SW3170404_Site Plans_20170417

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DB 2159, PG 1645
PID: 8528
PIN: 4603-55=1393
ZONING: R! -SF
USE: VAdANT
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( IN FEET )
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ROADWAY
CENTERLINE CURVE TABLE
CURVE
ILENGTHI
RADIUS I CHORD CHORD DIRECTION
C1
1 32.09 1
200.00 1 32.05
C2
1 12.76 1
250.00 1 12.76
ROADWAY CENTERLINE
LINE TABLE
17,150 SF i
I
LINE LENGTH
BEARING
L1 62.50
S06°04'50"E
L2 1180.11
S03°06'43"W
L3 47.78
SOO'11'12"W
D
SO3°06'43"W
L5 500.00
S86'53'17"E
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JAMES ARTHUR•NIXON�
DB 2159, PG 1645
PID: 8528
PIN: 4603-55=1393
ZONING: R! -SF
USE: VAdANT
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( IN FEET )
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•%#4'\REBAR FOUND
ON •4INE @ 39.57'
ROADWAY
CENTERLINE CURVE TABLE
CURVE
ILENGTHI
RADIUS I CHORD CHORD DIRECTION
C1
1 32.09 1
200.00 1 32.05
C2
1 12.76 1
250.00 1 12.76
ROADWAY CENTERLINE
LINE TABLE
17,150 SF i
I
LINE LENGTH
BEARING
L1 62.50
S06°04'50"E
L2 1180.11
S03°06'43"W
L3 47.78
SOO'11'12"W
L4 990.85
SO3°06'43"W
L5 500.00
S86'53'17"E
200
KEY NOTES:
OA PROPOSED 40' RIGHT OF WAY WITH SIDEWALK.
SEE TYPICAL SECTION 1/C9.2.
BO PROPOSED SYMMETRICAL 45' CUL-DE-SAC BULB
WITH 2' VALLEY GUTTER. SEE TYPICAL SECTION
2/C9.2.
CO PROPOSED 2' VALLEY GUTTER INSTALLED PER
DETAILS 3-4/C9.2.
DO CONTRACTOR SHALL TRANSITION FROM 2' VALLEY
GUTTER TO 2'-6" STANDARD CURB AND GUTTER
AT CATCH BASINS PER DETAIL 8/C9.2.
EO CONTRACTOR SHALL INSTALL 5' WIDE SIDEWALK
(NCDOT 848.01) PER DETAIL 5/C9.2.
OF INSTALL HANDICAP ACCESSIBLE RAMP WITH RAISED
DOMES (NCDOT 848.05) PER DETAILS 6-7/C9.2.
OG CONTRACTOR SHALL INSTALL STOP SIGN "30X30"
MUTCD R1-1 AT INTERSECTION.
HO PROPOSED MAILBOX KIOSK SHALL INCLUDE AF
FLORENCE MANUFACTURING COMPANY VITAL
CLUSTER BOX UNITS INSTALLED PER
MANUFACTURER SPECIFICATIONS.
OI LINCOLN COUNTY 35' X 35' SIGHT TRIANGLE.
OJ NCDOT 10' X 70' SIGHT TRIANGLE.
OK PROPOSED LOT 20 SHALL BE DEED AND CONVEYED
TO LINCOLN COUNTY PUBLIC WORKS FOR
PROPOSED SANITARY SEWER LIFT STATION.
OL PROPOSED PERMANENT UTILITY EASEMENT (P.U.E.).
SEE UTILITY PLANS FOR ADDITIONAL DETAILS.
O PROPOSED STORM DRAINAGE EASEMENT (S.D.E.).
ON PROPOSED PERMANENT STORMWATER CONTROL
MEASURE MAINTENANCE AND ACCESS EASEMENT
(S.C.M.E.)
OO PROPOSED PERMANENT SIDEWALK EASEMENT
(P.S.E.) WHICH IS 1' BEYOND OUTSIDE EDGE OF
SIDEWALK.
PO CONTRACTOR SHALL INSTALL 6' TALL BLACK VINYL
FENCE FENCE AROUND PROPOSED SANITARY SEWER
LIFT STATION PER LCPW WS -08. SEE DETAIL
2/C7.8. FENCE SHALL INCLUDE A 12' GATE.
RO PROPOSED SEGMENTAL BLOCK RETAINING WALL TO
BE DESIGNED AND PERMITTED BY OTHERS. SEE
GRADING PLAN (C4.0) FOR PROPOSED LENGTH AND
TOP/BOTTOM OF WALL ELEVATIONS.
SO CONTRACTOR SHALL CONSTRUCT A 12' WIDE, 6"
THICK 4,000 PSI CONCRETE ACCESS ROAD FOR
PUMP STATION ACCESS. SEE PUMP STATION PLAN
(C7.4) FOR ADDITIONAL INFORMATION.
O PROPOSED AMNEITY CENTER DESIGN TO BE
COMPLETED BY ESSEX HOMES.
UO PROPOSED MONUMENT SIGNAGE TO BE DESIGNED
AND PERMITTED BY OTHERS.
N/F
JAMES AND LINDA BEAM
DB 1586, PG 119
PB 12 PG 357
SITE NOTES:
1. DIMENSIONS AND COORDINATE POINTS ARE TO BACK OF CURB OR
CORNER OF BUILDING UNLESS OTHERWISE NOTED.
2. ALL IMPROVEMENTS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION AND LINCOLN COUNTY
PUBLIC WORKS.
3. ANY DISCREPANCIES FOUND IN THE FIELD SHALL BE CALLED TO THE
ATTENTION OF THE OWNER OR ENGINEER PRIOR TO PROCEEDING WITH WORK.
4. PRIOR TO BEGINNING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL
OBTAIN ALL REQUIRED PERMITS AND APPROVALS NOT ALREADY OBTAINED BY
THE DESIGN TEAM FROM ALL REGULATORY AUTHORITIES AND SHALL KEEP
COPIES OF ALL APPLICABLE PERMITS ON SITE.
5. THE GENERAL CONTRACTOR SHALL CONTACT ALL OWNERS OF
EASEMENTS, UTILITIES, AND RIGHT-OF-WAYS, PUBLIC AND PRIVATE, PRIOR
TO WORKING IN THESE AREAS.
6. GENERAL CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THAT
WORKMEN AND THE PUBLIC SHALL BE PROTECTED FROM INJURY.
7. DO NOT SCALE DRAWING FOR ACTUAL DIMENSIONS, AS IT IS A
REPRODUCTION AND SUBJECT TO DISTORTION.
8. ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES
SHALL CONFORM TO THE CURRENT MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES(MUTCD).
9. ALL PAVEMENT MARKINGS SHALL BE FOUR (4) INCHES WIDE UNLESS
INDICATED OTHERWISE ON THE DRAWINGS.
10. CONTRACTOR SHALL SAW -CUT EXISTING ASPHALT PAVEMENT AREAS TO
TIE IN SMOOTHLY TO PROPOSED PAVEMENT AT CONNECTION TO NEW
ASPHALT PARKING AREA.
11. CONTRACTOR SHALL COORDINATE WITH OWNER, SUB CONTRACTORS AND
UTILITIES TO INSURE ALL THAT CONDUITS ARE INSTALLED UNDER THE CURB I II
AND GUTTER AND PAVEMENT ARE INSTALLED BEFORE THE FINISHED SURFACE II
IS LAID. II
•II
DEVELOPER/OWNER: SHINNVILLE RIDGE PARTNERS, LLC
20607 BETHEL CHURCH ROAD
CORNELIUS, INC 28031
PIN: 4603551617
JURISDICTION: LINCOLN COUNTY
DEED BOOK & PAGE: 2643/504 & 2643/494
TOTAL SITE ACREAGE: 19.24 AC (837,899 SF)
CURRENT ZONING: PD -R
EXISTING USE: VACANT/WOODED
PROPOSED USE: SINGLE FAMILY (AGE RESTRICTED)
TOTAL LOTS: 71
DENSITY: 2.06 DU/AC
FRONT YARD: 20'
SIDE YARD: 5'
REAR YARD: 20'
MINIMUM LOT WIDTH: 55'
PROPOSED SMALLEST LOT: 10,000 SF
PROPOSED LARGEST LOT: 26,208 SF
TYPICAL LOT DIMNSIONS: 80'X140' (11,200 SF)
ALL PROPOSED LOTS SHALL MEET OR EXCEED THE MINIMUM LOT
WIDTH, LOT AREA AND SETBACKS OF THE TOWN OF ABERDEEN UDO
TOTAL COMMON OPEN SPACE: 168,872 SF (3.88 AC)
PERCENT OPEN SPACE: 20.15%
-27,594 SF (COMMUNITY AREA)
-141,278 SF (STORMWATER BMP/BUFFERS)
PROPOSED ROAD
PROPOSED RD A (TOTAL LENGTH): 1127.24 LF
-FROM NATALIE COMMONS TO RD C: 886.66 LF
-FROM RD B TO CUL-DE-SAC: 240.58 LF
PROPOSED RD B (TOTAL LENGTH): 1051.39 LF
-FROM NATALIE COMMONS TO RD C: 851.39 LF
-FROM RD C TO CUL-DE-SAC 200.00 LF
PROPOSED RD C (TOTAL LENGTH): 365.00 LF
-FROM RD B TO RD A: 320.00 LF
-FROM RD A TO STUB: 45.00 LF
PID: 85285 II II III II
PIN: 4603-44-6520
ZONING: I -G I II III I
1184.57' USE: OPEN STORAGE
4 REBAR FOUND
NO3'1150E COMMON OPEN SPACE •II II.111
\ (C.O.S.)
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(C.O.S.)-•-• 20' CLASS "B" PERIMETER FFER 60.00' R 60.00' 55.00' 55.00' 55.00' 55.00' 55.00' 55.00' 20' CLASS "B" PERIMETER B FFER 55.00' 55.00' 55.00' 55.00' 74.75'
I � COMMONCOPEN SPACE 20,300 SF 4 •\�I �1 11111\~� ,
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41R BA�� MOTICELLO GROUP OF NC LLC
ON LINE ® 50.00' DB 1429, PG 886
/ PB D, PG 94
PID: 30338
PIN: 4603-55-6089
ZONING: I -G
USE: CELLPHONE VACANT
NO3°06'43"E / N/F #4 REBAR FOUNg NO3'06'43"E N/FJT�\ g4d1 '
CROWN ATLANTIC COMPANY LLC 1 LAKE NORMAN LUTHERAN CHURCH �\ m
D PB111D3,
PG 9PG 440 I DPB5B5PGG1001 \�\ \\\ 1�\ \ `€ Know what's below.
PID: 72781 1 PID: 02881 �\ •\\ \11 \
/ PIN: 4603-55-8528 / 1 PIN: 4603-56-9392 �\ �` \� Call before you dig.
/ ZONING: I -G / 1 ZONING: R -SF
USE: CELLPHONE TOWER VACANT / USE: CHURCH
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THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
Mc2 ENGINEERING, INC. REPRODUCTION OR USE FOR ANY
PURPOSE OTHER THAN THAT AUTHORIZED BY Mc2
ENGINEERING, INC. IS PROHIBITED. 2017 O
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REVISIONS
CAD FILE: 16-039 BASE.DWG
PROJECT NO.: 16-039
DESIGNED BY:
JDM
REVIEWED BY:
JDM
DATE: APRIL 7,
2017
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DB 2159, PG 1645 I
PID: 8528 I
PIN: 4603-55 '1393
ZONING: R! -SF
USE: VAdANT
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HDPE PIPE INSTALLATION NOTES:
1. THE PRODUCT USED SHALL BE CORRUGATED
EXTERIOR/SMOOTH INTERIOR PIPE (TYPE S), CONFORMING TO THE
REQUIREMENTS OF AASHTO SPECIFICATION M294 (LATEST EDITION)
FOR CORRUGATED POLYETHYLENE PIPE.
2. BELL AND SPIGOT JOINTS SHALL BE REQUIRED ON ALL PIPE
INSIDE THE RIGHT-OF-WAY. BELL SHALL COVER AT LEAST TWO
FULL CORRUGATIONS ON EACH SECTION OF PIPE. THE BELL AND
SPIGOT JOINT SHALL HAVE AN "0" -RING RUBBER GASKET
MEETING ASTM F477 WITH THE GASKET FACTORY INSTALLED,
PLACED ON THE SPIGOT END OF THE PIPE. ALL JOINTS SHALL
MEET OR EXCEED THE SOIL TIGHTNESS REQUIREMENT OF AASHTO
STANDARD SPECIFICATION FOR HIGHWAY BRIDGES, SECTION 23,
PARAGRAPH 23.5.4(E). PIPE JOINTS SHALL ALSO MEET ALL
REQUIREMENTS OF AASHTO M294.
3. BACKFILL MATERIAL USED TO INSTALL HDPE PIPE WITHIN THE
STREET RIGHT-OF-WAY SHALL BE SELECT MATERIAL CLASS II -IV,
AS DEFINED BY SECTION 1016-3 OF THE NCDOT STANDARD
KEY NOTES:
OA PROPOSED CATCH BASIN "CB" (NCDOT 840.01
- 1-2/C9.3), CURB INLET FRAME AND GRATE
(/ ) NCDOT 840.03 - 3-4/C9.3) ALONG WITH
DRAINAGE STRUCTURE STEPS (840.66) SEE
DETAILS 7/C9.3. CONTRACTOR MAY USE
EITHER BRICK OR PRECAST STRUCTURE.
�> ��
O PROPOSED DROP INLET DI (NCDOT 840.14 -
5/C9.3), DROP INLET FRAME AND GRATE
(NCDOT 840.16 - 6/C9.3) ALONG WITH
DRAINAGE STRUCTURE STEPS (840.66) SEE
DETAILS 7/C9.3. CONTRACTOR MAY USE
EITHER BRICK OR PRECAST STRUCTURE.
CO PROPOSED JUNCTION BOX "JB" (NCDOT 840.32
- 8/C9.3), MANHOLE FRAME AND COVER
HO
IO
HOME BUILDER/DEVELOPER SHALL ENSURE
LOTS 27 TO 46 DRAIN BACK TOWARDS THE
ROAD TO ENSURE RUNOFF ENTERS PROPOSED
STORM WATER CONTROL MEASURE (WET POND)
ON-SITE.
CONTRACTOR SHALL PLANT LESPEDEZA ON
PROPOSED 2:1 SLOPES FOR GROUND
STABILIZATION IN AREAS LOCATED ADJACENT
TO THE CREEK BUFFER OUTSIDE OF
PROPOSED LOTS. LANDSCAPER SHALL
PREPARE SOIL BY ADDING STARTER
FERTILIZER, LIMESTONE AND LESPEDEZA SEED
MIX. CONTRACTOR SHALL THEN INSTALL
TENSAR NORTH AMERICAN GREEN S75 SLOPE
MATTING ON 2: 1 SLOPES.
From
upstream
To
downstream
Q10
Total
Discharge
(cfs)
Slope
(Ft/Ft)
Actual
Pipe
Diameter
(In)
Actual
Velocity
(fps)
Length
(Ft)
Upstream
Invert
(From)
(Ft)
Downstream
Invert
(To)
(Ft)
Pipe
Material
Rim
Elevation
(Ft)
From
upstream
To
downstream
Q10
Total
Discharge
(cfs)
Slope
(Ft/Ft)
Actual
Pipe
Diameter
(In)
Actual
Velocity
(fps)
CED
Upstream
Invert
(From)
(Ft)
Downstream
Invert
(To)
(Ft)
Pipe
Material
Rim
Elevation
(Ft)
DI 12B CB 12 3.04 0.0201 15 7.04 20.28 842.31 841.90 HDPE 845.75
CB 28
a NATAUE COMMONS DR
818.40
I
CB 27
W I
815.43
CB 11 CB 10 6.44 0.0100 15 6.53 275.00 841.23 838.48 HDPE 845.99
cc
;
I 0 I
813.93
CB to CB 9 8.73 0.0240 15 9.83 110.00 838.28 835.64 HDPE 844.66
CB 25
CB 24 27.74 0.0400 24 15.91 45.96 808.57 806.73 HDPE
813.93
CB 9 CB 8 10.69 0.0490 15 13.52 165.00 835.44 827.35 HDPE 839.29
CB 24
CB 23 28.20 0.0400 24 15.98 106.87 804.73 800.46 HDPE
811.00
CB CB 12.75 0.0500 15 14.23 144.00 827.15 819.95 HDPE 831.04
i C1o�
\p�G�
co
CB 7 CB 6 15.83 0.0475 18 14.75 126.00 819.70 813.72 HDPE 823.65
Z I 4GB
801.69
N
D121 FES 20 33.20 0.0030 36 6.29 28.00 792.24 792.16 HDPE (WT)
j Y p0
j a
CB 5 CB 4 19.17 0.0350 18 13.75 95.98 801.37 798.01 HDPE 810.93
W
z
830.12
C64 J63 21.31 0.0085 24 8.25 82.27 797.01 796.31 HDPE 801.88
CB 31A CB 31 1.13 0.0100 15 4.31 24.00 822.09 821.85 HDPE
N
,IB 3 FES 2 21.31 0.0030 1 30 5.63 28.00 1 792.31 792.22 HDPE (WT) 800.00
i
821.31
U
z
DI30B CB 30 2.33 0.0220 15 6.89 20.00 818.06 817.62 HDPE
i
1 819.95 HDPE 23.65
CB 7A CB 1.3317=0.0110 15 4.68 24.00 820.2 8
0.0368
15
12.11
110.00
821.66
817.61
LOCATION
MAP
CB 30
CB 29
1'°=2000'
0.0150
24
9.50
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DB 2159, PG 1645 I
PID: 8528 I
PIN: 4603-55 '1393
ZONING: R! -SF
USE: VAdANT
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HDPE PIPE INSTALLATION NOTES:
1. THE PRODUCT USED SHALL BE CORRUGATED
EXTERIOR/SMOOTH INTERIOR PIPE (TYPE S), CONFORMING TO THE
REQUIREMENTS OF AASHTO SPECIFICATION M294 (LATEST EDITION)
FOR CORRUGATED POLYETHYLENE PIPE.
2. BELL AND SPIGOT JOINTS SHALL BE REQUIRED ON ALL PIPE
INSIDE THE RIGHT-OF-WAY. BELL SHALL COVER AT LEAST TWO
FULL CORRUGATIONS ON EACH SECTION OF PIPE. THE BELL AND
SPIGOT JOINT SHALL HAVE AN "0" -RING RUBBER GASKET
MEETING ASTM F477 WITH THE GASKET FACTORY INSTALLED,
PLACED ON THE SPIGOT END OF THE PIPE. ALL JOINTS SHALL
MEET OR EXCEED THE SOIL TIGHTNESS REQUIREMENT OF AASHTO
STANDARD SPECIFICATION FOR HIGHWAY BRIDGES, SECTION 23,
PARAGRAPH 23.5.4(E). PIPE JOINTS SHALL ALSO MEET ALL
REQUIREMENTS OF AASHTO M294.
3. BACKFILL MATERIAL USED TO INSTALL HDPE PIPE WITHIN THE
STREET RIGHT-OF-WAY SHALL BE SELECT MATERIAL CLASS II -IV,
AS DEFINED BY SECTION 1016-3 OF THE NCDOT STANDARD
KEY NOTES:
OA PROPOSED CATCH BASIN "CB" (NCDOT 840.01
- 1-2/C9.3), CURB INLET FRAME AND GRATE
(/ ) NCDOT 840.03 - 3-4/C9.3) ALONG WITH
DRAINAGE STRUCTURE STEPS (840.66) SEE
DETAILS 7/C9.3. CONTRACTOR MAY USE
EITHER BRICK OR PRECAST STRUCTURE.
�> ��
O PROPOSED DROP INLET DI (NCDOT 840.14 -
5/C9.3), DROP INLET FRAME AND GRATE
(NCDOT 840.16 - 6/C9.3) ALONG WITH
DRAINAGE STRUCTURE STEPS (840.66) SEE
DETAILS 7/C9.3. CONTRACTOR MAY USE
EITHER BRICK OR PRECAST STRUCTURE.
CO PROPOSED JUNCTION BOX "JB" (NCDOT 840.32
- 8/C9.3), MANHOLE FRAME AND COVER
HO
IO
HOME BUILDER/DEVELOPER SHALL ENSURE
LOTS 27 TO 46 DRAIN BACK TOWARDS THE
ROAD TO ENSURE RUNOFF ENTERS PROPOSED
STORM WATER CONTROL MEASURE (WET POND)
ON-SITE.
CONTRACTOR SHALL PLANT LESPEDEZA ON
PROPOSED 2:1 SLOPES FOR GROUND
STABILIZATION IN AREAS LOCATED ADJACENT
TO THE CREEK BUFFER OUTSIDE OF
PROPOSED LOTS. LANDSCAPER SHALL
PREPARE SOIL BY ADDING STARTER
FERTILIZER, LIMESTONE AND LESPEDEZA SEED
MIX. CONTRACTOR SHALL THEN INSTALL
TENSAR NORTH AMERICAN GREEN S75 SLOPE
MATTING ON 2: 1 SLOPES.
