SW8070817_APPROVED PLANS_20170524

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 plp 811
DOC TYPE
❑ CURRENT PERMIT
T APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2on 05 24
YYYYMMDD
f

Stormwater Management Plan Narrative — Rev 2 MACTEC Project No 6550-06-0352
Marina East LLC Carolina Beach North Carolina October] 2007
APPENDIX A
FIGURES AND EQUIPMENT CUT SHEETS
APPROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
%0/10/o-7 %
0cT 0 s ZoV

CAROLINA BEACH N C NORTH
$W/4 WILNNOTON IS DUAORANCLE
N3400-W7752 5/7 5
1970
CONTOUR INTERVAL 5 FEET
AMS 5452 111 SW -SERIES V842 NATIONAL GEODETIC VERTICAL DATUM OF 1929
1000 0 1000 20DO
R A,
MACTEC
MACTEC ENGINEERING AND CONSULTING INC
RALEIGH NORTH CAROLINA
TOPOGRAPHIC SITE MAP
PROPOSED MARINA EAST DEVELOPMENT
CAROLINA BEACH, NORTH CAROLINA
DRAWN
JMN
DATE
MAY 2007
DFT CHECK RR
SCALE
1 24000
ENG CHECK SBY
JOB
6550 60352
APPROVAL JAM
DRAWING
1

e,
6Wayy
xw=42i
`t"^;$„T'^" ,�_ .-,:,y,Ldhtm Or
o ai cro
APPROXIMATE SITE LOCATION
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Left Lnf� vb
r o£
AMACTEC
SITE LOCATION MAP DRAWN WBM SCALE NTS
MARINA EAST, LLC APPROVAL DATE
CAROLINA BEACH, NORTH CAROLINA JOB# 6550-06-0351 DWG NO 2

N
j AUG 1 g ZO07
L ?'E LA (N0� OPEN) E NT
RESS (c 376& PGE�89) S ASE ............../
( � � AEC UNE
I �—n
I II LEGEND
_ DRAINAGE AREA
T
�37
{ i -
AjusTED
i b
�I BULKHEAD
CAR a%,
?� = =S
BLOCK BUILDING m
W (FISH HOUSE)
U '. ti,FN EQr ya
4 INE,,.y�
� d0 �'rir L CFO a`
�� Grp/purlpN�O
t I I
DRAWN M.
REA
GRAPHIC SCALE — IN FEET DFT CHECK Gc oRARINAEAEAST
MACTEC ENGCHECK BWJ CAROLINABEACH RREWHANOVERCOUNTY
O .10 00 gPFROVAL GC NORTH CAROLINq
'T U F
RXPNENNGANDCtl1 LTING INCTKnrr_NUE NALE*K No- H UNgR4 DATE JUNEABT JOBNO DWGNO
SCALE AS SHOWN fi5`AM 0353 <
REFERENCE MURPHY GEOMATICES SURVEY BARKER ARCHITECTS DESIGN

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LEGEND
CATCII BASIN AND SAND FILTER DETAIL
NOT TO SCALE
PROPOSED SAND FILTER N
LOCATION
SAND
FILTER
CATCH BASIN
12 PVC!7ASS n NEW SEWER PIPING
INV a3
INV-.P INV�24 JV�
CATCH
BASIN a Pvc WV-<r N ROOF DRAIN PIPI
INV-49 6 PVCMAINOISLNAR'E
a ROOF DRAIN
INV-3
L
2 5LF IS RCP
TO METING TOWN OF
CAROLINA BEACH
STORMWATEK SYSTEM
�- TREATMENT
SYSTEM,A,C(
A COMMON,
-ATCH
BASIN
RIM 7 0
/SPOT ELEVATIONS (IN FT)
,-+760 +735
+785
�0 LECS LANE (NOT OPEN)
25 INGRESS (D B �376&PGE0899) EkSEMENf
750 725
00 775 +
k� 7 60 (TOP OF CURB) _— 7
---I9-I-.ei I11 RIM70 -
+ Boo INV 529
6110 LF e_ ___ I
INV 444
INV 394 12" HDPE 12 5 LF 85 IET --_
800
< I2 5 LF
I " RCP
10.
