SW8090814_APPROVED PLANS_20091026

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
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EXISTING SITE NOTES
1. ALL HORIZONTAL DATUM REPRESENTED HEREON IS REFERENCED TO
THE NORTH CAROLINA STATE GRID MERIDIAN (NAD 1983).
2. ALL VERTICAL DATUM SHOWN HEREON IS REFERENCED TO NGS
CONTROL STATION N 27 (NAVD 88) BASED ON A DRAWING ENTITLED
"P-620 ENLISTED DINING FACILITY" SHEET NO. CS001 PREPARED BY C.
ALLAN BAMFORTH, JR., ENGINEER - SURVEYOR, LTD. NORFOLK, VIRGINIA
(NAFVAC DRAWING NO. 12525513)
3. THIS SITE LIES WITHIN FLOOD ZONE 'X' (AREA OF MINIMAL FLOODING)AS
SHOWN ON FIRM PANEL NO. 3720436400 J, DATED NOVEMBER 03, 2005.
4. THE LOCATIONS OF UNDERGROUND UTILITIES AS SHOWN HEREON ARE
BASED ON ABOVEGROUND STRUCTURES AND RECORD DRAWINGS
PROVIDED THE SURVEYOR. LOCATIONS OF UNDERGROUND UTILITIES
MAY VARY FROM LOCATIONS SHOWN HEREON. ADDITIONAL BURIED
UTILITIES MAY BE ENCOUNTERED. NO EXCAVATIONS WERE MADE
DURING THE PROGRESS OF THIS SURVEY TO LOCATE BURIED UTILITIES.
BEFORE EXCAVATIONS ARE BEGUN, THE VARIOUS UTILITY COMPANIES
SHOULD BE CONTACTED FOR VERIFICATION OF UTILITY TYPE AND FOR
FIELD LOCATION.
CONSTRUCTION NOTES
1. ALL FILL SHALL BE PLACED IN A MAXIMUM OF SIX INCH (6") LOOSE LIFTS
AND COMPACTED AS REQUIRED.
2. ALL AREAS WITHIN THE PROJECT LIMITS NOT OTHERWISE TREATED ARE
TO BE SEEDED AND MULCHED. AREAS OUTSIDE THE PROJECT LIMITS
DISTURBED AS A RESULT OF CONSTRUCTION WORK SHALL BE
RESTORED TO THEIR PRECONSTRUCTION CONDITION, OR BETTER.
3. CONTRACTOR SHALL FOLLOW THE SEDIMENT AND EROSION CONTROL
PLAN AS SHOWN IN THESE DRAWINGS, ANY CHANGES TO THE PLAN
MUST RECEIVE APPROVAL BY THE ENGINEER AND ALLAPPROPRIATE
AGENCIES BEFORE SAID CHANGES CAN BE MADE.
4. THE LOCATION OF EXISTING UTILITIES ARE COMPILED FROM THE BEST
AVAILABLE INFORMATION. HOWEVER, THEIR ACCURACY IS NOT
WARRANTED AND IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO DETERMINE THEIR EXACT LOCATION, AND TO PROTEG'
THEM BY SUITABLE MEANS APPROVED BY THE OWNERS OF THE
UTILITIES FORM ANY AND ALL DAMAGE. APPROVAL OF THE
CONTRACTING OFFICER SHALL BE OBTAINED BEFORE COMMENCING
WORK IN THE VICINITY OF ANY EXISTING UTILITIES.
EXISTING FEATURES LEGEND
EXISTINGASPHALT
EXISTING BUILDING
EXISTING SIDEWALK
FflEXISTING PARKING SPACES
EXISTING GRAVEL SURFACE
— —22.0—
— EXISTING INDEX CONTOUR
— — — — — — —22.5— — — — — —
— EXISTING INTERMEDIATE CONTOUR
x 19.99
EXISTING SPOT ELEVATION
SD x
EXISTING STORM DRAIN LINE
(®1
EXISTING STORM MANHOLE
®
EXISTING CATCH BASIN
SS x
EXISTING SANITARY SEWER LINE
(�1
EXISTING SANITARY SEWER MANHOLE
CO ®
EXISTING CLEANOUT
Wx
EXISTING WATER LINE
WV®
EXISTING WATER VALVE
FH <5-
EXISTING FIRE HYDRANT
EXISTING DRAINWAY
—
— EXISTING OVERHEAD STEAM LINE
CU x
EXISTING UNDERGROUND TELECOMM LINE
EXISTING AERIAL TELECOMM LINE
OEXISTING
TELECOMM MANHOLE
E x
EXISTING OVERHEAD ELECTRIC LINE
EU x
EXISTING UNDERGROUND ELECTRIC LINE
X X
EXISTING FENCE
UPI+
EXISTING UTILITY POLE
LP )x
EXISTING LIGHT POLE
SIGN
EXISTING SIGN
C-7*
TEST BORING
EXISTING CONIFEROUS TREE
C3EXISTING
PALM TREE
`SAGS
EXISTING DECIDUOUS TREE
/O
EXISTING BUSH
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5".3M
46=.36M CONTROL POINTS
22.318 IP
BM2 BENCH MARK
CHISELED SQUARE
EL 21.40
DEMOLITION NOTES
1. DEBRIS, VEGETATION, AND OTHER MATERIALS NOTED "TO BE REMOVED"
AND ALL OTHERWISE UNSUITABLE MATERIALS SHALL BE TAKEN FROM
THE SITE IN THEIR ENTIRETY. THE CONTRACTOR SHALL BE
RESPONSIBLE TO DISPOSE OF SAID MATERIALS IN AN APPROVED
MANNER.
2. CONTRACTOR SHALL NOTIFY ENTITY REPRESENTATIVES AT LEAST 72
HOURS PRIOR TO UTILITY DEMOLITION. CONTRACTOR SHALL VERIFY
SALVAGE RIGHTS FOR VALVES, INLET GRATES, MANHOLE COVER ET
CETERA WITH THE APPROPRIATE PARTY.
2
PROPOSED FEATURES LEGEND
NEW ASPHALT PAVING
NEW POROUS CONCRETE
NEW CONCRETE
NEW CONCRETE SIDEWALK
2I 2.0 NEW INDEX CONTOUR
22.5 NEW INTERMEDIATE CONTOUR
+ 21.5 NEW SPOT ELEVATION
NEW STORM DRAIN LINE
I� NEW INLET
0 NEW STORM SEWER MANHOLE
C/O o NEW CLEANOUT
NEW SANITARY SEWER LINE
(i NEW SANITARY SEWER MANHOLE
W W NEW DOMESTIC WATER LINE
F NEW FIRE WATER LINE
G G NEW GAS LINE
WV® NEW WATER VALVE
PIVIN NEW POST INDICATOR VALVE
NEW FIRE HYDRANT
X X NEW FENCE
NEW BOLLARD & CABLE BARRIER
NEW DRAINWAY
LOD LIMIT OF DISTURBANCE
V V NEW BIKE RACK
• NEW BOLLARD
NEW HC PARKING SYMBOL
NEW SIGN & POST
—�— NEW SHEET FLOW
NEW TREE PROTECTION
GENERAL NOTES
1. THE CONTRACTOR SHALL CERTIFY THE EXISTENCE AND LOCATION OF
ALL THE UTILITIES, SHOWN HEREON OR OTHERWISE, AND VERIFY
EXISTING CONDITIONS BEFORE BEGINNING CONSTRUCTION. IT IS THE
RESPONSIBILITY OF THE CONTRACTORS ARE TO ASSURE THEMSELVES
THAT NO HAZARD E;:ISTS OR DAMAGE MAY OCCUR TO THE UTILITIES. IT
IS REQUIRED THAT'NCOCC' (1-800-632-4949) AND ALL APPLICABLE
UTILITY COMPANIES BE CONTACTED AT LEAST ONE WEEK PRIOR TO
COMMENCEMENT OF WORK. FOR UTILITIES THAT ARE OWNED BY THE
GOVERNMENT, CONTACT THE CONTRACTING OFFICER FOR MARKING.
2. JOB SAFETY IS,THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE OFFICE
OF THE ENGINEER AND THE ARCHITECT OF ANY DISCREPANCIES IN THE
PLANS OR IN THE RELATIONSHIP OF FINISHED GRADES TO EXISTING
PRIOR TO BEGINNING WORK.
4. THE CONTRACTOR SHALL NOTE THAT IN CASE OF DISCREPANCY
BETWEEN THE SCALED AND FIGURED DIMENSIONS SHOWN ON THE
PLANS, THE FIGURED DIMENSIONS SHALL GOVERN.
ENGINEER'S CERTIFICATION
I, STEVEN K. BENNETT, DO HEREBY CERTIFY THAT THIS SITE SURVEY WAS
PERFORMED UNDER MY PERSONAL SUPERVISION. I FURTHER CERTIFY
THAT THE INFORMATION SHOWN HEREON BE TRUE AND ACCURATE TO THE
BEST OF MY PROFESSIONAL KNOWLEDGE.
I'
STEVEN K. BENNETT DATE
P.E. NO. 032244
BENNETT, BREWER, &ASSOCIATES
23 EAST MAIN STREET, SUITE 200
FROSTBURG, MARYLAND 21532
PH [phone]
ABBREVIATION LEGEND
AMERICAN ASSOCIATION OF STATE HIGHWAY
AASHTO
= AND TRANSPORTATION OFFICIALS
O.A.E.
= OR APPROVED EQUAL
ADS
= ADVANCED DRAINAGE SYSTEM
O.C.
= ON CENTER
APPROX
= APPROXIMATE
PC
= POINT OF CURVE
ASTM
= AMERICAN SOCIETY FOR TESTING & MA7 ERIAL
PCC
= POINT OF COMPOUND CURVE
AWWA
= AMERICAN WATER WORKS ASSOCIATION
PRC
= POINT OF REVERSE CURVE
BLDG
= BUILDING
PT
= POINT OF TANGENT
BOT
= BOTTOM
PVC
= POINT OF VERTICAL CURVE
CIP
= CAST IRON PIPE
PVI
= POINT OF VERTICAL INTERSECTION
(E , CL
= CENTERLINE
PVT
= POINT OF VERTICAL TANGENT
CMP
= CORRUGATED METAL PIPE
R/W
= RIGHT OF WAY
CONC
= CONCRETE
RX
= REMOVE EXISTING
DA
= DRAINAGEAREA
S/W
= SIDEWALK
CIA
= DIAMETER
SAN
= SANITARY
EGL
= EXISTING GRADE LINE
SCE
= STABILIZED CONSTRUCTION ENTRANCE
EX =
EXISTING
SDR
= STANDARD DIMENSION RATIO
FH =
FIRE HYDRANT
SDMH
= STORM MANHOLE
GV =
GATE VALVE
SF
= SQUARE FEET
HDPE =
HIGH DENSITY POLYETHYLENE
SSMH
= SANITARY MANHOLE
I.E. =
INVERT ELEVATION
STA
= STATION
LF =
LINEAR FEET
STD
= STANDARD
MAX =
MAXIMUM
SY
= SQUARE YARDS
MB =
MAIL BOX
T.A.N. =
TYPE AS NOTED
MIN =
MINIMUM
TEMP =
TEMPORARY
MJ =
MECHANICAL JOINT
TG =
TOP OF GRATE
NO =
NUMBER
TYP =
TYPICAL
N.T.C. =
NOT THIS CONTRACT
VIF =
VERIFY IN FIELD
N.T.S. =
NOT TO SCALE
WM =
WATER METER
WV =
WATER VALVE
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AREA #7
GRASS: 5,925 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC, PAVING: 745 S.F. (EX. CHILLER PAD)
POROUS CONC, SIDEWALK: 0 S.F.
NON POROUS PARKNG: 1,993 S.F.
POROUS PARKING: OS.F.
EXIST. PAVEMENT (OFF -SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 5,925 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONIC PAVING: 745 S.F.
NON POROUS PARKING: 1,993 S.F.
EXIST. PAVEMENT (CFF SITE): 0 S.F.
LOADING DOCK AREA
GRASS: 0 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 3,313 S.F.
POROUS CONC, SIDEWALK: 0 S.F.
NON POROUS PARKING: 4,859 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 0 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 3,313 S.F.