From
upstream
To
downstream
Q10
Total
Discharge
(cfs)
Slope
(Ft/Ft)
Actual
Pipe
Diameter
(In)
Actual
Velocity
(fps)
Length
(Ft)
Upstream
Invert
(From)
(Ft)
Downstream
Invert
(To)
(Ft)
Pipe
Material
Rim
Elevation
(Ft)
From
upstream
To
downstream
Q10
Total
Discharge
(cfs)
Slope
(Ft/Ft)
Actual
Pipe
Diameter
(In)
Actual
Velocity
(fps)
Length
(Ft)
Upstream
Invert
(From)
(Ft)
Downstream
Invert
(To)
(Ft)
Pipe
Material
Rim
Elevation
(Ft)
DI 12B CB 12 3.04 0.0201 15 7.04 20.28 842.31 841.90 HDPE 845.75
CB 28
CB 27 22.84 0.0260 24 12.90 90.50 813.38 811.03 HDPE
818.40
CB 12 CB 11 4.68 0.0050 15 4.63 55.26 841.70 841.43 HDPE 845.48
CB 27
CB 26 25.19 0.0280 24 13.59 45.96 810.83 809.54 HDPE
815.43
CB 11 CB 10 6.44 0.0100 15 6.53 275.00 841.23 838.48 HDPE 845.99
CB 26
CB 25 26.33 0.0240 24 12.96 24.00 809.34 808.77 HDPE
813.93
CB to CB 9 8.73 0.0240 15 9.83 110.00 838.28 835.64 HDPE 844.66
CB 25
CB 24 27.74 0.0400 24 15.91 45.96 808.57 806.73 HDPE
813.93
CB 9 CB 8 10.69 0.0490 15 13.52 165.00 835.44 827.35 HDPE 839.29
CB 24
CB 23 28.20 0.0400 24 15.98 106.87 804.73 800.46 HDPE
811.00
CB CB 12.75 0.0500 15 14.23 144.00 827.15 819.95 HDPE 831.04
CB 23
CB 22 30.53 0.0220 24 13.01 85.49 799.21 797.32 HDPE
805.64
CB 7 CB 6 15.83 0.0475 18 14.75 126.00 819.70 813.72 HDPE 823.65
CB 22 D121 32.66 0.0200 24 12.66 41.63 795.82 794.99 HDPE
801.69
CB 6 CB 5 17.45 0.0632 18 16.82 101.31 813.52 807.12 HDPE 817.54
D121 FES 20 33.20 0.0030 36 6.29 28.00 792.24 792.16 HDPE (WT)
799.00
CB 5 CB 4 19.17 0.0350 18 13.75 95.98 801.37 798.01 HDPE 810.93
CB 33A CB 33 2.13 0.0050 15 3.82 24.00 826.68 826.56 HDPE
830.12
C64 J63 21.31 0.0085 24 8.25 82.27 797.01 796.31 HDPE 801.88
CB 31A CB 31 1.13 0.0100 15 4.31 24.00 822.09 821.85 HDPE
825.53
,IB 3 FES 2 21.31 0.0030 1 30 5.63 28.00 1 792.31 792.22 HDPE (WT) 800.00
CB 30A CB 30 1.13 0.0110 15 4.47 24.00 817.87 817.61 HDPE
821.31
CB 12A CB 12 0.69 0.0060 15 3.13 24.00 842.04 841.90 HDPE 845.48
DI30B CB 30 2.33 0.0220 15 6.89 20.00 818.06 817.62 HDPE
821.50
1 819.95 HDPE 23.65
CB 7A CB 1.3317=0.0110 15 4.68 24.00 820.2 8
0.0368
15
SPECIFICATIONS FOR ROADS AND STRUCTURES, UPON SUBMITTAL (NCDOT 840.54 - 9/C9.3) ALONG WITH OJ CONTRACTOR SHALL PLANT TALL FESCUE ON
OF WRITTEN CERTIFICATION GI MATERIAL SUITABILITY EL A DRAINAGE STRUCTURE STEPS 840.66 SEE PROPOSED 2:1 AND 3:1 SLOPES FOR
LICENSED GEOTECHNICAL ENGINEER, NCDOT CLASS I SELECT ( )
MATERIAL MAY BE USED. ALL BACKFILL MATERIAL SHALL BE DETAILS 7/C9.3. CONTRACTOR MAY USE GROUND STABILIZATION IN AREAS THAT ARE
APPROVED BY THE CITY INSPECTOR PRIOR TO PLACEMENT OF EITHER BRICK OR PRECAST STRUCTURE. LOCATED WITHIN PROPOSED LOTS.
THE MATERIAL WITHIN THE STREET RIGHT-OF-WAY. LANDSCAPER SHALL PREPARE SOIL BY
4. THE MINIMUM LENGTH OF HDPE PIPE PERMITTED FOR USE O CONTRACTOR SHALL INSTALL DROP ADDING STARTER FERTILIZER, LIMESTONE AND
INLET/CATCH BASIN INLET PROTECTION ON LESPEDEZA SEED MIX. CONTRACTOR SHALL
SHALL BE FOUR (4) FEET. HDPE FLARED END SECTIONS ARE THEN INSTALL TENSAR NORTH AMERICAN
NOT PERMITTED. DI/CB. SEE DETAIL 3/C9.1. GREEN S75 SLOPE MATTING ON 2:1 SLOPES.
CB SA
CB 5
1 0.56
1 0.0050
15
2.76
1 24.00
1 807.49 1
807.37 1
HDPE
810.93
DI 4B
CB 4
1.34
0.0050
15
3.42
58.12
797.56
797.27
HDPE
801.00
CB 35
CB 34
1.93
0.0420
15
8.42
110.00
833.57
828.95
HDPE
837.01
CB 34
CB 33
3.85
0.0400
15
9.70
55.00
828.75
826.55
HDPE
832.42
CB 33
CB 32
7.14
0.0400
15
11.32
55.00
826.35
824.15
HDPE
830.12
CB 32
CB 31
8.31
0.0380
15
11.55
55.00
823.95
821.86
HDPE
827.83
CB 31
CB 30
10.60
0.0368
15
12.11
110.00
821.66
817.61
HDPE
825.53
CB 30
CB 29
15.39
0.0150
24
9.50
110.00
816.86
815.21
HDPE
821.31
CB 29A
CB 29
1.10
0.0140
15
4.84
24.00
816.29
815.96
HDPE
819.73
DI 29B
CB 29
2.33
0.0300
15
7.78
20.00
816.56
815.96
HDPE
820.00
CB 28A
CB 28
1.10
0.0260
15
5.98
24.00
814.96
814.34
HDPE
818.40
DI 28B I
CB 28
2.37
0.0360
15
1 8.37
20.00
815.06 1
814.34
HDPE
818.50
CB 27A
CB 27
1.10
0.0090
15
4.11
24.00
811.99
811.78
HDPE
815.43
CB 23A
CB 23
1.89
0.0410
15
8.30
24.00
802.20
801.22
HDPE
805.64
OC 51
FES 50
1 54.52
1 0.0030
42
7.10
1 112.33
788.35
788.01
1 HDPE (WT)
796.50
5. ALL HDPE PIPE INSTALLED SHALL BE THIRD PARTY CERTIFIED O INSTALL RIP RAP OUTLET PROTECTION SEE CB 29 CB 28 19.10 0.0130 24 9.50 110.00 815.01 813.58 HDPE 819.73 1. HDPE PIPE SHALL BE ADS N-12 SMOOTH SURFACE INTERIOR DOUBLE WALL PIPE OR EQUIVALENT
AND SHALL BEAR THE PLASTIC PIPE INSTITUTES PPI KO SOIL TYPE BOUNDARY
( ) DETAIL 8/C9.0. 2. INSTALL CONCRETE FLARED END SECTIONS.
CERTIFICATION STICKER' STORM SEWER PIPE AND STRUCTURE SUMMARY 3. HDPE (WT) PIPE SHALL BE ADS N-12 PIPE WITH WATER TIGHT JOINTS ALL OTHER HDPE PIPES SHALL
F
CONTRACTOR INSTALL NEW OUTLET CONTROL OL CONTRACTOR SHALL SEED THE EMERGENCY HAVE SOIL TIGHT JOINTS.
6. WATER TIGHT (WT) JOINTS WILL BE USED ON SOME PIPES. O SPILLWAY WITH FESCUE AND THEN INSTALL GRADING NOTES:
GRAPHIC SCALE REFER TO STORM SEWER PIPE AND STRUCTURE SUMMARY ON STRUCTURE (OC #51) PER DETAIL 6/C9.1. NORTH AMERICAN GREEN P550 STAPLE 1. CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE IN ALL
GRADING PLAN FOR PIPE RUNS THAT REQUIRE WATER TIGHT (WT) PATTERN E. SPILLWAY MUST BE 100% GRADED AREAS, INCLUDING PAVING, LAWN AND LANDSCAPE
25 50 100 JOINTS. 200 OG SEE PROPOSED WET POND #1 DETAILS SHEET COVERED IN GRASS TO BE STABILIZED. AREAS.
C4.1. 2. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER
ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD
( IN FEET) CONDITIONS AND CONSTRUCTION DOCUMENTS AND SHALL
WAIT FOR INSTRUCTION PRIOR TO PROCEEDING. CONTRACTOR
1 inch = 50 ft. SHALL VERIFY LOCATION OF ALL UNDERGROUND UTILITIES
N/F \\� \ �I II PRIOR TO BEGINNING WORK, BOTH PUBLIC AND PRIVATE.
_-_ JAMES AND LINDA BEAM �\\ �\ \ �\ CONTRACTOR IS FULLY RESPONSIBLE FOR ALL UNDERGROUND
_ - - - - - DB 1586, PG 119 \�/ " - - \� �\ ��� II I UTILITIES AND SHALL REPAIR ANY DAMAGE AS A RESULT OF
PB 12, PG 357 - \ \�
/,`'/ / \\ f THIS CONTRACT.
%PeC2
- - . f=-----------=•�------- PID: 85285
PI N: 4603-44-6520 / Pacolet Sandy lay Loam// / \ �^ - \\ \ ��� I I�/ II 3. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY
Pacolet SanoClay Loam-- - ---- - ZONING: I -G / /� \ _ /
- - - - - - - - - - " ! I TO TRANSITION BACK TO EXISTING GRADE.
>y„ �� USE: OPEN,STORAGE� � � I HydrologiQ B / / � � / -� 1 � / I � II
\ Hydrologic B _ _-------- ---- 1184.57'
/ OM OP Rt I I II II 4. THE PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN
------- - _-- --- i \ I
I $ � - _ •p• __ I I I �3� II I IN DRIVES, PARKING LOTS, AND SIDEWALKS ARE FINISHED
7S /
� , ,g6 � - - - ' _ _ - -804 8 - � � / / \ \ l \ I ,\, I 1 1 ¢� � •, I I I i ELEVATIONS INCLUDING ASPHALT.
Ce i� Sand Cl Lo11 W W
/ ,> " ��
Y Y I 5. PIPE LENGTHS SHOWN ARE THE ENGINEERS ESTIMATE
--Hydrologic B Ex. 15" RC* G USED TO COMPUTE PIPE SLOPES AND INVERTS AND SHALL
o yip eXrs LO
NOT BE CONSTRUED BY THE CONTRACTOR TO REPRESENT
C B -___-------`__---� \\\ I \ \ \ I 1 C// / \� I ;11
� \ I I I II d�cpl Ys
THE ACTUAL QUANTITY OF PIPE REQUIRED.
I OD
CeCTI,Sa dy Lqa f _%__ _ -- ~\� \ \ \ I \ I I I o I I K I q , III W� Loll 6. NO DISTURBANCE OR COMPACTION, CONSTRUCTION
\ ` Hydro] gic"A" , - - - - - - - _ ON
- -\ \ Il I I I I I i I I I ,� II ' MATERIALS, TRAFFIC, BURIAL PITS, TRENCHING, ETC., SHALL
QH // /` // // O I \ O �' e_` - - - - - - - - - - - _ a' \ \\ \ \ \ 1 I I M I I I I H I III / \ BE ALLOWED IN TREE PROTECTION ZONES. NO ON-SITE
✓ / / / I \ `' I� °° e / '- - - \�\NII / \ I� I BURIAL WILL BE ALLOWED.
2 / / /(28) / F 29 30 1 31 3 \\ 33 I 34� i i ^ �- =~ - _ 37 _ _ - 38 _ ` a\ \ \\` \ \ \ \ I\ / O' U l 6
39 - 40 /41 \ 4 3 44 I / 45 / 46
CR `WL I SL,AB SLAB ` I /\ I - - _ 7. CONTRACTOR SHALL COORDINATE CONSTRUCTION OF WET
/ / FSE=803. 6 / FFE=80 .13 SLAB 1 I SLAB I �L B SLAB SLAB /' SL/AB SLAB -SE-AE SLAB - - SLAB\-- _ SLAB \ \\�lit4B \ \ \ SLA l / SAB SLAB / SLAB SLAB / nIX II I
1 / ' IIID POND/DAM WITH GEOTECHNICAL ENGINEER TO ENSURE
I / FF =808.88 FFE=811.6 FIFE 14.38 F E=816.9 FE=8 j8 79 F 819.75 FFE=820.3E FFE=820.86-- FFE=821.70 FPS 823.35 FFE=825.5 1<FE\$$7. 7\ \ FkF� O.i71 / FFE= 32.47 AFF =834.76 / FE=837.06 FFE=839.26 I i II STRUCTURALLY SUITABLE DIRT IS USED.
' �� ��� ��'''-.� \�\%,
8. BEFORE CONVERTING TSB #1 TO WET POND CONTRACTOR
bo iR No i - _ / s - -� - \ b`\ b\ \ I 1 ° 1 1 � \ b\ ` 1 ° I / , , SHALL VACJET THE STORM SEWER TO ENSURE SEDIMENT IS
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SITE PREPARATION AND VEGETATION MANAGEMENT DURING CONSTRUCTION
SITE PREPARATION AND VEGETATION MANAGEMENT DURING CONSTRUCTION ARE CRITICAL TO THE OVERALL
SUCCESS OF A WELL CONSTRUCTED BMP. THEREFORE, THE FOLLOWING ITEMS SHOULD BE CONSIDERED BY THE
DESIGNER AND SPECIFIED IN CONSTRUCTION PLANS AND DOCUMENTS:
EXISTING VEGETATION MANAGEMENT
A KEY FACTOR TO CONSIDER IN THE CONSTRUCTION PROCESS IS MANAGING EXISTING VEGETATION ON SITE TO
AVOID FOLLOW-ON PROBLEMS WITH INVASIVE SPECIES OR THE NEEDLESS DAMAGE/DESTRUCTION OF EXISTING
VEGETATION THAT CAN ENHANCE OR COMPLEMENT A BMP. ISSUES TO CONSIDER ARE AS FOLLOWS:
-WHERE APPROPRIATE AND COST EFFECTIVE, TRANSPLANT INDIVIDUAL SPECIMEN TREES OR SHRUBS THAT
CANNOT BE SAVED TO A PERMANENT LOCATION ON SITE.
-IDENTIFY AND PROTECT SIGNIFICANT POPULATIONS OF, AND INDIVIDUAL SPECIMENS OF TREES AND SHRUBS.
THIS WILL INCLUDE INCORPORATING VEGETATION PROTECTION MEASURES INTO INITIAL EROSION AND SEDIMENT
CONTROL PLANS, OR SITE PROTECTION PLANS.
-HIRE A PROFESSIONAL TO LOCATE INVASIVE SPECIES LISTED IN APPENDIX B AND ERADICATE THEM PRIOR TO
BEGINNING SITE CLEARING, OR OTHER LAND DISTURBING OPERATIONS. THIS WILL PREVENT THE UNNEEDED
PROPAGATION OF THESE PLANTS WITHIN THE BMP SITE.
-NEVER CHIP AND REDISTRIBUTE CHIPPED PLANT PARTS FROM CLEARING OPERATIONS WHEN INVASIVE SPECIES
ARE PRESENT, AS THEY MAY RE -INFEST THE SITE THROUGH SPREADING OF THE MULCH.
SOIL PREPARATION PREPARATION OF SOILS IS CRITICAL FOR SUCCESSFUL ESTABLISHMENT OF VEGETATION
WITHIN A BMP. RECOMMENDATIONS LISTED HERE WILL HELP ENSURE THAT THE SITE IS PROPERLY PREPARED
FOR INTRODUCTION OF PLANT MATERIAL:
-SOIL TESTING. SOIL TESTING FOR EXISTING SOILS AND PREPARED SOILS TO BE USED FOR PLANTING IS
RECOMMENDED IN ORDER TO DETERMINE TYPES OF SOIL AMENDMENTS REQUIRED THAT WILL BRING THE SOIL
WITHIN THE CORRECT RANGES FOR OPTIMUM PLANT GROWTH. THE DESIGNER COULD TEST SOILS FOR:
•• MAJOR SOIL NUTRIENTS, INCLUDING NITROGEN (N), PHOSPHORUS (P) AND POTASSIUM (K).
•• ORGANIC CONTENT
-SOIL TESTING IS REQUIRED FOR CERTAIN PARAMETERS FOR SOIL PLANTING MIXTURES USED IN BIORETENTION
AREAS AND ENHANCED GRASS SWALES IN ACCORDANCE WITH THE TABLE CONTAINED IN SECTION 4.1.4.H. IF
SOILS ARE AMENDED, A SECOND SOIL TEST IS NEEDED PRIOR TO PLANTING. IF IMPORTED SOIL IS USED A
MANUFACTURER CERTIFICATION IS REQUIRED.
-SOIL AMENDMENT. WHENEVER POSSIBLE, TOPSOIL SHOULD BE SPREAD TO A DEPTH OF EIGHT TO TWELVE
INCHES (DEEPER FOR BALLED AND BURLAPED TREES) AND LIGHTLY COMPACTED TO MINIMUM THICKNESS OF SIX
INCHES. THIS PROVIDES ORGANIC MATTER AND IMPORTANT NUTRIENTS FOR THE PLANT MATERIAL. THE USE OF
TOPSOIL ALLOWS VEGETATION TO BECOME ESTABLISHED FASTER AND ROOTS TO PENETRATE DEEPER. IF TOPSOIL
HAS BEEN STOCKPILED FOR A LONG PERIOD OF TIME, IT MAY BE NECESSARY TO RE -ADJUST THE SOIL PH, AND
SUPPLEMENT MAJOR SOIL NUTRIENTS TO ACHIEVE THE MINIMUM ACCEPTABLE STANDARDS.
NEW PLANT PROCUREMENT
ALL PLANTS SHOULD BE WELL GROWN AND HEALTHY, AND FREE FROM DISEASE AND INFESTATION BY INVASIVE
SPECIES. ALL PLANTS, WHETHER SUPPLIED IN NURSERY CONTAINER, BALLED -IN -BURLAP, SMALL PLANT
CONTAINER OR PLUG, SHALL CONFORM TO THE SPECIFICATIONS IN THE AMERICAN STANDARDS FOR NURSERY
STOCK, ANSI Z60.1 - 2004, OR LATEST EDITION. THE DOCUMENT IS AVAILABLE FROM THE AMERICAN NURSERY
AND LANDSCAPE ASSOCIATION, FOR PURCHASE OF THE HARD COPY, OR FOR DOWNLOADING (FREE) FROM THEIR
WEBSITE AT WWW.ANLA.ORG.
-SEEDING. SEED MIXES FOR STABILIZATION ARE COMMERCIALLY AVAILABLE FOR A WIDE VARIETY OF TERRESTRIAL
HABITATS, INCLUDING BASIN BOTTOMS, WET MEADOW, AND DRY MEADOW, TO NAME SEVERAL. WETLAND MIXES
OF SEEDS FOR HERBACEOUS EMERGENTS, SUCH AS THOSE PLANTINGS FOR PLANTING IN AQUATIC ZONES 1, 2
AND 3, HAVE MET WITH VERY LIMITED SUCCESS AS SOME SPECIES NEED A WINTERING PERIOD. IT IS
PREFERABLE TO CONFINE THE USE OF SEED MIXES TO WET MEADOWS, UPLAND SEEDING, AND OTHER HABITAT
AREAS ABOVE THE PERMANENT OR TEMPORARY POOLS OF MOST OF THE BMPS DESCRIBED IN THIS MANUAL.
BMPS' WHICH INCORPORATE EXTENDED DRY DETENTION ARE THE EXCEPTION TO THIS RULE, WHERE WETLAND
SEED MIX -APPENDIX C FOR THE BASIN BOTTOMS MAY BE APPROPRIATE.
-PLUGS AND CONTAINER GROWN PLANTS. IN ALL ZONES, PLUGS AND CONTAINER GROWN PLANTS ARE FAVORED,
AND MAY BE INSTALLED AT THE CORRECT TIME OF THE SEASON (SEE 6.3.4), HOWEVER PLANTING IN THE
WINTER AND EARLY SPRING ALLOWS THE GREATEST CHANCES FOR ESTABLISHMENT. PLANTS INSTALLED LATE IN
THE SPRING MAY NOT HAVE ADEQUATE TIME FOR ESTABLISHMENT, AND MAY BE MORE LIKELY TO REQUIRE
REPLACEMENT THE FOLLOWING YEAR.
-BALLED-IN-BURLAP PLANTS. IN BIORETENTION AREAS, AND IN ZONES 4, 5, AND 6 WHERE APPROPRIATE,
BALLED IN -BURLAP PLANTS MAY BE INSTALLED AT THE CORRECT TIME OF THE SEASON (SEE 6.3.4), HOWEVER
PLANTING IN THE WINTER AND EARLY SPRING ALLOWS THE GREATEST CHANCES FOR ESTABLISHMENT. PLANTS
INSTALLED LATE IN THE SPRING MAY NOT HAVE ADEQUATE TIME FOR ESTABLISHMENT, AND MAY BE MORE
LIKELY TO REQUIRE REPLACEMENT THE FOLLOWING SEASON.
NEW PLANT DELIVERY, HANDLING AND STORAGE
ALL PLANTS SHOULD BE FRESH AND HEALTHY, AND BE DELIVERED TO THE SITE WITH THEIR ROOTSTOCKS
PRESERVED IN SIMILAR CONDITIONS TO THOSE IN THE GROWING NURSERY.
-TREES AND SHRUBS SHOULD BE LEFT NATURAL AND UNPRUNED PRIOR TO DELIVERY. BARK, BRANCHES, AND
ROOT SYSTEMS SHOULD BE PROTECTED FROM SUN SCALD, DRYING, WIND BURN, SWEATING, WHIPPING, AND
OTHER HANDLING AND TYING DAMAGE WHICH DESTROYS THEIR NATURAL SHAPE. PROTECTIVE COVERING FOR
PLANTS SHOULD BE PROVIDED DURING SHIPPING AND DELIVERY.
