SW8091111_APPROVED PLANS_20110317

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 69 I
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2_011 0 311
YYYYMMDD

V
91
C
I
N
1 1 2
3
11
GE BASIN DRAINAGE AREA (IB)
7B SF (5.00 AC)
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.D. Box 4041
Wilmington, NC 28406
[phone]
11Calibre
3libre Engineering, Inc.
V Southpark Lane, Unit 200
ttleton, CO 80120 [phone]
uvw.calibre-engineering.com
Construction Management Civil Engineering Surveying
5
C
z
0
rc
U
0
L
DES
I DEW
OHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
Q��z
z
g
0 Z s
J
C
Q
J
a
zgo�
Q z
B- v,
Ozz
W
w
Z
W l In
J Q>
w LL
C\I
J Q V
J
Z
Q
>>
T
U
E-
aV
Q
Z
z
¢�
zO
UQ�
O
(n
C7
z
0
� m
O
o
C5,
J W
—
Z
z U)
W
m
W
}
Wcr
0
z
o
Z
O2
m
C3
W
w
U
co
0
o
�w
wmV
O
LO
cn
U-
D
0 <
0
0
J
O
W
� Q o
a
U
}
Q z
d
Z
U
o
O
CODE ID. NO
SIZE
D
SCALE. AS INDICATED
=
NA%IMO No. —
-D
JOB ORDER NO. —
0
O
WORK ORDER N0. —
U
CONSTR. CONTR. NO
O
N40085-09—R-32-15
0
NAVFAC DRAWING No.
sHEEr of -
O
SHEET No.
Q
DA
N

1 I 2 I 3 I 4 I 5
I
C
0
N
NOTES
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKINC 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 VEGETA➢VELY STABILIZED NTH CENTIPEDE SOD. -
- U�..
1
- --7' -
4 - ...... .
\ BY-PASS JUNCTION BOX
\ RADIUS = 115 FT 28 LF 30" CL 19 RCP 9
111 LENGTH = 22 FT RADIUS = 582 FT WITH F.ES
LENGTH = 4 7
RADIUS = 32.2 FT
LENGTH =31.2 FT
5 250 FT
22.4 FT12.4 FT
IE = 4. -. ._. _..
\ 1.5 CY CL II RIP RAP _
RADIUS = 437 FT 1 , 28 LF 18" CL III R P
RADIUS = 26.3 FT iP ADIUS = 4.2 FT µITT{ FES_
LENGTH =326 FT LENGTH = 25.5 FT SEDIMENT CLEANGUT ELEV. = 5.0 \ / LENGTH = 8.7 FT
" MPCRARY POOL ELEVATION = 73
SURFACE AREA 0 ELEV. 73 = IZ327 SF 455 FT
STORAGE 0 ELEV. 7.3 = 32,828 OF
NCDENR BORING 12
SITE VISIT 9118109 5
ND = 5.0
BASIN BOTTOM = 4.0
EXISITNG GROUIE = 5.3
I SNWT - 36" 6
SHWT ELEV.--
,_ 5
15 ft RADIUS = 169 FT /
gP gERM S LENGTH .5 FT VEGETATIVE FILTEREE
TOP 20 FT EMERGENCY SPILLWAY SEE DETAIL THIS SHEET
IE = 75
,SEE_QETAIL THIS SHEET
RADIUS = 47.0 FT
LENGTH =50 FT
TEMPORARY OUTLET STRUCTURE
SEE DETAIL THIS SHEET /
ADIUS = 74. FT =35.4 FT -
� ,
36 LF 4" PVC P ,
I1. = 4.5 ,
1.5 FT DEEP
/
o Io zo ao
-- -l--inch = 20 ft. Horizonte / ,
INFIL TRA TION BASIN 1 DETAIL
FRAME & COVER
TOP OF GRA TE = 8.5
MANHOLE FRAME & COVER BOX IE = 2.2
BOTTOM OF BOX = 0.7
MANHOLE FRAME & COVER
18" RCP PIPE
TO VEG. FILTER
INV= 5.5
=BASE
\ SECTION VIEW
/\\ (2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
\ JUNCTION BOX
BYPASS STRUCTURE 1
NOT TO SCALE
I
4 FT
4 FT WEIR
ELEV. = 7.3
CIE4)
1
2 FT SUMP
FOR CLEANOUT
1
2 FT SUMP
+ FOR CLEANOUT
12" CONC.
12" CONC. ,
1 ' 2
TOP OF EMBANKMENT
ELEVATION - 8.0
ELEV - 4.0
INFIL TRA TION BASIN
CROSS SECTION
NOT TO SCALE
CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE.
TOTAL AREA DRAINING TO BASIN = 372,256 SF (8.55 ACRES)
TOTAL IMPERVIOUS = 262,492 SF (6.03 ACRES)
PERCENT IMPERVIOUS = 70.5%
1.5 INCH VOLUME:
I=70.5
Rv = 0.05 + 0.009 x I = 0.05 + (0.009)(70.5) = 0.68 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
_ (1.5/12)(0.68)(8.55) = 31,857 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 7.3 = 32,828 CF
DRAWDOWN TIME
INFILTRATION RATE = 6.7 IN/HR
DRAW DOWN = 0.3 DAYS
3
23 FT
TOP OF EMBANKMENT
20 FT ELEVATION = 8.0
/w/ AAi A�, AAA ELEV. 75 . j/v%Avj
INFIL TRA TION BASIN
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
TOP OF BERM = 8 SKIMMER = 4.0" SKIMMER WITH 2.9" ORIFICE DIAMETER
SEDIMENT BASIN 1
TEMPORARY OUTLET STRUCTURE DETAILS
NOT TO SCALE
d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6'.
OP LEVATION OF STRIP ON SAME ELEVATION
AND DIRECTLY ABUTS LEVEL SPREADER
r
J w W
�`C -` O%�� 5v v ✓ W v W v
GRASSED FILTER STRIP
j� _7 v r,7r
STONE -FILLED TRENCH-"'�`�y�
LEVEL SPREADER
�-40.0 Fl --I
50.0 FT
VEGETATED FILTER DETAIL
NOT TO SCALE
13 FT
1, 5-F,T
�����
70P OF EMBANKMENT ELEVAT]ON = 8.0
EMERGENCY SPILLWAY ELEVATION = 7.5
STATE STORAGE ELEVATION = 7.3 �7
\ � STATE
STORAGE VOLUME = 32,828 CF-
\.
BASIN BOTTOM ELEV. = 4.0
NATURAL GROUND
INFIL TRA TION BASIN 1
EMBANKMENT SECTION
NOT TO SCALE
0
LICENSE # C-2710
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 2B406
[phone]
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10.1 VEGETATED SHELF..
- SAGITTARIA LA77FOLIA (COMMON ARROWHEAD)
- SAGITTARIA LANCIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
- PELTANDRA NRONICA (ARROW ARUM)
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. -
111Calibre
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering Surveying
5
a
0
11
0
a
DES
I DRw
CHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
a�
z
ozs00
U
J
B
�g
�
Q
W Q z
S- �
LLJ
w
CD
>
w g o
z w
Z
F
w (�
��Q
N
Q
Q
Z
Q V
pQ
Z
w
S-
Q�
i
YQ D-
O
z
QLU}
Z
0
U
F- Q
00
o
z
Z Cn
J_
a'
LL
W
ir O
OJ =
z
zo
z
'
U
W
a
w�
U=
Q
M
z
o
a
Q
U
Lu
a W I
zm
U
w
ZUj Fwrn
Ui-C
I�
z
o
LQL
LJ Q o
U
aQZm
U
LAD
0
CODE ID. No.
slr
o
SCALE AS INDICATED
=
MAXIMO N0.
JOB ORDER N0. -
WORK ORDER NO. -
U
CONSTR. CONTR. NO.
N40085-09-R-3245
0
NAVFAC DRAWING NO.
SHEET OF -
_
c�
SHEET NO, C- 5 0 4
j APR 1 4 2010

I 1 1 2 I 3 4 1 5
❑I
El
I
M
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.
J. POND SIDESLOPES TO BE PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPEDE SO% 1
1
` 1 ' 1.5 CY CL II RIP RAPj� � ••`t
,
30 LF 18" CL III RCP
,\'. X` A % �� WITH F.ES" �, \
----.� �i" _ \�
p,\ F 1� VEGETATIVE FILTER
SEE DETAIL C-504
5L
i
J SURFACE AREA OOL ELEV. 7A 11 -
t -
Lot
TEMP
ARY P
2I3-SF��-
\ A } STORAGE 0 ELEV. ZO = 19,951 CF \ - -
i
10
v
\ABASIN BOTTOM = 4.0 ? It / ,
SEDIMENT CLEANOUT ELEVATION = 5.75 �\ / / j /; j
20 F7 EMERGENCY SPILLWAY
IE = Z5
SEE DETAIL THIS SHEET
it
16/
A T i �'36 LF 4" PVC PIPE.-._..
�
TEMPORARY OUTLET STRUCTURE_�a. �
" SEE DETAIL THIS SHEET
1.5 FT DEEP i a/ / '
v. I i �� _ ✓ 5 CY CL II I AP--- '
�c5ll 1 iZeK = 20,ft. Horizontal
STORAGE BASIN DETAIL
WETLANDS GET
FOLLOWING VEGETATIONNOTE:
AT7AnDNE SUITABLE FOR
M
PLANTING ALONG ME 10: 1 VEGETATED SHELF:
- SAGITTARIA LA77FOLIA (COMMON ARROWHEAD)
- SAGITTARIA LANCIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
- PELTANDRA l4RGINICA (ARROW ARUM)
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED.
30
TO BAST/
�63
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
TOP OF GRATE = 10.5
15 LF 30"9III
NTH�F
1, 0 F,7
� �--�� TOP OF EMBANKMENT ELEVATION = 8.0
EMERGENCY SPILLWAY ELEVATION = 7.5
STATE STORAGE ELEVATION = 7.0 \7
STATE STORAGE VOLUME = 19,951 CF
SAX
BASIN BOTTOM ELEV. = 4.0
\\/\
NA TURAL GROUND
STORAGE BASIN 1
EMBANKMENT SECTION
NOT TO SCALE
STORMWATER PUMP LOCATED IN THIS BOX
(SEE DETAIL THIS SHEET FOR PUMP/8OX CONFIG.)
MANHOLE FRAME & COVER II,
30" RCP 4 FT 4 FT WEIR
TO BASIN
^CcfS
ScoN-R IE = 6.3 30" 18" RCP PIPE
RCP TO VEG. FILTER
E = 5.0
^ccfss ; + INV= 5.2
T
O FEG F27ER 2 FT SUMP 2 FT SUMP
RF� Sp BOX IE= 3.0 +_OR
CLEANOUT -+ FOR CLEANOUT
o 12" CONC. 12" CONC. ,
_
BOTTOM OF BOX = 1.5 =ASE
/ SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
MANHOLE FRAME & COVER
JUNCTION BOX 2
BYPASS STRUCTURE
NOT TO SCALE
1 ' 2
3' MIN TOP OF EMBANKMENT
ELEVATION = 8.0
TOP OF LINER = 7.0'
3' TUCK
36 36
/� - 40
�\ ELEV j\\\
1
4" CLEAN SIFTED SAND
1. RECOMMENDED LINER - 40 MIL ELOPE LINER
2. OVER EXCAVATE BOTTOM OF POND 4" AND FILL WITH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPEC' SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR 3ACKELL.
STORAGE BASIN
CROSS SECTION
NOT TO SCALE
CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO BASIN = 217,678 SF (5.00 ACRES)
TOTAL IMPERVIOUS = 158,033 SF (3.63 ACRES)
PERCENT IMPERVIOUS = 72.6%
1.5 INCH VOLUME:
I = 72.6
Rv = 0.05 + 0.009 x I = 0,05 + (0.009)(72.6) = 0.70 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
_ (1.5/12)(0.70)(5.0) = 19,139 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 7.0 = 19,951 CF
DRAWDOWN TIME
PUMP RATE = 0.23 CFS
DRAW DOWN = 1.0 DAYS
3
TOP OF BERM = 8 SKIMMER = 3.0" SKIMMER WITH 2.4" ORIFICE DIAMETER
SEDIMENT BASIN 2
TEMPORARY OUTLET STRUCTURE DETAILS
NOT TO SCALE
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
LOCKING
EL= 10.5 FT HATCH COVER
_ o o
STEPS
II
DEPTH OF WELL 16
7.5 FT
DISCHARGE
ELEVATION
-EL.= 7.5 FT
TO INFILTRATION BASIN 1 \ 1
NOTE 1/4" CHAIN
WITH 1/4" SHACKELS 4
LIFTOUT CHAIN 1/4"
(STAINLESS STEEL)
4
C.I. FLANGE SWING
CHECK
Q VALVE
IN LINE
GROUND
EL.- 10.5 NOTE 2" PVC ELECTRICAL PIPE
GOING :ROM CONTROL PANEL TO WET WELL.
-hT(- MUST SEAL BOTH ENDS OF
PIPE W11H ELECTRICAL PUTTY.
d II-
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
0
/ \ - PUMP ON EL .= 5.5 FT
PUMP OFF EL.- 5.0 FT
4 PREFABRICATED RENFORCED
CONCRETE PIPE OF MH
O BASE ELEVATION E_.= 3.0 FT
of o 0 0 0
a ANCHOR BOLT (2" PROJECTIG�I)
J
4 FT X 4 FT PRECAST BOX WITH STEPS SECTION VIEW
NTS
STORMWA TER PUMP STATION / OFFLINE
13 FT
TOP OF EMBANKMENT
ELEVA710H = d0
20 FT
/,
STORAGE \BASIN
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
NTS
LICENSE # C-2710
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
� 1 1/4"
rn
SIDE ELEVATION
1/2" GRADE 60
STEEL REINFORCEMENT
I '�1 COPOLYMER
POLYPROPYLENE
PLASTI C
ELEVATION SECTION A -A
MANHOLE STEP DETAIL
N TS
0
a
0
9
DES
I DRW
ICHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENC/ARCH
O A
�_�
"
Q
H 0
Z
�
�,
B
o Z s
00
O
Q
J
Q
Z
U
w Z
W
LU
L�J
C) I
W�a
�Cr
zw
Z
>
�
F
w t
H
JM N
I Q
`�
a
Z
Z �
w Q V
�:
Z/-3 T'
OV r
CIDaV
Z
w
Q
Y Q li
O
Z
o
aw}
a
H
z
U
00
Z
Z C/)
m
Fr
LLI 0
_
_J
L1
w
w
Ir
O�
Z
Z
o
LU
w
U�
m
CD
O
U
Lli
LU
Ld
CO
w
W�I�o
Zm
o
N
LLo�E
0Lza
LL
_
F-
x
o
!EJa
w
� � U
Q
U
Q =
m
0
w Z j�
U
N
CODE ID. NO.
SIZE D
O
=
SCALE. AS INDICATED
Of
MAXIMO NO. -
11,Calibre
Z
O
O
JOB ORDER NO. -
WORK ORDER NO.
CONSTR. CONTR. NO.
N40085-09-R-3245
0
N
NAVFAC DRAWING NO.
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
SHEET OF -
Littleton, CO 80120 [phone]
www.Galibre-engineering.com
a
SHEET No.
C - 5 0 5
Construction Management Civil Engineering Surveying
�0
N
5