NON POROUS PARKING: 4,869 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
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AREA #5
GRASS: 14,759 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 431 S.F. (DUMPSTER PAD)
POROUS CONC. PAVING: 0 S.F.
NON POROUS PARKING: 4,211 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF -SITE): 1,413 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 14,759 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVINGA31 S.F.
NON POROUS PARKING: 4,211 S.F.
EXIST. PAVEMENT (OFF SITE): 1,413 S.F.
'S
AREA #4
GRASS: 15,404 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 259 S.F. (GENERATOR / TRANSFORMER PAD)
POROUS CONC. PAVING: 2,863 S.F. (1,718 S.F. GRASS) (1,145 S.F. CONC.)
NON POROUS PARKING: 1,578 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF -SITE): 2,728 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 17,122 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,404 S.F.-
NON POROUS PARKING: 1,578 S.F.
EXIST. PAVEMENT (OFF SITE): 2,728 S.F.
AREA #5
GRASS: 15,450 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 800 S.F. (NEW CHILLER PAD)
POROUS CONC. PAVING: 1,457 S.F. (874 S.F. GRASS) (583 S.F. CONC.)
NON POROUS PARKING: 19 S.F.
POROUS PARKING: 0 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 16,324 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,383 S.F.
NON POROUS PARKING: 19 S.F.
EXIST. PAVEMENT (OFF SITE): 0 S.F.
THE LOADING DOCK AREA, CHILLER PAD, EQUIPMENT PADS, AND DUMPSTER PAD ARE STANDARD
PORTLAND CEMENT CONCRETE AND ARE CONSIDERED ENTIRELY IMPERVIOUS.
ALL OTHER SIDEWALKS, PATIOS, AND PARKING AREAS DESIGNATED AS "POROUS CONCRETE SIDEWALK'
OR "POROUS CONCRETE PARKING- ARE DESIGNED IN ACCORDANCE WITH THE NCDENR PERMEABLE
PAVEMENT GUIDELINES WITH A SIX (6) INCH WASHED STONE BASE, AS SUCH, THESE AREAS ARE
CONSIDERED TO BE 60% MANAGED GRASS AND 40% IMPERVIOUS.
LEGEND
A#1
A#2
A#3
A#4
A#5
A#6
A#7
LID
GRASS
NON POROUS PARKING
POROUS PAVING / PARKING
NON POROUS CONC. PAVING
AREA #1
GRASS: 19,597 S.F.
BUILDING (ROOF): 30,426 S.F.
NON POROUS CONC. PAVING: 0 S.F.
POROUS CONC. PAVING: 3,264 S.F. (1,958 S. F. GRASS) (1,306 S F. CONC.)
NON POROUS PARKING: 28,301 S.F,
POROUS PARKING: 9,127 S.F. (5,476 S.F. GRASS) (3,651 S.F. PARKING)
EXIST. PAVEMENT (OFF SITE): 0 S.F.
PERVIOUS PAVEMENT CREDIT
GRASS: 27,031 S.F.
BUILDING (ROOF): 30,426 S.F.
NON POROUS CONC. PAVING: 1,306 S.F. '
NON POROUS PARKING: 31,952 S.F. .
EXIST. PAVEMENT (OFF SITE): 0 S.F.
i
AREA #2
^- \ BUILDING GRASS:
(ROOF): 0 S.F.
.. NON POROUS CONC. PAVING: 0 S.F.
POROUS CONC. PAVING: 450 S.F. (270 S.F. GRASS) (180 S.F. CONC.)
NON POROUS PARKING: 15,248 S.F.
POROUS PARKING: 6,012 S.F. (3,607 S.F. GRASS) (2,405 S.F. PARKING)
EXIST. PAVEMENT (OFF -SITE): 5,660 S.F.
PERVIOUS PAVEMENT CREDIT
" GRASS: 20,288 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC, PAVING: 180 S.F.
7 � NON POROUS PARKING: 17,653 S.F.
EXIST. PAVEMENT (OFF SITE): 5,660 S.F.
AREA #3
GRASS: 12,832 SQ. FT.
BUILDING (ROOF): 0 SO. FT,
NON POROUS CONC.PAVING: 0 SQ. FT.
POROUS CONC. PAVING: 4,668 SQ. FT. (2,801 S.F. GRASS) (1,867 S.F. CONC.)
NON POROUS PARKING: 476 SQ. FT.
POROUS PARKING: 504 SO. FT. (302 S.F. GRASS) (202 S.F. PARKING)
EXIST. PAVEMENT (OFF -SITE): 1,783 SQ. FT.
PERVIOUS PAVEMENT CREDIT
GRASS: 15,935 S.F.
BUILDING (ROOF): 0 S.F.
NON POROUS CONC. PAVING: 1,867 S.F.
NON POROUS PARKING: 678 S.F.
EXIST. PAVEMENT (OFF SITE): 1,783 S.F.
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NORTH CAROLINA
NAD 83 STATE PLANE GRID
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SAUER
INCORPORATED
11223 PHILLIPS PKVY DR. EAST
M� JACKSONVILLE, FLORIDA 32256
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EPROJECT NO.: 539M
CONSTR. CONTR. NO.
N40085-09-C-3208
NAVFAC DRAWING NO.
SHEET OF
CD-103
DRAWFORM REVISION: 10 MARCH 2009
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I
SEQUENCE OF CONSTRUCTION
1. NOTIFY CONTRACTING OFFICER PRIOR TO COMMENCING WORK.
2. INSTALL EROSION AND SEDIMENT CONTROL FEATURES AS
SHOWN ON THIS PLAN.
3. VERIFY EXISTENCE, LOCATION, AND CONDITION OF ALL UTILITIES
WITH NCOCC (1-800-632-4949) PRIOR TO LAND DISTURBING
ACTIVITIES.
D4. CLEAR AND GRUB SITE AS INDICATED ON DEMOLITION PLANS.
5. AS WORK PROCEEDS, PROVIDE INLET PROTECTION AS
INDICATED. INSTALL CONSTRUCTION ENTRANCES, PERIMETER
SEDIMENT FENCE AND SEDIMENT TRAPS.
6. INSPECT SEDIMENT CONTROL FEATURES AT THE END OF EACH
WORKING DAY TO INSURE PROPER FUNCTION. REPAIR AS
NEEDED.
7. DURING UTILITY CONSTRUCTION, INSTALL TEMPORARY SEDIMENT
CONTROL AS REQUIRED.
8. CONSTRUCT NEW FACILITY.
9. FINE GRADE SITE AND STABILIZE WITH PERMANENT SEEDING AS
INDICATED IN THE'SEEDING NOTES'.
10. CONSTRUCT NEW PAVED SURFACES.
11. AFTER FINAL APPROVAL, REMOVE ALL EROSION AND SEDIMENT
CONTROL FEATURES AND CONVERT POND TO A PERMANENT
STORMWATER MANAGEMENT FACILITY.
m
_L1e-,
L3
2 , 3
REQUIRED STANDARD SEDIMENT & EROSION CONTROL NOTES
1. THE CONTRACTOR SHALL PROTECT ALL POINTS OF CONSTRUCTION
5.
ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED
INGRESS AND EGRESS TO PREVENT THE DEPOSITION OF MATERIALS
DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL
ONTO PUBLIC ROADS. ALL MATERIALS DEPOSITED ONTO PUBLIC ROADS
CONSTRUCTION ACTIVITIES AND ALI. DISTURBED AREAS HAVE BEEN
SHALL BE REMOVED IMMEDIATELY.
STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING
CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE
SEDIMENTATION. ALL TEMPORARY CONTROL DEVISE SHALL BE REMOVED
IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE
ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED.
TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN
FOURTEEN (14) DAYS AFTER WORK HAS CEASED, EXCEPT AS STATED
6.
TEMPORARY DIVERSION BERMS AND/OR DITCHES WILL BE PROVIDED AS
BELOW.
NEEDED DURING CONSTRUCTION TO PROTECT WORK AREAS FROM
➢ WHERE STABILIZATION BY THE 14TH DAY IS PRECLUDED BY SNOW
UPSLOPE RUNOFF AND/OR TO DIVERT SEDIMENT -LADEN WATER TO
COVER OR FROZEN GROUND CONDITIONS STABILIZATION MEASURES
APPROPRIATE TRAPS OR STABLE OUTLETS.
MUST BE INITIATED AS SOON AS PRACTICABLE.
➢ WHERE CONSTRUCTION ACTIVITY ON A PORTION OF THE SITE IS
7.
LITTER, CONSTRUCTION DEBRIS, OILS, FUELS, AND BUILDING PRODUCTS
TEMPORARILY CEASED, AND EARTH -DISTURBING ACTIVITIES WILL BE
WITH SIGNIFICANT POTENTIAL IMPACT (SUCH AS STOCKPILES OF FRESHLY
RESUMED WITHIN 14 DAYS, TEMPORARY STABILIZATION MEASURES
TREATED LUMBER) AND CONSTRUCTION CHEMICALS THAT COULD BE
DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE.
EXPOSED TO STORM WATER MUST BE PREVENTED FORM BECOMING A
POLLUTANT SOURCE IN STORM WATER DISCHARGES.
3. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED
EVERY SEVEN (7) DAYS OR AFTER A SIGNIFICANT RAINFALL EVENT (1/2"
PER 24 HR PERIOD). IF SITE INSPECTIONS IDENTIFY BMPS THAT ARE
8.
THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE
DAMAGED OR ARE NOT OPERATING EFFECTIVELY, MAINTENANCE MUST BE
TRACKING OF MUD ONTO PAVED ROADWAY(S) FROM CONSTRUCTION
PERFORMED AS SOON AS PRACTICAL OR AS REASONABLY POSSIBLE AND
AREAS AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY
BEFORE THE NEXT STORM EVENT WHENEVER PRACTICABLE.
REMOVE MUD/SOIL FROM PAVEMENT, AS MAY BE REQUIRED.
4. PROVIDE SILT FENCE AND/OR OTHER CONTROL DEVICES, AS MAY BE
9.
THE SITE'S APPROVED EROSION AND SEDIMENT CONTROL PLANS SHALL
REQUIRED, TO CONTROL SOIL EROSION DURING UTILITY CONSTRUCTION.
BE AVAILABLE AT THE SITE.
ALL DISTURBED AREAS SHALL BE CLEANED, GRADED, AND STABILIZED
WITH GRASSING IMMEDIATELY AFTER THE UTILITY INSTALLATION. FILL,
10.
THE APPLICANT IS RESPONSIBLE FOR OBTAINING ANY OTHER FEDERAL,
COVER, AND TEMPORARY SEEDING AT THE END OF EACH DAY ARE
STATE, AND LOCAL AUTHORIZATIONS WHICH MAY BE REQUIRED.
RECOMMENDED. IF WATER IS ENCOUNTERED WHILE TRENCHING, THE
WATER SHOULD BE FILTERED TO REMOVE ANY SEDIMENTS BEFORE BEING
PUMPED BACK INTO ANY WATERS OF THE STATE.
1
C EXISTING
e
PHASE I - INSTALL 940 LF OF
STANDARD SILT FENCEC16-
,
r
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i � d
t
1 t
t
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NEW SWALE -
SEE DETAIL 5, SHT CU-500 " , 14
REGRADE TOPSOIL
AND RESEED
(TYPICAL) / f�
A 1_3 BUSH
EA BU J
Agd.EA BUSH\ice
ii -' >
o n
w 7-
E
6
N _^,
B -
� PROJECT BOUNDARY
Ui
\ T
CONSTRUCTED WHEN
TRAP 5 IS REMOVED
K
TEMPORARY SEDIMENT TF
a
TOP ELEV. = i
BOTTOM ELEV = 1
SEE DETAIL SHT CC
LJ
C(
0
5
A
20` e \
TS PS
4 1 5
PROJECT BOUNDARY
Line #/Curve #
Length
Direction/Delta
Radius
C1
11.49
76011'19"
8.64
C2
11.88
164003'05"
4.15
C3
20.78
87030'55"
13.61
C4
25.72
80041'19"
18.26
C5
11.81
71018'36"
9.49
C6
13.64
80040'21"
9.69
C7
28.32
81 "07'24"
20.00
C8
23.39
89"20'08"
15.00
C9
62.98
90012'55"
40.00
C10
31.27
89034'43"
20.00
CONTOURS SHOWN ARE TEMPORARY.