-STORE BULBS, CORMS, TUBERS AND RHIZOMES IN CONDITIONS SIMILAR TO THOSE IN THE GROWING NURSERY,
AT APPROXIMATELY 60 TO 65 •F, UNTIL PLANTING.
-DELIVER PLANTS AFTER PREPARATIONS FOR PLANTING HAVE BEEN COMPLETED, AND INSTALL IMMEDIATELY. IF
PLANTING IS DELAYED, SET PLANTS IN THE APPROPRIATE EXPOSURE FOR EACH SPECIES (SUN, FILTERED SUN,
OR SHADE), PROTECT FROM WEATHER AND MECHANICAL DAMAGE, AND KEEP ROOTS MOIST. DEPENDING ON THE
LENGTH OF DELAY, PLANTS MAY NEED TO BE HEELED IN.
-DO NOT REMOVE CONTAINER -GROWN STOCK FROM CONTAINERS BEFORE TIME OF PLANTING, AND WATER AS
OFTEN AS NECESSARY TO MAINTAIN ROOT SYSTEMS IN A MOIST CONDITION.
PLANTING PROCEDURES
CONFORM TO ALL APPLICABLE SPECIFICATIONS FOR PLANTINGS OF TREES AND SHRUBS, AS DETAILED IN
SECTIONS 40.01 THROUGH 40.14, INCLUSIVE, OF THE CHARLOTTE-MECKLENBURG LAND DEVELOPMENT STANDARDS
MANUAL (2006). LAY OUT ALL PLANTS ACCORDING TO SPECIES MIXES, AND AT SPECIFIED SPACINGS AND
DENSITIES. HERBACEOUS EMERGENTS, GRASSES AND SEDGES FOR ZONES 1, 2 AND 3 ARE OFTEN BEST LAID
OUT AT REGULAR SPACING IN A RECOGNIZABLE PATTERN. REGULAR SPACINGS ARE EASIER TO EVALUATE AND
PROVIDE FOR MORE UNIFORM AND RAPID COVERAGE. TREES AND SHRUBS IN ZONES 4, 5 AND 6 SHOULD ALSO
BE LAID OUT ACCORDING TO THE SPECIES MIXES, AND AT THE SPECIFIED SPACINGS AND DENSITIES, BUT
APPEAR MORE NATURAL WHEN A 'IRAN DOM" PATTERN OF SPACINGS ARE USED, REPLICATING A MORE NATURAL
PATTERN. MAINTAINING MINIMUM AND MAXIMUM DISTANCES BETWEEN PLANTS IS NECESSARY FOR ADEQUATE
COVERAGE. PLEASE REFER TO PLANT SPACING GUIDELINE DIAGRAM IN APPENDIX D, FOR AN EXPLANATION OF
TRIANGULAR AND SQUARE SPACING LAYOUTS AND FOR AN EXPLANATION OF LAYOUT FOR 'RANDOM PLANTING".
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WEED AND INVASIVE SPECIES CONTROL
IT IS STRONGLY ADVISED THAT ANY INVASIVE PLANT SPECIES POPULATIONS BE CONTROLLED
THROUGHOUT THE COURSE OF THE WORK. WHERE BARE GROUND EXISTS, AND WHERE MUD FLATS
EXIST IN DRAWN -DOWN WET PLANTING ZONES, INVASIVE SPECIES SUCH AS CATTAIL, JAPANESE
HOPS, PORCELAINBERRY, AND OTHER NOXIOUS WEEDS CAN EASILY GAIN A FOOTHOLD, QUICKLY
DISPLACING THE DESIRABLE PLANTINGS, LEADING TO A PARTIAL FAILURE OF THE PLANTING SITE. AN
INTEGRATED PEST MANAGEMENT (IPM) APPROACH IS RECOMMENDED FOR CONTROL OF INVASIVE
PLANT SPECIES. MONITORING FOR THE PRESENCE OF INVASIVE SPECIES SHOULD BE A COMPONENT
OF ALL BMP ESTABLISHMENT PROGRAMS. MAINTENANCE, INCLUDING THE REMOVAL OF INVASIVES
CAN BE CRITICAL TO THE SUCCESS OF THE PLANTINGS AND PREVENTS THE SPREAD OF THOSE
SPECIES DOWNSTREAM OF THE BMP.
EMBANKMENT FILL MATERIALS
THE FOLLOWING PARAMETERS APPLY TO MATERIALS USED TO CONSTRUCT EMBANKMENTS:
• BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO
THE UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS.
• BORROW MATERIALS SHALL HAVE A LIQUID LIMIT (LL) BETWEEN 40 AND 60 AND A PLASTICITY
INDEX (PI) BETWEEN 15 AND 30 (ASTM D4318).
• MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS
LARGER THAN 3 INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
• ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A
HOMOGENEOUS SOIL THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
EMBANKMENT CONSTRUCTION
THE FOLLOWING STEPS APPLY TO CONSTRUCTION OF AN EMBANKMENT:
STEP 1: SUBGRADE PREPARATION:
• COMPACT SUBGRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
• CUT OUT SOFT AREAS OF SUBGRADE NOT CAPABLE OF COMPACTION IN PLACE.
• SCARIFY SUBGRADE SURFACE TO DEPTH OF 6 INCHES.
• PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR
GREATER THAN REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
STEP 2: SEEPAGE KEY PLACEMENT
•SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
• SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH
GEOTECHNICAL SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND
THE TRENCH SIDEWALLS SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITY AND BONDING
BETWEEN THE SIDEWALL SOILS AND SEEPAGE KEY FILL.
STEP 3: EMBANKMENT FILL PLACEMENT
• EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3(HORIZONTAL): 1 (VERTICAL) OR AS SHOWN ON THE
DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH
GEOTECHNICAL ANALYSIS SHALL BE REQUIRED FOR SLOPES STEEPER THAN
3(HORIZONTAL): 1 (VERTICAL).
• FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN THICKNESS AND BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOILS STANDARD PROCTOR (ASTM D698)
MAXIMUM DRY DENSITY, OR AS SPECIFIED ON THE DRAWINGS.
• COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE
THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY
ENGINEER.
• FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO
ABUTMENT. EXISTING SLOPES GREATER THAN 4 HORIZONTAL :1 VERTICAL SHALL BE BENCHED TO
PROMOTE BONDING OF NEWLY PLACED FILL WITH EXISTING OILS. BENCHING SHALL BE PERFORMED
AT MAXIMUM OF 2 FEET VERTICAL INTERVALS AND SHALL EXTEND A MINIMUM OF 4 FEET
HORIZONTALLY OR AS SPECIFIED ON DRAWINGS.
• WITHIN THE UPPER 12 INCHES OF EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100% OF
ITS STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
• FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
•PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE
IN PLACE.
• PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE
VEGETATIVE GROWTH.
STEP 4: OUTLET PIPE FILL PLACEMENT
• FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 6 -INCH THICK LOOSE LIFTS
AROUND THE DROP INLETS AND UP TO 2 FEET ABOVE THE CULVERTS.
• COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED COMPACTORS.
• COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698)
MAXIMUM DRY DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT
BELOW AND 3 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS
OTHERWISE APPROVED BY ENGINEER.
• ADDITIONAL COMPACTION OF LIFTS 2 FEET OR GREATER ABOVE CULVERTS SHALL CONFORM TO
THE EMBANKMENT FILL PLACEMENT SECTION OF THIS SPECIFICATION.
STEP 5: FIELD QUALITY CONTROL
• LABORATORY TESTING
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM
D698, ASTM D2216, AND ASTM D4318.
• TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL
PLACED, WHEN MATERIALS USING FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED
BY THE ENGINEER.
• SAMPLE SIZE SHALL BE 50 -LB.
• IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM
D2922, OR ASTM D2937 AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH
ASTM D2216.
• FREQUENCY OF COMPACTION/NATURAL MOISTURE CONTENT TESTS:
• EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 2,500 SQ. FT.
• PIPE INSTALLATION: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
• WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK,
REPLACE AND RETEST.
ALLOWABLE VARIANCES
• EMBANKMENT SPECIFICATIONS MAY BE MODIFIED BASED ON SITE-SPECIFIC GEOTECHNICAL
INVESTIGATION AND ENGINEERING DESIGN.
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1. VEGETATED SLOPES WITHIN THE POND SHALL BE NO STEEPER
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1. CONTRACTOR TO VERIFY ALL QUANTITIES FOR PROPOSED PLANT MATERIAL.
DETENTION POND MAINTENANCE SCHEDULE:
2. CONTRACTOR SHALL SPACE PLANTS 2-3 FEET APART ALONG LITTORAL SHELF TO
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3. 4-6 INCH LAYER OF AMENDED SOIL IS REQUIRED ON LITTORAL SHELF WHERE PLANTINGS ARE
REQUIRED.
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4. CONTRACTOR MAY SUBSTITUTE PLANTS FOR THOSE SHOWN ABOVE, HOWEVER, THE
PLANTS SPECIFIED
MUST BE LOCAL, NATIVE SPECIES TAKEN FROM THE NCDEQ STORMWATER BMP MANUAL.
WET POND PLANT MATERIALS LIST
EVENT AND AT LEAST MONTHLY:
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SUCH THAT THE DRAWDOWN OF THE TEMPORARY POOL
DESIGNED BY: JDM
BE TAKEN TO PROHIBIT DRAINAGE FROM ENTERING CONSTRUCTION
DATE: APRIL 7, 2017
OCCURS WITHIN 2 TO 5 DAYS AS DESIGNED.
AREA. AT THE END OF EACH WORKDAY, ALL EXCAVATIONS
LOCATION
MAP
SHALL BE PROTECTED BY CONSTRUCTION SAFETY FENCING OR
1"=2000'
EMBANKMENT AS NECESSARY TO MAINTAIN GOOD
TEMPORARY BACKFILL AS NEEDED.
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SITE PREPARATION AND VEGETATION MANAGEMENT DURING CONSTRUCTION
SITE PREPARATION AND VEGETATION MANAGEMENT DURING CONSTRUCTION ARE CRITICAL TO THE OVERALL
SUCCESS OF A WELL CONSTRUCTED BMP. THEREFORE, THE FOLLOWING ITEMS SHOULD BE CONSIDERED BY THE
DESIGNER AND SPECIFIED IN CONSTRUCTION PLANS AND DOCUMENTS:
EXISTING VEGETATION MANAGEMENT
A KEY FACTOR TO CONSIDER IN THE CONSTRUCTION PROCESS IS MANAGING EXISTING VEGETATION ON SITE TO
AVOID FOLLOW-ON PROBLEMS WITH INVASIVE SPECIES OR THE NEEDLESS DAMAGE/DESTRUCTION OF EXISTING
VEGETATION THAT CAN ENHANCE OR COMPLEMENT A BMP. ISSUES TO CONSIDER ARE AS FOLLOWS:
-WHERE APPROPRIATE AND COST EFFECTIVE, TRANSPLANT INDIVIDUAL SPECIMEN TREES OR SHRUBS THAT
CANNOT BE SAVED TO A PERMANENT LOCATION ON SITE.
-IDENTIFY AND PROTECT SIGNIFICANT POPULATIONS OF, AND INDIVIDUAL SPECIMENS OF TREES AND SHRUBS.
THIS WILL INCLUDE INCORPORATING VEGETATION PROTECTION MEASURES INTO INITIAL EROSION AND SEDIMENT
CONTROL PLANS, OR SITE PROTECTION PLANS.
-HIRE A PROFESSIONAL TO LOCATE INVASIVE SPECIES LISTED IN APPENDIX B AND ERADICATE THEM PRIOR TO
BEGINNING SITE CLEARING, OR OTHER LAND DISTURBING OPERATIONS. THIS WILL PREVENT THE UNNEEDED
PROPAGATION OF THESE PLANTS WITHIN THE BMP SITE.
-NEVER CHIP AND REDISTRIBUTE CHIPPED PLANT PARTS FROM CLEARING OPERATIONS WHEN INVASIVE SPECIES
ARE PRESENT, AS THEY MAY RE -INFEST THE SITE THROUGH SPREADING OF THE MULCH.
SOIL PREPARATION PREPARATION OF SOILS IS CRITICAL FOR SUCCESSFUL ESTABLISHMENT OF VEGETATION
WITHIN A BMP. RECOMMENDATIONS LISTED HERE WILL HELP ENSURE THAT THE SITE IS PROPERLY PREPARED
FOR INTRODUCTION OF PLANT MATERIAL:
-SOIL TESTING. SOIL TESTING FOR EXISTING SOILS AND PREPARED SOILS TO BE USED FOR PLANTING IS
RECOMMENDED IN ORDER TO DETERMINE TYPES OF SOIL AMENDMENTS REQUIRED THAT WILL BRING THE SOIL
WITHIN THE CORRECT RANGES FOR OPTIMUM PLANT GROWTH. THE DESIGNER COULD TEST SOILS FOR:
•• MAJOR SOIL NUTRIENTS, INCLUDING NITROGEN (N), PHOSPHORUS (P) AND POTASSIUM (K).
•• ORGANIC CONTENT
-SOIL TESTING IS REQUIRED FOR CERTAIN PARAMETERS FOR SOIL PLANTING MIXTURES USED IN BIORETENTION
AREAS AND ENHANCED GRASS SWALES IN ACCORDANCE WITH THE TABLE CONTAINED IN SECTION 4.1.4.H. IF
SOILS ARE AMENDED, A SECOND SOIL TEST IS NEEDED PRIOR TO PLANTING. IF IMPORTED SOIL IS USED A
MANUFACTURER CERTIFICATION IS REQUIRED.
-SOIL AMENDMENT. WHENEVER POSSIBLE, TOPSOIL SHOULD BE SPREAD TO A DEPTH OF EIGHT TO TWELVE
INCHES (DEEPER FOR BALLED AND BURLAPED TREES) AND LIGHTLY COMPACTED TO MINIMUM THICKNESS OF SIX
INCHES. THIS PROVIDES ORGANIC MATTER AND IMPORTANT NUTRIENTS FOR THE PLANT MATERIAL. THE USE OF
TOPSOIL ALLOWS VEGETATION TO BECOME ESTABLISHED FASTER AND ROOTS TO PENETRATE DEEPER. IF TOPSOIL
HAS BEEN STOCKPILED FOR A LONG PERIOD OF TIME, IT MAY BE NECESSARY TO RE -ADJUST THE SOIL PH, AND
SUPPLEMENT MAJOR SOIL NUTRIENTS TO ACHIEVE THE MINIMUM ACCEPTABLE STANDARDS.
NEW PLANT PROCUREMENT
ALL PLANTS SHOULD BE WELL GROWN AND HEALTHY, AND FREE FROM DISEASE AND INFESTATION BY INVASIVE
SPECIES. ALL PLANTS, WHETHER SUPPLIED IN NURSERY CONTAINER, BALLED -IN -BURLAP, SMALL PLANT
CONTAINER OR PLUG, SHALL CONFORM TO THE SPECIFICATIONS IN THE AMERICAN STANDARDS FOR NURSERY
STOCK, ANSI Z60.1 - 2004, OR LATEST EDITION. THE DOCUMENT IS AVAILABLE FROM THE AMERICAN NURSERY
AND LANDSCAPE ASSOCIATION, FOR PURCHASE OF THE HARD COPY, OR FOR DOWNLOADING (FREE) FROM THEIR
WEBSITE AT WWW.ANLA.ORG.
-SEEDING. SEED MIXES FOR STABILIZATION ARE COMMERCIALLY AVAILABLE FOR A WIDE VARIETY OF TERRESTRIAL
HABITATS, INCLUDING BASIN BOTTOMS, WET MEADOW, AND DRY MEADOW, TO NAME SEVERAL. WETLAND MIXES
OF SEEDS FOR HERBACEOUS EMERGENTS, SUCH AS THOSE PLANTINGS FOR PLANTING IN AQUATIC ZONES 1, 2
AND 3, HAVE MET WITH VERY LIMITED SUCCESS AS SOME SPECIES NEED A WINTERING PERIOD. IT IS
PREFERABLE TO CONFINE THE USE OF SEED MIXES TO WET MEADOWS, UPLAND SEEDING, AND OTHER HABITAT
AREAS ABOVE THE PERMANENT OR TEMPORARY POOLS OF MOST OF THE BMPS DESCRIBED IN THIS MANUAL.
BMPS' WHICH INCORPORATE EXTENDED DRY DETENTION ARE THE EXCEPTION TO THIS RULE, WHERE WETLAND
SEED MIX -APPENDIX C FOR THE BASIN BOTTOMS MAY BE APPROPRIATE.
-PLUGS AND CONTAINER GROWN PLANTS. IN ALL ZONES, PLUGS AND CONTAINER GROWN PLANTS ARE FAVORED,
AND MAY BE INSTALLED AT THE CORRECT TIME OF THE SEASON (SEE 6.3.4), HOWEVER PLANTING IN THE
WINTER AND EARLY SPRING ALLOWS THE GREATEST CHANCES FOR ESTABLISHMENT. PLANTS INSTALLED LATE IN
THE SPRING MAY NOT HAVE ADEQUATE TIME FOR ESTABLISHMENT, AND MAY BE MORE LIKELY TO REQUIRE
REPLACEMENT THE FOLLOWING YEAR.
-BALLED-IN-BURLAP PLANTS. IN BIORETENTION AREAS, AND IN ZONES 4, 5, AND 6 WHERE APPROPRIATE,
BALLED IN -BURLAP PLANTS MAY BE INSTALLED AT THE CORRECT TIME OF THE SEASON (SEE 6.3.4), HOWEVER
PLANTING IN THE WINTER AND EARLY SPRING ALLOWS THE GREATEST CHANCES FOR ESTABLISHMENT. PLANTS
INSTALLED LATE IN THE SPRING MAY NOT HAVE ADEQUATE TIME FOR ESTABLISHMENT, AND MAY BE MORE
LIKELY TO REQUIRE REPLACEMENT THE FOLLOWING SEASON.
NEW PLANT DELIVERY, HANDLING AND STORAGE
ALL PLANTS SHOULD BE FRESH AND HEALTHY, AND BE DELIVERED TO THE SITE WITH THEIR ROOTSTOCKS
PRESERVED IN SIMILAR CONDITIONS TO THOSE IN THE GROWING NURSERY.
-TREES AND SHRUBS SHOULD BE LEFT NATURAL AND UNPRUNED PRIOR TO DELIVERY. BARK, BRANCHES, AND
ROOT SYSTEMS SHOULD BE PROTECTED FROM SUN SCALD, DRYING, WIND BURN, SWEATING, WHIPPING, AND
OTHER HANDLING AND TYING DAMAGE WHICH DESTROYS THEIR NATURAL SHAPE. PROTECTIVE COVERING FOR
PLANTS SHOULD BE PROVIDED DURING SHIPPING AND DELIVERY.
-STORE BULBS, CORMS, TUBERS AND RHIZOMES IN CONDITIONS SIMILAR TO THOSE IN THE GROWING NURSERY,
AT APPROXIMATELY 60 TO 65 •F, UNTIL PLANTING.
-DELIVER PLANTS AFTER PREPARATIONS FOR PLANTING HAVE BEEN COMPLETED, AND INSTALL IMMEDIATELY. IF
PLANTING IS DELAYED, SET PLANTS IN THE APPROPRIATE EXPOSURE FOR EACH SPECIES (SUN, FILTERED SUN,
OR SHADE), PROTECT FROM WEATHER AND MECHANICAL DAMAGE, AND KEEP ROOTS MOIST. DEPENDING ON THE
LENGTH OF DELAY, PLANTS MAY NEED TO BE HEELED IN.
-DO NOT REMOVE CONTAINER -GROWN STOCK FROM CONTAINERS BEFORE TIME OF PLANTING, AND WATER AS
OFTEN AS NECESSARY TO MAINTAIN ROOT SYSTEMS IN A MOIST CONDITION.
PLANTING PROCEDURES
CONFORM TO ALL APPLICABLE SPECIFICATIONS FOR PLANTINGS OF TREES AND SHRUBS, AS DETAILED IN
SECTIONS 40.01 THROUGH 40.14, INCLUSIVE, OF THE CHARLOTTE-MECKLENBURG LAND DEVELOPMENT STANDARDS
MANUAL (2006). LAY OUT ALL PLANTS ACCORDING TO SPECIES MIXES, AND AT SPECIFIED SPACINGS AND
DENSITIES. HERBACEOUS EMERGENTS, GRASSES AND SEDGES FOR ZONES 1, 2 AND 3 ARE OFTEN BEST LAID
OUT AT REGULAR SPACING IN A RECOGNIZABLE PATTERN. REGULAR SPACINGS ARE EASIER TO EVALUATE AND
PROVIDE FOR MORE UNIFORM AND RAPID COVERAGE. TREES AND SHRUBS IN ZONES 4, 5 AND 6 SHOULD ALSO
BE LAID OUT ACCORDING TO THE SPECIES MIXES, AND AT THE SPECIFIED SPACINGS AND DENSITIES, BUT
APPEAR MORE NATURAL WHEN A 'IRAN DOM" PATTERN OF SPACINGS ARE USED, REPLICATING A MORE NATURAL
PATTERN. MAINTAINING MINIMUM AND MAXIMUM DISTANCES BETWEEN PLANTS IS NECESSARY FOR ADEQUATE
COVERAGE. PLEASE REFER TO PLANT SPACING GUIDELINE DIAGRAM IN APPENDIX D, FOR AN EXPLANATION OF
TRIANGULAR AND SQUARE SPACING LAYOUTS AND FOR AN EXPLANATION OF LAYOUT FOR 'RANDOM PLANTING".
