SW8110906_APPROVED PLANS_20170223

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 I I nc10(o
DOC TYPE
❑ CURRENT PERMIT
I� APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
?017 U 2 23
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P1280 2d Radio Battalion
Complex Operations Consolidation
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PROJECT LIMITS (ANGLICO OPS/MAINTENANCE) Him, o" —
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LOCATION MAP - U.S. MARINE CORPS BASE, CAMP LEJEUNE, N.C.
late I• - aw
P1280: 2D Radio Battalion
Complex Operations Consolidation
Wallace Creek North
Marine Corps Base Camp Lejeune, N.C.
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CONSTR. CONTR. NO.
A5 SATE -LOCATION MAP NAVFAC DRAWING
NO.
606
SHEET 1 OF 496
G-001
DRAW CRM RE ION: 10 MPRCH 2O09
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GENERAL DEMOLITION NOTES:
1. NO EARTH -DISTURBING ACTIVITIES MAY COMMENCE UNTIL
PERIMETER EROSION CONTROL MEASURES ARE IN PLACE IN
ACCORDANCE WITH THE EROSION & SEDIMENT CONTROL
PERMIT AND CONSTRUCTION STORMWATER PERMIT
NCG010000.
2. TEMPORARY STOCKPILES, WHERE APPLICABLE, MUST BE
WITHIN LIMITS OF DISTURBANCE AND REGRADED PRIOR TO
DEMOBILIZATION FROM SITE.
3. PROTECT SURVEY CONTROL POINTS AND MUST REPLACE OR
RELOCATE CONTROL POINTS WHICH ARE DISTURBED BY
CONSTRUCTION ACTIVITIES.
4. REPAIR DAMAGE TO EXISTING STRUCTURES DURING
CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE,
UTILITIES, PAVEMENT, STRIPING, BUILDINGS, CURB, ETC.
REPAIRS MUST BE EQUAL TO OR BETTER THAN EXISTING
CONDITIONS.
5. PROTECT THE PUBLIC DURING CONSTRUCTION, WHICH
CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT 01.74.19:
NO DIRT FROM CONSTRUCTION SITES MUST LEAVE MARINE CORPS BASE
CAMP LEJEUNE OR MARINE CORPS AIR STATION PROPERTY (WITH THE
EXCEPTION OF ENVIRONMENTAL REMEDIAL ACTIVITIES). ANY EXCESS
SOIL THAT CANNOT BE REUSED ON ITS ORIGINATING SITE MUST BE
TRANSPORTED TO ONE OF THE FOLLOWING LOCATIONS:
AREAS MANAGED BY G-3/5 FOR RE -USE ON TRAINING AREAS FOR
VARIOUS MAINTENANCE ACTIVITIES:
• 3.1 ACRE STORAGE EAST OF OP-4 ON SNEADS FERRY ROAD.
• 3.5 ACRE STORAGE WITHIN TLZ CONDOR OFF VERONA LOOP ROAD.
PRIOR TO DELIVERING SOIL TO THESE STOCKPILE LOCATIONS, THE
FOLLOWING MUST BE CONDUCTED:
• COORDINATE WITH G-3/5 (MR. DAVE LYNCH OR MR. BILL
VANPELT, MCIEAST-MCBCAMLEJ, 910-451-5772/8799) TO
DETERMINE CAPACITY AVAILABLE (I.E., HOW MUCH SOIL CAN BE
STORED).
I �
�
II
I
I
I
INCLUDES, BUT IS NOT LIMITED TO, CONSTRUCTION ALL SOILS WILL BE CLEAR OF ORGANIC MATERIAL SUCH AS ROOTS 100 �1
FENCING, BARRICADES, SIGNAGE, ETC. AND TIMBER. 0. DUK EASEMENT sMH _ 1
X, RIM-32.72 �
24" FORCE MAIN
• CONTACT POCS LISTED ABOVE 7-10 DAYS IN ADVANCE TO s, +; BENCH=17.55
6. COMPLY WITH BASE REGULATIONS GOVERNING THE COORDINATE DELIVERY OF MATERIAL AT THE STORAGE LOCATIONS. e' I INV=17.05 yJ
DEMOLITION, REMOVAL, TRANSPORTATION AND DISPOSAL OFF I CUB INLET
DEMOLITION DEBRIS. SOIL CONTAMINATED WITH DEBRIS OR CHEMICALS CANNOT BE DISPOSED ( I I RIM=32 77
AT THE STOCKPILE LOCATIONS. IF CONTAMINATED SOILS ARE INV=28 64 _ �s
7. COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA SUSPECTED OR CONFIRMED THROUGH PRESENCE OF UXO, ODORS OR
VISUAL STAINING, AFFECTED SOILS MUST BE PROPERLY TESTED, ��
STANDARDS FOR EXCAVATION AND TRENCHING PROCEDURES. -�� �� _ _ 15" RCP
CONTRACTOR MUST UTILIZE SUPPORT SYSTEMS, SLOPING, MANIFESTED AND DISPOSED OF IN ACCORDANCE WITH RCRA ��, -- --3�- CURB iNLEr, �, WALLACE cR�EK ROAD CURB -INLET,, I, RATER3Q4V I'L
BENCHING, ETC. AS NECESSARY FOR THESE OPERATIONS, REGULATIONS. CONTACT BASE EMD (ER PROGRAM MANAGER) FOR MORE s RIM-31.ss ) RIM 32.91
INFORMATION. d j' 6 ` \ D INV-26.82.aD 1 "W� I �D-= INVL27.fi1 I\ RAVEL TOP WATER`27 37 8.24i Y
AND MUST COMPLY WITH OSHA PERFORMANCE CRITERIA. I 2 _ 3S f
-CURB INLET- t /- > X _W
8. COORDINATE DISCONNECTION OF UTILITIES SERVING THE RIM=312s o '- 32 � " 1 sMH I:
EXISTING SITE WITH THE APPROPRIATE UTILITY COMPANIES � % oAo wv=2612 sus 8,.s �- - S -- a's - RIM=32.77
AND WITH THE CONTRACTING OFFICER TWO WEEKS PRIOR �' / ; . a, sMHCOMM. VAULT-]
INV W 17'27
TO DISRUPTION OF SERVICE, AND OBTAIN APPROVAL FROM / ��� ��% RIM_3a.48 _ ( RIMI-33.44 BENCH-1 s.94
20.48
THE SAME TO COMMENCE DEMOLITION ACTIVITIES. /L �y\AGE � j ' -- BENwv=19.9a ! 3 PIEDDMMO EASEMENT31GV=25.02 ) PIEDMONT T NAT. GAS 1NV= 16 27
�EMENT 9'
� �URB INLET
RIM=29 46 i vV i 30
9. EXISTING STRUCTURES, UTILITIES, PAVEMENT, VEGETATION, ! ! �= o { o �' I N
DEBRIS, TREES AND ASSOCIATED ROOT SYSTEMS, RUBBLE, S / ` ( ( J ( !\ � ' (I
LOOSE MATERIALS, ETC. WITHIN CONSTRUCTION AREA, MUST DEMouS EXISTING
/ / Nv-2L �, 3 ( _ _
sk�( / - / ✓
BE REMOVED & LEGALLY DISPOSED OF OFF -SITE IN DRIVEWAY, CURB o�
��
ACCORDANCE WITH THE BASE REQUIREMENTS AND THE AND,�GUTTER� // / �� 'o EXIST. peg / --
SPECIFICATIONS. RESULTING EXCAVATIONS MUST BE i A' // - \ SIDEWALK �I,
BACKFILLED WITH ENGINEERED FILL AS DEFINED BY THE / v _ \ \
�• �/ �S \
/-
SPECIFICATIONS. a
CURB INLET
RIM=26.95 \ sl i �' %f EXISTING OVERHEAD 'r 1 70
10. DEMOLISHED MEANS REMOVED FROM SITE. UTILITIES MUST NV=20.95 �' r T /= ELECTRIC- BE REMOVED TO MAIN OR TO NEAREST STRUCTURE. / j�� �< v �/ , T o ( - Imo/ 1-
i' D -
EXISTI
Al SCALE: 1 =tit
24" RCP �(
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RIM=18.86
INV=13.36
MATCHLINE SEE SHEET AREA-2 (CD-102)
24 RCP ? Y;ct
CLEARING AND,,
CONC. MEDIAN CURB � �DEMOLISH EXISTING,' C, GRUBBING LIMITS
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EXfS"JOGGING TRAIL DRIVEWAY .I
WATER ARV L _ - r
7r I I
RIM=26.41 / / ''-CURB INLET n
TOP WATER LINE=22.50 /_- RIM 26.91
INV GRAVEL=21.98el i JNV 20,74
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N ION PI ' MOLITION� _LAN �, a , .- /�C&r m (. 1
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LEGEND:
EXISTING BUILDING/STRUCTURE TO REMAIN
--
EXISTING GROUND CONTOUR
EXISTING ASPHALT
- ` D- -
EXISTING STORM DRAIN
- - -
EXISTING SANITARY SEWER GRAVITY MAIN
- -UGE- -
EXISTING UNDERGROUND ELECTRIC
- -1 IF,- -
EXISTING UNDERGROUND COMMUNICATIONS
- -OHE- -
OVERHEAD ELECTRIC & COMMUNICATIONS
=S = =
EXISTING STEAM LINE
EXISTING WATER LINE
EXISTING WATER LINE GATE VALVE &
BOX ASSEMBLY
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EXISTING FIRE HYDRANT
a
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DEMOLISHED EDGE OF BITUMINOUS PAVEMENT
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DEMOLISHED STORM DRAIN
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DEMOLISHED SANITARY SEWER GRAVITY MAIN
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DEMOLISHED OVERHEAD ELECTRIC
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EXISTING SILT FENCE DEMOLISHED
DEMOLISHED NATURAL GAS LINE
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DEMOLISHED FIBER OPTIC LINE
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DEMOLISHED UNDERGROUND COMMUNICATION
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BUILDING DEMOLITION
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= 18511
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SIDEWALK/JOGGING TRAIL DEMOLITION
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=
CLEARING AND GRUBBING LINE
1111STER
CLEARING AND GRUBBING AREA
EXISTING WETLAND
SEAL
DEMOLISHED WATER LINE GATE VALVE &
BOX ASSEMBLY
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DEMOLISHED FIRE HYDRANT
amec
®
DEMOLISHED PRIMARY ELECTRICAL MANHOLE
foster
wheeler
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DEMOLISHED COMMUNICATION HANDHOLE
Ame Fo Int..t»e Inc.
IrrtrasVUUure Inc.
1021 STIRRUP CREEK DRIVE,
SUITE 100
DURHAM, NC 27703
TEL: [phone]
FAX [phone] A/E
I.FO
APPROVED
SURVEY NOTES:
FOR COMMANDER NAVFAC
1. DISTANCES SHOWN ARE HORIZONTAL GROUND ACTIVITY
MEASUREMENTS.
2 HOR Z
I ONTAL CONTROL IS IN STATE
PLANE NC GRID
SAflSFACTORY
DATE
NAD83/2011 DATUM.
DESLL
I DOW MAR
LIFE LL
3.
ELEVATIONS ARE NAVD88 DATUM.
PM/DM
BRANCH MANAGER
4.
EXISTING CONDITIONS IN THIS AREA WERE TAKEN
CHIEF ENG/ARCH
FIRE PROTECTION
FROM SURVEY PROVIDED BY AVOLIS
ENGINEERING
a '
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DATED AUGUST 2015 AND MULKEY ENGINEERING &
CONSULTANTS DATED MARCH 2O15.
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4.
CONTROL POINTS:
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E=2499686.5410,
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ELEV=22.14'
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EPROJECT No
P1280
CONSTR- CONTR.
NO.
•✓� 1� NAVFAC DRAWING NO
AREA 4 III 12719615
I K jll SHEET 10 OF 496
CD-101
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CURB INLET
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INV-17.7t,• ,�—
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RIM=22.25 � I >; _ i W
(NV 8=13.92, � 2
BENCH-13.92 ( Lu
INV 12.75
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RIM 16.83-
`�`�, INV 14.84�\ • �.•• , � � ' '. r � —_ J o %/ -ti
�\ �' DROP INLET �.'
\.RIM=16.63 •• \ X` �.,. ,. .•�. / - --- -- � / �' - - - �� �I
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LEGEND:
EXISTING BUILDING/STRUCTURE TO REMAIN
4.0C
EXISTING GROUND CONTOUR
EXISTING ASPHALT
— '
EXISTING STORM DRAIN
— —
EXISTING SANITARY SEWER GRAVITY MAIN
EXISTING UNDERGROUND ELECTRIC
— C- —
EXISTING UNDERGROUND COMMUNICATIONS
— OFE- --
OVERHEAD ELECTRIC & COMMUNICATIONS
_ ` T= =
EXISTING STEAM LINE
— V —
EXISTING WATER LINE
C
EXISTING WATER LINE GATE VALVE &
BOX ASSEMBLY
114
EXISTING FIRE HYDRANT
EXISTING TELECOMMUNICATIONS STRUCTURE
i
EXISTING STORM SEWER MANHOLE
FM
EXISTING SANITARY SEWER FORCE MAIN
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BUILDING DEMOLITION
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To z ( o \ \ s � _ ___ DEMOLISHED PRIMARY ELECTRICAL MANHOLE
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sl'SURVEY NOTES:
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DURHAM, NC 27703
TEL [phone]
FAX, [phone] A/E INFO
' FOR COMMANDER NAVFAC '
,rTNRV
v - 2. HORIZONTAL CONTROL IS IN STATE PLANE NC GRID SATISFACTORY TO DATE
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NAD83/2011 DATUM. FIRE LL oRw
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4 RC
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H
P ENV=t4.4 ' 4. EXISTING CONDITIONS IN THIS AREA WERE TAKEN "Oi"RO"
FROM SURVEY PROVIDED BY AVOLIS ENGINEERING
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DATED AUGUST 2015 AND MULKEY ENGINEERING & z U z
W
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CONSTR. CONTR.
NO,
t
NAVFAC DRAWING
12719616
NO.
T.. AREA 2
AREA 3
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SHEET 11
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LEGEND:
t I
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INLLIc-' -
CURB INLET
EXISTING BUILDING/STRUCTURE TO REMAIN
7 4.00 --- EXISTING GROUND CONTOUR
RIM=22.43t'
RIM=22.1 3 - C
Z_ W_ -W- 7�8_ W, -
< IN V
W V=15.30
CNI W W81 01" 11 _8" 11 W EXISTING ASPHALT
u- W 1 30" -D- —30' D - — — — — — -D -36 --- — — — — — — — — — D-36" :36 - -0- 36 D- -36" D
-S
S S_ < EXISTING STORM DRAIN
811S_ SLi�sr ET W EXISTING SANITARY SEWER GRAVITY MAIN
-SMH DROP INL
UJ
'!W RIM=23.27
RIM=24.26 W EXISTING UNDERGROUND ELECTRIC
DEMOLISH
EXISTINGU) Ii 6 C_ - - EXISTING UNDERGROUND COMMUNICATIONS
24- - - INV= 17.86 W
INV 6"=18.46
0 GE
111I'EMOLT�H TREE W
W i EXISTING CHAIN UNIK
CONC
SMH IM= U) -OHE- - OVERHEAD ELECTRIC & COMMUNICATIONS
RIM=22.25
FENCE TO REMAIN REMOVE, STORE AND P
W � - I W
z I (±10') FENCE DURING 8-0 ZE z -T= EXISTING STEAM LINE
INV 6 15. 8 0
SIDEWALK
ROTECTJ
WATER LINE INSTALLATION.
ON !B BENCH= 16.25 EXISTING WATER LINE
I F1
CONC CURB
I 7N EXISTING WATER LINE GATE VALVE &
INV= 15.75 23-
INV=1�
24--
- - -- - - BOX ASSEMBLY
'a IVEM INTEL HQ DRIVE
EXISTING FIRE HYDRANT
23
W_ —W CATIV
DEMOLISH �EXIS5 EXISTING TELECOMMUNICATIONS STRUCTURE
UNDERGROUND
EXISTING STORM SEWER MANHOLE
F
I R ECIR I r - DEMOLISH —FM— EXISTING SANITARY SEWER FORCE MAIN
I -ZO, EXISTING TREE —c&G— CLEARING AND GRUBBING LINE
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- - - - - - UGE- DEMOLISHED EDGE OF CONCRETE
0 I
221- -
DEMOLISHED STORM DRAIN
DEMOLISHED SANITARY SEWER GRAVITY MAIN
EXISTING LIGHT POLE MUST -BE W/ DEMOLISHED WATER LINE
RELOCATED- REMOVE-, STORE AND -2 EXISTING CHAIN 'LINK JOE/ DEMOLISHED UNDERGROUND ELECTRIC
PROTECT DURING CONSTRUCTION. FENCE TO REMAIN
SEE CU-103 FOR NEW LOCATION. DEMOLISHED OVERHEAD ELECTRIC
EXISTING SILT FENCE DEMOLISHED
2a
t EXISTING
EXISTING CHAIN LINK DEMOLISH
REMAIN ASPHALT -L7 DEMOLISHED FIBER OPTIC LINE
FENCE TO T ROAD 7 DEMOLISHED NATURAL GAS LINE
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TAIRKI DEMOLISH EXISTING 6 PGC7—/ ' DEMOLISHED UNDERGROUND COMMUNICATION
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X CLEARING AND GRUBBING LINE
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15
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1<1y am
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COk HETDW47LL
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- - - - - - - - - - - - - - - - DEMOLISH INV.zl3.99'
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— — — — — — — — — — — — — — — — j stn�m, Inc
J REMOVE EXISTING WOODS -15 4021 STIRRUP CREEK DRIVE,
AND SURROUNDING SILT — — — -- — 'N SUITE 100
DURI INC 27703
-17
- - - - - - TEL (919)Ml-9900
FENCE
FM. (919) Wl-�i �/E INFO
_-S SF 9F SF SF- -Sf k' Rh APPROVED
sFEKE— SIE SF- SF SF, C. SF SF SF SF SF SF . . . . . .
17 ql_EARING�ANDT�'
. . . ... SURVEY NOTES:
GRUBBING,1
WOODS FOR COMMANDER HAVRE
WOODS ACTMTY
WOODS 1 DISTANCES SHOWN ARE HORIZONTAL GROUND
MEASUREMENTS.
2. HORIZONTAL CONTROL IS IN STATE PLANE NC GRID SATISFACTORY TO DAT
15-
t.4 NAD83/2011 DATUM. DES LL IDRWMAR 1CHK ILL
PM/DM
3. ELEVATIONS ARE NAVD88 DATUM.
BRANCH MANAGER
CHIEF ENG/ARCH
4. EXISTING CONDITIONS IN THIS AREA WERE TAKEN
4 CIV FROM SURVEY PROVIDED BY AVOLIS ENGINEERING FIRE PROTECTION
-15 0 DATED AUGUST 2015 AND MULKEY ENGINEERING & z
/3 /. M< Lj z
V
. . . . . . . . . . . . . . . . .. . . . 77 C, CONSULTANTS DATED MARCH 2015. ui
0 z z
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-CLEARING AND 0 :� Z' z
z W
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I EPROJECT NO P1280 '__L
Li
LLI
Z EXISTING CONDITION DEMOLITION PLAN
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12719
617
AREA 2, —AREA 4
< — -- — -- — -- — -- — -- — -- — -- — -- 496
SHEET 12 OF
Ii CD-103
DPAWI REM510N: 10 MAI
UNCLASSIFIED//FOR OFFICIAL USE ONLY
X,
9
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1 12 3 4 1
5 UNCLASSIFIED//FOR OFFICIAL USE ONLY
LEGEND:—
i
��/ i � �/ ` h/� / i' ' o EXISTING BUILDING/STRUCTURE TO REMAIN
a T / / \ ' � �< �� A \ / `� ` / �� ` i -7'+ EXISTING GROUND CONTOUR
i / i��� ���� ,% \ �� �� i� �� io i EXISTING ASPHALT
/ / - JD- - EXISTING STORM DRAIN
w i �� % �� �� �� �� % \ iX�� ��� ��� / �j� ��/ /� - ��- - EXISTING SANITARY SEWER GRAVITY MAIN
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w i i � A X y i ti/ Q
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`� i �� �� i ` ' /< �� �% / ���-(`)HE- - OVERHEAD ELECTRIC & COMMUNICATIONS
D _ X y x ; , � / , X- cl _ �T �i < Q = = EXISTING STEAM LINE
2 - 1 \Y/ / X i / �x\� \ ,i\- C V _ 24.E ,�A r _ / / / �� �� ��- - EXISTING WATERN LINE
a / X �i �� > /�'� �/ / bpi EXISTING WATER LINE GATE VALVE &
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i A i
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24 � X%`-/��`x� i� %��� �'����w Y / j Fa - EXISTING SANITARY SEWER FORCE MAIN
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24 RCP �� �� _ �� % ; X DEMOLISHED EDGE OF BITUMINOUS PAVEMENT
'� x �x� i j / , �� ._ ✓ DEMOLISHED EDGE OF CONCRETE
i V i A �� ___1
F tis i �� i �i -- so �i DEMOLISHED STORM DRAIN _ - f
---- I\
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18" RCP
I
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RIM= NLET1.16
i
� CURB INLET � � �I i � �a
-- —�m % i
D �- -�- ILL INV.=15.12 / \ - - - / / % o BUILDING DEMOLITION = aL
-- ,-� --- } _ 19 _ / 0 1. NO EARTH -DISTURBING ACTIVITIES MAY COMMENCE UNTIL o ASPHALT/GRAVEL DEMOLITION 18511 \_
PERIMETER EROSION CONTROL MEASURES ARE IN PLACE IN o SIDEWALK JOGGING TRAIL DEMOLITION
i
--20 DROP INLET _; : D� _ ACCORDANCE R WITH THE T EROSION&SEDIMENT CONTROL CLEARING AND GRUBBING LINE
C --- 1 RIM=1a.1a D CONSTRUCTION STORMWATER PERMIT T R
- _ - -_ig �� CLEARING AND GRUBBING AREA �''�AA,,,,E11111,,1,A�`°
X INV=PULL or SED. NCGO 0000
�3s PERMIT AN
. EXISTING
_ EXISTING ASPHALT ROAD Rep DEMOLISHED WATER TLAND �L
D - 2 TEMPORARY STOCKPILES, WHERE APPLICABLE, UST BE A R LINE GATE VALVE &
- - - - - - - - - -" i WITHIN R LIMITS OF KDISTURBANCE AND REGRADED PRIOR TO BOX ASSEMBLY
- --- -- --
n
- - _- -_ _ - -� � n= _ ,� � DEMOLISHED FIRE HYDRANT
Z - - END OF CONTRACT - ,J DEMOBILIZATION FROM SITE. z
0 - - - - AND DEMOLITION - - - - - - - - - - - T2- _ - - - j -- - _ i i , 2 D - V = foster
o
amec
- - _ - -- - - _ g{ , - -1N DEMOLISHED PRIMARY ELECTRICAL MANHOLE
a - - LLJ__ - o -- s.ss
LLJ
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- - - - -- _-
$ - - 3. PROTECT SURVEY CONTROL POINTS AND MUST REPLACE OR wheelerZD
--- 7--- o n DEMOLISHED COMMUNICATION HANDHOLE AneoPoshwV&eelerEnvironment&
RELOCATE CONTROL POINTS WHICH ARE DISTURBED BY ® ^�as„� ^ l� -,
4021 STIRRUP CREEK DRIVE, Q
CONSTRUCTION ACTIVITIES. SUITE 100 L)
I - DURHAM, NO 27703
1 FAX.[phone] AETE INFO I / � � � TEL [phone] �
o STORMWATER POND -
of 19 `L APPROVED
o PERMANENT POOL ELEV.=12.69 �' 9 �� 5"�,5 4. REPAIR DAMAGE TO EXISTING STRUCTURES DURING o
i - - - �� z'a e�� CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE, SURVEY NOTES:
BOTTOM ELEVATION-6.5t
� UTILITIES, PAVEMENT, STRIPING, BUILDINGS, CURB, ETC.
FOR COMMANDER NAVFAC �
REPAIRS MUST BE EQUAL TO OR BETTER THAN EXISTING -
- - Ex. srORFiWATER ,M 5 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT 01.74.19: 1. DISTANCES SHOWN ARE HORIZONTAL GROUND Acr°I"
-- OUTLET STRUCTURE = - e��: " CONDITIONS. MEASUREMENTS.
- 7RIM=13.89 (LOW SIDE)
v _ - 7 0 e / 2. HORIZONTAL CONTROL IS IN STATE PLANE NC GRID aDSFAcrDRv 19 DnrE v
INV ORIFICE=12.69 NO DIRT FROM CONSTRUCTION SITES MUST LEAVE MARINE CORPS BASE z
z - - 5. PROTECT THE PUBLIC DURING CONSTRUCTION WHICH ZD
I b NAD83/2011 DATUM. DES LL DOW MAR COP LL
_ CAMP LEJEUNE OR MARINE CORPS AIR STATION PROPERTY (WITH THE INCLUDES, BUT IS NOT LIMITED TO, CONSTRUCTION PM oM
r 5 - EXCEPTION OF ENVIRONMENTAL REMEDIAL ACTIVITIES). ANY EXCESS FENCING, BARRICADES, SIGNAGE, ETC. 3. ELEVATIONS ARE NAVD88 DATUM. BRANCH MANAGER
SOIL THAT CANNOT BE REUSED ON ITS ORIGINATING SITE MUST BE 4. EXISTING CONDITIONS IN THIS AREA WERE TAKEN CHIEF ENC/ARCH
LH - TRANSPORTED TO ONE OF THE FOLLOWING LOCATIONS: RE PROTECTION
FROM SURVEY PROVIDED BY AVOLIS ENGINEERING
J 6. COMPLY WITH BASE REGULATIONS GOVERNING THE o
B I �� DATED AUGUST 2015 AND MULKEY ENGINEERING &
�M AREAS MANAGED BY G-3 5 FOR RE -USE ON TRAINING AREAS FOR DEMOLITION, REMOVAL, TRANSPORTATION AND DISPOSAL OF U z B
- / DEMOLITION DEBRIS. CONSULTANTS DATED MARCH 2O15. o � 9 w
VARIOUS MAINTENANCE ACTIVITIES: 0 z o z
o' 5. CONTROL POINTS: 0 g = Z z
3.1 ACRE STORAGE EAST OF OP-4 ON SNEADS FERRY ROAD. MEC #5 N=345317.212, E=2499686.5410, W _ g
I 7. COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA - Q W EL
1112.56 ELEV=22.14' z 0 < 0
STANDARDS FOR EXCAVATION AND TRENCHING PROCEDURES. �, - a •- z
3.5 ACRE STORAGE WITHIN TLZ CONDOR OFF VERONA LOOP ROAD. CONTRACTOR MUST UTILIZE SUPPORT SYSTEMS, SLOPING, W 2 ca o
i_ MEC #4 N=345336.860, E=2500210.704, N t a
i BENCHING, ETC. AS NECESSARY FOR THESE OPERATIONS, ELEV=18.85' W 0
• PRIOR TO DELIVERING SOIL TO THESE STOCKPILE LOCATIONS, THE AND MUST COMPLY WITH OSHA PERFORMANCE CRITERIA. zi z = p 2
FOLLOWING MUST BE CONDUCTED: Q cO cn W
C)
i COORDINATE WITH G-3/5 (MR. DAVE LYNCH OR MR. BILL 8. COORDINATE DISCONNECTION OF UTILITIES SERVING THE > m (0) z
VANPELT, MCI EAST- MCBCAMLEJ, 910-451-5772/8799) TO EXISTING SITE WITH THE APPROPRIATE UTILITY COMPANIES 0 cn
DETERMINE CAPACITY AVAILABLE (I.E., HOW MUCH SOIL CAN BE AND WITH THE CONTRACTING OFFICER TWO WEEKS PRIOR z z
I �w STORED). TO DISRUPTION OF SERVICE, AND OBTAIN APPROVAL FROM
THE SAME TO COMMENCE DEMOLITION ACTIVITIES. N w � z
1 ALL SOILS WILL BE CLEAR OF ORGANIC MATERIAL SUCH AS ROOTS _ C E 70 N 0
AND TIMBER. 9. EXISTING STRUCTURES, UTILITIES, PAVEMENT, VEGETATION, _ N 0-
.� DEBRIS, TREES AND ASSOCIATED ROOT SYSTEMS, RUBBLE, " !0t O z
• CONTACT POCS LISTED ABOVE 7-10 DAYS IN ADVANCE TO LOOSE MATERIALS, ETC. WITHIN CONSTRUCTION AREA, MUST ''i3V 00 X ca
COORDINATE DELIVERY OF MATERIAL AT THE STORAGE LOCATIONS. BE REMOVED & LEGALLY DISPOSED OF OFF -SITE IN ---- "- W ,- N 5R
SAM' ACCORDANCE WITH THE BASE REQUIREMENTS AND THE GRAPHIC SCALE: 1"=40' a � ¢ CL Q w
-IlkSOIL CONTAMINATED WITH DEBRIS OR CHEMICALS CANNOT BE DISPOSED SPECIFICATIONS. RESULTING EXCAVATIONS MUST BE , W U1103
E
I C1 AT THE STOCKPILE LOCATIONS. IF CONTAMINATED SOILS ARE BACKFILLED WITH ENGINEERED FILL AS DEFINED BY THE 40 0 40 80 0
cc
A o SUSPECTED OR CONFIRMED THROUGH PRESENCE OF UXO, ODORS OR SPECIFICATIONS. o J a 0 U ^
VISUAL STAINING, AFFECTED SOILS MUST BE PROPERLY TESTED, W g w /�
MANIFESTED AND DISPOSED OF IN ACCORDANCE WITH RCRA Q w z
w 10. DEMOLISHED MEANS REMOVED FROM SITE. UTILITIES MUST KEYPLAN �h z
a REGULATIONS. CONTACT BASE EMD (ER PROGRAM MANAGER) FOR MORE BE REMOVED TO MAIN OR TO NEAREST STRUCTURE. VJ W Q
INFORMATION. 7 o
w _ I I SCALE AS SHOWN
AREA t EPROJECT No.: P1280
W+It '' % tl _ (UJ .I CONSTR. CONTR. N0.
W EXISTING CONDITION AND DEMOLITION PLAN _
Al — NAVFAC DRAWING NO
SCALE: 1 °=ao' y +� 12719618
SHEET 13 of 4%
AREA AREA3y AREA4 ":{': {jf
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1 2 1 3 4 5, R@ASWN: tU MMRIH
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UNCLASSIFIED//FOR OFFICIAL USE ONLY
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❑X SITE NOTES: LEGEND:
0 PERIMETER 8' CHAIN LINK FENCE ®3 4" SOLID WHITE LINE PARKING 45 EXISTING GRAVEL ROAD
DRIVEWAY 2 VERTEX D A T A WITH 3 BARBED WIRE STRANDS STALL
46 SECURITY TURNSTILE CANOPY
C U R V E E L E M E N T S C 0 0 R D I N A TES DISTANCE PERIMETER 8' ORNAMENTAL ® ABA DETECTABLE WARNING STRIP (25'-0" x 13.50'-0")
VERTEX BEARING VERTEX TO REMARKS METAL SECURITY FENCE - SEE ABA HANDICAP RAMP
o R T E L Y X VERTEX
DETAIL FOR MORE INFORMATION nnnTrnTnm enl I Aen
DRIVEWAY 2 1 INTENTIONALLY OMITTED
3 MOTORCYCLE PARKING SIGN -
STA.0+00.00
345919.5797p
047
-
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LINE DRIVEWAY 2 BEGINS
PC-V1
345795.9415833
-
STA.2+35.20 DRIVEWAY 2
V1
L
DRIVEWAY 2
51017 51
112.000
53.779
12.242
345767.6713319
S 58°17'10" E
288.976
VERTEX
PT-V1
345714.2923753
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10.348
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345169.3006
2499453.9056
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2499218.1293
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DRIVEWAY 2
38'43 34
50.000
17.572
2.998
33.795
345138.1547
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345147.3916
2499185.7413
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345271.0319
2498985.6593
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88.000
42.23
99.609
78.751
345293.2325
2498949.7329
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345335.1489
2498944.5771
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2498938.2804
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37-0715399
112.000
37.618
6.149
2.583
345423.6774
2498933.6880
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345456.2160
2498952.5645
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345502.5066
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52'18 53
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24.557
5.705
45.653
345523.6278
2498992.5477
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2499016.9209
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2499428.9626
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VERTEX 0 R T E L Y X BEARING VERTEX TO REMARKS
VERTEX
ACCESS ROAD
STA.0+00.00 STREET-4
345057.7391
345118.8093
2499737.7158
2 00219.2710
-
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BEGINS
STA.4+85.41
PC-V9
V9
R STREET-4
32"5419
112.000
33.075
4.782
64.322
345122.9705
2500252.0835
N 82.46'21" E
518.487
VERTEX
PT-V9
345144.2897
2500277.3712
-
STA.5+49.73
PC-V10
345399.9148
2500580.5817
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L
STREET-4
33"09 53
88.000
26.205
3.819
50.93
345416.8053
2500600.6163
N 49'52'01" E
6E
VERTEX
PT-V10
345419.9844
2500626.6273
-
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345435.5232
2500754.2825
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5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE OU co U Lu
MEASURED FROM CENTER OF STORM STRUCTURES END 0 O ¢
TO END OF THE FLARED SECTIONS. SLOPES ARE BASED z z
ON THIS LENGTH. w O
GENERAL GRADING NOTES: z 70
1F -�� z 0 Q
1. RETURN AREAS DISTURBED BY CONSTRUCTIO
EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN x . Ot7
O X
w w CV a) a Q.
GRAPHIC SCALE: 1 "=60' F ¢ m E
60 0 60' 120' LL• it O
0 -1 0 U A
W>� w
PHIS AREA TAKEN d d i z z
KEYPLAN �I ir
:D BY AVOLIS _ 4 a Q
o
2015.j AREA 1 I I SCALE. AS SHOWN
I EPROJECT NO.: P1280
.:,'.i•:,r': 1:'rl{!i}}:y.: �V�: CONSTR. CONTR. N0.
/
^z AREA 3 NAVFAC DRAWING NO
' rl
12719626
I�
•AREA2 �:-..-.'r.-..' '�fI SHEET 21 OR 4gFi
f CG-103
DRINFORIJ RIDi N: 10 IYRCH 2O0B
UNCLASSIFIED//FOR OFFICIAL USE ONLY