INV
FFE=70
ToB-4 - R M 7 0 6" HDPE 81,HDPE_
INV 457 110% -I _v100/,o
119 LF
12"-- �_ INV 46
HDPE' 4 3
I 10%
45 LF
DPEJ
D
+7 50 7/ 5--
BLOCK BUILDING
(FISH HOUSE)
T735
+735
AEC LINE 6251
.I
30 CAMI
SETBACK
760 OP OF CURT
RIM 60
INV 513
5� 62
6' HDPE
0%
� 4
1 0 625
NO WETLANDS
PRESENT ON SITE
70 (TOP OF CURB)
MEAN HIGH
WATER LEVEL
BULKHEAD =2 2
ADJUSTED
BULKHEAD
TOP ELEV - 6 3
NOTE
REFERENCE CURB AND CUTTER DETAIL IN CIIP
HWCD 24 CURB AND CUTTER RE%ERSE SLOPE
GRAPHIC SCALE — IN FEET
,5 p
O YD 80
REFERENCE MURPHY GEOMATICES SURVEY BARKER ARCHITECTS DESIGN
I
jYMACTEC
EwxG NO Cp19YLiWG Ixc
volAvmrcAVExuE wN>=cN xwDXcwxW+
"A" vueAJ
PROPOSED SAND FRIER LOCATION
MARINAIL,
FAST
CAROLWABEALH NEW HPNWER COUNTY
NORTH LAROLINA
CHECK GC
ENG CXFCK BWJ
APPROVAL GC
PATE .IuxE 2(q1
JOB NO
655DUBB]52
DWG NO
5
SCALE "SHOWN

evcJ•- 11P

4
12 0 PVC
IE Out 2 40 1
6 0 PVC
IE Out 4 50
C
rL
I
U
60
Desch
IE
69 —9
r`—'IIE 0 PVC
I
I IE Out 430
I I
L J
f
k11F
OM
C+11 B+1 L-24 x24 Grates) 7—g
Anti —Flotation Shelf I^ (Typ) 12 0 PVC 12 0 PVC
By Others PLAN NEW IE In 334 IE in 334
w/ Tap Slabs And
Access Covers
12 0 PVC Bypass Pipe
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4-0' 4-0 4-0 4-0
r I I 1--
20 —2
SECTION B—B
IntlI Concrete CIP
& Sump Pump
'a SECTION C—C (By others)
Large Storm Bypass
Weir (L=3-2 )
m El 556
24 0
MH Covers
ass Chamber
DESIGN SPECIFICATIONS.
• Concrete Minimum (28—Day) Compressive Strength 5000 psi
• Reinforcing Deformed Bars Conforming to ASTM A-615 (Fy=60 kin)
• Reinforcing Welded Wire Fabnc Conforming to ASTM A-185 or A-497 (Fy165 ksi)
• Design Live Load AASHTO HS-20
• Earth Cover 0-0 Minimum to 0-0 Maximum
• Sol Unit Weight 120 pcf
• Structure Design Cnteno to Meet AASHTO Specification for Highway Bridges 161h Edition
• Vertical and Horizontal Joints to be Watertight and in Conformance to ASTM C-443
• Jamts to be sealed with Sikaflex 1a our approved equal
CONSTRUCTION NOTES.
• Perimeter scra flier to be precast concrete and supplied by Rotondo Environmental Solutions LLC at 703-212-4830
or approved equal
• Water test to be performed prior to placement of filler media
• Structure to be completely backfilled prior to performing water test
• Lateral pipe openings to be saw —cut or cored in the field proceeding installation and water test
• Lateral pipes to extend into the structure beyond the inside wall and sealed with grout
• All areas draining to the sandfiter shall be stabtized prior to allowing any runoff to enter iL
BED PREPARATION PROCEDURES
• The excavation sub —grade must be transit level The subgrade may be a concrete slab our dean granular material
with a maximum aggregate size of Y,
• Prepare the subgrade per site engineers requirements at approximately 6 below grade an which precast structure nls
• Set and level 6 tali side rails 12 outside of structure perimeter Fill between rais with approximately 4 of granular
aggregate Compact material by tamping then fill the remainimg 2 with course sand and screed level
INSTALLATION PROCEDURES.
