ALL EMBANKMENTS OR FILLS SHALL BE MADE IN SIX-INCH VERTICAL LIFTS ;�-
OF SUITABLE MATERIAL. THE FILL SHALL BE ROLLED WITH A SHEEPS-FOOT ROLLER AFTER EACH LIFT, FOLLOWED \ \ \ \ \028116 .
BY A WHEEL ROLLER, EACH WEIGHING NOT LESS THAN TEN (10) TONS. / / / / / \ \ \ \ \ \ / 313 4 RIP RAP APRON 8MP` \ \ PROP. B IDGE / '
/ / / \ \ 378 AT OUTFALL B�/P \ DESIGNED \ �� •• -FNS I Nv
14. THE STONE BASE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE � _ - � / / , � \ � 14'L X 15.25'W X 15"D MOTHER
MODIFIED PROCTOR TEST (AASHTO-T180) BY ROLLING WITH RING OR TAMPING ROLLER OR WITH A PNEUMATIC _ i / - - \ \ r' \ 1 7 1 yP \ \
TIRED ROLLER WITH A MINIMUM WEIGHT OF TEN TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE - - - - - - - - / / / / / \ W V - �- - _ \ FES#A37 �8�/P \ \ \\ : �� I I I I I�����/14
SMOOTH, HARD, DENSE, UNYIELDING AND WELL BONDED. - - - - - / / / / / / / _ _ \\ Q\ \\ '( s s�o 3wa�e 314 312 Alp
15. SIDEWALKS SHALL BE CONSTRUCTED OF NOT LESS THAN 3,600 PSI CONCRETE AND SHALL BE 4 -INCHES THICK, - - - - - _ - _ -- ' / 2 1 \\
CONSTRUCTED ON AN ADEQUATELY GRADED BASE. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM314
DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE SURFACE OF THE SIDEWALK SHALL BE STEEL - - - -_ -_ - ' / / 1 G \ \ \ �\
TROWEL AND LIGHT BROOM FINISHED AND CURED WITH ACCEPTABLE CONCRETE CURING COMPOUND. TOOLED - - - - - - / RIP RAP APRON
JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT LESS THAN FIVE (5) FEET AND EXPANSION JOINTS AT - / / / � �WA� \ 1 \ d A AT OUTFALL 30g
:::..
I \ 1 \ 319.10 A � \ � 78 \ 20'L X 22'W X 24"D � FES#A1 �
INTERVALS OF NOT MORE THAN FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE OF - - - - - - - - - - - - - / / 321 \I PA \ \ �� \ :..�
ONE-QUATER (1/4) INCH PER FOOT. \ \ �s \ RIP RAP APRON
AT OUTFALL
16. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE LAYERS NOT TO _ - - -- - - - - - - - \ \ 40 50 16'L X 18.5'W X 30"D
o 'b
EXCEED MORE THAN SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE CROSS-SECTION, INCLUDING THE 3PAD h� �'� \ 47A A
WIDTH OF THE SLOPE AREA. NO STUMPS, TREES, BRUSH, RUBBISH OR OTHER UNSUITABLE MATERIALS OR _ _ _ , - ' v / \ P
SUBSTANCES SHALL BE PLACED IN THE EMBANKMENT. EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE - - - - - - - 32 WALE \ s BMP A \ \ \
THOROUGHLY COMPACTED BY THE SHEEPS-FOOT TAMPING ROLLER, 10 -TON POWER ROLLER, - ' \ 3Pao \ ass' QA / / 303 �+ r
PNEUMATIC -TIRED ROLLER, OR OTHER METHODS APPROVED BY THE ENGINEER. EMBANKMENTS OVER AND - - - - - - - - - - ' \ \ / V QQ,� \s A P �• \\'qQ "�
AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND THOROUGHLY TAMPED AND
COMPACTED AS DIRECTED BY THE ENGINEER. - ' v \ ` \317.66 \
HP
17. ALL BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE,
CONSTRUCTION MATERIAL, AND OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING - _ / ��
COMPACTED BY MECHANICAL MEANS AND THE MATERIAL SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE INA - ' / \330 v 5 swAL� \ \ 32310
PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING. / V A \ I PAD
\ 321;.43
18. THE CONCRETE CURB AND GUTTER SHALL BE CONSTRUCTED ACCORDING TO THE LINES AND GRADES r - - - \ \ SWALE I \ 5 , QP 1 318.91 \ \ 315.96
7
ESTABLISHED BY THE ENGINEER. � - ' v / A 0'I► E� \ LP \ � � � _ � \ � � ;;:j' \
8 a
A ' _ I T.
19. IN ORDER TO ENSURE PROPER DRAINAGE, CURB SHALL HAVE A MINIMUM OF 0.50% SLOPE, UNLESS SPILL - ' - STEM \ I 322` �� � / 0 i Y � WEI L NDS VA V A
CURB IS INDICATED ON THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE - ' \ 3PAD HP ?v::• :v:::^ w: ��::.. A a^ V v V�
/ I PAD31999
V
- A Q
AT ALL INTERSECTIONS. SPECIAL CARE MUST BE TAKEN AT LOCATIONS WHERE SPILL CURB IS INDICATED.
EP
L
.51
...............
ALE /'11 � \ � �l �'J I• I c3; 320.1 1 � , / ... ... �'� � � � A
20. ALL PROPOSED GRADES SHOWN ON THESE PLANS ARE FINAL GRADES. CONTRACTOR SHALL BE RESPONSIBLE � � �� - - � 1� •• FOR DETERMINING THE APPROPRIATE SUBGRADE ELEVATIONS. 533'
21. BE ADVISED THAT THIS PLAN IS FOR MASS GRADING AND INDIVIDUAL HOME CONSTRUCTION BY THE __ / STEM 326s0 •i /
FINANCIALLY RESPONSIBLE PARTY ONLY. LOTS MAY NOT TRANSFER TO OTHER HOMEBUILDERS. ALL \ 32a \ \ PAD
HOMEBUILDERS WILL HAVE TO OBTAIN A SEPARATE PLAN AND PROVIDE REVIEW FEES. / / 3277.53 \ •Q :s / / s �•�.• / \ / / \
SWAL �+ �p /
\ - / `L / sT M \ \ + \ �`� ! f s� 1 \ \ 1 so ( TW 313.00
- - - - ,yam / \ \ 3 ` 3`L
� \ \
W=312.09
b �P29.1 0
AQ
AD 18.0
329.61A PAD =314.2
7
SWAL /14 W 311.89
YI#A40 �TA I#A17
e 32190 A 317
331.1 V ,5/ \ / PAD
v324.PU / \ \ 31 0 /
\ Ih a / E - PROP. RETAINING WALL
24 \ `'�' 'a 0 .a \ W-313.42 1 DESIGNED BY OTHERS
231tE \ \\ SOI / 1 , s \ TW -314A0
L 3 23
\ 333.20 \ .60• \ 5.1 E
3332 V PAD P .. I �p1.4 \\ I I I 1 1 EXIST. POND
326.70
PAD I \I#A I I 1 1
T
m
w
O
_ // I M� I 1 1 1
L \ \ \ �� \ \ V • �• A i \ 35.2 -
\ 335.20 32 EP y H \ \ 1 �� \ SW E 1 \ \ 1 1 1 LL
333.64 \ \ PAD m \ -- \ \ ALE.
-SWAL A v AQP s/ A O \ 3zs.7o 8
\ \ \� \PAD \\ \ ST�\\ \ \ / \\
/ 2204
vLU
340 \ \\ . �� 4.6�• •r � ��`. 32.05 �\ 30.1 \1HP 1 � A A A A \ ��� \ / � / A � 3PAD � \� 1� ,. �7 \\ OPEN \ �Uj
EP 330.11 \EP 1 \ �\ 7.23 32 .09 \
- - 337.13 ` 'Q EP A WALE SJ�iIE\ 0AC �/�PAD V A 331. 50 ` \ ` E \ V J
o v V PAD V A � V A V � � i) � w `, �� V v v v V /
---3 +� 2-7
327
/ # v /
w .
y
\
\ � � � � \ \ S W A E \ / \ / � H P �� SQ • � � � V A
- 21 36.63 1�v0 v r / v - q,
/ - - - - - - / - 326.1 �� �\ A \ V / / /
_�j44 - A 338.80 � Q' \ � I � � \ / � \ �
1 � � A
/ \
/ SWAL PAD ,Q
I v
� �33•. �, 36.20 \ 1 - ,.. 30.20 \ \ \ � ... \ - /
MATCHLINE SEE
SHEET C3.1
LEGEND
STEM
NINE PROP. STORM DRAINAGE EASEMENT (SDE)
GRAPHIC SCALE
40' 0 20' 40' 80'
( IN FEET )
1 inch = 40 ft.
160' ,
O
Know whafs below.
0111 before you dig.
U
Z
Z
O
J
m
LU
N
z
PROP.CONTOUR
O
o=
o
O
EXIST. MAJOR CONTOUR
2
0
IY
zo
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EXIST. MINOR CONTOUR
Op
=W
WO
EXIST. FLOOD WAY
PROJECT INFORMATION
zz
PROJECT MANAGER:
SM
EXIST. FEMA 100 YEAR FLOODPLAIN
DESIGNED BY:
SLH
EXIST. FEMA 500 YEAR FLOODPLAIN
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
EXIST. STREAM
ORIGINAL DATE:
6/13/2016
EXIST. 50' BUFFER
SHEET:
EXIST. WETLANDS I
C3.2

m
3 O
-314 37 \ \ A �'•
8 WELANDS \ \
\ \
• VS::Y 777 .:.•I:A.7::7.:•l:l A77d•Y 1
V A \ RIP RAP APROAT N \ \
OUTFALL
20'LX 23'W X 36"D
� YI#1341
FES#)342 v \
s
34vA�
S 66
1
•- � \ 311.60
�Q V PAD \ I A\ \
N-
/ 40 X �(1' PAD \ v OUTS
65 3'°11 \� ' �s - v N
1 EXIST. POND / 31 60 PO �� " , , m \l 06' \ /
/ 1
- A HP 310ALE \ r/ r �
1 \ ��r • 3 X13 Og V A \
\ / yI#B19 P \ao ois`
B
M / Q� � 7� � \ �+ � � � EXIST. v v
v OPEN vv / o �� v vv
V � WETLANDS
P/f, E 312.10 �% ,"•, \ 24" R \ \ \
A V �� PAD )( A
302 *00
FP
SAL A RIP RAP APRON V �► A v
349.69 V O� AT OUTFALL V ��
v \ EP 18'L X 20'W X 24"D
FES#B4, A
O 300
/ 312.70 EP \� \ \ 304 �S \
Y1#A19 \ \ PAD %( r X310 A v
\ V v -it �P � 026 LP 309 A
_37i17 U \ 'RC
!F \ --3I---- A 1
a V I 3"1.66 \
6'2 � � � � \ \ \ swALE \ 310.89
I _LU �. 13#134 ' SWALE i
x r. . r -j j I
I
31
3117h - / I I I I 67 I
SWALE
312.6 I 67 I I I 3P3% I I RIP RAP APRON \
HP -' � � 3PA3d I I � ' � AT OUTFALL �
/ I -d I
39'L X 45'W X 3'D
313 313.60 311.91
40' X �0' PA HP BW=3U .0
5�� �+r+
TW:
310 87
YI#A20 314.06
/ 314.40 312. y r• . P \
SWAL ..8 # 3�3
315 � � � � � /
�- 305.15
TW=310.8 R
15 IP RAP APRON
315.60 2.39 \ \C \� \� 31 3 �P ; s r. AT OUTFALL
SWALE \ PAD 312.38
I E � 9'L X 10.25'W X 15"D
16.16
\SWALE / 316 � �
60 �o. C 1322
315.87 /
\ \ 3PAD \ 13.33 �/ C #1323 BTW 31, 0 -� �' , CB#C2
SWALE /'
W=306.0
r
5917.10 \� �yo / / ��� � r •
\ // 6.83 58
\ Z SWALE � 318.10 -
r
PAD ` 3 H
r W / BW =305.
1
HP .00 � TW=310.8
EXIST. WETLANDS 317.65 a 4.8� / 3145 0 7 0, N
/ HP A\ _ 7 O
\ i r P \ YI#1324 3
V •(�� �� 311.58 W
■ STE \ 1!
\� � � ��� • • / � 315.50 312.99 \
�� A • PV %. 3/15.69
P PAD SWALE 311.2
7313. \ /
S M \
6.20
W .r i ��A \PAD
swA Q /
7414.20
W V C / 0� 316.90 / ST / \ 7 C 1'.
z • PAD v / �� p Ul)
LU
Q� 317.07 �
W
7/ /
"' 5
\ SWALE
PAD
HP 317.60
PAD311.57
CB# 76 3H1P2 M /
/
SWALE
\ \ \ /
. 3 •. r.. " � o� H .56 PAD 318.30 \ 316.08 1� � _ / / � I I � \ / Q Cip
P
5X ` SWAL / �( / / 4 v / 15' CB#C5
I I 1\ / / /:�/ (
• r\ • '/ J ,O� H1P9.29 78 \ 3PAD \ 3 / /y 315 �/ �\ / ; SP/'1�+E �� I 69 * B "
I {,/ Sig \ \ SWALE / // / / / / /II / f / \ l V I 313.50
• �/ .017 320.19 \ 319.80 \ 18" RCP/ �� / I I / PAD d •r
/, 317.57 / /../ / /
I �� 05 HP 79_ PAD \ SWALE
EXIST. �I HP .00 II II �G
1
_ -
I �� 3PAD 1 318.33 / WETLANDS
I SWALE 318 YI#1326
� 1 /
i
II 3PAD -\ 319.20
SWALE O \ \/ / II I I I\ I 1\ \ \ \ // _ / / ,y�'�(L / r _� I r/•r ��
I'
320 I I I 1 \ _ _ - �� � ' I s •_ � I I
321 /
/ � I I Yt_ HI -
I j X322 \ YI#1327 o I \ - - _ / I
\ /
I
� I
314Wo--�--- �- -v
I � v
GRADING NOTES:
o
1. THIS PROPERTY IS SUBJECT TO ANY AND ALL APPLICABLE DEED RESTRICTIONS, EASEMENTS, oo N oo ro #
RIGHTS -OF -WAYS, UTILITIES AND COVENANTS WHICH ARE OF RECORD. o N v "u
u a a z m° uW
2. WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE TOWN OF ZEBULON STREET AND ¢ x a a U
STORM DRAINAGE STANDARDS & SPECIFICATIONS MANUAL AND NORTH CAROLINA DEPARTMENT OF °
m o ra z J
TRANSPORTATION STANDARD SPECIFICATIONS. Ln a s 2
w 5
3. CONTRACTOR IS RESPONSIBLE AT CONTRACTOR'S EXPENSE FOR ENSURING AND OBTAINING ALL NECESSARY
PERMITS AND APPROVALS PRIOR TO CONSTRUCTION. THESE PERMITS MAY INCLUDE, BUT NOT LIMITED TO;
GRADING, DEMOLITION, BLASTING, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION SPECIAL USE,
WATER AND SEWER PERMITS AND APPROVALS.
4. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD
CONDITIONS WARRANT OFFSITE GRADING, WRITTEN PERMISSION MUST BE OBTAINED FROM THE ADJACENT
PROPERTY OWNER(S).
5. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE UTILITIES AND ENSURING
THAT UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACCORDING TO NC STATE
LAW. CONTRACTOR SHALL VERIFY LOCATION AND DEPTHS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
6. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE TO THE APPROPRIATE UTILITY SERVICE
PROVIDER PRIOR TO ANY INTERRUPTION OF AN EXISTING UTILITY.
7. WHEN UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE CONSTRUCTION DRAWINGS (ROCK, PIPING, ETC.)
ARE ENCOUNTERED, THE CONTRACTOR SHALL PROMPTLY REPORT THE CONFLICT TO THE OWNER'S ENGINEER.
ALL CHANGES MUST BE APPROVED IN WRITING BY THE ENGINEER BEFORE CONSTRUCTION CAN PROCEED.
8. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION.
9. CLEARING AND GRUBBING SHALL BE PERFORMED WITHIN THE LIMITS SHOWN ON THE PLANS. ALL TIMBER,
BRUSH ROOTS, STUMPS, TREES, OR OTHER VEGETATION CUT DURING THE CLEARING OPERATIONS SHALL `��� �N .......
i
BECOME THE CONTRACTOR'S RESPONSIBILITY TO DISPOSE OF PROPERLY, AND SHALL BE EITHER REMOVED �� O�.•'•�•'•. ���%/ ��
FROM THE PROJECT SITE BY THE CONTRACTOR, OR SATISFACTORILY DISPOSED OF ON-SITE WITH APPROVAL
FROM THE OWNER.
LICENSE NO.: =
10. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PROPER REMOVAL OF ALL CONSTRUCTION WASTE AND = C-0587
DEBRIS. ALL WASTE AND DEBRIS SHALL BE LEGALLY DISPOSED AT AN OFFSITE LOCATION.
11. ROAD SHOULDERS, SWALES, BACK -OF -CURBS, AND CUT/FILL BANKS SHALL BE COMPLETELY DRESSED BY THE'���i�'�•••�'••.....••'�••QP��``
Sso
MOINTENANOCE OFDSEEDED AS THESE AREAS SOON
UNTIL A POSSIBLE. THE ERMANENT STAND OF GROR SHALL BE ASS IS ESTABLISHED. FOR '� � 111 j
12. CUT AND FILL SLOPES OF ANY AREA SHALL NOT EXCEED THE RATIO OF 2:1, UNLESS NOTED OTHERWISE.
�\IIIIIIII/�
13. STREETS SHALL BE GRADED IN ACCORDANCE WITH THE LINES AND GRADE SET BY THE ENGINEER. BEFORE
PLACING CURB AND GUTTER OR BASE ON THE GRADED SUBGRADE, THE SUBGRADE SHALL BE COMPACTED TO
100% PER ASTM D698 FOR A DEPTH OF TWELVE (12) INCHES, 95% GREATER THAN TWELVE (12) INCHES, AND THEN ��� \O
L/
SHALL
SHALL BE PROOF ROLLED IN THE PRESENCE OF THE ENGINEER. PLACES THAT ARE FOUND TO BE LOOSE, SOFT, \•Q�� 9�':
OR COMPOSED OF UNSUITABLE MATERIALS, WHETHER IN THE SUBGRADE OR BELOW IT, MUST BE DUG OUT AND EAL ;
REFILLED WITH SUITABLE MATERIAL. ALL EMBANKMENTS OR FILLS SHALL BE MADE IN SIX-INCH VERTICAL LIFTS _ �� _
OF SUITABLE MATERIAL. THE FILL SHALL BE ROLLED WITH A SHEEPS-FOOT ROLLER AFTER EACH LIFT, FOLLOWED - . �-
BY A WHEEL ROLLER, EACH WEIGHING NOT LESS THAN TEN (10) TONS. F
14. THE STONE BASE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE �'•�•I'�����\���
MODIFIED PROCTOR TEST (AASHTO-T180) BY ROLLING WITH RING OR TAMPING ROLLER OR WITH A PNEUMATIC
TIRED ROLLER WITH A MINIMUM WEIGHT OF TEN TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE
SMOOTH, HARD, DENSE, UNYIELDING AND WELL BONDED.
15. SIDEWALKS SHALL BE CONSTRUCTED OF NOT LESS THAN 3,600 PSI CONCRETE AND SHALL BE 4 -INCHES THICK, >-
CONSTRUCTED ON AN ADEQUATELY GRADED BASE. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM
DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE SURFACE OF THE SIDEWALK SHALL BE STEEL
TROWEL AND LIGHT BROOM FINISHED AND CURED WITH ACCEPTABLE CONCRETE CURING COMPOUND. TOOLED
JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT LESS THAN FIVE (5) FEET AND EXPANSION JOINTS AT
INTERVALS OF NOT MORE THAN FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE OF
ONE-QUATER (1/4) INCH PER FOOT.
16. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE LAYERS NOT TO
EXCEED MORE THAN SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE CROSS-SECTION, INCLUDING THE
WIDTH OF THE SLOPE AREA. NO STUMPS, TREES, BRUSH, RUBBISH OR OTHER UNSUITABLE MATERIALS OR
SUBSTANCES SHALL BE PLACED IN THE EMBANKMENT. EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE
THOROUGHLY COMPACTED BY THE SHEEPS-FOOT TAMPING ROLLER, 10 -TON POWER ROLLER,
PNEUMATIC -TIRED ROLLER, OR OTHER METHODS APPROVED BY THE ENGINEER. EMBANKMENTS OVER AND
AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND THOROUGHLY TAMPED AND
COMPACTED AS DIRECTED BY THE ENGINEER.
17. ALL BACKFILL SHALL BE OF LOW PLASTICITY, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE,
CONSTRUCTION MATERIAL, AND OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING
COMPACTED BY MECHANICAL MEANS AND THE MATERIAL SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A
PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING.
18. THE CONCRETE CURB AND GUTTER SHALL BE CONSTRUCTED ACCORDING TO THE LINES AND GRADES
ESTABLISHED BY THE ENGINEER.
19. IN ORDER TO ENSURE PROPER DRAINAGE, CURB SHALL HAVE A MINIMUM OF 0.50% SLOPE, UNLESS SPILL
CURB IS INDICATED ON THE PLANS. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING POSITIVE DRAINAGE
AT ALL INTERSECTIONS. SPECIAL CARE MUST BE TAKEN AT LOCATIONS WHERE SPILL CURB IS INDICATED.
20. ALL PROPOSED GRADES SHOWN ON THESE PLANS ARE FINAL GRADES. CONTRACTOR SHALL BE RESPONSIBLE
FOR DETERMINING THE APPROPRIATE SUBGRADE ELEVATIONS.
z
21. BE ADVISED THAT THIS PLAN IS FOR MASS GRADING AND INDIVIDUAL HOME CONSTRUCTION BY THE
FINANCIALLY RESPONSIBLE PARTY ONLY. LOTS MAY NOT TRANSFER TO OTHER HOMEBUILDERS. ALL w
HOMEBUILDERS WILL HAVE TO OBTAIN A SEPARATE PLAN AND PROVIDE REVIEW FEES. W
W
Q
0
z
LEGEND
PROP. STORM DRAINAGE EASEMENT (SDE)
PROP. SANITARY SEWER EASEMENT
PROP.CONTOUR
EXIST. MAJOR CONTOUR -
EXIST. MINOR CONTOUR
EXIST. FLOOD WAY
GRAPHIC SCALE
40' 0 20' 40' 80' 160' ,
0
( IN FEET )
1 inch = 40 ft. Know Whars below.
0111 before you dig.
O
r
EXIST. FEMA 100 YEAR FLOODPLAIN
w
zo
WQ
o
EXIST. FEMA 500 YEAR FLOODPLAIN
0
00
EXIST. STREAM
zz
EXIST. 50' BUFFER
x
EXIST. WETLANDS
L -
GRAPHIC SCALE
40' 0 20' 40' 80' 160' ,
0
( IN FEET )
1 inch = 40 ft. Know Whars below.
0111 before you dig.
SHEET
C3.3
z
O
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PROJECT MANAGER: SM
GRAPHIC SCALE GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
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PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
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PROJECT MANAGER: SM
GRAPHIC SCALE GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
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PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
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PROJECT INFORMATION
PROJECT MANAGER: SM
GRAPHIC SCALE GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
4' 0 2' 4' 8' 16' 40' 0 20' 40' 80' 160' ,
PROJECT NUMBER: DX42.400
5 ORIGINAL DATE: 6/13/2016
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IN CASE OF CONFLICT WITH STORM PIPES, CONTRACTOR TO DIP THE WATERLINE BELOW THE 1. RIM ELEVATION FOR CATCH BASINS (CB) = FRONT CENTER OF GRATE AT EDGE OF PAVEMENT.
STORM TO MAINTAIN A MINIMUM 18" VERTICAL CLEARANCE BETWEEN THE UTILITIES. 2. RIM ELEVATION FOR DROP INLETS (DI) = TOP CENTER OF GRATE.
3. RIM ELEVATION FOR JUNCTION BOXES (JB) = TOP CENTER OF MANHOLE COVER. PROJECT INFORMATION
PROJECT MANAGER: SM
GRAPHIC SCALE GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
4' 0 2' 4' 8' 18' 40' 0 20' 40' 80' 160' ,
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
( IN FEET) ( IN FEET )
VERTICAL SCALE 1 inch = 40 ft. Knout what's below. SHEET:
1 inch = 4 ft. Call before you dig. C3.12
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IN CASE OF CONFLICT WITH STORM PIPES, CONTRACTOR TO DIP THE WATERLINE BELOW THE 1. RIM ELEVATION FOR CATCH BASINS (CB) = FRONT CENTER OF GRATE AT EDGE OF PAVEMENT.
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3. RIM ELEVATION FOR JUNCTION BOXES (JB) = TOP CENTER OF MANHOLE COVER.
PROJECT INFORMATION
PROJECT MANAGER: SM
GRAPHIC SCALE GRAPHIC SCALE DESIGNED BY: SLH
DRAWN BY: SLH
4- 0 2' 4' 8' 16' 40' 0 20' 40' 80' 160' ,
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
( IN FEET) ( IN FEET )
VERTICAL SCALE 1 inch = 40 ft. Know Whars below. SHEET:
1 inch = 4 ft. 0111 before you dig. C3.13
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30"X30" ACCESS DOOF
STEPS
CUI�IIVV
TOP VIEW OF GRATE
10' LITTORAL
SHELF 1:10
TOP OF CONTROL STIR. = 311.00 p
WATER QUALITY ELEV. = 309.33' ,I 1
h /h
J I• �
I I,
PERM. WATER ELEV. = 308.00'
/ PROP. BOTTOM OF LITTORAL SHELF ELEV. = 304.50'
) I
ELEV. = 307.00' I
TOP OF POND = 314.0' I
3
_III
I
PROP. TOP OF LITTORAL SHELF ELEV. = 305.50'
PROP. PERM. WATER ELEV. = 305.00'
PROP. 2.0" PVC INVERTED WATER
:I I
I
TOP OF POND = 314.00'
IL .
QUALITY ORIFICE/PIPE. END OF -
QUALITY ORIFICE/PIPE. END OF PIPE
I
GRATE SHALL BE
PROP. MIRAFI 50OX
OR EQUIVALENT
PERMANENT WATER ELEVATION
RECESSEDINTO
GALVINIZED SQ. GRATE W/
4'X4t
PRECAST STRUCTURE
HINGED ACCESS DOOR
IAND
FLUSH WITH TOP
(SEE DETAIL THIS SHEET)
I
OF BOX
280.00 SF
I
RECTANGULAR OUTLET
TOP OF CONTROL STIR. = 311.00'
I
OPENING 12"H X 36"W
BOTTOM OFPOND _FOR _WATER STORAGE _ELEV. _=303.0' --------
L -T _
ELEV. = 309.50
SHALLOW WATER PLANTS (307.5 TO 308.0) (1843 SF)
HEADWALL(SEE PLAN �A
WATER QUALITY ORIFICE
•
2.0"(I.D.) SCH.40 PVC (OR
WATER QUALITY ELEV. = 309.33'
•
APPROVED EQUAL) WITH
PERM. WATER ELEV. = 308.00'
COLLAR LOCATION PER PLAN.
45 -DEGREE ELBOW - INV. = 308.00'
10' LITTORAL SHELF
PROP. RIP RAP APRON
EPDXY COATED STEPS
(SEE PLAN VIEW THIS SHEET)
3:1 SLOPE STABILIZED II IIII-III
CAST INTO SIDE OF
BEYOND THE OUTSIDE WALL
CONTROL STRUCTURE SECTION DETAIL
STRUCTURE @ 14" O.C.
IJUNCUSEFFUSUS
COLLAR SHALL BE 2.5' MIN.
MAX
0.5' O.C.
531.00 SF
PROP.30" RCP
INV. OUT 307.50'
SACE
2222222 128
SAURURUS CERNUUS
I I
PROP. 2.5' X 7' SQUARE
2' O.C.
I I 1 I
CONCRETE ANTI -FLOTATION
128
\ \
PAD
BOTTOM OF POND FOR WATER STORAGE ELEV. = 303.0'
\� / /
515.00 SF
POCO
_
PONTADERIA CORDATA
BOTTOM OF POND FOR SEDIMENT
- - - - - -
V O.C.
T RA E ELEV. = 2.
SCPU
128
CONTROL STRUCTURE ELEVATION DETAIL
30"X30" ACCESS DOOF
STEPS
CUI�IIVV
TOP VIEW OF GRATE
10' LITTORAL
SHELF 1:10
TOP OF CONTROL STIR. = 311.00 p
WATER QUALITY ELEV. = 309.33' ,I 1
h /h
J I• �
I I,
PERM. WATER ELEV. = 308.00'
/ PROP. BOTTOM OF LITTORAL SHELF ELEV. = 304.50'
) I
ELEV. = 307.00' I
TOP OF POND = 314.0' I
3
_III
I
PROP. TOP OF LITTORAL SHELF ELEV. = 305.50'
PROP. PERM. WATER ELEV. = 305.00'
PROP. 2.0" PVC INVERTED WATER
:I I
I
SHALLOW LAND ZONE
QUALITY ORIFICE/PIPE. END OF -
QUALITY ORIFICE/PIPE. END OF PIPE
,I
PROP. MIRAFI 50OX
OR EQUIVALENT
PERMANENT WATER ELEVATION
SHALL BE V BELOW PERMANENT
(SEE DETAIL THIS SHEET)
10' OFFSET FROM
SALA
WATER ELEVATION
PROP. FOREBAY BERM
1 SAGITTARIA LATIFOLIA
(SEE DETAIL THIS SHEET)
I
PROP. 30" RCP W/ O-RING I
280.00 SF
I
GASKETS AT 0.50% I
ELEV. 312.85'
I
(SEE PLAN VIEW THIS SHEET)
BOTTOM OFPOND _FOR _WATER STORAGE _ELEV. _=303.0' --------
L -T _
PROP. F.E.S OR '0F
SHALLOW WATER PLANTS (307.5 TO 308.0) (1843 SF)
HEADWALL(SEE PLAN �A
_ WATER QUALITY ELEV. = 309.33' 17 _ _ _
•
PROP. CONCRETE ANTI -SEEP
BOTTOM OF POND FOR SEDIMENT STORAGE ELEV.
•
I I � �� I I I �• oe�
PROP. INLET PIPE
COLLAR LOCATION PER PLAN.
(SEE PLAN VIEW THIS SHEET)
10' LITTORAL SHELF
PROP. RIP RAP APRON
COLLAR SHALL EXTEND 12"
(SEE PLAN VIEW THIS SHEET)
3:1 SLOPE STABILIZED II IIII-III
1' O.C.
BEYOND THE OUTSIDE WALL
CONTROL STRUCTURE SECTION DETAIL
OF PIPE. COVER OVER
IJUNCUSEFFUSUS
COLLAR SHALL BE 2.5' MIN.
WET POND A DETAIL
PROP. SEDIMENT FOREBAY PROP. MAIN POND -'
PROP. 2.5' X 7' SQUARE
ANTI -FLOTATION PAD
PROP. BACK OF
CONTROL STIR.
LOCATED AT TOE
OF 10:1 SLOPE
PROP. CONTROL STIR. W/ TRASH
RACK. 6" MIN. FREEBOARD FROM
WATER QUALITY ELEV. 309.33'
TOP OF CONTROL STIR. ELEV.=311.00'
PROP. LITTORAL SHELF
-W/ WETLAND PLANTINGS
10' MIN. WIDTH
6" FREEBOARD
6"
PROP. OUTLET PIPE
(SEE PLAN VIEW THIS SHEET)
WET POND A PROFILE
2'
LEVEL
WATER QUALITY ELEV. = 3Qaal_
PERM. WATER ELEV. = 305.00'
3 J y✓. �'
1 r
i
i
FOREBAY
II1F
PROP. SEDIMENT = III=
BOTTOM OF FOREBAY ELEV. = 303.00'
STORAGE AREA - - - - - - -
(NO PLANTING ALLOW I'
IN THIS AREA) I III
PERM. WATER ELEV. = 308.00'
CLASS 1 RIP -RAP 15" MINIMUM
NOT TO SCALE
PROP. TOP OF BERM=314.0'
PROP. EMERGENCY
SPILLWAY ELEV.=313.0'
(SEE DETAIL THIS SHEET)
BMP MAINTENANCE EASEMENT
10' OFFSET FROM
SLOPE BREAK
LPROP. RIP -RAP
APRON (SEE PLAN
VIEW THIS SHEET)
PROP. ANTI -SEEP
COLLARS
PRORDUCTILE IRON MAINTENANCE
DRAIN PIPE WITH SLUICE GATE OR
VALVE. (OFFLINE FROM OUTLET
AND LOCATE VALVE IN BERM)
0.5% SLOPE MIN. DRAIN PIPE
SHALL HAVE ANTI -SEEP COLLARS
HEIGHT OF RIP -RAP ON BERM SHALL
PROP. 2.0" PVC INVERTED WATER
SHALLOW LAND ZONE
QUALITY ORIFICE/PIPE. END OF -
SHALLOW WATER ZONE
PIPE SHALL BE 1' BELOW
PROP. MIRAFI 50OX
OR EQUIVALENT
PERMANENT WATER ELEVATION
BMP MAINTENANCE EASEMENT
(SEE DETAIL THIS SHEET)
10' OFFSET FROM
SALA
SLOPE BREAK
PROP. FOREBAY BERM
1 SAGITTARIA LATIFOLIA
(SEE DETAIL THIS SHEET)
2"x5" PLUG
PROP. 100 YEAR EVENT
280.00 SF
STORMWATER STORAGE
ELEV. 312.85'
I NYMPHAEA ODORATA
WHITE WATER LILY
S<o
6MIN. N. FR
PROP. F.E.S OR '0F
SHALLOW WATER PLANTS (307.5 TO 308.0) (1843 SF)
HEADWALL(SEE PLAN �A
_ WATER QUALITY ELEV. = 309.33' 17 _ _ _
VIEW THIS SHEET)
IIIIIIIIII
PERM. WATER ELEV. = 308.00'
4
IIIIII� � � � �
I I � �� I I I �• oe�
PROP. INLET PIPE
10:1 SLOPE 7
(SEE PLAN VIEW THIS SHEET)
10' LITTORAL SHELF
PROP. RIP RAP APRON
�q
(SEE PLAN VIEW THIS SHEET)
3:1 SLOPE STABILIZED II IIII-III
1' O.C.
TO POND BOTTOM
PROP. SEDIMENT FOREBAY PROP. MAIN POND -'
PROP. 2.5' X 7' SQUARE
ANTI -FLOTATION PAD
PROP. BACK OF
CONTROL STIR.
LOCATED AT TOE
OF 10:1 SLOPE
PROP. CONTROL STIR. W/ TRASH
RACK. 6" MIN. FREEBOARD FROM
WATER QUALITY ELEV. 309.33'
TOP OF CONTROL STIR. ELEV.=311.00'
PROP. LITTORAL SHELF
-W/ WETLAND PLANTINGS
10' MIN. WIDTH
6" FREEBOARD
6"
PROP. OUTLET PIPE
(SEE PLAN VIEW THIS SHEET)
WET POND A PROFILE
2'
LEVEL
WATER QUALITY ELEV. = 3Qaal_
PERM. WATER ELEV. = 305.00'
3 J y✓. �'
1 r
i
i
FOREBAY
II1F
PROP. SEDIMENT = III=
BOTTOM OF FOREBAY ELEV. = 303.00'
STORAGE AREA - - - - - - -
(NO PLANTING ALLOW I'
IN THIS AREA) I III
PERM. WATER ELEV. = 308.00'
CLASS 1 RIP -RAP 15" MINIMUM
NOT TO SCALE
PROP. TOP OF BERM=314.0'
PROP. EMERGENCY
SPILLWAY ELEV.=313.0'
(SEE DETAIL THIS SHEET)
BMP MAINTENANCE EASEMENT
10' OFFSET FROM
SLOPE BREAK
LPROP. RIP -RAP
APRON (SEE PLAN
VIEW THIS SHEET)
PROP. ANTI -SEEP
COLLARS
PRORDUCTILE IRON MAINTENANCE
DRAIN PIPE WITH SLUICE GATE OR
VALVE. (OFFLINE FROM OUTLET
AND LOCATE VALVE IN BERM)
0.5% SLOPE MIN. DRAIN PIPE
SHALL HAVE ANTI -SEEP COLLARS
HEIGHT OF RIP -RAP ON BERM SHALL
NOT EXCEED EL. 308.5'
SHALLOW LAND ZONE
1WATER QUALITY ELEV. = 3"
SHALLOW WATER ZONE
PERM. WATER ELEV. 308.000'_
PROP. MIRAFI 50OX
OR EQUIVALENT
= 303.0' TO 307.5'
WOVEN FILTER
•'` MAIN POOL
3 1
FABRIC LINER
RIP -RAP SHALL EXTEND
TO BOTTOM OF MAIN
SALA
POND BAY
PROP. 6" GATE VALVE-/ PROP. 6" DIP
FOREBAY DRAIN PIPE
INV. IN=303.50'
INV. OUT=303.00'
FOREBAY BERM SECTION
3 TOP OF BERM=314.00'
1 - -1 --77=7777-7
III-iI'"
1I -
F
TOP OF BERM=314.00'
k-
I -
j r
10'
SPILLWAY ELEVATION -313.00'
NOT TO SCALE
TOP OF BERM=314.00'
l-1I1=1I1=1 �- PROP. MIRAFI 50OX
BOTTOM OF POND III III 11111 it 1-1' k OR EQUIVALENT
El I III=I1 SIV-Ali=ili�1� i 1�iI I Villrt_ WOVEN FILTER
I=1 I El 11=1 11=1 11=1 11 I 1-1' I
-111-111-111-I II III-' - FABRIC LINER
.1 I I=III=III PROP. CLASS "A" RIPRAP
(MINIMUM 1.0 FT THICK)
LITTORAL SHELF DETAIL EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
WET POND A FOREBAY BERM, LITTORAL SHELF, & EMERGENCY SPILLWAY DETAIL
UPLAND ZONE =
308.5' TO 314.0'
SHALLOW LAND ZONE
= 308.0' TO 308.5'
SHALLOW WATER ZONE
= 307.5' TO 308.0'
DEEP POOL ZONE
= 303.0' TO 307.5'
PROP. SEDIMENT STORAGE
(NO PLANTING ALLOW IN THIS)
GRAPHIC SCALE
20' 0 10' 20' 40'
( IN FEET )
1 inch = 20 ft.
LU LU
QID
w
SHALLOVII�
WATER
DEEP POOLSHALLOW LAND UPLAND
LITTOR L SHELF
WET POND A PLANTING ZONES
NOT TO SCALE
80'
\ t RIP RAP APRON
AT OUTFALL
161 X 18.5'W X 30"D
/
POND A - PLANTING CHART
ABBR.
SYMB. I QTY.
I BOTANICAL NAME
COMMON NAME
I SIZE
I SPACING AREA
DEEP POOL PLANTS (303.0 TO 307.5) (533 sf)
Z
SALA
67
1 SAGITTARIA LATIFOLIA
DUCK POTATOI
2"x5" PLUG
2' O.C.
280.00 SF
NULU
30
I NYMPHAEA ODORATA
WHITE WATER LILY
#SP4 CG
3' O.C.
253.00 SF
SHALLOW WATER PLANTS (307.5 TO 308.0) (1843 SF)
HIMO
70
HIBISCUS MOSCHEUTOS
MARSH MALLOW
#SP4 CG
3' O.C.
630.00S
IRVI
682
1 IRIS VIRGINICA
BLUE FLAG
2"x5" PLUG
1' O.C.
682.00 SF
JUEF
o 2120
IJUNCUSEFFUSUS
SOFT RUSH
2"x5" PLUG
0.5' O.C.
531.00 SF
SHALLOW LAND PLANTS (308.0 TO 308.5) (2062 sf)
SACE
2222222 128
SAURURUS CERNUUS
LIZARD'S TAIL
2"x5" PLUG
2' O.C.
515.00 SF
BIAR
128
BIDENS ARISTOSA
TICKSEED SUNFLOWER
2"x5" PLUG
2' O.C.
515.00 SF
POCO
0000 515
PONTADERIA CORDATA
PICKERELWEED
2"x5" PLUG
V O.C.
515.00 SF
SCPU
128
SCRIPUS PUNGENS
COMMON THREESQUARE
2"x5" PLUG
2' O.C.
515.00 SF
BMP MAINTENANCE NOTES:
1. A PROGRAM OF MONITORING THE AQUATIC ENVIRONMENT OF A PERMANENT WET
DETENTION BASIN SHOULD BE ESTABLISHED. ITEMS SUCH AS WATER CLARITY AND ALGAL
GROWTH SHOULD BE MONITORED REGULARLY.
2. THE VEGETATION LOCATED ON THE VEGETATED SHELF MUST BE PROPERLY
MAINTAINED. BARE SPOTS, WEEDS, AND INVASIVE SPECIES SHOULD BE NOTED AND
REMEDIED AS SOON AS POSSIBLE TO PREVENT LARGER PROBLEMS.
3. CHEMICAL APPLICATION TO CONTROL WEEDS SHOULD BE CAREFULLY CONSIDERED
AND MONITORED.
4. SEDIMENT ACCUMULATION SHOULD BE MONITORED THROUGH VISUAL INSPECTION OF
THE BASIN BOTTOMS AND THE SEDIMENT ACCUMULATION DEPTH MARKER. WHEN THE
SPECIFIED DEPTH OF SEDIMENT HAS BEEN REACHED IN EITHER THE FOREBAY OR MAIN BASIN,
THE SEDIMENT SHOULD BE REMOVED AND DISPOSED OF PROPERLY.
5. IMMEDIATELY AFTER THE WET DETENTION BASIN IS ESTABLISHED, THE PLANTS ON THE
VEGETATED SHELF AND PERIMETER OF THE BASIN SHOULD BE WATERED TWICE WEEKLY IF
NEEDED, UNTIL THE PLANTS BECOME ESTABLISHED (COMMONLY SIX WEEKS).
6. NO PORTION OF THE WET DETENTION POND SHOULD BE FERTILIZED AFTER THE FIRST
INITIAL FERTILIZATION THAT IS REQUIRED TO ESTABLISH THE PLANTS ON THE VEGETATED
SHELF.
7. STABLE GROUNDCOVER SHOULD BE MAINTAINED IN THE DRAINAGE AREA TO REDUCE
THE SEDIMENT LOAD TO THE WET DETENTION BASIN.
8. IF THE BASIN MUST BE DRAINED FOR AN EMERGENCY OR TO PERFORM MAINTENANCE,
THE FLUSHING OF SEDIMENT THROUGH THE EMERGENCY DRAIN SHOULD BE MINIMIZED TO
THE MAXIMUM EXTENT PRACTICAL.
9. ONCE A YEAR, THE DAM SAFETY EXPERT SHOULD INSPECT THE EMBANKMENT.
10. AFTER A WET DETENTION POND IS ESTABLISHED, IT SHOULD BE INSPECTED ONCE A
MONTH AND WITHIN 24 HOURS AFTER EVERY STORM EVENT GREATER THAN 1". RECORDS OF
OPERATION AND MAINTENANCE SHOULD BE KEPT IN A KNOWN SET LOCATION AND MUST BE
AVAILABLE UPON REQUEST.
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PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
DRAWN BY: KRM
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
SHEET:
C3.14