1 1 2 1 3 i 4 1 5
UNCLASSIFIED//FOR OFFICIAL USE ONLY
J
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EXISTING CONDITIONS IN THIS AREA TAKEN
FROM SURVEY PROVIDED BY AVOLIS
ENGINEERING DATED 9/09/2010 MODIFIED
AUGUST 2015.
SURVEY NOTES:
1. DISTANCES SHOWN ARE HORIZONTAL GROUND
MEASUREMENTS.
2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID
NAD83/2011 DATUM.
3. ELEVATIONS ARE NAVD88 DATUM.
4. CONTROL POINTS:
0 MEC #5 N=345317.212, E=2499686.5410, ELEV=22.14'
• MEC #4 N=345336.860, E=2500210.704, ELEV=18.85'
CREEK ROAD GRADE
ICE 01
I i LEGEND:
EXISTING
BUILDING/STRUCTURE TO REMAIN
`v
EXISTING
GROUND CONTOUR
- 74.00 -
GROUND
CONTOUR
i { I
EXISTING
SHRUBS
EXISTING
ASPHALT
EXISTING
STORM DRAIN
EXISTING
SANITARY SEWER GRAVITY MAIN
EXISTING
UNDERGROUND ELECTRIC
EXISTING
BOTTOM OF BANK
1 rr
EXISTING
UNDERGROUND COMMUNICATIONS
()�c OVERHEAD ELECTRIC & COMMUNICATIONS
i ST EXISTING STEAM LINE
W EXISTING WATER LINE
j BUILDING
- SD STORM SEWER PIPE
I - ss - ss - SANITARY SEWER GRAVITY MAIN
O ® CONCRETE PAVEMENT
o CONCRETE SLAB
--
., EXISTING SIDEWALK
SIDEWALK
0 WETLAND AREA
- _ H EXISTING GATE VALVE & BOX ASSEMBLY
EXISTING FIRE
T) EXISTING PRIM RYDRANT ELECTRICAL MANHOLE
I
EXISTING COMMUNICATION STRUCTURE
- c.4Pv EXISTING TELECOMMUNICATIONS STRUCTURE
INLET
�) a ! ❑ EXISTING INLET
I ® FLARED END STRUCTURE (HW)
'------ 32--- - a
EXISTING MONITORING WELL
IDSEXISTING SEWER MANHOLE
uI A - --"� - -_ ��,', ❑ EXISTING ELECTRICAL STRUCTURE
-„-_;,s' EXISTING LUMINAIRE POLE
�-•�-� DRAINAGE FLOW LINES
�_ _-___-___3.a _ ql
<' - -_ _ \S EXISTING STORM SEWER MANHOLE
f �2--- M _FM- EXISTING SANITARY SEWER FORCE MAIN
POWER POLE
\/ I _ _ 34 - - 3a _�_ "H © COMMUNICATION STRUCTURES
r -� 25.00 SPOT ELEVATION
A ,
125.00 EXISTING SPOT ELEVATION
I,
28.97%\ ---- / � ��, = �' STORM DRAINAGE NOTES:
----- �29.00' / i. 34
wi ��2s.o5 8 1. STORM DRAINAGE PIPES MUST BE:
k, �i
28.00 , /
\ n 29 08' ( RCP CLASS III FOR STORM DRAINAGE PIPE
+ x
dif $ ^�� 1 \2M7 �,� �Q - -33' ( _ •• RCP/CLASS V FOR STORM DRAINAGE PIPE UNDER
'IRPAVEMENT WHEN THERE IS 12 OR LESS OF COVER
/
DITCH B2 REFER TO ���
29.50 ', / �. I , F
27 �_ \ s 2s.aa r- i, FROM THE TOP OF THE PIPE TO THE FINISHED GRADE
DITCH CHART ON C-20 9 �� /
�2eo6 0 0
\ i >x� ��n- ids �-30 00 i
\z8.73 2. PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED
27.37 �f ; EVEN WITH INSIDE WALL
,
\( _
� 3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
o
TO FLOW IN AREAS WHERE PIPES ARE BEING
G62� ' ' ' CONSTRUCTED.
r I - � ( ,
26.28
l
�i
f, 4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN
9w °� i ' STRUCTURES.
27.99
/ //%A 27.9s \ \33 28.24 5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE
MEASURED FROM CENTER OF STORM STRUCTURES END
27�86 -
? � � ,' -_30 2 TO END OF THE FLARED SECTIONS. SLOPES ARE BASED
�00 !` ` a.? ? -`' ON THIS LENGTH.
\ -28.09 ;' - GENERAL GRADING NOTES:
if TIT,
3L„�•I l l 1 , i � ,1
2z52 - ( �" " 1. RETURN AREAS DISTURBED BY CONSTRUCTION TO
- i EXISTING G CONDITIONS UNLESS OTHERWISE SHOWN.
i
27.29
® �-27.86 ; 2. CONTRACTOR MUST OBTAIN THIRD PARTY SURVEY (AS
BUILT) PLANS OF ALL BMPS, INCLUDING UNDERDRAINS,
(;' f PRIOR TO BACKFILL TO CERTIFY CONSTRUCTION AS
/ • $
i SPECIFIED IN PLANS.
-
- Lt
N
i �.o r
�'27
_ __---_ \r 3. REFER TO SHEET C04
-205 FOR PIPE CHART.
CC)�1 l ' DITCH 81 REFER TO 26.79� -
�`--.2k� DITCH CHART ON C-204) 27.55
l
M �� , , , l 1 1V 1 1 i s 1 i
D1 INFILTRATION BASIN -C3
�� 8If f h
26.22ECEIVI
sT , -39.00 i �II i ,'�' i i ��l
l25 42 A3 r 31t.W-3 : 37.00� ' r'1 , 1 11
0 36.N. r i 26.60\.. " o`d ,'` 1, ,
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l Bv:--
r S'
SE
if
210012200- 1 r 0 32:OU--3200 A�^ �_2$_
i 23.06 29. r.i 31.00-
"e,. 25.rw- 30. _ 27.42
26.
27.
u \ IB/ ti©P" i '//, / f �9 - 27. 24.5C
MATCHLINE SEE SHEET AREA-2 (CG-105) / 26.00
GRADING PLAN
Al SCALE:1"=40'
26.88
T ,�
a
a
0
N CAR, O
�j iii � \
CENGINLEER,��:�
"I/II II IItO kV"
SEAL
amec
foster
wheeler
Amec Foster V*mIw Em,mme"t 6
IMeastmaure, Ix.
4021 STIRRUP CREEK DRIVE,
SUITE 100
DURIWr1, NC 277D3
TEL [phone]
FAX. (919F 381-9901 A/E INFO
APPROVED
' FOR COMMANDER NAVFAC '
ACTIVITY
SATISFACTORY TO DATE
DES BL
DRw MAR
CHI< LL
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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SCALE AS SHOWN
EPROJECT NO... P1280
CONSTR. CONTE. NO
l�ll� NAVFAC 1R2719627
4 111' SHEET 22 OF ass
1111
_.._.. I; CG-104
IN
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UNCLASSIFIED//FOR OFFICIAL USE ONLY

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1 21 3 UNCLASSIFIED//FOR OFFICIAL USE ONLY
MATCHLINE SEE SHEET AREA-1 (CG-104)r -- - 27.39 - 27 27.56 27.5 ° S o� `'2�, MATCHLINE SEE SHEETREA-1 (CG-104) EXISTING BUILDING/STRUCTURE TO REMAIN
CD
s _ - �4.�° - _ EXISTING GROUND CONTOUR
sa �, o �74.00- GROUND CONTOUR
8
_"Iv EXISTING SHRUBS
cLv" I EXISTING ASPHALT
- 27.97 �� 28.97 28.00� G51 zt / ch - -
o,f, „ z8.66 �o:; s� i �� ¢ -D --- EXISTING STORM DRAIN
2a ss EXISTING SANITARY SEWER GRAVITY MAIN
- EXISTING UNDERGROUND ELECTRIC
I
- it1
k 28.37 1 ° - 28.85 _ t H
%I' a 52p EXISTING BOTTOM OF BANK
29.23 26.97 ze tiffs i +��� • W ^'�
G . - 8 h• ° _ ° ° w I uG� EXISTING UNDERGROUND COMMUNICATIONS
_2° ® i ti tip• -1.5% ,,:!- +28.19 1.fiG 27: - 26.91� �-.5L �L !..26.53 S _ -
1. � o 23.59 � t � ,..
�; �� I �s vQ7 �I I} ai IHt OVERHEAD ELECTRIC & COMMUNICATIONS
D �`? y �' qo/� - _ ti0 I21i
'w -T EXISTING STEAM LINE
Lu
i "C ! ;, `�.3 '�� I�1�
,
ATER LINE
3 e _ o g
EXISTING W
i
r C-522 1', w BUILDING
01 u �29.90 Z
'/ p
29.00 29.10 28.48 o 28.20 28.41 I C / N - z8sa i I :�y I - s� - STORM SEWER PIPE o
' - - - 28.65 - -- e e m f 29 57 ^ \3�
30.0s 281 zs.s1 ;o�'-ss-ss- SANITARY SEWER GRAVITY MAIN
� CONCRETE PA CONCRETE SLAB
( \ �, EXISTING SIDEWALK
L
ln
l SIDEWALK \
i f YY
i 29.sa !` 28. u.\ j� © WETLAND AREA
r $
° _
- ..0 ° zc. zs. "
64 1T: 1- 1 1 1 1, 1 C 2. Il _I L7_ T
� ; _ " N BOX ASSEMBLY
v 3o.a - - - - - - - -- -� __ - {- - 2 -- zz.s7- EXISTING FREE HYDRANTWIN
NL� hC 517 z,. 26[ 24. 2zoo - I E
a EXISTING PRIMARY ELECTRICAL MANHOLE
°� $ )"`' EXISTING COMMUNICATION STRUCTUREMIN
° $ - Wo I�► NGi V AIV EXISTING TELECOMMUNICATIONS STRUCTURE
N
v ls" ti ti - - a DI - -
-1.
,,2', , � T. /� -- , 1 -1 5/ 25.49 �3 0/ N �27.59 -1.SG 26.1a � .0°° � � � ' r INLET
o� ZONJ WITHIN 25
v � �., aA. 2�. �� - SS. I ❑ EXISTING INLET �^
v3. - 28.1 ° V
vy �� G'"/<�'1 ! ` I C FLARED END STRUCTURE (HW)
v
\ \ E� i \ } ill °I s , ! , EXISTING MONITORING WELL
\ \\ --` -- - 1 wuuu
I
27.95 27.27 27.a1 z7.7s 27.92 v.32 G = 2s.aa: -28.3a 6 �_- �, ".._ EXISTING SEWER MANHOLE ,,`'oRTtl CAROB'''%
\ \ �27.9a - - - - - - - - - °-_ - �B ---- -'2 ------ _ STRUCTURE ° `' FE 10 G
it
® EXISTING LUMINAIREEXISTING LPOLEU
DRAINAGE FLOW LINES = _
�.._
e � o s 8 •� � �MANHOLEz
� ° I EXISTING STORM SEWER
6 �g '� A �' �+ - EXISTING SANITARY SEWER FORCE MAIN �' ENGINEER Z ,�
\ V V o Ot e• ti' h:1EC 9 9
-. =54��1 12 o
�� � h ' UNDERDRAIN
I
\. �A •.�A .,.ter. A y\ 26.93 qE-24996';G.5410 ° ' p)ulnlumt'
POWER POLE SE
I
AL
v 20.00=
v v ` ��� ` L-- - 26.79- - - - - - - -' - a; 2s.so� "H ❑r © COMMUNICATION STRUCTURES
v o ° 1 z2
I
_ \ \ d h 24.04 - 22.90
\\ \\ \ 7 J_1 ���JE 1 _�� L7+25.00 SPOT s. - - z3.83 ° - - ° 1 25.00 EXISTING SPOT O ELEVATION >-
ti ° 22.66 22.49
\ , 21.75 J
\ A VV ti 25.21 2s c$& V
amec o Vv B V"" \ i 26.63 24.40- 1.7 6 y._ <> o
\ qS\, \ } -- > zs� SD D SD 24.2s ,� ti ry. ti� 72• _ 21.T foster
A v v 25.69 4 ��� � p w
,. s �- - - - STORM DRAINAGE NOTES: A c Fmtw leM,eelwErnlm mm,6 �
F ) \ 62
` \ n ! - - - -- -- Infrzstrutlure, Inc. J
26.50 - - o 25 'S z_ ^ 1 _ ® r 1. STORM DRAINAGE PIPES MUST BE: 4M1STIRRUP CREEK DRIVE,
2. \ w
\ _ + SUITE 100 U
q \ \ -
523 12i• -_ DURHAM, NC 2]]03
26.40 25.20 -I- 25.8 c4 2t.00 o I TEL [phone]
\ \ \ Fai \ `� 73 9>•2zss, - ; -1-_ - 2s i27 .• hN ?,; .. RCP/CLASS III FOR STORM DRAINAGE PIPE Co
\ \ , 18.00 qu, FAX:(919)MD-9901 A/[ wro
�� v, ------ . v.sa ° �' �� izoo ��I •• Of
RCP/CLASS V FOR STORM DRAINAGE PIPE UNDER APPROVED
n oz PAVEMENT WHEN THERE IS 12 OR LESS OF COVER
$ 1 tiFROM THE TOP OF THE PIPE TO THE FINISHED GRADE A o
B4 �v �� ----- 7A. 22.87 'cj,i'
N
I FOR COMMANDER N VFAC
o. 24.2� .
.`DROP IN C-517 AC,I TY En
_ _ - � ,� r 1 2. PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED �,
z3.36 Al EVEN WITH INSIDE WALL. v'
i
' r
�\ \ 23.52' 24.33 CATCH BASIN -
ll C 52
, �•� e l i-' ' 't\ \ r SATISFACTORY TO DATE
-v
I 1 I T
27.07� (� r� 3.0:1 - Z
�, \. e ei 3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
- •vo L1 DES MI DRW MAR CHK
TO FLOW IN AREAS WHERE PIPES ARE BEING voff v vCONSTRUCTED. BRANCH MANAGER
v 25•
v�v V �•. vA �. z�. 23.77
q I M o zS. PM/DM
\v� A''tvv 2 i�� ,I! CHIEF ENG/ARCH
v 20• 4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN
FIRE PROTECTION
V V AA �1 A v I
vt5o O:1S . ( ` �
STRUCTURES.
.ISAND FILTER
R TB z
< U z
\,� g 5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE � ��J e w
N `N N 17. 10 N N , ^O� `:lo .-. U L Z Z
\ \ \ \ , �o MEASURED FROM CENTER OF STORM STRUCTURES END
uD - uD DID uD - uD - LID - uD ---- uD - ub •� eI + ! _ e2 W
DD DD LID - DD - w - w - � - V 1 s.a1 ( TO END OF THE FLARED SECTIONS. SLOPES ARE BASED = g ' w
,v vv y e Q I
N \� y'� �� V 1 1 s.zs 1 s.9s ,e. `; ON THIS LENGTH. z o a O
�20. o z0. 3 �^ a
`\ $ �l GENERAL GRADING NOTES: W }'
y.N `v v �J .:ir-22.00 �' I, Z
�� 23.00 23.00 15.30 - - w I U 01-
v. f-
\\ �\ -2z.oa i. RETURN AREAS DISTURBED BY CONSTRUCTION TO 0-
\ 19.26 1 EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN. ¢ (�
v:V v.. ' 15.05 '�• F ; +� Z
v vvy A� vVv wv �I �I ..' 1a71 ao��e 1 > (>5 O g
\ \\ \ \ \ 15. .15.
`\ "SEE GENE AZ `' ��° 2. CONTRACTOR MUST OBTAIN THIRD PARTY SURVEY (AS a O CO
\\ GRADING NOTE 4i\ 'S rq0. .F
R EMERGENCY SPILLW Y 14.1 s o f
a�% ° 15 i`�� moo° t9.3a -3.0:1 BUILT) PLANS OF ALL BMPS, INCLUDING UNDERDRAINS, U O U) z_
vv��v y:vv ;vv V \�L Z2 PRIOR TO BACKFILL TO CERTIFY CONSTRUCTION AS C7
SD SD -I SD 70 L
14.56-
\ ` _ ti -1 s o Z
SPECIFIED IN PLANS. a
SURVEY NOTES: �\ \ �6\ Lu
ca 0y 2, I 3. REFER TO SHEET C-205 FOR PIPE CHART. z
�; `v: ,� 3 CV
1. DISTANCES SHOWN ARE HORIZONTAL GROUND \ v 0:1 N
MEASUREMENTS. vvV` vV ;;A , v� ;i ( w 0p
_ 4. CONTRACTOR YUSf OBTA�1 TF�tD PARTY SURVEY AS
2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID J f �%_ X
19.62 .� CV
TO BAgff W.. TO CERTFY W a)
2. m _ w _
vv 19.a3 1, I SPECFIED N PWlS. cn Q
NAD83/2011 DATUM. �, �v h c7 117 Uco
V�� A v �V ` V . v , vt ( u ' ( ' ,gy AI k Q
I1
V v v -v 1 i `1
A af 1958 U �Q
IL
3. ELEVATIONS ARE NAVD88 DATUM. \� v A ' , ' '�, �, D? GRAPHIC SCALE: 1 °=40' a
v v �� .\ b \ v . v BY: O
A v v v W p O U
4. CONTROL POINTS: vA ` ,v A�v v, A �� v` A w;vwv:. �) 40 0 40 8U w > w
MEC 5 N=345317.212, E=2499686.5410, ELEV=22.14' z
' v y v KEYPLAN -`� i' z
• MEC4 N=345336.860, E=2500210.704, ELEV=18.85' `\ v �° vI� w - �o �11 w
v \y A�
----------- .
-
-- 16-
scA�E- AS SHOWN
__ W � AREA 1 EPPoJEcr No P1280
Ii
fn ! C - t� I J ' C CODES NO
z ' `-------- 1 `� - - W ( i
\ _ ----- ,- 1
I
I i
\ z NAVFAC DRAWING NO
v � `� GRADING PLAN ; I _ _.. 12719628
\ \- U I '111i
\ \\ \ AREA 2 ., AREA 3 ;AREA 4 111 SHEET 23 or 496
rA2 I _ _ I
SCALE: 1 "=40' � a , ----' i I
:..i • 1
..............� 1tl
•,I ...105
1DRAWFORY REVISNIN: 10 IPRCB 200D
UNCLASSIFIED//FOR OFFICIAL USE ONLY
0
FAM

1 2 3 4 5 UNCLASSIFIED//FOR OFFICIAL USE ONLY
_ � � � � - , � s° LEGEND•
1
�lJN v FFE=25.35 e a < i
2 STORY BRICK �° rDMH
(.RIM=24.66
Q NLECURB IT❑� z C 523 1
W RI 1i1 "' 1 --CURB INLET s _
? % w ✓ RIM=22.13
EXISTING BUILDING/STRUCTURE TO REMAIN
1 °13- ` - EXISTING GROUND CONTOUR
c� I �74.00 GROUND CONTOUR
Q EXISTING SHRUBSEXISTING ASPHALT
o
¢ a�
25 -----
`
AIN
TDRINV=15.30 ----- ------------------------------------ ---, ,a ; EXISTING SANITARY SEWER GRAVITY MAINw UJ 1
_ `_ X �2a.19 z3.a1 z4'z2 24.63 z3.71 -EXISTING UNDERGROUND ELECTRIC
to "l 8' METAL CHIN LNK' W B-WIRE r ---- . 'G SMN DROP INLET �< _ EXISTING BOTTOM OF BANK
W ', 22.43 RIM=23.27
w 22.08. ' V z4.00 RIM=24.26 7 1
U I EXISTING UNDERGROUND COMMUNICATIONS
T INV fi"-18 � �, � ', �, ' , ,w �
tL;$ _ za.s1 ° -4�° o zz.a21 - • 6, - y OVERHEAD ELECTRIC &COMMUNICATIONS
;� '
23.42?% ° e INV=17.86
D z ! os za.92 24.92 I s 1 e w �T EXISTING STEAM LINE
. 1. 4 ,
N D ^
YN E
z_
c ` ,1,r
EXISTING WATER I J - TE LINE
2 t A t 22.65- s ° n s C1 p- e
V I g 4.aa - < J BUILDING
U _ DROP INLET° _ ,
24.30 24 C-51 s a
- za.6o _ - SD - STORM SEWER PIPE
GRAVITY MAIN
C1 24.43 -i s �° ° s =-_-- ___ _ - ¢ T_-ss-ss- SANITARY SEWER GRAV
z3 so z3.21 ` o DROP INLET 1.za --- - ---- - -- ---g -
=za°
0 24.92 C 51 24.92 Jx '< , ° ' a s ® CONCRETE PAVEMENT o
23.45� - °
23.50 23.31
2a.s1 d R ,DIO _ ° - ° 0 SLAB
°
Al MAN 'ftj tiy. - z4.30 r, 24.92 g°� s ,. ° s {CONCRETE
"
°
° .
. °
� ILDNJ_ s ° -- EXISTING SIDEWALK
SIDEWALK
C 5o BARS.. b fir' . ❑�° 0 64 2a 43 1 - -
-- _I DROP INLET FF=2s.00 ti_
I
.�
"
CONC.: 22.iD 23.45 C 517 $ s ° s° °r3 I 0
-- -1 .16 � , s WETLAND AREA
° °
22.40 23.22 z3.za °ta- N _ 11 �1 0 < 7 ° EXISTING GATE VALVE & BOX ASSEMBLY
+22.88 T z3 -1 24.92 �' ri B4 s ❑�
RAP INLET < G IRE HYDRANT�®
g°°. + C517 s" ,
E _ C-
.' - • i EXISTING PRIMARY ELECTRICAL MANHOLE
2z.2z z3. [s
° Alz s _------- - --- -- Q
23.2z "' ^� EXISTING COMMUNICATION STRUCTURE
3.22 E23. 2
21.83 -) �� _o� � �it� �, I � �
o� 23.44,, 23.65 24.92 24.92 -- c v, TELECOMMUNICATIONS E
I y - \
zo.7z e 2 ct ^' EXISTING TE UNICATIONS STRUCTURE
° 23.38, - MAN BARS Al - N ` _
$ I \ °
❑ 22.32 - 24.00, ° 24.18 - S - 5° s I
sc'a
y
N•";' ?i.�y w -'> 22.91 i/`;� -.r �- i__-., '- _ ❑ .$ �3. i� THIS PIPE °C 50 { .. ° " INLET
° 22.22 �- $ $ •za LF, -� _ 23.47 0 -- = a - FLAREDEXISTINGENDL STRUCTURE
.62 cb 22.70 C�
-- o-- <
o 2a.00 za.si4' - - - - 23.7s _ ° _' } --f--a - '< _ Q EXISTING MONITORING WELL
24.00 24.56 Y m 24.57 22.2ti 24.37 22.53 23' `s" e: ° C
23,71 - i 1: -a, a2a.00 °' 1 + 22.2 sD -43% �' 1 EXISTING SEWER MANHOLE \,��R(N ARoli�'';
- - za.9z z3.96 - - ° s z1.12 _ C1 22 l❑ EXISTING ELECTRICAL STRUCTURE FE 10
s
z DR INLET" C-51 EXISTING LUMINAIRE POLE
5D 21.41 21.88 s 21.56 21 46 \
24.64 24.92 24.92 24.63 ; "" ---- -- -- _ - ---/�_ ,a
_ DRAINAGE FLOW LINES
_ - -
3'_ C _INK--W '= WIRE - - 21.46----------------------------
IT_ _ • - d --- EXISTING STORM SEWER MANHOLE/`/rk
DROP INLET C1 24.s2---- _
2L ° - - -- 28 --- � - -- - - EXISTING SANITARY SEWER FORCE MAIN '�' ENGINEER ��
ti C-51 B4 ° ] MAN Al 20.66
C DROP INLET -3. ° 1y ; -- - _ -z000 - 1
- - %9
C-517 ° �� - 21.31 21.\ 21.6a' 21.36 BARS C-50 20.66 ° 19� • POWER POLE C. L(,.
21.a �� g'�� ° \ I µHI � © COMMUNICATION STRUCTURES
O N
dal -' ❑ SEAL
z1.99J z'. zo.as i1- �- +25.00 SPOT ELEVATION
of =18.00 - 25.00 EXISTING SPOT ELEVATION
LEI$ 1z--- - -
>- 21.77 23.76� ° ° Sp�
-�4G
o I 6 " za.9z SDI' \ 20.00 - �q� - --15 ,,_' ; STI DRAINAGE NOTES: amec o
�e 16 _
�� id P;HDIO 21.70 �!} s 2
w-a.0 so ra! _ , a . wheelerLLJ
BUILDING B S �Q ° a ° z1.61 , foster
v, 8% 21.68 SID _
8 o I� rI FFE=25.00 Al MAN Al ;ate ts.00 ;! ,< �\ / Amec FoIII V*""Ier Emironment
SIP s z , 1. STORM DRAINAGE PIPES MUST BE:
J I N 'ii C-50 BARS � 1 $ ° -523 ��� �'. 11 '1. 4021 STIRRUP CREEK DRIVE, Q
o zInfrasI Inc
s� ls•11 -4 19.3s .9 �'A,ISTING r�, i'' RCP/CLASS III FOR STORM DRAINAGE PIPE SDRE'm
'° 21.58 v 21.82 �5 ,©, DUR.. L' 2n �
24.92 24.92T'ORMWATER ,• TEL [phone]
2a.00'' C2 �a 1s9��� 1974 `/ � RCP/CLASS V FOR STORM DRAINAGE PIPE UNDER EAx,1919)Ml-9901 APT
�' `' u.00�� x ;7 P O N D A� o
L . I T C 524 C 523 -44. =g. & 21.84 10 / 19.32 1 So // ,6. ,5.� .
PAVEMENT WHEN THERE IS 12 OR LESS OF COVER APPROVED
o_ B1 o ° FROM THE TOP OF THE PIPE TO THE FINISHED GRADE
2a.92 2192 24.92 24.92 2!. ° ° J 18.86' '1no i.. 2
- �9.
o I �4E ?� i = STRUCTURES MUST BE FLUSHED FOR COMMANDER NAVFAC o PIPE IN STORM DRAIN ST
LJ.J 2a.73 D -,, c h� - �D _ �' d'� n i t u' ACIIN7Y LAJ
24.92 24.92 illl 23.53 4' ;� A3 - -- EVEN WITH INSIDE WALL.
v�i o N 24.00 C-523 20.63 sD '
ti �g. ,, r� ��;''� i'� V)
o z4.za ° z3.a2 s. 1 3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
I ^� 24.24 0_ G No 2t. o o 22.48 �cP / 18.47-
z! " TO FLOW IN AREAS WHERE PIPES ARE BEING 'FACTORY To DATE
Z
r 21.42 20.17 --
� DEs BL ORw MAR CHIP LL
8 23.83 23.83 �23.66 23, a' Qom\ °' 9 1' __ �I CONSTRUCTED.
N 231 20.172 ' , __ -'
�16. ,� I 4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN PMA C °'
�
❑ �. 18.04 ,. B3 -� B ANGH MANAGER
2,. . - 6. ,�a'"� , - ��� -� _ STRUCTURES. CHIEF ENO/ARCH
o TC zz. a � DROP INL C-517
. - �•, - j' _ FIRE PROTECTION
200
- - �'` Al FLARED END SECTION '" _- }s 1 " 1� , 5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE z U p
B a�44 `� 1600� - " = ` MEASURED FROM CENTER Of STORM STRUCTURES END < o z u
s
211 14.77 % ° ; ; ; - i ,; I TO END OF THE FLARED SECTIONS. SLOPES ARE BASED $ z o z
n1 ,6.00 ,1• _ I ON THIS LENGTH. g
�� Z W
17. I6. ° 16.00 ° I5.00 l o �6fP _ _ o W
-
_-
1 I '� .- '� -- - ----------- , ` RS• 12.50 ------ -- - - - - _ GENERAL GRADING NOTES: z - O
GENE a J
_ a- a
z
4-1
12.so W
° 18.00o 1 TO
RETURN AREAS DISTURBED BY CONSTRUCTION W i � -0
2.22 '' I EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN. p U 0=
J
N
" "' ❑� "'p0 ,3• � ! i -'� - I 2. CONTRACTOR MUST OBTAIN THIRD PARTY SURVEY (AS z
15 "' 15. j500- �" - - « BUILT) PLANS OF ALL BMPS, INCLUDING UNDERDRAINS, Q z 0 g
14. 1!, 13 "n 1 ,5. -.r -\z d
s C13. I �� PRIOR TO BACKFILL, TO CERTIFY CONSTRUCTION AS U U U
15• M 16.00- -- - -� GRADING ENDS HERE AND . ` SPECIFIED IN PLANS. 0 Cn z
Al FLARED END SECTION-- --__ -_-_
i TIES INTO EXISTING GRADE ; " I z Q
--- r� A I 3. REFER TO SHEET C-205 FOR PIPE CHART. w �.0
DITCH Al-- --- - ------ --
----- y T I ` --- ' - EIS G A, 4. CONTRACTOR MUSTOBTAIN THIRD PARTY SURVEY AS Z
., (SEE C)ITCH "CHART _ _ _ WETLAND BUILT)PLANSOFALLBMPS HINCLUDING UNDERDRA NS z N
o ON C-204) _--"'�&" -- - -- o PRIOR TO BACKFILL, TO CERTIFY CONSTRUCTION AS W o0
SURVEY NOTES:
,�� - -" --- I SPECIFIED IN PLANS. w N X
U __ - -' - - - i U I=
�� -- �" a C
Q 1. DISTANCES SHOWN ARE HORIZONTAL GROUND - . Q �'" 117 6U U E
W MEASUREMENTS. 0
� -_ �� .,'" ___ - __ ___ '� � � GRAPHIC SCALE: 1 =40' � � � �
Q - + I BY:.- R- - y
A - -- A
w 2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID __-_---- 1� w I 40 0 40' 80' ' z > w
w NAD83/2011 DATUM. I - -- W Q
ai-------28-' = I KEYPLAN �'` j! z =
IW 3. ELEVATIONS ARE NAVD88_DATUM. `
fA ---- '--` - I _ jjII- I scAPe AS SHOWN
W W I i I@I aROOECT No. P1280
z 4. CONTROL POINTS: z AREA 1s
t - / �_1 1� CONSTR. CONTR. N0.
z MEC #5 N=345317.212, E=2499686.5410, ELEV=22.14 i a i
I MEC4 N=345336.860, E=2500210.704, ELEV=18.85' GRADING PLAN ' NAVEAC DRAWING NO
-
, 12719629
I AREA 2 1 E AREA 3' - AREA 4 ailli MEET 24 of 496
t. •lfi........::..:�.�.f.. III -
1
UNCLASSIFIED//FOR OFFICIAL USE ONLY