• Structure supplier shall provide an ex9enenced site technician an site dung the installation to venfy structure is
installed per manufacturers specifications and guarantee watertightness of structure Site technician will vainly that the
pints are properly sealed using Sikaflex—la or approved equal
Bedding • Locate outlet end of structure to insure proper orientation of structure
• Install outlet section in accordance to approved drawings Verify location and orientation of section before proceeding
• Install second section against the previously installed section and draw together with a bolted connection
• Draw sections together until they touch each other
• Special care must be given not to trap debris from the bedding between sections
• Repeat procedure for remainder of sections
• Install both precast end slabs and top dabs per the approved drawings
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•
Sediment Basin Chambers
(15-0 ) Typ
PLAN VIEW
Debris Screen
w/Out Top Slabs And
or Grovel
Access Covers
L Clean Washed
Sand
* Filter Fabric
Gravel
4 0 Perforated
PiPe(TyP)
FILTER MEDIA
SECTION A —A
BACKFILL PROCEDURES
• The excavation must be dewatered until the chamber has been completely backfilled to elminate possibility of floatation
• The ends or short wells of structure must be completely backfilled prior to long walls to comprms pints and insure
a light seal
• Badehll structure with granular material free from large stones rocks pavement etc Expensive sol motenal shall not
be used as backfill around the structure
• Backfnling shall be acherved by using even lifts an both sides of structure to the required compaction
• Compaction of sot around the structure shall be acheived using small walk —behind compaction equipment At no time
shall large compaction equipment come within 5-6 of the exterior walls of the structure
SANDFILTER MAINTENANCE NOTES.
• The sediment chamber outlet deuces shall be cleoned/repaired when drawdown times within the chamber exceed 36
hours Trash and debris shall be removed as necessary
• Sediment should be cleaned out of the sedimentation chamber when it accumulates to a depth of more than six inches
• When the filtering capacity of the filter diminishes substantially (e g when water ponds on the surface of the filter
bed for more than 72 hours) the tap few nches of discolored material shall be removed and shall be replaced with
fresh matenal The removed sediments should be disposed in an acceptable manner leg landfll) Silt/sediment
should be removed from the filter bed when the accumulation exceeds one inch
Filter Media Specifications & Quantities
Matenal
Rhombic f of
Specification
Size
Notes
Finery
Sand
80 cf/If
Clean AASHTO—M-6 or ASTM C-33
002 to 004
Sand substitutions such as 0iabase and Groystone 110 are not
Concrete Sand
acceptable No calcium carbonated or dolanitic sand
substitutions are acceptable No rock dust can be used for
sand
Underdrom Grovel
78 cf/If
AASHTO—M-43
jb to Y4
Geotextile Fabric
100 sf/If/tayer
ASTM-04833 (Puncture Strength=125 Ibs)
008 Thick
Must maintain 125 ;pm per sq It flow rate Nate. a 4 pea
(If Required)
ASTM-04632 (Tensile Strength=300 Ibs )
equivalent opening
gravel layer may be substituted for geotexties meant to
size of y80 serve
seperate sandflter layers
Underdrain Piping
0 ft/If
F 758 Type PS 28 or AASHTO—M-278
4 ngid schedule
is perforations 0 6 an center 4 holm per raw minimum of
12
40 PVC our SDR35
3 of gravel over pipes not necessary under pipes
-J
ROTONDO
Environmental Solutions LLC
4950 EISENHOWER AVE UNIT C ALE%ANORIA
VA 22304
PHONE [phone]M
FAX. [phone]
WEB www rotondo-es can
MN
acacia er
JAR
ISli
pA�
evict.
09 /11 /07
1/8 =1 -0
uxi coo_
Twin Perimeter Sondfllter Layout
Twin 4'x5' Perimeter Style Sandfilter
Manna East Development
New Hanover County, NC
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NTS .1.