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WEED AND INVASIVE SPECIES CONTROL
IT IS STRONGLY ADVISED THAT ANY INVASIVE PLANT SPECIES POPULATIONS BE CONTROLLED
THROUGHOUT THE COURSE OF THE WORK. WHERE BARE GROUND EXISTS, AND WHERE MUD FLATS
EXIST IN DRAWN -DOWN WET PLANTING ZONES, INVASIVE SPECIES SUCH AS CATTAIL, JAPANESE
HOPS, PORCELAINBERRY, AND OTHER NOXIOUS WEEDS CAN EASILY GAIN A FOOTHOLD, QUICKLY
DISPLACING THE DESIRABLE PLANTINGS, LEADING TO A PARTIAL FAILURE OF THE PLANTING SITE. AN
INTEGRATED PEST MANAGEMENT (IPM) APPROACH IS RECOMMENDED FOR CONTROL OF INVASIVE
PLANT SPECIES. MONITORING FOR THE PRESENCE OF INVASIVE SPECIES SHOULD BE A COMPONENT
OF ALL BMP ESTABLISHMENT PROGRAMS. MAINTENANCE, INCLUDING THE REMOVAL OF INVASIVES
CAN BE CRITICAL TO THE SUCCESS OF THE PLANTINGS AND PREVENTS THE SPREAD OF THOSE
SPECIES DOWNSTREAM OF THE BMP.
EMBANKMENT FILL MATERIALS
THE FOLLOWING PARAMETERS APPLY TO MATERIALS USED TO CONSTRUCT EMBANKMENTS:
• BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO
THE UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS.
• BORROW MATERIALS SHALL HAVE A LIQUID LIMIT (LL) BETWEEN 40 AND 60 AND A PLASTICITY
INDEX (PI) BETWEEN 15 AND 30 (ASTM D4318).
• MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS
LARGER THAN 3 INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
• ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A
HOMOGENEOUS SOIL THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
EMBANKMENT CONSTRUCTION
THE FOLLOWING STEPS APPLY TO CONSTRUCTION OF AN EMBANKMENT:
STEP 1: SUBGRADE PREPARATION:
• COMPACT SUBGRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
• CUT OUT SOFT AREAS OF SUBGRADE NOT CAPABLE OF COMPACTION IN PLACE.
• SCARIFY SUBGRADE SURFACE TO DEPTH OF 6 INCHES.
• PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR
GREATER THAN REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
STEP 2: SEEPAGE KEY PLACEMENT
•SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
• SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH
GEOTECHNICAL SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND
THE TRENCH SIDEWALLS SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITY AND BONDING
BETWEEN THE SIDEWALL SOILS AND SEEPAGE KEY FILL.
STEP 3: EMBANKMENT FILL PLACEMENT
• EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3(HORIZONTAL): 1 (VERTICAL) OR AS SHOWN ON THE
DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH
GEOTECHNICAL ANALYSIS SHALL BE REQUIRED FOR SLOPES STEEPER THAN
3(HORIZONTAL): 1 (VERTICAL).
• FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN THICKNESS AND BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOILS STANDARD PROCTOR (ASTM D698)
MAXIMUM DRY DENSITY, OR AS SPECIFIED ON THE DRAWINGS.
• COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE
THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY
ENGINEER.
• FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO
ABUTMENT. EXISTING SLOPES GREATER THAN 4 HORIZONTAL :1 VERTICAL SHALL BE BENCHED TO
PROMOTE BONDING OF NEWLY PLACED FILL WITH EXISTING OILS. BENCHING SHALL BE PERFORMED
AT MAXIMUM OF 2 FEET VERTICAL INTERVALS AND SHALL EXTEND A MINIMUM OF 4 FEET
HORIZONTALLY OR AS SPECIFIED ON DRAWINGS.
• WITHIN THE UPPER 12 INCHES OF EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100% OF
ITS STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
• FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
•PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE
IN PLACE.
• PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE
VEGETATIVE GROWTH.
STEP 4: OUTLET PIPE FILL PLACEMENT
• FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 6 -INCH THICK LOOSE LIFTS
AROUND THE DROP INLETS AND UP TO 2 FEET ABOVE THE CULVERTS.
• COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED COMPACTORS.
• COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698)
MAXIMUM DRY DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT
BELOW AND 3 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS
OTHERWISE APPROVED BY ENGINEER.
• ADDITIONAL COMPACTION OF LIFTS 2 FEET OR GREATER ABOVE CULVERTS SHALL CONFORM TO
THE EMBANKMENT FILL PLACEMENT SECTION OF THIS SPECIFICATION.
STEP 5: FIELD QUALITY CONTROL
• LABORATORY TESTING
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM
D698, ASTM D2216, AND ASTM D4318.
• TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL
PLACED, WHEN MATERIALS USING FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED
BY THE ENGINEER.
• SAMPLE SIZE SHALL BE 50 -LB.
• IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM
D2922, OR ASTM D2937 AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH
ASTM D2216.
• FREQUENCY OF COMPACTION/NATURAL MOISTURE CONTENT TESTS:
• EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 2,500 SQ. FT.
• PIPE INSTALLATION: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
• WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK,
REPLACE AND RETEST.
ALLOWABLE VARIANCES
• EMBANKMENT SPECIFICATIONS MAY BE MODIFIED BASED ON SITE-SPECIFIC GEOTECHNICAL
INVESTIGATION AND ENGINEERING DESIGN.
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PERMANENT POOL
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BE Y2 SUBMERGED
AT 794.50
WET POND LITTORAL
SHELF 6:1 SLOPE
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WET POND ENLARGED GRADING PLAN
SCALE: 1 "=20' WET DETENTION POND NOTES:
1. VEGETATED SLOPES WITHIN THE POND SHALL BE NO STEEPER
SYMBOL
QTY
COMMON NAME
SCIENTIFIC NAME
CALIPER
0
130
SWAMP MILKWEED
Asclepias incarnate
12.
1 GAL
0
131
WHITE TURTLEHEAD
Chelone glabro
V1
1 GAL
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DWARF JOE PYE WEED
Eupatoriadelphus fistulosus
13.
1 GAL
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STARRUSH WHITETOP
Rhynchospora colorata
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1 GAL
NOTE:
EMERGENCY DEWATERING OF THE BASIN SHALL BE COMPLETED
1. CONTRACTOR TO VERIFY ALL QUANTITIES FOR PROPOSED PLANT MATERIAL.
DETENTION POND MAINTENANCE SCHEDULE:
2. CONTRACTOR SHALL SPACE PLANTS 2-3 FEET APART ALONG LITTORAL SHELF TO
ALLOW SUFFICIENT
ROOM FOR GROWTH.
3. 4-6 INCH LAYER OF AMENDED SOIL IS REQUIRED ON LITTORAL SHELF WHERE PLANTINGS ARE
REQUIRED.
1.
4. CONTRACTOR MAY SUBSTITUTE PLANTS FOR THOSE SHOWN ABOVE, HOWEVER, THE
PLANTS SPECIFIED
MUST BE LOCAL, NATIVE SPECIES TAKEN FROM THE NCDEQ STORMWATER BMP MANUAL.
WET POND PLANT MATERIALS LIST
EVENT AND AT LEAST MONTHLY:
THAN 3:1, DOWNWARD FACE OF DAM SHALL BE GRADED TO 2:1
SLOPE.
2. BMP SHALL BE LOCATED IN A RECORDED DRAINAGE EASEMENT
WITH A RECORDED ACCESS EASEMENT TO A PUBLIC ROW.
3. BASIN IS DESIGNED PER NCDEQ SCM REQUIREMENTS.
4. IF ANY PORTION OF BASIN IS USED FOR EROSION CONTROL
DURING CONSTRUCTION MUST BE CLEANED OUT AND RETURNED
TO DESIGN STATE.
5. THE DESIGN STORAGE SHALL BE ABOVE THE PERMANENT POOL
ELEVATION OF 794.50. CONTRACTOR SHALL PAINT A LINE ON
RISER STRUCTURE MARKING THE PERMANENT POOL ELEVATION.
6. DISCHARGE RATE FOLLOWING A 1 -INCH RAINFALL SHALL
COMPLETELY DRAW DOWN THE TEMPORARY STORAGE VOLUME
BETWEEN 2 AND 5 DAYS.
7. THE AVERAGE DEPTH OF THE PERMANENT POOL SHALL BE A
MINIMUM OF 3 FEET.
8. THE FLOW WITHIN THE POND SHALL NOT SHORT-CIRCUIT THE
POND. BAFFLES MAY BE REQUIRED TO PREVENT SHORT-CIRCUIT.
9. BASIN SIDE SLOPES SHALL BE STABILIZED WITH VEGETATION
WET DETENTION POND PLANTING SEASONS: ABOVE THE PERMANENT POOL LEVEL.
10. THE BASIN SHALL BE SHALL BE EXCAVATED AN ADDITIONAL
FOR PLANTING SEASONS, CONFORM TO THE FOLLOWING GENERAL GUIDELINES: FOOT TO ALLOW FOR PROPER OPERATION BETWEEN SCHEDULED
• SEEDING GRASSES AND MEADOWS: FALL SEASON CLEANOUTS.
• INSTALLING PLUGS (HERBACEOUS EMERGENTS) FALL SEASON 11. A MINIMUM 6 -FOOT WIDE VEGETATED SHELF SHALL BE INSTALLED
• INSTALLING CONTAINER GROWN PLANTS: DORMANT SEASON AROUND THE PERIMETER. THE INSIDE EDGE OF THE SHELF SHALL
• INSTALLING BALLED -IN -BURLAP PLANTS DORMANT SEASON BE 6" BELOW THE PERMANENT POOL ELEVATION* THE OUTSIDE
FOR MAINTENANCE PURPOSES A
PORTABLE PUMP WILL BE UTILIZED
FOR DRAINING THE WET POND.
CONTRACTOR SHALL NOTIFY LINCOLN
COUNTY NATURAL RESOURCES OFFICE
AND MC 2 ENGINEERING PRIOR TO
CONVERTING THE TEMPORARY
SEDIMENT BASIN TO THE PERMANENT
WET POND #1.
SITE SHALL BE STABILIZED 100% PRIOR
TO CONVERTING.
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DETENTION POND MAINTENANCE SCHEDULE:
SCM DETAIL
WITH A PUMP.
REVISIONS
15.
WET POND BERM SHALL BE COMPACTED TO 100% PROCTOR.
1.
AFTER EVERY SIGNIFICANT RUNOFF PRODUCING RAINFALL
EVENT AND AT LEAST MONTHLY:
A. INSPECT THE WET DETENTION BASIN SYSTEM FOR
WET DETENTION POND CONSTRUCTION SEQUENCE:
SEDIMENT ACCUMULATION, EROSION, TRASH
1.
CONTRACTOR SHALL INSTALL SEDIMENT CONTROL DEVICES AS
ACCUMULATION, VEGETATED COVER, AND GENERAL
SHOWN ON THE PLANS. SEE PHASE 1 EROSION CONTROL PLAN
CONDITION.
C3.0 & PHASE 2 EROSION CONTROL & GRADING PLAN C4.0.
B. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS
2•
GRADE SITE TO ELEVATIONS SHOWN ON PLAN. MEASURES SHALL
CAD FILE: 16-039 BASE.DWG
SUCH THAT THE DRAWDOWN OF THE TEMPORARY POOL
DESIGNED BY: JDM
BE TAKEN TO PROHIBIT DRAINAGE FROM ENTERING CONSTRUCTION
DATE: APRIL 7, 2017
OCCURS WITHIN 2 TO 5 DAYS AS DESIGNED.
AREA. AT THE END OF EACH WORKDAY, ALL EXCAVATIONS
2.
REPAIR ERODED AREAS IMMEDIATELY. RE -SEED THE
SHALL BE PROTECTED BY CONSTRUCTION SAFETY FENCING OR
EMBANKMENT AS NECESSARY TO MAINTAIN GOOD
TEMPORARY BACKFILL AS NEEDED.
VEGETATIVE COVER. MOW VEGETATIVE COVER ON
3.
STABILIZE GRADING WITHIN LIMIT OF DISTURBANCE EXCEPT FOR
EMBANKMENT TO MAINTAIN A MAXIMUM HEIGHT OF SIX
WET DETENTION POND AREA. WET DETENTION POND AREAS MAY
INCHES, REMOVE TRASH AS NEEDED.
BE UTILIZED AS SEDIMENT TRAPS IF THE PROPOSED INVERT OF
3.
INSPECT AND REPAIR THE COLLECTION SYSTEM (I.E. CATCH
THE WET DETENTION POND FACILITY IS 1 FOOT LOWER THAN THE
BASINS, PIPING, SWALES, RIPRAP, ETC.) QUARTERLY TO
SEDIMENT TRAP AND IF APPROVED ON THE PLANS.
MAINTAIN PROPER FUNCTIONING.
4.
EXCAVATE WET DETENTION POND AREA TO PROPOSED INVERT
4.
REMOVE WOODY VEGETATION NOT PART OF THE APPROVAL
DEPTH.
PLAN ALONG THE DAM EMBANKMENT.
5.
INSTALL MAINTENANCE DRAIN SYSTEM AND OUTLET DEVICE.
5.
REMOVE INVASIVE AND DEAD VEGETATION IN THE LITTORAL
6.
PRESOAK THE PLANTING SOIL PRIOR TO PLANTING VEGETATION
SHELF AND REPLANT AS NECESSARY.
TO ALLOW FOR SETTLEMENT. THIS CAN BE DONE BY WATER
6.
REMOVE ACCUMULATED SEDIMENT FROM THE WET DETENTION
TRUCK OR ALLOWING WATER TO ENTER THE PIT FROM A RAIN
BASIN SYSTEM SEMI-ANNUALLY OR WHEN THE DEPTH IS
EVENT.
REDUCED TO 75% OF THE ORIGINAL DESIGN DEPTH.
7•
EXCAVATE OR FILL TO ACHIEVE PROPER DESIGN GRADE, LEAVING
REMOVED SEDIMENT SHALL BE DISPOSED OF IN AN
SPACE FOR THE UPPER LAYER OF MULCH AND/OR TOPSOIL THAT
APPROPRIATE MANNER AND SHALL BE HANDLED IN A
WILL BRING THE SURFACE TO FINAL GRADE AND READY FOR
MANNER THAT WILL NOT ADVERSELY IMPACT WATER
PLANTING. CREATE SHEET FLOW INTO WET DETENTION POND
QUALITY (I.E. STOCKPILING NEAR WET DETENTION BASIN OR
AREA TO AVOID CONCENTRATED FLOW AND EROSION.
STREAM, ETC.)
8.
PLANT VEGETATION SPECIFIED IN THE PLANTING PLAN FOR WET
DETENTION POND AREA.
7.
PERFORM ANNUAL INSPECTION OF THE POND (ANNUAL
9•
MULCH AND INSTALL EROSION PROTECTION AT ENTRANCE POINTS.
INSPECTION REPORTS TO BE KEPT BY THE OWNER). PRIOR
REMOVE SEDIMENT CONTROL PRACTICES OR ENTRANCE BLOCKS
TO INSPECTION NOTIFICATION MUST BE GIVEN TO STORM
WITH INSPECTOR AUTHORIZATION.
WATER SERVICES.
10.
FINAL INSPECTION REQUIRED.
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PROJECT NO.: 16-039
DESIGNED BY: JDM
REVIEWED BY: JDM
DATE: APRIL 7, 2017
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WET POND #1
DRAINAGE
AREA PLAN
REVISIONS
CAD FILE: 16-039 BASE.DWG
PROJECT NO.: 16-039
DESIGNED BY:
JDM
REVIEWED BY:
JDM
DATE: APRIL 7, 2017
C 1
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3
I

NOTES:
1. A STABILIZED ENTRANCE PAD OF 2"-3" SIZE COURSE AGGREGATE OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN SEE STD. NO. 30.118.
MAINTENANCE:
INSPECT CONSTRUCTION ROADS AND PARKING AREAS PERIODICALLY FOR CONDITION OF SURFACE. TOPDRESS WITH NEW
GRAVEL AS NEEDED. CHECK ROAD DITCHES AND OTHER SEEDED AREAS FOR EROSION AND SEDIMENTATION AFTER
RUNOFF -PRODUCING RAINS. MAINTAIN ALL VEGETATION IN A HEALTHY, VIGOROUS CONDITION. SEDIMENT -PRODUCING
AREAS SHOULD BE TREATED IMMEDIATELY.
50' MIN.
-� - PUBLIC STREET
EXISTING GROUND
SOIL STABILIZATION FABRIC
UNDER 2"-3" SIZE COURSE
iD AGGREGATE OR RAILROAD
BALLAST.
50' MIN.
H
W
W
H
z (/7
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m
W
1 STABILIZED CONSTRUCTION ENTRANCE
C9'0 -NTS-
WIRE FENCING
WOVEN FILTER FABRIC
5 HIGH HAZARD TEMPORARY SILT FENCE
C9.0
-NTS-
*36" MIN. SPACING TYP.
*12" MIN.
SPACING TYP.
_ KEY/ANCHOR MATERIAL AT
` ` ` ` ` ` TOP OF SLOPE.
� � r
/ `
� � 6" OVERLAP IN SLICE
r
NON -WOVEN GEOTEXTILE FILTER CLOTH
FABRIC 4' ABOVE SOURCE WATER.
WATER TABLE
KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
GENERAL NOTES
1. LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO
MAINTAIN DIRECT CONTACT WITH THE SOIL. DO NOT STRETCH.
2. * DIMENSIONS SHOWN ARE MINIMUM, MANUFACTURED PRODUCTS
MAY HAVE ADDITIONAL REQUIREMENTS THAT MUST BE MET.
3. SLOPE SURFACE SHALL BE FREE OF ROCKS, SOIL CLODS,
STICKS, GRASS. MAT/BLANKETS SHALL HAVE GOOD SOIL CONTACT.
4. THE DETAIL SHOWN IS FOR SLOPE MATTING. FOR CHANNEL OR PIPE
OUTFALL MATTING SPECIFICATIONS, PLEASE REFER TO NCESCPDM
STANDARD #6.17 AND MANUFACTURER'S GUIDELINES.
9 EMBANKMENT MATTING DETAIL
C9.0 -NTS-
STE
WOVEN FILTER FABRIC
F
0
I
N
L
GENERAL NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE
A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A
PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER
ANGLE STEEL TYPE.
4• WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE
WIRES WITH 12" STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6• WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS.
7. WIRE AND WASHED STONE WILL BE REQUIRED AND NOTED ON PLANS WHEN:
A. AT TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
B. AT DENUDED LIMITS WHERE AN UNDISTURBED BUFFER IS 50
FEET OR LESS AWAY
8. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
ACRES OF CONCENTRATED FLOW.
MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO
AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE
AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS
BEEN PROPERLY STABILIZED.
STEEL POST
z w FILTER FABRIC
IZ � J U
M m
-FLOW Q�
N 8"
I�ANCHOR SKIRT 4" MINIMUM
2 TEMPORARY SILT FENCE
C9.0 -NTS-
GENTLE SLOPES STEEP SLOPES
SEEDING
MIXTURE
STEEL POST
GENERAL NOTES:
120 LBS/ACRE RYE (GRAIN)
FALL: AUGUST 25 - OCTOBER
WIRE FENCING
1. WIRE FENCING SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL
z
LATE WINTER: FEBRUARY 15 - APRIL 15
SEEDING
FILTER FABRIC
HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
m
M
15 LBS/ACRE HULLED BERMUDAGRASS
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
OVERSEEDING OF KOBE LESPEDEZA OVER
OVERSEEDING OF KOBE LESPEDEZA OVER
Ld
J
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
#5 WASHED STONE
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN
o
"'
``
a
APPLY LIME AND FERTILIZER PER SOIL RESTS,
FOR A PERIOD OF MORE THAN 30 DAYS.
AMENDMENTS
OR 4000 LBS/ACRE LIMESTONE AND 1000
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
OQ�
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE
10-10-10 FERTILIZER.
04
OR WHERE EROSION OCCURS, AS SOON AS POSSIBLE. DO NOT
FLOW
SELF -FASTENER ANGLE STEEL TYPE.
-
-
- -
_.._.._.._..
4. WIRE FENCING SHALL BE AT LEAST10 GAGE WITH A MINIMUM OF 6
BETWEEN THE SKIMMER AND COUPLING.
co
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Q-1 124
LINE WIRES WITH 12" STAY SPACING.
Z
U
4" MIN.
5. TURN SILT FENCE UP SLOPE AT ENDS.
w �:!
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z
w
6. WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS.
1. Z 0
7. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT
00
THE TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
8. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN
MAINTENANCE NOTES:
GRADING IS ADJACENT TO STREAM BUFFERS, STREAMS OR WETLANDS.
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL
ENVIRONMENTALLY SENSITIVE AREAS.
AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS NEEDED
SHALL BE MADE IMMEDIATELY.
9. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT
REVISIONS
OF FENCE.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO
3/9/17
THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS
10. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A
NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.
NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH
11. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES,
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS
WATERWAYS OR OTHER AREAS OF CONCENTRATED FLOW.
REMAINING IN PLACE AFTER THE SILT FENCE IS REMOVED SHALL BE
DRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED.
5 HIGH HAZARD TEMPORARY SILT FENCE
C9.0
-NTS-
*36" MIN. SPACING TYP.
*12" MIN.
SPACING TYP.
_ KEY/ANCHOR MATERIAL AT
` ` ` ` ` ` TOP OF SLOPE.
� � r
/ `
� � 6" OVERLAP IN SLICE
r
NON -WOVEN GEOTEXTILE FILTER CLOTH
FABRIC 4' ABOVE SOURCE WATER.
WATER TABLE
KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
GENERAL NOTES
1. LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO
MAINTAIN DIRECT CONTACT WITH THE SOIL. DO NOT STRETCH.
2. * DIMENSIONS SHOWN ARE MINIMUM, MANUFACTURED PRODUCTS
MAY HAVE ADDITIONAL REQUIREMENTS THAT MUST BE MET.
3. SLOPE SURFACE SHALL BE FREE OF ROCKS, SOIL CLODS,
STICKS, GRASS. MAT/BLANKETS SHALL HAVE GOOD SOIL CONTACT.
4. THE DETAIL SHOWN IS FOR SLOPE MATTING. FOR CHANNEL OR PIPE
OUTFALL MATTING SPECIFICATIONS, PLEASE REFER TO NCESCPDM
STANDARD #6.17 AND MANUFACTURER'S GUIDELINES.