1
2 3 4 5 UNCLASSIFIED//FOR OFFICIAL USE ONLY
LEGEND:
CO
�' EXISTING BUILDING/STRUCTURE TO REMAIN
'
j� - - % 4.00 - - - EXISTING GROUND CONTOUR
C7
✓ . `'
/ tie �- 74.00 GROUND CONTOUR
�?
_ EXISTING SHRUBS
EXISTING ASPHALT
- -- _ _
D EXISTING STORM DRAIN
_
EXISTING SANITARY SEWER GRAVITY MAIN
w
_ e
/ y % ; ' j - U G E- - - EXISTING UNDERGROUND ELECTRIC
w
EXISTING BOTTOM OF BANK
�,,-� t- EXISTING UNDERGROUND COMMUNICATIONS
%w
�-
-- "- f F OV UN TONS
a
a
Lu
ERHEAD ELECTRIC & COMM ICA I
- °; -�S1 EXISTING STEAM LINE D
w --'"'
;' EXISTING WATER LINE
BUILDING
— 1 �• —, ��- "/ 1 / i —
c�;�' I' _ ! — SD STORM SEWER PIPE o
a� N �� I I;j '- ss ss — SANITARY SEWER GRAVITY MAIN E
_�I;I' CONCRETE PAVEMENT o
-- ------ _ ._ -- ,' CONCRETE SLAB
- = —----
� _--- �, �� %�EXISTING SIDEWALK
��©SIDEWALK
_
s - N RHALT ROAD
i 0
r w
Ex iTI G 4S - WETLAND AREA
I
- --- -- - -__ ! % ❑ BOX ASSEMBLY
1
_ _ - - EXISTING FREE HYDRANT
----"------—__._____.___r , N i 'i , ,' i r=b
� ' � , '" ' EXISTING PRIMARY ELECTRICAL MANHOLE
- ---------------- ON STRUCTURE I -" __ EXISTING COMMUNICATION
II! tJ ! :/. , ` ,� 1 card
G TELECOMMUNICATIONS STRUCTURE
I ! �•� ,
ti � EXISTIN
_ INLET
�� l:l' I I',�, '1a �� ❑ EXISTING INLET
",' ti� ! �' FLARED END STRUCTURE
� EXISTING MONITORING WELL
-" -y EXISTING SEWER MANHOLE ,,.H CARp�
- ,
- EXISTING ELECTRICAL STRUCTURE lQ�oFEs�ia
�I -- DRIVEWAY 3 'ENDS
�a - LUMINAIRE POLE_
<- 28-
_ TIE-IN TO EXISTING 1 ' '�� _ ; - �� DRAINAGE FLOW LINES = 1
g - _ ASPHALT ROAD _ --�a_- \ - % ; ' EXISTING STORM SEWER MANHOLE � k
ER FORCE MAIN --- i — — " 9
29--�-4SECTION AND GRADE = - '� � -- --- -- - ---" . _ _ � � fNGIN�
�_.- l EXISTING SANITARY SEW ,
Cz0.00- (il;o— '' 18.ss - - — _ \ \— -- — -- -- POWER POLE C. LO\A C
❑T © COMMUNICATION STRUCTURES
EXISTIN ASP -HALT ' SEAL
ROAD-,
+25.00 SPOT ELEVATION
18 09
� . — — — __ — — �"- — � _ — — __ � -�$- 25.00 EXISTINGSPOT ELEVATION
=n.00— --- -- -a�-------- -- -�- ---
-- --
_-
-- - 15 -- _ - _ - am ��
Z _ _ 1a-- — — -- — a i --
o _ r�— — __ ___- - = = - '`--- _ `1443
foster
--
--
—�--- _ _ o
w _ - _
---- - - r� =T -- _---_ -_ _ _ ___ - _�� �' -� ___ _ ratio- ;�, wheeler N
---
- g== - ---- - -- _' _ .a - o -, 1. STORM DRAINAGE PIPES MUST BE: Ame Faster Whether Ell tl&
M21 STIRRUP CREEK DRIVE.
InGasMudure, lnc. J
: t o '-�4 _
1' ( o - - •• RCP/CLASS III FOR STORM DRAINAGE PIPE SUITE IW v
r
:, `�� `:r : ( DURHAM, INC 27703
f 1 '( � •• RCP/CLASS V FOR STORM DRAINAGE PIPE UNDER TEL 919,38,-9900
L.� 1 : ,� i - FAX: [phone] A/E NEC
- _ PAVEMENT WHEN THERE IS 12 OR LESS OF COVER APPROVED
o FROM THE TOP OF THE PIPE TO THE FINISHED GRADE o
EXISTING STORMWATER WET POND A
_ 2. PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED FOR COMMANDER NAVFAC o
mow. __ - --_ _ _ / EVEN WITH INSIDE WALL. ACTIVITY
N =_
"' ' ; _ _ ,. 6 / 3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
---- - �\ �z ©_ $-- z i � TO FLOW IN AREAS WHERE PIPES ARE BEING
c� - --- -----
Z -- "'- CONSTRUCTED
---
- — -- .
sAnsFncraer ro DATE
DES Bl DPW MAR cHK LL
-- x�t ; � 4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN BRANCH MANAGER
_ , - -
\ `\ / _ 4 STRUCTURES.CHIEF ENG/ARCH
- ---- - _
— - FIR PROTECTION
5 QE PRO 6TI0
. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE Z B B _ _ DR -
MEASURED FROM CENTER OF STORM STRUCTURES END U z
TO END OF THE FLARED SECTIONS. SLOPES ARE BASED $ z o z
ON THIS LENGTH. Z g w
_ 'M GENERAL GRADING NOTES: Z o _j O
� CL
RETURN AREAS DISTURBED BY CONSTRUCTION TO W 1 v p 0
EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN. p O =
" z (u U)
2. CONTRACTOR MUST OBTAIN THIRD PARTY SURVEY (AS � 2 . p z
BUILT) PLANS OF ALL BMPS, INCLUDING UNDERDRAINS, z 2O m O g
I PRIOR TO BACKFILL, TO CERTIFY CONSTRUCTION AS U U 17
SPECIFIED IN PLANS. O z
SURVEY NOTES: z -0 O a
.41 3. REFER TO SHEET C-205 FOR PIPE CHART. w .2 <1
1. DISTANCES SHOWN ARE HORIZONTAL GROUND z L_
MEASUREMENTS. 4. CONTRACTOR MUST OBTAIN THIRD PARTY SURVEY (AS CO N Q
BUILT) PLANS OF ALL BMPS, INCLUDING UNDERDRAINS, z 00
PRIOR TO BACKFILL, TO CERTIFY CONSTRUCTION AS w
CID 2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID co
NAD83/2011 DATUM. SPECIFIED IN PLANS. w w T N
UFiEC�� < J a CL a
co 3. ELEVATIONS ARE NAVD88 DATUM. °"` 1% W U c E
w GRAPHIC SCALE: 1 "=40' � � O
A � '` A& 4. CONTROL POINTS: Y: -- - - o J a O U
"< AE MEC #5 N=345317.212, E=2499686.5410, ELEV=22.14' 40 0 40' 80' ' � j w /
W
MEC 14 N=345336.860, E=2500210.704, ELEV=18.85' KEYPLAN q=j uj < z Z
1CC
w a � a
I w
w
z
4 AIR
GRADING PLAN
I< CA4)SCALE:1"=40'
1 SCALE: AS SHOWN
i —
j EPROJECT NO. P1280
CONSTR. CONTR. NO.
NAVFAC DRAWING NO
12719630
AREA 2 AREA 3 *fAREA SHEET 25 of 496
CG 107
1 2 3 1 4 15 DRAWl REVISION: 10 MARCH ZKS
UNCLASSIFIED//FOR OFFICIAL USE ONLY

2
3
5 UNCLASSIFIED//FOR OFFICIAL USE ONLY
EXISTING CONDITIONS IN THIS AREA WERE
TAKEN FROM SURVEY PROVIDED BY MULKEY
ENGINEERING & CONSULTANTS DATED
3/02/2015 AND AVOLIS ENGINEERING DATED
AUGUST 2015.
RECEIVING WATER FOR THIS PROJECT IS
WALLACE CREEK, CLASSIFICATION SB NSW,
WITHIN THE WHITE OAK RIVER BASIN.
I
i
IF-)
II �
SI
i I
-- 32 _ -32 wux :mLc axa
--.._
g ,.>� —
�
ij i i G
'31
N
RIM:26.97
r-' DI-B
A ,. 11, INV OUT:21.81 150 RCP RIM:26.9
/ ! f INV OUT:21.10 150 RCI
4
C� /✓ I I -, I I I
r ,
MATCHLINE SEE SHEET AREA-2 (CG-102)
--'---30
4
!i v
G
o>
—o
T
SECURITY FENCE _ U
�CHAINLINK FENCE M '
W
C
w
w
W 1
EXISTING BUILDING F W
(ANGLICO HO) w
z I
J
x
U
Q
I
I
I
EXISTING BUILDING K 1
' PARKING GARAGE
I
i I
1
SOUTH PARKING GARAGE DRIVE
® A
1
EXISTING BUILDING A I
(INTEL HO)
I
RIM:26.60
nOUT:24.27 ao.I
INV 15"0 RCP - L66.92 95 9 RCP 0 0 65%F
ea a,-- x-,
.n.ou zs.ao zs.ao�Ey ti i , FES f-5
INV OUT:24.08 15"0 RCP
L•113.08' 15"0 RCP 0 0.20%
r �
tiq• FE$ C 1.1 ,' (.I CUR6,1NLET�Ir-!
F— —: INV 15"0 RCP" ".za eIN 22'aa 1
If
OUT:24.04
I� I
,
MATCHLINE SEE SHEET AREA-2 (CG-102)
STORM
SCALE:1'i
N
SEWER PLAN (I
1 ' 2 1 3
•`I M
U
1
<= W
a
WI
W
x
W
W
U)
W
-CURB INLET Z
RIM=22.13 J
INV=15.30 U IN'
—m —
Qt
L;
LEGEND:
EXISTING BUILDING/STRUCTURE TO REMAIN
<
--- 4 °0 --- EXISTING GROUND CONTOUR
--74.1 — GROUND CONTOUR
EXISTING SHRUBS
EXISTING ASPHALT
----- D------- EXISTING STORM DRAIN
----- ----- EXISTING SANITARY SEWER GRAVITY MAIN
J
---UGE----- EXISTING UNDERGROUND ELECTRIC
EXISTING BOTTOM OF BANK
SG: EXISTING UNDERGROUND COMMUNICATIONS
= OVERHEAD ELECTRIC & COMMUNICATIONS
ST EXISTING STEAM LINE
W-- EXISTING WATER LINE
BUILDING
— — — STORM SEWER PIPE
F
— ss — ss — SANITARY SEWER GRAVITY MAIN
® CONCRETE PAVEMENT
o
CONCRETE SLAB
EXISTING SIDEWALK
SIDEWALK
0 WETLAND AREA
EXISTING GATE VALVE & BOX ASSEMBLY
`, EXISTING FIRE HYDRANT
c:;ry EXISTING PRIMARY ELECTRICAL MANHOLE
EXISTING COMMUNICATION STRUCTURE
WIRE,
care EXISTING TELECOMMUNICATIONS STRUCTURE
IM INLET
O EXISTING INLETDI
FLARED STRUCTURE (
EXISTINGEND MONITORING WELLW)
o EXISTING SEWER MANHOLE
HlIIIICARO`
EXISTING ELECTRICAL STRUCTURE
�OFE IO
EXISTING LUMINAIRE POLESEAC—
ti�
DRAINAGE FLOW LINES
= p1
''2 EXISTING STORM SEWER MANHOLE
j
''o,
-- — EXISTING SANITARY SEWER FORCE MAIN
9,L FNCINEER��?
• POWER POLE
",C
HH ❑T © COMMUNICATION STRUCTURES
IIL1�1"O
�F
SURVEY NOTES:
1. DISTANCES SHOWN ARE HORIZONTAL GROUND
amec
MEASUREMENTS.
foster
wheeler
2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID
Ane Poster ill Envimnmenl&
NAD83/2011 DATUM.
In(ras0 .,Inc.
4021 STIRRUP CREEK DRIVE,
SURE 100
DURHAM, NC 27703
3. ELEVATIONS ARE NAVD88 DATUM.
TEL. [phone]W
FAX :[phone] A,E INF°
APPROVED
4. PHYSICAL SURVEY WAS TAKEN BY GASKINS LAND
SURVEYING, P.A. AND MAPPING BY AVOLIS
ENGINEERING, P.A., DATED MAY 2006.
FOR COMMANDER NAVFAO
AGTNID'
STORM DRAINAGE NOTES:
1. STORM DRAINAGE PIPES MUST BE:
SATISF ACTORYAT
DESBL O
DRMAR
GHK �L
•• RCP/CLASS III FOR STORM DRAINAGE PIPE
PM/DM
•• RCP/CLASS V FOR STORM DRAINAGE PIPE UNDER
BRANCH MANAGER
DRIVEWAY
CHIEF ENG/ARCH
FIRE PROTECTION
2. PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED
FI
1 U .
z
EVEN WITH INSIDE WALL.
I P— o
U Z
LLj
3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
z
Z g I
Z
w
TO FLOW IN AREAS WHERE PIPES ARE BEING
W ~ a
w
CONSTRUCTED.
z o
a 0
�2
ca
4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN
W
< c: -0
STRUCTURES.
0
0 =
5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE
g
C
g
MEASURED FROM CENTER OF STORM STRUCTURES END
> 2
cz 0
n
TO END OF THE FLARED SECTIONS. SLOPES ARE BASED
O
m
w
ON THIS LENGTH.
U
cA
w
z
_O
GENERAL GRADING NOTES:
W
� O
o
Z
cz
70 N
I
1. RETURN AREAS DISTURBED BY CONSTRUCTION TO
Q
EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN.
?
p0
fa
UL C
>, ,
GRAPHIC SCALE: i =60 R
m
60 0 601 ----t2G'----
o
o C)
w %
Q i
W
Z
KEYPLAN i
jl
F
Z
i
rill,I
ALE:AS SHOWN
EPROJECT NO.: P1280
CONSTR. CONTR_ NO
-
AREA a
iil
NAVFAC DRAWING NO.
12719631
AREA 2 1
SHEET 26 OF 496
-
;
CG-108
5
DRAWFORM REM810N: 10 Ill 2008
UNCLASSIFIED//FOR OFFICIAL USE ONLY
J
C
0
m
2
u-
0
w
Li
g
U
z
ZD

1 1 2
m
5 UNCLASSIFIED//FOR OFFICIAL USE ONLY
J
z
0
w
(10
ZD
J
Q
L�
w
0
!r
0
w
g
U
Z
I
C
0
0
7 MATCHLINE SEE SHEET AREA-1 (CG-101)
'--- -�_ _ j
/ 1 /�� /' � � I I _mod--G- -'�-I '2•
I �
i o I I I li
9 � 6
I I I
2e• 6
v �� IF tib' L:141.02' 150 RCP 0I0.57%� _
T
>� 6- L136.00 150 RCP 0 0.44% 1 I I I
i l I
DI-B3
II k �1 DI
-B4.2�
11
RIM:26.14
'tib• \ RIM:25.49 INV IN:20.50 150 RCP
i a'�INV IN:21.00 150 RCP INV OUT:19.95 240 RCP
Z? AV OUT•20 75 240 RCP
i� \` i _ ti6 'i 26.00
- ti
i
� I L:136.00' 240 RCP 0 0.50%� DI-B4 _
�77
L149.21' 240 RCP 0 0.50% RIM:24.26
/ti6- INV INd9.27 240 RCP
��__ a RIM 24 40 INV OUT:18.77 300 RCP
\ \ \ S. INV IN:18.77 300 RCP 7
\ ry - -1 24
vv.v ������ v v 6• INV IN:20.00 240 RCP SMH 1
INV OUT:19.50 300 RCP RIM:25.79 6. - �
IR
L 145.84' 300 RCP 0 0.50% INV IN:19.21 15"0 RCP
SD SD
INV OUT: 15"0 RCP
DI-85
26.0o RIM:22.87
\ /INV IN:18.33 300 RCP
INV OUT:17.83 360 RCP
\ \ L:88.94' 300 RCP 0 0.49% L
__i� `$ /
\ \ ti ti$
\z L.69.11' 360 RCP 0 0.51%
L:35.46' 36"0 RCP 0 0.31%L
27,
` v���
0
17.
o cc\ N
�v v�
17,
0.1
A �� 23.00
. -
V�
20 2 21.
\% -t 1 m
'Pv 1 �g L59.26' 6"0 SCH 40
PVC 0 0.2%
'1
'� t
"fES F 4 i I
INV IN:22.40 15"0 RCP
FES F-3
INV OUT:22.04 15"0 RCP
MATCHLINE SEE SHEET AREA-1 (CG-101)
r RIM:22.65- �I
)INV OUT:19.40 15"0 RCP ¢
_ _ _-_L•60.96' 15"0 RCP 0.50% t1
.•,�-. DI A81
L-----= RIM:22.16
9,46' 15"0 RCP 0 0.50%' . •
INV IN:19.10 15"0 RCP
In I INV OUT:19.00 15 0 RCP
L•52.59' 15"0 RCP 0 0.38%"T-17� � -- ., i
L;59 92' }5"0 RCP 0 0.33%
DI-A5
-- RIM:21.00
INVOUT: 18.50 15"0 RCP
DI-Af
FES F 2 RIM:22.M
INV IN 17 42 15 0 RCP INV IN:18.30 15"0 RC
INV OUT:18.40 15"0 RC
I r ti
0.5_ s%� ; IN
CI B6
-RIM 21.72 ~
INV OUT:19.78 15"0 RCP
12'15 0 RCP 1 0.58X ®Iv
FES F-1
INV OUT:17.06 15"0 RCP
_FES-Bt h
INV IN:17.34 360 RCP II /
-L:26.71' 360 RCP 0 0.54%
DIVERSION BOX
RIM:23.90
INV IN:17.48 360 RCP
INV IN:18.73 15"0 RCP
INV OUT:17.48 360 RCP
INV OUT:17.48 36"0 RCP
FES-B2
INV OUT:17.37 36"0 RCP
INV OUT. 15.30 FES D-2
INV IN:14.16 24"0 RCP
F, N y \
vv` v I P v,
v v v
v v • vv vvv ��V ` . �` .�. �
C. AA _ AAA
vv a.
v v vv v v A
VA VA
VAA \
VAN\
N
STORM SEWER PLAN
D
SCALE:1"=60'
L:123.48' 24"0 RCP 0
p- DI-A7
p RIM:22.22
INV IN:18.20 15"0 RCP
V OUT:18.20 18"0 RCP
L•85.80' 18"0 RCP 0
1 17,w
so so � s y
FES D-1
19. _ INV OUT13.91 24"0 RCP
1117 I w
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w
w
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I
DI-A8
RIM:22.22
INV IN:17.90 18"0 RCP I
INV IN:18.60 15"0 RCP
INV OUT:17.80 24"0 RCP
EXISTING CONDITIONS IN THIS AREA WERE
TAKEN FROM SURVEY PROVIDED BY MULKEY
ENGINEERING & CONSULTANTS DATED
3/02/2015 AND AVOLIS ENGINEERING DATED
AUGUST 2015.
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LEGEND:
--
EXISTING
BUILDING/STRUCTURE TO REMAIN
- -4 -F - --
EXISTING
GROUND CONTOUR
74-p0
GROUND
CONTOUR
EXISTING
SHRUBS
EXISTING
ASPHALT
--- ---
EXISTING
STORM DRAIN
---- - -
EXISTING
SANITARY SEWER GRAVITY MAIN
-ll ----
EXISTING
UNDERGROUND ELECTRIC
- -
EXISTING
BOTTOM OF BANK
i, M�
EXISTING
UNDERGROUND COMMUNICATIONS
i
OVERHEAD ELECTRIC & COMMUNICATIONS
ST
EXISTING
STEAM LINE
EXISTING
WATER LINE
BUILDING
- m - -
STORM SEWER PIPE
- ss - ss -
SANITARY
SEWER GRAVITY MAIN
CONCRETE PAVEMENT
0
CONCRETE SLAB
EXISTING
SIDEWALK
®
SIDEWALK
WETLAND
AREA
EXISTING
GATE VALVE & BOX ASSEMBLY
�®
lK
EXISTING
FIRE HYDRANT
N
EXISTING
PRIMARY ELECTRICAL MANHOLE
EXISTING
COMMUNICATION STRUCTURE
EXISTING
TELECOMMUNICATIONS STRUCTURE
-
0
a
0
INLET
1= EXISTING INLET
FLARED END STRUCTURE (HW)
D9
EXISTING MONITORING WELL
''-
EXISTING SEWER MANHOLE
011 /0
z EXISTING ELECTRICAL STRUCTURE1`---SE
�-=
C� EXISTING LUMINAIRE POLE
DRAINAGE FLOW LINES
'�j91v
SO EXISTING STORM SEWER MANHOLE
ENGINEER ��
--
-l- - EXISTING SANITARY SEWER FORCE MAIN
• POWER POLE
SEAL
H
❑T OF COMMUNICATION STRUCTURES
SURVEY NOTES:
amec
1.
DISTANCES SHOWN ARE HORIZONTAL GROUND
foster
wheeler
MEASUREMENTS.
Amm Foster VVneeler Environment &
Intrasin sure, Ix.
2.
COORDINATES ARE SHOWN IN STATE PLANE NC GRID
4 21 STIRRUP CREEK DRIVE,
SUITE 100
NAD83/2011 DATUM.
DURHAM, NC 27703
j919'W1-9900
FAX
FAX [phone] A/E wro
APPROVED
3.
ELEVATIONS ARE NAVD88 DATUM.
4.
PHYSICAL SURVEY WAS TAKEN BY GASKINS LAND
FOR COMMANDER NAVFAC
SURVEYING, P.A. AND MAPPING BY AVOLIS
Aril'ArY
ENGINEERING, P.A., DATED MAY 2006.
STORM DRAINAGE NOTES:
SATISFACTORY TO DATE
DES BL
I DRW MAR
cHK LL
1.
STORM DRAINAGE PIPES MUST BE:
PM/DM
BRANCH MANAGER
•• RCP/CLASS III FOR STORM DRAINAGE PIPE
CHIEF ENG/ARCH
•• RCP/CLASS IV FOR STORM DRAINAGE PIPE 15"
FIRE PROTECTION
CULVERT UNDER THE ENTRANCE DRIVE
<U>
z
2.
PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED
o
8) z o
Ld
z
EVEN WITH INSIDE WALL.
z g
w
& H z
W
3.
UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED
z 0
O
TO FLOW IN AREAS WHERE PIPES ARE BEING
z
CONSTRUCTED.
In 2
v C 70
4.
FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN
z
- O
z
STRUCTURES.
J <
ca U
a
5.
LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE
z O
CO
w
MEASURED FROM CENTER OF STORM STRUCTURES END
U
O
TO END OF THE FLARED SECTIONS. SLOPES ARE BASED
U
cn
_
w
ON THIS LENGTH.
z
cr
CU O
2
W
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GENERAL GRADING NOTES:
z
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3
N 0-
1.
RETURN AREAS DISTURBED BY CONSTRUCTIONr I9
_w.
�0
EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN , :, = _� �
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GRAPHIC SCALE: 1"=60' v:
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60 0 60' 120'
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SCALE: ASSHOWN
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NAVFAC DRAWING NO
12719632
ARC ?
SHEET 27 OF 496
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STORM SEWER PLAN
SCAL-- (:
E:
1 ' 2
3 ' 4
a
LEGEND:
EXISTING BUILDING/STRUCTURE TO REMAIN
--- a.o EXISTING GROUND CONTOUR
—74.00— GROUND CONTOUR
EXISTING SHRUBS
EXISTING ASPHALT
----- EXISTING STORM DRAIN
----- ------ EXISTING SANITARY SEWER GRAVITY MAIN
-! �` ----- EXISTING UNDERGROUND ELECTRIC
- — EXISTING BOTTOM OF BANK
UCC EXISTING UNDERGROUND COMMUNICATIONS D
HF OVERHEAD ELECTRIC & COMMUNICATIONS
�T EXISTING STEAM LINE
---�� EXISTING WATER LINE
BUILDING F
— STORM SEWER PIPE 6
— ss — ss — SANITARY SEWER GRAVITY MAIN
CONCRETE PAVEMENT
CONCRETE SLAB "
EXISTING SIDEWALK
® SIDEWALK
0 WETLAND AREA
J EXISTING GATE VALVE & BOX ASSEMBLY
H4 EXISTING FIRE HYDRANT
EXISTING PRIMARY ELECTRICAL MANHOLE
Fv EXISTING COMMUNICATION STRUCTURE
EXISTING TELECOMMUNICATIONS STRUCTURE
INLET
EXISTING INLET
FLARED END STRUCTURE (HW) „1I)NINCA"'
EXISTING MONITORING WELL
o EXISTING SEWER MANHOLE
EXISTING ELECTRICAL STRUCTURE -
C-<- EXISTING LUMINAIRE POLE
DRAINAGE FLOW LINES
�S EXISTING STORM SEWER MANHOLE
—� -- — EXISTING SANITARY SEWER FORCE MAIN C;
POWER POLE SEAL
,,, M © COMMUNICATION STRUCTURES
Y
}
SURVEY NOTES: arrec Z
foster o
1. DISTANCES SHOWN ARE HORIZONTAL GROUND wheeler
MEASUREMENTS. Amec foster Wheeler Environment &
IrMrasWcture, Inc. J
4021 STIRRUP CREEK DRIVE, Q
SUITE TIM (_J
2. COORDINATES ARE SHOWN IN STATE PLANE NC GRID DURHAM, NC 27703
TEL: [phone]
NAD83/2011 DATUM. FAX. [phone] A/E INFO o
APPROVED �
0
3. ELEVATIONS ARE NAVD88 DATUM.
FOR COMMANDER NAVFAC W
4. PHYSICAL SURVEY WAS TAKEN BY GASKINS LAND ACINIIY u-
SURVEYING, P.A. AND MAPPING BY AVOLIS N
ENGINEERING, P.A., DATED MAY 2006.
STORM DRAINAGE NOTES: SATIDEs gSFACB TO DATE Z
L DRw MAR EHK LL �
PM/DM
1. STORM DRAINAGE PIPES MUST BE: PMDM MANAGER
CHIEF ENG/ARCH
•• RCP/CLASS III FOR STORM DRAINAGE PIPE FIRE PROTECTION
•• RCP/CLASS IV FOR STORM DRAINAGE PIPE 15" a > U
CULVERT UNDER THE ENTRANCE DRIVE 3 L o z
LL L
2. PIPE IN STORM DRAIN STRUCTURES MUST BE FLUSHED ; g
EVEN WITH INSIDE WALL. W ~ o w �
3. UNDER NO CIRCUMSTANCES MUST WATER BE ALLOWED Z ca
TO FLOW IN AREAS WHERE PIPES ARE BEING i v �_
CONSTRUCTED. in :3 :3o
4. FIELD VERIFY RIM ELEVATIONS OF STORM DRAIN 4 ¢ cz U) g
STRUCTURES. a
5. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE
Z 0 00(.) W
MEASURED FROM CENTER OF STORM STRUCTURES END 0 U w
TO END OF THE FLARED SECTIONS. SLOPES ARE BASED z c:
ON THIS LENGTH. w � 7- o
GENERAL GRADING NOTES: z 70 N
c9 N 1Z
1. RETURN AREAS DISTURBED BY CONSTRUCTION TO w co
EXISTING CONDITIONS, UNLESS OTHERWISE SHOWN R IFE 0- EI V E N X
w //T /a)
.hilt Q ¢ 4. Q
GRAPHIC SCALE: 1 "=60' _ _ u) E
a 0
60 0 60' 120' o J N o U n
w%� w /1
PHIS AREA TAKEN ¢ = z
D BY AVOLIS _\ KEYPLAN i�( z Q
2015.
fI SCALE AS SHOWN
AREA 1 I P$ Ij EPROJECT No. P1280
I I
CONSTR. CONTR. NO,
II /��llf
NAVFAC DRAWING N0.
- AREA 3 12719633
1
I111 SHEET 28 of 496
1 CG-110
5 ] ANFORY REVISION: 10 MARCH 2O0B
UNCLASSIFIED//FOR OFFICIAL USE ONLY