SEE SHEET C-101 TO C-103 FOR
PERMANENT GRADING
PROJECT BOUNDARY
Line #/Curve #
Length
Direction/Delta
Radius
C11
7.90
9002910"
5.00
L1
33.19
N29026'27"E
L2
2.46
S80"02'28"E
L3
29.75
N16032'36"E
L4
5.37
N67041'48"W
L5
44.80
N16000'00"E
L6
4.88
N73008'37"W
L7
209.96
N16032'40"E
L8
9.78
N59°38'38"W
L9
71.45
N16"53'32"E
PROJECT BOUNDARY
Line #/Curve #
Length
Direction/Delta
Radius
L10
15.27
N73"09'32"W
L11
339.95
N17"13'20"E
L12
7.82
N63054'03"W
L13
21.20
N17049'39"E
L14
268.48
S72"50-13"E
L15
810.68
S1702242"W
L16
27.69
N73002'35"W
L17
13.44
N17026'35"E
L18
188.66
N72046'43"W
TOTAL DISTURBED AREA: 5.3 AC.
AL
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s
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2 .
'A' 1ER
INCORPORATED
fL PHASE II -INSTALL 424 LF OF
I ENTI N POND 1
11223 PHILLIPS PKVY DR. EAST
PERMANENT WET DET O
�s• � s s� •-� ` ;^ STANDARD SILT FENCE - .TACIcs�vaLE, FLORIDA 32256
/ TOP ELEV. = 22.00'
1
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BRANCH MARAM
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P , _\ ENT TRAP
._ r., s^ �.. a, ,• ,�:,. e � ,,..' . ; ..%..* ,: / : � rr �� , �,5 (' l '(lb'i/ TEMPORARY SEDIMENT 2 U O
1ASE I STABILIZED 11 Z N
STANDARD SILT FENCE .r ^,.:. rA,, s 4 r ` / Z -
a , •! TOP ELEV. - 20.00
UCTION ENTRANCE ,,�� \ �, -`_, __ ` � ••.,,,• _ � �o�° ;_ �€�; �5. ��� l x� r� spa •n �, '- x'. !6, lj l
�„ A� i BOTTOM ELEV = 16.50' � - O
Z
SEDIMENT AND EROSION CONTROL SITE NOTES
1. THE SUBJECT AREA HAS NO WETLANDS DELINEATED ON IT PER THE
NATIONAL WETLANDS INVENTORY MAP AND NONE EVIDENT DURING A
FIELD INSPECTION.
2. NO PORTION OF THE DISTURBED AREA LIES WITHIN THE 100-YEAR
FLOODPLAIN AS SHOWN ON FEMA FIRM PANELS 372043 6400 J, DATED
NOVEMBER 3, 2005.
3. ALL UTILITY TRENCH EXCAVATION SHALL BE PERFORMED IN
ACCORDANCE WITH THE FOLLOWING:
A. EXPOSE ONLY AS MUCH TRENCH AS CAN BE COMPLETED IN ONE
WORKING DAY. ALL TRENCHES SHALL BE BACKFILLED DURING THE SAME
WORK DAY. IF TRENCHES MUST REMAIN OPEN OVERNIGHT, PROVIDE
SAFETY NETTING AS REQUIRED.
B. NO STOCKPILES SHALL BE LEFT OVERNIGHT. IF STOCKPILES MUST BE
LEFT OVERNIGHT, THE STOCKPILE PERIMETER SHALL BE STABILIZED WITH
SILT FENCE.
PROJECT BOUNDARY a
C2 gg
r.
J
r
r
f
�1 U
vv
�-
�\ TEMPORARY SEDIMENT TRAP 6 � •
\` _
TOP ELEV. - ` BOTTOM ELEVV = = 19.50'
SEE DETAIL SHT CG-1037.
u � n
� 5 lTi 5 l
DINING FACILITY pHA
FF 24.50 SE I & II
I L, + y rf •• ( ' '^ • INSTALL294
STANDARD SILT FENCE
�/ � POROUS PAVEMENT / `�
.v F11INCET
ARY BLOCK AND GRAVEL
vv. vOTECTION (TYPICAL)
>> r
SEDIMENT & EROSION CONTROL LEGEND
SEDIMENT FENCE
- - - - - - - - - - PROJECT BOUNDARY
LOD LIMIT OF DISTURBANCE
........................••••• SEDIMENT DRAINAGE AREA LIMITS
IIII TEMPORARY FABRIC INLET PROTECTION
.IIIIi TEMPORARY BLOCK & GRAVEL INLET
PROTECTION
=0 STABILIZED CONSTRUCTION ENTRANCE
TOPSOILING
TS PS TEMPORARY / PERMANENT SEEDING
I
-r. a �y 3 r E DETAIL C -103 x � r r, � �, , C � ..� SEE D SHT G
�. � � a .t "4 c � •� A � r w P RAY SEDIMENT TRAP 4 s f TEAR O `� ! !
\ .T' 17 � t - I u /
�l� Cl. \ x� J i
r �J
TOP ELEV. - 1 .00' 9
� 1
\� \ e
BOTTOM ELEV = 15.50 � � \ "�� � � -_�_- `� /
' 1, > Rk 5. �.,. \/�� . •••••••.' x ^`.\' ' - �" �.i5^°., "'°^s '.'F° ¢,� ` 220 'r � A a. v ��� "' I //I r � ' �{/�( (l LIJ
Q
SEE DETAIL SHT CG-102 �\�`._ 5 x71/! l l / J )t I''I it Z Z
�, `Tt
STABILIZE INFLOW TO PIPE \.' w -
� POROUS PAVEMENT
,d
\� \\ 1 �, 2Ts M„ u 7 °' f 1 I w
WITH CLASS B EROSION CONTROL J _, s _ ^ w / / / ! PHASE II -INSTALL 486 LF OF - J Z
v� -20.0 / �l /%C STANDARDSILTFENCE
STONE PLACED 21"THICK \ ` / / Z LLJ
ON FILTER FABRIC (D 502 - 9") \�` \ \� ,* 7 /l l l�i% V LI_I
_ ,•• S P
1 (l ll1 / GRASS ISLAND 1'- QLLJ
TEMPORARY SEDIMENT TRAP 3 \ w 1 \ / ry LL
TOP ELEV. = 19.00' `` \'/ \ \� _ % ) y /, (TYPICAL) p J
BOTTOM ELEV = 15.50' Vv �� - 1 l /�l Il '� rz Q A
SEE DETAIL SHT CG-102 / PHASE I - STABILIZED - POROUS PAVEMENT t 1 �i /r !l1/ w >
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CONSTR. CONTR. NO.
p Dwo N40085-09-C-3208
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ii� NAVFAC DRAWING N0.
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'EMPORARY SEDIMENT TRAPS 3 & 4 - SECTION B-1
SCALE: 1"=5' (V)
1 20' (H)
20
0
20
40
GRAPHIC
SCALE
- 1 INCH =
20 FEET
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ill =20'
STONE TRAP OUTLET
:E DETAIL 9HT CG-504
19.00
9.00 9 00,
STATION
TEMPORARY SEDII
TOP ELEV. = 19.00'
RnTTOM FI FV = 1f
,
/
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'EMPORARY SEDIMENT TRAPSS 3 & 4 - PROFILE A -A
SCALE: 1'=5' (1)
V=20' (H)
26
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'EMPORARY SEDIMENT TRAPS 3 S 4 - SECTION C-C
SCALE: 1 '=5' (V)
1"=20'(H)
2 ' 3
26
24
22
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16
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14
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4
SEDIMENT TRAPS 3 & 4
TRAP 3
TRAP 4
Drainage Area
0.604
0.73
Volume Required
2174
2628
Volume Provided
2765
2765
10 Year Strom
1.695
2.11
Surface Area Required
737
918
Surface Area Provided
1280
1280
Bottom Dimension
50x6
50x6
Side Slopes
2H:1V
21-1:1V
Bottom Elevation
15.5
15.5
Spillway Crest Elevation
19.0
19.0
Top Dam Elevation
20.0
50.0
Weir Length Required
4
4
Weir Length Provided
10
10
Sediment Cleanout Elevation
17.25
17.25
Trap Type
STD 6.6
STD 6.6
- INTERMEDI.
EL FINISHED
O O O O
STATION
'EMPORARY SEDIMENT TRAPS 3 & 4 - SECTION D-1
SCALE: V=5' (1)
V=20' (H)
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CONSTR. CONTR. NO.
N40085-09-C-3208
NAVFAC DRAWING NO.
SHEET OF
CG-102
ORAWiORN RENSgN: 10 MARCH
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TEMPORARY SEDIMENT TRAP 2
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TEMPORARY SEDIMENT TRAP 2
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TEMPORARY SEDIMENT TRAP 5 - PLAN VIEW
111 20'
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TEMPORARY SEDIMENT TRAP 6
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TEMPORARY SEDIMENT TRAP 6 - P
1"=20'
x
LAN VIEW
SEDIMENT TRAP 2
Drainage Area
1.007
Volume Required
3623
Volume Provided
3675
10 Year Strom
3.11
Surface Area Required
1353
Surface Area Provided
1680
Bottom Dimension
70x6
Side Slopes
2H:1 V
Bottom Elevation
16.5
Spillway Crest Elevation
20.0
Top Dam Elevation
21.0
Weir Length Required
4
Weir Length Provided
10
Sediment Cleanout Elevation
18.25
Trap Type
STD 6.6
SEDIMENT TRAP 5
Drainage Area
0.477
Volume Required
1717
Volume Provided
1799
10 Year Strom
1.337
Surface Area Required
582
Surface Area Provided
836
Bottom Dimension
24x8
Side Slopes
2HAV
Bottom Elevation
17.75
Spillway Crest Elevation
21.25
Top Dam Elevation
22.25
Weir Length Required
4
Weir Length Provided
10
Sediment Cleanout Elevation
19.5
Trap Type
STD 6.6
SEDIMENT TRAP 6
Drainage Area
0.531
Volume Required
1912
Volume Provided
1799
10 Year Strom
1.323
Surface Area Required
n/a
Surface Area Provided
n/a
Bottom Dimension
70x8
Side Slopes
2HAV
Bottom Elevation
19.50
Spillway Crest Elevation
20.76
Top Dam Elevation
21.50
Weir Length Required
n/a
Weir Length Provided
n/a
Sediment Cleanout Elevation
Trap Type
STD 6.6
NOTE: REQUIRED VOLUME IN EXCESS OF
TRAP 6 CAPACITY WILL BE HANDLED BY SILT
FENCE.
20 0 20 40
Me Me ME
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2
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EMPORARY SEDIMENT TRAP 2 - PROFILE A-,
SCALE: 1"=5' (V)
1"=20'(H)
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26
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STATION
EMPORARY SEDIMENT TRAP 5 - PROFILE A-,
SCALE: 1"=5' (V)
1 20' (H)
26
24
22
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18
16
/
W
14
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28 - -- --- -- - PROTECT EXIST NG INLET- - - 26
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INTERMEDIATE
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EMPORARY SEDIMENT TRAP 6 - PROFILE A-,
SCALE: 1"=5' (V)
1 20' (H)
3
26
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16
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W
-
16
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EMPORARY SEDIMENT TRAP 2 - SECTION B-
SCALE: 1"=5' (V)
1 20' (H)
26
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18
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16
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EMPORARY SEDIMENT TRAP 5 - SECTION B-
SCALE: 1"=5' (V)
1 20' (H)
26
24
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EPROJECT NO.: 538777
CONSTR. CONTR. NO.
N40085-09-C-3208
NAVFAC DRAWING NO.
D) E C" E ; V FFryry��ttf
5S •d V SHEET OF
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EMPORARY SEDIMENT TRAP 6 - SECTION B-
SCALE: Vm5' (V)
1"=20'(H)

3 i 4 , 5
Practice Standards and Specifications
UDefinition A graveled area or pad located at points where vehicles enter and leave a
construction site.
Purpose Tb provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
PracticeA ileS public road or other paved ofisiteam. Construction plans should Iimittraffic
Applies to properly constructed entrances.
Design Criteria Aggregate Size —Use 2-3 inch washed stone.
Dimensions of gravel pad —
Thickness: 6 inches minimum
Width: 12-feet minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-feet minimum
Location —Locate construction entrances and exits to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads.