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TGWN OF CAROLINA BEACH rxsagiY CAROLINA BEACH NORTH CAROLINA
TOWN OF CAROLINA BEACH TOWN OF CAROLINA BEACH CAROLINA BEACH NORTH CAROLINA
CAFONNA BEACH NORTH CAROLINA CAROLINA BEACH NORTH CAROLINA Pr.wy
?SMINS O
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VALVE
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PRESSURE PRINCIPLE ASSEMBLY OR COUBLE CHECK VALVE IxsvEci[mm�rt<nrcwsmucmx NmEciaR
ASSEMBLYDCVA)yA TABOVEGROUND WATER SEVICE DETAIL
TRENCH EXCAVATION METHODS SEWER TAP STANDARDS
N r s
NTS
BACKFLOW CROSS CONNECTION NTS
NTS
BRAWN 0.R
j MISCELLANEOUS DETAILS
Gyj OFi LXECK SOY
f� TF 40d4CON403 NORTH LAKE PARK BLEVD
! FOR REVIEW ONLY }yF MAC 1 EC ENG CHECR WSG CAROLINA BEACH NEW HANOCAROLINA
RCOVNry
mI n NORTH CAROLINA
gppROVAL JAM
NACRCEXGIXENJE MDCONKXTN IXc
PRELIMINARY - NOT FOR CONSTRUCTION —i r .VANNOIS RAX..a NM.RGLIxA DATE MAY ,loBNo O-GNO
SCALE AS ST. BS`ALFiB]16 BB
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REFERENCE

CLASS A
CLASS B"
CLASS"C CLASS RD"
BEDDING DETAILS
NTS
Mrmvays \ I
____
____
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cxAxF ERR PI
HSFTFFlE
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RARE OR
)OT EQUIVALENT
-IF USING WOOD POST DIMENSION A -3
IF USING STEEL POST DIMENSION A -2 TEMPORARY SILT FENCE DETAIL
NTS
SECTION B
yP CDxT1.1ml
, m B
ixCnCGP7alE
4FE.. GRu
srcclRm mTxE
1 FOOTINGS SHALLEXTENV IB MINIMUM
BELOW ADJACENT E.ISTNG GRADE
BELOW FROST DEPTHS SEA LOCAL CODES
SEE SOLSREPpRFOR ANY AOOTTORN-
DESIGN CRNERN
1 ENCLOSURE SHALL BE SHADJWBOK FENCE
PNNTEO TO MATCH BUEpNG COLON UNTESS
NEREST.RWISE
�SIEEVE FOR
v...TE.
SECTION A'
NOTES GONTRACTOR$HALL PROVIDE PHOTOGRAPHIC OR
SIMILAR ACCEPTABLE EVIDENCE TO THE OWNER S CONSTRUCTION
MANAGER UPON COMPLETION OF STEEL PLACEMENT
FOR REVIEW ONLY
PRELIMINARY - NOT FOR CONSTRUCTION
REFUSE DISPOSAL FACILITY
CONCRETE PAD DETAIL
wrr—
gAp pµNl M Ifrt
SECTION C
,IRS SECTION 8 FOR BIRUR NOTESI
BOLLARD FOOTING
FSTEEL OR MOD POST /
Op0 i
MIRAFI IQOY FABRIC VCp/
OR DOT EQUIVALENT
(MIN vADTH-32iH=32) / q`}���
� / / GO " I o 50 MIN 00
d67 STONE ogj0o O°
6 MIN p 0
o�°8b °
6 A` NCDOT CLASS A EROSION CONTROL STONE ° o�a°�°
/� PLACEDi��\/ A AND CHOKED WTH NS7COARSE AGGREGATE i
I I
TEMPORARY CONSTRUCTION ENTRANCE
NDT TO SCALE
SECTION D'
3< WM Pn
FnrsreE Gnve
P7
.o�" waMa•+.f
IreI TR W Ve mN
ptll wYl p".biw prove
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TYPICAL CONTAINERIZED DECIDIOUS TREE DETAIL
NOT TO SCAIE
}a Wm., Pnmibn
Fll�Lwv
TYPICAL POTTED SHRUB DETAIL
NOT TO SCALE
OMWN RR
MACTEC
pFT CHECK
sBV
ENG LHECK
WSG
.•//''
AF9RWK
JAM
vccxORTHC