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si
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D c CLASS 1 RIP RAP (SEE SECTION
THRU BASIN BELOW)
\ WT PIPERT RP HEADWALL
WASHED STONE. 1'-0"
����/////llllllllllllll '%/
T STORAGE AREA 'THICK x 3'-0' HIGH MINIMUM
—� �� \ /
PERSPECTIVE VIEW
AREAS TO BE DISTURBED SEDIMENT STORAGE RIP RAP
(CUT, FILL, ETC.) FLOOD STORAGE ZONE HEADWALL
Flo PIPE INVERT GROUNDL
W� 1.5 3 fLOW —
1.5' m
C, MAXIMUM SEDIMENT DEPTH CLASS 1 RIP -RAP
#5 WASHED STONE
(CLEAN OUT POINT)
SECTION VIEW
NOTES:
1. REMOVE SEDIMENT WHEN SEDIMENT STORAGE IS 1/3 FULL.
z 2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
Ld
U)
INLET PROTECTION
U S—
NOT TO SCALE
LL
LL
0
6" DOME,
o FILL POST WITH
uj
CONCRETE
Cn 3" ALUMINUM PIPE
U
2 - 180'
COMMERCIAL HINGES
6" DIAMETER -
SCHEDULE 40
ALUMINUM PIPE FINAL
GRADE
Lo
FOOTING
24" DIA, (MIN.)
LOCKING ASSEMBLY
SECTION'A-AI FABRIC
NOTES: PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
1) L = THE LENGTH OF THE RIPRAP APRON.
2) d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (inches).
3) A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
4) REFER TO TABLE ON C-514 FOR RIRAP DESIGN CALCULATIONS.
C2
24.00' ASPHALT PAVEMENT
NOTE: PROVIDE 6" DIAMETER SCHEDULE
40 ALUMINUM PIPE TO SUPPORT OPEN
POSITION (PERPENDICULAR TO GATE)
26.00'
28.00'
SWING GATE
��- / SCALE: NTS
RIPRAP OUTLET PROTECTION
3' ALUMINUM PIPE
FINAL
GRADE
CONCRETE
FOOTING
24" DIA, (MIN.)
6" DOME,
FILL POST WITH
CONCRETE
2-180'
COMMERCIAL HINGES
6" DIAMETER -
SCHEDULE 40
ALUMINUM PIPE
TEMPORARY SEEDING SPECIFICATIONS
NOTE : THE FOLLOWING SEEDING SPECIFICATIONS ARE A GENERAL RECOMMENDATION. PROPERTY OWNERS MAY
REQUEST A DIFFERENT SEEDING MIXTURE BASED ON EXISTING VEGETATION.
SPECIES*
RATE (LB/ACRE)
RYE GRAIN (SECALE CEREALE)
120
SEEDING MIXTURE (FALL)
RYE GRAIN (SECALE CEREALE)
120
SEEDING MIXTURE (SUMMER)
SPECIES*
RATE (LB/ACRE)
GERMAN MILLETT (SETARIA ITALICA)
40
SEEDING DATES (PIEDMONT)
FALL:
AUG. 15 - DEC. 30
LATE WINTER (EARLY SPRING):
JAN. 1 - MAY 1
SUMMER:
MAY 1 - AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND
750
LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR MULCH BY TACKING
WITH ASPHALT, ROVING OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
RE -FERTILIZE IF GROWN IS NOT FULLY ADEQUATE. RESEED,
RE -FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
EROSION OR OTHER DAMAGE.
PERMANENT GRASS SPECIFICATIONS
SOD - SEE LANDSCAPE PLANS
C4
SEEDING SCHEDULE
NOT TO SCALE
p
1"-8" 1
6"-4" _ "
3'-8"
1'-5
NOTE:
USE REFLECTIVE WHITE PAINT
13'-4"
1'-3"
PAVEMENT ARROWS
SCALE: NTS
ti. K.� a --
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SEAL
/ 18511
SEAL
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foster
wheeler
An"c Foc"r Whmler EmimnmeM &
In9selmclum, Inc.
4021 STIRRUP CREEK DRIVE,
SUITE 100
DURHAM, NO 27703
TEL: [phone]
FAX:[phone] A/E INF0
FOR COMMANDER MVFAC '
ACTMTY
SAPSFACTORY TO 0.47E
DES LL
I DRW MAR
cHK LL
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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ROJECT NO.:P1280
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FAC DRAWING N0.
- 12719660
SHEET 55 OF 4N
0
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2 I 3 ( 4 ( 5 ORA"FON RENSKIN: 10 MARCH 2009
UNCLASSIFIED//FOR OFFICIAL USE ONLY

1 1 2
3
4 1 5
UNCIASSIFIEDHFOR OFFICIAL USE ONLY
J
LJ
C
GENERAL NOTES:
1. USE CLASS "B" CONCRETE THROUGHOUT.
2. PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12" ON CENTER.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR 14 BAR DOWELS AT 120
CENTERS AS DIRECTED BY THE ENGINEER.
3. USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
4. CONSTRUCT WITH PIPE CROWNS MATCHING.
5. PROVIDE 2" WEEP HOLES AS DIRECTED BY THE ENGINEER.
6. PROVIDE STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO 78M STONE IN A
POROUS FABRIC BAR OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
7. CHAMFER ALL EXPOSED CORNERS 1".
8. ALL GRATE AND FRAMES MUST BE HEAVY DUTY TRAFFIC RATED.
9. BOXES MUST BE RATED FOR H-20 LOADING.
4�
6"
;E NOTE
i
p
N
BRICK COPING (INCIDENTAL)
TOP ELEVATION
i
STD FRAME & GRATE
A 6" 6" A 6"
S
I °w 0 1
s (
DOWEL (SEE NOTE) MAX PIPE THIS SIDE - 18"�
SECTION X - X i
SECTION Y - Y
DIMENSIONS AND QUANTITIES FOR DROP INLET (BASED ON MIN HEIGHT, H)
DIMENSIONS OF BOX PIPE
CUBIC YARDS CONCRETE IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT HT
TOTAL CONC FOR
MINIMUM HEIGHT H
C M
R C
12"
3'-ON
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"
2'-3"
0.648
0.023
0.036
18"
2'-6"
0.703
0.033
1 0.049
24"
3'-0"
0.814
0.059
0.085
30"
3'-0"
2'-0"
3'-6"
0.222
1 0.222
1 0.925
0.092
0.127
4 BAR
N
�6"4
DOWEL
WEEP HOLES
I
Y
PLAN
WITH GRATE & FRAME REMOVED
CONCRETE DROP INLET (12" THRU 30" PIPE'
V I SCALE: NTS
1" DEPRESSION
1' 7 7 i"
SECTION G - G
�p i"
1" 1"
3' 3 1"
�N 4p
�p �M
S 2"
p
2 i CV
B3' 1p NI a
3' 6"
SECTION E • E
0
SPIGOT END ON INLET END SECTIONS
HUB END ON OUTLET END SECTIONS
E
PLAN
- BAR OR STEEL FABRIC
REINFORCING
C B
A
p 1" 3' 6"
1 H1i"�
o_ GI E E
O
a
17 7 1.I F' ip
1 4" 1' 4" PLAN OF FRAME 1"
2' 1"
�i
PLAN OF GRATING 2' 3 " 1p
CAST IRON
21 lip
1 � �2"
2' 1 1
SECTION H - H 2' 6"
SECTION F - F
o� DROP INLET FRAME AND GRATES
u 1 / SCALE: NTS
DIA
A
B
C
D
E
12
4
2 -0
2 -0
4 -0
2 -O
15
6
2 -3
1 -9
4 -0
2 -6
18
9
2 -3
1 -9
4 -0
3 -0
24
9 1 2
3-7
2-6
6-1
4-0
30
1 -0
4 -6
1'-7 3 4
6 -1 3 4
5 -0
36
1 -3
5 -3
2 -10 3 4
8 -1 3 4
6 -0
42
1 -9
5 -3
2 -11
8 -2
6 -6
48
2 -0
6'-0"
2 -2
8 -2
7 -0
54
2 -3
5'-5"
2 -9 1 4
8 -2 1 4
7 -6
60
2-11
5-0
3-3
8-3
8-0
FLARED END SECTION 12" THRU 60" CONCRETE PIPE
/ SCALE: NTS
1 ' 2
24" DIA. PRECAST CONCRETE RING TO
PROTECT CAP
(IF NOT IN PAVEMENT)
FINISHED
GRADE
INJECTION M0415DEWT
MOLDED WT
TEE
1
BILL OF MATERIAL FOR 4 MANHOLE
BAR
SIZE
LENGTH
NO.
WT. LBS.
2
5'-6"
18
103
CL. "A" CONCRETE TOTAL CU. YDS. 1,000
s
ffi HT
REINFORCED CONC. FOOTING FOR
4" PRECAST MANHOLE
T1 RARS_AT��i�
No
No
No
M
no
No
ON
so
ME
No
No
BILL OF MATERIAL FOR 4 MANHOLE
BAR
I SIZE
LENGTH
NO.
WT. LBS.
6'-6"
20
136
CL. "A" CONCRETE TOTAL CU. YDS. 1,361
a
N
REINFORCED CONC. FOOTING FOR
5" PRECAST MANHOLE
■■ ■■■ NEI
■■I
■■ ■■■ ■■I
BILL OF MATERIAL FOR 4 MANHOLE
BAR
SIZE
I LENGTH
N0.
WT. LBS.
7'-6"
24
1 165
CL. "A" CONCRETE TOTAL CU. YDS. 1,778
a * ALL BASES ARE MINIMUM 9" THICK
REINFORCED CONIC. FOOTING FOR
6" PRECAST MANHOLE
�-T1 OR T2 BARS
f—STRAIGHT BAR
EXTENDED BASE OR CAST -IN -PLACE REINFORCED CONCRETE BASE
Lj-r J SCALE: NTS
(REFER TO STANDARD MANHOLE INSTALLATION OVER EXISTING MAIN ON C-509)
BUILDING DOWNSPOUT
SEE ARCH DRAWINGS _
FOR DOWNSPOUT SIZE
PROVIDE AIR GAP AT
CONNECTION TO DOWNSPOUT
DOWNSPOUT
CLEANOUT ADAPTER INSERTED----,,
END CAP7 IN RISER PIPE
F�
INJ CTION MOLDED
WT 45* BEND
INJECTION MOLDED
WT 90' BEND
U
Ll
m
PROVIDE CAST IRON
BY BELL
REDUCER
A ROOF DRAINS WITHMITHOUT WE CLEANOUT
^"T / SCALE: NTS
3 ' 4
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18511 SEAL
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Nnec Fcmmr W1"eler EmImnmeM S
InM1esUucWre, Inc.
J
4021 STIRRUP CREEK DRINE,
SUITE 100
Q
U
DURHAM, NC 2T103
TEL: [phone]
FAX: [phone]
A/E INFO
APPROVED
O
W
m
FOR COMMANDER NAVFAC
ACTTITY
En
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DES LL
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-yPRCRIE'tT NO.: P1260
NAVFAC DRAWING NO.
12719664
SHEET 59 OF 496
C-512
5 pNNSORM REMON: 10 MARCH 2O05
UNCLASSIFIEDHFOR OFFICIAL USE ONLY

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SAND FILTER CONSTRUCTION NOTES:
1. THE SAND FILTER LOCATION IS USED AS A SEDIMENT BASIN FOR EROSION CONTROL.
2. THE INSTALLATION OF THE SAND FILTER MUST BE DURING THE LAST CONSTRUCTION STAGE OF PROJECT TO AVOID
SEDIMENTATION OR NEGATIVE IMPACT.
3. THE SEDIMENT BASIN MUST NOT BE CONVERTED TO THE SAND FILTER UNTIL THE CONTRIBUTING DRAINAGE AREA TO THE
SAND FILTER IS STABILIZED AND CONSTRUCTION COMPLETE.
4. ABSOLUTELY NO UNCONTROLLED RUNOFF IS TO ENTER THE SAND FILTER UNTIL ALL CONTRIBUTING DRAINAGE AREAS HAVE
BEEN STABILIZED WITH SOD.
5. SUBMIT AS -BUILT PLAN OF SAND FILTER TO DESIGNER -OF -RECORD (DOR) BE APPROVED AND CERTIFIED.
6. KEY TRENCH BACKFILL do EMBANKMENT CORE FILL MATERIAL MUST UNIFIED SOIL CLASSIFICATION SYSTEM CLASSIFICATION
CL OR SC WITH A MINIMUM OF 30% FINES. THE REMAINDER OF THE EMBANKMENT MUST BE CONSTRUCTED WITH
SATISFACTORY MATERIAL MEETING SPEC. SECTION 31 23 00.00 20. EACH LIFT OF KEY TRENCH BACKFILL do EMBANKMENT
FILL MUST BE COMPACTED TO A MINIMUM OF 95% OF ASTM D-698. THE PLACEMENT AND THE COMPACTION OF THE KEY
TRENCH BACKFILL AND EMBANKMENT FILL MUST BE MONITORING BY THE CONTRACTOR'S INDEPENDENT TESTING AGENCY
(CITA) ON A FULL TIME BASIS. THE CITA MUST PERFORM A MINIMUM OF 10 FIELD DENSITY TESTS PER EACH DAY OF
BACKFILL/FILL PLACEMENT AND COMPACTION AND A MINIMUM OF 6 FIELD DENSITY TEST PER LIFT PER DAY. THE CITA
MUST PREPARE A FINAL REPORT INDICATING THAT THE BACKFILL & FILL MATERIALS, MATERIAL PLACEMENT, AND
COMPACTION FOR THE KEY TRENCH do EMBANKMENT WAS IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS.
/-- TOP OF BERM EL:23'
EMERGENCY
SPILLWAY EL:22'
CROSS SECTION
12" CLASS B RIP -RAP WITH
GEOTEXTILE UNDERLINE
LONGITUDINAL SECTION
�EMERGENCY SPILLWAY SECTION SPILLWAY SECTION
V 1 1 SCALE: NTS
SANDFILTER INFILTRATION STAGE
STORAGE TABLE
ELEV (FT)
AREA (SF)
CUMU (CF)
18.0
82346
0
19.0
10144
9190
20.0
11605
20065
21.0
13123
32429
22.0
14697
46339
23.0
16328
61851
`STAGE STOTAGE TABLESTOTAGE TABLE
EMERGENCY
SPILLWAY EL:22'
3 I 4 5
SAND FILTER TOP OF BERM EL:23'
10 YEAR 24HR PEAK EL:21.14'
SLOPES \\ TEMPORARY POOL AND BY-PASS
VEGETATED PER
LANDSCAPE PLAN WATER QUALITY VOLUME (2.50") EL:20.6F_
\\
/\ A
12" RIP -RAP (CLASS B)
GEOTEXTILE FILTER FABRIC MUST BE PLACED
BETWEEN SUBGRADE AND RIP -RAP (TYP.)
4" PVC SCREW CAP
2" ABOVE GRADE WITH 24'
PRECAST COLLAR (SEE DETAIL
C1 C-502)
4" PVC NONPERFORATED
STANDPIPE
:.A.' .
USE 45' WYE AND FITTING 18" SAND ABOVE DRAIN PIPE'
OR EQUIVALENT DIRECTIONAL
CLEANOUT TO CONNECT '' :•. :: '"t.:'"'';.'
UNDERDRAIN TO STANDPIPE
WATERTIGHT CAP ON
TERMINAL END OF PIPE
FLOW
� o 0
2" WASHED #8 STONE 4"0 PERFORATED UNDERDRAIN PIPES
WRAPPED IN FILTER FABRIC
6" WASHED #57 STONE WITH STANDARD HOLE PATTERN
PER ASTM DI-1729 WITH SOIL TIGHT
JOINTS AT 0.5% SLOPE
rAr) SANDFILTER CLEANOUT
A 1 \ ^4- / SCALE: NTS
SHWT EL:10.3'
SAND FILTER SECTION
C3 SCALE: NTS
58
E —4
EMERGENCY SPILLWAY EL:22' C1
IC
51
EMBANKMENT CORE SEE SAND FILTER
CONSTRUCTION NOTE 6.
3' WIDE -CENTERED UNDER EMBANKMENT
UNCLASSIFIED//FOR OFFICIAL USE ONLY
\� TOP OF SAND/\
18" UNCOMPACTED CLEAN SAND NCDOT 2S (ASTM C-33)
rk� EXISTING GRADE
4"0 PERFORATED UNDERDRAIN PIPES WRAPPED IN \\
FILTER FABRIC WITH STANDARD HOLE PATTERN PER '\
ASTM DI-1729 WITH S I IGHT JOINTS AT 0.5% SLOPE
BOTTOM OF SAND EL:16.5'
2" CHOKING STONE WASHED #8 STONE
MIN. 6" WASHED #57 STONE
NOTE: SCARIFY TOP 2" OF SUB BASE IMMEDIATELY PRIOR TO PLACEMENT OF 57 STONE
le h' _416—
LOCATED IN CENTER OF
SAND FILTER PLAN DIKE EMBANKMENT
A"A SCALE: 1 "=30'
N
GRAPHIC SCALE: 1"=30'
30,30 60'
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Amx Foster Wheeler Envimnm 6
IMu64epure, Inc.
4021 STIRRUP CREEK DRIVE,
SUITE 100
DURHAM, NC 2T103
TEL: [phone]DO
FAX, [phone] A/E INFO
4MMNDER NAVFACC
SAISFACTORY TO DATE
DES BL JDRW BL CHK Li
PM/OM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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•" CO *. CONTR. NO,
NAEAC DRAWING NO.
°12719665
SHEET 60 OF 496
C-513
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1 1 2 1 3
4 1 5
9RMVF0RM REVIS10N: 10 MAIM, 2M
i wri eccipip n / Imp nppirim i mp nos v

EDGE OF
PAVEMENT
2
OVERFLOW 2'X3' BOX WITH GRATE AT 26.60'
INVERT OUT: 24.27' 15" RCP TO FES C-1.1
3
4 1 5
UNCLASSIFIED//FOR OFFICIAL USE ONLY
C
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3" DEEP
NCDOT TYPE 2S
4" WASHED SAND
GRADE RING
(TYP)
TOP ELEV.=27.50'
2.5 X WATER QUALITY VOLUME ELEV.=26.54'
t 'v D`
%U ]\tea ,iI�..,\\��
I MATERIAL
1' MIN. UNDISTURBED 2' MIN.
IN -SITU SOIL
_ HIGHEST SHWT ELEV.=22.0'
INFILTRATION BASIN SECTION
LJ I
NTS
WIDTH: 6'
N
,.
R
.•
4
STEPS 6'
36" INLET PIPE
PLAN VIEW
SECTION VIEW
DIVERSION BOX
Al SCALE: NTS
36" BYPASS
OUTLET PIPE
INV: 17.48'
WATER QUALITY
FLOW 36" OUTLET PIPE
2 - 24" 0 FRAME
AND COVER
(SEE DETAIL C1-518)
WEIR EL.: 20.6'
RIP -RAP CHART
PIPE OUTLET
PIPE INTERNAL
DIAMETER, Do
(FT.)
RIP RAP
LENGTH, La
(FT.)
RIP -RAP
UPSTREAM
WIDTH, 3Do
(FT.)
RIPRAP
CLASS
MEDIAN
STONE
SIZE, d50
(FT.)
MAX. STONE
SIZE,dmax
=1.5xd50
(FT.)
APRON
THICKNESS, D
(1.5xdmax)
(FT.)
DESIGN
.FRE
(YR.)
(YR.)
DESIGN
DISCHARGE
(CFS)
PIPE F4-F3
1.25
5.00
3.75
A
0.33
1 0.50
1.00
10
2.99
PIPE F2-F1
1.25
5.00
3.75
A
0.33
0.50
1.00
10
4.39
FES-81
3.00
12.00
9.00
A
0.33
0.50
1.00
10
0.46
SANDFILTER
0.50
2.00
1.5
A
0.33
0.50
1.00
10
0.14
FES D-1
3.00
12.00
9.00
1 A
0.33
0.50
1.00
10
9.22
FES-A2
3.50
21.00
10.50
B
0.66
1.00
1.50
10
38.32
FES-A3
3.50
21.00
10.50
B
1 0.66
1.00
1 1.50
10
42.00
FES-A4
1.50
6.00
4.50
A
0.33
0.50
1.00
10
7.56
NOTES;
1) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C857 AND C858.
DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. LENGTH AND WIDTH OF VAULT WILL
VARY DEPENDING ON PIPE DIAMETER AND ORIENTATION.
2) STRUCTURE AND ACCESS COVERS TO MEET AASHTO H-20 LOAD RATING.
3) PRECAST VAULT EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS
AT INLET AND OUTLET LOCATIONS.
d
d---•�-�.-_-Q
I I
I I
I I
V � d
24" 0 FRAME - - -
AND COVER
(SEE DETAIL C1-518)
14
1
.°�Ia.
1 dod
�d
IQal.
Ii.'
° C
d a b
TOP VIEW
DITCH CHART
INFILTRATION STAGE STORAGE
TABLE
ELEV (FT)
AREA (SF)
CUMU (CF)
24.5
2248
0
25.0
3371
1405
25.5
4543
3383
26.0
5823
5975
26.5
7084
9202
27.0
8594
13121
27,5
9188
17567
STAGE STORAGE TABLE
TRAPEZOIDAL DITCH SECTION
DEPTH OF FLOW, Df
DEPTH OF DITCH, Dd
FREEBOARD, Fb
NG: GRASS
DITCH NAME
BOTTOM
WIDTH,
Bw (FT.)
LSLOPEIDE
H:1
RIGHTEIDE
SLOPE
DITCH
DEPTH,Dd
(FT.)
DESIGN
DISCHARGE
(CFS)
DESIGN
FREQUENCY
(YR)
SLOPE
N
VELOCITY
(FPS)
FLOW
DEPTH,Df
(FT.)
FREE-
BOARD
(FT.)
N-VALUE
DITCH
LINING
SW A-1 TO DI A-12
4.00
4:1
4:1
1.50
16.47
10
0.30
2.03
1.01
0.49
0.030
GRASS
SW C-1 TO INFILTRATION
1.00
3:1
3:1
1.00
4.47
10
0.50
1.92
0.73
0.27
0.030
GRASS
SW B-3 TO WETLANDS
3.00
3:1
3:1
1.50
6.67
10
0.30
1.69
0.75
0.75
0.030
GRASS
SW F-6 TO DI F-6
1.00
3:1
3:1
1.00
0.88
10
0.50
1.23
0.35
0.65
0.030
GRASS
SW A-2 TO POND A
3.00
3@1
3@1
1.12
2.45
10
1.10
2.01
0.31
0.81
0.030
GRASS
SW TO F-4 - EASEMENT
5.00
1.00
1 9.68
1 10
0.60
1.83
0.52
0.48
0.030
GRASS
DITCH CHART
a
SEAL
SRi2C
fbster
wheeler
Amen Foster Wheeler Enviro nt 8
InOaeecetore, Inc.
A021 STIRRUP CREEK DRIVE,
SUITE 100
DURHAM, NO 27703
TEL: [phone]
FAX: [phone] A/E INFO
APPROVED
' FOR COI/MANOER NAVFAC '
ACTMIY
SATISFACTORY TO DATE
DES BL
ICRW BL
ICHK LL
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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CONSTR. CONTR. NO,
NAVFAC DRAWING NO.
12719666
SHEET 61 OF 4.%
C-514
0
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1 2 ' 3 '
DRAWFORM REYRgN: 10 "NCH 2O09
UNCLASSIFIED//FOR OFFICIAL USE ONLY