2-3„ -
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the coretrucolan site (mod'itied from Va SWDD).
6.06.1
Practice Standards and SpecUications
standard concrete block and gravel.
Purpose To help prevent sediment from entering storm drains before stabilizing the
contributing watershed. This practice allows early use of the storm drain
system.
Conditions Where Where storm drain inlets are to be made operational before permanent
stabilization of the disturbed drainage area. This method of inlet protection
Practice Applies
applies to both drop inlets and curb inlets where heavy flows are expected,
and an overflow capacity is necessary to prevent excessive pending around
the structure. Shall t flooding after rainfall should be expected, Shallow temporary g pec ,
however.
This practice must not be used near the edge of fill material, and most not
divert water away from the storm drain.
Design Criteria Keep the drainage area no greater than 1 acre unless site conditions allow for
frequent removal and adequate disposal of accumulated sediment.
Keep the height of the barrier at least 12 inches and no greater than 24 Inches.
Do not use mortar. Limit the height to prevent excess pending and bypass
flmv.
Recess the first course of blocks at least 2 inches below the crest opening of
the storm drain for lateral support. Support subsequent courses laterally if
needed by placing a 2 x 4-inch wood stud through the block openings that are
perpendicular to the block course needing support. Lay some blocks on their
side in the bottom row for dewatering the pool (Figure 6.52a).
Place gravel just below the top of the blocks on slopes of 2:1 or flatter. Place
hardware cloth or comparable wire mesh with 1/24nch openings over all block
openings to hold gravel in place.
The top elevation of the structure mast be at least 6 inches lower than the
ground elevation downslope from the inlet. It is important that all storm flows
pass over the structure and into the storm drain and not past the structure.
Temporary diking below the structure may be necessary to prevent bypass flow.
Material may be excavated from inside the sediment pool for this purpose.
6.52.1
5.06.2
652.2
Washing —If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone
that drains into a sediment trap or other suitable disposal area. A wash rack
may also be used to make washing more convenient,and effective.
Construction I. Clear the entrance and exit area of all vegetation, roots, end other
objectionable material and properly grade it
Specifications
2. Place the gravel to the specific grade and dimensions shown on the plans,
and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
outlet
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from
leaving the construction site. This may require periodic topdressing with 2-
inch stone. After each rainfall, inspect any structure used to trap sediment
and clean it out as necessary. Immediately remove all objectionable materials
spilled, washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass -lined Channels
Sediment traps and Barriers
6.60, Temporary Sediment Trap
tul•�
•I, ice'. .� .;r•.�i' �•�/♦� �� Imo:."�.
Sediment
Figure 6.52a Block and gravel drop inlet protection.
rMM
Dewatering
Construction 1. Lay one block on each side of the structure on its side in the bottom row
to allow pool drainage. The foundation should be excavated at least 2 inches
Specifications
below the crest of the storm drain. Place the bottom row, of blocks against
the edge of the storm drain for lateral support and to avoid washouts when
overflow occurs. If needed, give lateral support to subsequent rows by placing
2 x 4 wood studs through block openings.
2. Carefully fit hardware cloth or comparable wive mesh with openings
over all block openings to hold gravel in place.
3. Use clean gravel,'/4- to %cinch in diameter, placed 2 inches below the top
of the block on a 2:1 slope or flatter and smooth it to an even grade. DOT#57
washed stone is recommended.
Practice Standards and Specfcations
Definition
A temporary measure of wire -mesh hardware'doth around steel posts
supporting washed stone placed around the opening of a drop inlet.
Purpose
To prevent sediment from entering yard inlets, grated storm drains or drop
inlets during construction. This practice allows early use of the storm drain
system.
Conditions Where
To be placed around a catch basin or a drop inlet and where the flow is light to
Practice Applies
moderate. If heavy flow is anticipated, use the rock doughnut inlet protection
method (Practice 6.54, Rock Doughnut Inlet Protection). It is also used where
storm drain inlets are to be made operational before permanent stabilization
of the disturbed drainage area. This method of inlet protection is effective
where the inlet is expected to drain shallow shed flow. The immediate land
of ea around the inlet should be relatively flat (less than 1 percent) and located
so that accumulated sediment can be easily removed.
This practice must not be used near the edge of fill material and must not
divert water over cut or an slopes.
Design Criteria
Ensure that drainage areas do not exceed 1 acre per inlet.
For securing the wire mesh hardware cloth barriers, use steel Tposts. The posts
need to be 1.23 lb/linear ft steel with a minimum length of 5 feet. Make sure
the posts have projections to facilitate fastening the hardware cloth. Securely
drive each stake into the ground to a minimum depth of 2 fed. The maximum
spacing for the posts is 4 fed.
The wire mesh should be at least a 19-gauge hardware cloth with a % inch
mesh opening. The total height should be a minimum of 2 fed. Providing a
flap of hardware cloth on the ground projecting away from the inlet can aid in
removal of the stone at the project's completion. The sediment control stone,
with a height of 16 inches, should have a outside slope of 2:1.
The top elevation of the structure must be at least 12 inches lower than the
ground elevation downslope from the Inlet. It is important that all storm
flows pass over the structure into the storm drain and not bypass the structure.
Temporary dikes below the structure may be necessary to prevent bypass flow.
excavated when constructing the sediment pool may be used for this
P�ml
rpose (Figure 6.51a).
Rev. 6106
Temporary sediment pool
1' MIT --
slope --
2' max
Fine gravel
face (1 ' min
thickness)
Figure 6.52b Gravel drop Inlet protection (gravel donut).
Rev. 6M
6.51.1
Practice Standards and Speci licalions
Wire mesh
(optional) ,
4. If only stone and gravel are used, keep the slope toward the inlet no steeper
than 3:1. Leave a minimum 1-foot wide level stone area between the structure
aid around the inlet to prevent gravel from entering inlet. On the slope toward
the inlet, use stone 3 inches in diameter or larger. On the slope away from
the inlet use %2 - %-inch gravel (NCDOT #57 washed stone) at a minimum
thickness of 1 foot
Maintenance Inspect the barrier at least weekly and after each significant (%2 inch or greater)
rainfall and make repairs as needed.
Remove sediment as necessary to provide adequate storage volume for
subsequent rains.
When the contributing drainage area has been adequately stabilized, remove
all materials and any unstable soil, and either salvage or dispose of it properly.
Bting the disturbed area to proper grade, then smooth and compact it
Appropriately stabilize all bare areas around the inlet.
References hdet Protection
6.50, Excavated Drop Net Protection (Temporary)
6.51, Hardware Cloth, and Gravel Inlet Protection (Temporary)
North Carolina Department of 71•ansportation
Standard Specifications for Roads and Structures
6.52.3
3 i 4
4' max
WbOT #5 or #57
washed stone
19-gunge hardware cloth
0 mesh openirgs)
I�! 16-
Construction 1. Uniformly grade a shallow depression approaching the inlet.
Specifications 2• Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum of 4 feet
apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and tottom. Placing a 2-foot flap
of the wire mesh under the gravel for anchoring is recommended.
4. Place clean gravel (NC DOT #5 or #57 stone) on a 2:1 slope with a
height of 16 inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized, remove
accumulated sediment, and establish final grading elevations.
6. Compact the area properly and stabilized it. with groundcover.
Maintenance Inspect inlets at least weekly and after each significant ('/n 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 -tone as needed
References Inlet Protection
6.52, Block and Gravel Inlet Protection
6.54, Rock Doughnut Inlet Protection
North Carolina Department of 71ansportarfon
Standard Specifications for Roads and Structures
6.51.2
Rev. 6A16
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Practice Standards and Specifications I o I Practice Standards and Specifications
6.62 SEDIMENT FENCE
Definition A temporary sediment control measure consisting of fabric buried at the
bottom, stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where Below small -disturbed areas that are less then'/4 acre per 100 feet of fence.
Practice Applies Where rtmoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not Install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater mnoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning A sediment fence is a system to retain sediment on the construction site. The
Considerations fence retains sediment primarily by retarding flow and promoting deposition.
In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate pending and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool reaches
design level. Curling each end of the fence uphill in a "P' pattern may be
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release storm s that x the design storm o flow exceed Y 8n
Deposition oolformsbehindthefence. The designer
P Se Pcan
direct flows to specified deposition areas through appropriate positioning of
the fence or by providing an excavated area behind the fence. Plan deposition
areas at accessible points to promote routine cleanout and maintenance. Show
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the contour. A maximum slope
of 2 percent is recommended. This technique may be used to control shallow,
uniform flows from small disturbed areas and to deliver sediment -laden water
to deposition areas. The anchoring of the toe of the fence should be reinforced
with 12 inches of NC DOT #5 or #57 washed stone when flow will run parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Rev. 6/06 6.62.1
Practice Standards and Specfcations
Cross -Section
View
Filter
Steel fabric
Backfill trench
Natural
post
and compact
jhoroughly
ground
I r(/
T
upsl�
,�•..•tnin•• �•,
24"
min
Figure 6.62a Installation detail of a sediment fence.
Rev. 5108
Straw barriers have only a 0-20%trapping efficiency and are inadequate. Straw
bales may not be used in place of sediment fence. Prefabricated sediment fence
with the fabric already stapled to thin wooden posts does not meet minimum
standards specified later in this section.
Anchoring of sediment fence is critical. The toe of the fabric must be anchored
in a trench backfilled with compacted earth. Mechanical compaction must be
provided in order for the fence to effectively pond runoff.
Design Criteria Ensure that drainage area is no greater than V44 acre per 100 feet of fence. This
is the maximum drainage area when the slope is less than 2 percent. Where
all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope length of 25 feet. For a 100-foot length of sediment fence,
the drainage area would be 25ft X IOOft = 2500sq.R., or 0.06 acres.
Table 6.62a Maximum
Slope Length and Slope for
which Sediment Fence Is
Applicable
Slope Slope Length (ft) Maximum Area (ftz)
<2% 100 10,000
2 to 5% 75 7,500
5 to 10% 50 5,000
10 to 20% 25 2,500
>20% 15 1,600
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point
along the fence.
if non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a ri re s a riprap splash pad or other outlet protection device for any point
where flow may overtop the sediment fence such as natural depressions or
Y P P
swales. Ensu
re that the maximum height of the fence at a protected, reinforced
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life of a synthetic sediment fence should be 6 months.
Construction MATERIALS
Specifications 1, Use a synthetic filter fabric of at least 95% by weight of polyolefins or
p polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120" F.
6.62.2 Rev. 6106
The Slicing Method
tbndrg height POST SPACING:
max
. 24' 6F'na x.on open Iona
J 1 4' mos . on pooling areas
Aaach fdAc to
rpsheom aide of Post
FLOW -
Drive over each side orsilt PMT DFPTH:
fence 2 to 4 times with 2 lest l
device exerting 60 p.s.r, or
greater
compacted soli compMedsoil
ral
id
No more than 24" of 36" fabric
is allowed above ground.
Top of Fabric
Belt
folyp 6"
I
ATTACHMENT DETAILS:
• Gather fabric at posts, 0 needed.
• Utnze three ties per post, all within tap 0" of fabric.
• Position each tie diagonally, puncturing holes vertically
a minimum of T" apart.
• Haig each He ma post nipple and tighten aeeurely.
Use cable Hes (501bs) or soft wire.
Roll of silt fence
Slit Fence
Post
Instated
after
Compaction
Horizontal cMsel point Slicina blade I
3" wmm__h) , DJ"...T width)
Completed Installation
Mbratory plow Is not acceptable because of horizontal Compaction
Figure 6.62b Schematics for using the slicing method to Install a sediment fence. Adapted from Slit Fence that Works
6.62.5 1 6.62.6
Rev. 6/06
2. Ensure that posts for sediment fences are 1.33 th/linear R steel with
a minimum length of 5 feet. Make sure that steel posts have projections to
facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b SDeclfications For Sediment Fence Fabric
Temporary Slit Fence Material Property Requirements
Supported' unSupportew Type of
Test Material Units Slit Fence Silt Fence value
Grab Strength ASTM D 4632 N (Ibs)
Machine Direction 400 650 MARV
(90) (90)
X-Machine Direction 400 450 MARV
(90) (90)
PsrmlttirAl ASTM D A491 sac-1 OAS 0.05 MARV
Apparent Opening Size' ASTM D 4761 mm 0.60 0.60 Max. ARva
(US Sleve #) (30) (30)
Ultraviolet Stability ASTM 70%after 70%after
ASTM D 4355 Retolned mob of exposure 500h of exposure Typical
Strength
' Slit Fence support shell consist of 14 gaga steal wire with a mesh spacing of 150 min (e Inches), or prefabricated poylrrsr mesh of
equivalent strength.