=uol[AV
TOP VIEW OF GRATE
10' LITTORAL
SHELF 1:10
TOP OF POND =
V
1
TOP OF POND = 309.50'
1
-
=I � I-
GRATE SHALL BE
41
1
PIPE SHALL BE 1' BELOW
RECESSEDINTO
GALVINIZED SQ. GRATE W/
4'x4' SQUARE
SHALLO
PRECAST STRUCTURE
HINGED ACCESS DOOR
INSIDE
10' OFFSET FROM
AND FLUSH WITH TOP
y
SLOPE BREAK
I
OF BOX
PROP. BOTTOM OF LITTORAL SHELF ELEV. = 304.50'
ELEV. = 304.00'
U
RECTANGULAR OUTLET 30"X30" ACCESS DOOF
TOP OF CONTROL STIR. = 307.50'
N
PROP. 2.0" PVC INVERTED WATER
OPENING 12"H X 36"W
it
QUALITY ORIFICE/PIPE. END OF PIPE
ELEV. = 306.25
58
o
SHALL BE 1' BELOW PERMANENT
WATER QUALITY ORIFICE
6" MIN. FREEBOARD
PROP. F.E.S OR F
WATER ELEVATION
2.0"(I.D.) SCH.40 PVC (OR
WATER QUALITY ELEV. = 306.02'
(SEE DETAIL THIS SHEET)
I I
APPROVED EQUAL) WITH
_ _
I
GASKETS AT 0.20%
45 -DEGREE ELBOW - INV. = 305.00'
PERM. WATER ELEV. = 305.00'
(SEE PLAN VIEW THIS SHEET) /1
_
�• oe�'
-
EPDXY COATED STEPS
10:1 SLOPE
(SEE PLAN VIEW THIS SHEET).
PROP. CONCRETE ANTI -SEEP
CAST INTO SIDE OF STEPS
.
2"x5" PLUG
I II
COLLAR LOCATION PER PLAN.
3:1 SLOPE STABILIZED I-III=III=III=I I _
STRUCTURE @ 14" O.C.
BIDENS ARISTOSA
COLLAR SHALL EXTEND 12"
2"x5" PLUG
BEYOND THE OUTSIDE WALL
CONTROL STRUCTURE SECTION DETAIL
MAX
>>>3 412
COLLAR
R SHALL BBE E 2 2.5'.5' MIN. NOT TO SCALE
2.5' X 7' SQUARE
PROP.36"RCP
ANTI -FLOTATION PAD
412.00 SF
SCPU
INV. OUT 303.50'
SCRIPUS PUNGENS
COMMON THREESQUARE
CONTROL STR.
.2'0.C.
412.00 SF
It ))
PROP. 2.5' X 7' SQUARE
OF 10:1 SLOPE
it 1 1
CONCRETE ANTI -FLOTATION
� i
PAD
BOTTOM OF POND FOR WATER STORAGE ELEV. = 300.0'
BOTTOM OF POND FOR SEDIMENT
4.
CONTROL STRUCTURE ELEVATION DETAIL
=uol[AV
TOP VIEW OF GRATE
10' LITTORAL
SHELF 1:10
TOP OF POND =
WET POND B DETAIL
V
1
TOP OF CONTROL STIR. = 307.50 p
1
-
=I � I-
WATER QUALITY ELEV. = 306.02'
41
1
PIPE SHALL BE 1' BELOW
-,
N
PERMANENT WATER ELEVATION
SHALLO
PROP. TOP OF LITTORAL SHELF ELEV. = 305.50'
PERM. WATER ELEV. = 305.00'
I°
10' OFFSET FROM
i PROP. PERM. WATER ELEV. = 305.00'
y
SLOPE BREAK
I
�
PROP. BOTTOM OF LITTORAL SHELF ELEV. = 304.50'
ELEV. = 304.00'
U
I I.
PROP. 100 YEAR EVENT
N
PROP. 2.0" PVC INVERTED WATER
:I
1
it
QUALITY ORIFICE/PIPE. END OF PIPE
,I
58
o
SHALL BE 1' BELOW PERMANENT
s�oA
6" MIN. FREEBOARD
PROP. F.E.S OR F
WATER ELEVATION
1 I
HEADWALL(SEE PLAN ryA
(SEE DETAIL THIS SHEET)
I I
PROP. 36" RCP W/ O-RING
_ _
I
GASKETS AT 0.20%
PERM. WATER ELEV. = 3_05.00'
1 I
(SEE PLAN VIEW THIS SHEET) /1
BOTTOM -POND FOR WATER STORAGE ELEV. = 30-
�• oe�'
-
PROP. INLET PIPE
10:1 SLOPE
(SEE PLAN VIEW THIS SHEET).
PROP. CONCRETE ANTI -SEEP
BOTTOM OF POND FOR SEDIMENT STORAGE ELEV. =299.0'
.
2"x5" PLUG
I II
COLLAR LOCATION PER PLAN.
3:1 SLOPE STABILIZED I-III=III=III=I I _
• 4
BIDENS ARISTOSA
COLLAR SHALL EXTEND 12"
2"x5" PLUG
BEYOND THE OUTSIDE WALL
CONTROL STRUCTURE SECTION DETAIL
PIPE. COVER OVER
>>>3 412
COLLAR
R SHALL BBE E 2 2.5'.5' MIN. NOT TO SCALE
WET POND B DETAIL
PROP. CONTROL STIR. W/ TRASH
RACK. 6" MIN. FREEBOARD FROM
WATER QUALITY ELEV. 306.02
TOP OF CONTROL STIR. ELEV.=307.50
PROP. LITTORAL SHELF
-W/ WETLAND PLANTINGS
10' MIN. WIDTH
6" FREEBOARD
4 ------
I- 6"
PROP. TOP OF BERM=309.5'
PROP. EMERGENCY
SPILLWAY ELEV.=308.5'
(SEE DETAIL THIS SHEET)
BMP MAINTENANCE EASEMENT
10' OFFSET FROM
SLOPE BREAK
LPROP. RIP -RAP
APRON (SEE PLAN
VIEW THIS SHEET)
PROP. ANTI -SEEP
COLLARS
PRORDUCTILE IRON MAINTENANCE
DRAIN PIPE WITH SLUICE GATE OR
VALVE. (OFFLINE FROM OUTLET
AND LOCATE VALVE IN BERM)
0.5% SLOPE MIN.DRAIN PIPE
SHALL HAVE ANTI -SEEP COLLARS
NOT TO SCALE
WET POND B PROFILE
CLASS 1 RIP -RAP 15" MINIMUM.
HEIGHT OF RIP -RAP ON BERM SHALL
NOT EXCEED EL. 305.5'
2'
LEVEL
WATER QUALITY ELEV. - 3ggaZ __�L. WATER QUALITY ELEV. = 306.02
PROP. MIRAFI 50OX
PERM. WATER ELEV. = 305.00' ��PERM. WATER ELEV. 305.00'' OR EQUIVALENT
I II II. ,I,- -` WOVEN FILTER
1 F MAIN POOL FABRIC LINER
_ 11- 11-1 � I I I I A =1 I I =-
FOREBAY f�"r, _ - I I - II = 1 RIP -RAP SHALL EXTEND
TO BOTTOM OF MAIN
PROP. SEDIMENT BOTTOM OF FOREBAY ELEV. - 300.00' J I - - I - POND BAY
STORAGE AREA - - - - - - -.
(NO PLANTING ALLOW
IN THIS AREA) -
299.0
PROP. 6" GATE VALVE PROP. 6" DIP
FOREBAY DRAIN PIPE
INV. IN=300.50'
INV. OUT=300.00'
I FOREBAY BERM SECTION
I
LU W
�IUj
I I I
TOP OF BERM=309.50' TOP OF BERM=309.50'
� I �
� I �
3 TOP OF BERM=309.50'
1-- -
PERM. WATER ELEV. = 305.00'
�- i l
II I I-1 I -III II I II I PROP. MIRAFI 50OX
BOTTOM OF POND _ -I �'�
_ _ _ _ _ I � 1=1TI=TI-� � I-
11 -I I -I I -III -I I -I I -I I I-1 11 -III OR EQUIVALENT
I=1 I El I El I El I El 11=1 11= I I WOVEN FILTER
FABRIC LINER
III=III=III PROP. CLASS "A" RIPRAP
(MINIMUM 1.0 FT THICK)
LITTORAL SHELF DETAIL EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
WET POND B FOREBAY BERM, LITTORAL SHELF, & EMERGENCY SPILLWAY DETAIL
UPLAND ZONE = 305.5' TO 307.0'
SHALLOW LAND ZONE = 305.0' TO 305.5'
SHALLOW WATER ZONE - 304.5' TO 305.0'
DEEP POOL ZONE = 300.0' TO 304.5'
PROP. SEDIMENT STORAGE AREA
(NO PLANTING ALLOW IN THIS AREA)
PROP. 2.0" PVC INVERTED WATER
I BOTANICAL NAME
LU LU
QUALITY ORIFICE/PIPE. END OF
QIo
DEEP POOL PLANTS (300.0 TO 304.5) (448 sf)
PIPE SHALL BE 1' BELOW
o o
N
PERMANENT WATER ELEVATION
SHALLO
BMP MAINTENANCE EASEMENT
(SEE DETAIL THIS SHEET)
DEEP POOL
10' OFFSET FROM
2"x5" PLUG
y
SLOPE BREAK
PROP. FOREBAY BERM
�
-7
(SEE DETAIL THIS SHEET)
U
I #SP4 CG
PROP. 100 YEAR EVENT
N
00cd
STORMWATER STORAGE
it
ELEV. 308.70
N U
58
o
W
s�oA
6" MIN. FREEBOARD
PROP. F.E.S OR F
IRVI
521
HEADWALL(SEE PLAN ryA
WATER QUALITY ELEV. = 306.02' 7
o
u
VIEW THIS SHEET)
_ _
III -III -III -I I
PERM. WATER ELEV. = 3_05.00'
SOFT RUSH
��
� ��-Ili/
�• oe�'
-
PROP. INLET PIPE
10:1 SLOPE
(SEE PLAN VIEW THIS SHEET).
10' LITTORAL SHELFPRO
SAURURUS CERNUUS
RIP RAP
PVIEW
2"x5" PLUG
I II
(SEE PLAN THIS SHEET)II
3:1 SLOPE STABILIZED I-III=III=III=I I _
_ _ I I - I I-
BIDENS ARISTOSA
TO POND BOTTOM
2"x5" PLUG
2'0.C.
PROP. SEDIMENT FOREBAY PROP.
MAIN POND
>>>3 412
PROP.
2.5' X 7' SQUARE
2"x5" PLUG
ANTI -FLOTATION PAD
412.00 SF
SCPU
PROP. BACK OF
SCRIPUS PUNGENS
COMMON THREESQUARE
CONTROL STR.
.2'0.C.
412.00 SF
LOCATED AT TOE
OF 10:1 SLOPE
PROP. OUTLET PIPE
(SEE PLAN VIEW THIS SHEET)
PROP. CONTROL STIR. W/ TRASH
RACK. 6" MIN. FREEBOARD FROM
WATER QUALITY ELEV. 306.02
TOP OF CONTROL STIR. ELEV.=307.50
PROP. LITTORAL SHELF
-W/ WETLAND PLANTINGS
10' MIN. WIDTH
6" FREEBOARD
4 ------
I- 6"
PROP. TOP OF BERM=309.5'
PROP. EMERGENCY
SPILLWAY ELEV.=308.5'
(SEE DETAIL THIS SHEET)
BMP MAINTENANCE EASEMENT
10' OFFSET FROM
SLOPE BREAK
LPROP. RIP -RAP
APRON (SEE PLAN
VIEW THIS SHEET)
PROP. ANTI -SEEP
COLLARS
PRORDUCTILE IRON MAINTENANCE
DRAIN PIPE WITH SLUICE GATE OR
VALVE. (OFFLINE FROM OUTLET
AND LOCATE VALVE IN BERM)
0.5% SLOPE MIN.DRAIN PIPE
SHALL HAVE ANTI -SEEP COLLARS
NOT TO SCALE
WET POND B PROFILE
CLASS 1 RIP -RAP 15" MINIMUM.
HEIGHT OF RIP -RAP ON BERM SHALL
NOT EXCEED EL. 305.5'
2'
LEVEL
WATER QUALITY ELEV. - 3ggaZ __�L. WATER QUALITY ELEV. = 306.02
PROP. MIRAFI 50OX
PERM. WATER ELEV. = 305.00' ��PERM. WATER ELEV. 305.00'' OR EQUIVALENT
I II II. ,I,- -` WOVEN FILTER
1 F MAIN POOL FABRIC LINER
_ 11- 11-1 � I I I I A =1 I I =-
FOREBAY f�"r, _ - I I - II = 1 RIP -RAP SHALL EXTEND
TO BOTTOM OF MAIN
PROP. SEDIMENT BOTTOM OF FOREBAY ELEV. - 300.00' J I - - I - POND BAY
STORAGE AREA - - - - - - -.
(NO PLANTING ALLOW
IN THIS AREA) -
299.0
PROP. 6" GATE VALVE PROP. 6" DIP
FOREBAY DRAIN PIPE
INV. IN=300.50'
INV. OUT=300.00'
I FOREBAY BERM SECTION
I
LU W
�IUj
I I I
TOP OF BERM=309.50' TOP OF BERM=309.50'
� I �
� I �
3 TOP OF BERM=309.50'
1-- -
PERM. WATER ELEV. = 305.00'
�- i l
II I I-1 I -III II I II I PROP. MIRAFI 50OX
BOTTOM OF POND _ -I �'�
_ _ _ _ _ I � 1=1TI=TI-� � I-
11 -I I -I I -III -I I -I I -I I I-1 11 -III OR EQUIVALENT
I=1 I El I El I El I El 11=1 11= I I WOVEN FILTER
FABRIC LINER
III=III=III PROP. CLASS "A" RIPRAP
(MINIMUM 1.0 FT THICK)
LITTORAL SHELF DETAIL EMERGENCY SPILLWAY DETAIL
NOT TO SCALE
WET POND B FOREBAY BERM, LITTORAL SHELF, & EMERGENCY SPILLWAY DETAIL
UPLAND ZONE = 305.5' TO 307.0'
SHALLOW LAND ZONE = 305.0' TO 305.5'
SHALLOW WATER ZONE - 304.5' TO 305.0'
DEEP POOL ZONE = 300.0' TO 304.5'
PROP. SEDIMENT STORAGE AREA
(NO PLANTING ALLOW IN THIS AREA)
v its - HIMO \
\2084 - JUEF ��#B4z
521 - I RV I
00000 �GQ
r4i4
RIP RAP APRON \ ��
AT OUTFALL
20'L X 23'W X 36"D \
�\
r T
SS,
Ilk
SS \ \
PERMANENT WATER \ \�,.••• •••.�ti',
ELEVATION = 305.0' \ \ \ ' �' '� ''oo
305 - \ \ _ LICENSE NO..
56 - SALA \ \ _ C-0587 i
v 103 - SCPU v v
i
S.
103 - BIAR \ � . �q 5......•�QP•
103 - SACE \ II ''�� �iiili���
\ I
1 I
412 - POCO
25 - NULU \4
SEAQ l •
v
028116 �-
\ •'••FNS I N���: •'\,
I I 1111 O��D 6��/ �i
\ m
o /
o \
O . \
O \ A*
o �
10
o
\ , �#4 \ :`
`. FOREBAY \\
BOTTOM ELEV.= 300.00 \
Q' 61
301 300
303
302
\ 304
305
S' 306
/ \ 307
309 308
V v
\ \\ \ \
EMERGENCY
V \ SPILLWAY EL =
\ \ \ 308.50 -
v v v v
I
I BOTANICAL NAME
LU LU
I SIZE
QIo
DEEP POOL PLANTS (300.0 TO 304.5) (448 sf)
GL
o o
N
G
SHALLO
\
WATER
DEEP POOL
O
2"x5" PLUG
y
UPLAND
\
�
-7
�
U
I #SP4 CG
LITTOR
N
00cd
it
N U
58
o
W
#SP4 CG
T O.C.
521.00 SF
IRVI
521
u1
_
o
u
_ F
x %
1521.00SF
`d
W
JI NCUS EFFUSUS
SOFT RUSH
°n
m
Q-
U
SALE
00000000
00000000 103
SAURURUS CERNUUS
LIZARD'S TAIL
2"x5" PLUG
2'0.C.
412.00 SF
BIAR
v its - HIMO \
\2084 - JUEF ��#B4z
521 - I RV I
00000 �GQ
r4i4
RIP RAP APRON \ ��
AT OUTFALL
20'L X 23'W X 36"D \
�\
r T
SS,
Ilk
SS \ \
PERMANENT WATER \ \�,.••• •••.�ti',
ELEVATION = 305.0' \ \ \ ' �' '� ''oo
305 - \ \ _ LICENSE NO..
56 - SALA \ \ _ C-0587 i
v 103 - SCPU v v
i
S.
103 - BIAR \ � . �q 5......•�QP•
103 - SACE \ II ''�� �iiili���
\ I
1 I
412 - POCO
25 - NULU \4
SEAQ l •
v
028116 �-
\ •'••FNS I N���: •'\,
I I 1111 O��D 6��/ �i
\ m
o /
o \
O . \
O \ A*
o �
10
o
\ , �#4 \ :`
`. FOREBAY \\
BOTTOM ELEV.= 300.00 \
Q' 61
301 300
303
302
\ 304
305
S' 306
/ \ 307
309 308
V v
\ \\ \ \
EMERGENCY
V \ SPILLWAY EL =
\ \ \ 308.50 -
v v v v
WET POND B PLANTING ZONES
121010to] YoL1I=
0
rn
POND 'B' o
BOTTOM ELEV. = 300.00 W
TOP ELEV. = 309.50
LITTORAL SHELF ELEV. = 305.00 W
(EXCAVATE 1' BELOW CONTOURS o
\ SHOWN FOR SEDIMENT STORAGE)
z
I
ABBR.
I
I BOTANICAL NAME
LU LU
I SIZE
QIo
DEEP POOL PLANTS (300.0 TO 304.5) (448 sf)
0
�Iw
G
SHALLO
WATER
DEEP POOL
I DUCK POTATO
2"x5" PLUG
SHALLOW LAND
UPLAND
\
I
1 NYMPHAEA ODORATA
WHITE WATER LILY
I #SP4 CG
LITTOR
L SHELF
SHALLOW WATER PLANTS (304.5 TO 305.0) (1563 SF)
WET POND B PLANTING ZONES
121010to] YoL1I=
0
rn
POND 'B' o
BOTTOM ELEV. = 300.00 W
TOP ELEV. = 309.50
LITTORAL SHELF ELEV. = 305.00 W
(EXCAVATE 1' BELOW CONTOURS o
\ SHOWN FOR SEDIMENT STORAGE)
z
I
ABBR.
I SYMB. I QTY.
I BOTANICAL NAME
COMMON NAME
I SIZE
I SPACING NOTES
DEEP POOL PLANTS (300.0 TO 304.5) (448 sf)
0
G
SALA
67
1 SAGITTARIA LATIFOLIA
I DUCK POTATO
2"x5" PLUG
12'0.C.
1224.00 SF
NULU11A1
30
1 NYMPHAEA ODORATA
WHITE WATER LILY
I #SP4 CG
3' O.C.
1224.00 SF
SHALLOW WATER PLANTS (304.5 TO 305.0) (1563 SF)
HIMO
58
HIBISCUS MOSCHEUTOS
MARSH MALLOW
#SP4 CG
T O.C.
521.00 SF
IRVI
521
IRIS VIRGINICA
BLUE FLAG
2"x5" PLUG
1' O.C.
1521.00SF
JUEF
>000000 2084
JI NCUS EFFUSUS
SOFT RUSH
2"x5" PLUG
0.5' O.C.
521.00 SF
SHALLOW LAND PLANTS (305.0 TO 305.5) (1648 sfl
SALE
00000000
00000000 103
SAURURUS CERNUUS
LIZARD'S TAIL
2"x5" PLUG
2'0.C.
412.00 SF
BIAR
103
BIDENS ARISTOSA
TICKSEED SUNFLOWER
2"x5" PLUG
2'0.C.
412.00 SF
POCO
>>>3 412
PONTADERIA CORDATA
PICKERELWEED
2"x5" PLUG
1' O.C.
412.00 SF
SCPU
103
SCRIPUS PUNGENS
COMMON THREESQUARE
2"x5" PLUG
.2'0.C.
412.00 SF
20' D ,D• GRAPHIC SCALE 80'
I
( IN FEET )
1 inch = 20 ft.
O
0
Wm
F .0
Z
W Q
On
n_
00
ZZ
o
Know what's below.
0111 before you dig.
U
z
z
0
J
m
W
N
W
W
J
Q
0
G
H
z
0
H
0
2
PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C3.15

m
0
1. TYPICAL PAVEMENT SECTION (SEE TOWN OF ZEBULON TYPICAL CURB & GUTTER STREET 0
STANDARDS, SHEET C6.0)
Q
8-I1,4CH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
370
3 -INCH HOT LAID ASPHALT BINDER COURSE (SF 9.5)
BEARING
2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
70.26'
MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE
L2
APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
N 61°51'06" E
PLACED MORE THAN 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES
62.41'
ARE GREATER THAN 6%. THE TOWN OF ZEBULON PUBLIC WORKS DEPARTMENT MAY REQUIRE
L
ADDITIONAL BASE COURSE IF CONDITIONS EXIST TO WARRANT THE ACTION.
L
3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COURSE
333.64'
FOR A MINIMUM OF 18 MONTHS TO PERMIT HOME CONSTRUCTION TO BE SUBSTANTIALLY
321.15'
COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB DRAINAGE
54°37'01"
STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD.
j 606.00'
4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
1 67.87'
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
j N 13°37'30" E
ASPHALT SHALL BE APPLIED TO EACH ROADWAY.
2
n
360
5. ALL MATERIAL USED IN BASE, BINDER AND SURFACE COURSES SHALL MEET NCDOT
a
SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND
GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
CB#x(10
TEST PER PROJECT, WHICHEVER IS GREATER.
B#A3
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
'
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
1
DOCUMENTING THE FOLLOWING:
W
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
5
STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
OTHER ACCEPTABLE PROCESS; AND
B. IN AREAS REQUIRING FILL MATERIAL, SUITABLE ROADWAY FILL MATERIAL HAS
BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
5
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
I
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
1
ROADWAY PROPOSED TO BE ACCEPTED INTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION IS A CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION FOR
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPICAL
)
CROSS-SECTION OR THE DEVELOPMENT OF A GREATER ADEQUATE AGGREGATE BASE
COURSE PAVEMENT DESIGN.
340
STREET CENTERLINE
LINE TABLE
LINE
LENGTH
BEARING
L1
70.26'
N 60°00'20" E
L2
286.56'
N 61°51'06" E
L8
62.41'
N 78°54'54'• W
STREET CENTERLINE CURVE TABLE
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C2
500.00'
16.11'
8.06'
16.11'
N 60°55'43" E
1-50-46"
C3
350.00'
333.64'
180.71'
321.15'
N 34°32'35" E
54°37'01"
C4
j 606.00'
j 135.18'
1 67.87'
1 134.90'
j N 13°37'30" E
j 12°46'51"
330
0 0 0 0
r CV M
0 0 0 0 LO
LID to ti C* C*
I
' I
I ,
I ,
I
' I
1
I
Q
c°' � I
U
Q 2'
13�
LEGEND )
� ' 1
PROP. STORM DRAINAGE EASEMENT (SDE)
zo I
PROP. SANITARY SEWER EASEMENT
PROP. SIDEWALK •s '. r, I
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DESIGNED BY:
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DRAWN BY:
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PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET
C4.0

1. TYPICAL PAVEMENT SECTION (SEE TOWN OF ZEBULON TYPICAL CURB & GUTTER STREET
STANDARDS, SHEET C6.0)
8 -INCH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
3 -INCH HOT LAID ASPHALT BINDER COURSE (SF 9.5)
2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE
APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
PLACED MORE THAN 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES
ARE GREATER THAN 6%. THE TOWN OF ZEBULON PUBLIC WORKS DEPARTMENT MAY REQUIRE
ADDITIONAL BASE COURSE IF CONDITIONS EXIST TO WARRANT THE ACTION.
3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COURSE
FOR A MINIMUM OF 18 MONTHS TO PERMIT HOME CONSTRUCTION TO BE SUBSTANTIALLY
COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB DRAINAGE
STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD.
4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
ASPHALT SHALL BE APPLIED TO EACH ROADWAY.
5. ALL MATERIAL USED IN BASE, BINDER AND SURFACE COURSES SHALL MEET NCDOT
SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND
GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
TEST PER PROJECT, WHICHEVER IS GREATER.
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
OTHER ACCEPTABLE PROCESS; AND
B. IN AREAS REQUIRING FILL MATERIAL, SUITABLE ROADWAY FILL MATERIAL HAS
BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
ROADWAY PROPOSED TO BE ACCEPTED INTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION IS A CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION FOR
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPICAL
CROSS-SECTION OR THE DEVELOPMENT OF A GREATER ADEQUATE AGGREGATE BASE
COURSE PAVEMENT DESIGN.
STREET CENTERLINE CURVE TABLE
LEGEND
CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C5
550.00'
311.55'
160.08'
307.40'
N 36°14'35" E
32°27'19"
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500.00'
156.51'
78.90'
155.87'
N 61°26'18" E
7°56'06"
17'56'06j1-
LEGEND
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0111 before you dig.
C4. 1