1 2
3
5
UNCLASSIFIED//FOR OFFICIAL USE ONLY
W
N
U
Z
L
I�
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SIGNS USED (MUTCD)
CODE
SIGN
LEGEND
SIZE OF
REFERENCE
NO.
CODE
SIGN PANELS
MANUAL
R1-1
�U��°
24"x24"
SEE
MUTCD
SPEED
2Q
R2-1
LIMIT
MO
24"x30"
SEE
MUTCD
©
W11-2
IV
24"x24"
SEE
W16-7P
41
24"0 2"
MUTCD
(1)W20SEE
<@>
24"x24"
MUTCD
TORCY
Q
R7-200
PARKING
12"x18"
SEE
ONLY
MUTCD
�l4IE�:
1. SPEED LIMIT FOR PARKING LOT: 10 MPH
2. SPEED LIMIT FOR DRIVEWAYS: 10 MPH
�� TYPICAL TRAFFIC DETAILS
v I / SCALE: NTS
10' MIN. WIDTH
NL
PAINTED 24" WHITE
CROSSWALK UNE
24" GAP
PAINTED 24" WHITE
CROSSWALK UNE
A1� e CROSSWALK MARKING
STANDARD HEIGHT AND WEIGHT SCHEDULE
TOP
SLAB
O.D. HEIGHT
6"
8"
WT/Lbs
2,790
3,738
RISER
O.D. HEIGHT
WT/Lbs
1.00'
19650
1.33'
2,195
2.67'
4,406
4.00'
6,600
WAFFLE
BASE
O.D. HEIGHT
3.5'
4.5'
5.5'
6.5'
WT/Lbs
5,534
69436
7,334
8,236
P SLAB SEE
SCHE UU
RISER SEE
SCHEDL
WAFFLE SEE
BASE SCHEDULE
5' X 5' CATCH BASIN
SCALE: NTS
1 ' 2 3
LIFTING
HOLES (4)
LIFTING
HOLES (4)
(COTES:
TOP SLAB
RISER
WAFFLE
BASE
ICRETE: 28 DAY COMPRESSIVE STRENGTH
= 4,000 PSI.
2. STEEL REINFORCEMENT: ASTM A-615, GRADE 60
3. WAFFLE BOXES MEETS NCDOT APPROVAL TO 10' DEPTH
4. BOXES MUST MEET BE RATED FOR H-20 LOADING
5 WAFFLE BOXES APPROVED FOR NCDOT STANDARDS: 840.01,
840.02, 840.04, 840.051 840.119 840.12, 840.14, 840.15,
840.17, 840.189 840.19, 840.26, 840.27, 840.28, 840.31,
840.32, 840.41, 840.45.
STANDARD HEIGHT AND WEIGHT SCHEDULE
TOP
SLAB
O.D. HEIGHT
6"
8"
WT/Lbs
1,950
2,613
RISER
O.D. HEIGHT
WT/Lbs
0.67'
905
1.33,
1,796
2.67'
39605
4.00'
59400
WAFFLE
BASE
O.D. HEIGHT
3.5'
4.5'
5.5'
WT/Lbs
5,925
79275
8,625
SEE
SCHEDULE
SEE
SCHEDULE
SEE
SCHEDULE
4' X 4' CATCH BAS I N
SCALE: NTS
PERMISSIBLE RADII O
LOPE "
�B DEPENDENT UPON PER FOT
EXPANSION SIDEWALK WIDTH L
5' RADIUS 8"" MAX. RISE
JOINT p�
LIFTING
aA1"111t1IC,,,,,,
ARp<
HOLES (4)
.°�O��H
�`
4�OFESS/ppq�
= SEAL
18511
LIFTING
HOLES (4)
STER \- C
''9j�,mmuulaa
L-E—B L VARIABLE SLOPE
PLAN STANDARD DRIVEWAY WITH SIDEWALK B-SECTION
WIDTH
NOTES:
1. CURB AND GUTTER SECTION WILL BE POURED CONTINUOUS THROUGH THE
STANDARD DRIVEWAY WITH THE FACE OF CURB DROPPED
DOWN AS SHOWN.
2. DRIVEWAY WILL BE CONSTRUCTED AFTER THE CURB FORMS HAVE BEEN
REMOVED.
` GEIVI
3. CONCRETE SHALL BE NON —REINFORCED, AIR —ENTRAINED WITH A MINIMUM -117
STRENGTH OF 650 PSI FLEXURAL STRENGTH. ;
DRIVEWAY FOR CURB AND GUTTER STREET SECTION
SCALE: NTS
4 ' 5
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fbst>r
wheeller
Ames Faster Wheeler Envirann"M 6
InBeeeumm, Inc.
0021 STIRRUP CREEK DRIVE,
SUITE 100
DURNAM, NO 27/03
TEL: [phone]
a
SEAL
INFO
FOR COMMANDER NAVFAC '
Arww
SA"SFACT'F" " DAZE '
OES LL DRW MAR CHK LL
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
10
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CONSTR. CONTR, NO,
NAVFAC DRAWING NO.
12719669
SHEET IM OF 4%
C-517
DRANFDR" PEVAM: 10 M RM III
UNCLASSIFIED//FOR OFFICIAL USE ONLY
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BACK OF CURB
°
d e
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A
d-
d
°
a
m
e
°
d
a
a
°
° d
a
d
PLAN L x
TOP ELEVATION
Y
SECTION Y-Y
RISER HT.
VA
RISER HT.
VARIES
BARS "V"
WHERE 30" TO 36" PIPE IS USED
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
6" E #8 "W" BARS
4 BARS "U" 1
SECTION R-R
FRAME, GRATE AND HOOD
SEE DETAIL SHEET C-526
O
6"
TOP ELEVATION
I�
SEE NOTE
SECTION X-X
GRATE AND
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
USE TYPE "E", "F" AND "Gm GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS, USE 6" WALLS AND BOTTOM SLAB. OVER 8'-O"
TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST QUANTITIES
ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 10
.
ALL GRATE AND FRAMES MUST BE HEAVY DUTY TRAFFIC RATED.
BOXES MUST BE RATED FOR H-20 LOADING.
TOP ELEVATION
RtG
ECTSION Ja -° J
d
TO 36" PIPE IS USED
SEE NOTE
dQ ° d d�. -
d
a� B
_T
e ( as
d'
V
d
d
Q
1
W
d
-c. i d
PLAN
6"
TOP ELEVATION
V
d
d
d
°.
D
a
d
°
ad
'a
°
dd
°
a
SECTION M-M
WHERE 42" TO 54" PIPE IS USED
PLAN
c"
M
!1
T
S �J
PLAN OF TOP SLAB SECTION S-S
rwn A AIr IALI IAIAITr
J 6'-D» L
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV.EXPANSION JOINT
GRADES 2% AND UNDER 6"
cm,,,��
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Ames Fester Wheeler EmImmem
InRes9uctum, Inc.
e021 STIRRUP CREEK DRIVE,
SUITE 100
V
DURHAM, NC 2EI03
TEL: [phone]
FAX: [phone] A/E INFO
APPROVED
0
--� FOR COMMANDER NAVFAC 0
3'-0" 00 r R DEPRESSED GUTTER LINE Acton -
EXPANSION JOINT ICI 3�
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT
8" _ TOP � 6"
USE ON GRADES OVER 2% ELEV
1J 10" 6-O» DEPRESSED GUTTER LINE
EXPANSION JOINT 7 MAX F
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES
FOR CONCRETE CATCH BASIN
BASED ON MIN. HEIGHT, H, WITH NO RISER
DIMENSION
OF BOX AND PIPE
COVER
DIMENSION
CU. YDS. CONC. IN BOX
DEDUCTIONS
ONE
PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN.
HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS -W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
I BOTTOM
SLAB
TOT. cONc.
FOR MINIMUM
D
A
B
C
G
H
E
F
C.M.
R.C.
12"
3'-0"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15"
3'-0"
2'-2"
3'-0"1
0.235
0.829
0.023
0.036
18"
3'-0"
2'-211
3'-3"
0.235
0.887
0.033
0.049
24"
3'-0"
2'-291
1
3'-9"1
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
1'-2"
4'-0"
4
1'-5"
2
3'-9"
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36"
3'-0"
2'-2"
3'-10"
4'-9"
1'-8"
4'_0"
4
1'-11"
3
3'-9"
3
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0.161
0.358
1.714
0.132
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0.112
0.318
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4
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0.145
0.352
2.052
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0.386
2.387
0.297
CONCRETE CATCH BASIN 12" THRU 54" PIPE
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DOWEL
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CONSTR. CONTR. NO.
I D2719
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SCALE: NTS ISHEFT 72 of 496
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UNCLASSIFIED//FOR OFFICIAL USE ONLY
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NOTES:
1. USE TYPE "E", "F" AND NG" GRATE UNLESS OTHERWISE NOTED.
2. ALL GRATE AND FRAMES MUST BE HEAVY DUTY TRAFFIC RATED.
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ALIGN FRAME WITH INSIDE
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FOR VERTICAL ADJUSTMENT
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DETAIL SHOWING TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
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NAVFAC DRAWING NO.
12719678
SHEET 73 OF 496
C-526
ORAW ORM RVASM 10 MARCH 2D09
UNCLASSIFIED//FOR OFFICIAL USE ONLY
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INFORMATION TAKEN FROM AMEC FOSTER WHEELER ENVIRONMENT & INFRASTRUCTURE, INC.
REPORT OF GEOTECHNICAL EXPLORATION DATED SEPTEMBER 4, 2015. SEE ACTUAL REPORT FOR
MORE DETAILED INFORMATION. ANY DISCREPANCIES BETWEEN INFORMATION ON DRAWINGS AND
REPORT SHOULD BE BROUGHT TO THE ATTENTION OF CONTRACTOR IMMEDIATELY BEFORE
PROCEEDING.
EXECUTIVE SUMMARY
TWELVE BORINGS (B-1, THROUGH B-12) WERE ADVANCED WITHIN THE PROPOSED FOOTPRINT OF
THE TWO PROPOSED STRUCTURES TO DETERMINE FOUNDATION RECOMMENDATIONS FOR THE
PROPOSED STRUCTURE. TEN BORINGS (B-13 THROUGH B-22) WERE ADVANCED IN PROPOSED
PARKING AND DRIVEWAY EXPANSION AREAS TO DEVELOP PAVEMENT SECTION RECOMMENDATIONS.
SIX HAND AUGER BORINGS (HA-1 THROUGH HA-6) WERE PERFORMED BELOW THE EXISTING
ENTRANCE ROAD TO THE FACILITY TO DETERMINE PAVEMENT SECTION RECOMMENDATIONS FOR
THE REALIGNMENT OF THE ROADWAY.
SURFACE CONDITIONS
OUTSIDE OF EXISTING PAVEMENTS AND WALKWAY, THE PROJECT AREA, WITHIN THE FOOTPRINTS
OF THE PROPOSED STRUCTURES, IS GENERALLY COVERED WITH ORGANIC LADEN SOIL RANGING
IN THICKNESS FROM 4 TO 24 INCHES. NATURAL SOILS WERE ENCOUNTERED AT THE EXISTING
GROUND SURFACE IN THE MAJORITY OF THE BORINGS PERFORMED IN THE PARKING AREA AND
BORINGS B-10 AND B-12 WITHIN THE FOOTPRINT OF BUILDING B.
FINE GRAINED SOILS
LAYERS OF MEDIUM STIFF TO STIFF, LOW TO PLASTIC CLAYS (USCS CL) WERE ENCOUNTERED IN
BORINGS B-6, 0-13, B-14, B-17, B-19 AND B-22 BELOW ELEVATION 23.0 FEET RANGING IN
THICKNESS FROM 1.5 TO 2.0 FEET.
COARSE -GRAINED SOILS
THE MAJORITY OF THE SOIL PROFILE CONSISTED OF VERY LOOSE TO MEDIUM DENSE,
COARSE -GRAINED SOILS FROM THE SURFACE TO FINAL DEPTHS EXPLORED. THESE SOILS
INCLUDED CLEAN, SILTY AND CLAYEY SANDS WITH VARYING FINES CONTENTS (USCS SM, SC,
SP-SM AND SP).
GROUNDWATER/GROUND MODIFICATION
BASED ON OBSERVED MOISTURE CONDITION OF THE SOILS IN THE BORINGS AND HISTORICAL
REPORTS, IT IS ESTIMATED THAT THE GROUNDWATER ELEVATION IS APPROXIMATELY ELEVATION
18 FEET. FLUCTUATIONS IN THE LOCATION OF THE GROUNDWATER TABLE MAY OCCUR
DEPENDING ON VARIATIONS IN PRECIPITATION, EVAPORATION AND SURFACE WATER RUNOFF.
ALTHOUGH UNLIKELY, IT IS POSSIBLE THAT PERCHED WATER MAY BE ENCOUNTERED DURING
EXCAVATION. THE CONTRACTOR SHOULD BE PREPARED TO DE -WATER THESE EXCAVATIONS TO
ACHIEVE A STABLE EXCAVATION BASE. GROUNDWATER SHOULD BE MAINTAINED AT LEAST 24
INCHES BELOW THE WORKING SURFACES THROUGHOUT THE BACKFILL PROCESS.
UNSUITABLE SOILS
UNSUITABLE SOILS (NOTED AS UNCONTROLLED FILL ON THE BORING LOGS) WILL BE
ENCOUNTERED DURING SUBGRADE PREPARATION AND EXCAVATION. THIS MATERIAL SHOULD BE
REPLACED WITH SELECT FILL AT THE DIRECTION OF THE CONTRACTING OFFICER IN ACCORDANCE
WITH CLIN0001AD. THE QUANTITY OF BACKFILL MAY BE UP TO 250CY PER NAVFAC.
EARTHWORK AND FILL
DETAILS FOR EARTHWORK AND FILL ARE PROVIDED IN SPECIFICATION 31 23 00.00 20,
EARTHWORK & FILL.
CONVENTIONAL SHALLOW FOUNDATIONS
FOUNDATIONS SHOULD BE DIMENSIONED TO MAINTAIN A BEARING PRESSURE NO GREATER THAN
2,500 POUNDS PER SQUARE FOOT (PSF).
THE CONTRACTOR'S GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE SHOULD OBSERVE THE
EXPOSED FOUNDATION BEARING SURFACES PRIOR TO PLACEMENT OF CONCRETE TO VERIFY
CONDITIONS ENCOUNTERED ARE AS ANTICIPATED FROM THE SUBSURFACE EXPLORATION.
ALL BEARING SURFACES SHOULD BE FREE OF SOFT OR LOOSE SOIL PRIOR TO CONCRETE
PLACEMENT.
CONCRETE SHOULD BE PLACED THE SAME DAY THE EXCAVATIONS ARE COMPLETE AND BEARING
SURFACES ARE OBSERVED BY THE GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE. IF THE
EXCAVATIONS ARE LEFT OPEN FOR AN EXTENDED PERIOD OF TIME, OR IF THE SURFACES ARE
DISTURBED SINCE THE INITIAL OBSERVATION, THE SURFACES SHOULD BE RE-EVALUATED PRIOR
TO CONCRETE PLACEMENT.
WATER SHOULD NOT BE ALLOWED TO POND IN FOUNDATION EXCAVATIONS PRIOR TO CONCRETE
PLACEMENT OR ABOVE THE CONCRETE AFTER PLACEMENT.
FOUNDATION EXCAVATIONS SHOULD BE PREPARED 'NEAT' (WHERE POSSIBLE) USING THE SIDES
OF THE EXCAVATION AS FORMWORK FOR THE CONCRETE.
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FIRE PROTECTION
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GEOTECHNICAL BORING LOCATIONS
BORE ID
NORTHING
EASTING
ELEVATION
B-1
345547.261
2499988.204
23.5
B-2
345572.259
2500154.948
23.8
B-3
345509.443
2500077.229
22.8
B-4
345449.367
2500010.89
21.8
B-5
345471.428
2500176.18
22.2
B-6
345355.121
2499860.338
19.2
B-7
345387.864
2500141.803
19.4
B-8
345282.641
2499900.938
17.5
B-9
345303.812
2500056.623
17.8
B-10
345201.389
2499830.743
15.8
B-11
345220.26
2500001.2
15.4
B-12
345247.704
2500161.891
16.1
B-13
345519.065
2499086.719
24.5
B-14
345556.582
2499371.11
25.9
B-15
345365.414
2499018.335
29.5
B-16
345383.805
2499182.184
30
B-17
345405.813
2499388.064
26
B-18
345200.659
2499113.091
27
B-19
345253.067
2499308.542
25.8
B-20
345155.338
2499471.63
16
B-21
345085.907
2499281.273
16.8
B-22
345027.75
2499438.28
15
HAND AUGER BORING LOCATIONS
BORE ID
NORTHING
EASTING
ELEVATION
HA-1
345105.551
2500019.658
15.8
HA-2
345184.244
2500349.692
15.4
HA-3
345415.84
2500616.10
18.5
HA-4
345467.632
2501012.962
18.2
HA-5
345755.969
2501363.489
20.5
HA-6
346090.528
1 2501585.769
26.5
SEASONAL HIGH WATER BORING LOCATIONS
BORE ID
NORTHING
EASTING
SB-3
345048.634
2499424.709
NB-1
345596.633
2499343.621
NB-2
345566.714
2499106.547
INFILTRATION RATES
IN -SITU SATURATED HYDRAULIC CONDUCTIVITY
MEASUREMENTS
SITE
NUMBER
DEPTH
(INCHES
BGS)
METHOD
RESULT
CM/SEC
IN/HR
PROPOSED SAND FILTER
AREA
SB-3
46
1 IN -SITU (GP)
I 6.3E-05
0.10
PROPOSED INFILTRATION BASIN AREA
NB-1
66
IN -SITU (GP)
9.6E-03
13.58
NB-2
30
IN -SITU (GP)
1.8E-03
2,59
SEASONAL HIGH WATER TABLE
SHWT ESTIMATES ON NOVEMBER 18, 2015 - DECEMBER
3, 2015 - MAY 24, 2016
SITE
NUMBER
SHWT DEPTH
(INCHES
BGS)
AWT DEPTH
(INCHES BGS)
APPROXIMATE
EXISTING
GRADE (FEET)
PROPOSED SAND FILTER AREA
SB-3
1 44
1 56
1 15.0
PROPOSED INFILTRATION BASIN AREA
NB-1
96
1 >110
30.0
NB-2
112
1 > 124
27.0
MUD
z
LEGEND:
0 z o
z
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BUILDING/STRUCTURE TO REMAIN
(1,4
EXISTING
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c, g
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EXISTING
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EXISTING
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EPROJECT No.: P1280
CONSTR. CONTR. N0.
N
GRAPHIC SCALE: 1"=100' NACFAC DRAWING NO
12719692
100 0 50 100 150 200' SHEET 87 OF 496
BS-101
1 2 3 4 5 DRVIFFOal REV6N N: 10 MRRCH 2009
UNCLASSIFIED//FOR OFFICIAL USE ONLY
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PROJECT LIMITS
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PROJECT LIMITS
PROPOSED AREA
POINT LINE DISTANCE BEARINGS (Y) NORTH (X) EAST
1
--
-
'-
345300.4495
2500537.2304
2
1-2
89.83
S 55°41'41" W
345249.8236
2500463.0299
3-
2-3
0.00
E
345249.8236
2500463.0299
4
34
1.17
S41°19'47"W
345248.9416
2600462.2543
5
4-5
10&87
S 22'00'10" E
345149.8544
2500602.2935
6
5-6
46.63
S 59°2441" W
345126.1250
2500462.1508
7
6-7
43.37
N 67°42'06" W
345142.5820
2500422.0201
8
7-8
69.91
S 68°4446" W
345117.2412
2500356.8697
9
8-9
144,64
S 68,50111" W
345065.0208
2500221.9832
10
9-10
40.64
S 79°30'06" W
345057.6153
2500182.0202
11
10-11
135.24
S 82°14'09" W
345039,3457
2500048.0248
12
11-12
254.33
S 82"52'42" W
345007.8149
2499795.6584
13
12-13
2.04
S 59*26119" W
345006.7782
2499793.9028
14
13-14
23.52
S 08"06'29" E
344983.4972
2499797.2195
15
14-15
6.10
S 18°58'23"W
344977.7275
2499795.2359
16
15-16
6.58
S 58°13'33" W
344974,2618
2499789.6406
17
16-17
30.68
S 81 "00'33" W
344969.4679
2499759.3419
18
17-18
0.00
E
344969.4679
24997%3419
19
18-'9
10.28
N 84°58.40" W
344970.3680
2499749.0998
20
19-20
247.77
N 06°52'29"W
345216.3550
2499719.4419
11
20-1
1 822.10
N 84°07.44" E
345300.4495
2500537.2304
AREA = 150,644.32 sq It =0= 3.46 acre
I PROJECT LIMITS I
PROPOSED AREA
POINT LINE DISTANCE BEARINGS (Y) NORTH (X) EAST
21
-
-
-
345005.7155
2499483.5634
22
21-22
21.11
S 77°2846' W
345001.1393
2499462.9567
23
22-23
103.45
1
S 83°29'39" W
344989.4180
2499360,1709
24
-3-24
36.41
S 82°41.57" W
344984.7911
2499324.0570
ARC
A: 78°07'59"
L: 90.72
R: 66.53
25
24-25
83.85
N 67°30'26" W
345016.8707
2499246.5818
26
25-26
53.45
N 16°48'32"W
345D68.0358
2499231.1255
27
26-27
46.45.
N 48°22'33" W
345098.8894
2499196.4037
28
27-28
130.62
N 54°09'01"W
345175.3869
2499090.5312
29
28-29
96.11
N 54°01'54" W
345231.8347
2499012.7474
30
29.30
28.52
S 35°2642" W
345208.5963
2498996.2052
31
30-31
37.44
N 58°50'21" W
345227.9690
2498964.1676
32
31-32
29.26
N 51°54'20"W
345246.0238
2498941.1368
33
32-33
10.59
N 37"55'30"W
345254 3800
2498934.6258
34
33-34
15.66
N 15°32'40" E
345269 4688
2498938.8229
35
34-35
27.95
N 47°46'35" W
345288 2495
2498918.1279
36
35-36
15.99
N 25°2345' W
345302.6908
2498911.2720
37
36-37
11.23
N 48°26'58' W
345310A390
2498902.8684
38
37-38
58.20
N 09°38'42' W
345367.5171
2498893.1173
39
38-39
27.51
N 17°51'09" W
345393.7063
2498884Z824
40
3940
55.29
N 04'16'3T' E
345448.8465
2498888.8061
41
4041
19.63
N 19"46'OT' E
345467.3224
2498895.4464
42
4142
28.66
N 18°26'3T' E
345492.6147
2498903.8814
43
4243
83.89
N 43"11'07' E
345553.7873
2498961.2937
44
4344
25.86
N 33°29'46" E
345575 3529
2498975 5656
45
4445
30.64
N 35°09'37" E
345600 4004
2498993 2087
46
4546
29.88
N 50033'57 E
345619 3775
2499016 2839
47
4647
11.36
S 89°27 03' E
345619 2687
2499027 6390
48
4748
42.84
N 85°0618" E
345622 9239
2499070 3199
49
4849
56.99
S 77°30 23' E
345610.5962
2499125 9559
50
49-50
16.33
N 75°32'14' E
345614 6748
2499141.7688
51
50-51
42.62
N 60*07'11" E
345635.9100
2499178.7273
52
51-52
24.96
N 65-17.46' E
345646.3402
2499201.3999
53
52-53
14.50
N 72"01'53' E
345650.8146
2499215.1962
54
53-54
17.11
N 68°26'03' E
345657.1046
2499231.1107
55
54-55
11.90
N 89'1013" E
345657.2769
2499243.0103
56
55-56
12.27
S 86-14.52' E
345656.4738
2499255.2559
57
56-57
26.64
S 83°55'28' E
345653.6541
2499281.7473
58
57-58
27.52
S 81 °38'09' E
345649.6510
2499308.9743
59
58-59
52.06
S 86°57.36' E
345646.8899
2499360.9656
60
59-60
7.86
S 89°01'44' E
345646.7568
2499368.8201
61
60-61
6.98
N 88°57'32' E
345646.8836
2499375.7995
62
61-62
66.01
N 12°07'07' W
345711 A239
2499361.9414
63
62-63
22.07
N 18°33.10" W
345732.3468
2499354.9193
64
63-64
21.82
N 42°04'51' W
345748.5446
2499340.2933
65
1 64-65
75.55
N 63°39'46' W
345782.0633
2499272.5843
66
1 65-66
61.19
N 58°52'29' W
345813.6918
2499220.2052
67
66-67
58.81
N 47°40'3T' W
345853.2934
2499176.7211
68
67-68
70.53
S 40°38'45• W
345799.7794
2499130.7799
69
68-69
26.33
N 21°73'10" W
345824.3229
2499121.2505
70
69-70
28A3
N 25°43'3T'E
345850.2946
2499133.7642
71
70-71
23.38
N 31°42'50" E
345870.1829
2499146.0541
72
71-72
299,92
S65°5058"E
345747.4753
2499419.7211
21
72-21
744,50
S 04°55'09" E
345005.7155
2499483.5634
AREA = 299987.1257 sq ft. =0= 6.89 acre
PROJECT LIMITS
EXISTING PERMIT
SW8 110906
PROPOSED
AREA=6,547,442 SF
AREA=450,632 SF
W
jj JECEIVEA,
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15
0
0
0
N
ffirm�Aft i+
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foster
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Amec Foster �er Envimnmere 8
Inkastmotom, Inc.
4021 STIRRUP CREEK DRIVE,
SURE 1W
DURHAM, NC 2A03
TEL: [phone]
FAX:[phone] A/E INFO
APPROVED
FOR COMMANDER NAVFAC
ACTIATY
SATISFACTORY TO DATE
DES MW
DRW NW
CHK LL
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
z >
U
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SCALE AS SHOWN
EPROJECT NO.: P1280
CONSTR. CONTR. NO
GRAPHIC SCALE: 1 "=200' NAVFAC DRAWING NO
200' 200' 400' SHEET OF ass
FIGURE 1
5 I> RMM: 10 MARCH 2O09
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r r rr -
rrr
rrrr
rr rrrr rrr
rr
rr rrrrrrr rrr
rr
rrrrrr
rr rrrrrrrrr rrr
r
rrrrrrr
rrr rrrrrrrrrr rr rrrrr
rr
rrrrr -
-
rrr rrrrrr rrrrrrrrrrr
rrrr
rrrrr
rrrr rrrrr rrrrrrrrr
- -
rrr
rrr rrrrr rrrrrrr
rrr
rrrrr ..
rrr rrrrr .. . . rrrrr - - _
rrr rrrrr '
`
r
rrrrr
rrrrr
rrrr rrrrrr - - - .
! .�
. . . . . . . .
.
. . . . . . . .
rrrrrrrrrrrr
,.
NORTHj:...�......
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2
3
s
0
LINE TABLE
TAG
LENGTH
DIRECTION
L1
125.61'
N14'41'11"E
L2
752.84'
SO4'42'18"E
L3
157.16'
N23'49'39"W
L4
58.62'
N41'14'50"W
L5
28.81'
N08'34'14"E
L6
33.56'
S33'56'19'W
L7
22.03'
S29 25'28"W
L8
90.08'
S42'00'11"W
L9
29.47'
S18'53'32"E
L10
78.31'
S51'28'53"W
L11
38.74'
S02'13'52"E
L12
21.05'
S34'01'49"W
L13
83.27'
S50'55'09"W
L14
73.57'
S30'09'31"W
L15
106.79'
S26'31'38"W
L16
56.75'
S68'11'26"W
L17
16.39'
SOO'00'00"E
L18
11.86'
S1355'08"W
L19
19.20'
S03'23'11 "E
L20
18.67'
S14'09'29"W
L21
26.50'
S33'21'49"W
L22
281.88'
S64'04'01 "W
L23
13.21'
S60'36'37"W
L24
15.07'
S8717'47"W
L25
168.72'
N80'42'50"W
L26
36.22'
S66'35'18"W
L27
41.70'
S62'28'32"W
L28
18.48'
S77'12'30"W
L29
36.07'
S85'53'42"W
L30
18.15'
N85'44'02"W
L31
16.61'
N64'53'37"W
L32
28.59'
N23'58'16"W
L33
34.52'
N06'33'01"W
L34
881.91'
S84'02'46"W
L35
463.291
S07'10'57"E
L37
44.00'
N82'49'03"E
L38
29.00'
S07'10'57"E
L39
44.00'
S82'49'03"W
L41
158.21'
S07'10'57"E
L43
27.24'
S55'00'00"E
L44
67.38'
N76'21'23"E
L45
610.56'
N82'32'58"E
L47
102.66'
S83'42'33"E
L48
348.36'
N8556'45"E
L49
209.26'
N62'13'43"E
L50
149.93'
N40'76'530E
L52
191.00'
N18*12'35"E
L54
44.63'
N40'16'41"E
L56
49.78'
N85'26'38"E
157
19.93'
S00'17'47"W
A
C
C
LINE_ TABLE
TAG
LENGTH
DIRECTION
L58
48.03'
S85'16'41 "W
L60
44.63'
S40'16'41 "W
L62
191.00'
S18'12'35"W
L64
149.93'
S40'16'53"W
L66
1342.27'
S85'17'27"W
L67
219.51'
N50'01'18"W
L68
38.07'
N04'05'00"W
L69
200.62'
N35'59'04"W
L70
948.82'
N04'49'52"W
L71
313.44'
N68'04'17"W
L72
92.04'
N56'06'10"W
L73
47.56'
N38'55'130E
L74
25.27'
N80'59'20"W
L75
25.28'
S89'03'04"W
L76
39.82'
N58'55'03"W
L77
33.20'
N70'15'22"W
L78
16.11'
N73'00'37"W
L79
18.66'
N51'44'35"W
L80
47.64'
N3428'15"W
L81
15.26'
N42'13'47"W
L82
75.02'
N51'25'06"W
L83
44.94'
N3655'11"W
L84
251.74'
N55'27'10"W
L85
888.53'
N55'23'12"W
L86
135.48'
N56'39'35"E
L87
77.24'
S76'43'24"E
L88
79.01'
N25'15'22"E
L89
452.32'
N71'09'34"E
L90
263-36'
N44'40'38"E
L91
83.00'
N29'24'44"E
L92
145.84'
N18'34'41"E
L93
284.54'
S86'21'18"E
L94
36.33'
N73'42'40"E
L95
62.97'
N85'59'090E
L96
208.87'
N71'31'57"E
L97
182.19'
S24'43'32"E
L98
236.80'
S06'37'56"E
L99
39.67'
N83'44'12"E
L100
56.99'
N08'11'32"W
L101
12.73'
N27'02'37'E
L102
13.39'
N56'54'03"E
L703
61.06'
N84'32'48"E
L104
78.72'
N8739'06"E
L705
60.35'
N80'52'02"E
L706
104.26'
S87'41'40"E
L707
75.03'
N86'33'24"E
L108
105.58'
N04'42'03"E
L109
64.23'
S89'11'10"E
L110
80.90'
N57'11'36"E
L111
43.f'2'
N68'13'41"E
CURVE TABLE
Curve #
LENGTH
RADIUS
DELTA
Cl
39.27'
25.00'
90'00'01"
C2
39.27'
25.00'
90'00'00"
C3
41.73'
50.00'
4749'03"
C4
97.13'
405.00'
13'44'29"
C5
186.83'
485.00'
22*04'18"
C6
236.88'
615.00'
22'04'06"
C7
27.49'
35.00'
45'00'00"
r
E
F
5
LINE TABLE
TAG
LENGTH
DIRECTION
L112
0.00'
???
L113
1230.84'
N43'10'04"E
L114
93.22'
S14'53'03"E
L115
154.17'
S61'09'11"E
L116
201.05'
N88'21'16"E
L117
58.60'
S22'15'40"E
L118
101.23'
S27'30'36"E
L119
62.01'
SOO-15-14"W
L120
72.94'
S44'16'46"E
L121
72.02'
S16'38'31"E
L122
26.49'
S83'26'18"W
L123
36.80'
S73'07'34"W
L124
33.44'
S36'00'41"W
L125
40.43'
S19'17'26"W
L126
50.29'
S05'02'36"E
L127
37.97'
SO4'11'42"W
L728
58.57'
S66'22'34"E
L129
44.05'
S37'34'27"E
L130
44.92'
S08'50'16"W
L131
45.23'
S27'12'54"E
L132
63.47'
S23'27'16"W
L133
36.27'
S52'33'47"W
L134
67.95'
S27'17'47"W
L735
54.21'
S06'52'23"E
L136
71.05'
S03'59'01"W
L137
33.53'
S20'18'20"W
L138
1111.15'
SO4'36'12"E
L139
189.06'
N53'03'08"E
L140
203.94'
N04'57'33"W
CURVE TABLE
Curve #
LENGTH
RADIUS
DELTA
C8
11.78'
15.00'
45'00'00"
C9
229.17'
595.00'
22'04'06"
C10
194.54'
505.00'
22'04'18"
C71
170.56'
405.00'
24'07'46"
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PERMANENT POOL ELEVATION = 12.9
SURFACE AREA @ ELEV. 12.9 = 61,555 SF
TEMPORARY POOL ELEVATION = 14.05 ����_���= \
SURFACE AREA @ ELEV. 14.05 = 66,727 SF - - - - - - - - - -
STORAGE @ELEV. 14.05 = 73,549 CF = -� �
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OUTLET STRUCTURE 71 )
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FRONT VIEW
NOT TO SCALE
EL= 15.98
G�PSE 10?
6" PVC SCREW PLUG f PgR�Q ON
6" ORIFICE ASSEMBLY EL= 14.05 90
6" CROSS
SKIMMER CONNECTION
TO BE CAPPED ONCE \ 1t
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12"
12"
SECTION VIEW
2 FT SUMP
FOR CLEANOUT
INV=
12.90 INV= 12.96
12" CONIC.
OR GROUT _a
EMERGENCY SPILLWAY
IE = 16.85
55 CY CL II RIP RAP 1.5 FT DEEP
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RAP
SEE DETAIL THIS SHEET
WET BASIN "A" DETAIL
3-��CAf}
24" RCP
OUTLET PIPE
1 4 FT x 4 FT PRECAST CONCRETE BOXES
6"BASE NC PRODUCTS 4848 OR EQUIVALENT
ASBUILT WET BASIN A
OUTLET STRUCTURE DETAILS
NOT TO SCALE
-
SEE DETAIL THIS SHEET
63.21 LF 24" RCP
IE = 12.69
5 CY CL II RIP RAP 1.5 FT DEEP
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RAP
SEE DETAIL THIS SHEET
POND SUMMARY:
NCDENR/DWQ PERMIT # SW8-110906 MOD
AS -BUILT DATA: AS -BUILT DATA
1.
IMPERVIOUS AREA PERMITTED
601,894 SF (13.82 ACRES)
2.
NORMAL POOL SURFACE AREA
61,555 SF
J.
NORMAL POOL ELEVATION
12.9
4.
POND DEPTH (DEEPEST POINT)
6.0 FT
5.
POND BOTTOM ELEVATION (DEEPEST POINT)
z0
6.
ORIFICE INVERT ELEVATION
12.9
7.
OUTLET BOX CREST ELEVATION
14.05
8.
STATE STORAGE VOLUME
73,549 CF
9.
TO:1 FT VEGETATED SHELF
PRESENT
10.
10 FT ACCESS
PRESENT
11.
FOREBAY
PRESENT
12.
PRIMARY SPILLWAY ELEVARON
14.05
13.
EMERGENCY SPILLWAY ELEVATION
16.85
14.
ORIFICE SIZE
4.0
15.
SIDESLOPES (TYPICAL)
3: 1
16.
INV. OF PIPES FROM OUTLET STRUCTURE
12.96
17.
CREST LENGTH OF GRATES
4'
STATE WATER QUALITY POND CONSIDERAT10NS -
SURFACE AREA REQUIRED = 52,983 SF
SURFACE AREA PROVIDED = 61,555 SF ® ELEV 12.9
1.5" STORAGE VOLUME REQUIRED = 73,442 CF
1.5" STORAGE VOLUME PROVIDED = 73,549 CF
1.5" STORAGE DRAWDOWN 77ME = 3.27 DAYS
IE=
IE= 12.96
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT.
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD.
DEVIA TIONS
FROM
DESIGN
DRAWINGS:
DESIGN ASBUILT STATE MIN.
NORMAL POOL ELEVATION
13.0
12.9
EMERGENCY SPILLWAY
17.5
16.85
SURFACE AREA PP
57,953
61,555 5Z983
STORAGE
76,991
73,549 73,442
DRAWDOWN TIME (DAYS)
3.35
3.27
EMBANKMENT TOP = 18.0
EMERGENCY SPILLWAY EL = 16.85
TOP OF OUTLET BOX = 14.05 STATE STORAGE = 73549 CF
AS -BUILT EMBANKMENT SECTION
NOT TO SCALE
AS-BOILTS
NOTES
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY GREEN ENGINEERING, PLLC.
DRAWING LABELED "ASBUILT'
SIGNED AND SEALED BY SEAN P. HEIN L-3995
DATED 5-12-15.
2. ELEVATIONS RELATIVE TO NAVD 1988
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COASTAL Calibre Engineering, Inc.
SITE 9090 S. Ridgeline Blvd. Suite 105
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OUTL T STRUCTURE` �
15 CY CL II RIP AP .5/ FT -DE _ - - --
GEOTEX NONWOVE r1l WTI
IE = 11.48
5 CY CL II RIP RAP 1.5 FT DEEP
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RAP
SEE DETAIL THIS SHEET
'LAC = J�1 RR P f
SE� E7TF�Il7 THI l 95.78 LF 24" RCP
71 73� EMERGENCY SPILLWAY
.� '76 l 1E=14.81
1 I �� Z 7S \ 55 CY CL II RIP RAP 1.5 FT DEEP
70 4 GEOTEX NONWOVEN FILTER FABRIC
I r �� �V PLACED UNDER RIP RAP
9,0__ SEE DETAIL THIS SHEET
S \ \
�111,�I i it I yi 1
Ili�liit�
I l i i l ll i 1
! t PERMANENT POO ELEVATION = 1'F.9
�_ 1 l S i l 1 11 ii Ji i i SUREACZ AREA @ ELEV. 11.9 = 28,594 Sl�` \ FE �E
., 1
TEMPORARY POOL ELEV, TION = 1 84
= w 1
q SURFACE AREA @ ELEV. 12.84\32,4�82`�S�
lilt } t STORAGE @ ELEV. 12.84 --42,309 CF\
BASIN BOTTOM = 7 ;
1 l
t -
l ! i - �FO(ShBAY CUT = 12.0
66 O CL II RIP RAP IDEEP GEOTEX NONWOVEN
FILTER FABRIC
PLACED UNDER RIP RAP
FOREBAY BE - 13.0 $Eq RETAIL THIS SHEET
tl i i T .- f .�
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�. A�IE = 11.48� NOTES:Lr
1 1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT.
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD.
WET BASIN "B" DETAIL
EL= 14.98
P
P16 10
6" PVC SCREW PLUG OR
FPgR��� ON
6" ORIFICE ASSEMBLY \ EL= 12.84 6i0
6" CROSS
SKIMMER CONNECTION
TO BE CAPPED ONCE 2 FT SUMP
SKIMMER IS REMOVED 1 FOR CLEANOUT
I I
0 WSEL = 11.9 �� INV= 11.9 INV= 11.53
12"
12" CONC.
12" OR GROUT a
SECTION WFW
24" RCP
OUTLET PIPE
4 FT x 4 FT PRECAST CONCRETE BOXES
6"BASE yC PRODUCTS 4848 OR EQUIVALENT
ASBUILT WET BASIN /-
OUTLET STRUCTURE DETAILS
NOT TO SCALE
AS-BUILTS
NOTES.-
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY GREEN ENGINEERING, PLLC.
DRAWING LABELED "ASBUILT"
SIGNED AND SEALED BY SEAN P. HEIN L-3995
DATED 5-12-15.
2. ELEVATIONS RELATIVE TO NAVE 1988
IE- 11.48
EMBANKMENT TOP = 15.6
EMERGENCY SPILLWAY EL = 14.8 ,.
TOP OF OUTLET BOX = 1284 STATE STORAGE = 42309 CF_ __._-.._
IE=
AS -BUILT EMBANKMENT SECTION
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION = 15.6
as-euiLr WET DETENTION easiN
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
POND SUMMAR K
NCDENR/DWQ PERMIT # SW8-110906 MOD
AS -BUILT DATA, AS -BUILT DATA
1.
IMPERVIOUS AREA PERMITTED
252,148 SF (5.78 ACRES)
2.
NORMAL POOL SURFACE AREA
28,594 sf
J.
NORMAL POOL ELEVATION
11.9
4.
POND DEPTH (DEEPEST POINT)
6.0 FT
5.
POND BOTTOM ELEVATION (DEEPEST POINT)
6.0
6.
ORIFICE INVERT ELEVATION
11.9
7.
OUTLET BOX CREST ELEVATION
12.84
8.
STATE STORAGE VOLUME
42,309 CF
9.
f0: i FT VEGETATED SHELF
PRESENT
10.
10 FT ACCESS
PRESENT
11.
FOREBAY
PRESENT
12.
PRIMARY SPILLWAY ELEVAPON
12.84
13.
EMERGENCY SPILLWAY ELEVAPON
14.8
14.
ORIFICE SIZE
6.0
15.
SIDESLOPES (TYPICAL)
3:1
16.
INV. OF PIPES FROM OUTLET STRUCTURE
IT53
17.
CREST LENGTH OF GRATES
4"
STATE WATER QUALITY POND CONSIDERATIONS -
SURFACE AREA REQUIRED = 25,212 SF
SURFACE AREA PROVIDED = 28,594 SF 0 ELEV 11.9
1.5" STORAGE VOLUME REQUIRED = 31,713 CF
1.5" STORAGE VOLUME PROVIDED = 42,309 CF
1.5" STORAGE DRAWDOWN TIME = 4.50 DAYS
DEVIA TIONS FROM
DESIGN DRAWINGS:
DESIGN ASBUILT STATE MIN.
NORMAL POOL ELEVATION 12.0 12.4
EMERGENCY SPILLWAY 15.5 14.8
SURFACE AREA PP 29,496 28,594 25,212
STORAGE 35,871 42,309 31,713
DRAWDOWN TIME (DAYS) 3.44 4.50
Calib eCOASTAL 111
ireering, Inc.
SITE 9090 S. Ridgeline Blvd. Sure 105
INfNY�C-Dlp DESIGN,PC Highlands Ranch, CO 80129 (303)'730-0434
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A/E INFO
APPROVED
FOR COMMANDER NAVFAC
ACTIVITY
SATISFACION' TO DATE 07 13 12
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60 CY CL LR4P RAP 1.5 FT DEED`
- GEOTE3(NONWOVEN F LTE_R FABRIC
- PLACED [DD UhtR RIP 14
_P __" - - _ _ ~ \15
w SEEj)-Alice _ T �0' 16� �t
14.15\
�1213 S,
_.
r l r 910 ti �l }t , A
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I FOREBAY BOTTOM = 7 } `
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=
V 4
-- -- i FO E YCRUT 12.0
�-----"� ----- 60 YIC II PRAP I.5FTDEEP
} GE TE NONWOVEN FILTER FABRIC
13.0 PLA E UNDER RIP RAP
I FOREBAY BERM = SEE DETAIL THIS SHEET
1 II Ir i E I
/ - l
EMERGENCY SPILLWAY
IE=15.35
55 CY CL II RIP RAP 1.5 FT DEEP
/ GEOTEX NONWOVEN FILTER FABRIC
6 PLACED UNDER RIP RAP
i SEE DETAIL THIS SHEET
l
( BASIN BOTTOM 4 6
1 I I ''S I t 89
PERMANENT POOL ELEVATION = 11.96�_1 li t 101,1121 i I
SURFACE AREA @ELEV. 11.96 = 22,832 SF t i 'i tI \ A, ? 4 1 1311 r ' `
TEMPORARY POOL ELEVATION = 12.7� } ) 115
SURFACE AREA @ ELEV. 12.7 = 24,687 SF
STORAGE @ ELEV. 12.7 = 16,632 CFI
1141 l i
113,
E, r 7ii
OUTLET STRUCTURE
15CYCL11 RIP RAP 1.5 FT DEEP A,�
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RA \� 1 r f r r f r
`� ` ~u_r__-- .- _.... j �
SEE DETAIL THIS SH�ET
� may? s i
', _ -SEE-DETAIL-THIS-SHEET r ;�
0'
i
-40.-1,6 LF 24" CPS-
------- t / rA 11.49
- 5 EC11 RiP F AP 1.5 FT DEEP
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RAP
0 15 30 80
1 inch = 30 ft. I'l zontai
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT.
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD.
WET BASIN "C" DETAIL
EL= 14.82
GRPSE 1DP -
6" PVC SCREW PLUG fPgRiDxAV
D�
6"' ORIFICE ASSEMBLY EL= 12.7 0/
6" CROSS
SKIMMER CONNECTION -�
TO BE CAPPED ONCE 1
SKIMMER IS REMOVED
WSEL = 11.96
- 12"
12"
3
SECTION VIEW
2 FT SUMP
r�iN
FOR CLEANOUT
= INV= 11.79
12" CONC.,,.
OR GROUT
24" RCP
OUTLET PIFE
4 FT x 4 FT PRECAST CONCRETE BOXES
6"BASE NC PRODUCTS 4848 OR EQUIVALENT
ASBUILT WET BASIN A
OUTLET STRUCTURE DETAILS
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION = 16.0
AS -BUILT WET DETENTION BASIN
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE J
IE= 11.
EMBANKMENT TOP = 16.0
EMERGENCY SPILLWAY EL = 15.35
TOP OF OUTLET BOX = 12.7 STATE STORAGE = 16.632 CF
AS -BUILT EMBANKMENT SECTION
NOT TO SCALE
AS-BUILTS
NOTES.-
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY GREEN ENGINEERING, PLLC.
DRAWING LABELED "ASBUILT"
SIGNED AND SEALED BY SEAN P. HEIN L-3995
DATED 5-12-15.
2. ELEVATIONS RELATIVE TO NAVD 1988
POND SUMMARY:
NCDENR/DWQ PERMIT # SW8-110906 MOD
AS -BUILT DATA:
AS -BUILT DATA
1.
IMPERVIOUS AREA PERMITTED
133,601 SF (306 ACRES)
2.
NORMAL POOL SURFACE AREA
22,832 sf
J.
NORMAL POOL ELEVATION
11.96
4.
POND DEPTH (DEEPEST POINT)
6.0 FT
5.
POND BOTTOM ELEVATION (DEEPEST POINT)
6.0
6.
ORIFICE INVERT ELEVATION
11.96
7.
OUTLET BOX CREST ELEVATION
12.7
8.
STATE STORAGE VOLUME
16,632 CF
9.
10.1 FT VEGETATED SHELF
PRESENT
10.
10 FT ACCESS
PRESENT
11.
FOREBAY
PRESENT
12.
PRIMARY SPILLWAY ELEVATION
127
13.
EMERGENCY SPILLWAY ELEVATION
15.35
14.
ORIFICE SIZE
6.0
15.
SIDESLOPES (TYPICAL)
J. 1
16.
INV. OF PIPES FROM OUTLET STRUCTURE
11.97
17
CREST LENGTH OF GRATES
4'
STATE WATER QUALITY POND CONSIDERATIONS -
SURFACE AREA REQUIRED = 13,362 SF
SURFACE AREA PROVIDED = 22,832 SF 0 ELEV 11.96
1.5° STORAGE VOLUME REQUIRED = 16,580 CF
1.5" STORAGE VOLUME PROVIDED = 16,632 CF
1.5" STORAGE DRAWDOWN TIME = 2.36 DAYS
1 2 1 3 1 4
DEVIA TIONS FROM
DESIGN
DRAWINGS:
DESIGN ASBUILT STATE MIN.
NORMAL POOL ELEVATION
12.0 11.96
EMERGENCY SPILLWAY
16.0 16.0
SURFACE AREA PP
22,626 22,832 13,362
STORAGE
19,797 16,632 16,580
ORAWDOWN TIME (DAYS)
2.69 2.36
��®Calib e
COASTAL Calibre Engineering, Inc.
SITE 9090 S. Ridgeline Blvd, Suite, 105
IM%ff,p4np DESIGN,PC Highlands Ranch. Cif 80'129 1303; 73n,0434
wwww calibre-engineenng.com
Construction Management Civil Engineering Surveying
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A>E AFO
APPROVED
FOR COMMANDER NAVFAC
SATISFACTORY TO DATE 07 13 12
DES
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CONSTR. CONTR. NO
NAVFAC DRAWING N0.
SHEE: XX% of
40F5
DRAWFORM REVISION: 10 MARCH 2009
9
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N
91
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EMERGENCY SPILLWAY
IE - 12.29
55 CY CL II RIP RAP 1.5 FT DEEP
GEOTEX NONWOVEN FILTER FABRIC
PLACED UNDER RIP RAP
SEE DETAIL THIS SHEET (f i� /
rr. 1 !1yI„
ANTI -SEEP COLLAR ---
SEE SFDETAIL THIS SHEET t l t
'{
o
a
35 LF 24" l
t 4��\QUTL T STRUCT�IFR
IE = A \ 1 CY •L II RIP R 51 DEL
5 CY CL II RIP RAP 1.5 FT DEEP \ \ ®� P 1
TE NON O Fj Ell P BRIC
GEOTEX NONWOVEN FILTER FABRIC t \�
PLACED UNDER RIP RAP �\ E� NDE #L H S�S I ' �{ I
y 11 t l
1 t
I � \� Ii
Ii�
�����#` I �t{t#I�;
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;��l;i
111 t �# II
AS-BUILTS
NAMAC
I,I I{�i, lI
1 1 1 �) t t I i i i Dili
�
} �1;} � � � '� �iti �� t
PERMANENT POOL ELEVATION = 9.65'
it # i I { �I
\\�V\1 i t r, t it
CARO!
SURFACE AREA @ ELEV. 9.65 = 45,481 SF ��
�tii
TEMPORARY POOL ELEVATION = 10.76' � 1 ; �� �t t{{ t
SURFACE AREA ELEV. 10.76 = 52,792 SF i i { 1'I j ', ', ` t E
NOTES
= 0SEAL `
@ i I ;
STORAGE @ ELEV. 10.75 = 55,484 CF i sI } I I y I '. tI I i I 14 # t y 1
Ij t
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY GREEN ENGINEERING, PLLC.
DRAWING LABELED '"ASBUILT"
_ _
y.
0{� GiNE�.'•�1��-Z
1 { t' 1 ;
# I I t
' i {� t j# } t#{
SIGNED AND SEALED BY SEAN P. HEIN L-3995-
2
t;
DATED 5-12-15.
2. ELEVATIONS RELATIVE TO NAVD
It t (! }
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1988
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i t I =
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TOP OF EMBANKMENT
ELEVATION = 14-0
20 FT / /�-, r c
�j//, %,/'
POND SUMMARY:
ThN e HTBE ampanles
EF;rn..5 kith, aaLS PlaaaPR
m i t t; i
�'�ti%rvr��� �'/ ELEV =1229
�
NCDENR/DWQ PERMIT # SW8-110906 Mod
AS -BUILT DATA:
AS -BUILT DATA
"TE INFO
naceoveo
'� i� i
�` /� � 1. IMPERVIOUS AREA PERMITTED 394,958 SF (9.07 ACRES)
/� �` R WET
/1 J - " UI V V E DETENTION " f"1 J 11 V
BASIN
i
"t r`� ""I
I it I .
EMERGENCY SPILL WA Y
2. NORMAL POOL SURFACE AREA
3. NORMAL POOL ELEVATION
4. POND DEPTH (DEEPEST POINT)
45,351 SF
9.65
6.0 FT
FOR Rnvrnc
I
SIN B TTOMII� �j I ti 1 �{ i� y t4
ER ON T VIEW
5. POND BOTTOM ELEVATION DEEPEST POINT
( )
4.0
ncnvnMMalloee
r I ! t 'l t t t t i {
�1�) it
(
NOT TO SCALE
6. ORIFICE INVERT ELEVATION
7. OUTLET BOX CREST ELEVATION
8. STATE STORAGE VOLUME
9.65
10.76
53,191 CF
� �J t �i�t{
/ I 1 t i 1
9. 10:1 FT VEGETATED SHELF
10. 10 FT ACCESS
PRESENT
PRESENT
snrisFncroar TO onre 07 13 12
DES
IDRW
ICHK
1 1
11. FOREBAY PRESENT
It/� Etti #fit12
/ /r t l
FOREBAY CUT 10.0 r.�. J` 11 I i M t t 1 { ; ii
t t
1j �%
PRIMARY SPILL WAY ELEVATION
SPILLWAY ELEVATION
13 EMERGENCY SP
10.76
12.29 DEVIATIONS ER OM
«PM/DM»
BRANCH MnNnce
50 CY CL II RIP RAP 1.5 FT DEEP \ / / t ,/ T r 1 t E #
GEOTEX NONWOVEN FILTER FABRIC / t �/I - - � y i I I { t
'I / y{ { i
3
1 � 4f VI`
14. ORIFICE SIZE
15. SIDESLOPES (TYPICAL)
16. INV. OF PIPES FROM OUTLET STRUCTURE
6.0
3.'1
/'
9.63 DESIGN DRA WINGS.
CHIEF ENc/ARCH
_R
«xx»
PLACED UNDER RIP RAP f r - _,�... "I ; t i
i
DETAIL THIS SHEET / / ti_ -_>. - - i {
EL= 12.73
�h�{���h/
�f'
17. CREST LENGTH OF GRATES
4'
a
SEE _ _ __
r I /--�t1
10?DESIGN
i ll1r
ASBUILT STATE MIN.
z
U s
/
L�
pRP1E
STATE WATER QUALITY POND CONSIDERATIONS
- NORMAL POOL ELEVATION 10.0 9.65
0 F-
CY
7 f _ . ,_._ _,._ _, '�
/ i'"� ��1
6" PVC SCREW PLUG PgRpD 00
N
F p�1E
6"" ORIFICE ASSEMBLY B
EL= 10.76
SURFACE AREA PROVIDED = 45,481 SF EMERGENCY URFACE AREA PP 48,499 4 3.7 39,353
SURFACE AREA PROVIDED - 45,481 SF ®ELEV 9.65
1.5" STORAGE VOLUME REQUIRED = 49,412 CF STORAGE 54,145 55,484 49,412
1.5" STORAGE VOLUME PROVIDED = 55,484 CF
'=
Z : o
z
Ld H
w 1
U
_
(n
f 7 $r� 7/ FORE BAY OTTO = 5L y 1' r I
6" CROSS
_
1.5" STORAGE DRAWDOWN TIME = 2.30 DAYS
DRAWDOWN TIME DAYS 339 2.30
( )
Q
_ Q zo
w-<
Z w
0 X
/" 1 4 I I t j i r
ttj
SKIMMER CONNECTION
�ii
N
w U
/
TO BE CAPPED ONCE _ 2 FT SUMP
SKIMMER IS REMOVED 1 FOR CLEANOUT
24" RCP
w Q
Z _ J
w
1
o'�-----
OUTLET PIPE
zj Z $
/-AA n
f �� .� '�--- '"`"�-'�2/fJ�
1 jI i,-_.. �-- - - -- --'"�
G7 WSEL = 9.65 9.65 119.63
EMBANKMENT TOP = 14.0
M, 2
J V
�f g
Z
v..
-
a
EMERGENCY SPILLWAY EL = 12.29
Z �i
U
0
- TG CY L41 R+PtTFY 1 5 T BEEP
iiiiiir
�12" CONC.
GROUT a T
FT 4 FT PRECAST CONCRETE BOXES
4 x C X
6""BASE
-
TOPOFOUTLETBOX 10.76 STATE STORAGE = 55484 CFv
- _ -- -
NORMAL WSEL- 9.65
z
J-._'..f�12"
z a
-1
O
'
(n
-w - QT€X-i`tOIN OVEN-FiC R FABRIC
~�kACED`UNDER RIP RAT'
-
3 -- -
1 -- -�
- NC PRODUCTS 4848 OR EQUIVALENT
IE= 8.03 24" RCP
W
W
Z \
J
- -
NORTH
11 9.63
z
Z
w
�
SECTION WEW
\/�// BBOTTO EL= 700
LU
pi
Z
ASBUILT WET BASIN
A
J
z�
0-
NOTES:
OUTLET STRUCTURE
DETAILS
AS -BUILT
EMBANKMENT SECTION
W Q
w
w oz
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAII COLLECTION
NOT TO SCALE
NOT TO SCALE
_
IL
� Q
SYSTEM OR INTO THE STREET/PARKING LOT. 0 2D 40
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
eo
` -I
J
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
0
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD. 1 inch - A o
ft Horizontal
Z
U
a
WET BASIN "D" DETAIL
SCALE:
T No.: 58748 & 796527
"® Cali b
e
CONSTR
�aNSFCaNFR NO
COASTAL
NAVFAC DRAWING No
Calibre Engineering, Inc.
S I TE
aa
5
9090 S. Ridgeline Blvvd, Suite 105
12631793
�� a DESIGN,PC Highlands Ranch, GO 80129 i393) 730-0434
SHEET XXX of
ntom
Construction Management Civil Engineering Surveying
I
I
ORAWFORM REVISION: 10 MRCH 2O09
I
I