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JJo�q�Ux<tC PYExVE MNOR
PATE
MAV ICCB
SDµE
AS SHOWN
MISCELLANEOUS DETAILS
40014 M402 NORTH LAKE PARK BLVD
CAROLINA BEACH NEW HANOVER COUNTY
NORTHCAROUNA
JOBNO DWG NO
6550L 316 6A

VICINITY MAP (1 INCH = 2000 FT)
LEGAL DESCRIPTION
COMMENCING AT THE INTERSECTION OF THE NORTHERN RIGHT OF WAY LINE OF
CARL WINNER STREET AND THE EASTERN RIGHT OF WAY LINE OF NORTH LAKE
PARK BOULEVARD SAID POINT BEING THE TRUE POINT OF BEGINNING THENCE
FROM THE ABOVE DESCRIBED TRUE POINT OF BEGINNING AND RUNNING ALONG
SAID EASTERN RIGHT OF WAY OF NORTH LAKE PARK BOULEVARD NORTH 01 5658
WEST 21000 FEET TO A POINT THENCE CONTINUING ALONG SAID RIGHT OF
WAY NORTH 01 56 58 WEST 10000 FEET TO AN EXISTING IRON PIPE THENCE
CONTINUING ALONG SAID RIGHT OF WAY NORTH 01 56 58 WEST 11960 FEET TO
AN EXISTING IRON PIPE THENCE CONTINUING ALONG SAID RIGHT OF WAY NORTH
01 56 58 WEST 20 00 FEET TO A POINT THENCE CONTINUING ALONG SAID
RIGHT OF WAY NORTH 021046 WEST 4990 FEET TO AN EXISTING IRON PIPE
THENCE CONTINUING ALONG SAID RIGHT OF WAY NORTH 020009 WEST 8002 FEET
TO AN EXISTING IRON PIPE AND BEING IN THE SOUTHERN LINE OF A 25 FOOT
INGRESS EGRESS AND REGRESS EASEMENT KNOWN AS LEES LANE THENCE LEAVING
SAID EASTERN RIGHT OF WAY LINE OF NORTH LAKE PARK BOULEVARD AND RUNNING
ALONG SAID SOUTHERN LINE OF LEES LANE NORTH 87 36 58 EAST 37111 FEET
TO A POINT IN A BULKHEAD AT MYRTLE GROVE SOUND THENCE LEAVING SAID BULKHEAD
NORTH 8736 58 EAST 53 88 FEET TO A POINT IN MYRTLE SOUND THENCE SOUTH
15 28 28 WEST 8407 TO A POINT IN MYRTLE SOUND THENCE SOUTH 85 52 26 WEST
41 05 FEET TO A POINT IN THE BULKHEAD THENCE RUNNING ALONG SAID BULKHEAD THE
FOLLOWING COURSES AND DISTANCES SOUTH 87 08 03 WEST 2888 FEET SOUTH 02 41 49
EAST 2903 FEET SOUTH 87 18 11 WEST 31 46 FEET SOUTH 02 41 49 EAST 2148
FEET TO A POINT THENCE LEAVING SAID BULKHEAD NORTH 88 03 02 EAST 2687 FEET
TO A POINT IN MYRTLE SOUND THENCE SOUTH 15 18 02 WEST 14617 FEET TO A POINT
IN THE PIER FOR CAROLINA BEACH YACHT BASIN THENCE ALONG SAID PIER SOUTH
11 09 23 WEST 354 FEET TO A POINT THENCE CONTINUING ALONG SAID PIER
SOUTH 85 24 12 EAST 1 73 FEET THENCE CONTINUING ALONG SAID PIER SOUTH
15 13 19 WEST 10069 FEET THENCE CONTINUING ALONG SAID PIER SOUTH 16 01 40
WEST TO A POINT THENCE LEAVING SAID PIER SOUTH 23 26 02 WEST 6836 FEET
TO A POINT IN THE NORTHERN RIGHT OF WAY LINE OF CARL WINNER STREET THENCE
RUNNING ALONG CARL WINNER STREET NORTH 84 34 34 WEST 1 49 FEET TO A POINT
THENCE CONTINUING ALONG CARL WINNER STREET SOUTH 88 03 02 WEST 3383 FEET TO
A POINT THENCE CONTINUING ALONG CARL WINNER STREET SOUTH 88 20 02 WEST 140 00
FEET TO A POINT IN THE EASTERN RIGHT OF WAY LINE OF NORTH LAKE PARK BOULEVARD