PAVEMENT NOTES p
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1. TYPICAL PAVEMENT SECTION (SEE TOWN OF ZEBULON TYPICAL CURB & GUTTER STREET +
STANDARDS, SHEET C6.0) C
LEGEND
PROP. STORM DRAINAGE EASEMENT (SDE) — —
PROP. SANITARY SEWER EASEMENT
PROP. SIDEWALK I •' s. • •1
N PROP. 5' UTILITY EASEMENT
42
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PROP. 10' X 70' SIGHT TRIANGLE
0
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340
8 -INCH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
PROP. RIGHT OF WAY
3 -INCH HOT LAID ASPHALT BINDER COURSE (SF 9.5)
EXIST. STREAM
2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
L11
MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE
EXIST. 50' BUFFER
APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
EXIST. WETLANDS
PLACED MORE THAN 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES
O
ARE GREATER THAN 6%. THE TOWN OF ZEBULON PUBLIC WORKS DEPARTMENT MAY REQUIRE
PROP. STOP SIGN
ADDITIONAL BASE COURSE IF CONDITIONS EXIST TO WARRANT THE ACTION.
O
3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COURSE
CO
FOR A MINIMUM OF 18 MONTHS TO PERMIT HOME CONSTRUCTION TO BE SUBSTANTIALLY
105°06'58"
COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB DRAINAGE
STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD.
4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
ASPHALT SHALL BE APPLIED TO EACH ROADWAY.
330
5. ALL MATERIAL USED IN BASE, BINDER AND SURFACE COURSES SHALL MEET NCDOT
SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND
O
GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
1-
TEST PER PROJECT, WHICHEVER IS GREATER.
00
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
320
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
OTHER ACCEPTABLE PROCESS; AND
B. IN AREAS REQUIRING FILL MATERIAL, SUITABLE ROADWAY FILL MATERIAL HAS
BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
ROADWAY PROPOSED TO BE ACCEPTED INTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION IS A CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION FOR
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPICAL
CROSS-SECTION OR THE DEVELOPMENT OF A GREATER ADEQUATE AGGREGATE BASE
310
COURSE PAVEMENT DESIGN.
LEGEND
PROP. STORM DRAINAGE EASEMENT (SDE) — —
PROP. SANITARY SEWER EASEMENT
PROP. SIDEWALK I •' s. • •1
N PROP. 5' UTILITY EASEMENT
42
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LINE TABLE
LINE
LENGTH
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139.53'
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162.61'
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LENGTH
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139.53'
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162.61'
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174.37'
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139.53'
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174.37'
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53.78'
26.91'
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185.00'
339.40'
241.60'
293.77'
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DRAWN BY:
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PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C4.2

STREET CENTERLINE
LINE TABLE
LINE
LENGTH
BEARING
L13
188.93'
N 69°59'04" W
L15
84.76'
N 46°54'06" W
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61.49'
S 13°13'03" W
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TANGENT
CHORD
BEARING
DELTA
C10
750.00'
523.40'
272.87'
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39°59'06"
C11
100.00'
40.29'
20.42'
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125.00'
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TANGENT
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DELTA
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750.00'
523.40'
272.87'
512.85'
N 89°58'37" W
39°59'06"
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100.00'
40.29'
20.42'
40.02'
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125.00'
29.38'
14.76'
29.31'
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272.87'
512.85'
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1. TYPICAL PAVEMENT SECTION (SEE TOWN OF ZEBULON TYPICAL CURB & GUTTER STREET
STANDARDS, SHEET C6.0)
8 -INCH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
3 -INCH HOT LAID ASPHALT BINDER COURSE (SF 9.5)
2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE
APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
PLACED MORE THAN 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES
ARE GREATER THAN 6%. THE TOWN OF ZEBULON PUBLIC WORKS DEPARTMENT MAY REQUI
ADDITIONAL BASE COURSE IF CONDITIONS EXIST TO WARRANT THE ACTION.
3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COU
FOR A MINIMUM OF 18 MONTHS TO PERMIT HOME CONSTRUCTION TO BE SUBSTANTIALLY
COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB DRAINAGE
STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD.
4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
ASPHALT SHALL BE APPLIED TO EACH ROADWAY.
5. ALL MATERIAL USED IN BASE, BINDER AND SURFACE COURSES SHALL MEET NCDOT
SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND
GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
TEST PER PROJECT, WHICHEVER IS GREATER.
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMEN
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
OTHER ACCEPTABLE PROCESS; AND
B. IN AREAS REQUIRING FILL MATERIAL, SUITABLE ROADWAY FILL MATERIAL HAS
BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
ROADWAY PROPOSED TO BEA C=_PT DINTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION IS A CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION I
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPI
CROSS-SECTION OR THE DEVELOPMENT OF A GREATER ADEQUATE AGGREGATE BASE
COURSE PAVEMENT DESIGN.
LEGEND
PROP. STORM DRAINAGE EASEMENT (SDE) — —
PROP. SANITARY SEWER EASEMENT
PROP. SIDEWALK •s •. d,
PROP. 5' UTILITY EASEMENT
PROP. 10' X 70' SIGHT TRIANGLE
PROP. BUILDING SET BACK
PROP. RIGHT OF WAY
EXIST. STREAM
EXIST. 50' BUFFER
EXIST. WETLANDS
PROP. STOP SIGN
PROP. STREET SIGN
PROP. SPEED LIMIT SIGN
GRAPHIC SCALE
( IN FEET )
VERTICAL SCALE
1 inch = 4 ft.
GRAPHIC SCALE
( IN FEET )
1 inch = 40 ft.
NOTE:
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL TOWN OF ZEBULON STANDARDS AND
SPECIFICATIONS AND NCDOT IF APPLICABLE.
16'
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PROJECT NUMBER:
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LINE
LENGTH
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62.41'
N 78°54'54" W
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180.71'
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2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
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APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
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GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
TEST PER PROJECT, WHICHEVER IS GREATER,
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
340 STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
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BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
ROADWAY PROPOSED TO BE ACCEPTED INTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION ISA CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION FOR
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPICAL
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330 COURSE PAVEMENT DESIGN.
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8 -INCH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
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2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
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4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
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PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
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PAVEMENT NOTES
1. TYPICAL PAVEMENT SECTION (SEE TOWN OF ZEBULON TYPICAL CURB & GUTTER STREET
STANDARDS, SHEET C6.0)
8 -INCH CRUSHED AGGREGATE BASE COURSE (NCDOT SECTION 305)
3 -INCH HOT LAID ASPHALT BINDER COURSE (SF 9.5)
2. FOLLOWING COMPLETION AND INSPECTION APPROVAL OF THE ROADWAY GRADING, A
MINIMUM OF EIGHT (8) INCHES OF COMPACTED AGGREGATE BASE COURSE SHALL BE
APPLIED TO EACH ROADWAY. A PRIME COAT WILL BE REQUIRED IF PAVEMENT IS TO BE
PLACED MORE THAN 72 HOURS AFTER AN APPROVED INSPECTION WHERE STREET SLOPES
ARE GREATER THAN 6%. THE TOWN OF ZEBULON PUBLIC WORKS DEPARTMENT MAY REQUIRE
ADDITIONAL BASE COURSE IF CONDITIONS EXIST TO WARRANT THE ACTION.
3. THE ASPHALT BINDER COURSE IS TO BE SEALED AND FUNCTION AS THE WEARING COURSE
FOR A MINIMUM OF 18 MONTHS TO PERMIT HOME CONSTRUCTION TO BE SUBSTANTIALLY
COMPLETED. WEEP HOLES SHALL BE CONSTRUCTED INTO EACH CURB DRAINAGE
STRUCTURE AND MAINTAINED DURING THE 18 MONTH PERIOD.
4. FOLLOWING THE WARRANTY INSPECTION APPROVAL OF THE STREET ASPHALT BINDER
COURSE, THE BINDER COURSE SHALL BE TACKED AND A MINIMUM OF ONE INCH HOT LAID
ASPHALT SHALL BE APPLIED TO EACH ROADWAY.
5. ALL MATERIAL USED IN BASE, BINDER AND SURFACE COURSES SHALL MEET NCDOT
SPECIFICATIONS FOR QUALITY AND GRADATION. NCDOT STANDARD QUALITY AND
GRADATION ARE REQUIRED FOR REVIEW AT A RATE OF ONE (1) TEST PER 500 TONS OR ONE
TEST PER PROJECT, WHICHEVER IS GREATER.
6. TRIPLE SURFACE TREATMENT SHALL NOT BE ACCEPTED.
7. WHERE ROADWAY SLOPES ARE 8% OR GREATER, THE PAVING CONTRACTOR SHALL
SUBMIT A DETAILED ROLLING PLAN TO WAKE COUNTYENGINEERING TO ENSURE THE
PREVENTION OF SLIPPAGE DURING THE COMPACTION PROCESS.
8. BEFORE ANY INSPECTION OF ROADWAYS MAY BE SCHEDULED, A LETTER OR REPORT
FROM AN INDEPENDENT COUNTY APPROVED GEOTECHNICAL ENGINEER/TESTING
LABORATORY (ITL) SHALL BE SUBMITTED TO THE WAKE COUNTY ENGINEERING DEPARTMENT
DOCUMENTING THE FOLLOWING:
A. THE LOCATION OF ANY EXISTING WET, MARGINAL OR UNSUITABLE SOILS WITHIN
THE ROAD RIGHTS -OF -WAYS THAT WERE EITHER UNDERCUT AND REPLACED,
SCARIFIED TO DRY AND RE -COMPACTED, PROPERLY BRIDGED WITH A
STABILIZATION FABRIC, OR STABILIZED WITH LIME AND/OR CEMENT OR SOME
OTHER ACCEPTABLE PROCESS; AND
B. IN AREAS REQUIRING FILL MATERIAL, SUITABLE ROADWAY FILL MATERIAL HAS
BEEN USED AND PLACED IN ACCORDANCE WITH WAKE COUNTY AND NCDOT
PROCEDURES AND COMPACTION SPECIFICATIONS.
9. CONTRACTOR SHALL GIVE A MINIMUM 48 HOURS NOTICE TO THE WAKE COUNTY
ENGINEERING DEPARTMENT PRIOR TO BEGINNING GRADING AND CONSTRUCTION ON ANY
ROADWAY PROPOSED TO BE ACCEPTED INTO THE WAKE COUNTY ROAD MAINTENANCE
SYSTEM OR MAINTAINED AS A PUBLIC ROAD.
10. THE FIRST REQUIRED INSPECTION IS A CURB AND SIDEWALK INSPECTION TO VERIFY
ADEQUATE SUBGRADE COMPACTION.
11. DESIGN ENGINEER SHALL SUBMIT A CALIFORNIA BEARING RATIO (CBR) CALCULATION FOR
SUBGRADE ANALYSIS THAT EITHER SUPPORTS THE USE OF THE COUNTY'S MINIMUM TYPICAL
CROSS-SECTION OR THE DEVELOPMENT OF A GREATER ADEQUATE AGGREGATE BASE
COURSE PAVEMENT DESIGN.
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LINE
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PROJECT INFORMATION
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PROJECT NUMBER:
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ORIGINAL DATE:1
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PROJECT INFORMATION
PROJECT MANAGER:
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DESIGNED BY:
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DRAWN BY:
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PROJECT NUMBER:
DX42.400
ORIGINAL DATE:1
6/13/2016
SHEET
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CONSTRUCTION SEQUENCE: ¢ o o
LEGEND
PRE -CONSTRUCTION PHASE
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1. RECEIVE NPDES COVERAGE FROM NCDENR :5 �o v D o
EXIST. MAJOR CONTOUR E o
2. SCHEDULE PRE -CONSTRUCTION MEETING WITH NCDENR AND WAKE COUNTY INSPECTOR (TO BE HELD ON-SITE IF MORE THAN 10 DISTURBED ACRES AND ApB2 Uo E z �_ ro z
NON-LINEAR) EXIST. MINOR CONTOUR
3. NOTIFY NCDENR A MINIMUM OF 48 HOURS PRIOR TO BEGINNING LAND DISTURBANCE ACTIVITIES Apc
4. INSTALL CONSTRUCTION ENTRANCES
5. CLEAR AND GRUB ONLY AS NECESSARY FOR INSTALLATION OF PERIMETER CONTROLS EXIST. SOILS W
6. INSTALL PERIMETER CONTROLS (E.G., SILT FENCE) I- I
7. INSTALL TEMPORARY DIVERSIONS AND PIPING AS SHOWN ON THE PLANS TO DIVERT FLOWS FROM OFF-SITE DRAINAGE AREAS EXIST. WETLANDS
8. CLEAR AND GRUB AREA FOR SEDIMENT BASINS.L- - - - -
9. INSTALL SEDIMENT BASINS (OUTLET STRUCTURES MUST BE COMPLETELY INSTALLED AS SHOWN ON THE DETAILS BEFORE PROCEEDING TO THE NEXT STEP. - - - - -
EXIST. - I r
T. TREE LINE S \ /
NO ADDITIONAL LAND DISTURBING ACTIVITIES SHALL OCCUR UNTIL THE STRUCTURE IS COMPLETELY INSTALLED) � _ _ _ - � \
GRADING OPERATION PHASE PROP. DISTURBANCE LIMITS
10. CLEAR AND GRUB SITE ONLY (SEDIMENT AND EROSION CONTROL MEASURES FOR THESE AREAS MUST ALREADY BE INSTALLED)
11. BEGIN ROUGH GRADING PROP. DRAINAGE AREA <
12. DILIGENTLY MAINTAIN EROSION CONTROL DEVICES DURING GRADING OPERATIONS
13. INSTALL DIVERSION DITCHES AND ROCK CHECK DAMS
TEMP. SILT FENCE -X X X
14. AS AREAS ARE BROUGHT TO GRADE, DIVERSION DITCHES SHOULD BE CONTINUOUSLY MOVED UP THE SLOPE AS FILL INCREASES
15. AS AREAS ARE BROUGHT TO FINISHED GRADE, THEY SHALL BE SEEDED AND FERTILIZED AS SOON AS POSSIBLE
16. APPROVAL FROM THE EROSION CONTROL INSPECTOR MUST BE OBTAINED BEFORE PROCEEDING WITH PHASE 2 OF THE EROSION CONTROL PLAN PROP. TREE PROTECTION
UTILITY CONSTRUCTION PHASE � \
PROP. CONSTRUCTION ENTRANCE \
17. INSTALL STORM DRAIN SYSTEM AND PLACE INLET PROTECTION AS EACH INLET IS INSTALLED ` / \ \
18. INSTALL ROCK CHECK DAMS AND DIVERSION DITCHES DURING THE CONSTRUCTION OF THE DRAINAGE SYSTEMS PROP. DIVERSION DITCH �� /- / `,
19. DIVERT ALL RUNOFF FROM STORM DRAINAGE SYSTEM INTO THE APPROPRIATE SEDIMENT BASIN PRIOR TO LEAVING THE DISTURBED AREA
20. COMPLETE STORM DRAINAGE AND UTILITY CONSTRUCTION - -
21. BEGIN FINE GRADING, PAVING, ETC. PROP. ROCK CHECK DAM
PROJECT COMPLETION PHASE O O O O O�'••.•��
TEMP. SILT FENCE OUTLET \ \ .��� �N CARO''
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22. PERMANENTLY STABILIZE ALL DISTURBED AREAS \ \ \ . - - oo
23. REQUEST APPROVAL TO REMOVE EROSION CONTROL MEASURES FROM INSPECTOR LICENSE NO.:
24. UPON APPROVAL, REMOVE TEMPORARY SEDIMENT AND EROSION CONTROL MEASURES AFTER ENTIRE AREA DRAINING TO THE STRUCTURE IS FINALLY C-0587
STABILIZED --
25. BRING BASIN AREA TO GRADE AS SHOWN ON THE CONSTRUCTION DRAWINGS ` \ \ Q \ \ \ _ - -- 00 <
26. CONVERT SEDIMENT BASINS TO PERMANENT WATER QUALITY FEATURES / \ \ \ `\ \ \ \ /� \ _ _ - �i� Sip QQ
EROSION CONTROL SEQUENCE (PHASE 1):
1. CONTACT THE SEDIMENT AND EROSION CONTROL INSPECTOR TO SET UP A PRELIMINARY CONSTRUCTION MEETING 48 HOURS PRIOR TO \ / \ -
STARTING WORK.
2. CLEAR AND GRUB SITE NECESSARY FOR INSTALLATION OF PERIMETER CONTROLS. - _ _ I o_
3. INSTALL SILT FENCE, TREE PROTECTION BARRICADES, TEMPORARY CONSTRUCTION ENTRANCE, AND CONCRETE WASHOUT AREA IDENTIFIED IN �' , I 17
PHASE 1. - \ \ i O / ������ �;
4. CALL THE INSPECTOR FOR AN INSPECTION OF CONTROL MEASURES ONCE INSTALLED. - _ - i/ / \ \ l I\ �1 \ \ _ 6', / \ \ / - - - ���O,QFESS%N9
5. CLEAR EXISTING VEGETATION AND DEMOLISH EXISTING STRUCTURES AS NEEDED TO CONSTRUCT PROPOSED SKIMMER BASIN AND SEDIMENT _ - ._ ,
BASIN AS SHOWN IN PHASE 1. SEAL =
6. CONSTRUCT TEMPORARY DIVERSION DITCHES/DIKES, AND TEMPORARY SLOPE DRAINS AS SHOWN ON PLANS. / \\ \ \ \ \ \ _ �� •'�_
7. FINISH CLEARING AND DEMOLITION OPERATIONS TO ALLOW FOR CONSTRUCTION OF IMPROVEMENTS AND GRADES ESTABLISHED IN PHASE II.28116
EROSION CONTROL NOTES:
1. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN _ - - _ / / I \ \ ` - ��/j�'�/A N I\\a\
MANUAL, US DEPT. OF AGRICULTURE, AND THE SCS. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION - / / \ \ \ \ r ` I �I 11111 Q,6
CONTROL DEVICES AND STRUCTURES TO MINIMIZE EROSION. �� I
2. ALL LAND OWNERS MUST BE NOTIFIED PRIOR TO CONSTRUCTION, AND ALL EASEMENTS MUST BE CURRENT. -- - _ - , , \ \ EDIMENT ` I FLOOYPLAIN \� il- -
3. CONTRACTOR IS RESPONSIBLE FOR STOPPING SEDIMENTATION DOWNGRADE OF ALL DISTURBED AREAS. SILT FENCE SHOWN ON THIS PLAN IS , \ \ \ \ \ Q I / m
THE MINIMUM THAT SHALL BE INSTALLED. CONTRACTOR SHALL INSTALL ADDITIONAL SILT FENCE WHEREVER FIELD CONDITIONS WILL RESULT IN _ -- -- \ I I \ \ \ B SIN A
SEDIMENTATION OF NON -DISTURBED AREAS.
4. SOILS PRESENT ON-SITE ARE: ApB, ApC, ApC2, CnA, DuB, WoA \ \ \ \ I c'S z - - 302 -
5. TOTAL DENUDED AREA IS: 29.00 -AC
6. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE STATE/COUNTY EROSION CONTROL ORDINANCE AND
IS SUBJECT TO A FINE. -
7. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF THE INSPECTORS/COUNTY/STATE.130' SANITA
8. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 14 CALENDAR DAYS AND ALL DISTURBED PERIMETER AREAS WITHIN 7 CALENDAR DAYS \ - - - _ \ I GREE�YAY
AFTER LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY CEASED.i00
9. ALL GRADED SLOPES AND FILLS MUST BE STABILIZED WITHIN 14 CALENDAR DAYS AND GRADED SLOPES AND FILLS WITH A SLOPE GREATER , \ I �I / / I • I \ /
THAN 3:1 WITHIN 7 CALENDAR DAYS AFTER A PHASE OF GRADING IS COMPLETED OR HAS TEMPORARILY CEASED.
10. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF THE COUNTY/STATE EROSION CONTROL - , o FLOOD WAY S
ORDINANCE AND IS SUBJECT TO A FINE. - I I / / OF R / nv cRE irq
11. CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES REQUIRED PER THE APPROVED EROSION CONTROL PLANS 336 - - - \ p \
THROUGHOUT THE LIFE CYCLE OF THE PROJECT. THIS MAY INCLUDE: CONSTRUCTION ENTRANCE, SILT FENCE, DIVERSION DITCHES, SEDIMENT - - ' I I
BASIN AND TRAPS, SILT FENCE BAFFLES, AND TREE PROTECTION FENCE. \ I \ \ 1 Oi9 \
12. INSPECTIONS SHALL BE CONDUCTED AS PRESCRIBED BY WAKE COUNTY AND NCDENR. ADDITIONAL INSPECTIONS MAY BE CONDUCTED ON�, \ \ \ 1 - \`37 \ \ 0
ANY REASONABLE BASIS, INCLUDING BUT NOT LIMITED TO: RANDOM INSPECTIONS; INSPECTIONS BASED UPON COMPLAINTS OR OTHER NOTICE - - - - - - \ I \ I \ / \ SKI R \
OF POSSIBLE VIOLATIONS; INSPECTIONS OF DRAINAGE BASINS OR AREAS IDENTIFIED AS HIGHER THAN TYPICAL SOURCES OF SEDIMENT OR
OTHER CONTAMINANTS OR POLLUTANTS; INSPECTIONS OF BUSINESSES OR INDUSTRIES OF A TYPE ASSOCIATED WITH HIGHER THAN USUAL \ \ I \ \ \ \13AS\00
DISCHARGERS OF CONTAMINANTS OR POLLUTANTS OR WITH DISCHARGES OF A TYPE WHICH ARE MORE LIKELY THAN THE TYPICAL DISCHARGE \ \ \ \ \ \ LOODP
TO CAUSE VIOLATIONS OF STATE OR FEDERAL WATER QUALITY STANDARDS OR THE NPDES STORMWATER PERMIT; AND JOINT INSPECTIONS
WITH OTHER AGENCIES INSPECTING UNDER ENVIRONMENTAL AND SAFETY LAWS. INSPECTIONS MAY INCLUDE BUT ARE NOT LIMITED TO: ' / - - - - _ _ \ \ \ \ \ \ \ \ \ \ 3 0r -
REVIEWING MAINTENANCE AND REPAIR RECORDS; SAMPLING DISCHARGES, SURFACE WATER, GROUNDWATER, AND MATERIAL OR WATER IN
BMPS; EVALUATING THE CONDITION OF BMPS AND STORMWATER MANAGEMENT PRACTICES.
13. RIGHT -OF -ENTRY FOR INSPECTION. THE PROPERTY OWNER SHALL GRANT TO WAKE COUNTY ENVIRONMENTAL MANAGEMENT OR ANY OTHER / - - -
GOVERNING AGENCY, THE RIGHT TO ENTER THE PROPERTY AT REASONABLE TIMES AND IN A REASONABLE MANNER FOR THE PURPOSE OF / , - 346-
INSPECTION.
14. IF NECESSARY, SLOPES, WHICH EXCEED EIGHT (8) VERTICAL FEET SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MATS, IN ADDITION
TO HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. TEMPORARY BERMS MAY BE
NEEDED UNTIL THE SLOPE IS BROUGHT TO GRADE. / , ( \ I I I / / / I I I / CO I z
15. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED ROADWAY(S) FROM CONSTRUCTION
AREAS AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT AS MAY BE REQUIRED.
16. ALL WATERS OF THE STATE (WOS), INCLUDING WETLANDS, ARE TO BE FLAGGED OR OTHERWISE CLEARLY MARKED IN THE FIELD. A DOUBLE ' / I I I I I / / / / , I ✓ / / / / / / i - LLI
ROW OF SILT FENCE IS TO BE INSTALLED IN ALL AREAS WHERE A 50 -FOOT BUFFER CAN'T BE MAINTAINED BETWEEN THE DISTURBED AREA AND I I DuB,
ALL WOS. A 10 -FOOT BUFFER SHOULD BE MAINTAINED BETWEEN THE LAST ROW OF SILT FENCE AND ALL WATERS OF THE STATE.
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PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
DRAWN BY: SLH
160' ,
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
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PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
DRAWN BY: SLH
160' ,
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
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— _ PROJECT INFORMATION
/ / _ — _ — —
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DESIGNED BY: SLH
GRAPHIC SCALE
DRAWN BY: SLH
40' 0 20' 40' 80' 160'
D� B I I I / / / �S, A i _ — — V ° PROJECT NUMBER: DX42.400
I _
ORIGINAL DATE: 6/13/2016
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CONSTRUCTION SEQUENCE: LEGEND ¢ E I-
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PRE-CONSTRUCTION PHASE „ N
EXIST. MAJOR CONTOUR u �
1. RECEIVE NPDES COVERAGE FROM NCDENR o `" CO o w
O N N #
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2. SCHEDULE PRE -CONSTRUCTION MEETING WITH NCDENR AND WAKE COUNTY INSPECTOR (TO BE HELD ON-SITE IF MORE THAN 10 DISTURBED ACRES AND a, m
NON-LINEAR) EXIST. MINOR CONTOURApc
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3. NOTIFY NCDENR A MINIMUM OF 48 HOURS PRIOR TO BEGINNING LAND DISTURBANCE ACTIVITIES
4. INSTALL CONSTRUCTION ENTRANCES EXIST. SOILS W a 3 2
5. CLEAR AND GRUB ONLY AS NECESSARY FOR INSTALLATION OF PERIMETER CONTROLS
6. INSTALL PERIMETER CONTROLS (E.G., SILT FENCE)
7. INSTALL TEMPORARY DIVERSIONS AND PIPING AS SHOWN ON THE PLANS TO DIVERT FLOWS FROM OFF-SITE DRAINAGE AREAS EXIST. WETLANDS L-
8. CLEAR AND GRUB AREA FOR SEDIMENT BASINS. - - -
9. INSTALL SEDIMENT BASINS (OUTLET STRUCTURES MUST BE COMPLETELY INSTALLED AS SHOWN ON THE DETAILS BEFORE PROCEEDING TO THE NEXT STEP. - I \ r
PROP. CONTOUR � \ � - - - - -
/
NO ADDITIONAL LAND DISTURBING ACTIVITIES SHALL OCCUR UNTIL THE STRUCTURE IS COMPLETELY INSTALLED)
GRADING OPERATION PHASE EXIST. TREE LINE
10. CLEAR AND GRUB SITE ONLY AS (SEDIMENT AND EROSION CONTROL MEASURES FOR THESE AREAS MUST ALREADY BE INSTALLED)
PROP. DISTURBANCE LIMITS
11. BEGIN ROUGH GRADING
12. DILIGENTLY MAINTAIN EROSION CONTROL DEVICES DURING GRADING OPERATIONS
13. INSTALL DIVERSION DITCHES AND ROCK CHECK DAMS PROP. DRAINAGE AREA \ / \ \ \ \ \ \ _ _ / / \ \ \ \ Ap$\
14. AS AREAS ARE BROUGHT TO GRADE, DIVERSION DITCHES SHOULD BE CONTINUOUSLY MOVED UP THE SLOPE AS FILL INCREASES
15. AS AREAS ARE BROUGHT TO FINISHED GRADE, THEY SHALL BE SEEDED AND FERTILIZED AS SOON AS POSSIBLE
16. APPROVAL FROM THE EROSION CONTROL INSPECTOR MUST BE OBTAINED BEFORE PROCEEDING WITH PHASE 2 OF THE EROSION CONTROL PLAN TEMP. SILT FENCE -X X X i
UTILITY CONSTRUCTION PHASE PROP. TREE PROTECTION / `�I / L /
17. INSTALL STORM DRAIN SYSTEM AND PLACE INLET PROTECTION AS EACH INLET IS INSTALLED
18. INSTALL ROCK CHECK DAMS AND DIVERSION DITCHES DURING THE CONSTRUCTION OF THE DRAINAGE SYSTEMS PROP. CONSTRUCTION ENTRANCE , /�
19. DIVERT ALL RUNOFF FROM STORM DRAINAGE SYSTEM INTO THE APPROPRIATE SEDIMENT BASIN PRIOR TO LEAVING THE DISTURBED AREA
20. COMPLETE STORM DRAINAGE AND UTILITY CONSTRUCTION
21. BEGIN FINE GRADING, PAVING, ETC. TEMP. SILT FENCE OUTLET O O O O O / �\ _ \ \ \ \ \ - ♦♦111111111111.
PROJECT COMPLETION PHASE �� 1 \ \ \ \ \ 5�4 \ \ \ \ \\ \ -� ���``♦�. .. CA�.��i''�,,
♦ 1I
SPECIAL INSPECTIONS NOTES:•:�-57
22. PERMANENTLY STABILIZE ALL DISTURBED AREAS _ _
EFFECTIVE OCTOBER 1ST, 2010, PERSONS RESPONSIBLE FOR LAND \ \
23. REQUEST APPROVAL TO REMOVE EROSION CONTROL MEASURES FROM INSPECTOR ( \ / f LICENSE NO.:
24. UPON APPROVAL, REMOVE TEMPORARY SEDIMENT AND EROSION CONTROL MEASURES AFTER ENTIRE AREA DRAINING TO THE STRUCTURE IS FINALLY DISTURBING ACTIVITIES MUST INSPECT SEDIMENT AND EROSION CONTROL C-058
MEASURES ON A PROJECT AFTER EACH PHASE OF THE PROJECT TO ENSURE I \ \ ! \ - - - --
STABILIZED l � \ - -
25. BRING BASIN AREA TO GRADE AS SHOWN ON THE CONSTRUCTION DRAWINGS THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS -- - - - --- - -- --- ;••
26. CONVERT SEDIMENT BASINS TO PERMANENT WATER QUALITY FEATURES BEING FOLLOWIED. A SAMPLE SELF -INSPECTION REPORT, AS WELL AS / \ \ Q \ \ \ _ � S� •.••
DETAILS OF THE SELF -INSPECTION PROGRAM CAN BE FOUND ONLINE AT \ \ \ 3 - �j Q ♦��
HTTP://PORTAL.NCDENR.ORG/WEB/LR/EROSION / \ \ '0 � \ / ��� �� S0CI j�A�S♦♦♦♦�
EROSION CONTROL SEQUENCE (PHASE 2): 1111111110��
AS A MINIMUM, THE INSPECTION SHALL BE PERFORMED AFTER EACH OF THE
1. COMMENCE GRADING OF PROPOSED DITCHES AND ADDITIONAL SHOULDER ALONG NEW ROADS. FOLLOWING PHASES OF THE PLAN: \ ® %/ I ", \ - \ / / \
2. INSTALL CULVERTS AND CHECK DAMS IN PROPOSED DITCHES ALONG REAR OF PROPOSED LOTS. 1. INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL / i I O \' / / ��1111 I I III/�
3. VERIFY SILT FENCE INSTALLED DURING PHASE 1 IS STILL PROVIDING PROTECTION TO KEEP SEDIMENT FROM LEAVING PROJECT LIMITS- FIELD ADJUST MEASURES. \ - 1 �`� \ �\ i _ - _ _ / ����\CA��
LOCATIONS OF SEDIMENT FENCE AS NECESSARY TO PREVENT SEDIMENT LEAVING PROJECT LIMITS. 2. INSTALLATION OF SEDIMENT TRAPS/BASINS AND/OR SKIMMER _ - I I \ \ `�O / ���� ��;.•••••..O.�n,�i
4. ROUGH GRADE ROAD AND INSTALL ADDITIONAL RUNOFF PREVENTION MEASURES SHOWN IN THIS PHASE. BASINS. ` - ` _ i \ \ l l \-� \ G, i \ / - - - - ����: •oFESS/QN•.•9 ��
5. INSTALL PERMANENT STORM PIPES AND STRUCTURES AS SHOWN ON THESE PLANS. INSTALL TEMPORARY PIPES FROM PERMANENT STORM SYSTEM 3. CLEARING AND GRUBBING OF EXISTING GROUND COVER.
TO EROSION CONTROL BASINS AS INDICATED ON THESE PLANS. 4. COMPLETION OF ANY PHASE OF GRADING THAT REQUIRES EAL _
6. INSTALL TEMPORARY OUTLET STABILIZATION AT ALL TEMPORARY OUTFALLS. PROVISION OF STABILIZATION.
7. ONCE PERMANENT STORM SYSTEM IS INSTALLED AND ROUTED TO EROSION CONTROL BASINS USING TEMPORARY PIPES GRADING OF INDIVIDUAL LOTS 5. INSTALLATION OF MEASURES DURING ANY PHASE OF THE PROJECT.
MAY COMMENCE. 6. COMPLETION OF CONSTRUCTION OR DEVELOPMENT. - - - ;
8. GRADE LOTS AS INDICATED ON SHEETS C3.0 -C3.3, PROVIDING SILT FENCE AND RUNOFF MEASURES TO PREVENT SEDIMENT FROM LEAVING LOT. 7. INSTALLATION OF STORMWATER RETENTION OR WATER QUALITY \ - _ / _ / \ \ �- / - \ �� •••'•NG I NFA:•• ���
9. INSTALL ALL OTHER UTILITIES INDICATED ON UTILITY PLAN AND PROFILES WITHIN CONTRACT. / \ \ , - - - �- % I �i/A �••••••��C����
MEASURES. \ �< _
10. STABILIZE
LOCATE CONCRETE SLOPES AS E WASH OUOT AREA AS INDICATED SEEDING
SCHEDULE- SEE DETAILS. 8. QUARTERLY UNTIL THE ESTABLISHMENT OF PERMANENT GROUND _ _ - / / \ \ 1 \ ! i \ - \ I�� '
COVER IS FULLY ESTABLISHED. \ / \ \ �_ ` / 1'6
12. PAVE PROPOSED ROADS. / ® / / 82 \ ` ��100 \YR - \�
13. STABILIZE ALL REMAINING DENUDED AREAS. NOTE THE ABOVE INSPECTION REQUIREMENTS ARE IN ADDITION TO NPDES - - - - 30 / \ ` \ FLOODPLAIN
14. GRADE ANY REMAINING LOTS AND STABILIZE RESULTING DENUDED AREAS. INSPECTION REQUIREMENTS. I
15. ONCE ALL CONSTRUCTION AND LOT GRADING IS COMPLETE, CALL EROSION CONTROL INSPECTOR TO SCHEDULE SITE INSPECTION.
16. ONCE EROSION CONTROL INSPECTOR GRANTS PERMISSION TO CLOSE TEMPORARY EROSION CONTROL BASINS, EXCAVATE ACCUMULATED SEDIMENT 9rvv GRo - / /
AND DISPOSE OF PER PROJECT SPECIFICATIONS AND PLANS. / I \ ✓ \ \ �'S '302 / ^ -
17. BACKFILL AND GRADE BASINS TO ACHIEVE PROPOSED GRADES SHOWING ON FINAL GRADING PLANS. S r
18. STABILIZE ALL DISTURBED AREAS RESULTING FROM BASIN CONVERSION/CLOSURE.I `� a \� \ / Y
_ `''� WAY . • I � • -
EROSION CONTROL NOTES: �i 7 \ �� Ss \ \ \�� 30' SANITA
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1. ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, US % j \ / � � 50' BUFFER /
DEPT. OF AGRICULTURE, AND THE SCS. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND
STRUCTURES TO MINIMIZE EROSION. 2
2. ALL LAND OWNERS MUST BE NOTIFIED PRIOR TO CONSTRUCTION, AND ALL EASEMENTS MUST BE CURRENT. -1 0
3. CONTRACTOR IS RESPONSIBLE FOR STOPPING SEDIMENTATION DOWNGRADE OF ALL DISTURBED AREAS. SILT FENCE SHOWN ON THIS PLAN IS THE
le,/
100 YR
MINIMUM THAT SHALL BE INSTALLED. CONTRACTOR SHALL INSTALL ADDITIONAL SILT FENCE WHEREVER FIELD CONDITIONS WILL RESULT IN \ \ \ 5 \\ 3 / \ 66 \ \
SEDIMENTATION OF NON -DISTURBED AREAS. -356 FLOODPLAIN
- 24 / L O \
4. SOILS PRESENT ON-SITE ARE: ApB, ApC, ApC2, CnA, DuB, WoA \ 3p 6\
5. TOTAL DENUDED AREA IS: 29.00 -AC \ ��°� 1 \
6. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE STATE/COUNTY EROSION CONTROL ORDINANCE AND IS _ _ _ _ _ - ' 23 \/ 37
SUBJECT TOA FINE. \ / 500 YR
7. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF THE INSPECTORS/COUNTY/STATE. \ 111\� _� FLOODPLAIN
8. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 14 CALENDAR DAYS AND ALL DISTURBED PERIMETER AREAS WITHIN 7 CALENDAR DAYS AFTER - - - 2 64 -
LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY CEASED. \ \ / \ / •• • \ \ a
9. ALL GRADED SLOPES AND FILLS MUST BE STABILIZED WITHIN 14 CALENDAR DAYS AND GRADED SLOPES AND FILLS WITH A SLOPE GREATER THAN 3:1
WITHIN 7 CALENDAR DAYS AFTER A PHASE OF GRADING IS COMPLETED OR HAS TEMPORARILY CEASED.
10. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF THE COUNTY/STATE EROSION CONTROL / / \\ \ / \� / / 40 \ ;'';''' \ \ \
ORDINANCE AND IS SUBJECT TO A FINE. 63
11. CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES REQUIRED PER THE APPROVED EROSION CONTROL PLANS
THROUGHOUT THE LIFE CYCLE OF THE PROJECT. THIS MAY INCLUDE: CONSTRUCTION ENTRANCE, SILT FENCE, DIVERSION DITCHES, SEDIMENT BASIN / / / / , 3 6 \\ \ 47
AND TRAPS, SILT FENCE BAFFLES, AND TREE PROTECTION FENCE. ' / / _20 \ •'` ''` _ - - -
12. INSPECTIONS SHALL BE CONDUCTED AS PRESCRIBED BY WAKE COUNTY AND NCDENR. ADDITIONAL INSPECTIONS MAY BE CONDUCTED ON ANY / , �/ / 4� / I I / 62 I I I \ \ \ \ \
REASONABLE BASIS, INCLUDING BUT NOT LIMITED TO: RANDOM INSPECTIONS; INSPECTIONS BASED UPON COMPLAINTS OR OTHER NOTICE OF / I \ I I ;',1,,';'; �I z
POSSIBLE VIOLATIONS; INSPECTIONS OF DRAINAGE BASINS OR AREAS IDENTIFIED AS HIGHER THAN TYPICAL SOURCES OF SEDIMENT OR OTHER 17 1 / /.• ,-, 1 / I _ / I I 168 I / O
CONTAMINANTS OR POLLUTANTS; INSPECTIONS OF BUSINESSES OR INDUSTRIES OF A TYPE ASSOCIATED WITH HIGHER THAN USUAL DISCHARGERS 67
/ \ / l !'';'i
OF CONTAMINANTS OR POLLUTANTS OR WITH DISCHARGES OF A TYPE WHICH ARE MORE LIKELY THAN THE TYPICAL DISCHARGE TO CAUSE \ / / 46 \ / \ '%.j' / \ \ / l / w
VIOLATIONS OF STATE OR FEDERAL WATER QUALITY STANDARDS OR THE NPDES STORMWATER PERMIT; AND JOINT INSPECTIONS WITH OTHER / 16 \ 49 I / / / 45 / \ �•- / /
AGENCIES INSPECTING UNDER ENVIRONMENTAL AND SAFETY LAWS. INSPECTIONS MAY INCLUDE BUT ARE NOT LIMITED TO: REVIEWING
MAINTENANCE AND REPAIR RECORDS; SAMPLING DISCHARGES, SURFACE WATER, GROUNDWATER, AND MATERIAL OR WATER IN BMPS; EVALUATING / l 44 \ / /, r j \ 61 �, / i \ F
THE CONDITION OF BMPS AND STORMWATER MANAGEMENT PRACTICES.
13. RIGHT -OF -ENTRY FOR INSPECTION. THE PROPERTY OWNER SHALL GRANT TO WAKE COUNTY ENVIRONMENTAL MANAGEMENT OR ANY OTHER 15 6O
®
GOVERNING AGENCY, THE RIGHT TO ENTER THE PROPERTY AT REASONABLE TIMES AND IN A REASONABLE MANNER FOR THE PURPOSE OF I \ I / / / ' ��/ �✓ 59 / \
INSPECTION.
14. IF NECESSARY, SLOPES, WHICH EXCEED EIGHT (8) VERTICAL FEET SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MATS, IN ADDITION TO • I \ / / / - Ji, �� / / / / / \ ( \ z
HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. TEMPORARY BERMS MAY BE NEEDED
UNTIL THE SLOPE IS BROUGHT TO GRADE. I /
15. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED ROADWAY(S) FROM CONSTRUCTION AREAS \ / /
AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT, AS MAY BE REQUIRED. / 7 \ \ \ \
16. ALL WATERS OF THE STATE (WOS), INCLUDING WETLANDS, ARE TO BE FLAGGED OR OTHERWISE CLEARLY MARKED IN THE FIELD. A DOUBLE ROW OF \ 13 ) / \ 5
SILT FENCE IS TO BE INSTALLED IN ALL AREAS WHERE A 50 -FOOT BUFFER CAN'T BE MAINTAINED BETWEEN THE DISTURBED AREA AND ALL WOS. A
10 -FOOT BUFFER SHOULD BE MAINTAINED BETWEEN THE LAST ROW OF SILT FENCE AND ALL WATERS OF THE STATE. 74
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PROJECT NUMBER:
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ORIGINAL DATE:
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LEGEND
\
EXIST. MAJOR CONTOUR
EXIST. MINOR CONTOUR
EXIST. SOILS
EXIST. WETLANDS F
PROP.CONTOUR
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PROP. DISTURBANCE LIMITS
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6/13/2016
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EXIST. MINOR CONTOUR
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ORIGINAL DATE:
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SHEET:
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INLET SHALL BE PROTECTED (AS
NEEDED) FROM EROSION WITH
RIPRAP, TARP, MATTING OR
EQUIVALENT.
POROUS BAFFLE (TYP.
6" PVC W/1
DUMP STRAP
1" REBAR FOR BAG
REMOVAL FORM INLET
SEDIMENT SACK
EXPANSION RESTRAINT
(1/4" NYLON ROPE,
2" FLAT WASHERS)
BAG DETAIL
DUMP STRAPS
2 EACH
DUMP STRAP
NOTES:
1. SOME MUNICIPALITIES DO NOT ALLOW GUTTER
PROTECTION ON PUBLIC ROADS. SILT BAGS
SHOULD BE USED WITH THESE CASES.
2. BAGS SHOULD BE CLEANED OUT AFTER EVERY
RAIN EVENT AND/OR AS NEEDED.
W.
INSTALLATION DETAIL
TOWN OF ZEBULON
.SeI .e",."I=I,f CATCH BASIN - SEDIMENT NOT■TO SCALE iso
CONTROL._ DEVICES
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
CAP TOP OF 6" PVC PIPE
(USE 8" PIPE FOR DRAINAGES
GREATER THAN 10 ACRES)
TOP ELEVATION OF STORMWATER
o�
11=
II 4' MAXDEPTH, 2' MIN DE
-I I I-
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SECTION THRU BASIN & FILTER
PERSPECTIVE VIEW
GENERAL NOTES
1. DRAW DOWN RISER & BARREL SHALL BE 6" SCH. 40 PVC WITH
CLEAN-OUT CAP AND 3/4" HOLES. SEE NOTE 1 FOR NUMBER AND SPACING
OF HOLES.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH
SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING TO
AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS
SHALL BE OVERLAPPED AT LEAST 12". THE UPSTREAM 12" TARP SHALL
OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY
DUTY SILVER TARPAULINS OR EQUIVALENT FOR U.V. RESISTANCE.
3. MAIINTENANCE: SEDIMENT TO BE REMOVED AND PROPERLY
DISPOSED OF WHEN BASIN IS HALF FULL. GRAVEL FILTER AROUND RISER
SHOULD BE REPLACED AS NEEDED TO ENSURE DEWATERING.
18" FREEBOARD MIN.
a
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CONTROL._ DEVICES
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
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SECTION THRU BASIN & FILTER
PERSPECTIVE VIEW
GENERAL NOTES
1. DRAW DOWN RISER & BARREL SHALL BE 6" SCH. 40 PVC WITH
CLEAN-OUT CAP AND 3/4" HOLES. SEE NOTE 1 FOR NUMBER AND SPACING
OF HOLES.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH
SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING TO
AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS
SHALL BE OVERLAPPED AT LEAST 12". THE UPSTREAM 12" TARP SHALL
OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY
DUTY SILVER TARPAULINS OR EQUIVALENT FOR U.V. RESISTANCE.
3. MAIINTENANCE: SEDIMENT TO BE REMOVED AND PROPERLY
DISPOSED OF WHEN BASIN IS HALF FULL. GRAVEL FILTER AROUND RISER
SHOULD BE REPLACED AS NEEDED TO ENSURE DEWATERING.
I-#6 WASHED STONE FILTER TARP EXTENDS I
TO TOP OF HOLES OF BACK SLOPE
SEE NOTE 1
FOR HOLE SPECS
TARP PROTECTION
AKE
COUNTY
NORTH CAROLIN STANDARD CUSTOM BASIN
EFFECTIVE: 01/31/08
18" MIN
10'
IN
WEIR LENGTH
SECTION THRU WEIR
DISSIPATER PAD
RIP R
EMBED
TARP 12"
TOP OF DAM
///
DITCH AND BURY TARP
EDGE (MIN. 12")
NOTE 1
HOLE SPECS:
DEWATERING HOLES WILL BE INSTALLED IN SETS OF HORIZONTAL RINGS. THE FIRST
SET OF HOLES WILL BE SET 61NCHES FROM THE BOTTOM OF THE RISER. RINGS WILL
CONTINUE UP THE RISER IN INTERVALS OF 3INCHES. HOLES WILL BE 3/4 INCH IN
DIAMETER AND WILL BE SPACED EQUALLY AROUND THE RISER. THE NUMBER OF
HOLES PER RING WILL EQUAL TO THE DRAINAGE AREA.
EXAMPLE
A BASIN DRAINING 2.0 ACRES SHOULD HAVE 2 HOLES PER RING EVERY 31NCHES ON
THE RISER PIPE. THE FIRST RING (2 HOLES) WILL BE SET 6 INCHES FROM THE BOTTOM
OF THE RISER.
NOTE: ROUND DRAINAGE AREA TO THE NEAREST WHOLE NUMBER TO DETERMINE
NUMBER OF HOLES.
NORTH CAROLIN
EFFECTIVE: 01/31
7
PLAN VIEW
FENCE AND FABRIC
BURIED IN TRENCH
_STEEL POST
6"X6" TRENCH,
BACKFILLED AND I 2'
COMPACTED
SECTION VIEW AT OPENING
NOTES:
I. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDES
USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1 ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH). PROVIDE
5 BAFFLES FOR DRAINAGE AREAS GREATER THAN 10 ACRES.
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL
SUPPORT ROPE
TO WIRE TO
PREVENT SAGGING
CROSS SECTION
SUPPORT POST
24" INTRO BOTTOM
OR SIDE
STAKE TO
SUPPORT WIRE
TRENCHED INTO BOTTOM OR SIDE
STANDARD BAFFLES DETAIL
18" FREEBOARD MIN.
TOP OF BERM
SEDIMENT STORAGE ZONE
S' MIN
�}
TARP
O
L
EMBED
TARP 12"
6" PVC (NO SLOTS)
I-#6 WASHED STONE FILTER TARP EXTENDS I
TO TOP OF HOLES OF BACK SLOPE
SEE NOTE 1
FOR HOLE SPECS
TARP PROTECTION
AKE
COUNTY
NORTH CAROLIN STANDARD CUSTOM BASIN
EFFECTIVE: 01/31/08
18" MIN
10'
IN
WEIR LENGTH
SECTION THRU WEIR
DISSIPATER PAD
RIP R
EMBED
TARP 12"
TOP OF DAM
///
DITCH AND BURY TARP
EDGE (MIN. 12")
NOTE 1
HOLE SPECS:
DEWATERING HOLES WILL BE INSTALLED IN SETS OF HORIZONTAL RINGS. THE FIRST
SET OF HOLES WILL BE SET 61NCHES FROM THE BOTTOM OF THE RISER. RINGS WILL
CONTINUE UP THE RISER IN INTERVALS OF 3INCHES. HOLES WILL BE 3/4 INCH IN
DIAMETER AND WILL BE SPACED EQUALLY AROUND THE RISER. THE NUMBER OF
HOLES PER RING WILL EQUAL TO THE DRAINAGE AREA.
EXAMPLE
A BASIN DRAINING 2.0 ACRES SHOULD HAVE 2 HOLES PER RING EVERY 31NCHES ON
THE RISER PIPE. THE FIRST RING (2 HOLES) WILL BE SET 6 INCHES FROM THE BOTTOM
OF THE RISER.
NOTE: ROUND DRAINAGE AREA TO THE NEAREST WHOLE NUMBER TO DETERMINE
NUMBER OF HOLES.
NORTH CAROLIN
EFFECTIVE: 01/31
7
PLAN VIEW
FENCE AND FABRIC
BURIED IN TRENCH
_STEEL POST
6"X6" TRENCH,
BACKFILLED AND I 2'
COMPACTED
SECTION VIEW AT OPENING
NOTES:
I. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDES
USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1 ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH). PROVIDE
5 BAFFLES FOR DRAINAGE AREAS GREATER THAN 10 ACRES.
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL
SUPPORT ROPE
TO WIRE TO
PREVENT SAGGING
CROSS SECTION
SUPPORT POST
24" INTRO BOTTOM
OR SIDE
STAKE TO
SUPPORT WIRE
TRENCHED INTO BOTTOM OR SIDE
STANDARD BAFFLES DETAIL
NOTES:
1. DIVERSION TO BE USED UPSLOPE OF A CONSTRUCTION SITE TO PREVENT STORM RUNOFF FROM ENTERING THE DISTURBED AREA.
2. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS (STABILIZATION MUST OCCUR BEFORE ISSUANCE OF A
CERTIFICATE OF COMPLIANCE). STABILIZATION METHOD IS BASED ON VELOCITY OF OFFSITE DRAINAGE.
3. DIVERSIONS SHOULD ONLY BE USED FOR DRAINAGES 5 ACRES OR LESS.
4. ANY SEDIMENT LADEN WATER PRIOR TO STABILIZATION OF THE DIVERSION MUST BE DIVERTED INTO AN APPROVED EROSION AND SEDIMENT
CONTROL BMP. CLEAN WATER SHOULD EMPTY INTO AN APPROVED OUTLET DEVICE.
VAR.
2' - 10'
Flow from undisturbed area
2. VAR.
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII�II M�-I'
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71 1771 F 77
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12"
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
CROSS SECTIONAL VIEW
2' MIN.
DIKE z
2
U7
Disturbed Area
STANDARD CLEAN WATER DIVERSION
DEWATERING
CONCRETE BLOCK
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CONSTRUCTION SPECIFICATIONS
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1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE (%q�
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL �� 00
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST �$
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT q
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. ;�0,00@.Oo00,
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT _
ROWS BY PLACING 2x4 WOOD STUDS THROUGH
BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2 INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4 TO 1/2 INCH IN
DIAMETER, PLACED 2 INCHES BELOW THE TOP
OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND TEMPORARY SEDIMENT
SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED POOL
STONE IS RECOMMENDED. _ _�
T
MAINTENANCE: INSPECT INLET PROTECTION AND 1' MINIMUM
REMOVE SEDIMENT AFTER EACH 2' MAXIMUM
c
RAIN EVENT. GRAVEL SHOULD BE 000,9
REPLACED AND REPAIRS MADE AS NEEDED. -1 I-1 I III -III I�
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COUNTY
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WIRE SCREEN
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-III-III d
IIIII-III
=III -III- •• .
III -III A
NORTH CAROLIN STANDARD BLOCK & GRAVEL DROP INLET PROTECTION
EFFECTIVE: 01/31/08
TOP ELEVATION OF STORMWATER
_ #5 WASHED
STONE-�
EXISTING SLOPE
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
FRONT VIEW
NOTE: REMOVE SEDIMENT ACCUMULATION FROM BEHIND
CHECK DAMS TO PREVENT DAMAGE TO CHANNEL VEGETATION.
FLOW SHOULD BE MAINTAINED THROUGH THE DAM.
RAP
STANDARD CHECK DAM
0.5'-1'
kAXM . <
D
In
#1 RIP -RAP -
VARIES
CONSTRUCTION NOTES:
HEIGHT & WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
EXISTING
GROUND
STEP SEQUENCE
50' MIN. NOTES:
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO
SEDIMENT ON SITE ENSURE CONSTRUCTION ENTRANCE IS USED.
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD
IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE
STONE, THEN THE TIRES OF THE VEHICLES MUST BE WASHED
2"-3" STONE TO BE USED 25' OR WIDTH OF BEFORE ENTERING THE PUBLIC ROAD.
EXISTING (SURGE STONE OR RAILROAD PROPOSED STREET,
ROADWAY BALLAST) WHICHEVER IS 3. MAINTAIN GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
GREATER. SEDIMENT FROM LEAVING CONSTRUCTION SITE. ENTRANCE
WILL REQUIRE PERIODIC REMOVAL OF SEDIMENT -LADEN
STONE AND REPLACEMENT WITH FRESH STONE.
PLAN VIEW
35' MIN.
EXISTING ROADWAY
6" MIN.
15' MIN.
`-FABRIC UNDER STONE
CROSS SECTION
AKE
COUNTY
NORTH CAROLIN. STANDARD CONSTRUCTION ENTRANCE
EFFECTIVE: 01/31/08
NEW CONSTRUCTION
12" MIN.
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SEDIMENT STORAGE ZONE
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SEDIMENT STORAGE ZONE (- GALVANIZED HARDWARE CLOTH
-
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(TOTAL BASIN CAPACITY) FLOOD STORAGE ZONE �1/2" x 1/2" GRID
FLOW
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PROJECT INFORMATION
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CULVERT PIPE � y
No. 5 WASHED STONE FILTER 1.5 1
SILT FENCE BAFFLES (TYP.)
gumm
CONCRETE FOOTING PAD
GALVANIZED HARDWARE
No. 5 WASHED STONE FILTER LAID AGAINST
CLEAN OUT POINT HARDWARE CLOTH (1:1 MAXIMUM SLOPE)
CLOTH W/ 1/2" GRID
(1/2 DEPTH SEDIMENT STORAGE ZONE)
SLH
SECTION VIEW
PERSPECTIVE VIEW
DX42.400
USE OF CATCH BASIN RISER/FILTER ON FILL SITES
A.
1. INSTALL CATCH BASIN RISER/FILTER.
B. 3. CUT TREES, CLEAR & GRUB
C. 5. RAISE BASIN AS NEEDED, PLUGGING OLD SIDEWAYS
2. PROVIDE SEDIMENT STORAGE ZONE.
4. BEGIN FIRST FILL SECTION.
BLOCKS W/ MORTAR AND REBUILDING RISER FILTER AT
TOP OF SUBSEQUENT FILLS.
6. CONTINUE FILLING.
2ND RISER/FLTEDESIRED
FI4-_ADEFLOW
1ST FILLSEDIMENTSTOREEAGE
tAEA
ZOFI
2N
BE
2ND FILL
CLEARED
&FILLED /(/
CATCH BASIN RISER/FILTER
D.
7. CATCH BASIN WILL EVENTUALLY REACH DESIRED
FINAL GRADE. BUILD FINAL RISER/FILTER AT THIS POINT.
E. 9. STABILIZE ALL DISTURBED SOIL EXCEPT SEDIMENT
STORAGE ZONE W/ PAVEMENT, VEGETATION, ETC.
F. 10. ONCE FILL IS STABILIZED, INSPECTED & APPROVED,
DISMANTLE FILTER, PLUG BLOCKS & FILL SEDIMENT
8. FILL ALL BUT SEDIMENT ZONE.
STORAGE ZONE.
11. STABIUZE BARE SOIL IN SEDIMENT STORAGE ZONE.
STABILIZED SOIL
/STABILIZED SOIL\
RD RISER/FILTER (FINAL) o
_,_-STABILIZED
!/
1ST
FILL \
1ST FILL
\
\,115­M/LL�
1ST FILL
FINAL
FILL
FINAL
FILL
3RDRD
�
3RD
3RD FILL_
3RD FILL
N
ND
2N
2ND FILL
2ND FI
2ND FILL
AKEFINISHED
CATCH BASIN
COUNTY
NORT"CAROLIN
STANDARD
CATCH BASIN RISER/FILTER
EFFECTIVE: 01/31/08
NOTES:
1. DIVERSION TO BE USED UPSLOPE OF A CONSTRUCTION SITE TO PREVENT STORM RUNOFF FROM ENTERING THE DISTURBED AREA.
2. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS (STABILIZATION MUST OCCUR BEFORE ISSUANCE OF A
CERTIFICATE OF COMPLIANCE). STABILIZATION METHOD IS BASED ON VELOCITY OF OFFSITE DRAINAGE.
3. DIVERSIONS SHOULD ONLY BE USED FOR DRAINAGES 5 ACRES OR LESS.
4. ANY SEDIMENT LADEN WATER PRIOR TO STABILIZATION OF THE DIVERSION MUST BE DIVERTED INTO AN APPROVED EROSION AND SEDIMENT
CONTROL BMP. CLEAN WATER SHOULD EMPTY INTO AN APPROVED OUTLET DEVICE.
VAR.
2' - 10'
Flow from undisturbed area
2. VAR.
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII�II M�-I'
-01- 2
71 1771 F 77
III III III
12"
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
CROSS SECTIONAL VIEW
2' MIN.
DIKE z
2
U7
Disturbed Area
STANDARD CLEAN WATER DIVERSION
DEWATERING
CONCRETE BLOCK
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CONSTRUCTION SPECIFICATIONS
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1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE (%q�
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL �� 00
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST �$
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT q
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. ;�0,00@.Oo00,
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT _
ROWS BY PLACING 2x4 WOOD STUDS THROUGH
BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2 INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4 TO 1/2 INCH IN
DIAMETER, PLACED 2 INCHES BELOW THE TOP
OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND TEMPORARY SEDIMENT
SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED POOL
STONE IS RECOMMENDED. _ _�
T
MAINTENANCE: INSPECT INLET PROTECTION AND 1' MINIMUM
REMOVE SEDIMENT AFTER EACH 2' MAXIMUM
c
RAIN EVENT. GRAVEL SHOULD BE 000,9
REPLACED AND REPAIRS MADE AS NEEDED. -1 I-1 I III -III I�
I �-111I� I
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COUNTY
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- 2:1 SLOPE, GRAVEL FILTER
WIRE SCREEN
DEWATERING
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-III-III d
IIIII-III
=III -III- •• .
III -III A
NORTH CAROLIN STANDARD BLOCK & GRAVEL DROP INLET PROTECTION
EFFECTIVE: 01/31/08
TOP ELEVATION OF STORMWATER
_ #5 WASHED
STONE-�
EXISTING SLOPE
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
FRONT VIEW
NOTE: REMOVE SEDIMENT ACCUMULATION FROM BEHIND
CHECK DAMS TO PREVENT DAMAGE TO CHANNEL VEGETATION.
FLOW SHOULD BE MAINTAINED THROUGH THE DAM.
RAP
STANDARD CHECK DAM
0.5'-1'
kAXM . <
D
In
#1 RIP -RAP -
VARIES
CONSTRUCTION NOTES:
HEIGHT & WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
EXISTING
GROUND
STEP SEQUENCE
50' MIN. NOTES:
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO
SEDIMENT ON SITE ENSURE CONSTRUCTION ENTRANCE IS USED.
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUD
IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE
STONE, THEN THE TIRES OF THE VEHICLES MUST BE WASHED
2"-3" STONE TO BE USED 25' OR WIDTH OF BEFORE ENTERING THE PUBLIC ROAD.
EXISTING (SURGE STONE OR RAILROAD PROPOSED STREET,
ROADWAY BALLAST) WHICHEVER IS 3. MAINTAIN GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
GREATER. SEDIMENT FROM LEAVING CONSTRUCTION SITE. ENTRANCE
WILL REQUIRE PERIODIC REMOVAL OF SEDIMENT -LADEN
STONE AND REPLACEMENT WITH FRESH STONE.
PLAN VIEW
35' MIN.
EXISTING ROADWAY
6" MIN.
15' MIN.
`-FABRIC UNDER STONE
CROSS SECTION
AKE
COUNTY
NORTH CAROLIN. STANDARD CONSTRUCTION ENTRANCE
EFFECTIVE: 01/31/08
NEW CONSTRUCTION
12" MIN.
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PROJECT INFORMATION
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PROJECT MANAGER:
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C5.8