1 1 2 1 3 1 4 1 5
I
I
0
/I1
SCHEDULE 40
PVC END PVC VENT PVC PIPE
CAP \ PVC ELBOW PIPE
WATER SURFACE
PVC END 0
CAP
/� • R SCHEDULE 40
ORIFICE
/ \ PVC PIPE
PVC TEE FLEXIBLE PLATE
PVC PIPE
Yp" HOLES IN HOSE PVC TEE
UNDERSIDE
OBOTTOM SURFACE
END VIEW FRONT VIEW
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.
OVERFILL 6"
FOR SETTLEMENT
4'MININJV
EMERGENCY
BYPASS 6' BELOW / X\2; 1
SETTLED TOP OF DAM // < \\i
NATURAL \�
GROUND
SECTION VIEW r-
3'MINIVJM
WASHSTONE I'
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5'MINIMUM
MORE DETAIL. TO WEIR. \
3,600 CF / ACRE 'n
2:1 SIDE
SLOPE MAX.
CROSS SECTION
ST TEMPORARY SEDIMENT TRAP
Practice 6.60
NOT TO SCALE
2:1 SIDE
SLOPE MAX.
SK SKIMMER DETAIL
Practice 6.64
NOT TO SCALE
NCDOT #5 OR
WASHED S
"C" ENCLOSURE
WATER ENTRY
UNIT
SEE DENR STANDARDS & SPECS.
FOR COMPLETE DESIGN CRITERIA & MAINTENANCE
-�-4' MAX —
NCDOT #5 OR #57
HASHED STONE
JOE HARDWARE CLOTH
=Si OPENINGS)
2'
HARDWARE CL 0 TH & GRAVEL
r� DROP INLET PROTECTION
r PRACTICE 6.51
NOT TO SCALE
2' 14.0
3
1 F--
iTi—ITT—I i I—i I — 1 8"
I— 1
TD I— s' —I
SEE EROSION CONTROL CALCULATIONS FOR
VELOCITY CALCULATIONS.
TEMPORARY DIVERSION
DETAIL
Practice 6.20 NOT TO SCALE
M= 3
VARIES n= 0.03
LINED WITH REINFORCING MATTING AND SEED
PER SPECIFICATIONS OR SOD.
3: 1 GRASSED CHANNEL
COMPACTED FILL OR
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH
FILTER
FABRIC
BACKFILL
MINIMUM 8"
THICK LAYER
OF GRAVEL
8"MINIMUM
V- TRENCH
N.TS
6 FT. ON CENTER
NOTE: ', -\1,
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW
EXTENSION OF
FABRIC AND WIRE
/ NTO THE TRENCH
COMPACTED
FILL
8"MINIMUM
FILTER
FABRIC
STEEL POST
14 "MINIMUM 4 "MINIMUM
SECTION SECTION
sF SEDIMENT FENCE ( SILT FENCE
Practice 6.62
NTS
•
LICENSE # C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
COASTAL
SITE
DESIGN,PC
P.O. Box 4041
Wilmington, NC 28406
[phone]
PUBLIC ROAD
6" MINIMUM 5G
THICKNESS �" �
2"-3" COARSE �_
AGGREGATE
NOTE: SEE NARRATIVE GRAVEL CONSTRUCTION
FOR MORE DETAIL ENTRANCE, WIDTH
12'MINlMUM AS REQUIRED
TEMPORARY GRAVEL CONSTRUCTION
EE ENTRANCE/EXIT DETAIL
Practice 6.06
NTS
La
4' ° 000°°
C.
° 0 `0 ° o REFERENCE EROSION CONTROL
000°°°° CALCULATIONS FOR SPECIFIC
"°"°" (11
DIMENSIONS.
OUTLET PIPE DIAMETER °0°
(Do) 1
d50 = REFERENCE EROSION CONTROL CALCULATIONS
dMAX = REFERENCE EROSION CONTROL CALCULATIONS
Lo = REFERENCE EROSION CONTROL CALCULATIONS
MIN. APRON THICKNESS = 4.5'•
NOTE: CEOTEX NONWOVEN FILTER FABRIC TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
CULVERT
RIP RAP
DIMENSIONS
L X W X D
CLASS
QUANITY
HW-3
8' X 5' X 1'
I1
I'S CY
STORAGE BASIN
OU7FALL
13, X 11' X 1'
11
5.5 CY
INFILTRATION BASIN
OUTFAU.
9 X 8' X P
ll
3.0 CY
OUTLET PROTECTION DETAIL
NOT TO SCALE
III
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering Surveying
a
0
I
DES
I DRW
CHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
Lz
U)_
J
BoZo)
Q
U�
(D
wz
WH,z
pl�(r
J
>
z o
W
O
W
w 2 t
�o��
Jcc N
-jQ
F-
Z
Q
Z
iZVoC'JT
O
a�vYOCL
U
Z
Zp
��Q
0
Z
U
U)m
Z
J
Z U
0
-
m
F
W
W
\
W
0LLJ
z
0
Z
OH
m
o
LU
U=
U
O
a—�zmU
O
L
Z I-- O
=) 0
_
F--
1-U
JU
O LLLLz
d
CD
O
z
wag0
<
O
U
Qa=m
aZ�LJ
O
CODE ID. NO.
SIZE
D
SCALe. AS INDICATED
=
MAXIMO NO. —
~
JOB ORDER NO. —
Z
0
WORK ORDER NO. —
U
CD
CONSTR. CONTR. NO.
N40085-09-R-32-15
0
N
NAVFAC DRAWING N0.
SHEET 17 OF -
U
SHEET NO. C - 5 0 6
N
1 1 2
3
Ell
5

C
0
1=
1
S!T
N07 70 SCALE
LICENSE # C-2710
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
LIMITS OF DISTURBANCE
16.39 AC
LLULNU
C E
CONSTRUCTION ENTRANCE
❑
INLET PROTECTION
®
SED. TRAP
PROJECT LIMITS
WETLANDS LINE
LIMITS OF DIST.
SILT FENCE
CULVERT
RIP RAP
- e
CONTOUR
STABALIZE
NOTE WELL:
AREAS ON SITE WITHOUT ACTIVITY WITHIN 21 \
CALANDER DAYS SHALL BE TEMPORARILY STABILIZED AS PER
PER THE SPECIFICATIONS FOLLOWING ANY PHASE OF GRADING.
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 ON OFF MARINE ROAD.
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.
2
DISTURBANCE IN THIS AREA FROM ELECTRIC LINE INSTALLATION
CONTRACTOR TO SOD DISTURBED AREAS DAILY
�i
SEDIMENT
BASIN SUMMARY:
MIN. TRAP
VOL. = 1,800 CF/ACRE DISTURBED
AREA (10 YEAR
STORM)
Q = (0.2)(9.7)(A)
(SEDIMENT
MUST BE REMOVED AT MINIMUM TWICE A YEAR)
10 YR
SEDIMENT
DISTURBED MINIMUM BASIN
VOLUME
FLOW
MIN. SURFACE SURFACE AREA
BASIN
AREA (ACRES) VOLUME (CF) PROVIDED
(CF)
ICES)
AREA (SF) PROVIDED (SF)
1
3.55 12,780
31,603
6.89
3,001 12,176
2
5.00 18,000
18,830
9.7
4,225 11.141
1 ' 2
3 1 4 1 5
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 basin, sediment traps,skimmer 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.
5. 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 imminent.
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 be removed.
ACRES OF DISTURBANCE N UTILITY LINE
MAINTENANCE PLAN -
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
accumulates to elevations listed on pond detail sheets.
3. Sediment to be removed from swales when they are approximately
50X 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
5. All sodded areas to be watered as needed to establish growth.
Dead sod should be removed and new sod installed as needed.
6. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-inch stone may be required.
Inspect after each rainfall and immediately remove all
objectionable materials spilled, washed, or tracked onto
public roadways.
IN THIS AREA FROM ELECTRIC LINE INSTALLATION
TO SOD DISTURBED AREAS DAILY
el TEMPORARY SEDIMENT TRAP SUMMARY:
MIN. TRAP VOL. = 3,600 CF/ACRE DISTURBED AREA (10 YEAR
STORM)
Q = (0.2)(9.7)(A)
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
1F0LOW
SEDIMENT DISTURBED MINIMUM TRAP VOLUME WEIR
DEPTH
MIN. SURFACE SF AREA
LENGTH
WIDTH
TRAP AREA (ACRES) VOLUME (CF) PROVIDED LENGTH (FT)
(M
(CFS) AREA (SF) PROVIDED
4M
1 0.45 1,620 1,950 6
5
0.87 379 390
26
15
2 3.08 11,088 13,160 6
5
5.98 2,604 2,632
56
47
3
N
7. Inspect
t temporary sediment trap
s after each period of significant
rainfall. Remove sediment and restore the trap to its original
dimensions when the sediment has accumulated to 1/2 the design
depth of the trap. Place the sediment that is removed in the
designated disposal area and replace the contaminated part of the
gravel facing. Check the structure for damage from erosion or
piping. Periodically check the depth of the spillway to ensure it
is a minimum of 1.5 ft below the low point of the embankment.
Immediately fill any settlement of the embankment to slightly above
design grade. Any riprap displaced from the spillway must be
replaced immediately. After all sediment producing areas have
been permanently stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas and
stabilize properly.
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 C-507.
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/LQS personnel.
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design configuration,
lined with centepede 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
Rpprop aprons will be located at the downstream end of
all discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Proctic, 6.80
Upon reaching final grade and after utilities have been
installed, roadwaylparking areas are to be stabilized by placing
sub -base course of approved 4" marl stone or 6" ABC, as shown
in the typical street cross-section detail on the Plan, to
reduce erosion and dust during the remainder of building
construction.
$B 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 B. 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.
P 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.
0 11. TEMPORARY SEDIMENT TRAP
Practice 6.60 'Q -
Sediment traps are to be installed as indicated an�p7�ak: A�f
at the downstream end of swales as shown.
0
rc
0
I
C
DES
I DRW
ICHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
�
z
Z
J
g
S
0ZLu
Z � o
zpZ
its
CD
>
Z c-c
W G F
W
L�
f
w l
I-
W
J- N
<
Z
a
LQZZ
z '-
-
g
w
Q V
O
Y0CL
Z
Z
-
Z O
<
O
Z
J co
o
0
Z
Lu
Z
W
m
Cr_
W
O
}
Er
02
00
Z
CD
Z
L11 ♦-
W
o
Z
Cr
U
C)w�
�wZwmV
Z=o
1-
W J
� O
�O
�
n
~LL U
JL
x
O< z
LL
W
d
0
C)
CD
_J
aQ�
v
0 Z
LJ
Cnn
O
ODE ID. N0.
SIZE
D
=
~
�
O
SCALE AS
INDICATED
MAXIMO NO.
ORDER N0.
_JOB
\J WORK ORDER NO. U
IIICONSTR. CONTR. NO. CDbN40085-09-R-3215 0
o ao aD zoo Ca''
re
Calibre Engineering, Inc. NAVFAC DRAWING NO.
8201 Southpark Lane, Unit 200 SHEET OF - v
Littleton, CO 80120 [phone] SHEET NO. a
1 inch = 100 ft. Horizontal www.calibre-engineering.com
Construction Management Civil Engineering Surveying C - 1 05
4 AV
NORTH GAhtail; C "17AL
MANAGEMENT C,-`, ,N
DIVISION OF 1'%'A

I
A I —
I
e� . .....
..... .... ...... . . ... ...
X
. . . . . . . . . . . . . . . . .
. . . . . . ............................... ................... ....................... . .......
........ . .
v
....... ... . ...... ... 13 -
r
12
< ------------
ik� 1A
. .................................. ................... .......... ...........
. .............
........... ..
La
IPN
iN REDEVELOPMENT AREA
O
Ll (SEE SHEET REDEV IN
RIGINALLY PERMITTED
7
PLAN SET FOR
DETAIL
S
... ........... ...... ... ...... .
'N\j
d
7 17♦
FF
. . . . . . . . . .
J
-4 11
10—
%
It
.............. ................ - . ............. kQ ......s'w
- - - - - - - - - - -
TT7
77
..........
OD 1p"
j Z
..............
if
............ ............... ......... .
T
.... ..........
INFILTRATION BASIN
#JA
..............
DA= 154,578 SF
(3.55
AC)
IMP= 105,333 SF
(2.42
AC)
.............
% IMP= 68.14X
..........
.......... -
. . ...........
...........
--k
............
. .........
.......... ..... .........
.......... -o
..........
...........
.... .. . .... . ....... ........
..................
.............
It
..........
............
4—
.............
�
..............
... ...
77tt
"I
. . . .. . . . .
......... . ..........
. ..... ...............
�p \
All
NOTE:
DRAINAGE AREAS 1 A & 1 B TOTALS
bA= 372,796 SF (8.56 AC)
IMP= 267,686 SF (6.15 AC)
X IMP = 71.8OX
NOTE:
PER NCDENR DWQ GUIDANCE, SOLAR CANOPY DESIGN IS
CONSIDERED PERVIOUS
A
OUTLINE
SOLAR
In
r
L
tit 7-11
. ......... .. . ....
........ ......-n .....
4. ..........
it it STORAGE BASIN #JB
DA= 218,218 SF (5.01 AC)
it
IMP= 162.353 SF (3.73 AC)
X IMP= 74.40%
..........
...........
L
.... ......
Li
.......... .............
1--T
..........
2, . ......... .........
T
I'll
10
INHLTRATION BASIN J1A
.............
......... .... ...... . .......
...............................
. . . ........
.. . . .......
IX
tit
.. .........
10—
............
............
'z' STORAGE BASIN 013
........ ...
/ bzvt"
............
CP
>
\V iie
is 11 -4 ---
..... ..... . .. .... - ......
�v
in
—7 A fi" 777
60 0 60 120
1 INCH = 60 FEET
CAPE FEAR
Engineering, Inc.
151 Poole Rd, Suite 100
Belville, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
NC LICENSE NO. C-1621
I
I
DES — IMt/— ICHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENGARCH
I
Z
so
[L- 0
I.-
z
<
Lh W
V)
z _j
91--
5
>-
>0<
<
z UJ
Uj
(n
<
z
Lj
Z
0 <
_5
Z =)
0
<
a,
> X
0
0
0
0 -
Z r-
--wo Of
r-
E
z
LU Cj)
ZX
tn
LU Q 0
<
CO
z
Cf)
LL
W L-L1
R
(9
OZO
V)
=:)
I.-
z
w
:) z
W
0
a
w LJ -113
Z
w LU
oU
a.
0
C-)
Cq
'U
<
Cq
8
♦m
CL
M
(n
tr
LLJ
F.
3i:
m
wo
CODE 10. NO. SIZE D
SCALE: AS INDICATED
MAXIMO NO.
JOB ORDER NO. FM
WORK ORDER NO. 863M
CONSTR. CONTR. NO.
N62470-06-D-6002-X023
NAVFAC DRAWING NO.
rn
(n
En
SHEET
SHEET
NCB—DA
w
a:
0.
X
w
4
a
I