AND BEING THE POINT AND PLACE OF BEGINNING CONTAINING 3 77 ACRES (164 471 S F )
AS SURVEYED BY JAMES A LEWIS FILE L-4562 IN SEPTEMBER OF 2005
LEGEND OF
STANDARD SYMBOLS
(I
ucM ROLE
FLOODLIGHT
FENCE LINE
Rla
POLE O GUY
.l A APPROx WOODS LINE (TRUNK)
M
WATER VALVE
OVHD LINE
E7
GAS ASSEMBLY
_ — UNDERGROUND SAHMARY SEWER
g
TEMP BENCH MARK
®
WELL
UNDERGROUND WATER TINE
®
WATER MEIEfl
UNDERGROUND STORMWATER LINE
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1 THE LOCATION OF UNDERGROUND UTILITIES IS BASED UPON THE LOCATION OF VISIBLE
ABOVEGROUND IMPROVEMENTS RECORD DRAWINGS AND SITE SURVEY BY MURPHY
GEOMATICS OTHER UNDERGROUND UTILITIES NOT SHOWN ON THIS DRAWING MAY
EXIST SIZES AND MATERIALS OF UNDERGROUND UTILITIES IDENTIFIED ON THIS
DRAWING ARE BASED ON MAPS AND PLANS OF RECORD THE CONTRACTOR SHOULD
VERIFY THE LOCATIONS OF UNDERGROUND UTILITIES WITH THE APPROPRIATE UTILITY
COMPANIES BEFORE CONDUCTING SUBSURFACE AC TIES
2 THIS TRACT IS IN FLOOD ZONE AI3 ACCORDING TO FEMA FIRM COMMUNITY PANEL
NUMBER 375347 0001 C MAP REVISED SEPTEAIBER 4 1986
3 HORIZONTAL DATUM IS NAD63 AND VERTICAL DATUM IS NOV029
4 AREAS DETERMINED BY COORDINATE METHOD
5 PIER HEAD LINE PROVIDED BY MURPHY GEOMATICS
FOR REVIEW ONLY
PRELIMINARY - NOT FOR CONSTRUCTION
n I I I 1
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VICINITY MAP (1 INCH = 2000 FT)
LEGAL DESCRIPTION
COMMENCING AT THE INTERSECTION OF THE NORTHERN RIGHT OF WAY LINE OF
CARL WINNER STREET AND THE EASTERN RIGHT OF WAY LINE OF NORTH LAKE
PARK BOULEVARD SAID POINT BEING THE TRUE POINT OF BEGINNING THENCE
FROM THE ABOVE DESCRIBED TRUE POINT OF BEGINNING AND RUNNING ALONG
SAID EASTERN RIGHT OF WAY OF NORTH LAKE PARK BOULEVARD NORTH 01 56 58
WEST 21000 FEET TO A POINT THENCE CONTINUING ALONG SAID RIGHT OF
WAY NORTH 01 56 58 WEST 100 00 FEET TO AN EXISTING IRON PIPE THENCE
CONTINUING ALONG SAID RIGHT OF WAY NORTH 01 56 58 WEST 119 60 FEET TO
AN EXISTING IRON PIPE THENCE CONTINUING ALONG SAID RIGHT OF WAY NORTH
01 56 58 WEST 2000 FEET TO A POINT THENCE CONTINUING ALONG SAID
RIGHT OF WAY NORTH 021046 WEST 4990 FEET TO AN EXISTING IRON PIPE
THENCE CONTINUING ALONG SAID RIGHT OF WAY NORTH 02 00 09 WEST 8002 FEET
TO AN EXISTING IRON PIPE AND BEING IN ME SOUTHERN LINE OF A 25 FOOT
INGRESS EGRESS AND REGRESS EASEMENT KNOWN AS LEES LANE THENCE LEAVING
SAID EASTERN RIGHT OF WAY LINE OF NORTH LAKE PARK BOULEVARD AND RUNNING
ALONG SAID SOUTHERN LINE OF LEE S LANE NORTH 87 36 58 EAST 37111 FEET
TO A POINT IN A BULKHEAD AT MYRTLE GROVE SOUND THENCE LEAVING SAID BULKHEAD
NORTH 87 36 58 EAST 5388 FEET TO A POINT IN MYRTLE SOUND THENCE SOUTH
15 28 28 WEST 8407 TO A POINT IN MYRTLE SOUND THENCE SOUTH 85 52 26 WEST