NOTES:
1. TEMPORARY DIVERSION DITCH TO BE USED TO INTERCEPT FLOW AND/OR DIVERT TO A SEDIMENT CONTROL MEASURE OR BMP.
2. SILT SHALL BE REMOVED WHEN DITCH IS ONE-HALF FULL.
3. DITCH SHALL BE RECONSTRUCTED WHEN DAMAGED BY EQUIPMENT OR COVERED BY FILL.
4. STABILIZE DIVERSION DITCH BERM WITH TEMPORARY SEEDING, MULCH WITH TAC, AND/OR EROSION CONTROL NETTING.
2' MIN.
< SVAR.
OpF 2' - 10'
I—
12"
WASTE MATERIAL -COMPACT,
SEED & MULCH AFTER
CONSTRUCTION OF DITCH
VAR.
0 - 2
—III—III-III.
ROSS SECTIONAL. VIEW
COUNTY
NORTH CAROLINASTANDARD TEMPORARY DIVERSION DITCH
EFFECTIVE: 01/31/08
CLASS 1 RIP RAP (SEE SECTION THRU BASIN BELOW)
OW
\\ �— RIP RAP HEADWALL
\ PIP /
\ \\\ 5 / /
#5 WASHED STONE. 1'-0" THICK x 3'-0" HIGH MINIMUM
Seo,Me l
/ STORAGE AREA
PERSPECTIVE VIEW
NO SCALE
/
SEDIMENT STORAGE
AREAS TO BE DISTURBED RIP RAP
(CUT, FILL, ETC.) FLOOD STORAGE ZONE
HEADWALL
;�2'
y
-III— I PIPE
=111 -
-IIII II\ F�Ow 1 INVERT NATURAL GROUND
3
1.5'
— — — — — — — —
-----
---- FLOW
1=111= ------
111
1.5
II11111 1-=1iI—IiI=lil=lil
CLASS 1 RIP -RAP
MAXIMUM SEDIMENT DEPTH
(CLEAN OUT POINT) #5 WASHED STONE
SECTION THRU CATCH BASIN, FILTER AND CULVERT PIPE
AKE NO SCALE
COUNTY
II[
NORTH CAROLIN
EFFECTIVE: 01/31
3 TIMES I.D.
7AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
STANDARD HORSESHOE INLET PROTECTION
FLAN V lL W
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT
LESS THAN 6" (INCHES).
3. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
FABRIC
SECTION 'A -A'
STANDARD PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PLACE GRAVEL BAGS SUCH THAT
Kin !ADC ADC C\/IhCNIT
PLAN VIEW
NOTES:
1. PLACE GRAVEL BAG BARRIER ON GENTLY SLOPING STREET, WHERE WATER CAN POND
AND ALLOW SEDIMENT TO SEPARATE FROM RUNNOFF.
2. USE SAND BAGS OF WOVEN GEOTEXTILE FABRIC (NOT BURLAP) AND FILL WITH z INCH
(OR SMALLER) GRAVEL. BAGS MUST BE LAYERED SUCH THAT NO GAPS ARE EVIDENT.
3. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT, SEDIMENT
AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY.
4. WHEN INSTALLING CURB INLET PROTECTION DEVICES, NEVER BLOCK THE CURB INLET.
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
NOTE: GRAVEL BAG SHOULD NOT
BE HIGHER THAN TOP OF CURB
('I IDD INTI CT
SECTION VIEW
STANDARD GRAVEL BAG CURB INLET PROTECTION
PLAN VIEW
INLET SHALL BE PROTECTED (AS
NEEDED) FROM EROSION WITH
RIPRAP, TARP, MATTING OR
EQUIVALENT.
WAKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
f
ERGENCY
1ILLWAY
TARP PROTECTION
TOP OF BERM
EMERGENCY
SPILLWAY
ELEVATION
NOTE: BLOCK
DEWATER HOLES OF
PERMANENT RISER
DURING
CONSTRUCTION
PHASE OF THE
PROJECT.
DEVICE
ANTI -SEEP COL
SEE NOTE 1
FOR HOLE SPECS
CROSS SECTION CMP OUTLET PIPE
0PATER PAD
RIP RAP
MIN
10' MIN
WEIR LENGTH
SECTION THRU WEIR
NOTE 1
DITCH A` URY TARP
EDGE (MIN. 12")
HOLE SPECS:
DEWATERING HOLES WILL BE INSTALLED IN SETS OF HORIZONTAL RINGS. THE FIRST
SET OF HOLES WILL BE SET 61NCHES FROM THE BOTTOM OF THE RISER. RINGS WILL
CONTINUE UP THE RISER IN INTERVALS OF 3 INCHES. HOLES WILL BE 3/4 INCH IN
DIAMETER AND WILL BE SPACED EQUALLY AROUND THE RISER. THE NUMBER OF
HOLES PER RING WILL EQUAL TO THE DRAINAGE AREA.
EXAMPLE
A BASIN DRAINING 2.0 ACRES SHOULD HAVE 2 HOLES PER RING EVERY 31NCHES ON
THE RISER PIPE. THE FIRST RING (2 HOLES) WILL BE SET 61NCHES FROM THE BOTTOM
OF THE RISER.
NOTE: ROUND DRAINAGE AREA TO THE NEAREST WHOLE NUMBER TO DETERMINE
NUMBER OF HOLES.
GENERAL NOTES:
1) BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION
REPRESENTING THAT THE BASIN IS HALF -FULL.
2) PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW
ACROSS THE BASIN, REDUCING TURBULENCE.
3) BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING
STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
4) MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS
SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
5) THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE
LENGTH OF THE TARP SHALL BE ACCORDING TO AVAILABLE SUPPLY. IF
MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT
LEAST 12". THE UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM
TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS OR
EQUIVALENT FOR U.V. RESISTANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT
STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY
ENVIRONMENTAL ENGINEER.
STANDARD CUSTOM BASIN ATTACHED TO PERMANENT RISER
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT
LESS THAN 6" (INCHES).
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" (INCHES) ABOVE
THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
SECTION 'A -A'
I 'A'B'
L ILI\
FABRIC
STANDARD PIPE OUTLET TO WELL-DEFINED CHANNEL
6
NOTE:
1. INSPECT INLET PROTECTION AND REMOVE SEDIMENT
AFTER EACH RAIN EVENT. GRAVEL SHOULD BE REPLACED
AND REPAIRS MADE AS NEEDED.
7
STANDARD METAL POSTS 2'-0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
# 57 WASHED STONE PLACED TO A HEIGHT OF 12"-18" MINIMUM ABOVE TOP OF BOX
NORTH CAROLINASTANDARD GRAVEL YARD INLET PROTECTION
EFFECTIVE: 01/31/08
S
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
ZONE
PLAN VIEW
INFLOW
/STRUCTURE
18" MIN
TOP OF DAM
TARP PROTECTION
DITCH AND BURY TARP
EDGE (MIN. 12")
10' MIN
WEIR LENGTH
rY SECTION THRU WEIR
1' MIL FREEBOARD
BAFFLES
SKIMMED TRASH �2ACK
PROJECT MANAGER:
IG
V MIL FREEBOARD
\
INFLOW
SLH
BAFFLES
0
ORIGINAL DATE:
STRUCTURE
\
CAP TOP OF
TRASH
6" PVC PIPE
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1ATERING
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TO TOP OF
HOLES _
INLET SHALL BE PROTECTED (AS
NEEDED) FROM EROSION WITH
RIPRAP, TARP, MATTING OR
EQUIVALENT.
WAKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
f
ERGENCY
1ILLWAY
TARP PROTECTION
TOP OF BERM
EMERGENCY
SPILLWAY
ELEVATION
NOTE: BLOCK
DEWATER HOLES OF
PERMANENT RISER
DURING
CONSTRUCTION
PHASE OF THE
PROJECT.
DEVICE
ANTI -SEEP COL
SEE NOTE 1
FOR HOLE SPECS
CROSS SECTION CMP OUTLET PIPE
0PATER PAD
RIP RAP
MIN
10' MIN
WEIR LENGTH
SECTION THRU WEIR
NOTE 1
DITCH A` URY TARP
EDGE (MIN. 12")
HOLE SPECS:
DEWATERING HOLES WILL BE INSTALLED IN SETS OF HORIZONTAL RINGS. THE FIRST
SET OF HOLES WILL BE SET 61NCHES FROM THE BOTTOM OF THE RISER. RINGS WILL
CONTINUE UP THE RISER IN INTERVALS OF 3 INCHES. HOLES WILL BE 3/4 INCH IN
DIAMETER AND WILL BE SPACED EQUALLY AROUND THE RISER. THE NUMBER OF
HOLES PER RING WILL EQUAL TO THE DRAINAGE AREA.
EXAMPLE
A BASIN DRAINING 2.0 ACRES SHOULD HAVE 2 HOLES PER RING EVERY 31NCHES ON
THE RISER PIPE. THE FIRST RING (2 HOLES) WILL BE SET 61NCHES FROM THE BOTTOM
OF THE RISER.
NOTE: ROUND DRAINAGE AREA TO THE NEAREST WHOLE NUMBER TO DETERMINE
NUMBER OF HOLES.
GENERAL NOTES:
1) BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION
REPRESENTING THAT THE BASIN IS HALF -FULL.
2) PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW
ACROSS THE BASIN, REDUCING TURBULENCE.
3) BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING
STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
4) MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS
SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
5) THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE
LENGTH OF THE TARP SHALL BE ACCORDING TO AVAILABLE SUPPLY. IF
MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT
LEAST 12". THE UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM
TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS OR
EQUIVALENT FOR U.V. RESISTANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT
STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY
ENVIRONMENTAL ENGINEER.
STANDARD CUSTOM BASIN ATTACHED TO PERMANENT RISER
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT
LESS THAN 6" (INCHES).
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" (INCHES) ABOVE
THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
SECTION 'A -A'
I 'A'B'
L ILI\
FABRIC
STANDARD PIPE OUTLET TO WELL-DEFINED CHANNEL
6
NOTE:
1. INSPECT INLET PROTECTION AND REMOVE SEDIMENT
AFTER EACH RAIN EVENT. GRAVEL SHOULD BE REPLACED
AND REPAIRS MADE AS NEEDED.
7
STANDARD METAL POSTS 2'-0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
# 57 WASHED STONE PLACED TO A HEIGHT OF 12"-18" MINIMUM ABOVE TOP OF BOX
NORTH CAROLINASTANDARD GRAVEL YARD INLET PROTECTION
EFFECTIVE: 01/31/08
S
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
ZONE
PLAN VIEW
INFLOW
/STRUCTURE
18" MIN
TOP OF DAM
TARP PROTECTION
DITCH AND BURY TARP
EDGE (MIN. 12")
10' MIN
WEIR LENGTH
rY SECTION THRU WEIR
1' MIL FREEBOARD
BAFFLES
SKIMMED TRASH �2ACK
OF BERM
EMERGENCY
SPILLWAY
ELEVATION
ORIFICE
INLET SHALL BE PROTECTED (AS ANTI -FLOATATION
NEEDED) FROM EROSION WITH DEVICE
RIPRAP, TARP, MATTING OR ANTI -SEEP COLLAR
EQUIVALENT.
CROSS SECTION DISSIPATER PAD
CMP OUTLET PIPE RIP RAP
NOTES:
1) BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS HALF -FULL.
2) THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING
TO AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE
UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS
OR EQUIVALENT FOR U.V. RESISTANCE.
3) PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING TURBULENCE.
4) BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
5) MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
STANDARD SKIMMER ATTACHED TO PERMANENT RISER
o
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PROJECT MANAGER:
IG
DESIGNED BY:
SLH
DRAWN BY:
SLH
OF BERM
EMERGENCY
SPILLWAY
ELEVATION
ORIFICE
INLET SHALL BE PROTECTED (AS ANTI -FLOATATION
NEEDED) FROM EROSION WITH DEVICE
RIPRAP, TARP, MATTING OR ANTI -SEEP COLLAR
EQUIVALENT.
CROSS SECTION DISSIPATER PAD
CMP OUTLET PIPE RIP RAP
NOTES:
1) BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS HALF -FULL.
2) THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING
TO AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE
UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS
OR EQUIVALENT FOR U.V. RESISTANCE.
3) PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING TURBULENCE.
4) BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
5) MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
STANDARD SKIMMER ATTACHED TO PERMANENT RISER
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C5.9