I
C
,ME
Is
LEGEND
PROJECT LIMITS
ATOB
8.83'
S09'54'15"E
20.40'
S76'27'43"W
19.75'
S1110'48"E
24.58'
S36'16'32"W
21.94'
S19'23'52"W
84.84'
S87'53'50"W
17.03'
S54'46'25"W
20.17'
S18'19'40"W
56.29'
S29'19'55"E
39.94'
S22'52'07"E
28.60'
S1116'26"W
32.53'
S18'40'09"E
9.92'
S43'02'30"E
116.03'
S20'22'17"E
26.17'
S51'53'44"E
30.54'
S19'54'25"E
112.62'
S73'35'58"E
28.51'
N 72'16'13"E
61.63'
S23'10'08"E
ETOF
41.00'
N18'01'05"W
52.46'
S70'33'31 "W
17.51'
S09'40'44"E
23.85'
S1514'59"E
33.53'
S54'15'27"W
99.91,
S18'34'33"E
53.13'
S70'09'32"W
32.01'
N 20'23' 07"W
10.00'
S69'36'53"W
31.92'
S20'23'07"E
98.87'
S70'09'32"W
6.02'
N20'O0'14"W
37.99'
N65'00'42"E
38.19'
S66'41'13"W
27.56'
N28'10'51'W
G TO H
55.25'
N19'36'34"W
26.96'
S70'44'15"W
43.59'
S20'06'33"E
189.26'
S70'23'26"W
4.27'
N14'10'05"W
36.71'
S83'51'52"W
27.53'
N63'49'24"W
50.81'
N32'01'10"W
I I
I�I
20 FT
l
o
I
I '
1222 FT
I
y�
ll
\
�7
I
co
I
o
a'
{'
J
IO
N
m
2
a
I T
J w♦`
�
J
_.
.03,09' E m \
2• �, ` rr0� N68'45'09' E
C
n 8143s ,
9
/Vs p. 66
?8.?p..
47 76.6 16
0 50 100 200
1 inch = 100 ft. Horizontal
RECEIVED
APR 14 2010 I
I
111Calibre
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering
DES
I DRW
CHK
FIRE PROTECTION
BRANCH MANACER
CHIEF ENC/ARCH
C) s
a
z
0 Z s
0
�g
6
cn
ZH
Z
ftf
Zo=
B-cn
O
w
W
U)
f-
Z
w 2
C)
L-j
J Q N
W
5
L_
¢
IaL Z V
o d *-
Y 0 d
u)
Z0
�m
O\\
/
J
Z
Z_y
LL
U)
W
W
d
w
W
IX 0
0 =
Z
W ~
Q
w
cr
UD
100a
O
LU
aw
U)
J
=
w O
w
LLJ
O
B- Q
0 LL
J L
zL,j
Q
J a
Q
U
aQwM
O
w Z
CODE ID. NO.
SIZE D
SCALE AS INDICATED
MAXIMO No. -
JOB ORDER NO. -
WORK ORDER NO. -
CONSTR_ CONTR. NC.
N40085-09-R-32-15
NAVFAC DRAWING NO
SHEETOF -
SHEET No
I M P
Surveying
a
uQ
z
FL
w
0
p
I
C
w
Z
O
W
z
O
w
w
X
O
O
IM
W
cn
O
S
B-
O
O
0
N
S
U
Q
I
7

f r./•,
...._Ll
.....
0
h
f�
NEW IMPERVIOUS`
pL
1. PER NCDENR DWQ GUIDANCE, SOLAR
CANOPY DESIGN IS CONSIDERED PERVIOUS. (SOLAR CANOPIES
NOT SHOWN FOR CLARITY)
2.IMPERVIOUS AREA ADDED TO ACCOMMODATE PLACEMENT
OF SOLAR CANOPIES. SEE SHEET C-102 TO C-104
PREPARED BY CALIBRET ENGINEERING INC. RECEIVED BY DWQ
APRIL 16, 2010 FOR GRADING & STORMDRAIN LAYOUT. SEE
SHEETS CS-201 THRU CS-204 BY CAPE FEAR ENGINEERING
FOR SOLAR CANOPY LAYOUT & REVISED PARKING LOT
CONFIGURATIONS.
3. ORIGINALLY PERMITTED DIMENSIONS SHOWN ABOVE
PROPOSED IMPERVIOUS DIMENSION FOR REFERENCE.
100 0 100 200
1 INCH = 100 FEET
4wCAPE FEAR
Engineering, Inc.
151 Poole Rd, Suite 100
BeWile, NC 28451
TEL [phone]
FAX [phone]
www.capejearengineering.com
NC LICENSE NO. C-1621
I
3
DES — I DRW---_ ICHK
FIRE PROTECTION
BRANCH A4WER
CHIEF ENC ARCH
o
aZ
8v
Z�
I�O0
=z
ira
aUj
a¢
�
Q
S2
F-Zof m
UJ
ti z
F- UJ wj
LLJ
ZJ O
F
�
o
(qz Of
U
W
0
Z
Y
z 0
Fe
w
WUU
Q
w
z
a��
Ir u i o
m
O Z
w
cn
Z
U=) Z
$LU
UAW J
O
w�
_Z LU
�J
w
0-
U
=O
Q
U
w
oU
o
r
a.0
s
CODE ID. NO. I SIZE D
SCALE: AS INDICATED
w00N0 N0. —
JOB ORDER NO. FXXX
WORK ORDER NO. 6
CONSTR. CONTR. NO.
N62470-06-D-6002-X023
NAVFAC DRAWING NO. —
SHEET — OF —
SHEET NQ
CB -IMP
C
B
s
,

4F o
LIMITS OF REDEVELOPMENT
1 e.
I
C
LIMITS OF REDEVELOPMENT
00 w�
IN
0
r",
s
Yi'ii � I I
I I I I I I I I I
fnarar/�x
—
+----
-ram
----r---
----� ---�
�
----r---
71
I
_t
I
_L_
bl
i
I
I
l
I
I I
I.
II
T
l 41VN
r ,b
4'p11�
E
--1T------�'--- �1 it
WI W Iw W
d
fl
r 9 •„ I I
SS N 3
EXISTING IMPERVOUS WITHING REDEVELOPMENT AREA
PARKING/ROADS = 119,620 SF (2.74 AC:
1 ' 2
r_ \
I
3
4 j 5
LIMITS OF REDEVELOPMENT
LINI TS OF REDEVELOPMENT
PROPOSED IMPERVOUS IN REDEVELOPMENT AREA
BUILDINGS = 39,434 SF (0.91 AC)
FIRE ROAD = 35,676 SF (0.82 AC)
SIDEWALKS = 9,756 SF (0.22 AC)
REC COURTS = 11,907 SF (0.22 AC)
TOTAL = 96,773 SF (2.22 AC)
PROPOSED IMPERVIOUS TO BE TREATED IN REDEVLOPMENT AREA
BUILDINGS = 16,073 SF (0.37 AC)
FIRE ROAD = 15,448 SF (0.35 AC)
SIDEWALKS = Z338 SF (0.05 AC)
TOTAL = 33,859 SF (0.78 AC)
REDUCTION IN IMPERVIOUS FROM EXISTING TO PROPOSED
119,620 SF - 96, 773 SF = 22,847 SF
N
0 30 60 120
1 inch = BO ft. Horizontal
IN
0
U
a
9
II kJaMNSIN91MI11= DES I DRW jChK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
,C Z B
Zz
• 0 o::
C3
w C/) p w
Z�' Z zW
COASTAL W
t `C> WIZ Z
SITE Eo�JQ� ° z
Z <VjZ U w
�QV(DO Z Z
DESIGN,PC =o ° z
cn m O o
ENGINEERING C7 J Ll! Of—
LAND PLANNING Z Z En
(n LLJ
LLI
COMMERCIAL / RESIDENTIAL LU cc0 } /z P.O. Box 4641 LU O = m
Wilmington, NC 28406 z
��4�0 Ld
[phone] Z = Cr u
0 a w (�
w� z m 2 w
CDoQ
& a O o
g U
s w Q
0
4 � � Q o U
e
w_ m
+• i� W Z W
cn
7 0
CODE ID. N0. SIZE D O
SCALE AS INDICATED =
MAXIMO NO. — ~
Cr
JOB ORDER NO. — 0
O
Calibre WORK ORDER NO. — U
CONSTR. CONTR. NO. CDN40085-09-R-32-15 0
N
Calibre Engineering, Inc. NAVFAC DRAWING NO,
8201 Southpark Lane, Unit 200 SHEET of -
Littleton, CO 80120 [phone] SHEET N0. Q
www.r,alibre-engineering.com R E D E V Construction Management Civil Engineering Surveying �0
N
5

A J
`R ETA I I N G
WALL i �`� t I � f ( �
3 57ORr bWA` &X
V /
` ✓ f/ BW 2.59 3.83 1, (� 0� li (l \s 992ss
r Bw Bw I 4.45 ° 7��� e I ! 1 AROJECT IMI �I . - 13 - -t _,' #VO
BW 1
3.68 r - -
/ TW d g \ ,7 i C ST I 71-* -13 e' . sw, - E f 8 £
WETLANfSS �3W7'_ 9oDl�� ` 1. O� _ - 5 SS -S' S - --5S-
.. -�__-
/ EP TW�e� I- r ICJ I W wsuur
' , �' �- TW-it4j-r-----�s -$�o - VV " n . GRASS - - - -- -' -�5 a E'
�,�12.31 FS a FS. cRA33 - f2
it
r EP I r rz o
��,. W. 1
�'o° 1 P�OJ C LIMITS I
N, ^e r tie tM 04 --W' W- - W -W-- W 10
40/'F F F 1
2.0% e 7 hD - Q U f�
�h a 0'
0 a
_ \ FG FG oFo Co Co =aF� �F� AINN,�
CB-1 0 2.8% I
I� CB-1 '1 1.37-
I� / t ! Q' I� TG 152.62'
L C i I 10 QC O� P OF 15 RCP t 1
C-102 C-501 ROFILE 'J O J o j i 1
-Jul X ATCH A B.58 \
(TYP.) / o� E STORM DRAIN
TG E CAT ASIN I v !
o�rn I l I 1
F' tie ( 1 BTU ° yor� ok_� yo�o
b v C� O
/ I► (t o o ���o ��� Z C-102 C-50 9.95 r
CB-1 6 C-e2C-501 )`I° e EG o o Q) h� 4
in o o !
f 1 J 0-/,12 (TYP. t ��� 1.9v%
U H03YV ( 10.25 \ O L % t ti
i f / A f � Cb
01�. �1�. �� O A 5i q� o� ��
/ \ Cb
COW
o ty o FS S--- .............- FS - -- FS--- 10.25 sa✓6 !
3- 1 i �5� _ e CB-11 C-102 C-501 EPA -- i
WW05 �° �° PAD !r i
f / of-9.50 t ^ 3 6� o TY x
III p �2 >� - Q CB-18 ti t i d
r f / / ?) -TG i r0 ,o > .G O ! I ! PoSl(2J m {"^ p
/' � o CB FF=13.00 �° s - � �P J - W n o� N , - i C
J , R i.,_ �. F..,,..� 10.01 co I I POST(j) i
t �d h dQ BUILDING A o �e ? - \OF, 1 C-30� 3.5%10 `e �- EP W. ! Posr(3�
II J WFfLANDS - _- S \ % �59.2 \ - W --W Pasr(1l ® m W
f _ a `ec �• In \ PROF\� �; oa a �� o o I \ \ W
C I f 0T GB-1G 11.46 °�e ��e- ��e i PoST ��fg I
-- FS
s7 ! l 10.53 >TG �� 11 W
p <h o m r _�
Al �� �o C-102 C-501 o° >> \ W
L OP �° C-102 C-502 s (� o_' w
�e rn o I� F- ° I 5�
(TY v " w �I II 5� !� m Z
12.30 ! y of 2.0% ) J m
I EP CB-14 �I oo FF=11.5D
o� ��e 11 BUILDING �� C-102 C-501 1 ) 1 z
t! `�e `�e �e 5 C-102 C-501 j �I t_ I U
r I� 00 .5''- ` CB-9 1 �] 9.69- (TY .) y E ' \ I Q
/ og - - a ❑ (TYP.) o TG CB-8 E E E
41 -
�i �N�e Eo 1.0% w 1.3%E1.0%e
f f� FE - I'
�: ---- >> Ge 9.88 ^° 10.50 0 T ~ _
1 EP o.° T
�� i iO to
Fe- N �e o • - 1 js m
ti G 10.70 p
1 q\ 12 % �F EP ��� ° Q ^�� cave -- _ ^��-� 2.78
_ W - - W--S� W --W 11-wiI
�� sw�
4 D 5 w�� -W -W----------W ��u- 1 _ - t -.,
C-102 C-501 MH-3 1 13j6p OF y8„ R (��, Q�(3 T11 N S - �� C-102 C-502 _.. _ -_� 1�� Sm
Cslllliilillii�ps 10 "? (TYP. o '-- - - -
(TYP.) 11.19 �' t ✓ 12 I1
J \ \ EP W GW
\ B.20 8.90
EP 0
LNG
j Cs o - _ - A.eB e �9 �o �q a�� i co . (� (�
°e °e CB-13�C-102 C-501 8.81 �e
\ �_14 > EP
>p ..,
\ '` .� s l (TYP.) WCUT LINE BP B� 1 \
B �` 9.51 I �v --
EP EX. STORM D < I l
L 8.93- -EX CATCH BAST
FL
0
EP EP
EXISTING
f N
SOFTBALL \ I ( 00 00 L V G�
FIELD \ ( Y ;� �z ' 1 \ b
x w D ! o I 1� A N
J_ C \
V ( Q m
\ ( v o f II
~\\ C I I \ s ~ ! ! a'E 0 \ � I SS_
Li Fr"
_.
Map F
rrot9tR�
\ PROJECT LI<TS
BI f TORM }, 9 51 GO t
MATCHLINE SEE SHEET C-103
LEGEND-
Ex. CONTOUR (MAJOR)
)
-
- EX. CONTOUR (MINOR)
20
PR. CONTOUR (MAJOR)
PR. CONTOUR (MINOR)
0.6% _
FINISH GRADE SLOPE
X 20.15
FINISH GRADE ELEVATION
EX. STORM PIPE
PR. STORM PIPE
OD
PR. STORM MANHOLE
❑❑
PR. CATCH BASIN
SB
SPLASH BLOCK
FL
FLOWLINE
SL
SPILL LINE
TG
TOP OF GRATE
SW
SIDEWALK
FIG
FINISHED GRADE
EP
EDGE OF PAVEMENT
HW-1
CONCRETE HEADWALL NO.
CB-1
CATCH BASIN NO.
(dS-D
FLARED END SECTION NO.
MH-1
STORM MANHOLE NO.
CI-1
CURB INLET NO.
NOTES:
1. SEE SHEET C-105 FOR EROSION
CONTROL MEASURES,
2. GRADING IN LANDSCAPE AREAS AT
BUILDING TO BEGIN 0.5' BELOW FINISHED
FLOOR.
3. REFER TO ARCHITECTURAL PLANS TO
VERIFY DOWNSPOUT AND SPLASHBLOCK
LOCATIONS.
2010
o zo ao ao
A
BLDG A PROPOSED GRADE
FF=13.00 FLOWLINE SWALE
o
EDGE OF EMERGENCY
ACCESS SECTION
CONCRETE PAVEMENT
EDGE OF PAVEMENT o EDGE OF PAVEMENT
1 inch = 40 ft. Horizontal
10.00'
6' WALK
------------
____-------- -�---
PROPOSED GRADE
EXISTING GROUND
FLOWLINE
_ _ _ _ _ _
_
EXISTING GROUND
EXISTING GROUND
EXISTING PAVEMENT
EXISTING PAVEMENT
„ Ca''b
PROPOSED G
e
SECTION A
SECTION B
SECTION C
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CC 80120 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering Surveying
1
2
3 4
5
a
5
rd
N CARO<
I
C
DES
I DRw
ICHK
FIRE PROTECTION
BRANCH MANAGER
CHEF LNG/ARCH
a"sZ
J
5
OZ>
CD
00�
Z
Lu I Z
w
W
a
w
0-
o�
w
>
w o
z F-
�
F
w 1LLJ
rtN
Z
Q
J 0 40Q
Q
Of
L a v
Q T
H
Yid CL
0
z
Qw
2
z
C3
J w
O
Z
Z Cl)m
w
CrO
C
Z
OJ Z:Z
Q
a
0
w�
o
w�
U0
Z_
Zp
::DO
LLJ
= J
w
o� z
d
w
0
O
z J a
¢
~
Q z
Cc
Ld
vW
D
CODE D NO.
SIZE
0
SCAEe. AS INDICATED
MAXIMC No -
.,07 OFFER NO -
0
WORK ORDER NO. -
U
CONS -If . CONTR- NO
0
N40085-09-R-3215
0
N
NAVFAC DRAWING N0.
-
SHEEr C-102 ofOff
sHEFT NO
Q
C-102
N