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COASTAL
A.,IGN,
SITE
PC
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(NO) Ifl-IHI
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111Calibre
Calibre Engineering, Inc.
0 100 zoo 400 9090 S. Ridgeline Blvd. Suite 105
Highlands Ranch, CO 80129 [phone]
www.calibre,-engineering.com
1 inch = 200 ft. Horizontal Construction Management Civil Engineering Surveying
I
I
LINE TABLE
TAG
LENGTH
DIRECTION
L1
125.61'
N14*41'11 "E
L2
752.84'
SO4'42'18"E
L3
157.16'
N23'49'39"W
L4
58.62'
N41'14'50"W
L5
28.81'
N0834'14"E
L6
33.56'
S33'56'19"W
L7
22.03'
S29'25'28"W
L8
90.08'
S42'00'11"W
L9
29.47'
S18'53'32"E
L10
78.31'
S51'28'53"W
L11
38.74'
S02'13'52"E
L12
21.05'
S34'01'49"W
L13
83.27'
S50'55'09"W
L14
73.57'
S30'09'31 "W
L15
106.79'
S26'31'38"W
L16
56.75'
S68'11'26"W
L17
16.39'
S00'00'00"E
L18
11.86'
S13'55'08"W
L19
19.20'
S03'23'11 "E
L20
18.67'
S14'09'29"W
L21
26.50'
S33'21'49"W
L22
281.88'
S64'04'01 "W
L23
13.21'
S60'36'37"W
L24
15.07'
S87'17'47"W
L25
168.72'
N80'42'50"W
L26
36.22'
S66'35'18"W
L27
41.70'
S62'28'32"W
L28
18.48'
S77'12'30"W
L29
36.07'
S85'53'42"W
L30
18.15'
N85'44'02"W
L31
16.61'
N64'53'37"W
L32
28.59'
N23'58'16"W
L33
34.52'
N06'33'01"W
L34
881.91'
S84'02'46"W
L35
463.29'
S07'1O'57"E
L37
44.00'
N82'49'03"E
L38
29.00'
S07'10'57"E
L39
44.00'
S82'49'03"W
L41
158.21'
S07'10'57"E
L43
27.24'
S55'00'00"E
L44
67.38'
N76'21'23"E
L45
610.56'
N82'32'58"E
L47
102.66'
S83'42'33"E
L48
348.36'
N85'56'45"E
L49
209.26'
N62'13'43"E
L50
149.93'
N40'16'53"E
L52
191.00'
N18'12'35"E
L54
44.63'
N40'16'41"E
L56
49.78'
N85'26'38"E
L57
19.93'
S00'l7'47"W
I1
(3
If
C
LINE TABLE
TAG
LENGTH
DIRECTION
L58
48.03'
S85'16'41 "W
L60
44.63'
S40'16'41 "W
L62
191.00'
S18*12'35"W
L64
149.93'
S40'16'53"W
L66
1342.27'
S85'17'27"W
L67
219.51'
N50'01'18"W
L68
38.07'
N04'05'00"W
L69
200.62'
N35'59'04"W
L70
948.82'
N04'49'52"W
L71
313.44'
N68'04'17"W
L72
92.04'
N56'06'10"W
L73
47.56'
N38'55'1 YE
L74
25.27'
N80'59'20"W
L75
25.28'
S89'03'04"W
L76
39.82'
N58'55'03"W
L77
33.20'
N70'15'22"W
L78
16.11'
N73'00'37"W
L79
18.66'
N51'44'35"W
L80
47.64'
N34'28'15"W
L81
15.26'
N42'13'47"W
L82
75.02'
N51'25'06"W
L83
44.94'
N36'55'11"W
L84
251.74'
N55'27'10"W
L85
888.53'
N5523'12"W
L86
135.48'
N56'39'35"E
L87
77.24'
S76'43'24"E
L88
79.01'
N25'15'22"E
L89
452.32'
N71'09'34"E
3®
263.36'
N44'40'38"E
191 83.00'
N29'24'44"E
L92 tA5.84
N18'34'41"E
93'
284.64'
S86'21'18"E
94
L
36.33'
N73'42'40"E
L95
62.97'
N85'59'09"E
L96
208.87'
N71'31'57"E
L97
182.19'
S24'43'32"E
L98
236.80'
S06'37'56"E
L99
39.67'
N83'44'12"E
L100
56.99'
NO8'11'32"W
L101
12.73'
N27'02'37"E
L102
13.39'
N56'54'03"E
L103
61.06'
N84'32'48"E
L104
78,72'
N87'39'06"E
L105 ''I
60.35'
N80'52'02"E
L1061104.26'
S87'41'40"E
L107 75.03'
N86'33'24"E
L108 105.58'
N04'42'03"E
L1091 64.23'
S89'11'10"E
L110 80.90'
N57'11'36"E
1-111 !I
43.92'
N68'13'41"E
CURVE TABLE
Curve #
LENGTH
RADIUS
DELTA
C1
39.27'
25.00'
90'00'01"
C2
39.27'
25.00'
90'00'00"
C3
41.73'
50.00'
47'49'03"
C4
97.13'
405.00'
13'44'29"
C5
186.83'
485.00'
22'04'18"
C6
236.88'
615.00'
22'04'06"
C7
27.49'
35.00'
45'00'00"
C
E
F
5
LINE TABLE
TAG
LENGTH
DIRECTION
L112
0.00'
???
L113
1230.84'
N43'10'04"E
L114
93.22'
S14'53'03"E
L115
154.17'
S61 *09'11 "E
L116
201.05'
N88'21'16"E
L117
58.60'
S22'15'40"E
L118
101.23'
S27'30'36"E
L119
62.01'
S00'15'14"W
L120
72.94'
S44'16'46"E
L121
72.02'
S16'38'31"E
L122
26.49'
S83'26'18"W
L123
36.80'
S13'07'34"W
L124
33.44'
S36'00'41 "W
L125
40.43'
S19'17'26"W
L126
50.29'
S05'02'36"E
L127
37.97'
SO4'11'42"W
L128
58.57'
S66'22'34"E
L129
44.05'
S37'34'27"E
L130
44.92'
S08'50'16"W
L131
45.23'
S27'12'54"E
L132
63.47'
S23'27'16"W
L133
36.27'
S52'33'47"W
L134
67.95'
S27'17'47"W
Ll35
54.21'
S06'5223" E
L136
71.05'
S03'59'01 "W
L137
33,53'
S20'18'20"W
L138
1111.15'
SO4'36'12"E
L139
189.06'
N53'03'08"E
L140
203.94'
N04'57'33"W
IEi„i'n'IFi',J (Al_
3l SMJ-2013
CURVE TABLE
Curve #
LENGTH
RADIUS
DELTA
C8
11.78'
15.00'
45'00'00"
C9
229.17'
595.00'
22'04'06"
C10
194.54'
505.00'
22'04'18"
C11
170.56'
405.00'
24'07'46"
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NOTE WELL:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND
ACTIVITIES HAVE TEMPORARILY CEASED ACCORDING TO THE FOLLOWING
SCHEDULE:
i) ALL PERIMETER DIKES, SWALES, PERIMETER SLOPES AND ALL SLOPES
STEEPER THAN 3:1 SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY
EVENT WITHIN 7 CALENDAR DAYS FROM LAST LAND -DISTURBING ACTIVITY.
ii) ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR
PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE
-
BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM LAST LAND -DISTURBING
ACTIVITY.
2. THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJUNCTION WITH THE
WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF THIS EROSION AND
SEDIMENT CONTROL PLAN.
3. ALL SLOPES SHALL BE 3:1 OR FLATTER.
4. ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINAGE SYSTEM.
5. NO WETLANDS EXIST ON SITE.
6. SITE IS LOCATED OFF HOLCOMB BLVD AT CAMP LEJEUNE.
7. ANY BORROW MATERIAL REQUIRED WILL BE TAKEN FROM ANOTHER APPROVED
SITE ON USMC BASE, CAMP LEJEUNE. ANY SURPLUS CUT MATERIAL WILL BE
DISPOSED OF AT AN APPROVED SITE ON THE USMC BASE, CAMP LEJEUNE.
8. SWALES TO LINED WITH EXCELSIOR MATTING OR EQUIVALENT: D1-12
9. PLAN ONLY TO BE UTILIZED ONCE ROUGH GRADING GRADES ARE ESTABLISHED
AND EC MEASURES FROM APPROVED ROUGH GRADING PLAN HAVE BEEN
INSTALLED.
10. IF DRAINAGE AREAS TO ST 1-5 ARE STABILIZED THEN TRAPS MAY BE REMOVED.
CONSTRUCTION SCHEDULE -
1. OBTAIN APPROVAL OF PLAN AND ANY NECESSARY PERMITS, AND HOLD A
-
PRE -CONSTRUCTION CONFERENCE PRIOR TO COMMENCING ANY WORK.
2. FLAG WORK LIMITS AND STAKE -OUT ROADS AND STORM DRAINAGE
STRUCTURES FOR PRELIMINARY GRADING.
3. INSTALL GRAVEL CONSTRUCTION ENTRANCES,
4. INSTALL SEDIMENT BASINS, SEDIMENT TRAPS, DIVERSION SWALES,
SKIMMERS AND SILT FENCING AS SHOWN ON PLAN PRIOR TO CLEARING AND
GRUBBING SITE.
5. CONSTRUCT GRASS LINED CHANNELS, AND ANY OTHER SEDIMENT CONTROL
PRACTICES SHOWN, PRIOR TO ROUGH GRADING ROADWAYS, SITE AND
STOCKPILING TOPSOIL AS NECESSARY.
B
6. INSTALL UTILITIES IN ROADWAY/PARKING LOT, ESTABLISH FINAL GRADES
AND STABILIZE ROAD/PARKING LOT WITH STONE BASE COURSE.
7. FINAL GRADE, INSTALL NON -MUNICIPAL UTILITIES AS NEEDED, AND
VEGETATIVELY STABILIZE AREAS WHERE BUILDING CONSTRUCTION IS NOT
w
IMMINENT.
E
8. ALL EROSION AND SEDIMENT CONTROL PRACTICES ARE TO BE INSPECTED
WEEKLY AND AFTER ANY RAINFALL, AND REPAIRED AS NECESSARY.
9. UPON COMPLETION OF CONSTRUCTION, THE ROADWAY/PARKING LOT IS TO BE
PAVED, AND ALL AREAS PERMANENTLY VEGETATIVELY STABILIZED WITH
CENTIPEDE SOD. AFTER SITE STABILIZATION, TEMPORARY MEASURES ARE TO
T
BE REMOVED.
o-
MAINTENANCE PLAN -
0
1. ALL MEASURES TO BE INSPECTED WEEKLY AND AFTER ANY RAINFALL
EVENT AND NEEDED REPAIRS MADE IMMEDIATELY.
2. SEDIMENT BASIN TO BE CLEANED OUT WHEN THE LEVEL OF SEDIMENT
a
ACCUMULATES TO ELEVATIONS LISTED ON POND DETAIL SHEETS.
3. SEDIMENT TO BE REMOVED FROM SWALES WHEN THEY ARE APPROXIMATELY
w
50% FILLED OR SEDIMENT LEVEL IS WITH 1' OF TOP OF DITCH BANK.
4. SEDIMENT TO BE REMOVED FROM BEHIND ANY SILT FENCE AND INLET
PROTECTION DEVICES WHEN IT BECOMES 0.5' DEEP. FENCING AND INLET
PROTECTION TO BE REPAIRED AS NEEDED TO MAINTAIN A BARRIER.
a /\
A
5. ALL SODDED AREAS TO BE WATERED AS NEEDED TO ESTABLISH GROWTH.
DEAD SOD SHOULD BE REMOVED AND NEW SOD INSTALLED AS NEEDED.
N
6. CONSTRUCTION ENTRANCE TO BE MAINTAINED IN SUCH A MANNER AS TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE.
PERIODIC TOP DRESSING WITH 2-INCH STONE MAY BE REQUIRED. INSPECT
AFTER EACH RAINFALL AND IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
3
VEGETATIVE PLAN -
1 . PERMANENT VEGETATION TO BE ESTABLISHED IN ACCORDANCE WITH
"NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL", SECTION 6.11, LATEST VERSION. SEE SHEET CE-507.
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SEDIMENT TRAP
ElWETLANDS
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106
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
CE 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
PRACTICE 6.06
SHALL BE INSTALLED AT THE ENTRANCES TO THE PROJECT
FROM AN EXISTING ROADWAY. DRAINAGE SHOULD BE AWAY FROM
THE ROAD AND EROSION WILL BE CONTROLLED WITH DOWNSTREAM
PRACTICES. DURING WET WEATHER IT MAY BE NECESSARY TO WASH
TRUCK TIRES AT THESE LOCATIONS.
2. LAND GRADING
PRACTICE 6.02
GRADING SHOULD BE LIMITED TO AREAS AS SHOWN ON THE
PLANS. CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER EXCEPT
WHERE SPECIFICALLY INDICATED. CARE SHALL BE TAKEN DURING
LAND GRADING ACTIVITIES NOT TO DAMAGE EXISTING TREES THAT
ARE IDENTIFIED AS "TO BE PRESERVED".
SF 3. SEDIMENT FENCE
PRACTICE 6.62
SEDIMENT FENCING SHOULD BE INSTALLED AS SHOWN ON THE PLAN,
TO DELINEATE AND PROTECT WETLANDS AND SPECIFIED AREAS, AND
AROUND ANY TEMPORARY STOCKPILE AREAS AS NECESSARY TO
PREVENT ANY GRADED INTERIOR AREAS FROM ERODING ONTO ADJACENT
LANDS OR ROADWAY, OR INTO INLETS, OR AS DIRECTED BY ENGINEER OR
NCDENR/LQ S PERSONNEL.
GC 4. GRASS -LINED CHANNELS
PRACTICE 6.30
ALL OVERFLOW SWALES TO
BE GRADED TO DESIGN CONFIGURATION,
LINED WITH CENTIPEDE SOD, TO COLLECT AND CONVEY SITE WATER AS SHOWN
ON PLAN. AFTER FINAL PROJECT STABILIZATION, SWALES TO BE RE -GRADED,
CLEANED OF SILTATION AND LINED WITH CENTIPEDE SOD TO ESTABLISH ORIGINAL
DESIGN CONTOURS FOR STORMWATER CONVEYANCE.
OP 5. OUTLET STABILIZATION
PRACTICE 6.41
RIPRAP APRONS WILL BE LOCATED AT THE DOWNSTREAM END OF
ALL DISCHARGE PIPES TO PREVENT SCOUR.
6. CONSTRUCTION ROAD STABILIZATION
PRACTICE 6.80
UPON REACHING FINAL GRADE AND AFTER UTILITIES HAVE BEEN
INSTALLED, ROADWAY/PARKING AREAS ARE TO BE STABILIZED BY PLACING
SUB -BASE COURSE, AS SHOWN IN THE TYPICAL STREET CROSS-SECTION
DETAIL ON THE PLAN, TO REDUCE EROSION AND DUST DURING THE
REMAINDER OF BUILDING CONSTRUCTION.
SB 7. SEDIMENT BASIN
PRACTICE 6.61
THE SEDIMENT BASIN IS TO BE CONSTRUCTED FIRST (SEE
CONSTRUCTION SCHEDULE) AND IS THE PRIMARY PRACTICE TO
PREVENT SEDIMENT FROM LEAVING THE SITE. DETAILED DESIGN AND
SPILLWAY CONFIGURATIONS ARE SPECIFIED IN THE DETAIL SHEET.
SK 8. SKIMMER
PRACTICE 6.64
A SEDIMENTATION BASIN DEWATERING CONTROL DEVICE THAT WITHDRAWS
WATER FROM THE BASINS WATER SURFACE, THUS REMOVING THE HIGHEST QUALITY
WATER FOR DELIVERY TO THE UNCONTROLLED ENVIRONMENT.
fP 9. INLET PROTECTION
PRACTICE 6.51
A TEMPORARY MEASURE OF WIRE -MESH HARDWARE CLOTH AROUND
STEEL POSTS SUPPORTING WASHED STONE PLACED AROUND THE OPENING
OF A DROP INLET.
TD 10. TEMPORARY DIVERSIONS
PRACTICE 6.20
A TEMPORARY RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGE
AND CHANNEL CONSTRUCTED ACROSS SLOPING LAND ON A PRE- DETERMINED
GRADE TO PROTECT WORK AREAS FROM UPSLOPE RUNOFF AND TO DIVERT
SEDIMENT -LADEN WATER TO APPROPRIATE TRAPS OR STABLE OUTLETS.
ST 11. TEMPORARY SEDIMENT TRAP
PRACTICE 6.60
SEDIMENT TRAPS ARE TO BE INSTALLED AS INDICATED ON
PLAN AT THE DOWNSTREAM END OF SWALES AS SHOWN.
TP 12. TREE PROTECTION
PRACTICE 6.05
RESTRICT ACCESS TO TPZ WITH TALL, BRIGHT, PROTECTIVE FENCING ON
AREAS INDICATED ON PLAN.
FS 13. FILTER SOCK
PRACTICE 6.05
A 3-D TUBLAR CHECK DAM DEVICE USED IN STORMWATER DRAINAGE DITCHES
ON/NEAR LAND DISTURBING ACTIVITIES TO SLOW CONCENTRATED DIRECTIONAL
FLOW VELOCITY OF STORMWATER RUNOFF.
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EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
WET BASIN "A" DETAIL
6„
NOTE: COLLAR TO BE POURED AFTER J
PIPES ARE IN PLACE. f
REINFORCING AS NECESSARY.
1n Z 5'.
e.
1.5'
MIN
WET BASIN
ANTI -SEEP COLLAR
NOT TO SCALE
NOTES:
1. TEMPORARY SKIMMER TO BE INSTALLED ON PRIMARY OUTLET STRUCTURE BOX
AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCDENR/LQS
SEDIMENTATION AND EROSION CONTROL PERMIT. SEE SKIMMER DETAILS FOR INSTALLATION.
2. GRADE WILL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD BE CIE. B RIP RAP W/ GEOTEX�
10:1. PP IS THE CENTER OF THE 10:1 SHELF. NONWOVEN FILTER FABRIC
3. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOX. (TO SURROUND ENTIRE
4. SKIMMER = 5" SKIMMER WITH 4.3" ORIFICE DIAMETER TOP OF BOX AT l OUTLET STRUCTURE)
6" PVC SCREW PLUG
6" ORIFICE ASSEMBLY
6" CROSS
SKIMMER CONNECTION
TO BE CAPPED ONCE
SKIMMER IS REMOVED
WSEL = 13.0
1
EL= 14;2
3 1/--r \ l- J A
1
6' CAP WITH 4.0" HOLE DRILLED
TO REMAIN CAPPED UNTIL SKIMMER
POND BOTTOM IS REMOVED
ELEV= 7
/
/ 24" RCP
OUTLET PIPE
V=13 INV=13
2 FT SUMP
FOR CLEANOUT
I 6'BASE EL = 9.5
SECTION VIEW I
WET BASIN A
OUTLET STRUCTURE DETAILS
NOT TO SCALE
6" ORIFICE ASSEMBLY
ALLSLOPES
3:1 MAXIMUM Z
J
a
5' 10'min. 19, u z
F O
POND FOREBAY VOLUME O �
WSEL = 13 OF REQUIRED W 0
STORAGE, TYPICAL - T
W
OP
O cn
RIP RAP 1.5'min�� � ~
3'min. �� BOTTOM = 7 OUTLET PIPE
o OUTLET
5 Q of PROTECTION
o� AS ON PLANS
h 0 NON WOVEN FILTER FABRIC UNDER RIP RAP
(TYPICAL AT ALL STORM OUTFALLS TO POND)
FOREBAY SECTION DETAIL
PLAN VIEW
4 FT x 4 FT PRECAST CONCRETE BOX
OR EQUIVALENT HAND BUILT
NOT TO SCALE
CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO POND = 979,361 SF (22.48 ACRES)
TOTAL IMPERVIOUS = 601,891 SF (13.82 ACRES)
PERCENT IMPERVIOUS = 61.5%
REQUIRED SURFACE AREA:
AT 4.0 FT OF DEPTH, 90% TSS REMOVAL, SA/DA = 5.41
0.0541 x 979,361 = 52,983 SF SURFACE AREA REQUIRED
SURFACE AREA PROVIDED = 57,953 SF
1.5 INCH VOLUME:
I = 61.5
Rv = 0.05 + 0.009 x I = 0.05 + (0.009)(61.5) = 0.60 INAN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
= (1.5/12)(0.60)(979,361) = 73,442 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 14.2 = 76,991 CF
2 TO 5 DAY DRAW DOWN:
AVERAGE HEAD FROM STORAGE ELEVATION
TO ORIFICE INVERT = (14.2 - 13.0) / 3
= 0.40 FT
4.0 INCH PVC ORIFICE: Q = CA(2gh)A1/2
=0.6(0.08722)(64.4 X 0.40)A1/2
= 0.26561 CFS
T = 289,685 SECONDS = 3.35 DAYS
FOREBAY REQUIREMENTS:
FOREBAY VOLUME = 18 - 22% OF PERMANENT POOL VOLUME
= 0.18 x 219,464 CF
= 39,536 CF
= 0.22 x 219,464 CF
= 48,282 CF
TOTAL FOREBAY VOLUME PROVIDED =
FOREBAY A = 19,178 CF
FOREBAY B = 23,543 CF
TOTAL = 42,721 CF
I
WELDED FABRICATED TRASH
RACK W/SQUARE OPENINGS
SQUARE OPENINGS ` 6"
4-0"
io SEE DETAIL
o THIS SHEET
LO FOR DO
IJ LIT: TRASH RACK
6 6" ORIFICE ASSEMBLY
5'- 0" a 6" CAP WITH 4" HOLE
GRATE PLAN VIEW LO DRILLED
BOX PLAN VIEW
WET BASIN
OUTLET STRUCTURE DETAILS
NOT TO SCALE
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10:1 VEGETATED SHELF:
PLANTS SUITED FOR SHELF THAT'S UNDERWATER
- SAGITTARIA LANCIFOLIA (BULL TONGUE)
- SAGITTARIA LATIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
PLANTS SUITED FOR SHELF THAT'S ABOVE WATER
- ASCLEPIAS INCARNATA (SWAMP MILKWEED)
- CAREX TENERA (QUILL SEDGE)
- CHELONE GLABRA (WHITE TURTLEHEAD)
SF OF 10:1 SHELF UNDER WATER = 4,660 SF / 200 = 23.3 X 50 = 1,165 PLANTS REQUIRED
1,165 / 3 = 389 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
SF OF 10:1 SHELF ABOVE WATER = 6,700 SF 1200 = 33.5 X 50 = 1,675 PLANTS REQUIRED
1,675 / 3 = 559 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. SEE CH 9 OF STATE STORMWATER BMP MANUAL
FOR LIST OF OTHER RECOMMENDED WETLANDS PLANTS.
VARIES 10' 18' 20'
16'
EMBANKMENT TOP= 18.0 (SETTLED), = 18.25 (CONSTRUCTED)
i
EMERGENCY SPILLWAY = 17.5
q% FRONT OF GRATES = 14.2 STATE STORAGE = 76 991 CF
NORMAL WSEL= 13.0 MIDDLE OF 10:1 SHELF
65 LF 24" gyp. BOTTOM OF 10:1 SHELF EL= 12.5 -
IE = 12.8 RCP �
/ LP ANTI -SEEP COLLAR, BOTTOM EL= 11.4
IE= 13 �j� BOTTOM SWM STRUCTURE EL= 9.5
ANTI -SEE 10, �\�/� SEDIMENT CLEANOUT E.L. = 8
COLLAR,SEE DETAIL WIDE BOTTOM EL= 7
10:1 SHELF
30'
VARIES 46'
EMBANKMENT SECTION WET BASIN A
NOT TO SCALE
111Calibre
COASTAL Calibre Engineering, Inc.
SITE 9090 S. Ridgeline Blvd. Suite 105
DESIGN,PC Highlands Ranch, CO 80129 [phone]
www. calibre-engineering.com
Construction Management Civil Engineering Surveying
4 5
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CONSTR. CONTR. NO.
NAVFAC SEWING N0.
SHEET XXX OF
CE 501
DRAWFORM REVISION: 10 MARCH 2O O
I
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I A I
I{ NTI-SEEP COL
ISEE FOET / j l ) IE\= 11.7 \
j 1 1 5 CY CL II RIP RAP\1.5 FT DEEP
i T E S \ GEO EX NONWOVEN FILTER FABRIC
15 CY CL II R T ( J ` \ \ PLACED UNDER RIP P
GEOTEX NpNW V N FI T R F j J t l \ SEED AIL THIS SHET ~
SE UIL E I S EAT I ) �90LF24'�2CPPL) �\
E 7 \
j
--EMERG-ENCY SPILLWAI� \
IE=15.5 \11
Q \ 55 CY CL II RIP RAP-- 5 FT DEEP \ I
1 ( S7 �GEOTEX NONWOVEN KILTER FABRIC
PLA-CED tWQER RIP RAR>, , I
1 g \ SEE DETAIL T�IS SHEET )
EA G
i 1 I
�! PE) MANE POOL ELEVATION = 12. I
E I� fy L 23.5 FT I i
I SURFACE AREA @ ELEV. 12.0 = 29,496 SF/ RA - 0.5 FT I
1 111
TEIMPORAAY POOL ELEVATION = 1,3.1 I I
SURFACE AREA @ ELEV. 13.1 = 34,379 SIF
/STORP/GE @ ELEV. 13.1 =,9 871 CF { { I
BASIN BOTTOM = 7 I )
/ BORING #B8 I,E 31.4 F
SHWT DEP - { 20.0 Ff
FO COT = 12.0
66 IlrRIP RAP 1.5 FT DEEP
r -� 3.0 GE NWOVEN FILTER FABRIC
j { P NDER RIP RAP
% I / LE = 3 �- 13.0 SE AIL THIS SHEET
RA U FOREBAY B -
r
LE N H = 26.4 FT
�1S = 10.0 FT
I _
J / I/ B RINC3 #B7 / l
J SHWT O TH/= 60" i \ FOREBAY BOTTOM = 7 / /J NORTH
j ,EX. GROUND/E V// = 15.4 J ` � I
r / r
IS j / o Is ao eo
1 1 ! l / I /
J i inch = 30 tk Horiz=tal
t / Q)
1 J C�v J / \\ 1 N
LL BUS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
j I SYSTEffyyII OR IN O TI j£ STREET/PARKING LOT.
j I J 1 2. PORTABLE PU PTO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
J J f ` PLACEDJJOON T�P OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
J iJ E T = 5 HOSE OUTLEY TO BRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION. A S - 2 FT 11 3. PONf6 SIDESL PES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD.
1
i � t
WET BASIN "B" DETAIL
NOTES:
1. TEMPORARY SKIMMER TO BE INSTALLED ON PRIMARY OUTLET STRUCTURE BOX
AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCDENR/LQS
SEDIMENTATION AND EROSION CONTROL PERMIT. SEE SKIMMER DETAILS FOR INSTALLATION.
2. GRADE WILL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD BE CL B RIP RAP W/ GEOTEX-
10:1. PP IS THE CENTER OF THE 10:1 SHELF. NONWOVEN FILTER FABRI
3. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOX. (TO SURROUND ENTIRE
4. SKIMMER = 4" SKIMMER WITH 3.1" ORIFICE DIAMETER TOP OF BOX AT OUTLET STRUCTURE)
3
EL= 13.1 \CPSEO
6" PVC SCREW PLUG
6" ORIFICE ASSEMBLY � �//�/ 6" ORIFICE ASSEMBLY
6" CROSS / 6" CAP WITH 2.75" HOLE DRILLED
SKIMMER CONNECTION
TO BE CAPPED ONCE / 24" RCP
SKIMMER IS REMOVED 1' / OUTLET PIPE
WSEL = 12.0 fNV = 12 ! INV= 12 -_
12 2 FT SUMP
SB FOR CLEANOUT
12'
3 V_' \ �_' \
1
6" CAP WITH 2.75" HOLE DRILLED
TO REMAIN CAPPED UNTIL SKIMMER
IS REMOVED
POND BOTTOM
ELEV= 7
tq- OR GROUT. ,.
6"BASE EL = 8.5
SECTION VIEW
WET BASIN B
OUTLET STRUCTURE DETAILS
NOT TO SCALE
PLAN VIEW
4 FT x 4 FT PRECAST CONCRETE BOX
OR EQUIVALENT HAND BUILT
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10:1 VEGETATED SHELF:
PLANTS SUITED FOR SHELF THAT'S UNDERWATER
- SAGITTARIA LANCIFOLIA (BULL TONGUE)
- SAGITTARIA LATIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
PLANTS SUITED FOR SHELF THAT'S ABOVE WATER
- ASCLEPIAS INCARNATA (SWAMP MILKWEED)
- CAREX TENERA (QUILL SEDGE)
- CHELONE GLABRA (WHITE TURTLEHEAD)
SF OF 10:1 SHELF UNDER WATER = 2,680 SF 1200 = 13.4 X 50 = 670 PLANTS REQUIRED
670 / 3 = 224 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
SF OF 10:1 SHELF ABOVE WATER = 3,485 SF / 200 = 17.4 X 50 = 870 PLANTS REQUIRED
870 / 3 = 290 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. SEE CH 9 OF STATE STORMWATER BMP MANUAL
\ FOR LIST OF OTHER RECOMMENDED WETLANDS PLANTS.
CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO POND = 497,272 SF (11.42 ACRES)
TOTAL IMPERVIOUS = 252,148 SF (5.79 ACRES)
PERCENT IMPERVIOUS = 50.7%
REQUIRED SURFACE AREA:
AT 3.5 FT OF DEPTH, 90% TSS REMOVAL, SA/DA = 5.07
0.0507 x 497,272 = 25,212 SF SURFACE AREA REQUIRED
SURFACE AREA PROVIDED = 29,496 SF
1.5 INCH VOLUME:
I = 50.7
Rv = 0.05 + 0.009 x 1 = 0.05 + (0.009)(50.7) = 0.51 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
_ (1.5/12)(0.51)(497,272) = 31,713 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 13.1 = 35,871 CF
2 TO 5 DAY DRAW DOWN:
AVERAGE HEAD FROM STORAGE ELEVATION
TO ORIFICE INVERT = (13.1 - 12.0) / 3 = 0.37 FT
2.7 INCH PVC ORIFICE:
Q = CA(2gh)A1/2 = 0.6(0.04123)(64.4 X 0.37)A1/2
= 0.12076 CFS
T = 297,044 SECONDS = 3.44 DAYS
FOREBAY REQUIREMENTS:
MINIMUM FOREBAY VOLUME = 20% OF PERMANENT POOL
VOLUME = 0.20 x 993,377CF = 18,675 CF TOTAL
FOREBAY VOLUME PROVIDED =
FOREBAY = 18,946 CF
33FT EMBANKMENT 1
j 30 FT { ELEVATION = 16.0
ELEV. = 15.5
FILTER FABRIC
WET BASIN B
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
WELDED FABRICATED TRASH
RACK W/SQUARE OPENINGS
SQUARE OPENINGS ` 6"
Ii
4-0"
SEE DETAIL
THIS SHEET
FOR L t
TRASH RACK
4'- 0' 16 U 6" ORIFICE ASSEMBLY
( 5'- 0" a 6" CAP WITH 2.75" HOLE
GRATE PLAN VIEW O DRILLED
BOX PLAN VIEW
WET BASIN
OUTLET STRUCTURE DETAILS
NOT TO SCALE
/ ALLSLOPES
3:1 MAXIMUM Z
J
a-
5' 10'min. 22' N Z
O
POND FOREBAY VOLUME O �
WSEL = 12 OF REQUIRED Eu O
STORAGE, TYPICAL w X
gyp. OP
O rn
RIP RAP 1.5'min.. ~
Tmin. �� BOTTOM = 7 OUTLET PIPE
OUTLET
of PROTECTION
^ oZ` AS ON PLANS
NON WOVEN FILTER FABRIC UNDER RIP RAP
(TYPICAL AT ALL STORM OUTFALLS TO POND)
FOREBAY SECTION DETAIL
NOT TO SCALE
6"
NOTE: COLLAR TO BE POURED AFTER l
PIPES ARE IN PLACE. f
REINFORCING AS NECESSARY.
n z 5.
�O
1.5'
MIN
WET BASIN
ANTI -SEEP COLLAR
NOT TO SCALE
VARIES 1 10' 1 16' 20'
16'
EMBANKMENT TOP= 16.0 (SETTLED), = 16.25 (CONSTRUCTED)
7
EMERGENCY SPILLWAY = 15.5
FRONT OF GRATES = 13.1 STATE STORAGE = 35 871 CF
NORMAL WSEL= 12.0 MIDDLE OF 10:1 SHELF
100 L 24" �O. BOTTOM OF 10:1 SHELF EL= 11.5
IE = 11.7 RCP �
/ , ANTI -SEEP COLLAR, BOTTOM EL= 22.5
IE= 12 �%� BOTTOM SWM STRUCTURE EL= 8.5
ANTI -SEE 10,\/ SEDIMENT CLEANOUT EL. = 8
SEE DETAIL WIBOTTOM EL= 7
10:1 SHELF
40'
VARIES 45'
EMBANKMENT SECTION WET BASIN B
NOT TO SCALE
111Calibre
COASTAL Calibre Engineering, Inc.
SITE 9090 S. Ridgeline Blvd. Suite 105
,c-2M DESI GN, PC Highlands Ranch, CO 80129 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering Surveying
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EPROJECT No. 58748 & 796527
CONSTR. CON,R. NO.
NAVFAC DRAWING N0.
xxx
SHEET xxx OF
CE 502
ORAWFORM REVISION: 10 MARCH 2O09
I
Is