9 EMBANKMENT MATTING DETAIL
C9.0 -NTS-
STE
WOVEN FILTER FABRIC
F
0
I
N
L
GENERAL NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE
A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A
PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER
ANGLE STEEL TYPE.
4• WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE
WIRES WITH 12" STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6• WIRE MESH SHALL BE MIN. 13 GAGE WITH MAXIMUM 12" OPENINGS.
7. WIRE AND WASHED STONE WILL BE REQUIRED AND NOTED ON PLANS WHEN:
A. AT TOE OF SLOPES GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
B. AT DENUDED LIMITS WHERE AN UNDISTURBED BUFFER IS 50
FEET OR LESS AWAY
8. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
ACRES OF CONCENTRATED FLOW.
MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO
AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE
AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS
BEEN PROPERLY STABILIZED.
STEEL POST
z w FILTER FABRIC
IZ � J U
M m
-FLOW Q�
N 8"
I�ANCHOR SKIRT 4" MINIMUM
2 TEMPORARY SILT FENCE
C9.0 -NTS-
GENTLE SLOPES STEEP SLOPES
SEEDING
MIXTURE
g0 LBS/ACRE OF TALL FESUE
100 LBS/ACRE TALL FESCUE
30 LBS/ACRE SERICEA LESPEDEZA
(UNSCARIFIED AFTER AUGUST 15)
10 LBS/ACRE KOBE LESPEDEZA
120 LBS/ACRE RYE (GRAIN)
FALL: AUGUST 25 - OCTOBER
FALL: AUGUST 25 - OCTOBER 15
80 LBS/ACRE TALL FESUE
LATE WINTER: FEBRUARY 15 - APRIL 15
LATE WINTER: FEBRUARY 15 - APRIL 15
SEEDING
TO EXTEND SPRING SEEDING INTO JUNE, ADD
TO EXTEND SPRING SEEDING INTO JUNE, ADD
DATES
15 LBS/ACRE HULLED BERMUDAGRASS
15 LBS/ACRE HULLED BERMUDAGRASS
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
OVERSEEDING OF KOBE LESPEDEZA OVER
OVERSEEDING OF KOBE LESPEDEZA OVER
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
FALL- SEEDED TALL FESCUE IS VERY
HYDROSEEDING.
ACCORDANCE WITH PRACTICE STANDARD 6.65.
EFFECTIVE.
SEEDING
APPLY LIME AND FERTILIZER PER SOIL RESTS,
APPLY LIME AND FERTILIZER PER SOIL RESTS, OR
AMENDMENTS
OR 4000 LBS/ACRE LIMESTONE AND 1000
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
10-10-10 FERTILIZER.
LBS/ACRE 10-10-10 FERTILIZER.
10-10-10 FERTILIZER.
NOTE 1
GROUND COVER-- WHEREVER LAND DISTURBING ACTIVITY IS UNDERTAKEN ON A TRACT COMPRISING MORE THAN ONE
(1) ACRE, A GROUND COVER SUFFICIENT TO RESTRAIN EROSION MUST BE PLANTED OR PROVIDED WITHIN 15
WORKING DAYS OR 90 CALENDAR DAYS.
NOTE 2
GRADED SLOPES AND FILLS-- WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS, OR COMPLETION OF ANY PHASE
OF GRADING, WHICHEVER PERIOD IS SHORTER, SLOPES SHALL BE PLANTED OR OTHERWISE PROVIDED WITH GROUND
COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION.
MAINTENANCE:
RESEED AND MULCH AREAS WHERE SEEDLING EMERGENCE IS POOR, OR WHERE EROSION OCCURS, AS SOON AS
POSSIBLE. DO NOT MOW. PROTECT FROM TRAFFIC AS MUCH AS POSSIBLE.
DRAPE BAFFLE MATERIAL OVER
WIRE STRAND AND SECURE
WITH PLASTIC TIES AT POSTS-
AND
OSTS-AND ON WIRE EVERY 12".
9 GAUGE MIN. HIGH
TENSION WIRE STRAND
SHALL BE SECURED TO
POST TO SUPPORT
BAFFLE MATERIAL
6
C9SEEDING SCHEDULE
.0
-NTS-
DEPTH TO BE DESIGNED
BY ENGINEER (1.5' MIN)
NOTE:
1. DITCH SHOULD HAVE LONGITUDINAL SLOPE OF 1%.
2. SILT FENCE MAY BE REQUIRED BEHIND BERM
COMPACTED BERM
NgTURq� GROU�O
3. WHERE TEMPORARY DIVERSIONS ARE TO BE USED TO DIVERT CLEAN WATER, THE DIVERSIONS AND
COMPACTED BERMS MUST BE SEEDED AND MULCHED AND THE SYNTHETIC LINER IN THE DIVERSION
IMMEDIATELY AFTER IT IS EXCAVATED. REFER TO EROSION CONTROL PLAN FOR LINER SPECIFIED FOR
EACH CHANNEL.
MAINTENANCE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM
THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND
WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
3 TEMPORARY SILT DITCH
C9'0 -NTS-
EARLY SUMMER SEASON STEEP SLOPES
7SEEDING40
LBS/ACRE OF GERMAN MILLET
120 LBS/ACRE RYE (GRAIN)
EXTEND 9 GAUGE WIRE TO
BASIN SIDE OR INSTALL
80 LBS/ACRE OF TALL FESUE
80 LBS/ACRE TALL FESUE
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER
MAY 1 - AUGUST 15
OCTOBER 25 - DECEMBER 30
SEEDING
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
BETWEEN DECEMBER 30 - FEBRUARY 15, ADD 50
DATES
INTERIOR AND EXTERIOR SIDE SLOPES.
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
(TYPICAL) SECURE TO VERTICAL POST.
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN
HYDROSEEDING.
HYDROSEEDING.
ACCORDANCE WITH PRACTICE STANDARD 6.65.
APPLY LIME AND FERTILIZER PER SOIL RESTS, OR
APPLY LIME AND FERTILIZER PER SOIL RESTS, OR
SEEDING
2000 LBS/ACRE LIMESTONE AND 750 LBS/ACRE
2000 LBS/ACRE LIMESTONE AND 750 LBS/ACRE
AMENDMENTS
10-10-10 FERTILIZER.
10-10-10 FERTILIZER.
TEMPORARY SEEDING FOR WARM AND COOL SEASON
MAINTENANCE:
RESEED AND MULCH AREAS WHERE SEEDLING EMERGENCE IS POOR,
OR WHERE EROSION OCCURS, AS SOON AS POSSIBLE. DO NOT
MOW. PROTECT FROM TRAFFIC AS MUCH AS POSSIBLE.
7 SEEDING SCHEDULE
C9.0 (SEASONAL)
-NTS-
SECURE BOTTOM OF BAFFLE EXCEED HALF THE DESIGNED STORAGE DEPTH.
TO GROUND WITH 12"
STAPLES AT 12" MAXIMUM AFTER THE CONTRIBUTING DRAINAGE AREA HAS
SPACING. BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS,
BRING THE AREA TO GRADE, AND STABILIZE.
9 GAUGE MIN. HIGH
TENSION WIRE STRAND
SHALL BE SECURED TO
POST TO SUPPORT INLET ZONE 25%
BAFFLE MATERIAL OF SURFACE AREA TOP OF DAM
INLET ZONE 25%
A\ C' DESIGN HIGH -WA
OF SURFACE AREA
5' STEEL POST p
�� INLET ZONE 25% PVC SKIMMER
FLOW OF SURFACE AREA SEE DETAIL THIS ¢ Z
OUTLET ZONE 25% SHEET m
8" X 6" TRENCH I OF SURFACE AREA -
BACKFILL AND COMPACTLE
/ RISER
FENCE AND FABRIC FSO CREST
BURIED IN TRENCH \Q
N FLS X PROVIDE ROPE s,
BOTTOM OF BAFFLE SHALL BE Y I \ TETHER TO BANK
HELD IN PLACE WITH 11 J' `\ y/N.
GAUGE LANDSCAPING STAPLE / I + 4
12" IN LENGTH.
E J r._1
gRTN X CLASS B STONE PAD
GENERAL NOTES: / eERM (4'X4'X1' MIN.)
1. DRIVE 5' STEEL POST AT LEAST 24"
INTO SOLID GROUND. I� r
2. USE STAPLES 1' APART HORIZONTLLY
AND VERTICALLY TO ATTACH THE ET �ITCy
COIR MESH FABRIC TO THE WIRE FENCE.
3. SPACE THE BAFFLES ACCORDING TO X
THE APPROVED PLAN.
X_ X�
4. THE FLOOR OF THE BASIN IN THE
OUTLET ZONE AND BERMS SHOULD
BE SEEDED IMMEDIATELLY AFTER 2
THE BASIN IS CONSTRUCTED. 10 TEMPORARY SEDIMENT BASIN 11
C9.0 POROUS BAFFLE C9.0
-DETAIL NTS-
1' MIN. t t
3.0
------� TZ
DISCHARGE PIPE
CONNECT SKIMMER TO POND OUTLET
STRUCTURE OC #51 SEE DETAIL 6/C9.1
PROFILE VIEW
EMERGENCY SPILLWAY
GENERAL NOTES: FLOW
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER. # 5 WASHED STONE
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES OR CHANNELS
TO SLOW VELOCITY OR TO CREATE SEDIMENT TRAPS. B
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM BELOW). A! A
MAINTENANCE: I
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT -
(1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT -
SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN
NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM B PLAN
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY.
IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN
SUCH AS, INSTALLING A PROTECTIVE RIP RAP LINER IN THAT PORTION OF THE CHANNEL
(PRACTICE 6.31, RIPRAP-LINE AND PAVED CHANNELS). W (SPILLWAY) MIN
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE 2/3 STREAM WIDTH
TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK
DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD
STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
-1 }
SPILLWAY CREST
[-2'-0" MIN -j xl 1 `1' MIN. BELOW LOWEST
+11 BANK LEVEL (MIN)
# 5 WASHED i -,.,- - ---- -- --- -- - _--
STONE --STONE `RIPRAP
-------T-� SECTION A -A
RIP
SECTION B -B
A MAXIMUM SPACING _ B
FLOW
x
1', 6" MINS 111 5 WASHED STONE
2
1 F .,`<�:] FLOW 2, MAX
CLASS B RIP RAP -,,,,AT CENTER
i- 4' TO 6'
A AND B ARE AT EQUAL ELEVATIONS CROSS SECTION
1 I 1 -
I I
w-
1 I-
1 �1 9" MIN.
Jl -Itl
.TER CLOTH
JI_h =i =i1=111=111 41=
IIL= UI_Ill� 11'=11'=111=11'=11�='�'='1 --
4 PLAN
C9.0 TEMPORARY ROCK CHECK DAM
-NTS-
NOTES: END OF FLARED SECTION
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE NCDENR DESIGN MANUAL FOR RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT. /
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE %
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. Z B
B
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM m 0
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1 0
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING I Wt
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON END OF APRON
PLAN
WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR 0 % SLOPE
TO PLACEMENT OF RIP RAP.
1L
10. ANY DISTURBED AREA FROM END OF APRON TO RELIEVING CHANNEL
MUST BE STABILIZED. V-6" 1' MIN.
--I I-- 1' MIN.
MAINTENANCE: ELEVATION FILTER FABRIC LAP
(IF NEEDED)
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER
SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF NATURAL GRADE
ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE,
OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL
7717,
NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. . RIP RAP
7I1USE USDA NOMOGRAPH FROM NC SEDIMENT AND
EROSION CONTROL MANUAL FOR DESIGN DATA.-'
T (THICKNESS)
d50 *(see fig 8.06 aft "NC SEDIMENT AND EROSION CONTROL MANUAL" NOTE' LAYER OF FILTER FABRIC
dmax = 1.5 x d50 PIPE DIAMETER41MUM H=2/3
T = 1.5 X dmax. SECTION B -B
Structure Total Outlet Pie Length of Width of Width of d50 T Height
Discharge Velocity Size Rip Rap Aron Aron(WI) Aron W2
cfs (fps) (in) (ft) (ft) ft (in) (in) in
TSB #1
MAINTENANCE:
NOTES:
MAINTENANCE:
EXTEND 9 GAUGE WIRE TO
BASIN SIDE OR INSTALL
INSPECT BAFFLES AT LEAST WEEKLY AND AFTER
10.50
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER
4'-0" MAX. SPACING T -POST TO ANCHOR BAFFLE
EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON
EACH SIGNIFICANT 1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
go TO SIDE OF BASIN AND
IMMEDIATELY.
INTERIOR AND EXTERIOR SIDE SLOPES.
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
(TYPICAL) SECURE TO VERTICAL POST.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN
ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN
FES 20
SHOULD THE FABIRC OF A BAFFLE COLLAPSE, TEAR,
ACCORDANCE WITH PRACTICE STANDARD 6.65.
DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS.
20
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE,
20.25
24.00
DIRECTLY INTO EMBANKMENT 1' FROM BOTTOM OF BASIN.
AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
7.10
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES
22
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER
10.50
HALF FULL, TO PROVIDE ADEQUATE STORAGE
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6'
DEBRIS FROM THE RISER AND POOL AREA.
~
VOLUME FOR THE NEXT RAIN AND TO REDUCE
BETWEEN THE SKIMMER AND COUPLING.
co
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PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID
Z
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DAMAGING THE BAFFLES DURING CLEANOUT, AND
w �:!
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REPLACE IF DAMAGED DURING CLEANOUT
1. Z 0
OPERATIONS. SEDIMENT DEPTH SHOULD NEVER
cqO
W ~
SECURE BOTTOM OF BAFFLE EXCEED HALF THE DESIGNED STORAGE DEPTH.
TO GROUND WITH 12"
STAPLES AT 12" MAXIMUM AFTER THE CONTRIBUTING DRAINAGE AREA HAS
SPACING. BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS,
BRING THE AREA TO GRADE, AND STABILIZE.
9 GAUGE MIN. HIGH
TENSION WIRE STRAND
SHALL BE SECURED TO
POST TO SUPPORT INLET ZONE 25%
BAFFLE MATERIAL OF SURFACE AREA TOP OF DAM
INLET ZONE 25%
A\ C' DESIGN HIGH -WA
OF SURFACE AREA
5' STEEL POST p
�� INLET ZONE 25% PVC SKIMMER
FLOW OF SURFACE AREA SEE DETAIL THIS ¢ Z
OUTLET ZONE 25% SHEET m
8" X 6" TRENCH I OF SURFACE AREA -
BACKFILL AND COMPACTLE
/ RISER
FENCE AND FABRIC FSO CREST
BURIED IN TRENCH \Q
N FLS X PROVIDE ROPE s,
BOTTOM OF BAFFLE SHALL BE Y I \ TETHER TO BANK
HELD IN PLACE WITH 11 J' `\ y/N.
GAUGE LANDSCAPING STAPLE / I + 4
12" IN LENGTH.
E J r._1
gRTN X CLASS B STONE PAD
GENERAL NOTES: / eERM (4'X4'X1' MIN.)
1. DRIVE 5' STEEL POST AT LEAST 24"
INTO SOLID GROUND. I� r
2. USE STAPLES 1' APART HORIZONTLLY
AND VERTICALLY TO ATTACH THE ET �ITCy
COIR MESH FABRIC TO THE WIRE FENCE.
3. SPACE THE BAFFLES ACCORDING TO X
THE APPROVED PLAN.
X_ X�
4. THE FLOOR OF THE BASIN IN THE
OUTLET ZONE AND BERMS SHOULD
BE SEEDED IMMEDIATELLY AFTER 2
THE BASIN IS CONSTRUCTED. 10 TEMPORARY SEDIMENT BASIN 11
C9.0 POROUS BAFFLE C9.0
-DETAIL NTS-
1' MIN. t t
3.0
------� TZ
DISCHARGE PIPE
CONNECT SKIMMER TO POND OUTLET
STRUCTURE OC #51 SEE DETAIL 6/C9.1
PROFILE VIEW
EMERGENCY SPILLWAY
GENERAL NOTES: FLOW
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER. # 5 WASHED STONE
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES OR CHANNELS
TO SLOW VELOCITY OR TO CREATE SEDIMENT TRAPS. B
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM BELOW). A! A
MAINTENANCE: I
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT -
(1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT -
SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN
NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM B PLAN
HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY.
IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN
SUCH AS, INSTALLING A PROTECTIVE RIP RAP LINER IN THAT PORTION OF THE CHANNEL
(PRACTICE 6.31, RIPRAP-LINE AND PAVED CHANNELS). W (SPILLWAY) MIN
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE 2/3 STREAM WIDTH
TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK
DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD
STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
-1 }
SPILLWAY CREST
[-2'-0" MIN -j xl 1 `1' MIN. BELOW LOWEST
+11 BANK LEVEL (MIN)
# 5 WASHED i -,.,- - ---- -- --- -- - _--
STONE --STONE `RIPRAP
-------T-� SECTION A -A
RIP
SECTION B -B
A MAXIMUM SPACING _ B
FLOW
x
1', 6" MINS 111 5 WASHED STONE
2
1 F .,`<�:] FLOW 2, MAX
CLASS B RIP RAP -,,,,AT CENTER
i- 4' TO 6'
A AND B ARE AT EQUAL ELEVATIONS CROSS SECTION
1 I 1 -
I I
w-
1 I-
1 �1 9" MIN.
Jl -Itl
.TER CLOTH
JI_h =i =i1=111=111 41=
IIL= UI_Ill� 11'=11'=111=11'=11�='�'='1 --
4 PLAN
C9.0 TEMPORARY ROCK CHECK DAM
-NTS-
NOTES: END OF FLARED SECTION
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE NCDENR DESIGN MANUAL FOR RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT. /
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE %
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. Z B
B
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM m 0
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1 0
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING I Wt
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON END OF APRON
PLAN
WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR 0 % SLOPE
TO PLACEMENT OF RIP RAP.
1L
10. ANY DISTURBED AREA FROM END OF APRON TO RELIEVING CHANNEL
MUST BE STABILIZED. V-6" 1' MIN.
--I I-- 1' MIN.
MAINTENANCE: ELEVATION FILTER FABRIC LAP
(IF NEEDED)
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER
SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF NATURAL GRADE
ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE,
OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL
7717,
NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. . RIP RAP
7I1USE USDA NOMOGRAPH FROM NC SEDIMENT AND
EROSION CONTROL MANUAL FOR DESIGN DATA.-'
T (THICKNESS)
d50 *(see fig 8.06 aft "NC SEDIMENT AND EROSION CONTROL MANUAL" NOTE' LAYER OF FILTER FABRIC
dmax = 1.5 x d50 PIPE DIAMETER41MUM H=2/3
T = 1.5 X dmax. SECTION B -B
Structure Total Outlet Pie Length of Width of Width of d50 T Height
Discharge Velocity Size Rip Rap Aron Aron(WI) Aron W2
cfs (fps) (in) (ft) (ft) ft (in) (in) in
TSB #1
58.10
6.72
42
22
25.50
10.50
9.00
20.25
28.00
FES 2
21.31
5.63
30
16
18.50
7.50
9.00
20.25
20.00
FES 20
33.20
6.29
36
20
23.00
9.00
9.00
20.25
24.00
FES 50
54.52
7.10
42
22
25.50
10.50
9.00
20.25
28.00
INFLOW
STRUCTURE
SEED IMMEDIATELY
STONE ENERGY
DISSIPATOR
\ANTI -SEEP COLLARS TO BE INSTALLED 20'
APART AND EXTEND V-9" AROUND OUTSIDE
OF PIPE WITH A MINIMUM THICKNESS OF 6".
CONTRACTOR SHALL UTILIZE ADS WATERSTOP
PIPE GASKET TO CREATE WATERTIGHT
CONNECTION TO CONCRETE COLLAR. SEE
ORARY SEDIMENT BASIN
-NTS-
DETAIL 6-7/C9.1
NOTES:
1. REFER TO NCESCPDM SECTION
#6.64 FOR ADDITIONAL DESIGN
SPECIFICATIONS REGARDING
SKIMMER SEDIMENT BASINS.
2. REFER TO DETAIL THIS SHEET
FOR BAFFLE SPACING AND
INSTALLATION.
EMBANKMENT
STONE ENERGY
DISSIPATOR
EMERGENCY
SPILLWAY
L
BAFFLESk�WOOD STAKE
PLAN VIEW METAL POST OR
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THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
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PURPOSE OTHER THAN THAT AUTHORIZED BY Mc2
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NOTES:
1. REFER TO NCESCPDM SECTION
#6.64 FOR ADDITIONAL DESIGN
SPECIFICATIONS REGARDING
SKIMMER SEDIMENT BASINS.
2. REFER TO DETAIL THIS SHEET
FOR BAFFLE SPACING AND
INSTALLATION.
EMBANKMENT
STONE ENERGY
DISSIPATOR
EMERGENCY
SPILLWAY
L
BAFFLESk�WOOD STAKE
PLAN VIEW METAL POST OR
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THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
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SITE
DETAILS
REVISIONS
1
3/9/17
LINCOLN COUNTY NATURAL
RESOURCES
2
4/7/17
COMPLETED CD PLAN
REVISION
CAD FILE: 16-039 BASE.DWG
PROJECT NO.: 16-039
DESIGNED BY:
JDM
REVIEWED BY:
JDM
DATE: FEBRUARY 13,
2017
■

PVC END CAP
ARM ASSEMBLY
PERSPECTIVE VIEW
PVC ELBOW
PVC END CAP
oa� PVC PIPE
PVC TEE
1/2" HOLES IN
UNDERSIDE
FLEXIBLE
HOSE
END VIEW
SCHEMATIC OF SKIMMER TAKEN FROM
PENNSYLVANIA EROSION AND SEDIMENT
POLLUTION CONTROL MANUAL, MARCH 2000
1 SKIMMER
C9.1 -NTS-
WATER SURFACE
SCHEDULE 40
PVC PIPE
GENERAL NOTES:
1. USE WASHED NO. 5 OR NO. 57 STONE
FOR SEDIMENT CONTROL STONE
"C" ENCLOSURE
2. USE HARDWARE CLOTH 24 GAUGE WIRE
MESH WITH 1/4 INCH MESH OPENINGS.