2
f SOFTBALL
FIELD
RO
I RE
N
C-102 C-501z
(TYP. )
r \�
� I ,
1
l
\ x
\
A. I\
PROJECT LIM TS
x
,1'-- 00
\�
\ \10.
WETLANDS
tI,
MATCHLINE SEE SHEET C-102
�s
_.
1 , PROJECT LIMITS
�1\ )
r - _
r'
r /
t
1w
f10
�
I
l
r'.
y l LIMIT
hi
TL
e/�- --_ — - D i
_.
r / . 6
r // �JCo r 6 ti l
RR
//
OR
p 20 40 80
1 inch = 40 ft. Horizontal
LEGEND
20
EX. CONTOUR (MAJOR)
- --
- EX. CONTOUR (MINOR)
20
PR. CONTOUR (MAJOR)
PR. CONTOUR (MINOR)
_0.6% _
FINISH GRADE SLOPE
x 20.15
FINISH GRADE ELEVATION
EX. STORM PIPE
PR. STORM PIPE
OD
PR. STORM MANHOLE
❑❑
PR. CATCH BASIN
SB
SPLASH BLOCK
FL
FLOWLINE
SL
SPILL LINE
TO
TOP OF GRATE
o
SW
SIDEWALK
U
FG
FINISHED GRADE
EP
EDGE OF PAVEMENT
W
W
HW-1
CONCRETE HEADWALL NO.
CB-1
CATCH BASIN N0.
W
W
FES-1
FLARED END SECTION NO.
Z
MH-1
STORM MANHOLE NO.
J
CI-1
CURB INLET NO.
U
NOTES:
1. SEE SHEET C-105 FOR EROSION
CONTROL MEASURES.
2. GRADING IN LANDSCAPE AREAS AT
BUILDING TO BEGIN 0.5' BELOW FINISHED
FLOOR.
3. REFER TO ARCHITECTURAL PLANS TO
VERIFY DOWNSPOUT AND SPLASHBLOCK
LOCATIONS.
5.00'
EDGE OF PAVEMENT
�.� `-PROPOSED GRADE
EXISTING GROUND
— — — — — — — — — — —r — — — — — — —
SECTION D
5.00'
EDGE OF PAVEMENT
�N PROPOSED GRADE
--- 'EXISTING GROUND
— —
-
SECTION E
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
www.calibre-engineering.com
Construction Management Civil Engineering Surveying
5
545E i 'I c
-30 10
Y'V.
0
DES
I DRW
CrK
FIRE PROTECTON
BRANCH MANAGER
CC
CHIEF LNG/ARCH
QUs
Z
M Z R
J
L�
o Z ->
Z�
0
Z
C
gZ
LLJ Q o
a
w
oir
W
C�C
Ld G F
ZLU
w ?
J< N
JQ
Z
Q
0
4
Z
LQiZ
Q v
Q IJT-
¢�
Y0a
z
z
Q W >-
z
�-:j
0
W
0
Z
Z (/)
I-
m
Cr
W Z)
w
0
0
o
W
02
Z
z
a
]
/rt
Z
W
LU
U 0
Z
Cl)a
U
4 w
BILL!m
w
Z�oZD(3)
LLJO
cn
=Jc
~U�
LAB!
�
d
W
CDLL
AD
z J i
Q
~
F-
Q
0-
Z
U
L11
o
CODE ID. NO
SIFF
D
scaLL AS INDICATED
MAXIMO NO
JOB ORDER N0. -
O
WORK ORDER N0. -
U
CONSTR. CONTR_ NO-
N40085-09-R-3215
0
cV
NAVFAC DRAWING NO
SHEET C-103 of -
z
U
SHEET No.
Q
C-103
Lo
c.0
2
3
E
5

I
IG1
1 06 SA
o_a �_cj
-7 cP J
1
MATCHLINE SEE SHEET C-102
O)� 'o, m
1 .0
d
-11 C-102 C-501 ES CD
�
T
0
.-_tom;
,30 10, °ee
1 W 3.5%
Ix w
A
bxI 7
1 .6q
10.2
POST
aos7f2>
10.01 o j P07(3) i l U
J EP I A2sr{3)z (LI �
I I
-W--- - NJ I I Pos7(2) ® o //14 PROJECT LIMITScp
? �'Q �50 (� Q �A
C-102 C-502 0 I­-A
(TYR) w q'
wu ��11
j 1
FF=11.50 S �
1
BUILDING �j C-102 C-501 I -
a
102 C-501 1 e r -j (TY .)
I (TYP.) CB-9 i o-9.s� CB-8
1.0% 1.01 w 1.3%_ �Q E 107
"
9.88
Ge G �° �10.50 T
EP Oda
TO
G �10.E0
-'V%, ...........-W 4� 9'`-W W
0
-_C-102 C-50.2-- �_U
mow- 10 (TYP. o r-
8.90
EP r �a
9 o'cy�
CB-1 ,C-102 C-501- 8E81 Qe
/ (TYP) WCUT LINE 8.581, 1 1
� EP \
EX. STORM D < EX CATCH\ BA
M
C
r
U
W /r
w
= t
(n
W
LU
CO
LU
Z
J
U 1
�
SC-103 C-501
Q-I
t
a
�
o
O
{
� �
I
T /
x
TORM DRAIN`
1
I
�
i
/ 1
0"� R
AVE
I
a
�� • 14.59- 1 �. ' SQ00.
77
/_13.73 EP� ��Q ®. W
5�� I\✓ m/ / EP /3,89 13.39 eeQ
EP EP
10.93
FIL
11.92
E -i9 EP EP
EP 1
T -o fi,----_ _ �� � ' � � �' MH-2 C-104 C-501
cave 1z-78 ��'
;5 - I i •_ w it 1 � ! � 1 ' ti ' �
W 6 � w � t W J � T W � t2 � � � i i � �-W "t �FG � � ,'C-104 C, 5
o �\�W .� �� j` (TYPE
� � / t I I �
col V
mOF
10.14
� 1 ' TO
CB-7 C-104 C-5 �"AC, , � / ``' / o
5 3 11.15J11.15
A9 EP
� � ,}i } II vVee��Q I � i eQ��ee
l e
l ,
� p P� I 11.14 11.14
\ I
EP EP
Q I
o j /-1 t t � 1z.1st 1z.3z °I
EP \ EP
y _ � ��sru
ti Gov Fra=�=
� �No � � l / / / � � � � PROJECT LIMITS
� � t` � rt f � o f 1 5
11 1 12 - l / /� //Y / jt HW-3C-104 C-501
/
f/ 11 C-104 C-502 ( o f f /� tl G r 'F� (TYP.)
I I /
TYP.
aco
Ily 1 ( I
7 J � � � �Q
{ (NO
�1 �FLf
co
70
1 CUT LIN
I I i 6, 2
- C-103 C-5 4 �__\ /%FL INLET C-104 C-50� _9.00`,1
51 \ / o° y CI TO r C \
3y� 10.01 7Gffl CB-6 C-104 C-50k 3: 1 5
ROF/�F q 24„ S9 � \ \i 9 �� a�� cave uc a�y> �h ,lea 107.89' OF 24" RCP EP t0.01 /
1 t
C RCA - o- 1 A �--- �9 9 oQ� oQ 9 PROFILE 'D' C-301 rEP �s \\
3C� �° \ A 10 _ 9 00� IIOI
CB-4 C-103 C-50� \ 7w Pau -UP. • • 19,71' OF 15" RCP �e� 1 10 1 F s �' 67.10' OF 36" RCP r EP Q�
1 ���o �° �3s a o PROFILE 'E' C-301 _S CB-1 �0�% FL68 0.7%1 T PROFILE/'C C-301ig,' 2 , . h
C-103 C-502 e e _ C-103 C-5 I
e Q 4 ° -t ' -� oho\1 / CB-5 SHEET -
9.3s -- Z Sew - 10.22 G 7p I e C-104 C-502 e \\
f SEE EET C 505
(TYP.) ti Z EL (TYP.) e e
� �_ C-103 C-502L - 0.34' �o 10.45>1 �F-1 Fnn. \_11.z9 } v
10.34' OF 18" RCP
4" FORCE MAIN 9.55 QR` 0 4 ,EP p �= o i 517.68' OF 42" RCP EP \
S FL a4 ` 7 �FG PROFILE 'C' C-301-34.21' OF 12" RCP 1 \
- PRbF1LE 'A' C-302 ( o o
9.03 TYP) �6 �oF 1 e . �' l i 5-
11 - e MH-1 C-103 C �� oQo� 8.12 PROFILE 'F' C-301 1
j EP FM =����p o -_ o� -103 C-5, E 1 II
�C-104 C-501 ES- \A EG Hw-2� 04 C-501 />
05� 0b �°FL EP,/(TYP.) (i ) wi 5
-� ._ I 4" FORC MAIN / 1
9.32
�_ �e �I �M9 �e FM_11.3o e FM �I 1 T PROFILE C-302 ( i
�- 8 EP t / /STORAGE BASIN
�r� 5 5 67-Q \ p5EE SHEET 505 / f
E \ A T LIMIT I QG 0 1fl' S
oQti-5
.8-t2� �rl� '/ ♦ �\ �V %
EP 21 8�9 �vJ ' 1 i �u oos� I 5 / FG si // /i ♦ \ ~ \ 5 \ /
o I 1 \
D � � �-' �� / �►__ _--�_ - ---�r=� ��.- _ � �5 %%- /%,%ter'' ,�, . ., y v , _� .._-- f ii
N.
4 PROJECT LIMITS ♦/ r __ _ ^1,} 4yD _ if
rC �/ fwrocs v 5
♦ - , �// ,�i= / � v " ~. ? �i� Irl�i'�, � I�� a �`^�!/ ...fir/� � t
OF
77
1 12 5 4
EDGE OF
PAVEMENTS
PARKING BUMPER
LEGEND
----20
EX. CONTOUR (MAJOR)
- --
- EX. CONTOUR (MINOR)
20
PR. CONTOUR (MAJOR)
PR. CONTOUR (MINOR)
0.6%
FINISH GRADE SLOPE
x 20.15
FINISH GRADE ELEVATION
EX. STORM PIPE
PR. STORM PIPE
OD
PR. STORM MANHOLE
❑❑
PR. CATCH BASIN
SB
SPLASH BLOCK
FL
FLOWLINE
SL
SPILL LINE
TG
TOP OF GRATE
SW
SIDEWALK
FG
FINISHED GRADE
EP
EDGE OF PAVEMENT
HW-1
CONCRETE HEADWALL NO.
CB-1
CATCH BASIN NO.
FES-1
FLARED END SECTION NO.
MH-1
STORM MANHOLE NO.
CURB INLET N0.
1. SEE SHEET C-105 FOR EROSION
CONTROL MEASURES.
2 GRADING IN LANDSCAPE AREAS AT
CAiR
i
03 V 3 1
BUILDING TO BEGIN 0.5' BELOW FINISHED
FLOOR. �pF' .NCT(NEE
3. REFER TO ARCHITECTURAL PLANS TO
VERIFY DOWNSPOUT AND SPLASHBLOCK
LOCATIONS. DES F)Rw OWN
FIRE PROTECTION
BRANCH MANAGER
o CNIE ENG/ARCH
0
EDGE OF PAVEMENT U A z
oZ> � Z
Q
---- FLOWLINE- Q o = J
---__ w z P-00 a w
---_-_-- forr W
z o Z LU
w l JN Z Q
SECTION F a Z 3 o T
a2 YpCL 0
Z� aW>_ z
O �U)m cl� o
PROPOSED GRADE Z Z W O m
LD
-EDGE EX. PARKING Fr W Z) Cl)
3' --- w Z o
Z J a
------------- y.�U,
-FLOWLINE SWALE LU a U 0 Z o
EXISTING GROUND � w w rn U
< - Z w
- - - z
20 40 80
t inch = 40 ft. Horizontal
ION G �
_�8gio
00-1
U�_
~w
'6 90
ZLL
Q
CD
CA
J
m
`\
o Z
V)
-`\-
(D
CODE IN N0.
SIZE D
IV
s
sCALF AS INDICATED
~
MAXIMO NO. -
JOB DEDFR NO -
WORK ORDER N0 _
Callba
O
CONSTR. CON`R. NO.
N40085-09-R-3215
0
N
NAVEac DRAWING NO
Calibre Engineering, Inc.
_
SHTT C-104 c- -
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
Q
SHEET NO.
www.calibre-engineering.com
C-104
Construction Management Civil Engineering Surveying
n
N
5