C
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0
a
3An
.1
I
\
\ j 0 CY CL I'I RIP EP \
- - _ EOTEXNONWOV R \
LA LENGTH - 62.7 FT \ \
\ I RADIUS N0.0 �T
rFT
} O 1
D 0 I
f --- !` L = F I FOREBAY BOTTOM = 7 SH H I ( I I I
0 5.3 L THI= 23.8 FT
1 - S15.0\FT \ { {
i s _
F Al CUT
r r SEN U 1 F 10:1 SIDE LS OPES 60 CL 11 RIP ���gqP0A5 FTI EEPI I
/ t 89 EZ GE X ON `1 VENIFILTkR FABRIC I
t ' R IAA
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\ : s�oFr 11/ ) 1
i l �
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r
00
\ \ \ BH IN\D # T1 84" \\ \ EEMERGENI SPILLWAY C- r
\ \ ` +f G OU ELEV = 16.6 \ w 15 CY CL Ij�RIP RAP 1.5 FT DEEP
\ \SF VT EV �9.9 \ \ I GEOTEX fONWOVEN FILTER FABRIC
\ \ \ \ \ \ PLACED (UNDER RIP RAP
V A V A A \ V A /SEE DETAIL THIS SHEET I
0�or��7 \ \ 1 ( J I
\ _ ^^ f ,O\\\
\ PE MANENT PI LEV TI 1 \ ` \ \\ \\ \ O�NG #IE10,
S�U\RFAQ AF<I=&f9-ELEV. 12.0 2, 6 \ \ \ SHWWTT E N� � E J I
EV I \ \ ti . W EILE EyE 1 \ /
\ \ \ T MPO RY P OL A 2 8 \ \ \ \ \ SHW; E EV \ 1
$i,IRF A A @ LEV .8 = S
\ \ STO-RAG a� 1 = 7 7 C \ \ \ \ \ t
\ LN - T \ }
I \\\ ` LENGT 6 T \ RAA T � I
\ RADIU 4. F
/ {
OUTLET S R T R i {
\\, 15 CY CL II RIP RAP 1 T I \ I I
GEOTEX NONWOVEN FILF R F C \ II \ II }
\ PLACED U E IF A /
\ iiiiiir
SEE DETA T IS E/ TI- LLi\R I I I I I NORTH
DET I I I I I
2P
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I SIP RAP L5 T p E I } I
GEO/ QVEJ! FILITEF�FP(6RI 1 } I 1
1\ JJ JJ JJ / L(ACEDUf3DE7tRtRRAf� 1 inoi 90 & Rmisontal
NOTES:
/ 1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT.
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD.
r
WET BASIN "C" DETAIL
NOTES:
1. TEMPORARY SKIMMER TO BE INSTALLED ON PRIMARY OUTLET STRUCTURE BOX
AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCDENR/LQS
SEDIMENTATION AND EROSION CONTROL PERMIT. SEE SKIMMER DETAILS FOR INSTALLATION.
2. GRADE WILL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD BE CL B RIP RAP W/ GEOI
10:1. PP IS THE CENTER OF THE 10:1 SHELF. NONWOVEN FILTER FABRIC
3. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOX. (TO SURROUND ENTIRE
4. SKIMMER = 3" SKIMMER WITH 2.5" ORIFICE DIAMETER TOP OF BOX AT OUTLET STRUCTURE)
BACK OF BOX EL= 13.8
EL= 12.8
6" PVC SCREW PLUG
6" ORIFICE ASSEMBLY'
6" CROSS
SKIMMER CONNECTION
TO BE CAPPED ONCE
SKIMMER IS REMOVED
WSEL = 12.0
3 V Y \ lx- ( \
1
6" CAP WITH 2.5" HOLE DRILLED
TO REMAIN CAPPED UNTIL SKIMMER
IS REMOVED
POND BOTTOM
ELEV= 7
1
24" RCP
OUTLET PIPE
IllIk
NV = 12 INV= 12
2 FT SUMP
FOR CLEANOUT
6" ORIFICE ASSEMBLY/ PLAN VIEW
6" CAP WITH 2.5" HOLE DRILLED
win
. ,.,.. ..
6"BASE EL = 8.5
SECTION VIEW
WET BASIN C
OUTLET STRUCTURE DETAILS
NOT TO SCALE
4 FT x 4 FT PRECAST CONCRETE BOX
OR EQUIVALENT HAND BUILT
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10:1 VEGETATED SHELF:
PLANTS SUITED FOR SHELF THAT'S UNDERWATER
- SAGITTARIA LANCIFOLIA (BULL TONGUE)
- SAGITTARIA LATIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
PLANTS SUITED FOR SHELF THAT'S ABOVE WATER
- ASCLEPIAS INCARNATA (SWAMP MILKWEED)
- CAREX TENERA (QUILL SEDGE)
- CHELONE GLABRA (WHITE TURTLEHEAD)
SF OF 10:1 SHELF UNDER WATER = 2,150 SF / 200 = 10.8 X 50 = 540 PLANTS REQUIRED
540 / 3 = 180 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
SF OF 10:1 SHELF ABOVE WATER = 2,860 SF / 200 = 14.3 X 50 = 715 PLANTS REQUIRED
715 13 = 239 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. SEE CH 9 OF STATE STORMWATER BMP MANUAL
FOR LIST OF OTHER RECOMMENDED WETLANDS PLANTS.
/-CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO POND = 228,797 SF (5.25 ACRES)
TOTAL IMPERVIOUS = 133,601 SF (3.07 ACRES)
PERCENT IMPERVIOUS = 58.4%
REQUIRED SURFACE AREA:
AT 3.5 FT OF DEPTH, 90% TSS REMOVAL, SA/DA = 5.84
0.0584 x 228,797 = 13,362 SF SURFACE AREA REQUIRED
SURFACE AREA PROVIDED = 22,626 SF
1.5 INCH VOLUME:
I = 58.4
Rv = 0.05 + 0.009 x I = 0.05 + (0.009)(58.4) = 0.58 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
_ (1.5/12)(0.58)(228,797) = 16,580 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 12.8 = 19,797 CF
2 TO 5 DAY DRAW DOWN:
AVERAGE HEAD FROM STORAGE ELEVATION
TO ORIFICE INVERT = (12.8 - 12.0) / 3 = 0.27 FT
2.5 INCH PVC ORIFICE:
Q = CA(2gh)A1/2 = 0.6(0.03407)(64.4 X 0.27)A1/2
= 0.08524 CFS
T = 232,250 SECONDS = 2.69 DAYS
FOREBAY REQUIREMENTS:
MINIMUM FOREBAY VOLUME = 20% OF PERMANENT POOL
VOLUME = 0.20 x 70,586 CF = 114,117 CF TOTAL
FOREBAY VOLUME PROVIDED =
FOREBAY = 14,325 CF
33FT
EMBANKMENT
ELEVATION = 16.0
30 FT
/\//\/
ELEV. = 15.5
///\�
)P OF RIP RAP
\
WET BASIN C
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
WELDED FABRICATED TRASH
RACK W/SQUARE OPENINGS
SQUARE OPENINGS ` 6"
4-0"
SEE DETAIL
a THIS SHEET
FOR
TRASH RACK
U 6" ORIFICE ASSEMBLY
6" CAP WITH 2.5" HOLE
GRATE PLAN VIEW ° DRILLED
BOX PLAN VIEW
WET BASIN
OUTLET STRUCTURE DETAILS
NOT TO SCALE
/
ALLSLOPES
3:1 MAXIMUM Z
J
5'
a
10'min. 22' N Z
O
POND
FOREBAY VOLUME O
WSEL = 12
OF REQUIRED w O
STORAGE, TYPICAL - _
5' RIP RAP 1.min^�
w UJ
'o. O COO
� �P 1--<
3'min. �i BOTTOM = 7 OUTLET PIPE
OUTLET
PROTo�
AS ONPCTION
LANS
�o
NON WOVEN FILTER FABRIC UNDER RIP RAP
(TYPICAL AT ALL STORM OUTFALLS TO POND)
FOREBAY SECTION DETAIL
NOT TO SCALE
/ 6"
NOTE: COLLAR TO BE POURED AFTER J
PIPES ARE IN PLACE. f
REINFORCING AS NECESSARY.
z 5
WET BASIN
ANTI -SEEP COLLAR
NOT TO SCALE
VARIES 1 10' 1 19' 1 18'
1 16'
EMBANKMENT TOP= 16.0 (SETTLED), = 16.25 (CONSTRUCTED)
i
EMERGENCY SPILLWAY = 15.5
FRONT OF GRATES = 12.8 STATE STORAGE = 19,797 CF
NORMAL WSEL= 12.0 MIDDLE OF 10:1 SHELF
37 LF 4" �O• BOTTOM OF 10:1 SHELF EL= 11.5
IE = 11.7 RCP
ANTI -SEEP COLLAR, BOTTOM EL= 10.4
BOTTOM SWM STRUCTURE EL= 8.5
ANTI -SEEP 10, \/ SEDIMENT CLEANOUT EL. = 8
COLLAR,SEE DETAIL WIDE BOTTOM EL= 7
10:1 SHELF
40'
VARIES 33'
EMBANKMENT SECTION WET BASIN C
NOT TO SCALE
11111111Calibre
COASTAL Calibre Engineering, Inc.
SITE 9090 S. Ridgeline Blvd. Suite 105
�F, e DESIGN, PC Highlands Ranch, CO 80129 [phone]
Ad 11,it N www.calibre-engineering.com
Construction Management Civil Engineering Surveying
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EPROJECT No. 58748 & 796527
CONSTR. CONTR. NO.
Ni DRAWING N0.
xxx
SHEET xxx OF
CE 503
DRAWEORM REVISION: 10 MARCH 2O09
I
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I
f f I t i 1
! I I I
t ( I
t I I
f ; R i
EMERGENCY SPILLWA 1
IE = 13.
55 CY CL II RIP RAP 1.5 FT DEE
GEOTEX NONWOVEN FILTER FABRI
PLACED UNDER RIP RA /
SEE DETAIL THIS SHEEN'
ANTI -SEEP COLLA f I
SEE SFDETAIL THIS SHEE ,
40 LF 24" RC
IE = 8.0 1
5 CY CL II RIP RAP 1.5 FT DEEP
UTEX NONAOCEDNFILTER FABRIC
UNDER RIP RAP I
i 1
1 II I
y I T
i LEN
/ I I i
/ 1
t i 1 4 1
I I c1 j
PERMANENT POOIL ELE ATO
SURF\ACE AREA @ ELEV. 1 .0 = 481,
1 1 1
TE�ORARY POOL} ELEVATION
SURFACE AREA @ EL V. 1110 = 5,
STO"'RRR\AGE @EL V.11.10=54,1
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NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT. 20 •o so
2. PORTABLE PUMP TO BE USED TO DRAIN POND IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVERED WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
3. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SOD. 1 inch 40 ft. (Horizontal
WET BASIN IID" DETAIL
6„
NOTE: COLLAR TO BE POURED AFTER
PIPES ARE IN PACE.
REINFORCING AS NECESSARY.
1n Z 5".
1.5'
MIN
WET BASIN
ANTI -SEEP COLLAR
NOT TO SCALE
l�J
COLLAR,
SEE DETAIL
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10:1 VEGETATED SHELF:
PLANTS SUITED FOR SHELF THAT'S UNDERWATER
- SAGITTARIA LANCIFOLIA (BULL TONGUE)
- SAGITTARIA LATIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
PANTS SUITED FOR SHELF THAT'S ABOVE WATER
- ASCLEPIAS INCARNATA (SWAMP MILKWEED)
- CAREX TENERA (QUILL SEDGE)
- CHELONE GABRA (WHITE TURTLEHEAD)
SF OF 10:1 SHELF UNDER WATER = 5,475 SF / 200 = 27.3 X 50 = 1,365 PLANTS REQUIRED
1,365 / 3 = 455 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PANTED
SF OF 10:1 SHELF ABOVE WATER = 6,755 SF 1200 = 33.8 X 50 = 1,690 PANTS REQUIRED
1,690 / 3 = 564 PANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. SEE CH 9 OF STATE STORMWATER BMP MANUAL
FOR LIST OF OTHER RECOMMENDED WETLANDS PLANTS.
33 FT TOP OF
EMBANKMENT
�- 30 FT ELEVATION = 14.0
ELEI V. = 13.5
TOP OF RIP
NWOVEN
FIOL I tK FABRIC
WET BASIN D
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
10' 16' 20'
16'
EMBANKMENT TOP= 14.0 (SETTLED), = 14.25 (CONSTRUCTED)
i
EMERGENCY SPILLWAY = 13.5
FRONT OF GRATES = 11 STATE STORAGE = 54.145 CF
IE= 10
10,
WIDE
10:1 SHELF
23'
WSEL= 10.0 (MIDDLE OF 10:1 SHELF) '; \;7 \ \\
BOTTOM OF 10:1 SHELF EL= 9.5 -
ANTI -SEEP COLLAR, BOTTOM EL= 7.5
BOTTOM SWM STRUCTURE EL= 6.5
SEDIMENT CLEANOUT EL. = 6
!6. RoTTnM FI = S
VARIES 1 42' - 1
EMBANKMENT SECTION WET BASIN D
NOT TO SCALE
NOTES:
T E INSTALLED ON PRIMARY OUTLET STRUCTURE OX
1. TEMPORARY SKIMMER O B INS D TLB
AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCDENR/LQS
SEDIMENTATION AND EROSION CONTROL PERMIT. SEE SKIMMER DETAILS FOR INSTALLATION.
2. GRADE WILL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD BE CL B RIP RAP W/ GEOI
10:1. PP IS THE CENTER OF THE 10:1 SHELF. NONWOVEN FILTER FABRIC
3. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOX. (TO SURROUND ENTIRE
4. SKIMMER = 4" SKIMMER WITH 3.8" ORIFICE DIAMETER TOP OF BOX AT OUTLET STRUCTURE)
EL= 11 FFBRtC tE0 1
6" PVC SCREW PLUG
6" ORIFICE ASSEMBLY /�\ 6" ORIFICE ASSEMBL PLAN VIEW
6" CROSS / 6" CAP WITH 3.5" HOLE DRILLED
SKIMMER CONNECTION
TO BE CAPPED ONCE\ / 24" RCP
SKIMMER IS REMOVED \ 1' / OUTLET PIPE
WSEL = 10.0 \` -(NV = 10 INV= 10 --
12 2 FT SUMP
s B FOR CLEANOUT
12'
12 GROUT.
ROUr '
OR GROUT .
3 6"BASE EL = 6.5 4 FT x 4 FT PRECAST CONCRETE BOX
1I OR EQUIVALENT HAND BUILT
6" CAP WITH 3.5" HOLE DRILLED
TO REMAIN CAPPED UNTIL SKIMMER SECTION VIEW
IS REMOVED W POND BOTTOM ET BASIN D
ELEV=5 OUTLET STRUCTURE DETAILS
NOT TO SCALE
1 2 3
M
WELDED FABRICATED TRASH
RACK W/SQUARE OPENINGS
SQUARE OPENINGS ` 6"
4-0"
SEE DETAIL
co
o THIS SHEET
uG FOR
TRASH RACK
6 4- 0 6 U 6" ORIFICE ASSEMBLY
6" CAP WITH 3.5" HOLE
GRATE PLAN VIEW A° DRILLED
BOX PLAN VIEW
WET BASIN
OUTLET STRUCTURE DETAILS
NOT TO SCALE
ALLSLOPES
3:1 MAXIMUM
J
5' 10'min. 18.5
11 Z
O
POND FOREBAY VOLUME
O �
WSEL = 10 OF REQUIRED
w O
STORAGE, TYPICAL
LEDx:
gyp. O
RAP 1.5'min^� � �P
O U)RIP
~ a
BOTTOM = 5 OUTLET PIPE
o OUTLET
5o� PROTECTION
o AS ON PLANS
NON WOVEN FILTER FABRIC UNDER RIP RAP
(TYPICAL AT ALL STORM OUTFALLS TO POND)
FOREBAY SECTION DETAIL
NOT TO SCALE
CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO POND = 806,844 SF (18.52 ACRES)
TOTAL IMPERVIOUS = 394,958 SF (9.07 ACRES)
PERCENT IMPERVIOUS = 49.0%
REQUIRED SURFACE AREA:
AT 3.5 FT OF DEPTH, 90% TSS REMOVAL, SA/DA = 4.90
0.0490 x 806,844 = 39,535 SF SURFACE AREA REQUIRED
SURFACE AREA PROVIDED = 48,499 SF
1.5 INCH VOLUME:
I = 49.0
Rv = 0.05 + 0.009 x 1 = 0.05 + (0.009)(49.0) = 0.49 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
_ (1.5/12)(0.49)(806,844) = 49,412 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 11.0 = 54,145 CF
2 TO 5 DAY DRAW DOWN:
AVERAGE HEAD FROM STORAGE ELEVATION
TO ORIFICE INVERT = (11.0 - 10.0) / 3 = 0.33 FT
3.5 INCH PVC ORIFICE:
Q = CA(2gh)A1/2 = 0.6(0.06678)(64.4 X 0.33)11/2
= 0.18471 CFS
T = 293,135 SECONDS = 3.39DAYS
FOREBAY REQUIREMENTS:
MINIMUM FOREBAY VOLUME = 20% OF PERMANENT POOL
VOLUME = 0.20 x 145,008 CF = 29,002 CF TOTAL
FOREBAY VOLUME PROVIDED =
FOREBAY = 31,154 CF
111Calibre
COASTAL Calibre Engineering, Inc.
All, SITE 9090 S. Ridgeline Blvd. Suite 105
DESIGN, PC Highlands Ranch, CO 80129 [phone]
www.calibre-engineering.com
°'°Ow �°" Win.« Construction Management Civil Engineering Surveying
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EPROJECT NO.. 58748 & 796527
CONSTIR. CONTR. N0.
NAVFAC DRAWING NO
XXX
SHEET XXX OF
CE 504
DRAWFORM REVISION: 10 MARCH 2O09
I
A