• These default values are based on ampidcai evidence with a variety of sediment. For environmentally sensitive areas, a review of
previous experience and/or site or regionally specific geotex6le tests In accordance with Test Method D 6141 should be performed
by the agency to confirm sultablllty of these requirements.
' As measured in accordance with Teat Method D 4632.
Rev. 6106
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure.)
3. Construct the t fabric
filter f ions from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with 4 feet minimum overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to
the upslope side of the posts. Extend the wire mesh support to the bottom of
die. trench. Fasten the wire reinforcement' then fabric on the upslope side of
the fence post. Wire or plastic zip ties should have minimum 50 pound tensile
strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet
apart. Support posts should be driven securely into the ground a minimum of
24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require wire
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plstic zip ties should have minimum 50 pound tensile strength.
6.623
Practice Standards and Specifications
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ireffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
fer the next rain and to reduce pressure on the fence. Take care to avoid
mdemtining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
References ASTM D 6461 - 99. "Standard Specification for Silt Fence Materials" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.natin.org, or contact ASTM Customer Service at [e-mail]. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
ASTM D 6462 - 03. "Standard Practice for Silt Fence installation' ASTM
international. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contact ASTM Customer Service at [e-mail]. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
C. Joel Sprague, PE, Silt Fence Performance Limits and Installation
Requirements. Sprague and Sprague Consulting Engineers and TRI/
Environmental, Inc.
Carpenter Erosion Control. hfp://www.tonimy-sfm.com/
Kentucky Erosion Prevention and Sediment Control Field Manual, 2004.
RunoffControl Meawmv
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Appendix
8.03, Estimating Runoff
Rev. 6/06 6.62.7
3
4
6.62A
0
7. Excavate a trench approximately 4 inches wide and 8 inches deep along
the proposed line of posts and upslope from the barrier (Figure 6.62a).
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with soil placed over the filter fabric and compact.
Thorough compaction of the backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation '.The base of both end posts should be at least one foot higher than the
Specifications middle of the fence. Check with a level if necessary.
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level,
8. The installation should be checked and corrected for any deviations before
Compaction.
9. Compactions ' t vitally impor
tant for effective
P
results. Coro act the soil
immediately next to the silt fence fabric it th with e front wheel of the tractor,
skid steer, or roll
er exertingat least 60 po
unds ou cis per square inch. mat th p p q Compact e
upstream side first, and then each side twice fora total of 4 trips.
Rev. 6/06
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6.10
8
Practice Standards and Specfcations
Definition Planting rapid -growing annual grasses, small grains, or legumes to provide
initial, temporary cover for erosion control on disturbed areas.
Purpose To temporarily stabilize denuded areas that will not be brought to final grade
for a period of more than 21 calendar days.
Temporary seeding controls runoff and erosion until permanent vegetation or
other erosion conbol measures can be established. In addition, it provides
residue for soil protection and seedbed preparation, and reduces problems of
mud and dust production from bare soil surfaces during construction.
Conditions Where On any cleared, unvegetated, or sparsely vegetated soil surface where
Practice Applies vegetative cover is needed for less than 1 year. Applications of this practice
Include diversions, dams, temporary sediment basins, temporary road banks,
and topsoil stockpiles.
Planning Annual plants, which sprout and growrapidly and survive for only one season,
Considerations are suitable for establishing initial or temporary vegetative cover. Temporary
seeding preserves the integrity of earthen sediment control structures such
as dikes, diversions, and the banks of dams and sediment basins. It can also
reduce the amount of maintenance associated with these devices. Forexample,
the frequency of sediment basin cleanouts will be reduced if watershed areas,
outside the active construction zone, are stabilized.
Proper seedbed preparation, selection of appropriate species, and use ofquality
seed are as Important in this Practice as in practice 6.11, Permanent Seeding.
Failure to follow established guidelines and recommendations carefully may
result in an Inadequate or short-lived stand of vegetation that will not control
erosion.
Temporary seeding provides protection for no more than 1 year, during which
time permanent stabilization should be initiated.
Specifications Complete grading before preparing seedbeds, and install all necessary erosion
control practices such as, dikes, Waterways, and basins. Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion
hazard. If soils become compacted during grading, loosen them to a depth of
-i 6-8 inches using a ripper, harrow, or chisel plow.
III
SEEDBED PREPARATION
Good seedbed preparation is essential to successful plant establishment. A
good seedbed is well -pulverized, loose, and uniform. Where hydroseeding
methods are used, the surface may be left with a more Irregular surface of
large clods and stones.
I ' Liming—Applylimeeccordingtosoilt"trecomnundations. IflhepH(acklity)
of the soil is not known, an application of ground agricultural limestone at the
Raw. 6106 6.10.1
Table 6.10b
Temporary Seeding
Recommendations for
Summer
Practice Standards and Specifications
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains —May 15 -Aug. 15
Piedmont —May 1 -Aug. 15
Coastal Plain —Apr. 16 - Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 760 Iblacre 10.10-10 fertilizer.
Mulch
Apply 4,0001blacre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertllize if growth is not fully adequate. Reseed, refertiilze and mulch
Immediately following erosion or other damage.
6.10.5
6.10.2
0
rate of I to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acre on fine -
textured soils is usually sufficient. Apply limestone uniformly and Incorporate
Into the top 4.6 Inches of soil. Soils with a pH of 6 or higher need not he
limed.
Fertilizer —Haze application rates on soil tests. when these are not possible,
apply 10-10-10 grade fertilizerat700-1,000 lb/acre. Both fertilizer and lime
should be Incorporated Into the top 4-6 inch" of soil. If a hydraulic seeder Is
used, do not mix seed and fertilizer more than 30 minutes before application.
Surface roughening —If recent tillage operations have resulted in a loose
surface, additional roughening may not be required, except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen it
Just prior to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding
(Practice 6.03, Surface Roughening).
PLANT SELECTION
Select an appropriate species or species mixture from Table 6.10a for seeding
In late winter and early spring, Table 6.10b for summer, and Table 6.I0c for
fall.
In the Mountains, December and January seedings have poor chances of
success. When it is necessary to plant at these times, use recommendations
for fall and a securely tacked mulch.
SEEDING
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Tables 6.I0a-6.I0c. Broadcast
seeding and hydroseeding are appropriate for steep slopes where equipment
cannot be driven. Hand broadcasting Is not recommended because of the
difficulty in achieving a uniform distribution.
Small grains should be planted no more than I inch deep, and grasses and
legumes no more than 112 inch. Bmadcast seed must be covered by raking
or chain dragging, and then lightly firmed with a roller or cultipacker.
Hydroseeded mixtures should include a Wood fiber (cellulose) mulch.
MULCHING
The use of an appropriate mulch will help ensure establishment under normal
conditions, and is essential to seeding success under harsh site conditions
(Practice 6.14, Mulching). Harsh site conditions include:
• seeding In fall for winter cover (wood fiber mulches are not considered
adequate for this use),
• slopes steeper than 3: 1,
• excessively hot or dry weather,
• adverse soils (shallow, rocky, or high in clay or sand), and
• areas receiving concentrated flow.
If the area to bemulched Is subject to concentrated waterflov, as in channels,
anchor mulch with netting (Practice 6.14, Aulching).
Table 6.10c
Temporary Seeding
Recommendations for Fall
6.10.6
2
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains —Aug. 15 - Dec. 15
Coastal Plain and Piedmont —Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 Iblacre ground agricultural limestone
and 1,000lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000lblacre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Repair and refertllize damaged areas immediately. Topdress with 50
Iblacre of nitrogen In March. It It is necessary to extent temporary
cover beyond June 15, overseed with 50 Iblacre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeze In late February or
early March.
Practice Standards and Speci<fcallons
0
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
Table 8.10a
possible.
Temporary Seeding
Recommendations for Late
References sitePreparaaon
Winter and Early Spring
6.03, Surface Roughening
6.04, Topsoiling
Surface Stabilization
6. 11, Permanent Seeding
6,14, Mulching
Appendix
8.02, Vegetation Tables
6.10.3 6.10.4
3 4
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe In
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeze when duration of temporary cover Is not to
extend beyond June.
Seeding dates
Mountains —Above 2600 feet: Feb. 15 - May 16
Below 2500 feet: Feb. 1- May 1
Piedmont —Jan. 1 - May 1
Coastal Plain —Dec. i -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 Iblacre ground
agricultural limestone and 750 Ib/acre 10.10.10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool, A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertllize If growth Is not fully adequate. Reseed, referfilize and mulch
Immediately following erosion or other damage.
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Practice Standards andSpecifications
Native Seed and Plant Selection for Stabilization of Wetlands, Riparian
Areas, and Fioodplalns
Upon the completion of the land disturbing activity, vegetative cover must
be established on all areas not stabilized by other means. If work in these
areas stops for more than 15 working days, temporary vegetative cover andl
or matting must be applied to all disturbed areas. The goal is to protect these
areas from erosion and to prevent sedimentation of adjacent streams, wetlands,
lakes, and other water bodies.
Planning considerations for wetlands, riparian areas and floodplains vvill
require additional research, detail and speciflestions. Native grimcs are
usually required m a condition of a 401 Water Quality Certification or a trout
buffer variance.
Native vegetative species are plant species that naturally occur in the region In
which they evolved. These plants are adapted to local soil types and climatic
variations. Because most native species do not germinate and establish "
readily as some introduced species, it is necessary to provide a non-native
nurse crop or matting to stabilize the soil until the native crop can become
established as the dominant cover. once established, the native plants will
produce an extensive mot structure that, if properly maintained, will stabilize
soils and reduce erosive forces ofminfall and overland stormwater flow. Many
of these plants also possess characteristics that, %lien established, at low them
not only to survive, but also to thrive under local conditions.
Seeding a mixture of perennial native grasses, rushes, and sedges is a way
to establish permanent ground cover within wetlands, riparian areas and
floodplains. The use of propagated plants is another method of reestablishing
natives In these environments. Selecting a seed mixture and/or propagated
plants of different species with complimentary characteristics will provide
vegetation to fill select niches on alias with varying physical conditions.
The design professional should note that because most native species do not
germinate and establish as readily as some introduced species, it is necessary
to crop provide a non-native nurse matting stabilize the soil until the
p p or att g to
native crop can become established as the dominant cover. For additional
Information about acceptable nurse crop varieties, consult the planting list in
Appendix 9.02, local seed and plant suppliers, the North Carolina Cooperative
Extension Service or a qualified design professional to assure the proper
selection and plant mix.
0
Permanent native seed species within the seed mixture should be selected
based on natural occurrence of each species in the project site area. Climate,
soils, topography, and aspect are major factors affecting the suitability ofplants
for a particular site and these factors vary widely across North Carolina, with
the most significant contrasts occurring among the three major physlographic
regions of the slate - Mountains, Piedmont, and Coastal Plain. Subregions
of the state should also be considered. For example, the Triassic Basin in the
Piedmont region may have characteristics that call for special suit treatment,
limited plant selection, and special maintenance. Even within the riparian
area, there may be need for different species depending on site conditions
(i.e., dry sandy alluvial floodplains with wet pockets). Therefore, thoughtful
planning Is required when selecting species for individual sites in order to
maximize successful vegetation establishment.
Native seed and plant species are included on the plant list in Appendix 5.02
of this annual.
The design professional should note that regardless of the benefits and
advantages of native seeds and plants, there are potential issues if proper
planning, installation and maintenance do not occur. These may include:
• Potential for erosion or washout during the establishment stage;
• Seasonal limitation on suitable seeding dates and availability of seed and
plants;
• Adaptability of species at specific sites;
• Availability of water and appropriate temperatures during germination
and early growth; and
• Lack of maintenance to control invasive plants and undesirable
competition.