5
I
I
I
w
STORMWATER AND GRADING NOTES:
1. UNLESS NOTED OTHER WISE, CONTRACTOR SHALL ENSURE THAT EXISTING DRAINAGE PATTERNS ARE
MAINTAINED.
lit
2 3 4
GENERAL NOTES / LEGEND:
SEE SHEET CI-001
SITE NOTES t.
Ot TYPE 'T' PV CANOPY. Lxg 72
SEE STRUCTURAL PLANS "`
TYPE 00 PV CANOPY.
SEE STRUCTURAL PLANS._
O300 DIAMETER CONCRETE CAISSON.
SEE STRUCTURAL PLANS
INSTALL NEW SIDEWALK.
SEE PAVING AND STRIPING PLAN
AND DETAIL 3/SHEET CS-107/CS-207
INSTALL NEW ASPHALT JOGGING TRAIL
VV SEE PAVING AND STRIPING PLAN
AND DETAIL 4/SHEET CS-107/CS-207
OCONCRETE WHEEL BLOCK
SEE DETAIL 5/SHEET CS-107/CS-207
OADJUST RIM TO MATCH FINISHED GRADE
ONEW DRAINAGE PATTERN. CONTRACTOR _
SHALL ASSURE POSITIVE DRAINAGE FROM
INTERFACE OF EXISTING PAVEMENT AND
NEW PAVEMENT OVERLAY TO RIM OF
EXISTING STORM DRAIN BOX.
OPROVIDE SHADE TOLERANT PERMANENT
GRASS COVER AS NECESSARY IN
PARKING LOT ISLANDS AND ALONG
PARKING LOT PERIMETER.
ELECTRICAL SITE WORK NOTES,
1. REFER TO ELECTRICAL PLANS FOR
ELECTRICAL SITE WORK ALIGNMENTS, NOTES,
AND DETAILS
2. SITE AND ELECTRICAL CONTRACTORS SHALL
COORDINATE TO MINIMIZE PAVEMENT
DEMOLITION/DISTURBANCE.
3 STE FEATURES DISTURSED/REMOVED
DURING ELECTRICAL INSTALL SHALL BE
REPLACED IN LIKE KIND.
40 0 40 80
1 INCH = 40 FEET
CAPE FEAR
Engineering, Inc.
151 Poole Rd, SUNS 100
Beh3le, NO 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
NO LICENSE NO. C-1621
5
11
a
i
b
2i-c3
DES - FDRW - 1CHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENGARCH
0
C
u
Q
aJ
g
8v
ZO
pi
C1 z
I Ir
Lu
� Q
zg
U
a=
I3❑
>Lu �a
�Zm
>a
ZJ
O
�O
�z
g
D
w
Z
Co/5
WU
°
z
w
as
Z
Oz
o
z
�W
W�
10) UU
Z
N
W
J
¢a
\
J
cV
2 m
04
N
LaL
OU
A
r mmj
`S1
0
(L
3
m
m
N
CODE ID. N0.
SIZE D
SCALE: AS INDICATED
MAXIMO NO. -
JOB ORDER NO. F)D%
WORK ORDER NO. 8W46
Q
CONSTR. CONTR. NO.
N62470-06-D-6002-X023
0
NAVFAC DRAWING NO. -
H
H
SHEET - OF -
SHEET 02
�
TC
W

1 2 3 4 5
LEGEND
e (/ \5�oy�
- 20- - EX. CONTOUR (MAJOR)
EX. CONTOUR (MINOR)
i v v\ l I I
i I - �� I t, x \ 20 PR. CONTOUR MAJOR'
' CONTOURMIN
I r
-12- EX. STORM PIPE
BASIN LINE
- - .
1} 6l E \ I ! - - Il t E 1 Q DESIGN POINT
_
o.47 / D
j \ o.ao0.8
1 I I ( PR. BASIN LABEL
S
I 1.04 �Sq
Q RUNOFF COEFF.
10-YR BASIN
AREA(AC.) 14.6
FLOW (CFS)
rr ll I / o
_ 1
1 I I 3 F
t
T
0.49 1 I /
'H�3Y1 \ - - I L S1
/ n - 0.683.2 ' i a � i )� � � ' � �\
Ir
f �
r1J.1 U
t
0.49
0.77 W
f i W R1 �4 \ P
A I 14
0.150.9 -- { - _---�
0.9 .i -- -- ---
I os H I � � ,� _ � � \ � OS-1 .
o.2s o.ao I I r o �' l i o.aa o.3s l
9 "✓ 3 I I A 1.7 7� A
(� k❑ / 8 / 0.72 % / �� �i/ 1
C - -
1 I I ? I \ \ ` 1
I ost oss i
❑ 0.38 2.3 V � 0.55 3.1 ❑ I I
R--
t 12 o
j 1 v
rod
-
\ .33
0.2200.7 - r r- -\� / I IS
T ����1n►CARp����iii�
Aj
A I I o.3s 3.2 3.a I % ✓ v
/ V DES DRw CNK
V I I I ll
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
F- ::3 B
o
0.44 4.0 ' A,
vx I I� t I\ I /� t t/�i�(n w
v
I / p OC >
Ao.33 - 1 I I/ // I IgZW �
Z ( t.o9 / t j i3 2 � � a a
Y I 0.54 j
v v L Ili I t o.45 o.7a I o.42 22 o o
CL
7RECEIVED �p GHQ o
_ -- - 7
�/ - B r i r I I ^ APR 14 2010
t.o9 I/il \ BY:----- z V m
_
� W z
Ir
Ud O o
( / / / a l r/ vv vv z � I a
O
Uj F- o
BB 1 t z Z =D
0.53 0.22 - l A\ \\V I W Q �
LAJ
A Z w
g 10 M 1 t �- _
w} v)
ULL A
� A j - E Q a o
- 11-- / 1 NQ LLQ fop
Q�
035
�o - \ _- lg7 FM / l / h t I 1t o zs so Sao Q U
%♦ ?. `' - 0.93 0.86 \ / 4 soh _ I
I� 1t z N
♦ _ ` tV t ZD
CODE ID. NO, SIZE D O
rp SCALE: AS INDICATED -
�' r \ \ ILI 1 inch = 50 ft Horizontal
MAXIMO NO.
\ Tj/!Ile Joe ORDER No. ' 1 �` \ v / - o
ri
! _ t - \. � �,,, A _ �. � %r�� � \ �` \ � � `ti- � WORK ORDER No. - U
/ --lam \---.._- = _ //�/ \ a
���� •� f. �_ ►�_.. -� ... .-'" �/ld �l� r '�, V ..\. / CONSTR. CONTR. NO. O
r "rf i \ - CIa' 1 b N40085-09-R-3215 0
� / I Calibre Engineering,Inc. NAVFAC DRAWING No.
- 2
y 8201 So
uthpark Lane, Unit 200 SHEET of v
Littleton, CO 80120 [phone] sNFEr No. of
✓ l / < - ��t,tt / www.calibre-engineering.com �
Construction Management Civil
Engineering Surveying
cV
1 2 3 4 5

1 2 i 3 4
5
C
I
0+00 1+00 2+00 3+00 3+85
STORM PROFILE ON
m
=
U
cc
^
Ln
Ln
No
20 20
LO
20
In
In ^
Q
-
O v
z o
O M
o
O N
7
N
1<
OMN
GOON
_D
m
00 P z
C' z
o
2C
a
+¢ j
+-
PROPOSED GROUND
C)
_0z Z
@ PIPE CL
10
10
a
EXISTING
ROUND
C
--
�@ PIPE C
Fy
1C
RCA
-
_ 1
EXISTING
- _ \
GROUND
L=19,71'
_
\
@ PIPE CL
0
S=4.01 %
EX.
_
18" RCP _
0
15" RCP
L=10.34'J
S=1.54%
18" RCP
-5
-5
C
Ln
I
Rn
LO
U
I
^
.m
U
^
N
CD
t-
r]
I
N
O
O
_
] OHO
Ln
Z
O�
^
] O O On
h-
(n
000
CV
owz
o
m
-0
En H-
_
� W
Q
+
oz
J
O
Q
Ln NO
o
ED
w
+>
=
oZ
�; PRO OSED
GRO ND
554.2j @ PI DE CL
Rip
0
N
Q
N
m
U
^
m
U
^.
O
N .
O,
0
W
3:
J
r
O
Z
O
O M
N
OCc 0
Q
O�
I-
R-
m
r�) of
O
Z
-
Z
O
U
r0
E6B-
oZ
j OF
_ tnQ
C +By
>
Q
�Q
+n_ >
J
J
O �
J OU Z
z
U
CD Z-
N N
<
O
0
�.
-.
Q
W
00
+ >
=
oz
EXISTING
GROUND _ PROPOSED
@ PIPE CL GROUND
L=30.31' @ PIPE CL
S=0.50%
0 12" RCP 0
0+00 1+00 1+44
STORM PROFILE 'B'
0+00 1+00 2+00 3+00 4+00 4+50
STORM PROFILE 'C'
U
W
N
^ ^ LC)
L
w
In
Eli
ZT)
v (0Q
Q 00
M
CD O
ro (D U Lr) W
=
o o in M 00 0c ~
U
oN F- N�Z ::DQ p—Z
.� O
U
_
oLij no o
> >
.+
> In CN Z Z
w
oU?
EX. 15" RCP
0+50 1+00
2+00
2+70
0+00
1+0U+14
0+40
STORM
PROFILE 'E'
STORM
PROFILE 'F'
N
m
U
m
U
I
1
w
20
Li
o
00 LnN
N
I
0
Z
I
z
n� Q
PROPOSED GROUND
m
o
00
- NQ
CO) PIPE CL
Cc BE) 00
o+0 z
EXISTING GROUND
0
��
@ PIPE CL
<
w oz z z
p
x
+ Bf »
Z Z Z
Z
10
W
.0
�1�-6" FIRE SERVICE
\_8" WATER MAIN
L=152.62' - --
A 5= 7. 609 --
15 RCP
0
0+15 1+00
10
2+00 2+282+50 0+00
STORM PROFILE 'J'
/-EXISTING GROUND
@ PIPE CL
PROPOSED GROUND
(9 PIPE CL
L=255.72--- — — _�
5=0.99% 15" RCP
1+00 2+00 3+00 4+00
STORM PROFILE 'G'
1+00 2+00 3+00 4+00 5+00
STORM PROFILE 'K'
2 1 3
6+00
I
�
U
U
^
X
10
W
_
_
^^
^
In
= 20
20
2(
z
z
Cn
mor,r)ro
oz
Q0
J
O
m 0)
0
= O OD M Q1
�
Q
M
o�
= W O -�
zo
O00
NQ
Q+D'>
Q �wz z
w
+>
U OU? EXISTING GROUND
x +<> >
>
_
4 z
@ PIPE CL
W= 0 z z
Z
PROPOSED GROUND
@ PIPE CL
10
10
1C
�8"
DIP SANITARY
L=136.46' S=0,25%
15" RCP
0
D
8" WATER MAIN
0
1+00
2+00
5+00 0+15
STORM PROFILE 'H'
Q
U - m
U
N ^
20
COD
0
LiM N.
w r v
J
Z_ p. In
O. Z 00 N
0* 0) J O CD FAO N Er)
W
� . O Oj O 0] � Qv DO LO . �
U n. Z
+U> S LnW Z Z O
EC) Z U 4 F-
+<> > >
U— U Z Z Z
PROPOSED GROUND
10
@ PIPE CL
C
L=107.89` S=0.25%` \\
24" RCP \
J
EXISTING GROUND
0
@ PIPE CL
0
0+00 1+00 2+00+14
STORM PROFILE 'D'
O -
-
i
M
LO
In
w
U
^
O
BCD
N
O�
o
EXISTING
?
o� _D
GROUND
V
NQ o;
PIPE CL
�l oo
CO
+� >
it ocD z
PROPOSED
Q 0E0 0
m
00
GROUND
rooj
= N`JJ z
o
@ PIPE CL
-�
Q+�>>
1--8
DIP SANITARY
caz
z
I
" �8WATER MAIN
- '•'03 30,4-110
�::..
R�IIIII1111\\1�
L=159.28'
5=1.50.1
15" RCP
[FIRE
7ENG/ANCh
CHK
G G 0+15 1+00 2+00 2+25 STORM PROFILE 'I' B
� I
m
I U ^
m �
U
G
^Ln 00
DO �.
20
I
�Z, zCD
.�
Z Q CD 00..00 O
(DO
CD N O C) � AD m `]�.�
Q -0
M Op d. En I- _ (D W 0
O Z U LO
= WZ_Z_ O a�
,Q PROPOSED z
a +w > > > GROUND
0 0 0 z z z @ PIPE CL
08"
DIP SANITARY -
0
-- - �EXISTI
G
GROUND
— — - - (P PIPE
CL
L=105.63'
S=0.25%
lx__8"
15" RCP
WATER MAIN
0
0
7+00 7+707+90 0+35 1+00 1+81+97
STORM PROFILE 'L'
M0~ J
oZ>o
g Q
Zoo
LLI U) LLJ
L' p >
m m BIB LU
�
"'
20 w U Ln 20 F p Q W z
^ Go U< O U' T LL z
N No Z Y Q a O
<� UW
zn w.n � zo "' Z� F_ z
Q Y D) On 0� 0 U � lii Q_ 0
Qi —
m 0LO 17, m �� � Z Z w _Z m
F_ o� � o!NF-O (r W
a 0LET z Z ~ 6 Q> W tz Q z
10 wocCDZzz-- 10 W� o
Z U 0
T �EX STING co =
_ GROUND ¢ W. z Ca U w
@ IPE CL = J w }O Cn
w lL
PRO OSED o Q o J
0
L=67.3% GRO NO LL z a o
,52'SP @ PIPE CL w Q IX v
COaQh[3,
0 w 0 o Z
Cn
0+00 1 +09 +117+30 ZD
CODF IF N0. SIZE D O
STORMPROFILE 'M' SEA AS INDICATED
MAxIMo N0. - EI,
Jag ORDER N0. CD
Calibre
W
CHRK ORGE4 _ U
�� CONSTR. CONf4. NC:)0.
o zs so \oo N40085-09-R-3215 0
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
1 inch = 50 ft. Horizontal Littleton, CO 80120 (303) 73(
www.calibre-engineering.com
Construction Management Civil 1
4 5
N
NN,=AC DRAWING No.
S
su-ET 301 0E - v
CEVED1 BH,_ET NO. c
I
\gine"Rgl pt fring C=301 Q0
N