WATER ENTRY UNIT 3. INSTALL 5 FT. SELF FASTENER ANGLE
STEEL POST 2 FT. DEEP MINIMUM.
4. SPACE POST A MAXIMUM OF 3 FT.
PVC VENT SCHEDULE 40
PIPEPVC PIPE 5. FOR INSTALLATION BETWEEN SECTIONS
OF SILT FENCE, EXTEND SEDIMENT
_ CONTROL STONE A MINIMUM OF 12" IN
WIDTH ON EACH SIDE OF SPECIAL
SEDIMENT CONTROL FENCE SECTION.
PVC TEE -J �- ORIFICE
PLATE
E)
FRONT VIEW
MAINTENANCE:
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF
THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE
SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS
FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY
JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE
DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE
SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND
THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH
FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT,
SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR
PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM
PLUGGING WITH ICE.
STEEL POST
DIMENSION
-STEEL POST
1/4 WIRE MESH
#5 OR #57
WASHED STONE
1/4" WIRE MESH
III III
III III
11.�a1=11.=IL=11-IIII-=-11-
1�11-1I=1L=11=1f.=I1=11=71�11=1I= .
.Il.I�-11=11�I1i=1f=11'-11.IL .IL-1
11=11=11=11=11=1=11=11=II�ll=n.
11.=11.=11.=11" =11=11.=11inr
FLOW
2 TEMPORARY SILT FENCE
C9.1 STONE OUTLET
-NTS-
B
DETENTION
BASIN DAM
PROPOSED 42" HDPE
TER TIGHT JOINTS)
j' (WA
SEE ADS WATERSTOP DETAIL
FOR WATERTIGHT CONNECTION
7' -4 -
NOTE: RISER TO BE
FABRICATED AS A
SINGLE UNIT CAPABLE
OF WITHSTANDING
BUOYANT UPLIFT
FORCES. OR ALL
SECTIONS SHALL BE
TIED TOGETHER WITH
REDHEAD SCREWS AND
STRAPS AND JOINTS
SHALL BE FILLED WITH
NON -SHRINK GROUT.
INVERT = 788.35
-e -
COMPACT SUBASE BELOW
FOUNDATION TO 95%
SECTION A -A
NOTES
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG BOOK.
2. FILTER TYPES SHALL BE APPROVED BY THE COUNTY INSPECTOR PRIOR
TO INSTALLATION.
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT
THE DIRECTION OF THE ENGINEER.
4. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR
BASIS (NOT BE MORE THAN HALF FULL AT ANY TIME).
5. FILTER BAGS SHALL NOT BE ALLOWED IN EXISTING CITY OR NCDOT
ROADS.
SECTION
HOOD
GRATE
1" REBAR FOR BA
REMOVAL FROM INLET
FILTER I
DUMP LC
CATCH
3 DROP INLET/CATCH
C9.1 BASIN INLET PROTECTION
-NTS-
Sheet1of2.
CHANNEL
CHANNEL
® ®
INSTALLATION
12" 30cm
,��'
EARTH ANCHOR (EA)
�4"-6"
■.INHO
risn■4&■n■n
■ss■■u■s.NO:
10 0
DETAIL
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•■ui■■■■■.■■■■■use
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COMPOUND
c
LFF ���`
gglghltp 6T}
1. Prepare Boil before installing TRIM,
tl
--�
(15cm) -
Including any necessary application of
(15cm)
Sad 59.00 5.T
lime. fertilizer, and seed.
&s
Earth,anchoring
2. Begin at the top or the channel by
W
�`hW
the TRM In a B" (15 cm)
0
0
deep x 6' (15cm) wide trench with
® ,
a
i
approximately 12' (30 an) of TRM
lime. ierd tzar, and seed.
(LL5m)
extended beyond the upAgm portion
6•'
2. Begin at the top or the channel by
of the trench. Use ShorsMax met at
(15cm)
•
• 1
•� + •
'• Tl 1
�+ '+•,
I ' ► 1 'CI�J /�
1 V
II
�� 'a
the channelleulvert outlet as
®
supplemental scour protection as
deep x 6' (15cm) wide trench with
I nm) I
needed. Anchor the TRM with a row of
Borth
staples and anchors approximately 12'
it
Anchor
(30 cm) apart In the bottom of the
. 4
rte}
Earth Anchor
trench. Baddlll and compact the
Ir••
1 I
trench after stapling. Apply seed to
' sgrs�,
compacted sail and fold remaining 12'
}
DetaR
(30 cm) portion of TRM back over seed
supplemental scour protection as
y
and compacted evil. Secure TRM over
y
3
needed. Anchor the TRM with a row of
ow of staples hors
withspaced
2
4. Place consecutive RECPs and -over -and
(a0 am)
approhdmately 12 (30
-
Ander
across the width of the TRM.
(30 cm) apart In the bottom of the
© 2��•• 2".5" 0
3. Rail center TRM In direction of water
��
trench. Backfill and compact the
trench after stapling. Appy seed to
flow in bottom of channel. TRM will
® - -
I
unroll with appropriate side against the
•.
®
soil surface. All TRM must be securely
(30 cm) portion of TRM back over seed
and compacted soil. Secure TRM over
4' ham)
fastened to s4ti surface by placing
soil with a row of staples and anchors
staples and anchors in appropriate
apart In a 6'(15cm) deep X 6'(15an)
locations as shown In the fastener
CRITICAL POINTS
A. Ovedaps and Seams
B. Projected Water Line
^
gu
aMe!�"
aaas re width of the TRM,
3. Roll TRM In direction
I I=I I I=I I Zhr_51r
4. Plum
calve TRM and-over-and=I
(shingle style) with a 4' - ti' (10 cm -15
t__1I I1 I _
I I -I I F1 I I -III (5.12.5cm)
am) overlap. Use a dou ble row of
H9
II I I=I I III=1 I
atopies etaggaretl 4" (10 =) apart and
• •
- - -
4' (10 cm) on center to secure TRM.
unroll with appropriate side against the
soil surface. All TRM must be securely
- - -
5. Full length edge of TRM at top of side
If
fastened to will surface by placing
slopes must be anchored with a row of
over entire width of the channel.
a. The terminal and of the RECPs must be
anchored with a row of stopiealstakes
staples and anchors approximately 12"
11t'
(30 cm) apart In a W (15 cm) deep x 0'
locations as shown In the fastener
411(10em)
(15cm) wide trench. Badkflll and
AMERICAk'
GREEN
PH: 800-727-2040
Hath
compact the blanch after stapling.
8'(15cm) deep K 6115cxrh} wide trench.
Baplin and concoct the trench after
staplin g.
1
d. Adjacent.TRM must be overlapped
Err
apprwdimately r - 5' (5 cm - 12.5 cm)
(1)
4" loom
( )
(depending on TRM type) and
am) Overlap. Use a dou ble row of
fastened.
Tin high flaw channel applications, a
Al tit■
lo
5
staple check slot Is recommended at
30 to 40 foot 12 Intervals.
4'(1 D cin) on center to secure TRM,
(9 m - rn)
C9.1
Uae a double row of staples staggered
4" (10 ecru) apart and 4' (10cm) on
Drawing Not To Scale
oenteraver erNrewkith of the channel.
staples and anchors apprDximatay 12"
sole responsibility of the project engfnEw endfor contractor to
S. The terminal end of the TRM must be
anchored with a row of stakes and
NORTH
IiieClaimer:
AMERICAN
The Irtformatlon presented heroin Is general design Iruformatlon only. For specific appllcatlans,
anchors approximately 12" (3D cm)
apart In a e' (15 cm) deep x 6" {15 cm}
GREEN"
consuIt an Independent: professional for further design guidance.
wide trench. Backfill and compact the
5401 St" Wendel - Cynddana Rd. PH: 800.722-2040trend+
compact the trench after stapling.
and resist pullout in accordance with the projecl's design i ntenL
after stapling.
Posleyoffle, IN 47633 www.nsgreen coo
S. Adjacent TRM must be overlapped
Drawn on: 03-07-11
C. Channel Bollom/Side Slope Vertices
B
DETENTION
BASIN DAM
PROPOSED 42" HDPE
TER TIGHT JOINTS)
j' (WA
SEE ADS WATERSTOP DETAIL
FOR WATERTIGHT CONNECTION
7' -4 -
NOTE: RISER TO BE
FABRICATED AS A
SINGLE UNIT CAPABLE
OF WITHSTANDING
BUOYANT UPLIFT
FORCES. OR ALL
SECTIONS SHALL BE
TIED TOGETHER WITH
REDHEAD SCREWS AND
STRAPS AND JOINTS
SHALL BE FILLED WITH
NON -SHRINK GROUT.
INVERT = 788.35
-e -
COMPACT SUBASE BELOW
FOUNDATION TO 95%
SECTION A -A
NOTES
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG BOOK.
2. FILTER TYPES SHALL BE APPROVED BY THE COUNTY INSPECTOR PRIOR
TO INSTALLATION.
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT
THE DIRECTION OF THE ENGINEER.
4. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR
BASIS (NOT BE MORE THAN HALF FULL AT ANY TIME).
5. FILTER BAGS SHALL NOT BE ALLOWED IN EXISTING CITY OR NCDOT
ROADS.
SECTION
HOOD
GRATE
1" REBAR FOR BA
REMOVAL FROM INLET
FILTER I
DUMP LC
CATCH
3 DROP INLET/CATCH
C9.1 BASIN INLET PROTECTION
-NTS-
17-60" HP STORM WATERSTOP
Sheet 2 af 2.
CHANNEL
® ®
(DUAL WALL)
FILL VCAIp SPACE
DETAILED CONNECTION VIEW
,•�. 2�s� 2R�N
(-1i.5ETm) � (s12.S=) (5-12.srAn)
,.�INSTALLATION
{&12.515■} r'0"d
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,
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DETAIL
3! 3
T
47.7 53.00 5.7
4202PS
aroelon OWAMl products (RECD&),
Sad 59.00 5.T
4802PB
&s
(La-) I I CL} I I
Including any necessary application d
W
1. Prepare &oil before installing TRIM,
uOu
r^^ ON
0
Ilms, fertilizer, and seed.
2. Begin at the top of the channel try
Including any necessary application of
pm) I I L6' Awl I
a
i
---------------------------------
lime. ierd tzar, and seed.
(LL5m)
(15em)
2. Begin at the top or the channel by
---------------------------
rsa
•
• 1
•� + •
'• Tl 1
�+ '+•,
I ' ► 1 'CI�J /�
1 V
II
�� 'a
anchoring the TRM In a B" (15 cm)
3.3'
-------------------------
---------------------------------
deep x 6' (15cm) wide trench with
I nm) I
Aim rHad ey
approximately 17 (30 an) of TRM
I I
t�
soil surface. All RECPs must be
securely fast&ned to axil surface by
I�I
. 4
rte}
Earth Anchor
of the trench_ Use ShoreMax met at
V1
the channailculvert outlet Be
0.7 Anchors per SQ.YrL 1.15 Anchors per BQ.Yn.
DetaR
DETAILS
supplemental scour protection as
(0.8 Anchors per EQ M.) (1.35 Andion per SQ. M.)
guide.
1
needed. Anchor the TRM with a row of
LINCOLN COUNTY NATURAL
RESOURCES
2
4. Place consecutive RECPs and -over -and
ataplas and anchors approximately 1r
-
-
-
(30 cm) apart In the bottom of the
© 2��•• 2".5" 0
2"�,• »
-__
rrr - - rr r
111LLI 11 JI11
trench. Backfill and compact the
trench after stapling. Appy seed to
(5-U&NO) [Si2.Sw} (3-112
® - -
- - - -
compacted sail and faid remaining 12"
3) 3' 1�'(OdSm)�
(30 cm) portion of TRM back over seed
and compacted soil. Secure TRM over
4' ham)
1a
soil with a row of staples and anchors
apart In a 6'(15cm) deep X 6'(15an)
spaced approximately 12 (30 cm)
CRITICAL POINTS
A. Ovedaps and Seams
B. Projected Water Line
^
NOTES:
`Horizontal staple spacing should be
altered if necessary to allow staples to
aMe!�"
aaas re width of the TRM,
3. Roll TRM In direction
�IIIIIIIII'�Illlllll�llllllll�llllllll�llllllll�lllllll�llllllll�llllllli�
secure the critical points along the channel
center of water
A
H9
A
olmlml®ImImImIOI®
• •
��
_ B
-,% C
unroll with appropriate side against the
soil surface. All TRM must be securely
staple check slot Is recommended at 30
m 40 foot (9 -12m) Intervals. Use a
double row of staples staggered
e(l Oom) apart and 4'(1 Ucm) on Center
rp.
If
fastened to will surface by placing
•
over entire width of the channel.
a. The terminal and of the RECPs must be
anchored with a row of stopiealstakes
staples and anchors in appropriate
11t'
Disdalmer:
locations as shown In the fastener
. .
5401 SL Wendel - Cyn* aaa lid.
AMERICAk'
GREEN
PH: 800-727-2040
patlem guide.
The Information presented heroin Is general design Ir+formetion only. For specific appllcadons,
consu it an Independent professional for further design guidance.
8'(15cm) deep K 6115cxrh} wide trench.
Baplin and concoct the trench after
staplin g.
Poseyolifle, IN 47633
4. Place consecutive TRM and -over -and
1.7 A nchas per 801 2.3 Anchors per SQ.YD.
Drawn an: 3 10-17
(ahirhgle style) with a 4' - 8' (10 ern -15
(2.0 Anchors per SOL M.) (2.7 Anchors per SCL IM.)
0.7 A nchorl GIND,(0.8 AnchorarSR. M.
am) Overlap. Use a dou ble row of
staples staggered a" (1 R an) apart and
NOTES:
Slope Gradient
p
4'(1 D cin) on center to secure TRM,
Detail
5. Full length edge of TRM at tap of side
The performance of ground anchoring devices is highly
slopes must be anchored with a row of
dependent on numerous sftWproject specific variables. It is the
staples and anchors apprDximatay 12"
sole responsibility of the project engfnEw endfor contractor to
(30 cm) apart In a 0" (15 cin) deep x B'
select the appropriate anchor type and length. Anchoring shall be
CRITICAL POINTS
(15cm) wide trench. Backfill and
selected to hold the mat in intimate contact with the sdl subgrade
A- Overiaps and Seams
B
DETENTION
BASIN DAM
PROPOSED 42" HDPE
TER TIGHT JOINTS)
j' (WA
SEE ADS WATERSTOP DETAIL
FOR WATERTIGHT CONNECTION
7' -4 -
NOTE: RISER TO BE
FABRICATED AS A
SINGLE UNIT CAPABLE
OF WITHSTANDING
BUOYANT UPLIFT
FORCES. OR ALL
SECTIONS SHALL BE
TIED TOGETHER WITH
REDHEAD SCREWS AND
STRAPS AND JOINTS
SHALL BE FILLED WITH
NON -SHRINK GROUT.
INVERT = 788.35
-e -
COMPACT SUBASE BELOW
FOUNDATION TO 95%
SECTION A -A
NOTES
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG BOOK.
2. FILTER TYPES SHALL BE APPROVED BY THE COUNTY INSPECTOR PRIOR
TO INSTALLATION.
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT
THE DIRECTION OF THE ENGINEER.
4. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR
BASIS (NOT BE MORE THAN HALF FULL AT ANY TIME).
5. FILTER BAGS SHALL NOT BE ALLOWED IN EXISTING CITY OR NCDOT
ROADS.
SECTION
HOOD
GRATE
1" REBAR FOR BA
REMOVAL FROM INLET
FILTER I
DUMP LC
CATCH
3 DROP INLET/CATCH
C9.1 BASIN INLET PROTECTION
-NTS-
TOP OF BOX 795.50
�_"
2 ORIFICE
INV ELEV 794.50
WATER QUALITY ORIFICE
-8" THICKNESS
MINIMUM
PRECAST
CONCRETE RISER
CONTRACTOR SHALL FILL BOTTOM
OF STRUCTURE WITH CONCRETE
^TO INVERT OF OUTLET PIPE.
INSIDE BOTTOM OF
BOX = 786.67
OUTSIDE BOTTOM
OF BOX 786.00
MINIMUM 8"
THICK CONCRETE
BASE
7'-4"
INSTALLATION
DEFLECTOR
GENERAL NOTES: 19 -GAUGE HARDWARE CLOTH
1. UNIFORMLY GRADE A SHALLOW 4 MAx. (" MESH OPENINGS)
DEPRESSION APPROACHING THE
INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET
INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY 3'
AROUND THE PERIMETER OF THE NCDOT #5 OR #57
INLET, A MAXIMUM OF 4 FEET WASHED STONE 2'
APART.
3. SURROUND THE POSTS WITH WIRE
MESH HARDWARE CLOTH. SECURE 7 16" MIN.
THE WIRE MESH TO THE STEEL
POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2 -FOOT FLAP
OF THE WIRE MESH UNDER THE
GRAVEL FOR ANCHORING IS 2
RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5
44
OR #57 STONE) ON A 2:1 SLOPE
WITH A HEIGHT OF 16 INCHES FILTERED
AROUND THE WIRE, AND SMOOTH TO WATE
AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE NCDOT #5 OR #57
AREA HAS BEEN STABILIZED, WASHED STONE
REMOVE ACCUMULATED SEDIMENT,
AND ESTABLISH FINAL GRADING
ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND
STABILIZED IT WITH GROUNDCOVER.
)UTLET
MAINTENANCE:
INSPECT INLETS AT LEAST WEEKLEY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR
THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE
CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
HARDWARE CLOTH AND
4 RAVEL INLET PROTECTION
C9.1
-NTS-
17-60" HP STORM WATERSTOP
Sheet 2 af 2.
CHANNEL
® ®
(DUAL WALL)
FILL VCAIp SPACE
DETAILED CONNECTION VIEW
,•�. 2�s� 2R�N
(-1i.5ETm) � (s12.S=) (5-12.srAn)
,.�INSTALLATION
{&12.515■} r'0"d
Baring
EARTH ANCHOR (EA)
+
' NON -SHRINK
DETAIL
6"
15cm fig.
( )
I
aTCH1G
a4
COMPOUND
c
6" n
(15Cm) 4 (lOcnt)
DETAIL
3! 3
T
47.7 53.00 5.7
4202PS
aroelon OWAMl products (RECD&),
Sad 59.00 5.T
4802PB
&s
(La-) I I CL} I I
Including any necessary application d
W
1. Prepare &oil before installing TRIM,
uOu
r^^ ON
0
Ilms, fertilizer, and seed.
2. Begin at the top of the channel try
Including any necessary application of
pm) I I L6' Awl I
a
i
u�
lime. ierd tzar, and seed.
(LL5m)
(15em)
2. Begin at the top or the channel by
approximately 12'(30an) of RECPs
beyond the upalope portion
of the trench. Use ShorsMax mat at the
of
rsa
•
• 1
•� + •
'• Tl 1
�+ '+•,
I ' ► 1 'CI�J /�
1 V
II
�� 'a
anchoring the TRM In a B" (15 cm)
3.3'
++
deep x 6' (15cm) wide trench with
I nm) I
Aim rHad ey
approximately 17 (30 an) of TRM
I I
t�
soil surface. All RECPs must be
securely fast&ned to axil surface by
extended beyond the up slope portion
. 4
rte}
Earth Anchor
of the trench_ Use ShoreMax met at
V1
the channailculvert outlet Be
0.7 Anchors per SQ.YrL 1.15 Anchors per BQ.Yn.
DetaR
DETAILS
supplemental scour protection as
(0.8 Anchors per EQ M.) (1.35 Andion per SQ. M.)
guide.
1
needed. Anchor the TRM with a row of
LINCOLN COUNTY NATURAL
RESOURCES
2
4. Place consecutive RECPs and -over -and
ataplas and anchors approximately 1r
-
-
-
(30 cm) apart In the bottom of the
© 2��•• 2".5" 0
2"�,• »
-__
rrr - - rr r
111LLI 11 JI11
trench. Backfill and compact the
trench after stapling. Appy seed to
(5-U&NO) [Si2.Sw} (3-112
® - -
- - - -
compacted sail and faid remaining 12"
3) 3' 1�'(OdSm)�
(30 cm) portion of TRM back over seed
and compacted soil. Secure TRM over
4' ham)
1a
soil with a row of staples and anchors
apart In a 6'(15cm) deep X 6'(15an)
spaced approximately 12 (30 cm)
CRITICAL POINTS
A. Ovedaps and Seams
B. Projected Water Line
^
NOTES:
`Horizontal staple spacing should be
altered if necessary to allow staples to
aMe!�"
aaas re width of the TRM,
3. Roll TRM In direction
t�Is
't`�
secure the critical points along the channel
center of water
A
H9
A
flow in bottom OF channel. TRM will
• •
��
_ B
-,% C
unroll with appropriate side against the
soil surface. All TRM must be securely
staple check slot Is recommended at 30
m 40 foot (9 -12m) Intervals. Use a
double row of staples staggered
e(l Oom) apart and 4'(1 Ucm) on Center
rp.
If
fastened to will surface by placing
•
over entire width of the channel.
a. The terminal and of the RECPs must be
anchored with a row of stopiealstakes
staples and anchors in appropriate
11t'
Disdalmer:
locations as shown In the fastener
. .
5401 SL Wendel - Cyn* aaa lid.
AMERICAk'
GREEN
PH: 800-727-2040
patlem guide.
The Information presented heroin Is general design Ir+formetion only. For specific appllcadons,
consu it an Independent professional for further design guidance.
8'(15cm) deep K 6115cxrh} wide trench.
Baplin and concoct the trench after
staplin g.