a
z
0
Q
A
0
LAY SOD IN A STAGGERED PATTERN WITH
STRIPS BUTTED TIGHTLY AGAINST EACH OTHER.
A SHARPENED MASON'S TROWEL CAN BE USED TO
TUCK DOWN THE ENDS AND TRIM PIECES.
. . . . . . . . . . . . . . . . . . . . . . . . .
CORRECT BUTTING - ANGLED ENDS CAUSED BY THE AUTOMATIC
SOD CUTTING MUST BE MATCH CORRECTLY.
INCORRECT
- ROLL SOD IMMEDIATELY TO ACHIEVE FIRM CONTACT WITH THE SOIL
WATER TO A DEPTH OF 4" AS SOON AS THE SOD IS LAID, AND
CONTINUE WATERING AS NEEDED.
- MOW WHEN SOD IS ESTABLISHED (2-3 WKS). SET MOWER HEIGHT (2-3").
- FOR SODDED WATERWAYS
a. LAY SOD PERPENDICULAR TO DIRECTION OF FLOW
b. USE PEGS OR STABLES TO FASTEN SOD FIRMLY AT THE ENDS OF STRIPS
AND IN THE CENTER, OR EVERY 3-4' IF THE STRIPS ARE LONG.
c. IN CRITICAL AREAS, SECURE SOD WITH NETTING AND STAPLES.
TYPICAL SOD INSTALLATION
Practice 6.12.5 /
NTS
EXCESS SOCK MATERIAL,
TO BE DRAWN IN AND TIED
OFF AT STAKE (BOT EN S)
WOOD STAKE (2" X 2')
EVERY 5 LINEAR FOOT
FIL TER SOCK
8" -18" TYP.
COMPOST FILLER MATERIAL
PER SPECIFICATIONS
DRAINAGE
DITCH/SWALE FLOW
NOTE:
1. ALL MATERIAL TO MEET FILTREXX ® SPECIFICATIONS.
2. COMPOST MATERIAL TO BE DISPERSED ONSITE, AS DETERMINED
BY ENGINEER.
Fs FILTER SOCK
NOT TO SCALE
M= 3
VARIES n= 0.03
LINED WITH REINFORCING MATTING OR
CENTIPEDE SOD.
�c 3:1 GRASSED CHANNEL
N.T.S
COMPACTED FILL OR
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH
FILTER
FABRIC
BACKFILL
MINIMUM B"
THICK LAYER
OF GRAVEL
8"MINIMUM
V- TRENCH
TEMPORARY SEDIMENT TRAP
SUMMARY:
MIN. TRAP VOL. = 3,600
CF/ACRE DISTURBED
AREA (10 YEAR STORM)
Q
= (0.3)(9.7)(A)
(SEDIMENT MUST BE REMOVED TWICE A
YEAR)
10YR
SEDIMENT DISTURBED
MINIMUM TRAP
VOLUME
WEIR
DEPTH
FLOW
MIN. SURFACE
SF AREA
LENGTH
WIDTH
TRAP AREA (ACRES)
VOLUME (CF)
PROVIDED
LENGTH (FT)
FT
CFS
AREA F
PROVIDED
tETI
(FT)
1 0.96
3,456
3.932
2
4
2.79
1,214
1,800
60
30
2 1.00
3,600
3,932
2
4
2.91
1,266
1,800
60
30
3 0.65
2,340
3,932
2
4
1.89
822
1,800
60
30
4 0.81
2,916
3,932
2
4
2.36
1,027
1,800
60
30
5 0.57
2,052
3,932
2
4
1.66
722
1,800
60
30
6 FT.
CENTER
NOTE:..........
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW FILTER
FABRIC
EXTENSION OF
FABRIC AND WIRE
1;;8"MINIMUM
E TRENCH
COMPACTED
FILL
STEEL POST
14"MINIMUM 4"MINIMUM
SECTION SECTION
SEDIMENT FENCE ( SILT FENCE
Practice 6.62
NTS
PVC END PVC VENT SCHEDULE 40
CAPS PVC ELBOW PIPE PVC PIPE
WATER SURFACE
IF --PVC END e
CAP SCHEDULE 40
PVC PIPE ORIFICE
PVC TEE FLEXIBLE PLATE
PVC PIPE HOSE VC TEE
HOLES IN \
UNDERSIDE
tl1WW1v BOTTOM SURFACE
SKIMMER SEDIMENT BASINS ARE NEEDED WHERE DRAINAGE
AREAS ARE TOO LARGE FOR TEMPORARY TRAPS. DO NOT LOCATE
THE SKIMMER SEDIMENT BASIN IN INTERMITTENT OR PERENNIAL
STREAMS.
ARM ASSEMBLY
"C" ENCLOSURE
WATER ENTRY
PERSPECTIVE VIEW UNIT
SK SKIMMER DETAIL SEE DENR STANDARDS & SPECS.
Practice 6.64 FOR COMPLETE DESIGN CRITERIA & MAINTENANCE
NOT TO SCALE
OVERFILL 6" 1�i,
FOR SETTLEMENT
0
EMERGENCY
BYPASS 6" BELOW
SETTLED TOP OF DAM
NATURAL
GROUND
SEDIMENT BASIN
SUMMARY:
MIN. TRAP
VOL. = 1,800 CF/ACRE
DISTURBED
AREA (10 YEAR
STORM) Q =
(0.3)(9.7)(A)
A= DRAINAGE
AREA
(SEDIMENT
MUST BE REMOVED AT MINIMUM TWICE A YEAR)
10 YR
SEDIMENT
DRAINAGE
DISTURBED
MINIMUM BASIN
VOLUME
FLOW
MIN. SURFACE
SURFACE AREA
BASIN
AREA (ACRES)
AREA (ACRES)
VOLUME (CF)
PROVIDED (CF)
CF
AREA F
PROVIDED (SF)
A
28.43
28.43
51,174
70,251
65.4
35,988
57,953
B
11.42
11.42
20,556
35,871
33.2
14,462
29,496
C
5.38
5.38
9,684
19,797
15.6
6,795
22,626
D
18.40
13.50
24,300
54,145
53.5
23,305
48,499
4'MINIMUM
SECTION VIEW �►
SMINIMUM
WASHSTONE 1'
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5'MINIMUM
MORE DETAIL. TO WEIR. \
NCDOT #5
WASHED
Q
3,600 CIF / ACRE
Z
f
\LL 2:1 SIDE
SLOPE MAX.
Lq
X
2:1 SIDE
SLOPE MAX.
CROSS SECTION
sT TEMPORARY SEDIMENT TRAP
Practice 6.60
NOT TO SCALE
HARDWARE CLOTH & GRAVEL
DROP INLET PROTECTION
PRACTICE 6.51
NOT TO SCALE
HARDWARE CLOTH
OPENINGS)
2' 14.0'
3
18'
1L- 1
3 T(
5'
TD SEE EROSION CONTROL CALCULATIONS FOR
VELOCITY CALCULATIONS.
TEMPORARY DIVERSION DETAIL'
Practice 6.20
NOT TO SCALE
PUBLIC ROAD
6' MINIMUM
THICKNESS
2"-3" COARSE
AGGREGATE
NOTE: SEE NARRATIVE
FOR MORE DETAIL.
GRAVEL CONSTRUCTION
ENTRANCE, KIDTH
AS REQUIRED
TEMPORARY GRAVEL CONSTRUCTION
cE ENTRANCE/EXIT DETAIL
Practice 6.06
NTS
/ Lo
4'
tr-0
0 CC
0000o REFERENCE EROSION CONTROL
00000e< CALCULATIONS FOR SPECIFIC
<goo0o DIMENSIONS.
OUTLET PIPE DIAMETER
(Do) 1
d50 = REFERENCE EROSION CONTROL CALCULATIONST
dMAX = REFERENCE EROSION CONTROL CALCULATIONS
La = REFERENCE EROSION CONTROL CALCULATIONS
MIN. APRON THICKNESS = 4.5"
NOTE: GEOTEX NONWOVEN FILTER FABRIC TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
RIP RAP
DIMENSIONS
STRUCTURE
L X W X D
CLASS
QUANITY
1
9'X6'X 1'
ll
2CY
2
9' X 6' X 1'
ll
2 CY
3
9'X6'X 1'
11
2CY
4
9' X 6' X 1'
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Outlet Stabilization Structure
Specification # 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and riprap follows the required lines
and grades shown in the plan. Compact any fill required in the subgrade to
the density of the surrounding undisturbed material. Low areas in the
subgrade on undisturbed soil may also be filled by increasing the riprap
thickness.
2. The riprap and gravel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the riprap and placing another piece of filter cloth over the
damaged area. All connecting joints should overlap a minimum of I ft. If
the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the
filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the apron on zero grade with no overfall at the end. Make the top
of the riprap at the downstream end level with the receiving area or slightly
below it.
8. Ensure that the apron is properly aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains to see if any erosion around
or below the riprap has taken place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
SF
Sediment Fence (Silt Fence)
Specification 6.62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
n
polyester, or polyethylene yarn, which is certified by the manufacturer or
supplier as conforming to the requirements shown 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.
2.Ensure that posts for sediment fences are
1.33 lb/linear ft steel with a minimum length of 4 ft. 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
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 Ib/lin in (min)
Extra Strength- 50 Ib/lin in (mm)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
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 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric 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 overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18
inches.
6. Extra strength filter fabric with 6ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
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.Backfill the trench with compacted soil or gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
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
ineffective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage
volume for the next rain and to reduce pressure on the fence. Take care to
avoid undermining the fence during cleanout.
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.
Grass -Lined Channels
Specification # 6.30 - Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus a 0.2 ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so that surface water may
enter the channel freely.
4. The procedure used to establish grass in the channel will depend upon the
severity of the conditions and selection of species. Protect the channel
with mulch or a temporary liner sufficient to withstand anticipated
velocities during the establishment period (Appendix 8.05).
Maintenance
check channels after
During the establishment period, c ec grass -lined every
rainfall. After grass is established, periodically check the channel; check it
after every heavy rainfall event. Immediately make repairs. It is particularly
important to check the channel outlet and all road crossings for bank stability
and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the designed carrying capacity. Keep the grass in a
health, vigorous condition at all times, since it is the primary erosion
protection for the channel (Practice 6.11, Permanent Seeding).
SB
Sediment Basin
Specifications # 6.61 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pool area until the dam is complete and then remove brush,
trees and other objectionable materials to facilitate sediment cleanout.
Stockpile all topsoil or soil containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stable soil material, but in no case make it
less than 2 ft. deep. The cut-off trench must extend into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but in no case
less than 2 ft. Make side slopes of the trench no steeper than 1: 1. Compaction
requirements are the same as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3.Embankment-Take fill material from the approved areas shown on the plans. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material must contain sufficient moisture so it can be formed by
hand into a ball without crumbling. If water can be squeezed out of the ball, it
is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer is traversed by at least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
allow for settling.
4.Conduit spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed stone as backfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the
adjacent embankment. Care must be taken not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5. Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6.lnlets-Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7. Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area is cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway immediately
after construction (References: Surface Stabilization).
8.Safety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
Land Grading
Specification # 6.02 - Construction Specifications
1.Construct and maintain all erosion and sedimentation control practices and
measures in accordance with the approved sedimentation control plan and
construction schedule.
2.Remove good topsoil from areas to be graded and filled, and preserve it for
use in finishing the grading of all critical areas.
3.Scarify areas to be topsoiled to a minimum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoiling).
4.Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
S.Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable
fills.
6.Place all fill in layers not to exceed 9 inches in thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problems.
7.Do not incorporate frozen material or soft, mucky, or highly compressible
materials into fill slopes.
8.Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development.
10.Handle seeps or springs encountered during construction in accordance with
approved methods (Practice 6.81, Subsurface Drain).
11.Permanently stabilize all graded areas immediately after final grading is
completed on each area in the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures, including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls. Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair them immediately. Prompt maintenance of small eroded areas
before they become significant gullies is an essential part of an effective
erosion and sedimentation control plan.
Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated immediately.
Permanent Seeding
Centipede Sod to be used as permanent stabilization.
Temporary Seeding
Fertilizer shall be the same analysis as specified for "Seeding and Mulching" and applied
at the rate of 400 Ibs (450 kg) and seeded at a rate of 50 pouds (55 kg) per hectare.
Sweet Sudan Greass, German Millet or Browntop Millet shall be used in summer months
and Rye Grain during the remainder of the year. The Engineer will determine the exact dates
for using each kind of seed.
Hydro -seeding is also acceptable for temporary stabalization for onsite and offsite disturbance
Fertilizer Topdressing
Fertilizer used for topdressing on all roadway areas except slopes 2:1 and steeper shall be
10-20-10 written approval of the Engineer, a different analysis of fertilizer may be used
provided grade and shall be applied at the rate of 500 Ibs per acre (560 kg per hectare).
Fertilizer used for topdressing on slopes 2:1 and steeper and waste and borrow areas shall
be 16-8-8 grade and shall be applied at the rate of 500 Ibs per acre (560 kg per hectare).
Upon written approval of the Engineer, a different analysis of fertilizer may be used provided
the 2-1-1 ratio is maintained and the rate of application adjusted to provide the same
amount of plant food as 16-8-8 analysis.
Supplemental Seeding
The kinds of seed and proportions shall be the same as specified for "Seeding and Mulching",
with the execption that no centipede seed will be used in the seed mix for supplemental
seeding. The rate of application for supplemental seeding may vary from 25# to 75# per acre
(28 kg to 85 kg per hectare). The actual rate per acre (hectare) will be determined by the
Engineer prior to the time of topdressing and the Contractor will be notified in writing of the
rate per acre (hectare), total quantity needed, and areas on which to apply the supplemental
seed. Minimum tillage equipment, consisting of a sood seeder shall be used for incorporating
seed into the soil as to prevent disturbance of existing vegetation. A clodbuster (ball and chain)
may be used where degree of slope prevents the use of a sod seeder.
Mowing
The minimum mowing height on this project shall be 4 inches (100 mm).
Crimping Straw Mulch
Crimping will be required on this project adjacent to any section of roadway where traffic
is to be maintained or allowed during construction. In areas within 6 ft (2 meter) of the edge
of pavement, straw is to be crimped and then immediately tacked with asphalt tack
Crimping of straw in lieu of asphalt tack will be allowed on this project subject to the following
conditions:
All areas seeded and mulched shall be crimped and/or tacked with asphalt as directed by the
Engineer.
Crimping will be limited to slopes 4:1 or flatter unles the Contractor can demonstrate to the
Engineer that steeper slopes can be negotiated without altering the typical section.
Straw mulch to be of sufficient length and quality to withstand the crimping operation and provide
adequate ground cover.
Crimping equipment incluin power source shall be subject t the f p gg po ) o e o the Engineer
providing that maximum spacing of crimper blades shall not exceed 8 inches (200 mm).
Temporary Gravel Construction Entrance/Exit
Specification # 6.06 - Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
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.
SK
Skimmer Sediment Basin
Specification 6.64.7 - Construction Specifications
MATERIALS
1. Clear, grub, and strip the area under the embankment of all vegetation and
root mail. Remove all surface soil containing high amounts of organic matter
and stockpileor dispose of it properly. Haut all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as needed.
2. Ensure that fill material for the embankment is free of roots woody
vegetation, organic matter, and other objectionable materiai. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over fill the embankment
6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from settling into the mud b excavating a shallow pit under the skimmer or
providing a tow support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth
foundation of impervious soil. Do not use pervious material such as sand
gravel, or crushed stone as backfill around the pipe. Place the fill material
around the pipe spillway in 4-inch layers and compact it under and around
the pipe to at least the same density as the adjacent embankment. Care must
be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway
before crossing it with construction equipment. In no case should the pipe
conduit be installed by cutting a trench through the dam after the embankment
is complete.
5. Assemble the skimmer following the manufacturers instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible
joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe
and position the skimmer over the excavated pit or support. Be sure to attach
a rope to theskimmer and anchor it to the side of the basin. This will be used
to pull the skimmer to the side for maintenance.
7. Earthen spillways -Install the spillway in undisturbed soil to the areatest
Dt me spwway. r ne spmway.snowo De uneo wnn iamtnaiea ptasuc or
impermeable geotextile fabric. The fabric must be wide and long enough to
cover the bottom and sides and extend onto the top of the dam for anchoring
in a trench. The edges may be secured with 8-inch staples or pins. The fabric
must be Ion g enough to extend down the slope and exit onto stable ground.
The width of the fabric must be one piece, not 1pined or spliced- otherwise
water can get under the fabric. If the length of the fabric is insufficient for the
entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper sectionli should overlap the lower section(p) so
that water cannot flow under the fTabric. Secure the upper edge and siddes
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installing and Maintaining Skimmer Sediment Basins." February,
1999. J. W. Faircloth & Son.).
8. Inlets -Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sediment -
laden water to the upper end of the pool area to improve basin trap efficiency
9. Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the
embankment before the area is cleared. Stabilize the emergency spillway
embankment and all other disturbed areas above the crest of the principal
spillway immediately after construction (References: Surface Stabilization).
10. After all the sediment -producing areas have been permanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and stabilize properly (References: Surface
Stabilization).
Inspect skimmer sediment basins at least weekly and after each significant
(one-half inch or greater) rainfall event and repair immediately. Remove
sediment and restore the basin to its original dimensions when sediment
accumulates to one-half the height of the first baffle. Pull the skimmer to
one side so that the sediment underneath it can be excavated. Excavate the
sediment from the entire basin, not just around the skimmer or the first cell.
Make sure vegetation growing in the bottom of the basin does not hold down
the skimmer.
If the skimmer is clogged with trash and there is water in the basin, usually
terking on the rope will make the skimmer bob up and down and dislodge
he debris and restore flow. If this does not work, pull the skimmer over To
the side of the basin and remove the debris. Also check the orifice inside the
skimmer to see if it is clogged; if so remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and
the obstruction cleared with a plumber's snake or by flushing with water. Be
sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the full width of the spillway. Check the embankment,
spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all
trash and other debris from the skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special
precautions should be taken in the winter to prevent the skimmer from
plugging with ice.
TP
TREE PROTECTION
Specification # 6.05 - Construction Specifications
1. Restrict access to TPZ with tall, bright, protective fencing. Most fencing is
inexpensive and durable enough to last throughout most consturcton projects.
Temporary tree protection fencing should be erected before clearing, delivers and
other construction activities begin on site.
2. Prohibit or restrict access to TPZ. All onsite workers should be aware of the TPZ
and the restrictions on activities with the zones. Use the TPZ guidelines for the
best effect.
post "KEEP OUT" signs on all sides of the fencing. Do not store construction
equipment or materials in TPZs
Prohibit construction activities near the most valuable trees, and restrict activities
around others.
Assess crew and contractor penalties, if necessary to keep the TPZ intact.
Reference NCDENR LOS Manual for additional requirements and maintenance.
Ip HARDWARE CLOTH & GRAVEL INLET PROTECTION
Specification # 6.51 - Construction Specifications
1. Uniformly grade a shallow depression approaching the inlet.
2. Drive 5 FT steel post 2 FT into the ground surronding the inlet..
Space post evenly around the perimeter of the inlet, a maximum of 4 FT apart.
3. Surrond the posts wit wire mesh hardware cloth. Secure the wire mest to steel
posts at the top, middle, and bottom. Placing a 2 FT 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 ground cover.
Maintenance
Inspect inlets at least weekly and after each significant (0.5 in or greater)
rainfall event. Clear the mesh wire of any debris or other objects to provide
adequate flow for subsequent rains. Take care not to damage or undercut the
wire mesh during sediment removal. Replace stone as needed.
Table 6.11 s - Seeding No. 4CP for:
Well -Drained Sandy loams to Dry Sands, Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300
lb/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 ft. apart
in the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1 1/2 inches of
soil with a disk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centipedegrass cannot tolerate high pH or excess fertilizer.
Maintenance
Table 6.111- Seeding No. 5CP for: Well -Drained Sandy Loams to Dry Sands; Low
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahiagrass 50
Sericea lespedeza 30
Common Bermudagrass 10
German millet 10
Seeding notes
1. Where a neat appearance is desired, omit Sericea
2. Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 Ib/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance is
desired, omit sericea and now as often as needed.
Table 6.11 v - Seeding No. 7CP for: Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudagrass - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On chann
el side slopes above this height, and
in drainages not requiring temporary ry linin
gs, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr. with 50 lb/acre
Refer to Appendix 8.02 for botanical names
8SpecTemporary Diversion
ification # 6.20 - Construction Specifications
8
1. Remove and properly dispose of all tress, brush, stumps, and other
objectionable material.
2. Ensure that the minimum constructed cross section meets all design requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation
plus the specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and cleanout.
5. Vegetate the ridge immediately after construction, unless it will remain in place less
than 30 working days.
Maintenance
Inspect temporary diversions once a week and after every rainfall. Immediately remove
sediment from the flow area and repair the diversion ridge. Carefully check outlets and
make timely repairs as needed. When the area protected is permanently stabilized,
remove the ridge and the channel to blend with the natural ground level
and appropriately stabilize it.
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CONSTR. CONTR. N0.
Calibre Engineering, Inc. NAVFAC oRAwwc No.
9090 S. Ridgeline Blvd. Suite 105
Highlands Ranch, CO 80129 [phone] xxx
www,calibre-engineering.com SHEET xxx OF
Construction Management Civil Engineering Surveying I CE 506
5 ORAWFORM REVISION: 10 MARCH 2O09