In
W
2/3 W
I Ia I Ifi JO—III—I I-`� 4" to 12"
6 1= —
6 — -� III—III-III (FILTER FABRIC OR
GRAVEL BEDDING
PARABOLIC—SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY BULLDOZER)
W
—I 1 1=III—
111=1II-1 II 1I 1=1II- d�I III 1=111=1
18" I I— I �; ..4 1 —1 I L 11=1 ' ,ITS 4» to 12"
1=
SLI 111_
6" FILTER FABRIC OR
GRAVEL BEDDING
V—SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY MOTOR GRADER)
7AKE
NORTH CAROLIN
EFFECTIVE: 01/31
INSTALLATION DETAIL
EXPANSION RESTRAINT
(1/4" NYLON ROPE,
2" FLAT WASHERS)
7AKE
COUNTY
NORTH CAROLINA
EFFECTIVE: 01/31
WAKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
TYPICAL RIP RAP CHANNEL
GRAVEL BEDDING
TRAPEZOIDAL
NOTES:
-TO BE USED WHERE EXCESSIVE STORMWATER
VELOCITIES PROHIBIT VEGETATIVE LININGS.
-SIZE OF STONE MUST BE DETERMINED BY
APPROPRIATE DESIGN PROCEDURE.
-DIMENSIONS FOR d & W VARIES ACCORDING
TO DESIGN.
STANDARD RIP -RAP LINED CHANNELS
DUMP STRAP
1" REBAR FOR BAG
REMOVAL FORM INLET
SEDIMENT SACK
DUMP STRAPS
2 EACH
DUMP STRAP
° NOTES:
W a a 1. SOME MUNICPALITIES DO NOT ALLOW
a GUTTER PROTECTION ON PUBLIC ROADS.
BAG DETAIL m SILT BAGS SHOULD BE USED WITH
THESE CASES.
2. BAGS SHOULD BE CLEANED OUT AFTER
EVERY RAIN EVENT AND/OR AS
NEEDED.
STANDARD SILT BAG - INLET SEDIMENT CONTROL DEVICE
OUTLET END: CONNECTION
TO OUTLET PIPE OR RISER
STANDARD SKIMMER DETAIL
IR
\T
EMERGENCY SPILLWAY CONSTRUCTED OVER
UNDISTURBED GROUND AND ARMORED
WITH RIP RAP —
I \ \
\ SEDIMENT TRAP
DISSIPATER PAD
\ RIP RAP
NOTES: \ \
1. PROVIDE ALL CALCULATIONS FOR ORIFICE DESIGN.
2. PROVIDE ANTI—FLOTATION BLOCK CALCULATIONS. j
OUTLET PIPE
EARTH DAM
CMP PLAN VIEW
RISER
PAINTED RED CLEANOUT MARK (PERFORATED)
LOCATED HALFWAY UP RISER PIPE
EFFECTIVE: 01/31/08
MINIMUM 10
LINE WIRES
ANTI -FLOTATION DEVICE
CROSS SECTION
TRASH RACK & ANTI -VORTEX DEVICE
1'-0" MINIMUM FREEBOARD
TOP OF DAM
EMERGENCY SPILLWAY ELEVATION
�- MINIMUM SLOPES 2-1/2 1
ANTI -SEEP COLLAR
CMP OUTLET PIPE
STANDARD RISER -BARREL SEDIMENT BASIN
8'-0" MAXIMUM
NOTE:
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA
DOES NOT EXCEED 1/4 ACRE AND NEVER IN
AREAS OF CONCENTRATED FLOW.
2. REMOVE SEDIMENT DEPOSITED AS NEEDED TO
PROVIDE STORAGE VOLUME FOR THE NEXT RAIN
AND TO REMOVE PRESSURE ON THE SILT
FENCE.
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FABRIC
o F
FILL SLOPE
CD
N Z
Ni _eDAnr
_-6" MINIMUM COVER
o OVER SKIRT *
I
N ANCHOR SKIRT AS DIRECTED
BY ENGINEER
SIDE VIEW
STANDARD TEMPORARY SILT FENCE
DISSIPATER PAD RIP RAP
IMUM 12-1/2 GAUGE
ERMEDIATE WIRES
GRADE
NOTES:
1. CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A STANDARD 4'
FLARED -END SECTION OF PIPE WITH A MINIMUM 6 -INCH METAL TOE PLATE
min.
(CROSS-SECTION VIEW). MAKE ALL FITTINGS WATERTIGHT. A STANDARD
T -SECTION FITTING MAY ALSO BE USED AT THE INLET.
Berm
2. USE AN EARTHEN DIVERSION TO DIRECT SURFACE RUNOFF INTO THE
TEMPORARY SLOPE DRAIN. MAKE THE HEIGHT OF THE BERM OVER THE DRAIN
CONDUIT A MINIMUM OF 1.5 FT AND AT LEAST 61NCHES HIGHER THAN THE Hold-down stakes
ADJOINING BERM ON EITHER SIDE. 3:1
THE LOWEST POINT OF THE DIVERSION BERM SHOULD BE A MINIMUM OF 1 FT 1.5' m i n
ABOVE THE TOP OF THE DRAIN SO THAT DESIGN FLOW CAN FREELY ENTER THE
PIPE.
3. PROTECT THE OUTLET OF THE SLOPE DRAIN FROM EROSION WITH RIPRAP
DISSIPATOR.
10' Spacing —I =
Plastic -I IIIII -
Corrugated I Inlet
Pipe
1 Aly -v
` II fV` r�N.ruMrvIVa. `�.i,uU
Yrtl.ru+m�VVV �j„.o�'�nm�',L�r..rrly)/ 'k' -Uva, i",, ,, •
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AW
4' min Y
level section
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Y,µAd„Wv v���W a4l 'kr/ily1'
Cross—Section View
Plan View
Standard T—section
AKE
COUNTY
NORTH CAROLIN STANDARD TEMPORARY SLOPE DRAIN
EFFECTIVE: 01/31/08
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
4' MAX
Q
21" MIN.
\ 4' MIN.
TOP OF S
MUST BE
ABOVE TI
THE WAS
3' MIN.
STnNF '�FC'TION
CROSS SECTION
OVERFILL 6" FOR
SETTLEMENT
NATURAL GROUND
EMERGENCY BY-PASS
6" BELOW SETTLED TOP
OF DAM
NOTES:
1.
PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH).
2.
BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDES
J
USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
3.
MOST OF THE SEDIMENT WILL ACCUMULATE IN THE I ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
4.
BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5.
TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERM
6.
INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL.
7.
.:-
CROSS SECTION
OVERFILL 6" FOR
SETTLEMENT
NATURAL GROUND
EMERGENCY BY-PASS
6" BELOW SETTLED TOP
OF DAM
NOTES:
1.
PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH).
2.
BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDES
J
USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
3.
MOST OF THE SEDIMENT WILL ACCUMULATE IN THE I ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
4.
BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5.
TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERM
6.
INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL.
7.
BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATIO
REPRESENTING THAT THE BASIN IS HALF -FULL.
p
Q
STANDARD ROCK DAM SEDIMENT BASIN
4' MIN. — I SILT FENCE
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF #57
WASHEDSTONE
BURY WIRE FENCE AND HARDWARE CLOTH
7AKE
COUNTY
NORTH CAROLINA
EFFECTIVE: 01/31/08
1/2 DIAMETER OF PIPE
OR 12" WHICHEVER IS
GREATER
FILTER FABRIC
CAPACITY OF PIPE CULVERTS
TOGETHER = BANK FULL FLOW
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31
I AND HARDWARE
IIIJJJ CLOTH IN TRENCH
STEEL FENCE POST
SET MAX 2' APART
MIN. 18" INTO SOLID
GROUND
T FILTER FABRIC
ON GROUND
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED
2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
SECTION VIEW
STANDARD SILT FENCE OUTLET
COARSE AGGREGATE EARTH FILL COVERED BY
6' DEEP LARGE ANGULAR ROCK
FLOW
ELEVATION
EARTH FILL COVERED BY
LARGE ANGULAR ROCK
COARSE AGGREGATE
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
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PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C5.10

UPSTREAM END OF
STORM DRAIN
OVERFLOW
° 1/3 PIPE
p D ° DIAMETER
t>
BURY BOTTOM
OF PLYWOOD -- - - - -_-_-
I I
---------L�
NOTE: 3/4" EXTERIOR
ALL PARTIALLY COMPLETED STORM DRAINS PLYWOOD
SHALL BE PROTECTED AT THE END OF
EACH DAY IN ACCORDANCE WITH THESE PLYWOOD INLET PROTECTION
DETAILS. STEEL FENCE POST
(TYPICAL)
UPSTREAM END OF
STORM DRAIN
II II II
WASHED STONE FIL
ACROSS PIPE INLE'
coUNKE
NORTH CARO
EFFECTIVE: 01/31
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zzz1z41zzzzzz2_'�
° 1/3 PIPE
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\ / HARDWARE CLOTH U
u STONE FILTER INLET PROTECTION
STANDARD PIPE INLET PROTECTION (PLYWOOD & STONE)
PLAN VIEW
CY
Y
TARP PROTECTION
18" MIN
10MIN
WEIR LENGTH
SECTION THRU WEIR
1' MIN FREEBOARD TOP OF BERM
INFLOW BAFFLES (STD) MERGENCY
"RUCTURE SPILLWAY
SKIMMER ELEVATION
JATERING
ZONE
DISSIPATER
PAD
RIP RAP
INLET SHALL BE PROTECTED CMP OUTLET PIPE
(AS NEEDED) FROM EROSION CROSS SECTION
WITH RIPRAP, TARP, MATTING
OR EQUIVALENT.
/DITCH
/
DITCH AND BURY TARP
EDGE (MIN. 12")
NOTES:
1) BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS HALF -FULL.
2) THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING
TO AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE
UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS
OR EQUIVALENT FOR U.V. RESISTANCE.
3) PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING TURBULENCE.
4) BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
5) MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6) DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP OF PIPE.
AKE 7) POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
COUNTY
NORTHCAROLIN STANDARD SKIMMER BASIN
EFFECTIVE: 01/31/08
SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
H
(FEET)
AREA
>10 AC.
(ACRES)
<100 AC.
MIN.
NOTES:
LENGTH TO
1. REFER TO NCESCPDM
WIDTH RATIO
2:1
MAX.
5
LENGTH TO
6:1
WIDTH RATIO
4
MIN.
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
PROJECT MANAGER:
DISTURBED)
435
SURFACE
(SQ. FT,
AREA
PER CFS
REQUIRED
Q10)
DATA BLOCK
PLAN VIEW BAFFLE
STRUINFLOCTURE � % MIN.
L SKIMMER
AVERAGE AREA* DEWATERING
WIDTH W = L DEVICE
* AREA OF BASIN WATER
SURFACE AT TOP OF PRINCIPAL
SPILLWAY - .�
CROSS—SECTION VIEW SEE NOTE #3
1' FREEBOARD -
INFLOW 6" MIN. INVERT ELEVATION
STRUCTURE OF EMERGENCY SPILLWAY
PRIMARY SPILLWAY (RISER)
MIN.
DEWATERING
ZONE H
FILTER FABRIC _-
SEDIMENT
STORAGE ZONE
BAFFLE
3RD BAFFLE:
BASIN SURFACE AREA
HARDWARE
H
(FEET)
CLOTH
L
(FEET)
SURROUNDING
W
(FEET)
SKIMMER
NOTES:
REQUIRED PROVIDED
(SQ FT.) (SQ FT.)
1. REFER TO NCESCPDM
16,251 16,885
2
SECTION #6.61 FOR
5
30
ADDITIONAL DESIGN
10
4
SPECIFICATIONS
REGARDING SEDIMENT
-
BASINS.
PROJECT MANAGER:
2. REFER TO DETAIL THIS
SHEET FOR BAFFLE
RISER
SPACING AND
DRAWN BY:
INSTALLATION.
3. FIRST BAFFLE IS TO BE
DX42.400
CONSTRUCTED OF
6/13/2016
RIP—RAP AND #5
L=20'
WASHED STONE, WITH A
MIN. HEIGHT OF 3' AND
MIN.
MIN. TOPWIDTH OF 2'.
W
EMBANKMENT
T
Z
EMERGENCY
SPILLWAY
ANTI -SEEP
rnli AD
xxN11 o����i.
. ••••..........
.� �i
= LICENSE NO.: % =
i C-0587 i =
NOT TO SCALE
i �:
BASIN DRAINAGE DENUDED BASIN VOLUME
AREA AREA Q10 REQUIRED PROVIDED
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.)
BASIN SURFACE AREA
CLEANOUT
DEPTH (FT.)
H/2
H
(FEET)
Z
(FEET)
L
(FEET)
T
(FEET)
W
(FEET)
SKIMMER
PIPE
DIAMETER
SKIMMER
ORIFICE
DIAMETER
REQUIRED PROVIDED
(SQ FT.) (SQ FT.)
A 14.38 12.12 38 25,956 29,673
16,251 16,885
2
4
5
30
1.10
10
4
1.4
0
PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
SEDIMENT BASIN
NOT TO SCALE \�� ESS%;y9!�9'%
SEAQ
028116-
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C5.11

0
0
a
a
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REQUIREMENTS OF IRRIGATION, LIGHTING, AND FENCING TO ENSURE THAT PRODUCTS ARE SIGHT DISTANCE LINES. 29
INSTALLED PROPERLY AND PER MANUFACTURER REQUIREMENTS AND LOCAL AGENCY CODES & $
RESTRICTIONS. PLANT MATERIAL SUBSTITUTION: 28
i
5. ESP ASSOCIATES, P.A. IS NOT RESPONSIBLE FOR DESIGN OF LIGHTING, WALLS AND GATES, OR 1. PLANT MATERIAL SUBSTITUTIONS TO BE APPROVED BY OWNER OR LANDSCAPE ARCHITECT ` r
IRRIGATION. IRRIGATION SLEEVES SHOWN ON PLANS MAY BE UTILIZED FOR FUTURE IRRIGATION PRIOR TO ORDERING PLANT MATERIAL. SUBSTITUTIONS OF PLANT MATERIAL NOT APPROVED BY 2T
AND/OR DECORATIVE LIGHTING TO BE DESIGNED BY OTHERS. THE INSTALLATION REQUIREMENTS OWNER OR LANDSCAPE ARCHITECT MAY BE REJECTED. .
AND DESIGN IS THE RESPONSIBILITY OF THE CONTRACTOR. / 26
6. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES, USING FLAG MEN, AND MAINTENANCE
OF TRAFFIC AS NECESSARY TO ENSURE PUBLIC SAFETY.
5 G <
5
7. NO TREES SHALL BE PLANTED IN ANY UTILITY EASEMENT OR ON TOP OF ANY WATER, SEWER, OR / 24
STORM DRAINAGE LINES. e +
+SF
� � ✓
•
1W IN
�- � :• Citi � •!►- �� •.
WALKING TRAIL
1. FIELD ADJUSTMENTS TO PLANT MATERIAL TO BE MADE. D BY • ♦ ♦ r ♦♦♦ ♦♦♦ ♦♦.♦V♦♦♦SF
,SPACE
♦ ♦♦ i/ ♦ ♦ �► ♦ ♦♦.♦♦♦♦♦♦♦♦♦♦♦♦♦.♦.♦♦♦1� �j _i
OVERALL2. SIZE, QUALITY AND
.NT MATERIAL USED SHALL CONFORM TO THE♦ i /
LATEST EDITION OF "USA STANDARDS FOR NURSERY STOCK" AS PUBLISHED BY THE AMERICAN
ASSOCIATION OF NURSERYMEN, INC.
♦ ♦ �,
,.,� ♦♦ .,,� �, � �.,'',.,.�♦.,s..,.`..,.,.,.,.,.,.�♦,/,. . , �,ACTIVE3. CALIPER SPECIFICATIONS INDICATED ON THE PLANT SCHEDULE SHALL TAKE PRECEDENCE OVER . I err �
AOPEN
HEIGHT.im ♦ •� � 'Go, • �A♦♦,♦,♦,�,♦,♦,♦,/�: "" �i �
.'c♦i♦iso �� / ♦ � ♦♦� ♦ ♦, , : � '�/1/ �r � � .�;� � „ . �� ► . - .
SPACE
4. PLANTS SHALL BE COVERED DURING TRANSPORT TO PREVENT WIND DAMAGE. COVERING SHALL
,`A.4,♦rte,♦,♦,1�� ♦1 ��J ♦ ♦ � 3 �/� / / , n . i�// ►% I
BE REMOVED IMMEDIATELY UPON ARRIVAL ON SITE. ROOT BALLS SHALL BE THOROUGHLY
WATERED IMMEDIATELY UPON ARRIVAL ON SITE AND THEN REGULARLY AS -NEEDED. IF PLANTS OPE
ARE • . IMMEDIATELY THEY SHALL BE STORED IN A PROTECTED AREA OUT •♦�g♦♦ ♦♦♦�♦ �� ♦ i♦OA♦A♦♦♦r♦ 1
GENERAL/SITE NOTES:
COVEREDt♦♦♦♦♦♦
12.
CONTRACTOR SHALL COORDINATE ANY PLANTING OR IRRIGATION IN ANY RIGHT-OF-WAY WITH
I.J.
V
♦.: moo:+.•:►� • I�� �'
THE TOWN OF ZEBULON, AND ANY OTHER APPLICABLE LOCAL TRANSPORTATION DEPARTMENTS
5.
1.
ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM WITH
A�Ot►�♦
Q
AND ESP IF CONDITIONS WARRANT ADJUSTMENTS TO PLANT MATERIAL AND LOCATIONS.
CONTRACTOR SHALL REMOVE ALL LUMPS OF CLAY, STONES OVER I" IN DIAMETER AND ALL
0
STANDARDS SET FORTH IN THE TOWN OF ZEBULON CODE OF ORDINANCES, STATE OF NC, OR
Z
`Z
CONSTRUCTION DEBRIS INCLUDING GRAVEL, ROOTS, LIMBS AND OTHER DELETERIOUS MATTER
I1/
IF
OTHER APPLICABLE STANDARDS.
13.
NO TREES TO BE PLANTED WITHIN 15 FEET OF UTILITIES OR LIGHT POLE. LARGE MATURING
' �AA��i �AAAOAA♦��"�♦A♦J'♦AAd.�
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LAWN AND PLANTING AREAS.
TREES MUST BE A MINIMUM 25 FEET FROM OVERHEAD DISTRIBUTION OR TRANSMISSION LINES.
i♦O♦♦♦♦♦♦♦♦♦♦♦.,
2.
CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO INSTALLATION AND NOTIFY
ACER RUBRUM 'RED SUNSET'
RED SUNSET RED MAPLE
COORDINATE PLANTINGS WITH THE PROPER POWER COMPANY IF NECESSARY. IF TREES
LANDSCAPE ARCHITECT IMMEDIATELY IF FIELD CONDITIONS WARRANT ADJUSTMENT OF PLANT
IN LANDSCAPE AREAS WHERE ASPHALT IS REMOVED FOR PLANTING BEDS OR WHERE
CONFLICT WITH POWER LINES OR SIGNS NOTIFY LANDSCAPE ARCHITECT TO RESOLVE BEFORE
MATERIALS. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE PARTIES
PLANTING
SUBSTITUTED FOR CANOPY TREES
CONTAMINATED SOIL TO A DEPTH OF 8" AND REPLACE WITH CLEAN TOPSOIL AT NO CHARGE TO
AND ASSURING THAT ALL UTILITIES ARE LOCATED PRIOR TO CONSTRUCTION.
OWNER IF REQUIRED.
14.
ALL DISTRIBUTED AREAS AND AREAS OUTSIDE PLANTING BEDS BUT WITHIN LIMITS OF WORK
SCARLET OAK
3.
COORDINATE LANDSCAPE INSTALLATION WITH ANY LIGHTING CONSTRUCTION.
6.
PRIOR TO PLANT INSTALLATION ALL PLANTING BEDS ARE TO BE TILLED AT A MINIMUM OF 181,
SHALL BE SODDED OR SEEDED WITH ST. AUGUSTINE GRASS OR APPROVED EQUAL PER OWNER.
4
CONTRACTOR RESPONSIBLE FOR VERIFYING ALL SPECIFICATIONS AND INSTALLATION
DEPTH AND RECEIVE AN AMENDED TOPSOIL MIXTURE APPROPRIATE FOR GOOD PLANT GROWTH
15
CONTRACTOR TO ENSURE ALL PLANT MATERIAL LOCATED OUTSIDE SIGHT TRIANGLE AND/OR
REQUIREMENTS OF IRRIGATION, LIGHTING, AND FENCING TO ENSURE THAT PRODUCTS ARE SIGHT DISTANCE LINES. 29
INSTALLED PROPERLY AND PER MANUFACTURER REQUIREMENTS AND LOCAL AGENCY CODES & $
RESTRICTIONS. PLANT MATERIAL SUBSTITUTION: 28
i
5. ESP ASSOCIATES, P.A. IS NOT RESPONSIBLE FOR DESIGN OF LIGHTING, WALLS AND GATES, OR 1. PLANT MATERIAL SUBSTITUTIONS TO BE APPROVED BY OWNER OR LANDSCAPE ARCHITECT ` r
IRRIGATION. IRRIGATION SLEEVES SHOWN ON PLANS MAY BE UTILIZED FOR FUTURE IRRIGATION PRIOR TO ORDERING PLANT MATERIAL. SUBSTITUTIONS OF PLANT MATERIAL NOT APPROVED BY 2T
AND/OR DECORATIVE LIGHTING TO BE DESIGNED BY OTHERS. THE INSTALLATION REQUIREMENTS OWNER OR LANDSCAPE ARCHITECT MAY BE REJECTED. .
AND DESIGN IS THE RESPONSIBILITY OF THE CONTRACTOR. / 26
6. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES, USING FLAG MEN, AND MAINTENANCE
OF TRAFFIC AS NECESSARY TO ENSURE PUBLIC SAFETY.
5 G <
5
7. NO TREES SHALL BE PLANTED IN ANY UTILITY EASEMENT OR ON TOP OF ANY WATER, SEWER, OR / 24
STORM DRAINAGE LINES. e +
+SF
� � ✓
•
1W IN
�- � :• Citi � •!►- �� •.
WALKING TRAIL
1. FIELD ADJUSTMENTS TO PLANT MATERIAL TO BE MADE. D BY • ♦ ♦ r ♦♦♦ ♦♦♦ ♦♦.♦V♦♦♦SF
,SPACE
♦ ♦♦ i/ ♦ ♦ �► ♦ ♦♦.♦♦♦♦♦♦♦♦♦♦♦♦♦.♦.♦♦♦1� �j _i
OVERALL2. SIZE, QUALITY AND
.NT MATERIAL USED SHALL CONFORM TO THE♦ i /
LATEST EDITION OF "USA STANDARDS FOR NURSERY STOCK" AS PUBLISHED BY THE AMERICAN
ASSOCIATION OF NURSERYMEN, INC.
♦ ♦ �,
,.,� ♦♦ .,,� �, � �.,'',.,.�♦.,s..,.`..,.,.,.,.,.,.�♦,/,. . , �,ACTIVE3. CALIPER SPECIFICATIONS INDICATED ON THE PLANT SCHEDULE SHALL TAKE PRECEDENCE OVER . I err �
AOPEN
HEIGHT.im ♦ •� � 'Go, • �A♦♦,♦,♦,�,♦,♦,♦,/�: "" �i �
.'c♦i♦iso �� / ♦ � ♦♦� ♦ ♦, , : � '�/1/ �r � � .�;� � „ . �� ► . - .
SPACE
4. PLANTS SHALL BE COVERED DURING TRANSPORT TO PREVENT WIND DAMAGE. COVERING SHALL
,`A.4,♦rte,♦,♦,1�� ♦1 ��J ♦ ♦ � 3 �/� / / , n . i�// ►% I
BE REMOVED IMMEDIATELY UPON ARRIVAL ON SITE. ROOT BALLS SHALL BE THOROUGHLY
WATERED IMMEDIATELY UPON ARRIVAL ON SITE AND THEN REGULARLY AS -NEEDED. IF PLANTS OPE
ARE • . IMMEDIATELY THEY SHALL BE STORED IN A PROTECTED AREA OUT •♦�g♦♦ ♦♦♦�♦ �� ♦ i♦OA♦A♦♦♦r♦ 1
♦
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SPACE
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PROPOSED
MAILBOX
�sf0 (SEE DETAILS)
Y
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+ - • • •
COLUMN
7-QUEC
soTtcZ�Pl0111 otelCal"I1�\�1��11L'\���j�.`
5,000 SF - <10,000 SF LOTS
I • ♦�♦�•♦•,7 • IV F112
OPEN
'
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SPACE�i,, ,..�'� �•r •. .. ., . .
it' II 11 /�-� �, ♦ ♦ �, ,
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QUEC
� ♦♦fir►♦♦♦� � I /7/iJ , �' � ♦ ON
I-Wrizz, Ord'
♦/� �/ / I ■ 1
♦�•�i�i�• I •, / / %I�♦'/ice �'�' .
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CANOPY TREES: 2/LOT 2 1/2" CAL. 10' HEIGHT.
NOTES
COVEREDt♦♦♦♦♦♦
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Z
5.
PLANTS SHALL BE TRANSPORTED BY LIFTING FROM BOTTOM OF ROOT BALL ONLY.
COMMON NAME:
A�Ot►�♦
Q
6.
CONTRACTOR SHALL REMOVE ALL LUMPS OF CLAY, STONES OVER I" IN DIAMETER AND ALL
0
Z
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CONSTRUCTION DEBRIS INCLUDING GRAVEL, ROOTS, LIMBS AND OTHER DELETERIOUS MATTER
I1/
IF
WHICH WOULD BE HARMFUL OR PREVENT PROPER ESTABLISHMENT AND/OR MAINTENANCE OF
'
' �AA��i �AAAOAA♦��"�♦A♦J'♦AAd.�
� � 3I •
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LAWN AND PLANTING AREAS.
0
i♦O♦♦♦♦♦♦♦♦♦♦♦.,
. ♦♦��
ACER RUBRUM 'RED SUNSET'
RED SUNSET RED MAPLE
7.
IN LANDSCAPE AREAS WHERE ASPHALT IS REMOVED FOR PLANTING BEDS OR WHERE
CONSTRUCTION GRAVEL IS EMBEDDED IN THE SOIL, CONTRACTOR SHALL REPLACE
SUBSTITUTED FOR CANOPY TREES
CONTAMINATED SOIL TO A DEPTH OF 8" AND REPLACE WITH CLEAN TOPSOIL AT NO CHARGE TO
OWNER IF REQUIRED.
QUERCUS COCCINEA
SCARLET OAK
AT A RATE OF 2:1
6.
PRIOR TO PLANT INSTALLATION ALL PLANTING BEDS ARE TO BE TILLED AT A MINIMUM OF 181,
DEPTH AND RECEIVE AN AMENDED TOPSOIL MIXTURE APPROPRIATE FOR GOOD PLANT GROWTH
QUERCUS PHELLOS
WILLOW OAK
AND ADEQUATE DRAINAGE. RECOMMENDED SOIL AMENDMENTS AND SOIL COMPOSITE SHALL BE
BASED UPON RECOMMENDATION FROM SOIL TESTS. A MINIMUM OF ONE SOIL TEST IS REQUIRED
FOR THIS SITE.
OR SMALL TREES: 3/LOT 2 1/2" CAL. 8' HEIGHT.
507 OF REQUIRED TREES
7.
PROVIDE MINIMUM PLANTING AREA PER TREE (AS PER DETAIL) WITH AMENDED ON SITE SOIL OR
SOIL MIX TO A DEPTH OF 8-12" INCHES.
BETULA NIGRA
RIVER BIRCH
MUST BE LOCATED IN THE
8.
REFER TO TREE PLANTING DETAILS FOR INSTALLATION PROCEDURES AND REQUIREMENTS.
ON 2.�
FRONT YARD
9.
CONTRACTOR SHALL MULCH SHRUB BEDS AND TREES WITH 3-4" MULCH AS APPROVED BY
CERCIS CANADENSIS
EASTER REDBUD
10.
ALL PLANT BEDS ARE TO RECEIVE WEED INHIBITOR OF PREEN@ OR APPROVED EQUAL.
♦•ISA♦AAAA♦♦ 1�r � / i//I /'/
11.
CONTRACTOR IS RESPONSIBLE FOR ALL PLANTS SHOWN ON PLANS. QUANTITIES ARE FOR
►A♦AAA♦A:A♦�-►♦� / �I
CONVENIENCE ONLY. IF THERE IS A DISCREPANCY BETWEEN THE PLANTING PLAN AND THE
!/7 ►,'A♦A,,♦A•A.�
/1♦
TING SCHEDULE, THE PLAN SHALL PREVAIL.
�A�.♦ ♦ . / ►t♦♦♦♦fr.
Ov�i' � •moi �j• % di
LAGERSTROEMIA INDICA 'NATCHEZ'
►�i�i����00��
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SPACE
W, 12706 SF14-f OPEN 11
# O 2
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�.�13963 SFR.
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PROPOSED
MAILBOX
�sf0 (SEE DETAILS)
Y
-�♦L
+ - • • •
COLUMN
7-QUEC
soTtcZ�Pl0111 otelCal"I1�\�1��11L'\���j�.`
5,000 SF - <10,000 SF LOTS
I • ♦�♦�•♦•,7 • IV F112
OPEN
'
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SPACE�i,, ,..�'� �•r •. .. ., . .
it' II 11 /�-� �, ♦ ♦ �, ,
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QUEC
� ♦♦fir►♦♦♦� � I /7/iJ , �' � ♦ ON
I-Wrizz, Ord'
♦/� �/ / I ■ 1
♦�•�i�i�• I •, / / %I�♦'/ice �'�' .
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1 A�� / I �A♦A♦A♦A.A / ►'
j�
CANOPY TREES: 2/LOT 2 1/2" CAL. 10' HEIGHT.
NOTES
Q
I.J.
V
Z
Uj
BOTANICAL NAME-
COMMON NAME:
V
Q
J
J
0
Z
`Z
QUj
I1/
SMALL TREES MAY BE
Q
�0
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0
Z
ACER RUBRUM 'RED SUNSET'
RED SUNSET RED MAPLE
SUBSTITUTED FOR CANOPY TREES
QUERCUS COCCINEA
SCARLET OAK
AT A RATE OF 2:1
QUERCUS PHELLOS
WILLOW OAK
OR SMALL TREES: 3/LOT 2 1/2" CAL. 8' HEIGHT.
507 OF REQUIRED TREES
BETULA NIGRA
RIVER BIRCH
MUST BE LOCATED IN THE
REQUIRED PLANTINGS
FRONT YARD
CERCIS CANADENSIS
EASTER REDBUD
HIGHWAY 96 STREETSCAPE:
LAGERSTROEMIA INDICA 'NATCHEZ'
WHITE CRAPE MYRTLE
REQUIRED:
10,000 SF — <15,000 SF LOTS
1 CANOPY TREE AND 5 SHRUBS PER 40 LF OF STREET FRONTAGE
CANOPY TREES: 3/LOT 2 1/2" CAL. 10' HEIGHT.
NOTES
PLANT SCHEDULE
FOR STREET TREES AND MAILBOX
KIOSK PARKING
136 LF OF FRONTAGE = 3 CANOPY TREES AND 17 SHRUBS
SYMBOL
QTY
KEY
BOTANICAL NAME
COMMON NAME
SIZE
SPACING
BOTANICAL NAME:
COMMON NAME:
SMALL TREES MAY BE
TREES
PROVIDED:
ACER RUBRUM 'RED SUNSET'
RED SUNSET RED MAPLE
SUBSTITUTED FOR CANOPY TREES
2 EXISTING CANOPY TREES
QUERCUS COCCINEA
SCARLET OAK
AT A RATE OF 2:1
21
QUEC
QUERCUS COCCINEA
SCARLET OAK
2-1/2"
GAL.
PER PLAN
2 UNDERSTORY TREES (UNDER POWERLINES)
QUERCUS PHELLOS
WILLOW OAK
10' HT.
MIN.
24 SHRUBS
OR SMALL TREES: 4/LOT 2 1/2" CAL. 8' HEIGHT.
509 OF REQUIRED TREES
2-1/2"
CAL.
INTERNAL STREETS AT OPEN SPACE:
MUST BE LOCATED IN THE
0
8
LAGN
LAGERSTROEMIA INDICA 'NATCHEZ'
WHITE CRAPE MYRTLE
8' HT.
MIN.
PER PLAN
BETULA NIGRA
RIVER BIRCH
FRONT YARD
REQUIRED:
CERCIS CANADENSIS
EASTER REDBUD
EVERGREEN TREES
1 CANOPY TREE/40 LF, 946 LF OF STREET FRONTAGE = 24 TREES
LAGERSTROEMIA INDICA 'NATCHEZ'
WHITE CRAPE MYRTLE
,rlw/W`
- _
6
MGKA
MAGNOLIA GRANDIFLORA 'KAY PARIS'
KAY PARIS MAGNOLIA
1" CAL.
PER PLAN
PROVIDED:
15,000 SF - <20,000 SF LOTS
' "
21 CANOPY TREES
CANOPY TREES: 4/LOT 2 1/2" CAL. 10' HEIGHT.
NOTES
�"°►6
`
10
MGLG
MAGNOLIA GRANDIFLORA 'LITTLE GEM'
LITTLE GEM MAGNOLIA
1" CAL.
PER PLAN
UNDERSTORY TREES
BOTANICAL NAME:
COMMON NAME:
SMALL TREES MAY BE
SHRUBS
MAIL KIOSK PARKING:
ACER RUBRUM 'RED SUNSET'
RED SUNSET RED MAPLE
SUBSTITUTED FOR CANOPY TREES
0
24
ILCC
ILEX CORNUTA 'CARISSA'
CARISSA HOLLY
3 GAL.
18" HT.
4' 0. C.
REQUIRED:
QUERCUS COCCINEA
SCARLET OAK
AT A RATE OF 2:1
1 CANOPY TREE PER 8 SPACES, SCREEN PARKING FROM OFF-SITE
QUERCUS PHELLOS
WILLOW OAK
0
24
LOCH
LOROPETALUM CHINENSIS 'DARUMA'
DARUMA CHINESE FRINGE
3 GAL.
24" HT.
5' 0. C.
5 PARKING SPACES PROVIDED = 1 CANOPY TREE
OR SMALL TREES: 5/LOT 2 1/2" CAL. 8' HEIGHT.
509' OF REQUIRED TREES
MUST BE LOCATED IN THE
®
28
1 ROKO
ROSA x PINK KNOCK—OUT
PINK KNOCK—OUT ROSE
3 GAL.
18" HT.
3' 0. C.
PROVIDED:
BETULA NIGRA
RIVER BIRCH
1 CANOPY TREE
CERCIS CANADENSIS
EASTER REDBUD
FRONT YARD
ORNAMENTAL GRASSES
6 EVERGREEN TREES
LAGERSTROEMIA INDICA 'NATCHEZ'
WHITE CRAPE MYRTLE20
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GAILARDIA COURT
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PROGRESS
Mitchell Series
Application uses: neighborhoods,
paries
These fixtures provide safety and
security in commercial settings and Will
complement any neighborhood With their
classic, elegant design,
❑X
16' Black Fiberglass Pole
75 Watt LED Mitchell Series w/o banding or ribbon
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PROJECT INFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SLH
STREET LIGHTING SHOWN IS CONCEPTUAL. STREET LIGHTING PLAN SHALL DRAWN BY: SLH
BE DESIGNED BY DUKE ENERGY AND SUBMITTED FOR APPROVAL.
PROJECT NUMBER: DX42.400
ORIGINAL DATE: 6/13/2016
SHEET:
L1.0