1 1 2 1 3 1 4 1 5 ,
I
m
n
SAWCUT EXISTING7 7
REQUIRED • ACCEPT
PAVEMENT SU --UMIOF 7 0NT RECONSTRUCTION MATCHGRADE
• aTO MIN
ai 120 NEWOF EXISTING PAVEMENT
PAVEMENT TO REMAIN
- TO REMAIN (DEP7H VARIES)
JACK COAT
NEW 10ASPHALT
////.�' OVERLAY y 1 NG
1'►
A'W (SEE DETAIL 7 THIS SHEET)
EXISTING BASE Tj I
MA7ER AL TACK C�� 11A I=NEW SUBMADE TACK
YI
EXISTING
NOTE:
7'i
•
PLACED CONCURENT NTH BITUMINOUSOVERLAY
NEW 1"ASPHALT
OVERLAY
AVM N X SI N �2 PAVEMENT MILL AND OVERLAY
(NTS) (NTS)
C
)
6' 24 BARS
MIN N I r- 7DIA nN000S-
HO
-"-I---�/'- FILE
712L3/4- TO 6.1•
MIN
TOP OF REINFORCING
BAR FLUSH WITH TOP
OF CONCRETE -7
r _
DIA. REINFORCI I..0
FRONT VIEW
5"
MIN SIDE VIEW
5 ONCRETE WHE
(NTS)
r
r;. m,
-! PARKING SPACE
O HANDICAPPED
SYMBOL
IF CURB
;E OF
:NT
io
N
�s TYPICAL INTERIOR PARKING
STALL DETAIL
(NTS)
12'
PARKING
ADDITIONAL SIGN/
TO INDICATE A
'VAN ACCESSIBLE"
HANDICAP SPACE
O HANDICAP SIGN
(NTS)
2
1/4' R SEE PLAN FOR WIDTH
s
SLOPE TO DRAIN
SPILL CURB OR CURB
AND GUTTER
L------ —
I
WM EXTERIOR PARKING
SPACES TO BE 9'X18'
rtnnnmmmnn .; y�m
•
m
6'-0'
EXPANSION p
JOINT T 4_V
SLOPE
12.1.
MAX.
..........
C
COMPACTED SUBGRADE
EXPANSION
JOINT MATERIAL
SLOPE: 1/4' : 1'-0'
O CONCRETE SIDEWALK
(NTS)
HEAVY-DUTY BITUMINOUS BITUMINOUS CONCRETE
CONCRETE PAVEMENT PAVEMENT
SEAL
20663
A
191
FOR REPLACEMENT AND REPAIR OPERATIONS, CONTRACTOR SHALL
REINSTALL PAVEMENT SECTION OF THAT ENCOUNTERED IN FIELD
4d41n1
!I `
DURING DEMO OPERATIONS.
DES _ D
ICHK
_
FOR NEW PAVEMENT EXPANSIONS,
BITUMINOUS CONCRETE PAVEMENT
CONTRACTOR SHALL INSTALL
SECTION.
FlRE PROTECno
&VA04 M41AGER
CHIEF ENC/FRCH
I�
z
B
PAVEMENT
O (NTS)
SECTIONS
OZ
9
0
W Q
?U
H
0
F=H
-EXTERIOR PARKING SPACES TO BE WX18'
Z 0
cry
-ALL HANDICAP SPACES SHALL MEET CURRENT
ADAAG AND UFC
} Z
TIE TO EXISTING NEW PAVEMENT EXISTING PAVEMENT
Q
CD Llj
PROVIDE GRASS COVER
$
W J
Z >
MATCH
Ui
EXISTING
V
O
I
SLOPE XISTIN
00"
a
}
SI.OPEG
F?T11I:CT/,R 1
A PLAN I
10 HANDICAPPED RAMP
(NTS)
3
T1Z/jj1T1Zj- Fr 0C
W o
Z_ Z W
cc z
� p
a Z
NOTE: CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE AND SHALL W - U o
ASSURE THAT ALL NEW IMPERVIOUS SURFACES DRAIN TO PERMITTED c
STORMWATER BMPS. `' F Cl)W w d a
aQ c
z
O11 PAVEMENT EXPANSION AND GRADING DETAIL �� oA
(NTS) o H
CODE ID. NO. SIZE D Z
SCALE: AS INDICATED a
f/f
WXWO NO. — W
4WCAPE FEAR M DRNR NO,
Enineerin Inc" WORK ORDER NO. I
9 9� CONSTR. CONTR. NO.
151 Poole Salle f00
eewlll•. NC 23451 N62470-06-D-6002-X023 N
TEL [phone] FAX [phone] NAVFAC DRAWING NO. 12589047
_
www.capefearengineering.com SHEET 13 OF 78
NC LICENSE NO. C-1621 SHEETC ` _ 1 O
4 5
•

2
3 4 1 5
COMPACTED FILL OR
GRAVEL, EXTENSION
OF FABRIC AND WIRE
INTO THE TRENCH
FILTER
D
FABRIC
BACKFILL
MINIMUM 8"
THICK LAYER
OF GRAVEL
BOMINIMUM 17
V—TRENCH
C
IN
w
films-- CENTER
STEEL POST
NOTE
SEE NARRATIVE RIM
FOR MORE DETAIL.
ISOMETRIC VIEW
EXTENSION OF
FABRIC AND WIRE
/ INTO THE TRENCH
COMPACTED
FILL
8"MINIMUM
14"MINIMUM
SECTION
1�1
an
FILTER
FABRIC
4"MINIMUM
SECTION
SILT FENCE
(NTS)
4 La o 1
ou'oo' REFERENCE EROSION CONTROL
000000i CALCULA710NS FOR SPECIFIC
o�000 DIMENSIONS.
OUTLET PIPE DIAMETER
(Do)
d50 = REFERENCE EROSION CONTROL CALCULATIONS
dMAX = REFERENCE EROSION CONTROL CALCULA7101VS
La = REFERENCE EROSION CONTROL CALCULA7IONS
MIN. APRON THICKNESS = 4.5"
NOTE' GE07EX NONWOVEN FILTER FABRIC TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
01
CDLI171T
W RAP
DIVAM
L X X D
CUSS
00AIV1Y
HW-J
8' X 5' X 1'
f
1.5 Cy
SiZIRAGE BASH
OffALL
13' X if,X 1'
f
55 CY
MI MARW BASW
OffAu
IVx e• x r
r
so cY
5�5 OUTLET PROTECTION
(NTS)
PUBLIC ROAD
8" MINIMUM
THICKNESS
2"-3' COARSE
AGGREGATE
NOTE SEE NARRATIVE
FOR MORE DETAIL.
#W91 gum
0001111
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
TEMP GRAVEL CONSTRUCTION
(NTS) ENTRANCE f EXIT
NCDOT #5 OR
WASHED S'
I I I I
Ir II
u u
NCDOT #5 OR #57
WASHED STONE
OVERFILL 6"
FOR SETTLEMENT
BYPASSN6Y BELOW \/ '2 � DE��
SETTLED TOP OF DAM ��i a i SLoP AAAX.
NATURAL
GROUND
4'MINIMUM
SECTION VIEW ��
SMINIMUM
WASHSTONE 1'
NOTE: THICK ON FACE
HARDWARE CLOTH SEE NARRATIVE FOR FROM TOE OF DAM 5'MINIMUM
OPENINGS) MORE DETAIL. TO WEIR.
3,600 CF / ACRE a
r�i 2:1 SIDE
SLOPE MAX.
CROSS SECTION
0 HARDWIRE CLOTH & GRAVEL
7 DROP INLET PROTECTION
(NTS)
I M= 3
f VARIES n= 0.03
3 'l
TEMPORARY DIVERSION
(NTS)
LINED W/7H REINFORCING MAT77NG AND SEED
PER SPECIFICA77ONS OR SOD.
3:1 GRASSED CHANNEL
(NTS)
X
m 2:1 SIDE
7n SLOPE MAX.
TEMPORARY SEDIMENT TRAP
(NTS)
CAPE FEAR
Engineering, Inc.
151 Poole Rd, SuHe 100
SOM11e, NC 28451
TEL [phone]
FAX [phone]
., www.capefearengineering.com
NC LICENSE NO. C•1821
a
I
E
'T:oVe U G�
�.u•e
DES — jb4 — CHK —
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
I
C
J Z
B
0
LL O
z Z
0L Q
g
11=
bQ
WF-}
I3�
>CCQ
J
QZ W
Q
0 <
ZJO
O
Z
O
O
F--
wO=
F
Z
ZR
C
H
WU0
wU)
a
oo
Z
0
pz
V
o
�.
w
W W J
Of
W
mW
ZW
J
N
ca.
V
�<
O V
I
o
� m
V
a
ail
a
1I=
m
:D
fN
w
CODE ID. NO.
SIZE
D
SCALE. AS
INDICATED
INXMO NO.
—
JOB ORDER NO. FW
Loi
F
3
0
N
H
WORK ORDER NO.
CONSTR. CONTR. NO.
N62470-06—D-6002—X023
NAVFAC DRAWING NO. —
SHEET — OF —
SHEET yQ S — 108
(v-
!C
W
,
•
1 2 3 4 5

U
C
I
0
uG� p� �y,� ANE q^, yy. Ye py;g� y�EfA� ,,.,��p RY
i Ayiryb, e�! AVI'ssG :ryiW DNIN\ �i{ S7 p�T/ftDYXCU ii'FO FYfi°.. Vra i/+AA',. Call 7CW
ICE
Z tI'TAW PUP T9 =- UZD TO ?,)'WiN rOND IN 01,6 OF EURXNC,'. AV TO 5
P-A.Mi ON RF a fi€RA1 CH SMEN ATTACW1 ,J H0ff;NLET AW- i:fi'ORED wiH S!(s%'<':
HOSE tWILET TO RAW AC-OZ STs'<8LE U, �AV AREA 9+TT tE.Nr TO RES}RNIV r7 OCN.
3. POND SO;"l,�;x•ES Tu BE PERUANENRY ➢ OUA7frEi Y STAMIM Mr. t"ardTvKM a{Y3.
l
r 'k\l
t �"` off �� ••• .i
1 i i
_
✓ / e } _. _ 8Y PASS wk+'!r`OON
RADIUS ?I: FT 28 L? 30" O 19 0 \
StNGT?t
..
-: 12 � Rtp7US - SFi2
/ _ ~
\, u t,
4.t1...._._._� + , its ;�
7.5 C:Y CL 9 P,P RAR
Rs iS - 2C.S iT' \ F.RifkUS 4v7 FF ,�'" N ITN ri.S
+ x / r j UNG?H 25,5 t! �I)Iklfhli 'Lifi£fuwFl Ev = a(t ^- Y✓ Y3SeNJkP,C di r" -
t3YT PWP0RA?t7 P0(A. RE`J�UIM - F..i
E% / aitiffr'I.•<. AEA f� x.€? " . _.. h zh'+ r• ."'-•'` "` r yr''r d RAULtC
r rY' f _ i�„ ur x _ .."✓"`•r..- . ^.:✓ I F3iv!N
Ni:lh:�qj 8x`�`,NG P. 3 i t f E ANs"�27T•.'ATON RAW4 ,r,A % ...s '""....•:...; � / / - _._ �
C�af „f€3�.1 ta 5:0. �� i } `t 8di%.kl B(i?.+"s�,fA - nC+ f „ ..•.'`� ..^ ✓ %.,. ^' � � / � / .'jt€"".__1 '{E .�1..<:l �� ��,,.,,..^.
t , 1 7\ / / l ,i ``yfy r •,,, ; - _• " � •^ �f„ „ ^ .... f .1 t i i t ,i i �,,,,,,s''
i ;� it R \ t, l i i� f. „✓r 'K'`,• RAiT€US tE4 t_71 - •-- " ,... �" _...-' { i ' t' v A.M., fd. "f.4'
rar .-605 FT: tSEEi 7R1L Yifif3 L
1 i'aU'G \�\ �.� \ 2G'"7 L:tiC7X;�A�ry VIUWAY /� P ✓f� � } 3. 1. i ? �-""M
ti `� \ tf f..`3 \ ./ fr ' / % !` ,r .✓.'. ( ' Ft f F t j
::Lf.. LTf: ti:L Ds:,; :.'q i'; � ; -/ r r' i r, ✓ ,.r' `.`. -Y t i
\L,\ \ \� \ �. � •-., h .. .% t ! / ✓ /. ``' .., ".r' .r r ,,• Y, € - .�S t t`. ; t= � tl .,,,..-`�'G'„F
V \\ ARRTAvS 47,0
\ _ RA;US 74A t"T + s. /' �r •✓ i 'h- • \
i[.NG!N -3:xd i r
-42 it 4x Rom: ixi+G. .^'". '•y r' r' d ,,.. •/ \ '`" '\ ,,. ".. h
moolow
a
I J NO NEW WORK PROPOSED
INFILTRATION BASIN 1A DETAIL
MANHOLE FRAME f COVER
j 'TOF' 0,Ft'✓"ATc- H. UAP1H'1i..F Fufih#E & C,'OLE'r?
_.a 4 f I— //j" 07 Fr j i
...... ft 4 1r ir{f.0 VtaLm €
' &" RCP t't6'i
RC? 3 i i TO Vf;G. I-.L 7? R
I!4.36
i
i i , F
\\ ^+ (' r F
t
:_ < f'
,i ...t_<. u, a, it ' .A: +7 FOR n OJTI ' N G4L 'X
�s} �;a.�✓'' \ ,1� dam/ � f �Frx!�:��..� F�A��' � ca�>� .�u max.�. �a -�
d'r �. (7r.-'t.,A, ✓'t,.,.. ` f E yx;r�F;.i2` Ct"Jr1'Cf ! 3
t jq}
L tr' ( -,`i .l
if:' K' a' ! 3 f Fi liASx.
�x L.v „
✓ � 2
e.,4 T X 4 FT F i1i:.:,4 a r C; )hC('if:-TE.
:`i% PF IX)LiC"TS 4848 OR EQUIVALENT
NT
4r'�.-,-'/.
(2) 4 FT x fPI`F i�E"1c:f.'AS'r" C/Fhrt.";?E_.ir.Roy
L, l v ry C.� .J
Ott E r (.... `1 ....) �...� ,...J r lt°i :J .... f ...i ...r. ............-
_ NO NEW WORK PROPOSED _
WA UVnR tN Ti
r PIK, Well CA
C.AY 94Nt A,$
NA74fSAN}
r
At t
f L`ji tXk+..�'f. 'r....
:X
Y
TER .
40 FIX CLL (AW
l Ey VA IiyVCLiDETAIL
S
NP5
NO NEW WORK PROPOSED —
iisU. BO it.( TO RE
Lv A!f u 2 F! tif_G'W
WWI 80MX ELEV.
1115 F7'
Y Y—
oaf
7.EVkT,§Yt :..
j.,_�.�,� r
ll
/VI L__Il .t�-��._: 4J)it../ f ./.�.%)f-ic_L_."Y>-t f
I� r�'O Y f
_
.__..._.... _.................... ... ..... _. _........................_.._...._....
NOT TO SCALE
NO NEW WORK
PROPOSED
= 1,5 TiYES 17HE MAXIMUM STONE G'AVETER &Lt'
NOT LESS THI AN W,
TOP rAiTCN C)"€' STRIP V "GN iL .. A.iCJN
� ,✓ W d� W � v Jr
"i7I)NI '-T�ii.t..EO Ti':.'?ti..F."f: -, C w v ,}, y' W .y d•
! E:'✓EL SPREADER ......
TO1' O!-` ENf fuK#� N T r "'VA',,ON ;::: 3.0
10 YR STORM ELEV = Z10
'MAR c
STATE" STORAGE Et.E:S•`ATION .- 7.3
SIAIE S'T:)RAGF VOLUME - 32,826 Cf,
BASIN' 60 T T OM t;_E Y. _= 4,0
NATURAL GROUND
A fi (J N BASIN IA
it 7 1 i` t✓ILL ! l i SECTION
1401' TO SCALE
m
NO7' TO Sf:A:..r
NO NEW WORK PROPOSED
, l I , ...# '^.r
r.
..
U. ) z) � 11 L/Al
NOT 10 SCALE
NO NEW WORK PROPOSED
AVETL. N Q,C...j-/JTA-I: 0:IN% TIFF:
\
— 01C • ...F::... ... �.
t!r?: Ptk1CJ>zr:AL SPt,.rCS A` tS3�rTAHuS' >I#:::�±:triatGrR' nT': SUi!R?sxt.
PLAPdi?r¢R(va}mRYi.t2j4/:� i}tc
4/F2vG<:7A(�r#:J__((:,,���r3:.''f,,��app';
pf:t.<
yy//��
.. .Yrl'W i fAAIA x A.sf FI V4lA �L WAV ARPOKI„f5tf/
n r
_. �kOTTiR?n .,AhrCYFirv'ri (,�f/Y( #"x7 AFO)
SAUf iIHUS ^SOWS "VARDIA.10
_ x'l7.iRUCf?R WR; VICA (ATtI? W kfTIM)
iP S f}f.' - u'RE OF iHE' SiYGaSTEO �xCOES TS UNAYk?iA?f.£ APPitiC,PPIATF
M-RANDS Wfi'EFf',XIN (Yki(,V(N TC 7XFGC)RSTAL £.NTH CARMNr`. 11tE0,0p
NO NEW WORK PROPOSED
CAPE FEAR
Engineering, Inc.
151 soofe Rd, Suffe 100
BaWls, NC 28451
ML [phone]
FAX [phone]
www.capefearengineerin-q.com
NC LICENSE NO, C-1621
5
I
I
I
Iol
C
DES — NTJ — ICHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF ENG/ARCH
cl
v z B
Z o
LU
mg ><
0
z0 z
z z 9 0 ui
> � UJ z
wZ o
0 cc a� rZ
z i
OV
cuj
c W }
Z_ Z LU
z
0 Q: 0 0
�W m� z
wC C-J o
W
0
Q
� C.)
T C Z
8U �0 o
1<5 mLU
ZA
CODE ID. NO. SIZE D Cn
SCALE AS INDICATED O
MAXIMO NO. -
JOB ORDER NO. Lil
WORK ORDER NO. 86Mi
CONSTR. CONTR. NO.
N62470-06—D—M—X023 0
NAVFAC DRAWING NO. 12W000 C4
SHEET 15 OF 78 mo:
SHEEP yQ, ^ _ 109 of
of
a
4
!
0