PLANTING
• Seed- Prepare the seed bed m described above In soil preparation. Apply
seed at rat" specified on die plans, and/or as recommended In Tables
6.1 la-c of this manual, with a cyclone seeder, prop type spreader, drill,
or hydroncder on and/or Into the prepared bed. Incorporate the seed
Into the seed bed as specified. Provide finished grades as specified on
the approved plan and carefully culti-pack the seedbed as terrain allows.
If terrain does not allow for the use of a cullipacker, the approved plans
mid construction sequence must provide an alternative method of tightly
compacting the soil. Mulch immediately.
• Sprigs and Sod -Install onto the prepared seed bed per the most current
guidance in Carolina Lawns, NCSU Extension BulletinAG-69, or Practice
6.12 Sodding.
Practice Standards and Specifications
• Woody plants (liners, container, B&B) - These materials are typically
used to complement an herbaceous protective cover. They eventually
are major components of long-term, permanent stabilization and should
be chosen and planned in conjunction with immediate and long-term
maintenance, The plants should be selected and specified by the design
professional for each individual project See Practice 6.13 73ees, Shrubs,
Pines, and Ground Corers.
MAINTENANCE
The absence of or an Incomplete landscape management specification and/
or complete maintenance schedule shall constitute grounds for disapproval of
the plans. Proper maintenance is critical for the continued stabilization once
vegetative cover is established. Although maintenance strategies Par different
sites may be similar, no two construction sites in North Carolina have been
m will be able to be controlled or protected In Identical ways. variations in
climate, topography, soils, available moisture, size and many other conditions
will dictate the maintenance methodology to be used. A detailed schedule of
maintenance will be required on the plans. This schedule will illustrate how
the Initial planting will be maintained to assure immediate, short term and
permanent protection. The schedule will address topics such as appropriate
irrigation of plants during the early establishment phase, drought conditions,
excessive rainfall, mulch replacement, supplemental seeding, supplemental
soils tests, application of nutrients and amendments, control of competitive
and invasive species, disease and Insect control, and corrective maintenance,
measures to address failure of vegetation to become established. Contractual
responsibility for maintenance after initial establishment of vegetative cover
will be provided on the plans, In the construction sequence and on the bid list
for the project. Maintenance bonds and/or warrenty guarantee may be required
of the responsible party, especially for areas in or adjacent to environmentally
sensitive sites such as wetlands, riparian buffers, floodplains, and waters of
the State. See Example 6.11a for a sample maintenance specification and a
minimum maintenance check list that shall be provided on all plans.
RECOMMENDED DID LIST
(These items should be itemized on documents utilized to obtain pricing for
planting pertaining to vegetative stabilization of land disturbing projects in
North Carolina.)
• Soil test prior to grading (price per each test).
• Soil test during grading operations (price per each test).
• Soil test at completion of grading and/or prior to seeding, sprigging,
sodding and application of Fertilizer, lime, and other soil amendments
(price per each test).
• Ripping/subsoiling to a depth of six (6) inches. (Provide on alternate for
ripping to a depth greater than six (6) inch".) (price per acre)
• Tilling/discing ripped area to a depth offour (4) Inches and nee mptcting
with a cultipacker roller (include in seeding price).
• Seeding (price per square foot).
• Mulching (price per square foot).
• Repair seeding (price per square Foot).
• Repair mulching (prim per aquae foot).
• Matting (price per square yard).
• Watering (price per thousand gallons).
• Mowing (price per square foot).
SEEDING RECOMMENDATIONS
The following tables list herbaceous plants recommended for use as nurse
crops for Immediate stabilization and primary amps for initial and long-term
stabilization. Nurse crops are expected to develop In two to five weeks and,
with adequate maintenance, be an effective method of soil stabilization for
a period of six months to one year. Nurse crops are not effective as primary
long-temt cover, however if properly maintained they can be an adequate
cover and protection for the development of primary crops.
The goal for a primary crop is for It to develop over a three-week to one-year
period and be effective up to three years with a well-defined maintenance
program. The long-temr goal for a primary crop is the initial step toward
a sustainable protective cover without the need of maintenance. Where the
primary crop is intended for a managed loom and landscape aesthetics, the
effective period can be extended by a more intense maintenance program.
Where native species are utilized and become established during the planned
maintenance program, a perniment rover that will support future succession
species should exist and require little or no additional maintenance or
management
In uses of both nurse and primary crops, the development periods listed on the
tables are optimal based on normal climatic conditions for the planting dates
listed. The sediment and erosion control maintenance program must recognize
that optimum temperatures end rainfall are the exception rather than the rate.
The design professional nods to provide flexibility In the stabilization plan
to address The potential ranges of temperature and moisture conditions we
experience In North Carolina.
Rev. 5/IM
6.11.9 ' 6.11.10 Rev. 510E ' Ro:5/0a 6.11.11 ' 6.11.12 Rev. 5108
Practice Standards and Speefcations
6.60
TEMPORARY SEDIMENT TRAP
♦* rose
�
I
Definition
A small, temporary ponding basin formed by an embankment or excavation
to capture sediment.
Purpose
To detain sediment -laden maoff and trap the sediment to protect receiving
streams, lakes, drainage systems, and protect adjacent property.
Conditions Where
Specific criteria for installation of a temporary sediment trap are As follows:
Practice Applies
• At the outlets of diversions, channels, slope dames, or other runoff
conveyances that discharge sedunent-laden water.
• Below areas that are draining 5 acres or less.
• Where access can be maintained for sediment removal and proper
disposal.
• In the approach to a stormwater inlet located below a disturbed area as
pan of an inlet protection system.
• Structure life limited to 2 years.
A temporary sediment trap should not be located In an intermittent or
perennial stream. '
Planning
Select locations for sediment traps during site evaluation. Note natural
Considerations
drainage divides and select trap sites so that muoff from potential sediment -
producing areas ran easily be diverted into the traps. Puerto the drainage
areas for each trap does not exceed 5 acres. Install temporary sediment traps
before land disturbing takes place within the drainage area.
Make traps readily accessible for periodic sediment removal and other
necessary maintenance. Plan locations for sediment disposal as part of bap
site selection. Clearly designate all disposal areas on the plans.
In preparing plena for sediment traps, it is important to consider provisions to
protect the embankment from failure from storm runoff that exceeds the design
capacity. locate bypass outlets so that flow will not damage the embmikment.
Direct emergency bypasses to undisturbed natural, stable areas. If a bypass is
not possible and failure would have severe consequences, consider alternative
sites.
Sediment trapping is achieved primarily by settling within a pool formed by
an embankment. The sediment pool may also be formed by excavation, or by
a combination of excavation and embankment. Sediment -trapping efficiency
is a function of surface area and inflow rate (Practice 6.61, Sedienem Basin).
Therefore, maximize the surface area in the design. Because porous baffles
improve flow distribution across the basin, high length to width ratios are not
necessary to reduce short-circuiting and to optimize efficiency,
Becau s well planned sediment traps are key measures to preventing off -
Fite sedimentation,they should be installed in the test stages of project
development.
a
Design Criteria Sammarv: Temoor=Sediment Trap
Primary Spillway: Stone Spillway
Maximum Drainage Area: 5 acres
Minimum Volume: 3600 cubic feet per acre of disturbed once
Minhmu n Surface Area: 435 square feet pax cis of Q,s peak inflow
Minimum L(W Ratio: 2:1
Minimum Depth: 3.5 feet, 1.5 feet excavated below grade
Maximum Height: Weir elevation 3.5 feet above grade
Dewatering Mechanism: Stone Spillway
Minmami Dewatering Time: N/A
Baffles Required: 3
Storage capacity —Provide a minimum volume of 3600 ft'/acre of disturbed
area draining into the basin. Required storage volume may also be determined
by modeling the soil loss with the Revised Universal Soil Loss Equation or
other aceeptable methods. Measure volume to the crest elevation of the stone
spillway outlet.
Trap cleanout—Remove sediment from the trap, and restore the capacity
to original trap dimensions when sediment bar accumulated to one-half the
design depth.
Trap efficiency —The following design elements must be provided for
adequate trapping efficiency:
• Provide a surface area of 0.01 acres (435 square feet) per efs based on the
10-year storm;
• Convey mooff into the basin through stable diversions or temporary slope
draws;
• Locate sediment inflow to the basin away from the dam to prevent short
circuits from inlets to the outlet;
• Provide porous baffles (Practice 6.65, Pormus Baffles);
• Excavate 1.5 feet of the depth of the basin below grade, and provide
minimum storage depth of 2 feet above grade,
Embankment —Ensure that embankments for temporary sediment traps do
not exceed 5 feet in height Measure from the center line of the original ground
surface to the rap of the embankment. Keep the crest of the spillway outlet
a minimum of 1.5 feet below the settled top of the embankment. Freeboord
may be added to the embankment height to allow flow through a designated
bypass location. Construct embankments with a minimum, rap width of 5 feet
and side slopes of 2:1 or flatter. Machine compact embankments.
Excavation —Where sediment pools are finned or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Outlet seetton—Construct the sediment trap outlet using a atone ention of
the embankment located at the low point in the basin. The stone section serves
two purposes: (1) the top section serves me a non -erosive spillway outlet fro
flood flows; and (2) the bottom section provides a means of dewaterng the
basin between nmoff events.
Stone size --Construct the outlet using well -graded stones with a it. size of 9
inches (Clear B erosion control stone is recommended,) and a maximum stone
Practice Standards and Specifications
size of 14 inches. TTre entire upstream face of the rock structure should be
covered with fine gravel (NCDOTR57 or #5 wash stone) a minimum of I foot
thick to reduce the drainage rote.
Side slopes —Keep the atria slopes of the spillway section at 2:1 in flatter.
To protect the embankment, keeti the Bides of the spillway at least 21 inches
thick.
Depth —The basin should be excavated 1.5 &et below Smile.
Stone sptihmy height —The sediment storage depth should be a minimum of
2 feet and a maximum of 3.5 feet above grade.
Protection from piping —Place filter cloth on the foundation below the rlpmp
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the Bides to the height of the dam.
Weir length and depth —Keep the spillway weir at least 4 feet long and sized
to pass the peak discharge of the 10-year storm (Figure 6.60a). A maximum
flow depth of six inches, a minimum freeboard of 1 foot, and maximum side
slop" of 2: l are recommended Weir length maybe selected from Table 6.60a
shown for most site locations in North Carolina.
Cross -Section 12" min. of NCDOT #5 �tntn�
or #57 washed stone „� _. ___ # __________
I 1.6 min.
3600 cu fttacre TTT
Design se"Ied ZT• - Overfi116' for
top n• f settTlement
Plan View
`Emergency by-
,.. 5, pass 6" below
-----
n1yr settled top of
Ru dam
Cori 3
PC ram.
Fisere 8.60a Plan view and aosssection view of a temporary sediment trap.
Rev. 6106 6.60.1 t 6.60.2 Rcv. 6106 ,
Re+. 6/06 6.60.3
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NAD 83 STATE PLANE GRID x `';it % �/ Jjt; l ! l ( <k1 G NEW TYPE W RETAINING WALL
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NAVD 88 VERTICAL DATUM t / 1 TRANSFORMER PAD
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RAMP AND STAIR DETAILS j « i,
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/ SEE ELECTRICAL PLANS h _ / / f R15.0'
g FOR DETAILS j � N t �� r �22.t9
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a u a o c c o c c o .•n p
VEHICLE BARRIER
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-
PER DETAIL 4 ON SHT CS-501 ;:: ` ` RIB® SERIES II MODE BR6 ` ' o dog 2 'RO`' ` ——
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20 0 20 40 80 I
PER DETAIL 11 SHT CS 501 22 98 WALK PER DETAIL 3, SHT CS-503 ';
24 0 NEW 18'x99' CONCRETE PAD _ ` ^ _ SIDE 1 SHEET of
1 • ° ° NEW BOLLARD & CABLE l - 23.02
x 2 .al J f (MOTORCYCLE PARKING) ° ° ° 1 =
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„__v 3 - / 1
102
l .- 11 ! , ,:., . . , .. _;~: ,. ' r, � .