PEEL BACK BURLAP ON
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BARK 'NTH 5 PARTS
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COMPACT BACKFLL N
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PLANTING DETAIL DATE am&
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NOTE:
PRUNE LOWER BRANCHES OF TREE BACK
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USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
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INCORRECT
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PRUNE DAMAGED
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AVOID PEELING
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NOTES:
N SPM OF PRECAU711OW 901E DAMAGE 70 TREES MAY OCCUR.
N SUCH CASES WM MY DAMAM 70 01101MH. 7M= OR ROOT SYS7E11 MIMIEDIA7ELY.
WAR ROOTS BY CUTTING OFF THE DAMAGED AREAS MD PANT 7M 1M7H TREE PANT.
SPREAD PEAT MOSS OR MOIST TOP90L OVER EXPOSED ROOI &
- WM DAMAGE 70 BARK BY 7RMMMIG MOUND THE DAMAGED AREA AS SHONN N DETAL 45
TAPER THE CUT 70 PROVMIE DRAMHAGE AIM PANT WM TREE PANT.
- CUT OFF ALL DIMAGED 7REE UM ABOVE THE TREE LOLL M AT THE 7RUNK OR MAN BRANCH.
USE THREE SEPARATE CUTS AS SHIM N DETAL 45 70 AVOID PEELMHG BARK FROM HEALTHY
AREAS OF TREE.
INCORRECT CORRECT
BARRIER SHOULD BE INSTALLED AT THE DRIP LINE OF TREE BRANCHES
ORAW F.. UV-QESISTANT.
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POLY BARRICADE FABRIC
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WEATHERPROOF SIGN -"I=1 IIT1I1IIT1I1IIT1I1=III=III 1I1
SEE NOTES IF '11 FM=1 1 1 1 POSTS MAY BE 07M II I
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SPACING DATA 111= =1 1-1 _III SOIK R 1'33 LB/LF 1
ELEVATIONAL VIEWIII
NOTES: sueGRADE
1. INSTALL TREE PROTECTION FENCE ANO SIAHAIE PRIOR TO CALLING FOR THE N 7M
ON SITE NSF011ION BY THE TIOMI OF ZEBULON CONSTRUCTION MHSPECTOR
2 WARNMHG SIGNS TO BE MADE OF DURABLIE, WATHEWMW MA7ERIAL.
& LETTERS ARE TO BE 3' HM MOM M. CLEARLY LEGMM AND SPACED AS MTAMLED.
4, SIGNS ARE TO BE PLACED NO GREATER 7H M 200' ON CENTER.
Q PLACE A SIGN AT EACH ENO OF LINEAR 7REE PR07EC710N MEAS AND 200' ON COM 7HERFJIF7ER.
S, FOR 7REE PR07EMM MEAS LESS THAN 200" N PERMETER PROVDE NO LESS THAN ONE SIGN PER PROTECTED AREA
7. ATTACH SIGNS SECURELY 70 FENCE P097S AND FABNC.
L MANTAN 7REE PR07EMM FENCE THROUGHOUT DURATION OF PROSECT.
9. ADDITIONAL SIGNS MAY BE REQURED BY TOM OF ZEBULON PUBLIC WORKS DEPT. BASED ON ACTUAL FIELD CONDI7ICNS.
TOWN OF ZEBULON
WALIk NOT °EINE*
STANDARD TREE
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PLANTING DETAIL DATE am&
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OR BARIC MULCH
NOTE:
PRUNE LOWER BRANCHES OF TREE BACK
TO MAIN TRUNK SO THAT REMAINING
HEAD IS APPROX. 1/2 OF TOTAL TREE
HEIGHT
WRAP TRUNK OF 7REE VM
STANDMD 7REE VIIAPPNO PAPER
wNp STATING FROM SO'110111
w UPW#m
UNTIE BMUNQ 31iRNG FROM BASE
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ALLAM THIN LAYER OF SOL 7O
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BEAM SIE TO BE PROIIMIM
�oaIPACT 011m mm vm
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PEEL BACK BUALAP
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COMPACT BACK M N 8071011
OF HOLE
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and PLANTING DETAIL DA1M ow#
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
IN ffifi,
INCORRECT
TREE IIWOUND
PRUNE DAMAGED
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THREE CUTS TO
AVOID PEELING
BARK FROM THE
TREE TRUNK
WHEN LIMB FALLS
TRIM BARK
WOUNDS WITH
A TAPERED CUT,
THEN APPLY
TREE PAINT
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TRIM AND TAPER
TOWN OF ZEBULON
'O`er °�A`
TREE SURGERY ;
NOT TO SCALE 45
DETAIL_ DAM saT &
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
NOTES:
N SPM OF PRECAU711OW 901E DAMAGE 70 TREES MAY OCCUR.
N SUCH CASES WM MY DAMAM 70 01101MH. 7M= OR ROOT SYS7E11 MIMIEDIA7ELY.
WAR ROOTS BY CUTTING OFF THE DAMAGED AREAS MD PANT 7M 1M7H TREE PANT.
SPREAD PEAT MOSS OR MOIST TOP90L OVER EXPOSED ROOI &
- WM DAMAGE 70 BARK BY 7RMMMIG MOUND THE DAMAGED AREA AS SHONN N DETAL 45
TAPER THE CUT 70 PROVMIE DRAMHAGE AIM PANT WM TREE PANT.
- CUT OFF ALL DIMAGED 7REE UM ABOVE THE TREE LOLL M AT THE 7RUNK OR MAN BRANCH.
USE THREE SEPARATE CUTS AS SHIM N DETAL 45 70 AVOID PEELMHG BARK FROM HEALTHY
AREAS OF TREE.
INCORRECT CORRECT
BARRIER SHOULD BE INSTALLED AT THE DRIP LINE OF TREE BRANCHES
ORAW F.. UV-QESISTANT.
5'-0" O.C. MAX. HM-7ENSLE STRENUK
POLY BARRICADE FABRIC
00Z
40"
WEATHERPROOF SIGN -"I=1 IIT1I1IIT1I1IIT1I1=III=III 1I1
SEE NOTES IF '11 FM=1 1 1 1 POSTS MAY BE 07M II I
AND l 1 1 I I _ 4' DIA. PINE. r DIA.I_
-1111_ 111=111=1111 II
SPACING DATA 111= =1 1-1 _III SOIK R 1'33 LB/LF 1
ELEVATIONAL VIEWIII
NOTES: sueGRADE
1. INSTALL TREE PROTECTION FENCE ANO SIAHAIE PRIOR TO CALLING FOR THE N 7M
ON SITE NSF011ION BY THE TIOMI OF ZEBULON CONSTRUCTION MHSPECTOR
2 WARNMHG SIGNS TO BE MADE OF DURABLIE, WATHEWMW MA7ERIAL.
& LETTERS ARE TO BE 3' HM MOM M. CLEARLY LEGMM AND SPACED AS MTAMLED.
4, SIGNS ARE TO BE PLACED NO GREATER 7H M 200' ON CENTER.
Q PLACE A SIGN AT EACH ENO OF LINEAR 7REE PR07EC710N MEAS AND 200' ON COM 7HERFJIF7ER.
S, FOR 7REE PR07EMM MEAS LESS THAN 200" N PERMETER PROVDE NO LESS THAN ONE SIGN PER PROTECTED AREA
7. ATTACH SIGNS SECURELY 70 FENCE P097S AND FABNC.
L MANTAN 7REE PR07EMM FENCE THROUGHOUT DURATION OF PROSECT.
9. ADDITIONAL SIGNS MAY BE REQURED BY TOM OF ZEBULON PUBLIC WORKS DEPT. BASED ON ACTUAL FIELD CONDI7ICNS.
TOWN OF ZEBULON
WALIk NOT °EINE*
STANDARD TREE
NOT TO SCALE 46
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USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
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PROJECT INFORMATION
PROJECT MANAGER:
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DESIGNED BY:
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DRAWN BY:
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PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
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------------
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1'- 0"
STONE OR FLOWABLE
CONCRETE (NOTE 6)
DETAILS ELSEWHERE
PIPE BEDDING
SECTIONAL VIEW
NOTES:
1. PAVEMENT REPAIRS SHALL HAVE 6" COMPACTED 3" 119.0113 AND 3" B25.OB
AND 2" TOPPING OF SF9.5B.
2. TRENCH IS TO BE BACK FILLED IN 6" LIFTS AND COMPACTED TO 98% STANDARD
DENSITY AS DETERMINED BY AASHTO TEST METHOD T-99 OR ASTM D-698
BEFORE PAVEMENT REPAIRS ARE MADE.
3. COMPACTION TEST MAY BE REQUIRED AT REQUEST OF INSPECTOR.
4. ALL EXISTING PAVED STREETS AND SECONDARY ROADS WHICH ARE OPEN CUT TO
INSTALL SEWER OR WATER PIPE, MUST BE REPAIRED ACCORDING TO THIS DETAIL.
5. CABC BACKFILL IS NOT ALLOWED IN ANY PART OF TRENCH WITHIN PAVEMENT.
6. FIBER OPTIC & GAS: #57 STONE OR FLOWABLE FILL CONCRETE (MINIMUM 50 PSI)
BUT MIN. 6" COMPACTED CLASS II OR III (DEFINITION IN SECTION 02210 -
PARAGRAPH 3B OF SPECS) FILL OVER TOP OF FIBER OPTIC CABLE OR GAS PIPE.
TOWN OF ZEBULON
ULL DEPTH ASPHALT REP '� °'�
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9" 18» 12"
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NOTES:
1. SCORE CURB VALLEY GUTTER AT 15' O.C.
2. PROVIDE 1/2' EXPANSION JOINTS AT 90' O.C.
3. FOR TRANSITION OF CURB TO CURB OPENING INLET,
SEE STANDARD DETAIL 33.
TOWN OF ZEBULON
STDCURB 8c GUTTER 8c ""
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2. DAMAGE TO EXISTING CURB TO REMAIN WILL REQUIRE REMOVAL
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PROJECT MANAGER:
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CONCRETE (NOTE 6)
DETAILS ELSEWHERE
PIPE BEDDING
SECTIONAL VIEW
NOTES:
1. PAVEMENT REPAIRS SHALL HAVE 6" COMPACTED 3" 119.0113 AND 3" B25.OB
AND 2" TOPPING OF SF9.5B.
2. TRENCH IS TO BE BACK FILLED IN 6" LIFTS AND COMPACTED TO 98% STANDARD
DENSITY AS DETERMINED BY AASHTO TEST METHOD T-99 OR ASTM D-698
BEFORE PAVEMENT REPAIRS ARE MADE.
3. COMPACTION TEST MAY BE REQUIRED AT REQUEST OF INSPECTOR.
4. ALL EXISTING PAVED STREETS AND SECONDARY ROADS WHICH ARE OPEN CUT TO
INSTALL SEWER OR WATER PIPE, MUST BE REPAIRED ACCORDING TO THIS DETAIL.
5. CABC BACKFILL IS NOT ALLOWED IN ANY PART OF TRENCH WITHIN PAVEMENT.
6. FIBER OPTIC & GAS: #57 STONE OR FLOWABLE FILL CONCRETE (MINIMUM 50 PSI)
BUT MIN. 6" COMPACTED CLASS II OR III (DEFINITION IN SECTION 02210 -
PARAGRAPH 3B OF SPECS) FILL OVER TOP OF FIBER OPTIC CABLE OR GAS PIPE.
TOWN OF ZEBULON
ULL DEPTH ASPHALT REP '� °'�
NOT TO SCALE 6
DETAIL FOR UTILITY CUTS
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
9" 18» 12"
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1. SCORE CURB VALLEY GUTTER AT 15' O.C.
2. PROVIDE 1/2' EXPANSION JOINTS AT 90' O.C.
3. FOR TRANSITION OF CURB TO CURB OPENING INLET,
SEE STANDARD DETAIL 33.
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NOT TO DAMAGE EXSTING CURB TO REMAIN.
2. DAMAGE TO EXISTING CURB TO REMAIN WILL REQUIRE REMOVAL
OF ENTIRE SECTION OF CURB.
3. SEE INSTALLATION REQUIREMENTS ON SHEET 2 OF 2.
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AN ON NTRO�
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6. SIDEWALK SECTION SHALL NOT BE REQUIRED ALONG STREETS WHICH ARE
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BUTTING EXISTING STRUCTURES, CONCRETE, OR
BUILDINGS.
3. CONCRETE TO BE 3000 P.S.I. AT 28 DAYS,
AIR -ENTRAINED.
4. SUBGRADE SHOULD NOT CONTAIN ORGANIC MATTER
OR PLASTIC CLAYS. WHEN FOUND, REFER TO SPECS
OR CONTACT ENGINEER FOR DIRECTIONS.
5. AREAS OF FILL ARE TO BE COMPACTED TO 95%
STANDARD PROCTOR USING NCDOT CLASS III
BORROW OR BETTER. REMOVE TOPSOIL BEFORE
PLACING BORROW.
6. SIDEWALK TRANSVERSE SLOPE MAY INCREASE TO
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BUILDINGS.
3. CONCRETE TO BE 3000 P.S.I. AT 28 DAYS,
AIR -ENTRAINED.
4. SUBGRADE SHOULD NOT CONTAIN ORGANIC MATTER
OR PLASTIC CLAYS. WHEN FOUND, REFER TO SPECS
OR CONTACT ENGINEER FOR DIRECTIONS.
5. AREAS OF FILL ARE TO BE COMPACTED TO 95%
STANDARD PROCTOR USING NCDOT CLASS III
BORROW OR BETTER. REMOVE TOPSOIL BEFORE
PLACING BORROW.
6. SIDEWALK TRANSVERSE SLOPE MAY INCREASE TO
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ORIGINAL DATE:
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SHEET
C6.0

5' V�ARIES�
THICKEN S/W APPROACH TO 6",
5' BACK FROM EDGE OF DRIVE —
BOTH SIDES �
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VERTICAL TRANSITION SECTION. PLACE
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ASPHALT AT ASPHALT DRIVES
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A WHEN CROSSING EXISTING
CONCRETE DRIVES
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1/2" EXP. JOINT
CONCRETE FILLER
APRON & W/S
(INTEGRAL POUR)
SCORE
0,
EXISTING CONCRETE
D/W RAMP
1/2" EXP. JOINT
FACE EXISTING CURB
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R7-8 or R7 -8a
RESERVED
PARKING! GREEN
BLUE
WHITE SYMBOL
WHITE BACKGROUND
MAXIMUM
o� PENALTY
$250
VAN
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INCREASE TO 84" WHEN
PEDESTRIAN PATH FROM 0
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BY OR UNDER SIGN.
ELEVATIONAL VIEW
R7 -8D
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SIGN AT VAN
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TOWN OF ZEBULON
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6'-0" MINIMUM (UNLESS OTHERWISE SPECIFIED)
DEPRESSED CURB
12:1 MAXIMUM SLOPE STANDARD 2'-6"
CURB & GUTTER
SIDEWALK ACCESS RAMP
1/2" EXPANSION JOINT
LONGITUDINAL SECTION
NOT TO SCALE
15'-4"
6'-0" 3'-4" 6'-0"
MIN.
TOP OF
CURB
DEPRESSED CURB LINE GUTTER
STANDARD VARI. SLOPE NOT
CURB TO EXCEED 12:1
SECTION A—A
ELEVATION OF SINGLE ACCESS RAMP
NOT TO SCALE
MAXIMUM SLOPE = 12:1
TINTED BLACK
7A BRICK PAVERS_
VARIABLE SLOPE - NOT
, TO EXCEED 12:1
IF DEPRESSED CURB ALREADY EXISTS,
DO NOT CHANGE OUT UNLESS DIRECTED
OTHERWISE BY TOWN ENGINEER
MATCH WIDTH OF S/W BUT
T-4" MIN. WIDTH
61
A
-FIRST TWO FEET SHALL BE HANDICAP
PANELS WITH DIMPLES BY ALERT CAST
OR APPROVED EQUAL
SINGLE ACCESS -THE REMAINING FOUR FEET SHALL
BE DYED
ISOMETRIC VIEW -INSTALLATION PERTMANI UFACTTH �URER S CONTRAST
INSTRUCTIONS
*STAMPED CONCRETE NOT ALLOWED
TOWN OF ZEBULON
SINGLE HANDICAP NNOT�TO SCALE o .20
RAMP DETAIL— DAM sir E
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
STANDARD COMBINATION
"STOP" AND "STREET" SIGN
WITHOUT CURB
OR GUTTER
INCLUDES 2" BLOCK NUMBERS
EASY sQ 6.75" STREET SIGN
STOP RI -1
ON 0.080" ALUMINUM
SIGN BLANK.
VTO12'
2'-6" MIN.
ELEVATIONAL VIEW
NOTES:
a
1.
STREET NAME SIGNS SHALL BE A MINIMUM
1/2" EXPANSION
JOINT
A INTO HANDICAP RAMP
GALV. STEEL SIGN
a
OTHER REGULATORY
POST 3#/FT W/
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NOTES:
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NOTES:
1. WHEELCHAIR RAMPS SHALL BE PROVIDED AT LOCATIONS AS SHOWN ON THESE PLANS OR AS
DIRECTED BY THE ENGINEER. WHEELCHAIR RAMPS SHALL BE LOCATED AS INDICATED IN
THESE DETAILS; HOWEVER, THE LOCATION MAY BE ADJUSTED AS DIRECTED BY THE ENGINEER
WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT.
AT THESE LOCATIONS, NOT LESS THAN 2 FEET OF FULL HEIGHT CURB SHALL BE PLACED
BETWEEN ADJACENT RAMPS.
2. NO SLOPE ON THE WHEELCHAIR RAMP SHALL EXCEED 1"/12" (12:1) IN RELATIONSHIP TO
THE GRADE OF THE STREET.
3. IN NO CASE SHALL THE WIDTH OF THE WHEELCHAIR RAMP BE LESS THAN 40" (3'4")
HOWEVER, WIDTH MAY EXCEED 40".
4. USE AIR ENTRAINED 3000 PSI CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A
ROUGH NON-SKID TYPE SURFACE.
5. A 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE CONCRETE WHEELCHAIR RAMP JOINS
THE CURB AND AS SHOWN ON STANDARD DRAWINGS.
6. CURB DEPRESSION MUST GO IN WHETHER OR NOT SIDEWALK IS PLACED.
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STOP SIGN BACKERS OVERSIZED TO PROVIDE
1—INCH REVEAL AROUND PERIMETER
(MIN. 0.125 INCHES THICK)
2"
3" POWDER COATED SMOOTH
ALUMINUM PIPE
3" WOOD BRIDGE
ELEVATIONAL VIEW
NOTES:
1. SIGNS WILL BE CONSTRUCTED FROM QUALITY ALUMINUM AND POWDER
COATED WITH GLOSS BLACK POLYESTER TWO COAT PROCESS.
2. ALL FASTENERS WILL BE STAINLESS STEEL.
3• STOP SIGNS WILL HAVE A Ya" BLACK ALUMINUM BACKER.
4. ALL STREET BLADES WILL BE FRAMED IN WITH ALUMINUM CASING.
5. ALL REFLECTIVE SIGNS SHALL BE MADE OF HIGH INTENSITY GRADE
REFLECTIVE SHEETING.
6. DEVELOPER SHALL BE RESPONSIBLE FOR FURNISHING AND ERECTING
ALL STREET NAME AND REGULATORY SIGNS.
TOWN OF ZEBULON
PREMIUM SIGN »cum;
NOT TO SCALE 31
INSTALLATION DETAIL oA,Q sere
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SIDEWALK ACCESS RAMP 3'-4" 6'-0" NO DRIVEWAYS, INCLUDING
6'-0"
PROJECT INFORMATION
1.
STREET NAME SIGNS SHALL BE A MINIMUM
1/2" EXPANSION
JOINT
A INTO HANDICAP RAMP
DESIGNED BY:
OF EXTRUDED ALUMINUM BLADES
OTHER REGULATORY
DRAWN BY:
0
USING A MINIMUM OF 4" C SERIES
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ORIGINAL DATE:
MAXIMUM_ _ MAXIMUM
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LIMIT
HIGH INTENSITY GREEN BACKGROUND
WITH TYPICAL ALUM. BLANK
25
°
GRASS STRIP AS
(2" LETTERS FOR BLOCK NUMBERS)
VALLEY GUTTER
SHOWN ON PLANS,
2.
ALL REFLECTIVE SIGNS SHALL BE MADE
4' MIN. TO 12' MAX.
BLACK A -FIRST TWO FEET SHALL BE HANDICAP
OF HIGH INTENSITY GRADE REFLECTIVE
DEPRESSED
PANELS WITH DIMPLES BY ALERT CAST
a
-
SHEETING OR APPROVED EQUIVALENT.
CROSSWALK LINE 10' MINIMUM
BE DYED CONCRETE WITH 70% CONTRAST
rn
3.
ALL SIGNS PLACED IN RIGHT—OF—WAY WILL
*INSTRUCTIONS
GALV. STEEL SIGN
Z
a
NOT TO SCALE (SHOWN W/SINGLE RAMP)
BE APPROVED BY TOWN'S PUBLIC WORKS
POST 3#/FT W/
a
(UNLESS OTHERWISE SPECIFIED)
DEPRESSED CURB
DIRECTOR.
3 1/2" WIDE FLANGEN
Q o
12:1 MAXIMUM SLOPE
STANDARD 2'-6"
4.
ERECT STREET SIGNS PLUMB.
CURB & GUTTER
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DEVELOPER SHALL BE RESPONSIBLE FOR
SECTION A—A
w0
PUBLIC STREET TIE—IN
FURNISHING & ERECTING ALL STREET
NOT TO SCALE
CL
Z
6'-0"3'-4"
NAME & REGULATORY SIGNS.
3'-4" 6'-0"
TYPICAL VALLEY
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6.
ALL HARDWARE MUST BE GALVANIZED.
GUTTER
MIN.
AREA
2'-6" MIN.
ELEVATIONAL VIEW
TOWN OF ZEBULON
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NOTES:
1. WHEELCHAIR RAMPS SHALL BE PROVIDED AT LOCATIONS AS SHOWN ON THESE PLANS OR AS
DIRECTED BY THE ENGINEER. WHEELCHAIR RAMPS SHALL BE LOCATED AS INDICATED IN
THESE DETAILS; HOWEVER, THE LOCATION MAY BE ADJUSTED AS DIRECTED BY THE ENGINEER
WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT.
AT THESE LOCATIONS, NOT LESS THAN 2 FEET OF FULL HEIGHT CURB SHALL BE PLACED
BETWEEN ADJACENT RAMPS.
2. NO SLOPE ON THE WHEELCHAIR RAMP SHALL EXCEED 1"/12" (12:1) IN RELATIONSHIP TO
THE GRADE OF THE STREET.
3. IN NO CASE SHALL THE WIDTH OF THE WHEELCHAIR RAMP BE LESS THAN 40" (3'4")
HOWEVER, WIDTH MAY EXCEED 40".
4. USE AIR ENTRAINED 3000 PSI CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A
ROUGH NON-SKID TYPE SURFACE.
5. A 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE CONCRETE WHEELCHAIR RAMP JOINS
THE CURB AND AS SHOWN ON STANDARD DRAWINGS.
6. CURB DEPRESSION MUST GO IN WHETHER OR NOT SIDEWALK IS PLACED.
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TILES WITH DIMPLES BY ALERT CAST
OR APPROVED EQUAL
-THE REMAINING FOUR FEET SHALL
BE DYED 70% CONT
STANDARD ADA WHEELCHAIR -INSTALLATION PERT MANIUFACTURERSRAST
INSTRUCTIONS
0IMMIA/ A I V A nr'+CG+Q A T t—I IOC 0=1 I0AI0 *STAMPED CONCRETE NOT ALLOWED
PERSPECTIVE
TOWN OF ZEBULON
swm
......a DOUBLE HANDICAP NOT TO SCALE°ff�'f
NOT 21
RAMP DETAIL DAM am
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 2
3" BALL FINIALS
'BELL FLOWER FRAME
STOP SIGN BACKERS OVERSIZED TO PROVIDE
1—INCH REVEAL AROUND PERIMETER
(MIN. 0.125 INCHES THICK)
2"
3" POWDER COATED SMOOTH
ALUMINUM PIPE
3" WOOD BRIDGE
ELEVATIONAL VIEW
NOTES:
1. SIGNS WILL BE CONSTRUCTED FROM QUALITY ALUMINUM AND POWDER
COATED WITH GLOSS BLACK POLYESTER TWO COAT PROCESS.
2. ALL FASTENERS WILL BE STAINLESS STEEL.
3• STOP SIGNS WILL HAVE A Ya" BLACK ALUMINUM BACKER.
4. ALL STREET BLADES WILL BE FRAMED IN WITH ALUMINUM CASING.
5. ALL REFLECTIVE SIGNS SHALL BE MADE OF HIGH INTENSITY GRADE
REFLECTIVE SHEETING.
6. DEVELOPER SHALL BE RESPONSIBLE FOR FURNISHING AND ERECTING
ALL STREET NAME AND REGULATORY SIGNS.
TOWN OF ZEBULON
PREMIUM SIGN »cum;
NOT TO SCALE 31
INSTALLATION DETAIL oA,Q sere
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 of 1
SIDEWALK ACCESS RAMP 3'-4" 6'-0" NO DRIVEWAYS, INCLUDING
6'-0"
PROJECT INFORMATION
fr MIN. TRANSITIONS,
SHALL ENCROACH
1/2" EXPANSION
JOINT
A INTO HANDICAP RAMP
DESIGNED BY:
w
CL
Y
DRAWN BY:
0
PROJECT NUMBER:
y �
W
ORIGINAL DATE:
MAXIMUM_ _ MAXIMUM
y
SLOPE 12:1 SLOPE 12:1
°
GRASS STRIP AS
SHOWN ON PLANS,
TINTED
FACE OF CURB
BACK OF CURB
BLACK A -FIRST TWO FEET SHALL BE HANDICAP
DEPRESSED
PANELS WITH DIMPLES BY ALERT CAST
CURB
OR APPROVED EQUAL
PEDESTRIAN PEDESTRIAN CROSSWALK -THE REMAINING FOUR FEET SHALL
CROSSWALK LINE 10' MINIMUM
BE DYED CONCRETE WITH 70% CONTRAST
(WHEN SPECIFIED BY TOWN ENGINEER) -INSTALLATION PER MANUFACTURER'S
SIDEWALK ACCESS RAMP
*INSTRUCTIONS
STAMPED CONCRETE NOT ALLOWED
NOT TO SCALE (SHOWN W/SINGLE RAMP)
VARIES, V-0" MINIMUM RAMP LENGTH
0.1
Q
(UNLESS OTHERWISE SPECIFIED)
DEPRESSED CURB
Q o
12:1 MAXIMUM SLOPE
STANDARD 2'-6"
m to --
J
CURB & GUTTER
SIDEWALK ACCESS RAMP
1/2" EXPANSION JOINT
SECTION A—A
PUBLIC STREET TIE—IN
NOT TO SCALE
15'-4"
15'-4"
6'-0"3'-4"
6'-0" 2'-0" 2'-0" 6'-0"
3'-4" 6'-0"
MIN.
MIN.
BACK OF
SIDEWALK
TOP OF
CURB
DEPRESSED CURB DEPRESSED CURB GUTTER
STD. L VARI. SLOPE NOT STANDARD VARI. SLOPE NOT LINE
CURB TO EXCEED 12:1 CURB TO EXCEED 12:1
SECTION B—B
NOT TO SCALE
TOWN OF ZEBULON
DOUBLE HANDICAP some °E�`'
NOT TO SCALE 21
RAMP DETAIL DA„ft am#
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 2 OF 2
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DETAIL oA,S
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Know what's be ow.
0111 before you dig.
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
_
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
4 tadt
ORIGINAL DATE:
6/13/2016
SHEET:
C6.1