1 2 3 4 5
a
CI
I
uG
1. ALL 9UiT :1G^ RGOF UZAINS MUST BE MUM f W-70 rW STMU WAWA3r
;YSiry (R Pam wr s"Rf.':i/FA.'{Kmx'o'l .�
2 P'}n7fW ?`L+E, P TO W U 1`0 )PAIN PC40 W CA9 OrikRGENCY Pr1#fi' TO BE
MACkli CN MP O> H,ERY NTH SCREM ATIAff0 Ili NOaT: &LE:T AND COkF. ED WTH SKME:
HOSE (YME.T .TO `PAW AO"WSS SMBLE JOLAID AREA SUFf7MT M 4ESTRA,4 MSM'
J. PG'1C% S SLOPES Tr SE PEP.A MENTLY ; TAV LY ST46420' Miff CzMIR&E SM.
\\ k
'ARRix. ROE
-t�y; d1,Yx7TtT6,E€bb?` ' •.�f f/r/-� •,,. - „- �,.�!, .�
l j r f.,..• "`` ' - ' " �.••-" ' ,fir ,✓ {' �� � •`�
r jt
f .• r � j
719 E, f/"J at t t.
1 1 s f t✓ � 't
WE AS$ STRUCTURE 2 4'
l ✓ r - r - - r 1 1 (. J 1 / JEyNL� TFjIS .1i1EET -
t•^ a 'I'i - "• c a I 1 I / j J 1 1 7
_ .
1EIWCRARY POOL EIEVA71011 - 825 f i / I 1 ! 1 l ✓ _.
.'�', , � R� ? `Y; .•-• ,,,,. ,..-' "' 'r'"' • SWAGE AREA O HEV. 8Z a 1ZO05 SF
,x r (1 { t .... ✓ „ -..
�:` rr (' sH�..... SRRAGE O QEV AM - 343M CF
--z
fr
YHA` ..,,..,,.•-. ^..-„
1-0
sr,i......... , E
RAISE 0BERIA•-TO EUVATION 8.75
��✓ '' L 17 \', (f f 1 ! fR SO �, NT:W DISTURBED AR
f
P F
}
f
� �'"� Alt _.. ✓`� ;• i�� \ ; t� i tt i f�f f t r / /� ; it � (f �T- ! 1 ff f �` t f / - ,._ _ _ _ -
/ ✓V (! f f (
a
t z �A� ,� ,,�rT't i� l \ \ > \,, • �t SAGN #?O7?(A1 = �.a j ' / // J f l ) /,f 1 1 t 1 f f k�'` J
,r a° i ,1' y t \ : ,`l t ,1 '1t �a:7A�E.�ti G?..T'A,�i:%}Trr..CYh;?Ctf - nO / J / / / > I j/' ( �/ €\•%
RAISE EIERGSICY S 11MY TD
FlEVARLW 8?S
SE DETAL IM SLEET
'�r,.;za� t ��' \ \ i `a � 1`•, :�,'•'`"��''" „ "� s / "�"% � /ti/ . I ! J/`f,% � / f fi t
1 _.T., a t _,.,." ./' \ t i i ' ,�;,,";.-",.,,•••• •, .•�' ",,. �•- .,, - / i / IsY t / fit tf /i
`? M,t 1 et \r' � : \ ,� at = ; y, ,, K :,,,,. �,.,,� r ... ,,,, " • "' � � / i t f,' j f ff �,,lt'3• f�, ,dU ,.. _ `
�'a a ,r. t ` �-'�''� �� ,1 t �` � ✓� \ ? t t L, `\><7 ` =; Y,s ,- ..- -- .� / / t r f /! nl,/I r`i /t� � T
� ,.:. J•�yz,,,, ,' '. -t \ \ l �\ } ` `\ ..•• 1.• ...= ,,../ / / / J / f / /it If%f�f . i tt J I � �
..\ sf� �tatl� ti,iti\\\ \\��\�,�//�Tr / i��/i� err--' f_.~. •,./�r,,�tfi� �/jlfi / „_._.M __ _-
\ ..... ? i.�i tx'3't \ \ �$.�' / .d • ' ` Y., y�, r...-...,� J'" ,�- ti` fill ,%%I ! f ',.
t,ticCa.:,i r\\\\ // i�!�.�'•f'r ✓tnY.flett%I r!%�l /t ti
fr
--', •
l
A/�'
{v
t
._ ___ a ....... � ' �',., `/Y r• • -- ._..._.._ .. 1 / � '>' 4 1 rlLtrh• = 20 r
,r
/ t
STORAGE BASIN 1B DETAIL
\ „
t r f Jgy a } r j'�(� { r , p NO �- "' E
# -pr f-� it L1 )✓ L L r+ 'i f 1 Li!ti i,.f f 1:,:..4_
t..c . vilaWtrG ,„ CCi_S .%i i4E?LAN„a Viu:r,0:Fti ARE SU€7Awir. FLT,.
+'LfoN ING'AWiG Pf. ; G;1. 1,T'.91 Air.71 SWEZ F:
-- SAaTTAMA. LATY'00A (CGIR1YM ARROWLAj
fxA&flr 4iA tAh`DFWA !DUCK P07ATC; \
SAURURUS CE-MVS (LiZARDrAIL) I
Yn ' f: ,
- f'z�. TANUXA tARf;,,RK,A ;nffh'..Y1 ATiLAfj
:F Ovi: OR Afro: (X* ''M SUY.IGESTED .%VE:C;FS iS UrNAVA A01X:, APP;{Mj ,A7E
#ic7TANDc VrEGGLTAVON COMMON TO rr,'E COASTAL teRYi CAROUNA Rook
MAY dE SUSSP,luIED. i
NO NEW WORK PROPOSED
i
PLAN - W
�o N (2) 4 FT x 4 FT PRECAST CCNCRETE 00)1,
. 5, fi .._.__.._ ....-
Itl
BRICK BOTH SIDES OF
WEIR TO TOP OF BOX.
REDUCE EXISTING WEIR J
TO 2 FT WIDE _
& t." VER
Z jg
✓ax. wa. BOXi1_. 3.0
TTOT?rm -'X' L1ox - 1.:
YANKMEIVT ELEVATION = U.75
1M ELEV. = 8.59
SPILLWAY ELEVATION - &25
GE ELEVA71ON = &25 lu
VOLUME = 39r335 CF'i-7
wASir$1 B07 tv`4
.1fn 11J:1 fi?. :J.(n".f,�a/(1r1 `^,�:/ AS/
t 3
f Y-' F is r r` �
: r t f r
L ,z f.. if
,
, 7 �t . { I L.._ f V ; ..7:.._. � .I.. V
,'tf r'S LiA.C
r f
L.r , a.. .y..<_ f
S ORMWAMR PUMP LCI A?*.D W fl!{" BOX
(SEE DETAii. TF{{S s"ar %Gr'a Pum fBOX
4,:NH0JE- FRAME x& COVER
1.75 FT
�.�._' .. fi 2 FT WIDE WEIR
ELEV. _ &25
\ i
/ RCP j i I BRICK UP WEIR TO G (z• FLT R
ELEVATION 8.25'
2 F i SUMP ! 2 "i SUMP
SECTION VfEW
;2) - 4 i7 x 4 F7 FIREG'AS7' f;Ch Cftt:'77' 0OX
NC Y140DUCTS 4848 0,R EQUIVALENT
i;..i 1 ` Ut ; :..1; 'it BOX
,...'A,._{r �c �.
,A10T T,0 SCALE
TUT•' 0: OYER .W
3
4' "MAIN SftWD'
2. OK..W EXCAVAIe DOI?;'A? (X' PWD 4' AND "AlWH GT1:AN !WHI D SAND.
, ,.. ,
a Ce.rx APAMgA..ritR£' 7Tt:i•reESEN'iR7iYE. 70 rNS�'E:t,`7 . k ,k „�iG% el`CAVR7FLYS frASiti IS C°,A1fYE:f>-
4. CALL MANUFACTURE REPRMNTA117W TO !A'Sff,-^T Siff MEN tADF;:.
IS En'."rNG MACA}.
5. (Yl.*tN 9XI-49 UA7EWAIL TO RE. USPi) >C1f VAI`,<R11.
1 i f IS4 S''-1 '£ f A J
1NOT TO S
SUTM IG LE. [�7�, 5�11�v'
,._ . r f".� ..'. A f-a f..` r'; j j i ' F f `#
mf
F, QN7' ;t,J711.. W
NOT TO .SCA1..€.
1 ' 2 ' 3
LINER
d 1.5 TIMES -!PE AdAMMUM STC1'F DTAMEMR BUT 5�
NOT LESS?7-.AN 15'.
Imo' t7EVA77GIN OF SHIP ON SAME ELf!1 A'--7iW
A?Jf.T t?tkE'.::77. X APU I S LEM.-L SPREADER
.... .. ....... .......... W _.......... .
41
_....................._.. ..........._.._
W
w
it.YtL: it'HL.Ar:,r.rS' .F"y �^•:,. ` w W �• W w W
.... _........ .......__................._............:..................._..__...__._...._ -"'--
'SC'.G
'Y G,'E TA ; 0 _Lf. ?,. I ime7DF 7/a,I'._
NM SCALE:
NO NEW WORK PROPOSED
t.
r'k,10D ,L: I SURUMI N'*K2—SER::E W U v`�'
Sr 11-'vf0gTEX DEWA TE RING PUMP
SEE ZW.CI?'iCAWAN't FOR ADD.T`.GNAL. DFTAEi.
NUTE: 2' PVC PIPE
GOING MOM CONCROL PANEL rO a$:.: *ELL
A9i;5T SCAT, ODTH FRCS OF
P;P;: Wim oxciWCAL FW 1Y.
LOCKING GROUND
I L. 10.5 PT HA `.;H COVER t0.5
l 1 3 gSTE.?S �
i #
r .
I
10 31»" '--A
.._. __ .........._ _._.... _ .. 0 t•ti177:
s/2. CRADE
F[:..i2l•,iit Ci
Cf30LY&4!- 0t'r��i,
._...._........................._..._....._........_. i.....1 FLA>i#C 'l
5z _A-ri c 4 SEAL
p r 20553
Al
--..........._._..__....._....._..... .......... .............. ......._.._...._.............._._................ _........ _..... _.
NiS P`s
n
DES — ID — CHK
FADRIiCRTEG SHELL i� [� FIRE PROTECTION
>a:;t) <? BRANCH MANAGER
„�•""" rr� Ir:k�Dt€A[_ CHEF ENG/ARCH
1
" O2 U_ J u
°
LLJ
t) "BOX ; z
:IFr:x.I i:FiAEN 1/4" _.-'-.- ... _..... _... ........ �i
-'-I- � � F— a
tSTAiN2,ESs slut \\
i
�
..3 S r.i. _ Q Z
(�
W. FLANGE?�lyG G
L: r i {L J
i Z
�......,. ...aof • #'..
FCK ,
vAt.� W
8GT°'04A ;:P PDX m Q c' ,J
I W
PUMP OFF EL 4.5 FT # II.1 ...._ ..... ..... .... . .. ......_
S 3
t t 1 L f
.rti E :, t.i1rJ W
E
.- _.. .... _ ._ .._............ .._..._ _ .. __ . .. .._._..
E
7
° 0
f
U
i t r e F eFn� #c<;?E o n #raFf)ac o i Z a: Y
Rj r S _ 00
_:..
E
................. t... _........ ...................... ._.... _......... .._...._..... _....... _... ...._..._ }
i
A ......t_v_. r .,.,.U
E
.v i :m W LLJ Z W W
Z U)
% 'Y ANIC)HOR BOLT (2" PROJECTION) � R Z n
a W 2 -3 O
4 F 7� X 4 P" PRECAST E#t)X� .�
�W d (L
- -_oJv0F) ��r i � til%� v r�?�� �i f��f��?fV20
N' W _ �¢ m zA
U o
LAJ
CODE ID. NO. SIZE D V)
I t 1 scALE: AS INDICATED 0
MAXIMO ND. - d
to
,RB ORDER NO. LtJ
CA P c EAR WORK ORDER IR
�rr, c r CONSTR. CONfR, N0. �
Engineering, Inca N 247o-os-o-6=-)M
151 Poole Rd, Suits 100 NAVFAC DRAWING NO. 1 2589U5D N
BOM118, NC 28451 sHEtT i B OF 78 =
TEL [phone] U
FAX [phone]Ce
www.capefearengincerin_q.com Q
SHEET' t)G� ^ _ 110
NC LICENSE NO. G�`J fe21 (v-
4 5
ELEVAMN
E#.= %.8 F t
TC7 iNNI THA710N BAS["'f .
i €:L_ECIIRIC Pf)YdER "'ABLE:
•
IIIIIIIIIIJ
A
r
•