Poseyolifle, IN 47633
4. Place consecutive TRM and -over -and
1.7 A nchas per 801 2.3 Anchors per SQ.YD.
Drawn an: 3 10-17
(ahirhgle style) with a 4' - 8' (10 ern -15
(2.0 Anchors per SOL M.) (2.7 Anchors per SCL IM.)
0.7 A nchorl GIND,(0.8 AnchorarSR. M.
am) Overlap. Use a dou ble row of
staples staggered a" (1 R an) apart and
NOTES:
Slope Gradient
p
4'(1 D cin) on center to secure TRM,
Detail
5. Full length edge of TRM at tap of side
The performance of ground anchoring devices is highly
slopes must be anchored with a row of
dependent on numerous sftWproject specific variables. It is the
staples and anchors apprDximatay 12"
sole responsibility of the project engfnEw endfor contractor to
(30 cm) apart In a 0" (15 cin) deep x B'
select the appropriate anchor type and length. Anchoring shall be
CRITICAL POINTS
(15cm) wide trench. Backfill and
selected to hold the mat in intimate contact with the sdl subgrade
A- Overiaps and Seams
compact the trench after stapling.
and resist pullout in accordance with the projecl's design i ntenL
B. Projected Water Line
S. Adjacent TRM must be overlapped
" Anchor Pattem Guide can varybased on earth anchor and
C. Channel Bollom/Side Slope Vertices
approximately 2' - 5' (5 cm -12.5 cm)
(depending on TRM type) and
blanket soled an.
" If desired, the system can be soil -filled and sodded after TRM
A A
%$ B
fastened.
T. In high flow channel applications, a
installation. Sod should be stapleWstaked according to plan
/ C � C
staple check slot Is recommended at
specifications.f
/%
30 to 40 m - m) Intervals.
/
u a
Use a doubleblerow of staples staggered
f
4' (10 sen) apart and 4" (10cm) on
Drawling Not To Scale
center over entire width of the channel.
B. The terminal and of the TRM must be
anchored with a row of stakes and
NORTH
liisclaimer:
AMERICAN
The Information presented herein Is general design Information only. For specific appllcatlons,
n 12' m
approximately (30 c )
:part
apart In a e' (15 cin) clasp x W (15 cm)
GREEN
carlsuft an Independent.
professional for further design guidance.
wide trench. Backfill and compact the
5401 SL Wendel - Cynd "na Rd. PH: 800-722-2040
trench after stapling.
Poseyoille, IN 47633 www.nsgreen cvm
Drawn on: 034117-11
TOP OF BOX 795.50
�_"
2 ORIFICE
INV ELEV 794.50
WATER QUALITY ORIFICE
-8" THICKNESS
MINIMUM
PRECAST
CONCRETE RISER
CONTRACTOR SHALL FILL BOTTOM
OF STRUCTURE WITH CONCRETE
^TO INVERT OF OUTLET PIPE.
INSIDE BOTTOM OF
BOX = 786.67
OUTSIDE BOTTOM
OF BOX 786.00
MINIMUM 8"
THICK CONCRETE
BASE
7'-4"
INSTALLATION
DEFLECTOR
GENERAL NOTES: 19 -GAUGE HARDWARE CLOTH
1. UNIFORMLY GRADE A SHALLOW 4 MAx. (" MESH OPENINGS)
DEPRESSION APPROACHING THE
INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET
INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY 3'
AROUND THE PERIMETER OF THE NCDOT #5 OR #57
INLET, A MAXIMUM OF 4 FEET WASHED STONE 2'
APART.
3. SURROUND THE POSTS WITH WIRE
MESH HARDWARE CLOTH. SECURE 7 16" MIN.
THE WIRE MESH TO THE STEEL
POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2 -FOOT FLAP
OF THE WIRE MESH UNDER THE
GRAVEL FOR ANCHORING IS 2
RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5
44
OR #57 STONE) ON A 2:1 SLOPE
WITH A HEIGHT OF 16 INCHES FILTERED
AROUND THE WIRE, AND SMOOTH TO WATE
AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE NCDOT #5 OR #57
AREA HAS BEEN STABILIZED, WASHED STONE
REMOVE ACCUMULATED SEDIMENT,
AND ESTABLISH FINAL GRADING
ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND
STABILIZED IT WITH GROUNDCOVER.
)UTLET
MAINTENANCE:
INSPECT INLETS AT LEAST WEEKLEY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR
THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE
CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
HARDWARE CLOTH AND
4 RAVEL INLET PROTECTION
C9.1
-NTS-
TOP OF DAM
ELEVATION=798.0
100 -YEAR STORM 796.86 (116.22 CFS)
50 -YEAR STORM 796.75 (99.05 CFS)
10.0' 3
NOTE: THE BASIN AREA 1 TOP OF 10 -YEAR STORM 796.46 (60.73 CFS)
SHALL BE SODED WITH FESCU
RISER 795.5
1 -YEAR STORM 795.86 (14.24 CFS)
1" RUNOFF 794.67 (0.03 CFS)
112.33' OF 42" HPDE PERMANENT POOL 794.50
(WATER TIGHT JOINT) ® 0.30%
BOTTOM OF BASIN 636.00
ANTI -SEEP COLLARS TO BE INSTALLED 20'
APART AND EXTEND V-9" AROUND OUTSIDE SEE RISER DETAIL
OF PIPE WITH A MINIMUM THICKNESS OF 6".
CONTRACTOR SHALL UTILIZE ADS WATERSTOP
PIPE GASKET TO CREATE WATERTIGHT
CONNECTION TO CONCRETE COLLAR.
ANTI -SEEP COLLAR INSTALLATION STRUCTURE
i �E_4"
CE
PERMANENT POOL n11
72" WATER QUALITY ORIFICE
WATER QUALITY ORIFICE DETAIL
2
6 POND OUTLET STRUCTURE OC 51
C9.1
-NTS-
INSTALLATION VIEW
CAS I IRON C HA I F
AND HHAMI=
o;? ..
a
s,
VARFS
4.
• A
a
17-60" HP STORM WATERSTOP
12" 0cm
GROUTED MANHOLE CONNECTION
CHANNEL
(DUAL WALL)
FILL VCAIp SPACE
DETAILED CONNECTION VIEW
4rr�0�)
INSTALLATION
GROUT MA'TERAL
STRUCTURE WALL.
24
' NON -SHRINK
DETAIL
6"
15cm fig.
( )
TAKE-UP CLAMP
aTCH1G
a4
COMPOUND
c
6" n
(15Cm) 4 (lOcnt)
1. Prepare soil IDaI installing rolled
3602PS
C)
47.7 53.00 5.7
4202PS
aroelon OWAMl products (RECD&),
Sad 59.00 5.T
4802PB
&s
58.3 72A0 5.4
Including any necessary application d
W
0
uOu
r^^ ON
0
Ilms, fertilizer, and seed.
2. Begin at the top of the channel try
1�
6"
u�
anchoring the RECPs In a 6'(15cm)
deep X 5"(15cm) wide trench with
(15em)
211-591
approximately 12'(30an) of RECPs
beyond the upalope portion
of the trench. Use ShorsMax mat at the
of
4".6"'
(10-15Cm)
®
•
• 1
•� + •
'• Tl 1
�+ '+•,
I ' ► 1 'CI�J /�
1 V
II
�� 'a
(5-12.5em)
l +
1 +` I FI
- +.
r
r ^t
' �j •' • -+
channeyouhrert cutlet as supplemental
scour protection as needed. Anchor the
RECPs with a row of stopiealstakes
approximately 12'(W m) apart in the
button of the trench. Backfill and
cpnpact the trench after etapting. Apply
seed is the compacted aril and fold the
remaining 12"{30crn) portion of RECPs
back over the seed and compacted soil.
Secure RECPs over compacted soil
with a raw of staplesletakes spaced
vAddih off thapproximately
RECPs. apart across the
3. Rall center RECPs In direction of water
flow In bottom of channel. RECPa will
++
O =
unroll with appropriate side spinet the
•+•`•
0 - +•"•
soil surface. All RECPs must be
securely fast&ned to axil surface by
placing slapleslstakss in appropriate
V1
locations as shown in the staple patiem
DETAILS
REVISIONS
guide.
1
-
LINCOLN COUNTY NATURAL
RESOURCES
2
4. Place consecutive RECPs and -over -and
6
-
-
-
(Shingle style) with a 4"4" overlap. Use
(15cm
- -=
rr r 1-r r
11 JI11 11 JI11
-__
rrr - - rr r
111LLI 11 JI11
a double raw of staples staggered 4'
apart and 4' an krerhier to secure
RECPs.
® - -
- - - -
- - - - - -
5. Full length edge of RECPa at trop of side
slopes must be anchored with a row 0f
staplealstakes approximately 12'(30cm)
apart In a 6'(15cm) deep X 6'(15an)
CRITICAL POINTS
A. Ovedaps and Seams
B. Projected Water Line
NOTES:
`Horizontal staple spacing should be
altered if necessary to allow staples to
wide trench. Backfill and compact the
trench after stapling.
S. Adjacent RECPs must be overlapped
approximately 2"£" (5-12.5cm)
C. Channel Bottom/Slde Slope Vertices
secure the critical points along the channel
(Depending on RECPs type) and
A
PROJECT NO.: 16-039
A
surfers.
stapled.
7.In high flow channel applications a
B
C
_ B
-,% C
„" In loose soil conditions, the use of staple
or stake lengths greater than 6"(15Cm)may
be necessary to property secure the
staple check slot Is recommended at 30
m 40 foot (9 -12m) Intervals. Use a
double row of staples staggered
e(l Oom) apart and 4'(1 Ucm) on Center
Drawling Not To Scale
RECP's.
over entire width of the channel.
a. The terminal and of the RECPs must be
anchored with a row of stopiealstakes
NORTH
Disdalmer:
approximately 12" (30cn) apart In a
5401 SL Wendel - Cyn* aaa lid.
AMERICAk'
GREEN
PH: 800-727-2040
The Information presented heroin Is general design Ir+formetion only. For specific appllcadons,
consu it an Independent professional for further design guidance.
8'(15cm) deep K 6115cxrh} wide trench.
Baplin and concoct the trench after
staplin g.
Poseyolifle, IN 47633
www.aagrema m
Drawn an: 3 10-17
TOP OF DAM
ELEVATION=798.0
100 -YEAR STORM 796.86 (116.22 CFS)
50 -YEAR STORM 796.75 (99.05 CFS)
10.0' 3
NOTE: THE BASIN AREA 1 TOP OF 10 -YEAR STORM 796.46 (60.73 CFS)
SHALL BE SODED WITH FESCU
RISER 795.5
1 -YEAR STORM 795.86 (14.24 CFS)
1" RUNOFF 794.67 (0.03 CFS)
112.33' OF 42" HPDE PERMANENT POOL 794.50
(WATER TIGHT JOINT) ® 0.30%
BOTTOM OF BASIN 636.00
ANTI -SEEP COLLARS TO BE INSTALLED 20'
APART AND EXTEND V-9" AROUND OUTSIDE SEE RISER DETAIL
OF PIPE WITH A MINIMUM THICKNESS OF 6".
CONTRACTOR SHALL UTILIZE ADS WATERSTOP
PIPE GASKET TO CREATE WATERTIGHT
CONNECTION TO CONCRETE COLLAR.
ANTI -SEEP COLLAR INSTALLATION STRUCTURE
i �E_4"
CE
PERMANENT POOL n11
72" WATER QUALITY ORIFICE
WATER QUALITY ORIFICE DETAIL
2
6 POND OUTLET STRUCTURE OC 51
C9.1
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INSTALLATION VIEW
CAS I IRON C HA I F
AND HHAMI=
o;? ..
a
s,
VARFS
4.
• A
a
- HP STORM DUAL
WALL PIPE
(Ir -34r o)
ENSURE BACKFI-L IS
PLACED UNDER PIPE AND
PROPERLY COMPACTED
PIPE $12E
(IN)
17-60" HP STORM WATERSTOP
ADS PRODUCT
CODE
GROUTED MANHOLE CONNECTION
14.5 1&50 3.7
(DUAL WALL)
FILL VCAIp SPACE
DETAILED CONNECTION VIEW
WITH ACCEPTABLE
is
GROUT MA'TERAL
STRUCTURE WALL.
24
' NON -SHRINK
STAINLESS STEELd
.S
TAKE-UP CLAMP
aTCH1G
a4
COMPOUND
c
(2 - PLACES)
a
3602PS
C)
- HP STORM DUAL
WALL PIPE
(Ir -34r o)
ENSURE BACKFI-L IS
PLACED UNDER PIPE AND
PROPERLY COMPACTED
PIPE $12E
(IN)
PIPE OD (TN) +A, MIN. 'e. MIFF. DISTANCE PIPE INVERT TO
HOLE 0 (IN) STRUCUTTRE INVERT (IN)
ADS PRODUCT
CODE
12
14.5 1&50 3.7
1202P9
15
17.& 23.[x0 4.0
1502P9
is
212 2&50 42
1e02PS
24
27S 33.25 4.5
2402PS
30
35.1 40.St1 62
3(g2PS
36
41.1 47.03 5.5
3602PS
42
47.7 53.00 5.7
4202PS
48
Sad 59.00 5.T
4802PB
&s
58.3 72A0 5.4
6002PS
STAINLESS STEEL TAKE. -UP
CLAMP SCREWS WILL BE
P1 ACFD 1 O FROM FACH
OTHER
NOTES:
PERFORMANCE HIGHLY DEPENDENT ON INSTALLATION. CONTRACTOR
MUST ENSURE MANHDLE CVISKET IS LxNIFORMLY SEATED AROUND
STRUCTURE ADAPTER. EXTRA PRECAUnONs MUST eETA1kEN TO
PREVENr DIFFERENT -WL SETTLEMENT BETWEEN THE PIPE AND
MANHOLE,
INSTALLATION RECOMMENDATIONS ARE ALSO SPECIFIED IN
INSTALLATION GUIDE 1.0& WATERSTOP INSTALLATION
1 1 IRWTFOTV WHTOIM T-
•T•WA•.,.0 REv. amcluFmLN eY
ADVANCED 13MR CE SWEIISs INC. (`Alen rue PREPARED n•S DETAIL R+SM ON IIsaRNAnaN PRWOM To ADS. -NIS __08
DRE`A'!NG IS INTENDED TD DEPICT TIE COMIM EM AS RE�II ESTFO. ADS NAR r F4RFOR M Mil' ENGB 1413 OR OESGN
SERWYS FOR TWS PROAECT, NOR NAS AMS INDEP04DEMLY VEWE0 THE INFORWVTION SUPPLIM THE •ISTALLATION DEIA•.S WATERSTOP STRi7CTDR8 :Nt/0TIw1E1LW sitro
PR ADEA HEREIN ARE GENERAL REMUMENDATION5 AMD ARE NOT SPECIFIC FUR THIS PROJECT. THE DESIGN 04INEIR SIW.L 12'-50" HIP 8TOM arTAIL HILLIAIdO, DHIO A9W
RENEW THESE CUA■S PROR TD CONSDAhCRDN. R IS THE DESIGN EMNEERS FIESPONSIERLIIY TO ENSURE THE DETMLS -•- His
PRCAAOEA HEIEIN MEETS OR €%LEEDS TIE APPLIGFBEE HkiIDFNL, STATE, pit LOCAL REWIREY ENTS AND >b ENSURE THAT THE
DETAILS PROV'NED HEREIN AREADCEPTAa2 FDR TV•S PRQIECT. DTaArAX6 WIMEER STD-ZtY11A
7
C9.1 DS WATERSTOP GASKET
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THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
Mc2 ENGINEERING, INC. REPRODUCTION OR USE FOR ANY
PURPOSE OTHER THAN THAT AUTHORIZED BY Mc2
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THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
Mc2 ENGINEERING, INC. REPRODUCTION OR USE FOR ANY
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ENGINEERING, INC. IS PROHIBITED. 2017 O
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DETAILS
REVISIONS
1
3/9/17
LINCOLN COUNTY NATURAL
RESOURCES
2
4/7/17
COMPLETED CD PLAN
REVISION
CAD FILE: 16-039 BASE.DWG
PROJECT NO.: 16-039
DESIGNED BY:
JDM
REVIEWED BY:
JDM
DATE: FEBRUARY 13,
2017
■

ID ❑
m BACK OF CURB T NOTES: MORTAR JOINTS Y¢" +,r- f'$"' THICK. O c m pig � m ®� L� Z W IO Gi
1--1 -D SEE TD -N0. 840,D3 UAE CLASS "8' CONCRETE THROUGHOUT. F-1 r -R � S� F-1 H � H
TOP ELEVATION � } I EXPANSION JOINT � } - N L�
C . USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB. Q C . Q C 4S" NOTE • USE TYPE "E,r "F" AND " 0" GRATE = Q � UI
1H z " 1"-O" 'Q " z Q 1. • z Q
woo DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY. � _ C!] p B" E 4'•6+' 4" B- 'S '� ❑ 0)
C _ C!) 0 UNLESS OTHERWISE NOTED. P " P I.- 0� L9_
A N �7 USE #4 BAR DOWELS AT 12" CENTERS, F-1 C3 �; F 1••1 I --I f3 C7 F_ " p m i`1 1-1 0 (..`/+ p N
r 1 p --I --1 D Y Y ON CENTER. USE STEPS WHICH COMPLY WITH PTH WITH STEP$ 12" LL - 1 a I"I Z m p � #4 BARS "V" 8" 6," W J [] F -I m p �l = CR SS �� lL J Q I y Z ❑
z x> A - PROVIDE ALL CATCH BASINS OVER 3'-13" IN DEP O. DRAWING Ba0.B6. 'C] p U] x r--1 z D L A E SRATE 40.03OFRAME o p" x Z H B T Ax 00"m x z _ U r
O C7 m --�- USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. W Z LL ^ p p C7 1flg" 1I'2r, CC Z ^ T r`j < LL W D' Q Ln
zn m - B USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS C7 Q C7 z D m 3"� I 47 Lu Q p= x d Ix = m T �_ - W Q W Z
m it C7 - 3D I ' it C7 �7 2 y r � I' I W UI
x COO 0 ---- 6" 8" a OF SECTION Sao OF THE STANDARD SPECIFICATIONS. < � � 2 N x COO Q � - � � � �. � N � CD O �} ��`13 ,,,,I �, �...I �-�-r � _ � � N W
z 1•y r _n MIN, MIN. IF REINFORCED CONCRETE PIPE IS SET IN BOT'T`OM SLAB OF DOX, ADD TO BLAS � F- C-3 J � I~ � r T � ` s cn F- LL p J z I r as r -n _ - N N us H- LL � ; Z Q W O
1-I AS SHOWN ON STO. NO. 640.00" u_Tui H
MIN. ® FDR 8' 0" IN HEIGHT OR LESS USE S" WALL, OVER S'-0" IN HEIGHT, USE O ® U) C7 R `"+ _ w R " = w - 0 ® U) n 0:0 ` ^ _ SECTION - LL SECTION - MMCC
Z Z C]
n 12" WALL TO S'-0" FROM TOP 1F WALL ANd B" WALL FOR THE REMAINING z H ]a v o
1 P. ° •P.' - •a.' 8'-O°'. QUANTITIES TO BE ADJUSTED ACCORDINGLY. IL-1 _ _ a PLAN IL-1 _< 2 A A ALIGN FRAME WITH INSIDE 1 6" H W ❑J W
N o r PLAN �( T CONSTRUCT WITH PIPE CROWNS MATCHING. -''' + �' �' '" -
T 1 W Q 0 o� LL ¢ �LL CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES 1 W Q p 0 EDGE OF HALL TO ALLOW '„I W p r I"I W Z
z SECTION X -X z Q D ZE O FOR VERTICAL ADJUSTMENT 1 rr 1��J1�- u N
CHAMFER ALL EXPOSED CORNERS 1". C] tzF G7 cl
TOP ELEVATION - - q C Cr TOP ELEVATION WALL SECTION [] m
DRAWING NOT TO SCALE. - u w _ a ur
USE ON FLAT GRADES 2Tk AND UNDER JOINT -7 �-I-' ¢�r 7 C ❑ [] a
EXPANSION IF
i L G II
SECTION - BB _
FRAME rRAT AHD H TOP ELEVATION
SEE STD. HO. 840.03 STEPS - STD. ND. 840.88 - SECTION • PP SECTION - NN
STEPS STD. w0. 890.$6 S EXPANSION JOINT 3 0 3'`Or' DEPRESSED COTTER LINE B N
�A-L PLAN ,1 rr
MIN. MIN. = 9 TOP ELEVATION PLAN OF TOP SLAB SECTION S -S 0
__ B.r ^ A o m ELEVATION o x z r Jam' Q p ins
m 1Y m CC m FRAME GRATE 8 HOOD ASSY IN
I 8" e E LL NORMAL CURB AND GUTTER ON LIGHT GRADES LL C LL 0 a
W ,r, y. E W H C 2 m N O,r 2r Drr Grr s� = 67
�, �) Z I--1 VI
C) C = 8°' Q W Cy B" E #8 ,'W", BARS TOP ELEVATION NORMAL GUTTER LINE 3 W 3' -Orr
N Tn �" SECTION Y-Yv B1' MIH. G Q m 0_ N H M4 BAF# EXPANSION JOINT Q z D7
: B" 0 MIN, g" e ON � m (L
ilp
> MIN, D MIN. C3 a ]a " 6" USE ON GRADES OVER 2ps C3 a fJ7 v 4?