DRAWFORM REVISION: 10 MARCH 2O0
POINT TABLE
NUM
DESC
ELEV
NORTHING
EASTING
1
BLDG COR
24.00'
354745.2198
2463516.8183
2
BLDG COR
24.00'
354707.7590
2463637.8184
3
BLDG COR
24.00'
354943.3912
2463710.7684
4
BLDG COR
24.00'
354975.1203
2463587.9938

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NAVD 88 VERTICAL DATUM ' �� SEE DETAIL 4, SHEET CS-502
ARE APPROXIMATE ONLY. CONTRACTOR I / o x,y7
TO VERIFY LOCATIONS AND ELEVATIONS N l t% x 21 s 07 / " T
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KEY MAPCS-1 03
1 2 3 4 5 DRAWiORN RflM1SIDN: W MARCH 2000

!A
A�!
I
1 2 3 4 5
FLOW CONTROL STRUCTURE
REPLACE EXISTING STRUCTURE WITH
NEW PRECAST CONCRETE INLET
LANDSCAPING: TOP EL. 21.0'
4' CHAIN LINK FENCE PLANT EQUAL PORTIONS OF THE FOLLOWING INV. TO MATCH EXISTING
ALL AROUND POND PERIMETER o
ALONG THE ENTIRE VEGETATED SHELF o D
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LANDSCAPING-
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FOREBAY
Elevation (FT)
Area (SF)
Inc Volume (CF)
AGE: Volume (CF)
16
455
0
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16.5
487
236
236
17
520
252
488
17.5
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SCALE: 1" = 100 HORZ
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16
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2239
10150
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7630
3279
13429
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3993
17422
DETENTION POND 1
Drainage Area
1.41
Volume Required
5076
Volume Provided
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10 Year Storm
3.514
Surface Area Required
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Surface Area Provided
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Bottom Dimension
Varies
Side Slopes
2HAV
Bottom Elevation
15.0
Spillway Crest Elevation
21.0
Top Dam Elevation
22.0
Weir Length Required
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Weir Length Provided
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11223 PHILLIPS PKVY DR. EAST
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JACKSONVILLE, FLORIDA 32256
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TIRE;PERIMETER OF POND
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NAVFAC DRAWING NO.
JVVC
F'RUJ ^ SHEET OF
CS-104
DRAWFORM REVISION: 10 MARCH 2O09

L
1 2
3
4 5
FLOW CONTROL STRUCTURE
REPLACE EXISTING STRUCTURE WITH
LANDSCAPING:
NEW PRECAST CONCRETE INLET
4' CHAIN LINK FENCE
PLANT EQUAL PORTIONS OF THE FOLLOWING
TOP EL. 21.0'
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ALL AROUND POND PERIMETER o '
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WIRE ROPE THIMBLE
4 - WIRE ROPE CABLE CLAMPS
(TYP.)
WIRE ROPE CLAMP DETAIL
TYPICAL GALVANIZED CABLE CLAMP
FOR 3/4" CABLE OR AN APPROVED EQUAL
BOLLARD & CABLE
VEHICLE BARRIER
CS-50 NOT TO SCALE
4' TO EDGE
OF PAVEMENT
R 18"
PAINT WHITE
3GI
PARKING STALL
I
4" WIDE
WHITE STRIPING
I I
RT'
12" —H
II PAINT
WHITE
I N\.18"
4"
5' \
(TYP.)
1 10,
1r— �
I I I
I I I
I— 4' 0" 5' 0„
HANDICAP PARKING DETAIL
NOT TO SCALE
ROUND CONC TOP
3/4" GALV. STEEL EYE BOLT
(V INSIDE EYE 0),
3/4" GALV. STEEL NUTS AND
3/4" GALV. STEEL WASHERS
(1 /4"x3"O. D. )
/— 8"0 STEEL PIPE
FILLED W/CONC
BITUMINOUS JOINT
FILLER (CONC
PAVEMENT ONLY)
FINISHED GRADE
OR PAVEMENT
CONCRETE
FOUNDATION
BACKGROUND - WHITE
LEGEND & BORDER - GREEN
SYMBOL -WHITE ON BLUE BACKGROUND
12"
RESERVED
PARKING
00
VAN
co
1ACCESSIBLE1
0
ADDITIONAL SIGN TO
INDICATE A "VAN
ACCESSIBLE" HANDICAP
SPACE
0
M
FIBER OR PVC
WASHER-
3/8" DIA. PAN HEAD
MACHINE SCREW
W/HEX NUT
& WASHERS
SIGN PANEL
51 ATTACHMENT DETAIL
NOT TO SCALE
3/8"
3/8"
4-7/8" 5"
RESERVE[
PARKING
12"
HANDICAP PARKING SIGN DETAIL
NOT TO
12"
FUEL EFFICIENT
PARKING SIGN
NOT TO SCALE
NOTE: ALTERNATE LONGITUDINAL BARS
SHOULD BE CUT AT WEAKENED PLANE
JOINTS.
+
18"
R 1-1/2"
3/8" DIA. HEX HEAD
BOLT W/HEX NUT AND
WASHERS
2 1/4" 12 GAUGE
© :-
O 2 1/21 12 GAUGE
O
O co FINISHED
GRADE
O
O
O
O
O
O
O
O
O
O
O
O
O
I
-AWAY DETAIL
NOT TO SCALE
1'
NEW CONSTRUCTION JOINT @ 12'-W
FROM RAMP CORNER FINISHED NOTE: TOP TO FOLLOW W
GRADE ABOVE FINISHED GRADE
k
NEW
CONCRETE WALL
s 1 ` (4000 PSI)
NEW COMPACTED VARIES
SUBBASE �<
I F
t
1� I
d
T di
po
1 I NEW PAVING
P
EL. 16.00
vl �`O\ MIN.
IL
I.
I. T
s
Height
Of
Wall =h
(ft)
CONCRETE OUTLINES
REINFORCEMENT
B
(ft)
a
(ft)
b
(ft)
c
(ft)
P
O
O a—J b
T
F
L
H
Bar
Size
Length
(ft)
Spacing
(in)
Bar
Size
Length
(ft)
Spacing
(in)
a
(ft)
b
(ft)
Bar
Size
Length
(ft)
Spacing
(in)
Bar
Size
Length
(k)
Spacing
(in)
O';'-ii!Jty
of
bars
Bar
siz'
Spacing
(In)
Quantity
of
bars
Bar
size
Spacing
(in)
VARIES
4'-6"
1'
V-3"
2'-1"
#4
2'-11"
18
#3
8'-10"
18
2'-1"
64"*
#3
T-10"
18
#3
5'-10"
16
9
#4
14
5
#4
14
TYPE IAI RETAINING
s WALL DETAILS
-502J NOT TO SCALE
* NOTE: WALL HEIGHT VARIES / NO, O 8E F
WILL VARY ACCORDINGLY
C
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4 4 / 1 �
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C JA ONVA LE, rUM 322%
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Q DES SKB DRWDL SM CHK MSB
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PROJECT NO.: 5X777
CONSTR. CONTR. W.
N40 = -09-C-3208
NAVFAC DRAWING NO.
SHEET OF
CS-502
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r
C
c
0
STOP SIGN DETAIL
a (MUTCD NO. R1-1)
7503 SCALE: 1" = 10'
6X6W2.0XW2.0
85.0'
42.5'
R16.00'
I I I I R16.00'
I
I I I I I I I I
I I I I I I I I I I
I-� 17.5'+ 17.5'+ —�
R16.00'----+-----I----1----� I----+----y-- ------+-------------1----r----+
i I
I I I I I ( I I I I I I I I I 1 I I I I
I i I I
____I I____1_____I_-___-____J_____L____1____J_-___I_____L____J____J_____L____ ____I__ -__I
I I I T I I I I I I I I I I I I 1 I I I I
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11.p0' 14.5+
II q I 1
---- -----r---I-----r---- r----i-----II I -----r----�-----1--r----r---- 7----- r---- r---- 7 ----------- r----7-----1 r----
I I I I I I I I I I I I I I I 1 I 1 I I
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1 1 I i
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1 DINING PATIO ; 35.00'
35.0'
I I I I I I I I I I I I I I I I I I I I I I I I I
1 1 I
I I I I I I I I I I 1 I I 1 I I I I i
I I 1 I I I I I I I I I I I I I I I 1 I
I I I I I 1 I I I I i I
25.16'
I----- L____-___I_____I__
I I I I I I I I I I I 1 I
I I I I I 1 I I I I 1 I
I I I 1 I I I I i I
II I I I I I I I I I I i I
I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
31.0' 49.5' \
110.50'
6" POROUS PCC PAVEMENT
(JOINTED AS INDICATED)
6" WASHED STONE BASE
GEOTEXTILE FABRIC
p 7 7 7
Xv X 3C X o
i
26" t
0
COMPACTED SUBGRADE (ASSUMED TO BE A SANDY
STRUCTURAL FILL MATERIAL UNDER DINING FACILITY)
SEASONAL HIGH WATER TABLE
POROUS PCC PAVEMENT DETAIL
NOT TO SCALE
1 ' i
91
:)
DINING
PATIO
DETAIL
-5031
SCALE: 1" = 10'
41t
6X6W1.4XW1.4
4" THICK POROUS PCC PATIO / SIDEWALK
(JOINTED AS INDICATED)
6" WASHED STONE BASE
GEOTEXTILE FABRIC
4 ----� X x x X -Pz- X
COMPACTED SUBGRADE
SEASONAL HIGH WATER TABLE
3 ) POROUS PCC PATIO / S
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SHEET OF
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DRAMFM REVISM 10 MARCH 2M

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1.90" 0.80"
it
NOTE:
ALL DIMENSIONS
IE NOMINAL.
l �J � 0.125"0 WIRE
BEFORE CLOSURE AFTER CLOSURE
INTERLOCKING WIRE FASTNER
NOTE:
ALL DIMENSIONS
ARE NOMINAL.
1" OVERLAP
1.50"
0.120"0 WIRE
BEFORE CLOSURE AFTER CLOSURE
OVERLAPPING RING WIRE FASTNER
(NOT ALLOWED FOR BASKET TO BASKET CONNECTION)
ALTERNATE TYING FASTENERS
NOT TO SCALE
LID
DIAPHRAGMS
>1
1n
c)
SIDE
/ / \ BASE
END
\
// \\ R�$
'0'O
3- �P E NAl
SIDE
TYPICAL ASSEMBLED
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NOT TO SCALE
GABION BASKET
NOMINAL SIZES AND CAPACITY
SIZE CODE
LETTER
CAPACITY
DIAPHRAGM
PARTITIONS
CAPACITY
LENGTH
HEIGHT
A
6
3.0
1
2.00
B
9
3.0
2
3.00
C
12
3.0
3
4.00
X
15
3.0
4
5.00
Y
18
3.0
5
6.00
D
6
1.5
1
1.00
E
9
1.5
2
1.50
F
12
1.5
3
2.00
G
6
1.0
1
0.67
H
9
1.0
2
1.00
1
12
1.0
3
1.33
TIE WIRE LACING
(SEE TYING DETAILS)
CRIMP HOOK
Cl
9 GAGE STIFFENER HOOKED
AT INTERSECTION OF WIRES
CRIMPED
END OF
JOINT
SPIRAL BINDER TIE
(WELDED WIRE MESH)
SPIRAL BINDER.
CRIMP ENDS TO
LOCK
TIE WIRE. TIE WITH HALF HITCH
LOOPS AT 3" SPACING
CRIMPED
-END OF HALF HITCH TYING DETAIL
JOINT (WELDED WIRE MESH)
SPIRAL BINDER
NOT TO SCALE
CUT WIRE BASKET MESH FRONT AND BACK.
TIE MESH WITH 9 GAGE SELVAGE WIRE AND
CONNECT FRONT AND BACK MESH WITH
INTERNAL CONNECTING WIRES TO PREVENT
WALL BULGING.
SIDE
I�
CONTINUOUS TIE
WIRE TO NEXT
DOUBLE HALF HITCH
SINGLE HALF HITCH
4"1 NOMINAL SPACING
13.5 GAGE
TIE WIRE
11 GAGE
MESH WIRES
HALF HITCH TYING DETAIL
(TWISTED WIRE MESH)
TYPICAL INSTALLATION GABION BASKETS
LID INTERNAL CONNECTING
WIRES
DIAPHRAGMS
m
G)
\
\
\ TIE WIRE LACING
/ \ \ (SEE TYING DETAILS)
BASE \ \
\ 0, 1a
\
3 3 lS (P 1 � NG�N "
SIDE /v�
ASSEMBLED GABION BASKET IN
WALL GRADE TRANSITION AREAS
NOT TO SCALE
I
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m N
m / \
= N /
72h
l<
72h
OPTIONAL INTERNAL CONNECTING WIRES
WELDED WIRE GABION BASKET
(ALL GABION CELLS)
NOT TO SCALE
LOOP TWO MESHES AT
EACH END OF INTERNAL
CONNECTION WIRES
CONTINUOUS TIE WIRE TO
NEXT SINGLE HALF HITCH
9 GAGE
(—f SELVAGE WIRES
DOUBLE HALF HITCH. ALTERNATE
SINGLE AND DOUBLE HALF HITCHES
AS SHOWN.