2
3
0
5
C
OP
i Structure
Outlet Stabilizat on
Specification J/ 5.41 - 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.
J. 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 pints 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
fit ter.
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.
am and
d all ned with the receiving stream apron is roe
8. Ensure that the ap o properly y g 9
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 oil 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,
polyester, or polyethyfene 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 Ib/lineor 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 pints. When pints 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.Men 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 Eft post spacing -does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
]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).
B.Backfill the trench with compacted soil or gravel placed over the filter
fabric.
9.0o 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
I e burls ever 60 days.
ineffective, replace if promptly. Replace p y ys
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 duringcleonout.
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
GC
Gross -Lined Chonnels
Specification J 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
During the establishment period, check grass -lined channels after every
rainfall. After gross 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 gross in 0
health, vigorous condition at all times, since it is the primary erosion
protection for the channel (Practice 6.11, Permanent Seeding). /
N_s
Sediment Basin
Specifications 16.61 - 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 cleonout.
Stockpile oil 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 some 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
' ctionoble material. Scarify areas on which nil is be laced before placing
orb P P 9
le
Y
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 boll, 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 toyer is traversed by of least one
wheel or tread track of the heavy equipment, or c 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
collors. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the some 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.Inlets-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).
]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).
S.Sofety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with waming signs if trespassing fs
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 far 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 16.02 - 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 topsolled 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.
5.Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate (or 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 meosures 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
Apply completed on each area in the grading pIan pp y temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12Ensure 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.
Main lenience
Periodically check all graded areas and the supportirg 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 16.80 - 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.
J. Locate parking areas on naturally not 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 21 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. Top cress 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 vegetation stabilization.
Temporary Seeding
Fertilizer shall be the some analysis as specified for "Seeding and Mulching" and applied
at the rate of 400 Ibs (450 kg) and seeded at a rote of 50 pouds (55 kg) per hectare.
Sweet Sudan Grease, 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 o1 seed.
Fertilizer Toodressin
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).
Fertlizer 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 251 to 751 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 man).
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 incluing power source shall be subject to the approval of the Engineer
( providing that maximum spacing of crimper blades shall not exceed 8 inches (200 mm).
0
Temporary Gravel Construction Entrance/Exit
Specification 16.06 - 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 if.
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.
0SK
Skimmer Sediment Basin
Specification 6.64.7 - Construction Specifications
.MATERIALS
1. Clear, grub, and strip the area under the embankment of ail vegetation and
root mat. Remove all surface soil containing high amounts of organic matter
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as needed.
2 Ensure that fill material for the embankment is free of roots, woody
vegetotion, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over nil the embankment
6 inches to allow for settlement.
J. Shape the basin to the specified dimensions. Prevent the skimming device
from settling into the mud by excavating a shallow pit under the skimmer or
providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth
foundation of impervious soil. Do not use pervious material such as sand,
gravel, or crushed stone as backfill around the pipe. Place the lilt material
around the pipe spillway in 4-inch layers and compact it under and around
the pipe to at least the some 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
pint at the inlet of the barrel pipe. Attach the flexible pint to the barrel pipe
and position the skimmer over the excavated pit or support. Be sure to attach
a rope to the skimmer and anchor it to the side of the basin. This will be used
to pull the skimmer to the side for maintenance.
7 Earthen spillways -Install the spillway in undisturbed soil to the greatest
extent possible. The achievement of planned elevations, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or
impermeable geotextile fabric. The ,'abric 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 ]on enough to extend down the slope and exit onto stable ground.
The width of the fabric must be one piece, not pined or spliced; otherwise
water can get under the fabric. If the length of the fabric is insufficient for the
entire length of the spillway, multiat sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
o1 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),
P Y Y ( onJ•
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 th
e
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
jerking on the rope will make the skimmer bob up and down and dislodge
the debris and restore flow. If this does not work, pull the skimmer over to
the side of the basin and remove the debris. Also check the orifice inside the
skimmer to see if it is clogged; if so remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and
the obstruction cleared with a plumber's snake or by flushing with water. Be
sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the full width of the spillway. Check the embankment,
spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all
trash and other debris from the skimmer and pool areas.
Freezing weather can result in ice fanning in the basin. Some special
precautions should be taken in the Water to prevent the skimmer from
plugging with ice.
r.
P HARDWARE CLOTH & GRAVEL INLET PROTECTION
Specification 16.51 - 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.
J. 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 15 or 157 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.
KLiCENSE # C-2710,%4
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
COASTAL
SITE
DESIGN, PC
P.O. Box 4041
Wilmington, NC 28406
[phone]
Temporary Sediment Trog - continued
Protection from piping - Place filter cloth on the foundation below the riprap
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft, a
minimum freeboard of 0.5 ft, and maximum side slopes of 2A ore recommended.
Weir length may be selected from Table 6.60a shown for most site locations in
North Carolina.
Table 6.60a
Design of Spillways Drainage Area Weir Length(1)
(acres)
(ft)
1
4.0
2
6.0
3
8.0
4
10.0
5
120
() 1 Dimensions shown are minimum
Construction Specifications
I. Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter and
stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches and machine compact it. Over fill the embankment 6
inches to allow for settlement.
J. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soil from piping by using filter fabric or a keyway
cutoff trench between the riprap structure and the soil.
(Place the fitter fabric between the riprap and soil. Extend the
fabric across the spillway foundation and sides to the top of the
dam; or
(Excavate a keyway trench along the centerline of the spillway
foundation extending up the sides to the height of the dam. The
trench should be at least 2 ft deep and 1 ft wide with 1:1 side
slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleonout
5. All cut and fill slopes should be 2A or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum
bottom width of 3 ft and maximum side slopes of 1:1 that extend to the bottom of
the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the
plans, with 2:1 side slopes extending to the top of the over filled embankment
Keep the thickness of the sides of the spillway outlet structure at a minimum
of 21 inches. The weir must be level and constructed to grade to assure design
capacity.
& Material used in the stone section should be a well -graded mixture of stone
with a d50 size of 9 inches (class B erosion control stone is recommended) and a
maximum stone size of 14 inches. The stone may be machine placed and the smaller
stones worked into the voids of the larger stones. The stone should be hard,
angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the
toe of the embankment until stable conditions are reached and outlet velocity is
acceptable for the receiving stream. Keep the edges of the stone outlet section
flush with the surrounding ground and shape the center to confine the outflow
stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so
that flow will not damage the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References. Surface
Stabilization).
12. Show the distance from the top of the spillway to the sediment cleonout
level (one-half the design depth) on the plans and mark it in the field.
Maintenance
Inspect temporary rysediment traps after each period of significant rainfall.
Remove sediment and restore the trap to its original dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing.
Check the structure for damage from erosion or piping. Periodically check the
depth of the spillway to ensure it is a minimum of 1.5 ft below the low point of
the embankment. Immediately fill any settlement of the embankment to slightly
above design grade. Any riprap displaced from the spillway must be replaced
immediately.
After all sediment -producing areas have been permanently stabilized, remove the
structure and all unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly (References: Surface Stabilization).
11,Calibre
Calibre Engineering, Inc.
8201 Southpark Lane, Unit 200
Littleton, CO 80120 [phone]
www.calibre-engineedng.com
Construction Management Civil Engineering Surveying
9k
DES IORW
ICHK
FIRE PROTECTION
BRANCH MANAGER
CHIEF LNG/ARCH
0 A
z
5
CO
o Z 1
S
o
J
0 sS
Q
Q
or
WQzH(n
W
z Q i
o W
J
w o
F
J_
w 2
J= N
Q
J Q >
LLZzo0T
Q v
Z
0
a�
N
YQ0
U
zO
�C/)m
0
Z
Z (n
to
W
�
Ir 0
w
W
�
Z
}
W
Z
7-
m
Q 0
L1
z�==�U
D
w0
0
4iJ
~0i=�L
2
0
LL z
d
w J
MaacC.)
Q
0
Co
Q z
m
U
a
oZ�
CODE ID. NO.
SIZE D
SCALE: AS INDICATED
MAXIMO NO. -
JOB ORDER NO. -
WORK ORDER NO. -
CONSTR. CONTR. NO.
N40085-09-R-3i15
NAVFAC DRAWING NO.
SHEET - OF -
I SHEET N0. C- 5 O 7
`-J
C
C
w
m
z
0
<
Q
0
z
O
w
w
CD
0
w
O
2
O
U
O
O
N
U
Q
N
2

1 i 2 , S
4
u
C
0
II II II II II II I,I II II II II II
II II II 11 II II II II II II II II
II II II II II II II II II II II II
II II II II II II II 11 II II II II
r' II 11 II II II II II it II II II II
II II II II II I � � �I II II II II II
-------) �--� �----_� �_------ --�------- -------� L
it II II II II I� � �I II II II II II
A ,,; II II II II II II II II II II II II
II II II II II II II II II II II II
S-002 II II II II II II II II II II II II
II II II II II II it Il II II II II
II II II II I( II II II II II II II
II II II II 11 II it II II II II II
II II II II II 11 II II II II II II
II II II II II II II II II II II II
I II II II II I I II I I
II II II II II II II Il II II II II
II II II II II II II II II II II II
II II II II II II II II II II II II
II II II II II II II II II II it it
I L------1 L-= 1 �1 l =_� 1� k==) -_=====1 L=-j 1=======1 L__-
II If II II II II II II II II II II
II II II II II II II II II II II II
II II II II II II II II II 11 II II
II II II it II II II II II II II II
II II II II II II II II II II II II
II II II II II II II II II II II II
rk
TYPICAL SOLAR
MODULE ATTACHEMENT
PLOCATION
S-
II II
II II
II II
II II
II II
II I II II
II II II II
II I II II
II II II II
II I� II II
II I II II
II II II II
II II it II
II II II II
II II II II
II II II II
II II II II
II II II II
II II II II
I I I I
V
II r
II �I IA II
II Ir- -�I II
II 11 II II
II 11 II II
II 11 II II
II II II II
II Il II II
II II II II
II II II II
II 11 II 11
II II II
I II II
II it II
II it II
II II II
II
II
II
II
I�
II
II
II
II
II
Il
65.94' L Xn TYP• 10'x14GA CEE END CHANNEL
TYP, SOLAR WORLD MODULE WITH lhw FLANGE WITH
SW 240 mono HILTI KWIK-PRO S-MD 12-24x1Y- HWH #5
KWIKCOTE SELF DRILLING SCREW
TOP & BOTTOM TO EACH PASSING ZEE
PLAN VIEW
3/8 = Tv
1 2
N
X
N
�J
• o
10x12GA ^ N
%- ZEE, TYP.
z
J
m
0
CA
i
br
N
o �
N
GENERAL
NOTES:
1.
DEAD LOAD: PHOTOVOLTAIC MODULES = 4&5 LB. EACH = 2.69 psf, SUPPORT
STRUCTURE = 5.31 psf; BASIC WIND SPEED 130 MPH, WIND EXPOSURE 'C°; LIVE LOAD
300 LBS. SNOW LOAD 10 PSF. SDS = 0.220, S1 = 0.077, R = 2, V= 0.11 W
2.
SOLAR PANELS: SOLAR WORLD SUNMODULE SW 240 mono
&
ALL PERTINENT DIMENSIONS SHAD_ BE FIELD VERIFIED BY CONTRACTOR PRIOR TO
FABRICATION AND INSTALLATION.
4.
CHANGES FROM THE CONTRACT DRAWINGS SHALL BE MADE ONLY WITH THE
APPROVAL OF THE ENGINEER.
CONCRETE NOTES:
w
1.
CONSTRUCTION SHALL CONFORM TO 2009 I.B.C. AND LOCAL REQUIREMENTS.
2.
ALL CONCRETE WORK SHALL COMPLY WITH ACI 301 & 318 LATEST EDITION.
3.
CONCRETE SHALL BE:
3,000 psi 028 DAY COMPRESSIVE STRENGTH
4.
AGGREGATE GRADATION AND QUALITY SHALL BE IN ACCORDANCE WITH ACI 302-IR.
5.
REINFORCEMENT SHALL BE ASTM A615 GR60.
6.
MINIMUM CONCRETE COVER SHALL BE 3" TO EARTH, 2- TO SKY.
tr
7.
GROUT BELOW BASE PLATES SHALL BE MASTERFLOW 713. MIXING AND PLACEMENT
w
PER MANUFACTURER'S RECOMMENDATIONS.
a
w
STEEL NOTES:
`n
1. PLATES (UNLESS NOTED OTHERWISE) AND ANGLES: ASTM A36
2.
PLATE (WHERE NOTED): ASTM A57Z GRADE 50
3.
STRUCTURAL TUBING (HSS): ASTM A500 GRADE B
4.
ANCHOR BOLTS. ASTM F15K GRADE 105 - USE HEAVY HEX NUTS (ASTM A563 DH) AND
ROUND HARDENED STEEL WASHERS (ASTM F436). ANCHOR BOLTS, NUTS AND WASHERS
ON
SHALL BE HOT DIP GALVANIZED.
5.
ALL STEEL FABRICATION SHALL COMPLY WITH LATEST AISC SPECIFICATIONS
®®
6.
ALL WELDING SHALL COMPLY WITH LATEST AWS D1.1. USE E70XX ELECTRODES
7.
HSS BEAM AND COLUMN ASSEMBLIES SHALL BE HOT DIP GALVANIZED ASTM A123.
&
ZEE PURUNS, BENT 10 GA. PLATE, CEE BLOCKING AND END CHANNEL.• ASTM
A653/A653M-95, GRADE 50 HOT DIP GALVANIZED G90.
9.
SELF DRILLING SCREWS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS
UTILIZJNG A DEPTH SENSITIVE OR TORQUE LIMITING NOSE PIECE.
10.
A325 BOLTS: USE LOAD INDICATOR WASHERS OR TC BOLTS. USE ROUND HARDENED STEEL
WASHERS (ASTM F436) UNDER THE NUT (ASTM A563 DH). BOLT, NUT, AND WASHER
/.'
SHALL BE HOT DIP GALVANIZED.
/Aw
11.
WO BOLT SHALL BE ASTM A307. BOLT, NUT AND WASHER SHALL BE HOT DIP
GALVANIZED.
B LY M Y E R
12.
REPAIR DAMAGE TO GALVANIZED COATINGS USING ASTM A780 ZINC -RICH PAINT FOR
E N G I N E E R S
GALVANIZING DAMAGE BY HANDLING, TRANSPORTING, CUTTING, OR WELDING. ZINC -RICH
1101MAMA VLLAGEPARKWAY #100
COMPOUND SHALL BE 95% METALLIC ZINC BY WEIGHT IN DRIED FILM. PROVIDE TWO COATS
1111A.CA846o1 '10.521.3773
WITH 2 MIL THICKNESS PER COAT FOR A TOTAL OF 4 MILS.
SPECIAL INSPECTIONS:
1.
DRILLED PIERS INSPECTION BY GEOTECHNICAL ENGINEER
2.
CONCRETE PLACEMENT
Q��JGoOg
F�
1' 0 1' 2' 3' 4' 5' 6' 7' 8' 9' 10'
i'-0'-'` i '1
4
L•\Acad\2011dwq\211002 Buld Group Camp L ns PV\,piar daetgn\211002S-00l.dwq February 15 2011 - 10:33AM LWIttstoak
Z
Q J
I z LU < >-
ig
g aC.)=
Q Lug' a
I3o >0 U
g QZ JW
�Q ~J >p
g Z_ 000
O (},!Z ix
0 LU 0 LW OC
Z wU �3
w a 3 0w
Z a:LJ 0 Lg
OZ F-0
LU LU � a - rn
Z L LI 2
LLI J
F J Q a_ 022
i LaL q U CL
r m
a.
CODE a No. I sax D
scmL- AS INDICATED
VAM Na -
AS OM M FXXX
WORK ORM NO, 8611M
CONSM CONRL N0.
N62470-06-D-6002-X023
NAWAC DROM NO.
S w OF
SHM NO.
S-001
0
I
al
w

C
I
9

C
L I_
1 1-1;
3
9