2 C: z e = C) Z P3 EQUAL r PACER T W p 2 K K CV
RISER H3. o t} ,� 0 ry - - O �%Ll. z -I O L M - N C3 G7 DC •1111��
C n VARIES _Cc
_ v r . :P IL Q F C EXPANSION JOINT 10., MAX t BI Dn Q m Q W ❑ ,,,`\ C'4 �
r�Tl C7 G 6'YIN. : c :c n. a a: O \LL O 4 a� iA o SECTION AA ❑ f Z C`
. - .- Z 43 x ;' _ #4 BARS ,.Ur, 8rr it -0' z �: 0 " z Q .�,2� ;.••�•••
T
SECTION J -J 6'MIN. ;. P -=,.tea 6 Q v f1�z" `I DEPRESSED GUTTER LINE v v ¢ 4 $ • / �I
WHERE 30" TO 36• PIPE IS USED P ?� :D ELEVATION x In / O •
rn �. E SECTION M -M SEE NOTE iV W y [ N a y L M ` rr� 7" - ° rn 0 � •
r1
WHERE 42'TO 64• PIPE IS USED :.i m > SECTION R -R DOWEL NORMAL CURB AND GUTTER ON STEEP GRADES
H Z WHERE 30" TO 36' PIPE IS USED x ~ H
x N � O '••1 kI FRAME PLAN � fi
Sp � H Z sV} � = Z SECTION - JJ F1j W _ J ryL
VARIES E H m '') MINIIRIM DIMENSIONS AND DURNTITIES FOR BRICK CATCH BASI11(BASED ON MIN. HEIGHT, N, WITH NO RISER)" H m .3. G7 :7t rr y as rr 7 r�ull� I••I W •
m F" J 0 m DINENSIONS OF BOX AND PIPE TOP SLAB Cl1.YDS. GONG. IN BOX BRICK MASONRY DEDUCTIONS C7 CO 0 m t 1j -rr x r 7Ln pr ❑ 9606 •
[] - - .. _ .. _ _ _ - - i [] PIPE SPAN WIDTH WIDTH SPAR NLN. HEIGHT DIMENSIONS BARS -U BARS -V BARS -W TOTAL TOP BOTTOM TOTAL SRIGII AL ONE PIPE z p X18 R �'z •
I 6 M = - ' ' m W O A B C G H E F ND. LENGTH N0. LENGTH N0. LENGTH LBS. SLAB SLAB CONC. IN RILLS A"M co © x I� 3n R-
SYNpIEiE C.N. R.C. W M v Z7 +�a - -I�,
I I A 12"' 3'-9 2'-2" .• .- 2'-9- __ _. .. .. .. ._ ._ _. .. _. 0.281 0.281 0.983 1.164 0.020 0.042 2 c"T� C v - -_ _ Q � V•e ^,^il A1EG `•••--•\\� ,,
151' 3 -4 2'-2" 3'-0" 0.281 0.281 0.963 1.244 0.031 0.047 Y r firr ,2r_Dn B" - Itn n W �, �F•••••••• w ,
-� B,. 18" 3 0 2 -2" 3'•3" 0.281 0.267 1 .D43 1.32a 0.049 0.0$5 8" 8r+ -- 1J 1 f 2 - 34'r �.. '- ��''ZZ�"{ _ r'G ,,, D
p I 24 r" 3'-0 2'-2Y1 3'-9" [).281 0.291 1.204 1.465 0.076 0.121 3 3'-D" 3r"Z g.0 0�7<n�� �, IVt ,,,,
I 30" 3 O 2, 2" W-4" 4'-3'" 1" 2" 4 4" 4 1' 8" 3 4'-1°' 3 4"-1' 45 0.-147 0,374 0,521 1.606 2.217 0.122 0.184 J-'�9 ,/'111'
36 3'-0" 2'-2" 3'•10" 4'-9" 1' 8" 4 •4" 4 2'-0" 4 4'- 1"' 3 4' 1" 49 0.187 0.415 0.602 1.914 2.518 0.176 0,261 SECTION • KK - 1i'�6+r
f
WHERE 42"TO 54"PIPE IS USED •• 42' 3.0" 2'-2" 4'-5" 5.3 1'-5" 3•B" 4 1`9'°' 3 3'-$" 3B 0.135 0.373 0.505 2.162 2.680 0.240 4.371 "�r2r-111'2 rr � 4§^�" �,,,,IC
48' 3'-0' 2'•2" 5'-0" 5'-9" 2'•0" 3 •B" a 2'-8' 4 3'-3"' 3 3'-3" 41 0.173 0.410 0.563 2.415 2.A)8 0.313 0.477 `,
SHEET 1 OF 2 DETAIL SHOWING METHOD _ SHEET 1 OF 2 SHEET 2 OF 2 54 3'-0" 2'-2" 5'-7" 8'-3' 2'-7" 3'-8" 4 3'-0" ® 3'-3 3 3'-3 a7 0.211 9,998 D.659 2.fl06 3.465 0.388 0.595 SHEET 2 OF 2 HEET 1 OF 2 R SHEET 1 DF 2 �, ``
OF RISER CONSTRUCTION PLAN PLAN - RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT HOOD ELEVATION SECTION - RR N% ••••••••••< /,�
840.01 840.01 840.01 840.01 84©. O3 840.03 o ••FESS /001,0-
1
•• ti�i
1 BRICK CATCH BASIN 12" THROUGH 54" PIPE
2 BRICK CATCH BASIN 12" THROUGH 54" PIPE
3 FRAME, GRATES, AND HOOD - STANDARD CATCH BASIN
C9.3 NCDOT 840.01 SHT 1 OF 2
C9.3 NCDOT 840.01 SHT 2 OF 2
C9.3 NCDOT 840.03 SHT 1 OF 2
-NTS-
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I --I .4 23/4 r -R -4 2" WEEP HOLES GENERAL NOTES: r -I �� .�'-6" � d THE DESIGNS AND DRAWINGS SHOWN ARE THE PROPERTY OF
IQ -I• Z DETAIL SHOWING TYPES OF GRATES 2+-1134" Q 1Qy' Z Y USE CLASS "B" CONCRETE THROUGHOUT. QQ IQ -I' z '6 ' Q MC2 ENGINEERING, INC. REPRODUCTION OR USE FOR ANY
1;/I O USE ACCORDING TO WATER FLOW. 11/21, � z [/3 C? �� _ Cn 13 C? 1 "' DEPRESSION 'cN rr 1 �L r n == 0 PURPOSE OTHER THAN THAT AUTHORIZED BY MC2
�' 1-i C3 }0 HCC CDC] H O PROVIDE ALL OROF INLETS OVER 3'-6'" IN DEPTH WITH STEPS 12" H DC C C3 D H �7 w 1 $ 1 $ r --e CD ENGINEERING, INC. IS PROHIBITED. 2017 O
F n B © r T1 Ln CN CENTER. USE STEPS WHICH COMPLY WITH BTO. DRAWING 840.66. p r T1 '� rnK � p
LL J IH 0 LL J IH O r I, n LJ LL J EL " Z
mz x> Lt '2 mz x� I LL Z mz x> 1 I. l'- 74 �fl F� CDO x
'p �p � _ ,� � > OPTIONAL CONSTRUCTION YOHOLITHIC POUR 2" KEYWAY OR #4 RAR DOWELS AT 00"m r--1 � >
'MID w C7 � rr rr r rr '�j�' W Q Z LL mo m o� 12" CENTERS AS DIRECTED BY THE ENGINEER. z ^ p c. 37 p I I z ^
x �1
>>M TYPE G TYPE E TYPE rr F' A A r} rr ¢ x x m Js n m x I X w Q LL = x y TT1 w 0 LL =
'�- 1 I 9� ~ Ca Ir p [7 •• I + USE FORMS FOR THE CONSTRUCTION OF THE BOTTOY SLAB. a �, - z O? M1 �G D G E T E H Ca [) [7
- CO C7 '�" H UI Q - I IF REINFORCE@ CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB 'Q H CO Cl 1� 0 - Q 1� H
T
z rxI r c x Z W z 1xy �I r- I I AS SHOWN ON STD. NO. 840.00. = z W Z rxI �1 ¢ TI ® ip x z W
• G7�r--+ �LL.cn �J ��r--r --- ---I- --- -- ��'IL0 OH �- 0 _r �_ I �'wU-
SAG WATER FLOW �- O Q C) z I CON3TRLIGT WITk PIPE CROWNS MATCHING. CC p F-1 Q n 2 77 z C?+ - _ - _ - _ - _ - _ - _ 0 p
n n X`+ -#- WATER FLOW -•� -�- I ',918" � N � � � 3 - - I SEE STANDARD DRAWING BOO.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN. � N � � n �+ � ® � N � Z N �
T N INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. H- H _< M 0 I I-
u - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - r CL C] Cn 1 INSTALL STORE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A d p (n + d f3 O
0 ' d Z I POROUS FABRIC EAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER. r w0 0 _ 9 r LOU
B � � ` 1rr SECTION G -G �J
I CHAMFER ALL EXPOSED CORNERS 1". H I u rN
- - - - - - - - - - - - - - - - - Y ' DRAWING NOT TO SCALE. 1 r -41L u 1 r-41 rr F �, v 1
PLAN r �1 r�GG
1B" PLAIN OF FRAME �1
WITH GRATE & FRAME REMOVED 0-r.,�rr
SECTION B -e 1r -74t" ir_7i5 CAST IRON
yI W
1 n 21;rr Z BRICK COPING Fry
p m - Cc v m "' o I11 PLAN OF GRATING
@° � Q(
�- WATER FLOW SAG WATER FLOW �- LL C 0L W
H 2r-a1/h" CAST IRON Q ~� Q r `4
p Q z TOP ELEVATION `4 rl
CTI r SECTION A -A = r STD. 840.16 FRAME r Nrl F••i r t'3 0
m m CD = 2 & GRATE i7 J x Z rI C7 � ,�/ rq
p _ TYPE "Fro TYPE "E" TYPE "Gr1 TYPE E H O x � f a4 BAR a cn r = N o r O I-`{ c7
z � _ ¢ ; 4c 0m 6r' A e" 6r, B 6,. 11 m ch 2 't
m y 9 RAISED FLOW ARROW " C3 c a y iv 13 v D �8rr " �n 1�Rrr cn ^ . U 00
1
141. z RAISED FLOW ARROW 2$" 2'-1 m _ O ❑ Z I'-�'�
D6r HIGH Dc x CS o p m z Ire 1„ 1 r 1rrLu
i �fj _ (� j o 0 I O 7 3'-3 4„ 2r-3 Q ' w O
Q moo' HIGH I iJ o z - t] p v p - I e iii x cn iii 17jgrr r�re ❑ (/1 F-+
C/nc) ♦ �T�
r �dF z /��y� q rr er„ I z EL
am 1112 r1 7c� y jit rr eT r 0 -0 D DOWEL co W A =i } G rr er I 8 I rr " I 8 [~i) ❑ w
U
"� m � DC cv = W SECTION H -H r r, rr `� W ; Q a
p Z rr� LLI w m = p SEE NOTE OOWE'L(SEE NOTES MAX. PIPE rHis siDE 1a" cb T p z 3 2 �� I I� m:
= Q W
1-4
0 SECTION X -X SECTION Y -Y _ �' _ �--� I- w u x w
© -n _ rr `.�[y 1 I„�- C7 m T
CD A a M -n rr CD W O W
CTS O P 1/8 1 'T j roR W �+ 6 DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H) w CZJ -1 � 21/8"- z 2 8 LU 0- LU
1--I 1 a rr 1 ' { �S" [] DIMENSIONS OF BOX & PIPE CUBIC YARDS DEDUCTIONS FOR '-� 3'- 13,4 " N N 2'- 134 ,r N C4 v W O W F^•Lji
Z 2'-113A11 2'-11 0' UL. PIPE SPAN WIDTH MIN. HEIGHT GONC. IN BOX ONE PIPE Do N ''2''44 O ❑ O
�'4 iice�, er rr rr
BOTTOM WALL PER "- p
j } " D A E3 H SLAB FT. HT. FOR MIreMI C.M. R.G. Sr s', 2r Rrr CC Ir -T ,l
1 1 � �� r�cen n - - p 1--1 O U
��66 J 1 rr 1211 W-0'" 2"-0" 2'-0" 0.222 0.222 0.592 0.015 0.026 C31 LL
SECTION A -A �Srr 15" 2-3 0.648 0.023 0.036 z
C�7 1181, 2 -6 0.703 0.033 0.049 SECTION E - E SECTION F - F '�1 O
TYPE F 24" 3'-D' 0.814 Dass 0.085 1.^ N
SHEET 2 OF 2 TYPE G SECTION A -A SHEET 2 OF 2 SHEET 1 10 1 3011 3'-0+'1--0" 3'-6" 0.222 0.222 0.925 0.092 0.127 SHEET 1 OF 1ISHEEI 1 OF 1 SHEET 1 OF 1
840.03 840.03 840.14 1840.14 840.1fi 840.16 W
4 FRAME, GRATES, AND HOOD - STANDARD CATCH BASIN 5 CONCRETE DROP INLET - 12" THROUGH 30" PIPE 6 DROP INLET FRAME AND GRATES USE WITH DWG 840.14
C9.3 NCDOT 840.03 SHT 2 OF 2 C9.3 NCDOT 840.14 SHT 1 OF 1 C9.3 NCDOT 840.16 SHT 1 OF 1 ~
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® m NOTES: 4 m E GENERAL NOTES: a m SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
iT INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL. f-I� Q CHAMFER ALL EXPOSED CORNERS 1". r,r w-r'fl. IF SPECIFIED. '�
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED H d d -1 A } H }
8" mob" E USE CLASS "B"' CONCRETE THROUGHOUT. � < C , STATE USE OF SYSTEM ON COVER I- 4
1I z THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. Q H OPTIONAL MANHOLE Q w Q
> Cn o z H = > 00 p Y g.� USE #a BAR DOWELS AT 12" CENTERS. H > Tn v p (I.E.: SEWER, STORM DRAIN, ELECTRICAL) 1-
H O aS CC c . r- -n Y. tc c 1-I �1 ., c i
m z x� �$'" C] p LL x z ITR Z x 1- CONCAVE TOO ALL EXPOSED JOINTS. z m z x �Q 0 a� x z
rp n�Gn LLJQI--1 rC7m-Irk I LL_j p �� LLJp1 r
F-1 --I D H [L t3 . :-R H•'I A MORTAR JOINTS ., t „THICK, p x 1� _J
C+3 Q w [) � W Z LL G7 d Cy � x r' X {' '� USE FORMS TO CONSTRUCT THE BUTTON SLAB. C< , 0 Q C'7 -1 �` TOP OF COVER ac � _ SITE
xTanm 1" T Lu <u_ =m orn 1 p: D Lu <LLZ xm ym LU QQx
- z x CC C3 z - - , Ai4 s - n 4 ( yA4yI + JUY18O BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4" H GJ p C9 Z > m @ CC 0
= -0 p _n 1'+ �I Q H N -n 1F = my SOLID CONCRETE BLOCKS WAY BE USED IN LIEU OF CLAY BRICK. Q I--1 xcn O p A A g B DETAILS
z l••I -0 _n _ Hx zw z=.SOT I- r, I I� " �x zw z m Hx zW
0 F-1 F- LL p J H ©r + r wF M r LL FOR W -O" IN HEIGHT OR LESS, USE Sr' WALL. OVER Bt -O' IN [l) H LL.O J , H -R O �r-1 [A LL O J
C) y z O c7 = - r a HEIGHT, USE 12" WALL TO 8'-0" FROM TOP OF BALL, TWD 8" WALL 4 © Q n = . O O U)
a ro Z H -4 y -� _ _ _ rn _ FOR THE REMAINING 6-0". ADJUST OIIIENSIOHS AND �14NT[TIES z I•,I 1Z IO Z Iti
U, ` T ACCORDINGLY. n 5
I;1] O ' - ^�' W Q i�17 ' • - - - - - �` IF REINFORCED CONq,ETE PIPE I8 SET IN BASE BLAB OF .BOK, d j �-- -- _ - _ _ - _ - _ - _ - _I I=,- _ `- w ❑
Z ' ®�„� ADD TO BASE AS SHOWN ON STANDARD NO. 840.00. a O Z ' C7
1~� - Y m 3-+•1 � PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS L " R.
PLAN SIDE PLAN SEE STANDARD 840.54 a A" 12` ON CENTERS IN ACCORDANCE WITH M. ND. 1349.66. REVISIONS
SPACED S' BOTTOM OF COVER''
FOR MANHOLE COVER & FRAME ADJUST THE STEEL, CONCRETE AND BRICK MRSONRY QUANT [TIES 1" R.
PLAN SIDE ELEVATION OPTIONAL C. TO C. TO INCLUDE THE ADDITION OF THE MANHOLE (I,E. DIAGONAL BARE
ELEVATION' SiDRTENED AROUND OPENING IN TOP SLAB, ADD ITCONAL VARIABLE
BRICK MAY BE USED TO HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.]
N ADJUST FRAME & DOVER _
N.V
TO SURFACE ELEVATION MAX. 1' f. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO PLAN OF COVER
" - cc6r TDP ELEVATION I5 12 FEET. -
y= o� z ca 9585 0 z PLAN OF FRAME o UJ
ca LL
~ 141^x" _I LL � � 0o r 1 ., � � Ira BAR LL x Lu = r r r
a �a 1' o"' I CAST IRON I CD N 14 = C7 Ip '-' 1 -11]x' (D
CAST IRON z F-1 G!1 r Z Dy , w O z Ci
M � ELEVATION ELEVATION w R? _ X � I o E OR F 14 R = Z CL " m � 2r 11 �r 0
y _ 'p INLET PIPE A I I" 8 + 16" :t^I 6"--r�1 = 0 m d m 1' 1144 o" 441,
CO i- s C_ SECTION ,� _ �7
-1 a1 18" 37 H C Z 6 - J m z a t+3 p
3 � p = a OUTLET ELEVATION C -C DR D -D DOWEL = . Q m 1' 107fg'it
_ #6 BAR OR z SECT ION X -X z Q
1L$" #8 BAR Q Ei Ca7 y= O O m y
® '� DIMENSIONS AND QUANTITIES FOR BRICK JUNCTION BOXES C7 Ic
Z
GALV'D. d? r z 1.4 CC
� z SEE STANDARD $40.54
� ~ ❑ FOR MANHOLE COVER 8 FRAME DIMENSIONS OF BOX AND PIPE REINFORCEMENT TOP SLAB CUBIC YARDS DEDUCTIONS FOR ONE � 7 � x a G 1 r' f 1 TYPE #1 - Q LL
C _ ~ � PIPE SPAN WIQ7H HEIGHT BARS DIMENSIONS CONC, BRICK MASONRY PIPE CV,YU5. '❑ 1-' Z
m Cb W H z BRICK
WAY BE
USED TO
TOP a MIN. WALL PER � y- r{ ' 3 1--43/4 rr T W
-0 '_ °~ TO SURFACE ELEVATION MAX.1r D A B H NO. LENGTH E F BOTTOM HE
FT. HT- C.S. R, C. m r Z _ I 1' " 1•- 4� (S J
T OkLm O W z 6" CU. YD. CU. Y@ GU. YD. 0) H 0 y I p
N '� r POLYPROPYLENE Fj C• 0 4 X B" E%P. JOINT 12" 2'-D" 2-O" 2, 3,• 12 3' 1 3:4" 3, 4„ 0.412 0.581 0.263 0.020 0.032 � = 1-4 an ?� Q � �? � � 1'-1i1Li " J .�
_n PLAN SIDE PLASTIC SIDECD 1•i `-' u` 71'1 15" 2'•0" 2-O" 2' 6" 12 3'-1 3'-4' 3'-4" 0.412 0.657 0.263 0.031 0.o47 L'3 C m a \ l ALTERNATE ++�tf L
m - ELEVATION PLAN ELEVATION w � m B'" V-4" 2'-4" 2'-6" 14 Y-5" 3'-s' 3'-6" 0.498 9.814 0.296 0.044 0.065 L w � _ SECTION B -B W
COMPOSITE 24" 3'-0" 3'-9°` Y-3" 18 4'-1 4'-4' 4'-4" 0.095 1.176 0.362 0.079 0.113�� MINIMUM WEIGHTS -Les. CAD FILE: 16-039 BASE.DWG
x 30" 3'-4" 3 4" 31 B" 18 4' S' 4' 8` 4'-B" 0.807 1.481 0.385 0.122 0.110 2r_D1,r y FRAME - 180
REINFORCING STEEL 38" 4'-0" W -O" 4'-3" 20 W. 11 W.4" 5'•4" 1.053 1.969 0.481 0.176 0.238 / COVER 120 PROJECT NO.: 16-039
r '�_I_ 42" 4'-B' 41_01 a'-9' 22 g_9- 8. O.- 0'_0" 1.333 2.503 0.527 0.249 0.323 I
12'RSECTION A -A TOTAL 300
46" V-4" 5"-4" 51-3" 26 6r-5" 6'-B" B' -s" 1.me 2.94@ 0,560 0.319 0.422
ELVATI[1N I NOTE: 1 t DESIGNED BY: JDM
93 DEFORMED 12" DO NOT USE IN 5q" 5'-10" 5'•10" V-9" 28 61-11" 7'-2" 7-2' 1.802 3'S92 0.809 0.396 0.535 \
STEEL ROD SANITARY SEWER MANHOLES. SECTION Y -Y So" 6'-8" 6'-8" S' 3" 30 T-7'' 7'"10" 7'-10" 2.272 4.f13 0.658 0.489 0.880 SHEET 1 OF 1 HEET 1 OF 1 �. -� SHEET 1 OF , REVIEWED BY: JDM
SHEET 1 OF 1 SHEET i OF 1 SHEET 1 OF 1
84©.ss SECTION A -A ELEVATION 840.65 840. 66" 7'-1" r-,' 32 $'-2' 8'-5'° W -s" 2.629 d.77B 0-706 0.59, 0-798 840.32 L7 p$/► 4 TYPE #2 $404
V .5DATE: APRIL 7, 2017
7 DRAINAGE STRUCTURE STEPS 8 BRICK JUNCTION BOX - 12" THROUGH 66" PIPE g MANHOLE FRAME AND COVER
C9.3 NCDOT 840.66 SHT 1 OF 1 C9.3 NCDOT 840.32 SHT 1 OF 1 C9.3 NCDOT 840.54 SHT 1 OF 1
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