U.S. FOUNDRY 5181 CURB & GUTTER INLET FRAME
(SHOWN WITH 6420 GRATE)
HEAVY DUTY FRAME, COVER & HOOD
FRAME, COVER & HOOD WEIGHT = 550 LBS.
WEIGHT MAY NOT DEVIATE BY
MORE THAN -5.0%
PERSPECTIVE
0 0 L0
M N N
C� w IF U_ d
(0 c0 (0
w L,-. w LL w L�
0-V) 0 -Ln 0-V)
LO 0 0
�
w c� It
U-
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LJLi W Li W Li
IL V) 0-(n CL U)
DETAIL SHOWING TYPES OF GRATES
TO BE USED ACCORDING TO WATER FLOW
TOWN OF ZEBULON
_«<�<e...,=EA.,,, STD. C& G INLET W /HOOD NNO�TTO SCALE 33
DETAIL_ MM SHM 0
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 2 OF 4
NOTES:
1. DESIGN OF END -SECTION SHALL CONFORM TO
STANDARD REINFORCED SECTIONAL
CONCRETE CULVERT PIPE.
2. ANY TWIN BARREL SYSTEM GREATER THAN
42" RCP REQUIRES A HEADWALL.
3. ANY SYSTEM OF MORE THAN 2 PIPES
REQUIRES A HEADWALL.
4. SEE NCDOT "ROADWAY STANDARD DRAWINGS"
FOR HEADWALL CONSTRUCTION DETAILS.
Ono
SEGT1005
�T EP�EGTIOPS
�9
TOWN OF ZEBULON
S T D . FLARED END SECTIONS NOT
TTO SCALE OEM 3s
DESIGN AID DETAIL_ DAM 9111111l
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
GUTTER
OUR61 &3)
5TD' DETP
� o
4Ull/L 4\4 L/_ �A11/�
4
SIOH s IL
„ E�PPP UTTERPTE �� _
1�2 RESSf�EET G � � °
DEE TO
TRANSITION FROM STD. a a a
30" CURB and GUTTER
GUTTEK
LLE 33)
zn" �PFTPIL
E�(PPI� URTE
1�2 RESSf�Go
ET G
pNPE TO
TRANSITION FROM
30" VALLEY GUTTER
PERSPECTIVE
_%L_ AL
JIL JIL
�\111/L
TOWN OF ZEBULON
._..,�,... ,E.,,,,S T D . TRANSITION FROM INLET Nip TTO SCALE 33
T3 STD. C&G / VALLEY GU TT 9=0
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 3 OF 4
D I
=INSIDE DIAMETER OF PIPE
END SECTION DIMENSIONS
=OUTSIDE DIAMETER OF PIPE
B d
DIA.
A
B
C
TOP OF PIPE
D
E
15"
7"
2'-3 1/4"
3'-11 1/2"
6'-2
3/4"
2'-6"
18"
9"
2'-3"
3'-11 3/4"
6'-2
3/4"
3'-0"
24"
991
39-79'
3'-1"
6'-8"
3'-11 3/4"
30"
1'-0"
4'-6 1/29'11'-10
1/2"
6'-5"
1 5'-0"
36"
1'-4"
1 5'-0" 1
3'-1 1/2"
8'-1
1/2"
5'-11%"
42"
1'-10 1/4"159-1
3/8"
3'-1"
1 8'-2
3/8"
6'-5 1/4"
NOTES:
1. DESIGN OF END -SECTION SHALL CONFORM TO
STANDARD REINFORCED SECTIONAL
CONCRETE CULVERT PIPE.
2. ANY TWIN BARREL SYSTEM GREATER THAN
42" RCP REQUIRES A HEADWALL.
3. ANY SYSTEM OF MORE THAN 2 PIPES
REQUIRES A HEADWALL.
4. SEE NCDOT "ROADWAY STANDARD DRAWINGS"
FOR HEADWALL CONSTRUCTION DETAILS.
Ono
SEGT1005
�T EP�EGTIOPS
�9
TOWN OF ZEBULON
S T D . FLARED END SECTIONS NOT
TTO SCALE OEM 3s
DESIGN AID DETAIL_ DAM 9111111l
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
GUTTER
OUR61 &3)
5TD' DETP
� o
4Ull/L 4\4 L/_ �A11/�
4
SIOH s IL
„ E�PPP UTTERPTE �� _
1�2 RESSf�EET G � � °
DEE TO
TRANSITION FROM STD. a a a
30" CURB and GUTTER
GUTTEK
LLE 33)
zn" �PFTPIL
E�(PPI� URTE
1�2 RESSf�Go
ET G
pNPE TO
TRANSITION FROM
30" VALLEY GUTTER
PERSPECTIVE
_%L_ AL
JIL JIL
�\111/L
TOWN OF ZEBULON
._..,�,... ,E.,,,,S T D . TRANSITION FROM INLET Nip TTO SCALE 33
T3 STD. C&G / VALLEY GU TT 9=0
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 3 OF 4
D I
=INSIDE DIAMETER OF PIPE
Do
=OUTSIDE DIAMETER OF PIPE
B d
= TRENCH WIDTH
H
= BACKFILL COVER ABOVE
U 00
ZZ pU)
0)
TOP OF PIPE
EXCAVATION LINE
AS REQUIRED
SPRING LINE
COMPACT OUTER BEDDING
TO MINIMUM 85F -
STANDARD PROCTOR
BEDDING
SEE SPECIFICATION SECTION
02210 PARAGRAPH 13.
ALSO SEE PARAGRAPH 3A
PIPE
MAX.
MAX. BURY
MAX. BURY
Di
Bd
H
H
U 00
ZZ pU)
0)
O
0
w\
CLASS III
CLASS IV
O
Proctor
(0.01 CRACK)
(0.01 CRACK)
15"
4'
9.5'
14.5'
18"
4'
9.5'
15.0'
24"
4'
12.0'
23.5'
30"
5.5'
10.0'
17.0'
36"
6'
10.5'
18.0'
42"
6.5'
13.0'
19.0'
48"
7'
13.5'
20.0'
54"
8'
13.0'
18.5'
60
9'
11.0'
18.0'
72
10'
13.0'
19.0'
TOP OF PIPE I
� I
Do/3
Bd
z
c0
0
0
SECTIONAL VIEW
THIS TABLE ASSUMES TYPE 4
INSTALLATION & NO STONE BEDDING
NOTES:
1. FOR OTHER BURY DEPTHS THAN SHOWN (H), NORTH CAROLINA PE TO PROVIDE
CALCS ON PIPE BURY THAT EXCEED THOSE GIVEN IN THIS CHART FOR THE
CONDITIONS IN WHICH IT IS PROPOSED TO BE USED.
2. THIS TABLE OF BURY DEPTHS (H) APPLIES EQUALLY TO A CLASS C STONE
BEDDING, TYPE 4 LAYING CONDITIONS.
3. MINIMUM COVER NOT SHOWN BUT NO LESS THAN 12" W/O ENGINEERS
APPROVAL UP TO 48" PIPE.
TOWN OF ZEBULON
STD. TRENCH INSTALLATION '" OEM
FOR CONCRETE PIPE NOT TO SCALE 36
(FOR CONTRACTOR'S USE)
��T'R
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 5
Di
=INSIDE DIAMETER OF PIPE
Do
=OUTSIDE DIAMETER OF PIPE
B d
=TRENCH WIDTH
H
= BACKFILL COVER ABOVE
U 00
ZZ pU)
0)
O
0
w\
w
CLASS IV
O
Proctor
c�
(0.01 CRACK)
r-
4'
LO
r1)
z v
14.5'
18"
4'9.5'
Q Q7 d- O d'
ocf)�-��
F- O�
�0
4'
T
W
0z M
o T
Q
0
0
N
z E
0 00
w
5'
z
42"
6.5'
QY 1co
OCC o d- PO
Ln
N
48"
O'
N Q
T
0 O
z
0�
C)
o
m
`��-�
Q CY o-
a �a
Cn Q
9'
a
18.0'
72"
�O m a
13.0'
OW
L O
0 /N�
� L0
90
o
o
a,
Pr)
w
z cn �
Ld nLO
F� v~i
Q
80
o
Oof0N
QZ C,00o
Z _>
V
i
a �
Q�
a
Silty
N
a
o d N
N
� 1
90
� Q
w W
_
GC, SC
WO I x
���
0 N
a
90
LL
tw-
�
Q
75
<
70
a-
a
45
40
CH
ca
90
\ \ E
85
90
80
�E �O
.-E 0)0 Z
45
40
0) C14
F_
1 Wu
-L.
W
EQ
\
�� cc
E
N u
O
ME
O
0
0
Lu
3O
>
O
O
1
p
O
w
O
Q w
r1)°'
O
Lu
°O
a
�L
a
O
O
0
`J
O
O
O
O
C
C31
O
N _E
NOTE:
USE EAST JORDAN IRON
WORKS V-4520-1
GRATE OR EQUIVALENT
BY US FOUNDRY.
TOWN OF
ZEBULON
DUAL33
DETAIL
FOR STORM
DRAIN
NNOT�TO
SCALE
WITH
DRIVEWAY CONFLICT
OAM
sato
JULY 2010
4 OF 4
USE WITH STANDARD SPECIFICATIONS ONLY
Di
=INSIDE DIAMETER OF PIPE
Do
=OUTSIDE DIAMETER OF PIPE
B d
=TRENCH WIDTH
H
= BACKFILL COVER ABOVE
Standard
TOP OF PIPE
EWER To
SNeF No E SIDE P PIPE
EFT TEs s
MID 50FTN&\
�poSD�E Ig p ON
eEDETAl�)
kOE PT FoREOEeDING Do
TYPE pl"c /3
4
PIPE
MAX.
MAX. BURY
MAX. BURY
Di
Bd
H
H
Standard
Modified
CLASS III
CLASS IV
N
Proctor
(0.01 CRACK)
(0.01 CRACK)
15"
4'
9.5'
14.5'
18"
4'9.5'
15.0'
24"
4'
12.0'
23.5'
30"
5.5'
10.0'
17.0'
36"
6'
5'
18.0'
42"
6.5'
.10.
0'
19.0'
48"
7'
.13.
13.5'
20.0'
54"
8'
0'
18.5'
60"
9'
.13.
11.0'
18.0'
72"
10'
13.0'
1 19.0'
Ek THIS TABLE ASSUMES TYPE 4
gS�q�gTl INSTALLATION & NO STONE BEDDING
REQU RNU INF L 501L
OSE RFS 11
� Gull
O ////
GIVEN CONDITIONS �j/\�
/ ASSUMPTIONS
* W � 120 pcf (BACKFILL LOAD)
*
KP' = 0.110
* SOIL TYPE = O
°/B
ORDINARY CLAY, SATURATED
* WALL B MIN.
SP
* LAYING CONDITIONS: TYPE 4 \ RING
* TRENCH CONDITIONS SHOWN - Do S AU SINE
THESE DEPTHS DO NOT APPLY Ee INCH
FOR EMBANKMENT CONDITIONS , e qg
NCPE TO DETERMINE H FOR d D OUT lE
EMBANKMENT CONDITIONS °/6 FAQ RIR
* DESIGN BASED ON "DESIGN DATA MIN RF�N slb eEDD�
40, ACPA." PERSPECTIVE 4UIRE °E s co lG
* CLASS C BEDDING eE MN A'NPACTI
e W2000 plf PER Ft OF INTERNAL DIA.) CLASS IV, ASTM C-76 50 lf PER Ft OF INTERNAL DIA.) CLASS 111, ASTM C-76SEED�eNG qg �gUNC N
OOti
NOTES:
1. GREATER DEPTHS ARE ACHIEVABLE BY EITHER CONTROLLING BACKFILL TYPE,
NARROWING TRENCH WIDTH BUT SUPPLY SUFFICIENT ROOM FOR COMPACTION,
IMPROVING BEDDING OR LOADING TO ULTIMATE LOAD (Du). FOR OTHER BURY
DEPTHS THAN SHOWN (H), NORTH CAROLINA PE TO PROVIDE CALCS ON PIPE
BURY THAT EXCEED THOSE GIVEN IN THIS CHART FOR THE CONDITIONS IN
WHICH IT IS PROPOSED TO BE USED.
2. THIS TABLE OF BURY DEPTHS (H) APPLIES EQUALLY TO A CLASS C STONE
BEDDING, TYPE 4. LAYING CONDITIONS
3. MINIMUM COVER NOT SHOWN
4. MAXIMUM BURY TABLE FOR "TRENCH CONDITIONS" PER THE DETAIL SHOWN THIS SHEET
TOWN OF ZEBULON
STD. TRENCH INSTALLATION 1111111l OEM
- °=<"­°°'°°'_`°`°` FOR CONCRETE PIPE NOT TO SCALE
(FOR ENGINEER'S USE) �� s� `°
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 2 OF -5
,1
IROP W RG PT4 6 Ggs
ST Jo Up yN r�E DEIN TE e�
D P
GHXY
RPfT � y 5 0, IPG
�EIGP TPP ET oP �
83ir�2�
GOLLPR
t�ORTPR
FOOT
0PE#51 DS IN � rP I,E
or ppP FILT01? HO
OLES
wo"GP gcp P
PT PSG
, pIP• wee`
2
PERSPECTIVE
O�ORETE
3000 pPY5
0 Zs
TOWN OF ZEBULON
2X3
111111111M DUAL 0
NOT TO SCALE 34
DROP INLET DAM MW 0
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
Table 1 Equivalent USCS and AASHTO Soil CLassification
for SIDD Soil Designations
SM
Representative Soil Types
Percent Compaction
SIDD Soil
USCS,
AASHTO
Standard
Modified
6/13/2016
N
Proctor
Proctor
Gravelly
SW, SP,
A1,A3
100
95
Sand
GW, GP
95
90
(Category 1)
90
85
85
80
U
m
80
75
o ra
61
59
Sandy
GM, SM, ML
A2,A4
100
95
Silt
Also GC, SC
W
95
90
(Category 11)
with less than 20%
90
85
passing #200 sieve
85
80
80
75
49
46
Silty
CL, MH
A5,A6
100
90
Clay
GC, SC
95
85
(Category 111)
90
80
85
75
80
70
45
40
CH
100
90
95
85
90
80
45
40
TOWN OF ZEBULON
S TD. TRENCH INSTALLATION NNOT�TO SC o
TRENCH CONDITION SHOWN) DA,s
USE WITH STANDARD SPECIFICATIONS ONLY JULY 5
0111 before you dig.
Q�
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CARON',i.
;-57oo
= LICENSE NO.: =
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
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DX42.400
ORIGINAL DATE:
6/13/2016
N
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
C 6.2

Table 2 Standard EMBANKMENT Installation Soils and Minimum
Compaction Requirements
Installation Type 4
Bedding
Haunch and
Lower Side
Type
Thickness
Outer Bedding
3/4"x11-3/4"
Type 1
Do/24 minimum, not
98% Category 1
90% Category I,
less than 75 mm (3").
95% Category II,
U ua Z
If rock foundation,use
v,
or
Do/12 minimum, not
on
100% Category III
' U
less than 150 mm (6").
Type 2
Do/24 minimum, not
90% Category 1
85% Category I,
les than 75 mm (3").
or
90% Category II,
z
If rock foundation, use
95% Categiry II
or
Do/12 minimum,not
95% Category III
less than 150 mm (6").
Type 3
Do/24 minimum, not
85% Category I,
85% Category I,
less than 75 mm (3").
90% Category II,
90% Category II,
If rock foundation, use
or
or
Do/12 minimum, not
95% Category III
95% Category III
less than 150 mm (6").
Type 4
Do/24 minimum, not
No compaction
No compaction
Type 4
less than 75 mm (3").
required, except if
required, except if
If rock foundation, use
Category III,
Category III,
Do/12 minimum, not
use 85%
use 85%
less than 150 mm (6").
Category III
Category III
Notes:
1. Compaction and soils symbols — i.e. "98% Category I' refers to Category 1 soil
material with a minimum standard Proctor compaction of 98%. See Table 1 for
equivalent modified Proctor values.
2. Soil in the outer bedding, haunch, and lower side zones, except within DO/3 from
the pipe springline, shall be compacted to at least the same compaction as the
majority of the soil in the overfill zone.
3. Subtrenches
3.1 A subtrench is defined as a trench with its top below finished grade by more
than 0.1 H or, for roadways, its top is at an elevation lower than 0.3 m (1')
below the bottom of the pavement base material.
3.2 The minimum width of a subtrench shall be 1.33 Do or wider if required for
adequate space to attain the specified compaction in the haunch and bedding
zones.
3.3 For subtrenches with wall of natural soil, any portion of the lower side zone in
the subtrench wall shall be at least as firm as an equivalent soil placed to the
compaction requirements specified for the lower side zone and as firm as the
majority of soil in the overfill zone, or shall be removed and replaced with soil
compacted to the specified level.
4. Type 1 installation = relatively high quality material & high compaction effort.
Type 4 installation = little or no control over material and compaction.
TOWN OF ZEBULON
S TD. TRENCH INSTALLATION NOT °��`
NOT TO SCALE 36
TRENCH CONDITION SHOWN) oIAlIft 8111111W
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 4 OF—5
Table 3 Standard TRENCH Installations Soils and
Minimum Compaction Requirements
Installation?
Bedding
Haunch
Lower Side
Type
Thickness
Outer Bedding
3/4"x11-3/4"
Type 1
Da/24 minimum, not
98% Category 1
90% Category I,
less than 75 mm (3").
95% Category II,
U ua Z
If rock foundation, use
v,
or
Do/12 minimum, not
on
100% Category III
' U
less than 150 mm (6").
Type 2
Do/24 minimum, not
90% Category 1
85% Category I,
less than 75 mm (3").
or
90% Category II,
z
If rock foundation, use
95% Category II
or
Do/12 minimum, not
95% Category III
less than 150 mm (6").
Type 3
Do/24 minimum, not
85% Category I,
85% Category I,
less than 75 mm (3").
90% Category II,
90% Category II,
If rock foundation, use
or
or
Do/12 minimum, not
95% Category III
95% Category III
less than 150 mm (6").
Do/24 minimum, not
No compaction
No compaction
Type 4
less than 75 mm (3").
required, except if
required, except if
If rock foundation, use
Category III,
Category III,
Do/12 minimum, not
use 85%
use 85%
less than 150 mm (6").
Category III
Category III
Notes:
1. Compaction and soils symbols — i.e. "98% Category I" refers to Category I soil
materials with minimum standard Proctor compaction of 98%. See Table 1 for
equivalent modified Proctor values.
2. The trench top elevation shall be no lower than 0.1 H below finished grade or,
for roadways, its top shall be no lower than an elevation of 0.3 m (1') below
the bottom of the pavement base material.
3. Soil in bedding and haunch zones shall be compacted to at least the same
compaction as specified for the majority of soil in the backfill zone.
4. The trench width shall be wider than shown if required for adequate space to
attain the specified compaction in the haunch and bedding zone.
5. For trench walls that are within 10 degrees of vertical, the compaction or firmness
of the soil in the trench walls and lower side zone need not be considered.
6. For trench walls with greater than 10 degrees slopes that consist of embankment,
the lower side shall be compacted to at least the same compaction as specified
for the soil in the backfill zone.
7. Type 1 installation = relatively high quality material & high compaction effort.
Type 4 installation = little or no control over material and compaction.
5'-0" MINIMUM
4'-0" MINIMUM
WHITE ON GREEN INFORMATIONAL SIGN
TO BE ADDED WHEN APPLICABLE
FUTURE ROAD EXTENSION
ROAD
m
45° CLOSED 6"
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SPECIFICATIONS
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4" x 4" TREATED POST OR OTHER
LJ NCDOT APPROVED SUPPORT LJ
NOTES:
1. BARRICADE(S) TO BE ERECTED ACROSS ENTIRE ROADWAY
INCLUDING CURB & GUTTER.
2. ADVANCE WARNING SIGN W14-1 (DEAD END) SHALL BE
PLACED JUST AFTER LAST INTERSECTING STREET.
3. MARKINGS FOR BARRICADE RAILS SHALL BE REFLECTIVE
AND ALTERNATE RED & WHITE STRIPS.
4. "ROAD CLOSED" SIGN SHALL MEET SPECIFICATIONS OF
M.U.T.C.D. R11-2 AND BE REQUIRED ATOP EACH BARRICADE
USED.
TEMPORARY BARRICADE FOR
DEAD END ROADS
NOT TO SCALE
M
TOWN OF ZEBULON
..... _..,.q......, STD. TRENCH INSTALLATION 810111IIIIIA5
NOT TO SCALE 36
TRENCH CONDITION SHOWN) DIOR serr0
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 5 OF—5
75
NOTES:
vitalTM Cluster Box Unit - Type III
FRONT VIEW
81 3/8"
23 5/8"
SIDE VIEW
1. This unit is approved for USPS and private applications.
2. Decorative mailbox accessories sold separately and are USPS Approve
products.
3. Pedestal should be installed with included Rubber Pad;
mounting hardware not included, refer to installation manual for
recommendations.
4. Florence "F" series CBU is Officially Licensed by USPS:
License#CDSEQ-08-B-0012
1 80 5/8"
15 3/4"
1/4'
19"
PEDESTAL
13 1/8"
15 3/4"
PEDESTAL BASE
BOLT PATTERN
PRODUCTHRIH: vital '" CLUSTER BOX UNIT
5 1/4" 15 3/4"
DOOR CHART
DOOR TYPE
DIMENSION (HEIGHT x WIDTH)
TENANT
3-3/8"x12-13/16"
10" PARCEL
10-1/4"x12-13/16"
13" PARCEL
13-3/4"x12-13/16"
OUTGOING SLOT
3/4"x11-3/4"
All= FLORENCE
manufacturing company
5935 Corporate Drive • Manhattan, KS 66503
www.florencemailboxes.com • [phone]
A GIBRALTAR INDUSTRIES COMPANY Imo,
MODEL 1570-16
REV A
SCALE NONE
LAST REV DATE
9/26/2012
DRAWING NUMBER
1570-16CS
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PROJECT NUMBER:
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ORIGINAL DATE: 6/13/2016
SHEET:
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GENERAL PROJECT NOTES:
1. FIRE HYDRANTS SHALL BE PLACED A MINIMUM DISTANCE OF 6 FEET FROM
BACK OF CURB AND HAVE A CLEAR SPACE OF 3 FEET FROM ANY
PERMANENT STRUCTURES.
2. DRIVEWAYS ARE NOT TO BE LOCATED OVER WATER METERS. METERS WILL NOT BE SET
IF WATER METER BOXES, SEWER CLEAN -OUTS, VALVE
BOXES OR THEIR APPURTENANCES ARE DAMAGED OR IMPROPERLY
POSITIONED.
3. DE -WATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND MAINTAIN AMPLE
MEANS AND EQUIPMENT WITH WHICH TO REMOVE AND PROPERLY DISPOSE OF ANY AND
ALL WATER ENTERING THE EXCAVATION OR OTHER PARTS OF THE WORK AND KEEP ALL
EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING IS COMPLETED AND
STRUCTURES TO BE BUILT THEREIN ARE COMPLETED.
4. NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES
NOR SHALL IT BE ALLOWED TO RISE OVER MASONRY UNTIL THE CONCRETE OR MORTAR
HAS SET (MINIMUM 24 HOURS). ALL WATER PUMPED OR DRAINED FROM THE WORK SHALL
BE DISPOSED OF IN SUCH A MANNER AS TO PREVENT SILTATION AND EROSION TO
ADJACENT PROPERTY OR OTHER CONSTRUCTION.
5. NO PLANTINGS TO BE PLACED OVER WATER MAIN OR SEWER EASEMENTS OR OVER
WATER AND SEWER LINES.
6. SIDEWALKS SHALL NOT BE PLACES OVER WATER MAIN OR FORCE MAIN.
7. REFER TO CITY OF RALEIGH WATER AND SEWER SPECIFICATIONS, CITY OF RALEIGH
WATER SEWER EXTENSION POLICY AND CITY OF RALEIGH WATER & SEWER EXTENSION
ORDINANCE.
8. EACH LOT SHALL HAVE A 5' UTILITY EASEMENT DEDICATED TO THE CITY OF RALEIGH,
MEASURED FROM THE R/W AS SHOWN ON PLANS. ALL WATER METERS SHALL BE PLACED
WITH THIS EASEMENT & NOT IN THE SIDEWALK REGARDLESS OF HOW SHOWN ON THIS
PLAN. ALL SEWER LATERALS SHALL BE INSTALLED TO THIS UTILITY EASEMENT. TO
SANITARY SEWER R/W OR TO PDE (WHICHEVER IS FARTHEST INTO THE LOT TO BE SERVED).
9. CONTRACTOR IS RESPONSIBLE FOR SUBMITTING WATER AND SEWER MATERIALS
APPROVAL LIST TO ENGINEER AND CITY OF RALEIGH PRIOR TO PRECONSTRUCTION
MEETING.
10. STREET SIGNS AND STRUCTURE MONUMENTS AT SUBDIVISION ENTRANCE WILL NOT BE
BUILT OVER SEWER OR WATER MAIN OR WITHIN THE SEWER OR WATER EASEMENT.
11. OFFSITE SEWER EASEMENT TO BE MOWED ONCE BY DEVELOPER / CONTRACTOR
BEFORE FINAL.
12. POTENTIAL STREET TREES ARE SHOWN TO APPROXIMATE LOCATION, REMOVAL OR
RELOCATION OF TREES MAY BE REQUIRED BY THE CONTRACTOR BASED ON FIELD
CONDITIONS.
13. ANY MONUMENT SIGN SHALL BE SUBMITTED AND APPROVED BY TOWN OF WAXHAW
PRIOR TO ANY CONSTRUCTION.
TAX PARCEL:(DEED BOOK & PAGE#)
0742687170 & 0742783227
TOTAL ACREAGE:
+/- 44.8 ACRES
EXISTING ZONING:
R-13 SUD (SPECIAL USE DISTRICT)
PROPOSED ZONING:
R-13 SUD (SPECIAL USE DISTRICT)
TOTAL UNITS:
97
DENSITY:
97 UNITS/44.8 ACRES = 2.17
MIN. LOT WIDTH:
55' AT BUILD LINE
MIN. LOT DEPTH:
110' (MAY BE REDUCED TO 100' TO ACCOMODATE GRADING NEAR WETLANDS)
INDIVIDUAL WATER METERS:
97 X %" METERS
FIRE HYDRANTS:
16
ESTIMATED WATER FLOW VOLUME:
34,920 GAL/DAY (360 GAL/DAY/UNIT X 97 UNITS)
ESTIMATED SEWER FLOW VOLUME:
24,250 GAL/DAY (250 GAL/DAY/UNIT X 97 UNITS)
TOTAL MANHOLES:
39
TOTAL 8" SANITARY SEWER PIPE:
4,427 LF
TOTAL 8" DIP WATER MAIN: 4,420 LF
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PROP. 5' UTILITY EASEMENT
PROP. SEWER MAIN
PROP. MANHOLE
PROP. WATER MAIN
PROP. FIRE HYDRANT
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PROP. BLOW OFF VALVE
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EXIST. FEMA 100 YEAR FLOODPLAIN
EXIST. FEMA 500 YEAR FLOODPLAIN
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ATTENTION CONTRACTORS Public a o N
The Construction Contractor responsible for the extension of water, `n U
p Water Distribution ! Extension System �, � �— N U c�
sewer, and/or reuse, as approved in thcsc plans, is responsible for The City of Raleigh consents to the connection and extension of the o C\1
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contacting the Puhlic Utilities Departtttent at (919) 9964540 at City's public water system as shown on this plan. The material and u o 2 05 °
least tweuV four hours prior to beginning any of their construction. Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook. G x
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F!L1 Failure to notify both City Departments in advance of beginning City of Raleigh
construction, will result in the issuance of manetaryfines, and require Public Utilities Department Permit #
reinstallation of any water or sewer facilities not inspected as a result
of this notification failure. Authorization to Construct
Date
• Failure to call for Inspection, Install a Downstream Plug, have
Pernnined Plans on the Jobsite, or any ether Violation of CIO, of
SS
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PROP. FIRE
HYDRANT
1 Raleigh .standards will result in a Fine and Passible Exclusion from
future work in the City ofRaleigh-
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ORIGINAL DATE:
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
6/13/2016
SHEET:
WS2.6

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USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 3
4" OR 6"
GRADE RI
MAXIMUM
ALLOWED
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RISER SE
MANUFAC
LOCATE �
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STEPS B)
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6' I.D. PRE
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6' I.D. PRE
TO MEET F
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PRECAST (
FOR ALL P
GROUT ARI
ANNULAR I
SEE PLANS
SLOPE OF
MANHOLE
UNLESS SF
ON PLANS.
2" DIA. PV
W/1 CF OF
IN MIRAFI
NOTE:
THIS DE
HOUSE
PLACE
MAY BE
BOLT FRAME TO SEE DETAIL 37 SHEETS 2 & 3
CASTING (4 REQ'D)
TOP TO READ "STORM"
S/ URE CASTING
W MORTAR
ARE TO BE
ID ADJUSTED
:OURSE.
IGH
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AINOUS
TO TOP
W/ PREFORMED
'ASKET MEETING
-990, FED SPEC
kST MANHOLE
)UIREME ITS OF
AASHTO M-199
TOWN OF ZEBULON
PRECAST CONCRETE NNOT�TO SCALE � 41
6' TO 4' DIA. MH JB Im p
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF 1
25 314"
23 314"
1"
VARIES
22" _
25 718"
RISE *
PART NO.
F
1/2"
V-1984-05
3 1/4"
1"
V-1984-10
3 3/4"
1 1/2"
V-1984-15
4 1/4"
2"
V-1984-20
4 3/4"
2 1/2"
V-1984-25
5 1/4-
3-
V-1984-30
5 3/4"
3 1/2"
V-1984-35
6 1/4"
4"
V-1984-40
6 3/4"
�I I� 1/2"
3/4"
(2) TYPE ONE PICKSLOTS
REPLACEMENT RISER RINGS * RISE ABOVE TOP OF BASE PICKHOLE DETAIL
25 314" NO VENT HOLES FOR COVERS USED
IN STREET AND 4 HOLES FOR COVERS
23 314" 1„ OUTSIDE STREET. THE EXCEPTION
TO THIS IS WHERE MANHOLES COULD
COLLECT STORM RUNOFF IN THEIR
VICINITY. IN THIS CASE, THERE ARE
2 3/4" TO BE NO VENT HOLES IN COVER.
AL
"REQUESTED WORDING" b
1 3/4"
22" NOTES:
25718" FRAME WEIGHT = 175 LBS.
RISER RING WEIGHT = 50 LBS. NITq
BASIC RISER RING COVER WEIGHT = 135 LBS.
LOAD RATING = HEAVY DUTY OO
271/2, MATERIAL = ASTM A 48 sFWE�
CLASS 30 V
26114" FINISH = UNCOATED
24" MODEL = VULCAN V1984-95
OR VULCAN V1995-95 �O
MADE I N USp
2 3/4"
COVER FACE
1"R 3/4"
23 1/2"
26 518" \
f
33" 2 718"
FRAME SECTION MACHINED 4x
SURFACES 1/2
COVER SECTION
0 0 ISOMETRIC 231/2'
FRAME TOP VIEW "'Z� COVER BACK
TOWN OF ZEBULON
SCALE: DETAIL #
STANDARD MANHOLE COVER & RING NOT TO SCALE 37
ADJUSTABLE — EAST JORDAN IRON WORKS V-1984 DATE: SHEET #:
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 2 OF -3
COVER FACE
23 1/2"
1., n
26 1l4" I 3 314"
f 33114" COVER SECTION
FRAME SECTION
ISOMETRIC
FRAME TOP VIEW
W4Z01LV/=11:i=U, ce3G�
TOWN OF ZEBULON
STANDARD MANHOLE & RING SCALE: DETAIL #
I/ NOT TO SCALE 37
US FOUNDRY 700 K L_ DATE: SHEET #:
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 3 OF 3
BOLT FRAME TO
CASTING (4 REQ'D) ---\
SECURE CASTING
W/ MORTAR
4" OR 6" PRECAST
GRADE RINGS -
MAXIMUM OF THREE
ALLOWED OR
OTHERWISE ADD_j
RISER SECTION
MANUFACTURER TO
LOCATE STEPS
90' FROM OUTLET
PIPE. STEPS BY M.A.
INDUSTRIES, INC.
PS1-PF OR EQUAL -
NOTE:
THIS DETAIL APPLIES FOR
LARGEST PIPES SHOWN
BELOW (I.E.: 30" FOR
4' MH & 42" FOR 5' MH)
WITH INTERIOR ANGLES
AS FOLLOWS:
90' OR GREATEF2�
CONSULT WITH ENGINEER
IF ANGLES LESS THAN
90° ON TWO INTERSECTING
PIPES.
SEE DETAIL 37 SHEETS 2 & 3
TOP TO READ "STORM"
PRECAST GRADE RINGS ARE TO BE
USED WHEN POSSIBLE AND ADJUSTED
WITH BRICK & MORTAR COURSE.
FILL JOINTS FULL WITH HIGH STRENGTH
TYPE "M" MORTAR & STRIKE
FLUSH INSIDE & OUT
USE AN APPROVED BITUMINOUS I
BASE SEALANT APPLIED TO TOP
OF CONE SECTION
USE ECCENTRIC CONE
ALL JOINTS TO BE T & G W/ PREFORMED
BUTYL RUBBER (MASTIC) GASKET MEETING
AASHTO M-198, ASTM. C-990, FED SPEC
SS -S-00210 (210A)
PRECAST MANHOLE TO MEET
REQUIREMENTS OF ASTM.
C478, AASHTO M-199
SLOPE OF CHANNEL THRU
"REQUESTED WORDING"
SM
NO VENT HOLES FOR COVERS USED
a
IN STREET AND 4 HOLES FOR COVERS
UNLESS SHOWN OTHERWISE
OUTSIDE STREET. THE EXCEPTION
DX42.400
TO THIS IS WHERE MANHOLES COULD
611312016
COLLECT STORM RUNOFF IN THEIR
VICINITY. IN THIS CASE, THERE ARE
25„
TO BE NO VENT HOLES IN COVER.
23 314"
SEE PLANS FOR PIPE SIZES
+518"
J 1"
MACHINED
PVC INSERT RING
SURFACES
W/1 CF OF CLEAN STONE
NOTES:
FRAME WEIGHT = 205 LBS.
COVER WEIGHT = 125 LBS.
IN MIRAFI 140N BLANKET
LOAD RATING = HEAVY DUTY
MATERIAL = ASTM A48
CLASS 35B GRAY IROS
BASE WHEN TOTAL MH
25"
FINISH = UNCOATED
22"
COVER FACE
23 1/2"
1., n
26 1l4" I 3 314"
f 33114" COVER SECTION
FRAME SECTION
ISOMETRIC
FRAME TOP VIEW
W4Z01LV/=11:i=U, ce3G�
TOWN OF ZEBULON
STANDARD MANHOLE & RING SCALE: DETAIL #
I/ NOT TO SCALE 37
US FOUNDRY 700 K L_ DATE: SHEET #:
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 3 OF 3
BOLT FRAME TO
CASTING (4 REQ'D) ---\
SECURE CASTING
W/ MORTAR
4" OR 6" PRECAST
GRADE RINGS -
MAXIMUM OF THREE
ALLOWED OR
OTHERWISE ADD_j
RISER SECTION
MANUFACTURER TO
LOCATE STEPS
90' FROM OUTLET
PIPE. STEPS BY M.A.
INDUSTRIES, INC.
PS1-PF OR EQUAL -
NOTE:
THIS DETAIL APPLIES FOR
LARGEST PIPES SHOWN
BELOW (I.E.: 30" FOR
4' MH & 42" FOR 5' MH)
WITH INTERIOR ANGLES
AS FOLLOWS:
90' OR GREATEF2�
CONSULT WITH ENGINEER
IF ANGLES LESS THAN
90° ON TWO INTERSECTING
PIPES.
SEE DETAIL 37 SHEETS 2 & 3
TOP TO READ "STORM"
PRECAST GRADE RINGS ARE TO BE
USED WHEN POSSIBLE AND ADJUSTED
WITH BRICK & MORTAR COURSE.
FILL JOINTS FULL WITH HIGH STRENGTH
TYPE "M" MORTAR & STRIKE
FLUSH INSIDE & OUT
USE AN APPROVED BITUMINOUS I
BASE SEALANT APPLIED TO TOP
OF CONE SECTION
USE ECCENTRIC CONE
ALL JOINTS TO BE T & G W/ PREFORMED
BUTYL RUBBER (MASTIC) GASKET MEETING
AASHTO M-198, ASTM. C-990, FED SPEC
SS -S-00210 (210A)
PRECAST MANHOLE TO MEET
REQUIREMENTS OF ASTM.
C478, AASHTO M-199
SLOPE OF CHANNEL THRU
_
SM
MANHOLE = 0.08' FALL
a
DRAWN BY:
UNLESS SHOWN OTHERWISE
,
DX42.400
ON PLANS.
611312016
PRECAST OPENING REQUIRED FOR
-
ALL PIPES. PACK GROUT AROUND
ALL ANNULAR OPENINGS
SEE PLANS FOR PIPE SIZES
2" DIA. PVC WEEP HOLE
6
W/1 CF OF CLEAN STONE
NOTE: USE 6" EXTENDED
IN MIRAFI 140N BLANKET
BASE WHEN TOTAL MH
HEIGHT EXCEEDS 12'
SET MANHOLE IN
6" TO 12" #57 STONE.
SEE SPECS FOR FOUNDATION
PERSPECTIVE IMPROVEMENT WHEN NEEDED
TOWN OF ZEBULON
DEF
PRECAST CONCRETE NSOT�TO SCALE AL40
4' DIA. MH JB DAM am
USE WITH STANDARD SPECIFICATIONS ONLY JULY 2010 1 OF—1
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LICENSE NO.:
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
611312016
SHEET:
WS3.0