WELDED WIRE MESH TWISTED WIRE MESH
DIAPHRAGMS INTERNAL CONNECTING
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INTERNAL CONNECTING
WIRES I
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I n N
fa
= N /
m
l<
1
\ Y 1
ALL END GABION CELLS ALL INTERIOR GABION CELLS
TYPICAL INTERNAL CONNECTION WIRES
CUT WIRE BASKET MESH FRONT AND BACK
TO OUTSIDE DIAMETER OF CULVERT. TIE
MESH WITH 9 GAGE SELVAGE WIRE
AROUND PIPE, AND CONNECT FRONT AND
BACK MESH WITH INTERNAL CONNECTING
WIRES TO PREVENT WALL BULGING.
NOT
INTERNAL CONNECTING
WIRES
CULVERT
f— 4" (MIN.)
TYPICAL CULVERT INSTALLATION
(THROUGH GABION WALL)
NOT TO SCALE
5
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EPMECT NO.: 5mm
CONSTR. CONTR. NO.
N40085-09-C-3208
NAVFAC DRAWING NO.
SHEET OF
CS-505
ORMWORN REYI M 10 HARM 2002
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RIM:21.60 INV IN:17.56 15" RCP I-3
INV IN:16.15 15" PVC INV IN:17.56 15" RCP RIM:22.05
INV IN:16.15 15" RCP FINISH GRADE INV OUT:17.56 15" RCP INV OUT:17.86 15" RCP
INV OUT:16.15 15" RCP
22 �- - -- 22
T - STING OUNq�
m i
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a
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76 L
Z ' F of 15 RCP @
ABION WALLS
(SEE DETAIL)
16
IE 16.00'
IE 15.00'
20 L.F. of15"RCP @0.71%
58 L.F. of 15" RCp @ 0.5011
------ -- 4-- - -
0 20
a
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W
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INV IN:16.16 15" RCP
INV OUT:16.15 15" RCP
22 - --
INLET-1 TO INLET-3
HORIZONTAL SCALE: 1" = 20'
VERTICAL SCALE: 1"= 2'
I
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GRADE
EXISTING ROUND
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14
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0
0
0
0
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0
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STATION
DOWNSPOUT OUTLET TO POND
HORIZONTAL SCALE: V' = 20'
VERTICAL SCALE: lvg= 2'
11 2
0
N
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04
24
22
20
—
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18 W
W
16 I
14
24 1-2
RIM:22.05
INV IN:17.56 15" RCP
INV IN:17.56 15" RCP
INV OUT:17.56 15" RCP
22
m
20
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INV IN:18.01 15" RCP FINISH GRADE
INV OUT:18.01 15" RCP
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14
----
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INLET-2 TO INLET-5
HORIZONTAL SCALE: 1" = 20'
VERTICAL SCALE: loom 2'
LOADING DOCK DRAINAGE
HORIZONTAL SCALE: 1" = 20'
VERTICAL SCALE: 1 2'
4
1-5
RIM:22.05
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NAVFAC DRAWING NO.
SHEET OF
CU-300
DRAWFORM REVISION: 10 MARCH 2O09

5
R
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1-4
24
RIM:22.05---------
1-9
24
INV IN:18.0115" RCP
FINI
H GRADE
RIM:21.60
INV IN:18.0115" RCP
INV OUT:
18.36
15" RCP
INV OUT: 18.01 15" RCP
22
22
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STATION
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RIM:22.21
24
1-7
EXISTING GROUND
INV IN: 16.52 15" RCP
RIM:20.85
INV IN: 16.52 15" RCP
INV OUT: 17.10 15"
RCP
1—
IT
INV OUT: 16.52 15" RCP
22
22
INISHGRADE
20
20
m
z
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14 14
12 12
Lo C:) C�l to
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9
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INLET-7 TO SD-1
HORIZONTAL SCALE: lul = 20'
VERTICAL SCALE: I'V= 2'
1 1 2 1 3
INLET-4 TO INLET-9
HORIZONTAL SCALE: I we m 201
VERTICAL SCALE: I we= 2'
24 24
22 22
SqHMIDT STREET —\ FINIS 3H GRADE FINI'
20 1-6 20
RIM:19.80
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18 18
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TO BE CLEANED
Z 16 16
14 14
12 12
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STATION
ROAD CROSSING
HORIZONTAL SCALE: lee = 200
VERTICAL SCALE: Is'= 20
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EPROJECT NO.: 538777
CONSTR. CONTR. NO.
N40085-09-C-3208
NAVFAC DRAWING 140.
1 SHEET OF
r-CU-301
DRAWFORM REVISION: 10 MARCH 2009
I
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109
0

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-30-HD ECCENTRIC CONE a. O 7" MIN. OF ALL COVERS
4.
12" C.C. MAX.
a 4. GALVANIZE
3/4"0 RUNGS STEEL SID O
PRECAST a. RAIL LADDE R
CONCRETE °
RISER "A" DIA. P
a. X
o APPROX. WT. - 565 LBS.
VANIZED STEEL ° o
RAIL LADDER HALF PLAN
a 2-1/2" X 1/2" °
SIDE RAILS
e 39-1/2"
GROUT n 1/4" 32-1/4" 1/4"
RANCE
L PIPE (TYP.)
CAST IN
PLACE CONCRETE BASE
_►
y
GROUT iv
GROUT ° 6" TYP.) `O
2-7/8"
#4 @ 12" EACH WAY MANHOLE COVER & FRAME
TOP FACE - 2" CLEAR
SECTION(X1
TYPICAL PRECAST ECCENTRIC MANHOLE DETAIL
NOT TO SCALE
o MOUND 6" IN UNPAVED AREA
- z
APPROVED BACKFILL COMPACTED IN
W 6" MAX. LIFTS TO ONE FOOT ABOVE
TOP OF PIPE. COMPACT REMAINDER
o OF BACKFILL IN 9" MAX. LIFTS. (SEE
s NOTE 1 FOR REQUIREMENTS UNDER
PAVEMENT)
A
UNDISTURBED OR COMPACTED BEDDING
SOIL TO 85% OF MAX. DENSITY PER
ASTM D1557
01M.., A
O:D. `
90°
BOTTOM QUADRANT OF PIPE
DIA."D" SHALL BE BEDDED FOR FULL
LENGTH OF BARREL
PIPE D!A.
„D„
„A„
4" TO 15"
8"
18" TO 21"
10"
24" TO 30"
12"
33" TO 42"
15"
48" & LARGER
18"
NOTES:
1. UNDER ALL PAVEMENTS CONTRACTOR SHALL INSTALL SELECT FILL IN LIEU OF
APPROVED BACKFILL PLACED IN LIFTS AS IDENTIFED AND COMPACTED AS SPECIFIED.
0 PIPE TRENCH DETAIL
NOT TO SCALE
1" DIA. LIFT HOLE
PLAN
SLOPE SWALE BEHIND
HEADWALL 1/4":1'—
VI \
\ 1'-0„
5 EA #4 FRONT
FACE ONLY
ELEVATION
SECTION X
BREAK OFF GROOVE
OR BELL END
R�
PIPE BARREL
ROUNDED ENTRANCE
(UPSTREAM HEADWALLS ONLY)
DOWNSTREAM HEADWALL AS SHOWN -
PROVIDE ROUNDED ENTRANCE FOR
UPSTREAM HEADWALL (SEE DETAIL)
OR
Q.
t >
N 0 a
z�
� N 100 C
Of 0
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00LL
o Q d p
N FO p
B
SECTION
ALL SLOPES
S=1.5:1
S=2:1
S=3:1
D
H
A
B
C
R
L
L
L
8"
V-8"
8"
V-0"
0
—
V-6"
4'-2"
5'-6"
10,1'-10'
8"
V-0"
0
—
4'-0"
IF'-10"
6'-6"
12"
2'-0"
10"
V-4"
4"
—
4'-6"
5'-6"
7'-6"
15"
2'-3"
10"
V-4"
4"
2 1 4"
5'-3"
6'-6"
9'-0"
18"
2'-6"
10"
V-7"
6"
2 3 4"
6'-0"
7'-6"
0'-6"
21"
2'-9"
1'-0"
V-8"
6"
13 1 ZL
6'-9"
8'-6"
2'-0"
24"
3'-0-
1'-0-
V-9"
6"
3 5 8"
7'-6"
9'-6"
3'-6"
27
"
, "
3 -3
1 -2
2'-0'
8"
4"
8 -3'
10 -6"
5'-0"
30"
3'-6"
V-3"
2'-1"
8"
4 1/2"
9'-0"
11'-6"
6'-6"
36"
4'-0"
V-6"
2'-4"
10"
5 1/2"
0'-6"
13'-6"
9'-6"
42"
4'-6"
V-6"
2'-7"
12"
6 3 8"
2'-0"
15'-6"
2'-6"
CONCRETE HEADWALL
(TYPE "A")
NOT TO SCALE
1"
1" GROUT
�1
v�
w
rn�
6" WATERSTOP
CONTINUOUS -
a D 2'-0" SQUARE
v
4
v
D ,
FINISHED GRADE
a D
v
4
8" BRICK OR
v CONCRETE
D ,
p D ROUNDED ENTRANCE
v v
4 4 FLOW
INV ELEV OF -
4" CATCH BASIN v
�- IS INV ELEV D
OF OUTLET
D
#4 AT 12" ON CENTER,
EACH WAY, 1 1/2" CLEAR
CATCH BASIN
PIPE SMALLER THAN 1811
CAST IRON FRAME & COVER
NEENAH FOUNDRY CO. MODEL
R-1975A U.S. FOUNDRY MODEL
USF 7621 OR APPROVED EQUAL
WITH "SEWER" CAST IN TOP OF
COVER.
2
(TYP) 1"
MIN.
CLEAR
5Y"
450 PVC BEND
NOT TO SCALE
/1" MIN. CLEARANCE
BETWEEN PLUG & COVER
FINISHED GRADE
PVC PLUG
SQUARE CONCRETE PAD
PVC PIPE
SEE PLAN
CAPACITY TABLE
HEAD
CAPACITY
FT
CFS
0.2
2.4
0.4
3.4
0.6
4.2
0.8
4.9
1.0
5.4
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PLANT
SCHEDULE - TREES
CODE
BOTANICAL NAME
COMMON NAME
SIZE
QP
LA
QUERCUS PHELLOS
LAGERSTROCMIA INDICA'NATCHEZ'
WILLOW OAK
NATCHEZ CREPE MYRTLE
3" CAL.
30 GAL.
PLANT
SCHEDULE - SHRUBS/GROUNDCOVERS
CODE
BOTANICAL NAME
COMMON NAME
SIZE
PC
LM
PITTOSPORUM TOBIRA'WHEELER'S DWARF'
LIRIOPE MUSCARI'EVERGREEN GIANT'
DWARF/COMPACT PITTOSPORUM
LIRIOPE'EVERGEEN GIANT'
3 GAL.
1 GAL.
PLANT
SCHEDULE - GRASS/MULCH
CODE
BOTANICAL NAME
SOD
CYNODON DACTYLON TIFLAWN'
PINESTRAW MULCH
COMMON BERMUDA GRASS
0-
0
LANDSCAPING: (5,482 S.F.)
PLANT EQUAL PORTIONS OF THE FOLLOWING
ALONG THE ENTIRE VEGETATED SHELF
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SCALE:
: �-
EPROJECT NO.: 5wTn
N40085-09-C-3208
40 0 40 80 120 1 NAVFAC DRAWING NO.
GRAPHIC SCALE - 1 INCH = 40 FEET
SHEET OF
LP-101
ORAWF REVISION: 10 =7 2009
f-
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21
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