PLASTIC GREEN MANHOLE
MARKER -LABELED SEWER
MANHOLE, SEE NOTE 3
TEST STATION OR TEST PORT -
STANDARD H2O TRAFFIC LOAD RATED
VALVE BOX WITH LID LABELED "TS"
AND PAINTED GREEN, PLACED ABOVE
LOOP 3 FT (MIN) DOWNSTREAM SEWER
OF WIRE INTO — — — — 4'-6"
TEST STATION
EXISTING RADE
STANDARD
INDUSTRIAL CRIMP
(SIMILAR METAL), TYP 12" HOLE
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m
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WRAP TRACER I I LATERAL
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NOTE 2
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TO TRACER WIRE FOR I I SADDLE
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MAIN I I 1
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-----L----------1—L
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NOTES: L -----------------J SEWER MAIN
1 . THE -TRACER WIRE SHALL BE CONTINUOUS TO THE GREATEST EXTENT POSSIBLE. FOR GRAVITY
MAIN AND OR LATERAL INSTALLATIONS LESS THAN 8 FT, THE TRACING WIRE SHALL BE ATTACHED
TO THE PIPE. TRACER WIRE SHALL BE LAID FLAT AND SECURELY AFFIXED TO THE PIPE AT 10 FOOT
INTERVALS. FOR GRAVITY MAIN AND OR LATERAL INSTALLATION DEEPER THAN 8 FT, THE TRACING
WIRE SHALL BE INSTALLED AT A DEPTH OF 7-8 FT. THE WIRE SHALL BE PROTECTED FROM
DAMAGE DURING THE EXECUTION OF THE WORK. NO BREAKS OF CUTS IN THE TRACER WIRE
SHALL BE PERMITTED.
2. WHERE LATERAL TAPS ARE MADE BY SERVICE SADDLES, THE TRACER WIRE SHALL NOT BE
ALLOWED TO TO BE PLACED BETWEEN THE SADDLE AND MAIN.
3. MANHOLE MARKERS SHALL BE PLACED ADJACENT TO MANHOLES AT THE DISCRETION OF OWNER
OR OWNER'S REPRESENTATIVE.
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CL. "A" CONCRETE TOTAL CU. YD .1,778
m
ALL BASES ARE MINIMUM 9" THICK
REINFORCED CONC. FOOTING FOR
6' PRECAST MANHOLE CITY OF RALEIGH
�T1 OR T2 BAR DEPARTMENT OF PUBLIC UTILITIES
EXTENDED BASE OR CAST -IN-PLACE
STRAIGHT BAR —{
REINFORCED CONCRETE BASE
DWG. NO. REVISIONS DATE REVISIONS DATE
S-21 3-1-87 ABB 2-9-05
RRH 3-30-00
BO
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CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
CONCRETE
CRADLE PROTECTION
FOR WATER LINE CROSSINGS
DWG. NO.
REVISIONS DATE REVISIONS DATE
W-41
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2-20-08
i T2 BARS AT 8" CTS
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REINFORCED CONC. FOOTING FOR
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CL. "A" CONCRETE TOTAL CU. YD .1,778
m
ALL BASES ARE MINIMUM 9" THICK
REINFORCED CONC. FOOTING FOR
6' PRECAST MANHOLE CITY OF RALEIGH
�T1 OR T2 BAR DEPARTMENT OF PUBLIC UTILITIES
EXTENDED BASE OR CAST -IN-PLACE
STRAIGHT BAR —{
REINFORCED CONCRETE BASE
DWG. NO. REVISIONS DATE REVISIONS DATE
S-21 3-1-87 ABB 2-9-05
RRH 3-30-00
BO
113 L) UJI fV LU
COVER 120 LBS. MINIMUM
23 1/2" 2111
2 3/4"
BUTYL-NEK OR
APPROVED
SEALANT BETWEEN
FRAME AND COVER
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SIZE
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BILL OF MATERIAL FOR 4' MANHOLE
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SIZE
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MANHOLE FRAME AND COVER
U
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`1"VENT HOLE
25 1/16"
23 11/16"
1"
7 1/2" � 22"
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1"
10
NOTES:
1) ALL MANHOLE FRAMES SHALL BE
DOMESTICALLY CAST.
2) FRAME SHALL BE A MINIMUM WEIGHT OF
182 LBS. WITHIN PUBLIC ROW AND 160 LBS.
WITHIN EASEMENTS.
3) COVER SHALL WEIGH A MIN. OF 120 LBS.
4) ALL MANHOLE FRAMES OUTSIDE OF PAVED
SURFACES SHALL BE BOLTED TO THE CONE
SECTION OR RING WITH A MINIMUM OF 4
BOLTS PER FRAME.
25 15/16" 1
33 1/4"
5/8"X3" LAGSHIELD IN HOLE
DRILLED INTO CONE OR
RING WITH ANCHOR SUNK TO
DESIGN DEPTH, AND 3/8"X3"
HOT DIPPED GALVANIZED
LAG BOLT AND WASHER.
BILL OF MATERIAL FOR 4' MANHOLE
BAR
SIZE
LENGTH
NO.
WT. LBS.
T2
#5
7'-6"
24
165
MANHOLE FRAME AND COVER
U
C�7
`1"VENT HOLE
25 1/16"
23 11/16"
1"
7 1/2" � 22"
i
1"
10
NOTES:
1) ALL MANHOLE FRAMES SHALL BE
DOMESTICALLY CAST.
2) FRAME SHALL BE A MINIMUM WEIGHT OF
182 LBS. WITHIN PUBLIC ROW AND 160 LBS.
WITHIN EASEMENTS.
3) COVER SHALL WEIGH A MIN. OF 120 LBS.
4) ALL MANHOLE FRAMES OUTSIDE OF PAVED
SURFACES SHALL BE BOLTED TO THE CONE
SECTION OR RING WITH A MINIMUM OF 4
BOLTS PER FRAME.
25 15/16" 1
33 1/4"
5/8"X3" LAGSHIELD IN HOLE
DRILLED INTO CONE OR
RING WITH ANCHOR SUNK TO
DESIGN DEPTH, AND 3/8"X3"
HOT DIPPED GALVANIZED
LAG BOLT AND WASHER.
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FLAT TOP
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DWG. NO. REVISIONS DATE REVISIONS DATE
S -25a 3-1-87 3-1-87 A.B.B. 2-9-05
RRH 3-30-00 D.H.L. 6-18-08
5.0' ;
8" D.I. HALF -ROUND
THRU MANHOLE �� ��'�.:.� ���'�•��: � .'��:''.� � �:.. ' .
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SECTION AT RIGHT ANGLE TO CENTER LINE OF PIPE
DUCTILE IRON PIPE AND
DUCTILE IRON
BENDS AS NEEDED, WITH
NO MORE THAN THREEoo
JOINTS OF HALF PIPE.
D
INVERT SHOULDER
DUCTILE IRONf
OR PVC TO .
DOWNSTREAM �. • � �'.� � ��
MANHOLE o • a ' . :a � per:','','.;'. p ._ . o .a: 4
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MANHOLE �• De.4 a �''e �'a�°:'' D�'�:' °•'•a °•.� �°4��
SECTION ALONG CENTER LINE OF PIPE
NOTE:
NO HORIZONTAL ALIGNMENT CHANGE
CAN BE MADE WITH IN THIS MANHOLE
TYPE. USE ON GRADES 10% OR GREATER.
4- 1" DIA
HOLES @ 120°
1" LETTERING
RECESSED FLUSH
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FROM UPSTREAM
MANHOLE
SLOPE 10%
OR GREATER
PROJECT MANAGER:
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ORIGINAL DATE:
6/13/2016
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DWG. NO. REVISIONS DATE REVISIONS DATE
S -25a 3-1-87 3-1-87 A.B.B. 2-9-05
RRH 3-30-00 D.H.L. 6-18-08
5.0' ;
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FROM UPSTREAM
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S -25a 3-1-87 3-1-87 A.B.B. 2-9-05
RRH 3-30-00 D.H.L. 6-18-08
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5-26 3-1-87 3-1-87 ABB 8-29-05
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5-26 3-1-87 3-1-87 ABB 8-29-05
RRH 3-30-00 D.H.L. 6/18/08
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ORIGINAL DATE:
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SHEET:
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NOTE: WHEN WATERTIGHT NOT SPECIFIED, TOP SHALL
SHALL HAVE ONE 1" VENT HOLE.
27 1/2"
26 1/4"
24 1/16"
1 3/8"
ED
7 1/2"
24 1/2"
„ � C
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5/8" FRAME SECTION
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DEPARTMENT OF PUBLIC UTILITIES
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DWG. NO. REVISIONS DATE REVISIONS DATE
S-27 RRH 3-30-00
DHL 6-18-08
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PROJECT NUMBER:
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ORIGINAL DATE:
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SHEET:
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BUILDING WITH NEXT UPSTREAM MANHOLE HIGHER THAN
THE LOWEST DRAIN AND BLOCKAGE IN SEWER MAIN
BACKWATER CONDITION INTO BUILDING
WITHOUT BACKWATER VALVE
UPSTREAM
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S-43 A.B.B. 1-27-05
D.H.L. 6-18-08
PROPERTY MINIMUM 30 HORIZONTAL CLEARANCE
LINE FROM ANY OBJECT.
FIRE HYDRANT, PUMPER NOZZLE TO BE POINTED
TOWARDS FIRE TRUCK ACCESS.
EXISTING PAVEMENT EXISTING PAVEMENT / ':.:` .. •' ;' = O TRAFFIC FLANGE BETWEEN 2" - G"
ABOVE GRADE
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1 • THE PAVEMENT CUT SHALL BE DEFINED BY A STRAIGHT EDGE AND CUT WITH AN
APPROPRIATE SAW CUT MACHINE.
2. THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH SUITABLE MATERIAL AND
COMPACTED TO A DENSITY OF AT LEAST 95% OF THAT OBTAINED BY COMPACTING A
SAMPLE OF THE MATERIAL IN ACCORDANCE WITH AASHTO T-99 AS MODIFIED BY NCDOT.
3. THE FINAL I' OF FILL SHALL CONSIST OF ABC MATERIAL COMPACTED TO A DENSITY EQUAL
TO 100% OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN
ACCORDANCE WITH AASHTO T-60 AS MODIFIED BY NCDOT.
4. THE ENTIRE THICKNESS/ VERTICAL EDGE OF CUT SHALL BE TACKED.
5. THE SAME DEPTH OF PAVEMENT MATERIAL WHICH EXISTS SHALL BE REINSTALLED, BUT IN
NO CASE SHALL THE ASPHALT BE LESS THAN 3" THICK.
G. THE ASPHALT PAVEMENT MATERIAL SHALL BE INSTALLED AND COMPACTED THOROUGHLY
WITH A SMOOTH DRUM ROLLER TO ACHIEVE A SMOOTH LEVEL PATCH.
7. REFER TO CITY OF RALEIGH STANDARDS FOR TRENCHES AND PIPE BEDDING, W-3. FOR
ADDITIONAL DETAILS.
8. NO HAND PATCHING ALLOWED.
9. PAVEMENT CUTS WITHIN NCDOT ROW SHALL CONFORM TO THE APPROVED ON SITE
ENCROACHMENT PERMIT.
UNDISTURBED
SOIL
oo2o" v o OZLf�B°°ov Qbo�b'8 0
O.D• OF PIPE i� MINIMUM SIDE
G OF #G7 STONE WHEN GG CLEARANCE
ROCK OR WATER IS
ENCOUNTERED
NOTES:
1. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM THE
INSIDE FACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN BACKFILL.
3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN G" LIFTS.
5. ACHIEVE 95% COMPACTION IN BACKFILL.
SIDEWALK / CURB AND GUTTER
'd:.
it :•:. 4.,:4, �. p. >.d•.p
VALVE BOX
N COMPACTED BACKFILL
(TAMPED IN G" LIFTS)
G" MIN. BRANCH PIPE
\ RESTRAINING GLANDS
1'-3"x I' -3"x 4" THICK
7 CU. FT. CRUSHED
STONE MIN.
PAVEMENT
G" GATE VALVE
CONC. THRUST
BLOCK
Mmil
RESTRAINING
GLANDS
UNDISTURBED EARTH.
NOTES:
I . FIRE HYDRANT SHALL BE A5 MANUFACTURED: MUELLER, AMERICAN DARLING, KENNEDY, MSH,
WATEROU5, CLOW, EAST JORDAN IRON WORKS, OR U5 PIPE.
2. BRANCH PIPE SHALL BE DUCTILE IRON AWWA C 150-9G
3. G" GATE VALVE SHALL BE AWWA C500 -8G OPEN LEFT
4. STEEL RODS AND BOLTS SHALL BE 4" HOT DIPPED GALVANIZED
5. FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSITION
RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20' THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE SHALL BE
INSTALLED NO MORE THAN I O' FROM HYDRANT AND POURED IN CONCRETE.
FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW
ANYTIME SITE WORK, CONSTRUCTION,
ROAD WORK, OR ANY OTHER WORK
CHANGES THE GRADE OF THE FIRE CITY OF RALEIGH
HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR DEPARTMENT OF PUBLIC UTILITIES
ADJUSTING THE FIRE HYDRANT TO STAY
WITHIN COMPLIANCE. STANDARD FIRE HYDRANT
INSTALLATION DETAIL
DWG. NO. REVISIONS DATE REVISIONS
ABB 4-G-04 PAP
W-4 DI11- 2/14/08
DATE
2/ 17/09
SECTION A—A
O TRAFFIC FLANGE BETWEEN
2" - G" ABOVE GRADE
5 3'_G"
L SIDEWALK
z_
N
MIN. CLEAR FROM
JOINT (ABOVE OR BELOW)
I I
CUT TO FIT I 9 L.F.
I
I D.I.P. I
I
1�2 PIPE I.[
1/4'x2" STAINLESS
STEEL STRAP WITH 2 n3
ANCHOR BOLTS
� Z=
HOLE FOR INFLUENT
WITH CORING MACHINE
INSTALL FLEXIBLE RUBBER ENLARGED DETAIL
LING. (SEE NOTE #5)
R=1/2 O.D.
BARREL
1/4"x2"
STAINLESS STEEL
STRAP WITH 2
ANCHOR BOLTS
SECTION B—B
NOTES:
1. PIPE FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO ASTM
SPECIFICATION 03034.
2. BOTTOM BEND TO BE 90- SHORT BEND, BELL SPIGOT, OF SDR 35
PVC. SPIGOT OF BEND TO REST DIRECTLY ON EXISTING SHELF.
CONSTRUCT MASONRY TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL.
3. NOTCH BELL OF PVC DROP TO ACCEPT D.I.P. SPIGOT AS SHOWN.
4. LOCATE STRAPS AT PIPE BELL AND ABOVE BELL OF 90' BEND AS
SHOWN. ADD EXTRA STRAPS AS NECESSARY TO MAINTAIN MAXIMUM
SPACING OF TEN FEET.
5. HOLE IN MANHOLE WALL TO BE MADE WITH A CORING MACHINE. INSTALL
FLEXIBLE RUBBER COUPLING.
6. CORE HOLE SHALL NOT ENTER CONE SECTION.
7. STEPS SHALL BE RELOCATED IF THEY CONFLICT WITH INSIDE DROP.
/ CURB AND GUTTER
'at
VALVE BOX
COMPACTED BACKFILL
(TAMPED IN G" LIFTS) f
G" MIN. BRANCH PIPE
3/4" HOT DIPPED
GALVANIZED BRIDLE ROD
MAY BE COUPLED ONCE.
PAVEMENT
G" GATE VALVE
CONC. THRUST
BLOCK
MAIN
NOTES:
I . FIRE HYDRANT SHALL BE A5 MANUFACTURED: MUELLER, AMERICAN DARLING, KENNEDY, M*H,
WATEROU5, CLOW, EAST JORDAN IRON WORKS, OR US PIPE.
2. BRANCH PIPE SHALL BE DUCTILE IRON AWWA C 150-9G
3. G" GATE VALVE SHALL BE AWWA C500 -8G OPEN LEFT
4. STEEL RODS AND BOLTS SHALL BE 4" HOT DIPPED GALVANIZED
5. FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSITION
RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20' THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE SHALL BE
INSTALLED NO MORE THAN 10' FROM HYDRANT AND POURED IN CONCRETE.
FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW
ANYTIME 51TE WORK, CONSTRUCTION,
ROAD WORK, OR ANY OTHER WORK
CHANGES THE GRADE OF THE FIRE
HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR
ADJUSTING THE FIRE HYDRANT TO STAY
WITHIN COMPLIANCE.
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
STANDARD FIRE HYDRANT
INSTALLATION DETAIL
WG. NO. REVISIONS DATE REVISIONS DATE
W— 4a ABB 4-6-04
PROJECT MANAGER:
SM
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CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
CONCRETE CRADLE PROTECTION FOR
SEWER LINE CROSSINGS
DWG. NO.
REVISIONS DATE REVISIONS DATE
S-49
DHL
2-20-08
PROPERTY MINIMUM 30 HORIZONTAL CLEARANCE
LINE FROM ANY OBJECT.
FIRE HYDRANT, PUMPER NOZZLE TO BE POINTED
TOWARDS FIRE TRUCK ACCESS.
EXISTING PAVEMENT EXISTING PAVEMENT / ':.:` .. •' ;' = O TRAFFIC FLANGE BETWEEN 2" - G"
ABOVE GRADE
EXISTING
SUBGRADE
COMPACTED'
FILL IN G" LIFTS
PIPE
' UNDISTURBED
SOIL
REFER TO W-3
4
0
o
NOTES:
1 • THE PAVEMENT CUT SHALL BE DEFINED BY A STRAIGHT EDGE AND CUT WITH AN
APPROPRIATE SAW CUT MACHINE.
2. THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH SUITABLE MATERIAL AND
COMPACTED TO A DENSITY OF AT LEAST 95% OF THAT OBTAINED BY COMPACTING A
SAMPLE OF THE MATERIAL IN ACCORDANCE WITH AASHTO T-99 AS MODIFIED BY NCDOT.
3. THE FINAL I' OF FILL SHALL CONSIST OF ABC MATERIAL COMPACTED TO A DENSITY EQUAL
TO 100% OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN
ACCORDANCE WITH AASHTO T-60 AS MODIFIED BY NCDOT.
4. THE ENTIRE THICKNESS/ VERTICAL EDGE OF CUT SHALL BE TACKED.
5. THE SAME DEPTH OF PAVEMENT MATERIAL WHICH EXISTS SHALL BE REINSTALLED, BUT IN
NO CASE SHALL THE ASPHALT BE LESS THAN 3" THICK.
G. THE ASPHALT PAVEMENT MATERIAL SHALL BE INSTALLED AND COMPACTED THOROUGHLY
WITH A SMOOTH DRUM ROLLER TO ACHIEVE A SMOOTH LEVEL PATCH.
7. REFER TO CITY OF RALEIGH STANDARDS FOR TRENCHES AND PIPE BEDDING, W-3. FOR
ADDITIONAL DETAILS.
8. NO HAND PATCHING ALLOWED.
9. PAVEMENT CUTS WITHIN NCDOT ROW SHALL CONFORM TO THE APPROVED ON SITE
ENCROACHMENT PERMIT.
UNDISTURBED
SOIL
oo2o" v o OZLf�B°°ov Qbo�b'8 0
O.D• OF PIPE i� MINIMUM SIDE
G OF #G7 STONE WHEN GG CLEARANCE
ROCK OR WATER IS
ENCOUNTERED
NOTES:
1. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM THE
INSIDE FACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN BACKFILL.
3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN G" LIFTS.
5. ACHIEVE 95% COMPACTION IN BACKFILL.
SIDEWALK / CURB AND GUTTER
'd:.
it :•:. 4.,:4, �. p. >.d•.p
VALVE BOX
N COMPACTED BACKFILL
(TAMPED IN G" LIFTS)
G" MIN. BRANCH PIPE
\ RESTRAINING GLANDS
1'-3"x I' -3"x 4" THICK
7 CU. FT. CRUSHED
STONE MIN.
PAVEMENT
G" GATE VALVE
CONC. THRUST
BLOCK
Mmil
RESTRAINING
GLANDS
UNDISTURBED EARTH.
NOTES:
I . FIRE HYDRANT SHALL BE A5 MANUFACTURED: MUELLER, AMERICAN DARLING, KENNEDY, MSH,
WATEROU5, CLOW, EAST JORDAN IRON WORKS, OR U5 PIPE.
2. BRANCH PIPE SHALL BE DUCTILE IRON AWWA C 150-9G
3. G" GATE VALVE SHALL BE AWWA C500 -8G OPEN LEFT
4. STEEL RODS AND BOLTS SHALL BE 4" HOT DIPPED GALVANIZED
5. FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSITION
RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20' THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE SHALL BE
INSTALLED NO MORE THAN I O' FROM HYDRANT AND POURED IN CONCRETE.
FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW
ANYTIME SITE WORK, CONSTRUCTION,
ROAD WORK, OR ANY OTHER WORK
CHANGES THE GRADE OF THE FIRE CITY OF RALEIGH
HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR DEPARTMENT OF PUBLIC UTILITIES
ADJUSTING THE FIRE HYDRANT TO STAY
WITHIN COMPLIANCE. STANDARD FIRE HYDRANT
INSTALLATION DETAIL
DWG. NO. REVISIONS DATE REVISIONS
ABB 4-G-04 PAP
W-4 DI11- 2/14/08
DATE
2/ 17/09
SECTION A—A
O TRAFFIC FLANGE BETWEEN
2" - G" ABOVE GRADE
5 3'_G"
L SIDEWALK
z_
N
MIN. CLEAR FROM
JOINT (ABOVE OR BELOW)
I I
CUT TO FIT I 9 L.F.
I
I D.I.P. I
I
1�2 PIPE I.[
1/4'x2" STAINLESS
STEEL STRAP WITH 2 n3
ANCHOR BOLTS
� Z=
HOLE FOR INFLUENT
WITH CORING MACHINE
INSTALL FLEXIBLE RUBBER ENLARGED DETAIL
LING. (SEE NOTE #5)
R=1/2 O.D.
BARREL
1/4"x2"
STAINLESS STEEL
STRAP WITH 2
ANCHOR BOLTS
SECTION B—B
NOTES:
1. PIPE FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO ASTM
SPECIFICATION 03034.
2. BOTTOM BEND TO BE 90- SHORT BEND, BELL SPIGOT, OF SDR 35
PVC. SPIGOT OF BEND TO REST DIRECTLY ON EXISTING SHELF.
CONSTRUCT MASONRY TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL.
3. NOTCH BELL OF PVC DROP TO ACCEPT D.I.P. SPIGOT AS SHOWN.
4. LOCATE STRAPS AT PIPE BELL AND ABOVE BELL OF 90' BEND AS
SHOWN. ADD EXTRA STRAPS AS NECESSARY TO MAINTAIN MAXIMUM
SPACING OF TEN FEET.
5. HOLE IN MANHOLE WALL TO BE MADE WITH A CORING MACHINE. INSTALL
FLEXIBLE RUBBER COUPLING.
6. CORE HOLE SHALL NOT ENTER CONE SECTION.
7. STEPS SHALL BE RELOCATED IF THEY CONFLICT WITH INSIDE DROP.
/ CURB AND GUTTER
'at
VALVE BOX
COMPACTED BACKFILL
(TAMPED IN G" LIFTS) f
G" MIN. BRANCH PIPE
3/4" HOT DIPPED
GALVANIZED BRIDLE ROD
MAY BE COUPLED ONCE.
PAVEMENT
G" GATE VALVE
CONC. THRUST
BLOCK
MAIN
NOTES:
I . FIRE HYDRANT SHALL BE A5 MANUFACTURED: MUELLER, AMERICAN DARLING, KENNEDY, M*H,
WATEROU5, CLOW, EAST JORDAN IRON WORKS, OR US PIPE.
2. BRANCH PIPE SHALL BE DUCTILE IRON AWWA C 150-9G
3. G" GATE VALVE SHALL BE AWWA C500 -8G OPEN LEFT
4. STEEL RODS AND BOLTS SHALL BE 4" HOT DIPPED GALVANIZED
5. FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSITION
RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20' THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE SHALL BE
INSTALLED NO MORE THAN 10' FROM HYDRANT AND POURED IN CONCRETE.
FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW
ANYTIME 51TE WORK, CONSTRUCTION,
ROAD WORK, OR ANY OTHER WORK
CHANGES THE GRADE OF THE FIRE
HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR
ADJUSTING THE FIRE HYDRANT TO STAY
WITHIN COMPLIANCE.
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
STANDARD FIRE HYDRANT
INSTALLATION DETAIL
WG. NO. REVISIONS DATE REVISIONS DATE
W— 4a ABB 4-6-04
MMM4
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DESIGNED BY:
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DRAWN BY:
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ORIGINAL DATE:
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PROJECT INFORMATION
PROJECT MANAGER:
SM
DESIGNED BY:
SLH
DRAWN BY:
SLH
PROJECT NUMBER:
DX42.400
ORIGINAL DATE:
1 6/13/2016
SHEET:
WS3.3

5" 5TORZ
NOZZLE
32"
18"
2 2" NOZZLES W/
NATIONAL STANDARD
11
Th READS
GROUND LINE BURY 1 5/8"
NOTES:
1. RALEIGH PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
2. KNIGHTDALE, PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
3. ZEBULON PUBLIC HYDRANTS SHALL BE PAINTED RED W/ SILVER BONNETS AND OPERATING NUTS.
4. WENDELL PUBLIC HYDRANTS SHALL BE PAINTED SAFETY YELLOW WITH HIGH REFLECTIVE ALUMINUM
SILVER CAPS, BONNETS, AND OPERATING NUTS
4. WAKE FOREST AND GARNER PUBLIC AND PRIVATE HYDRANTS TO BE PAINTED SAFETY YELLOW
W/SILVER CAPS AND OPERATING NUTS.
5. ROLE5VILLE PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
G. OPERATING NUTS NUTS ON HYDRANTS CONNECTED TO PUBLIC MAINS 12" OR LARGER SHALL BE
PAINTED BLACK. OPERATING NUTS ON HYDRANTS ANY OTHER SIZE SHALL BE PAINTED SILVER.
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
RALEIGH, GARNER, KNIGHTDALE, ROLE5VILLE,
WAKE FOREST, WENDELL * ZEBULON
STANDARD FIRE HYDRANT WITH 5"
5TORZ PUMPER NOZZLE
DWG. NO. REVISIONS DATE REVISIONS DATE
ABB 7-21-05
W-5 RRH DHL 2-18-06
a d
O°oU° ooUo00°00 6"U o o°�
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X-24, Y-12
3011- 3G"
11-411
1'-7"
4"
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111/4°
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STANDARD
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41
5
REACTION BEARING AREAS ARE IN SQUARE
FEET MEASURED IN A VERTICAL PLANE IN THE
TRENCH 51DE AT AN ANGLE OF 90° TO THE
THRUST VECTOR.
USE G" - 90 BEND VALUE FOR
HYDRANTS FOR ADDITIONAL DWG. NO.
SAFETY FACTOR. W_ 1
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
a '• a
a
W.C. 6-23-99
DWG. NO. REVISIONS
DATE
REVISIONS DATE
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9/ 16" OPERATION NUT
2.500"
ct
2 112" NATIONAL STANDARD
OUTLET THREADS
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I.
O°oU° ooUo00°00 6"U o o°�
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1.9 LBS. EACH
X-24, Y-12
3011- 3G"
11-411
1'-7"
4"
•.ti° o
111/4°
1 '-8"
1,108
o
1
1
1
1
1
1
2
1
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22
2,207
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1
2
2
1
1
69,252
1
3
1
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4,328
70
2
3
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1
1
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1
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900
128
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2
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91
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5,655
2
3
4
1
1
2
6
1
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27,709
7
14
17
4
4
7
2
3
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221/20
55,163
111/40
1,970
34
1
1
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1
1
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1
2
1
221/20
65
3,922
14
1
2
3
1
1
199,900
1
4
1
120
450
25
7,694
200
2
4
5
1
1
2
8
1
18
900
142
14,215
4
8
9
2
2
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15
2
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10,053
39,901
3
5
6
2
2
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3
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1
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10
10
20
30
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172
8,826
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3
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203,575
3
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1
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450
26
17,312
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5
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11
3
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31,983
8
16
19
4
4
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22,619
141,218
6
12
14
3
3
18
6
23
3
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277,007
70
139
166
35
35
70
277
28
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511,742
11/4°
7,881
320
2
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2
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221/20
217
15,691
46
4
8
10
2
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16
2
REVISIONS DATE
450
DATE
30,779
8
1 16
19
4
4
8
31
4
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56,861
15
29
35
8
8
15
57
6
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40,213
10
21
25
5
5
10
41
5
REACTION BEARING AREAS ARE IN SQUARE
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TRENCH 51DE AT AN ANGLE OF 90° TO THE
THRUST VECTOR.
USE G" - 90 BEND VALUE FOR
HYDRANTS FOR ADDITIONAL DWG. NO.
SAFETY FACTOR. W_ 1
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
THRUST BLOCKING DE51GN
QUANTITY TABLE
REVISIONS DATE REVISIONS DATE
W.C. 6-23-99
"X" BAR
3" MIN.
CLEARANCE
oLLJ
o�
THRUST CULL^�
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7,, D
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11-411
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1 '-9"
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3
5
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2011-2411
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NOTES:
I . SEE STANDARD DETAIL W-9 FOR THRUST BLOCK LOCATIONS.
2. CONCRETE SHALL BE 3000 P51 AND TRANSIT MIXED.
3. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER.
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION
SHALL BE THE MINIMUM WIDTH AS SHOWN ON STANDARD DETAIL W-3.
5. BACKFI LL TAMPED I N G" LI FTS PER
STANDARD DETAIL W-3. CITY O
G. THRUST COLLAR MUST BE FACTORY DEPARTMENT O
WELDED ON BOTH SIDES ALONG BOTH
EDGES OF COLLAR AROUND THRUST BLOCKIP
CIRCUMFERENCE. Fnp \A/ATF2 NAAII`
REACTION BEAKING AREAS FOR HORIZONTAL WATER PIPE BENDS
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277,007
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U5E 611 - 90° BEND VALUE FOR HYDRANTS FOR
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DWG. NO.
W- I I
CITY OF RALEIGH
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DESIGN QUANTITY TABLE
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D.W.C. G-23-99
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NO. OF RODS
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6
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6
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ROD REQUIREMENTS
NO. OF RODS
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4"
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6"
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8"
4
12"
4
16"
6
24"
6
30"
8
36"
8
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2. SEE STANDARD THRUST BLOCK. TABLES W-1 0 AND W- I I FOR CONCRETE.
3. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL FITTINGS.
4. TH15 RODDING REQUIREMENT DOES NOT APPLY TO FIRE HYDRANTS.
231,
MANHOLE FRAME AND COVER
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3/4"
7 1/2"
1"
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NOTES:
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BE DOMESTICALLY CAST
2) FRAME 5HALL BE A MINIMUM
WEIGHT OF 182 LBS.
3) COVER SHALL WEIGH A
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4) MANHOLES WITHIN PAVED
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1"
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FOR EXTENSION OF VA VE BOX NOTE: 2'x 2'x G" CONCRETE PAD REQUIRED ON ALL
VALVES. NO PRECAST CONCRETE DOUGHNUT
ALLOWED.
138••
SEE STANDARD W- 18
6" FOR COVER DETAILS.
STA A A E
2'
6Y4"
ND RD V LV
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0 0
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NOTES:
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2) ALL TRAFFIC CASTINGS MUST BE CLASS 35 OR
GREATER.
3) FOR ANY VALVES OVER 10' DEEP, A VALVE STEM
EXTENSION MUST BE USED TO BRING TO A DEPTH
OF NO MORE THAN 5', EXTENSION MUST BE A
MINIMUM OF 1" SOLID STOCK.
STANDARD VALVE BOX 4) TOTAL VALVE BOX WEIGHT: MINIMUM OF 85 LBS.
BOTTOM SECTION
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