41 05 FEET TO A POINT IN THE BULKHEAD THENCE RUNNING ALONG SAID BULKHEAD THE
FOLLOWING COURSES AND DISTANCES SOUTH 87 08 03 WEST 28 88 FEET SOUTH 02 41 49
EAST 2903 FEET SOUTH 871811 WEST 3146 FEET SOUTH 02 41 49 EAST 2148
FEET TO A POINT THENCE LEAVING SAID BULKHEAD NORTH 88 03 02 EAST 2687 FEET
TO A POINT IN MYRTLE SOUND THENCE SOUTH 15 18 02 WEST 14617 FEET TO A POINT
IN THE PIER FOR CAROLINA BEACH YACHT BASIN THENCE ALONG SAID PIER SOUTH
11 09 23 WEST 3 54 FEET TO A POINT THENCE CONTINUING ALONG SAID PIER
SOUTH 85 24 12 EAST 173 FEET THENCE CONTINUING ALONG SAID PIER SOUTH
15 13 19 WEST 10069 FEET THENCE CONTINUING ALONG SAID PIER SOUTH 160140"
WEST TO A POINT THENCE LEAVING SAID PIER SOUTH 23 26 02 WEST 6835 FEET
TO A POINT IN THE NORTHERN RIGHT OF WAY LINE OF CARL WINNER STREET THENCE
RUNNING ALONG CARL WINNER STREET NORTH 84 34 34' WEST 1 49 FEET TO A POINT
THENCE CONTINUING ALONG CARL WINNER STREET SOUTH 88 03 02 WEST 33 83 FEET TO
A POINT THENCE CONTINUING ALONG CARL WINNER STREET SOUTH 882002 WEST 14000
FEET TO A POINT IN THE EASTERN RIGHT OF WAY LINE OF NORTH LAKE PARK BOULEVARD
AND BEING THE POINT AND PLACE OF BEGINNING CONTAINING 3 77 ACRES (164 471 S F )
AS SURVEYED BY JAMES A LEWIS PLS L-4562 IN SEPTEMBER OF 2005
LEGEND OF
STANDARD SYMBOLS
LIGHT POLE
FLOODLOHI
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APPROX WOODS LINE (TRUNK)
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THE SYMBOLS CO NOT DEPICT DRIP LINE OR CANOPY
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NOTES
1 THE LOCATION OF UNDERGROUND UTILITIES IS BASED UPON THE LOCATION OF VISIBLE
ABOVEGROUND IMPROVEMENTS RECORD DRAWINGS AND SITE SURVEY BY MURPHY
GEOMATICS OTHER UNDERGROUND UTILITIES NOT SHOWN ON THIS DRAWING MAY
EXIST SIZES AND MATERIALS OF UNDERGROUND UTILITIES IDENTIFIED ON THIS
DRAWING ARE BASED ON MAPS AND PLANS OF RECORD THE CONTRACTOR SHOULD
VERIFY THE LOCATIONS OF UNDERGROUND UTILITIES WITH THE APPROPRIATE UTILITY
COMPANIES BEFORE CONDUCTING SUBSURFACE ACTIVITIES
2 THIS TRACT IS IN FLOOD ZONE AI3 ACCORDING TO FEMA FIRM COMMUNITY PANEL
NUMBER 375347 0001 C MAP REVISED SEPTEMBER4 TWO
3 HORIZONTAL DATUM IS NAD63 AND VERTICAL DATUM IS NGVD 29
4 AREAS DETERMINED BY COORDINATE METHOD
5 PIER HEAD LINE PROVIDED BY MURPHY GEOMATICS
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SECTION A -A
Debris Screen
w Crovd
Clean Washed
Sand
Fidler Fabric
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4 0 Perforated
Pipe
FILTER MEDIA
Sandflter Chamber Lengths (Based on Twin 4 Wide Chambers)
Drainage Area (Acres)
25
375
5
625
75
B75
10
1125
1125
1375
15
1625
175
1875
20
Perminent Pool (A)
15-3
30-6
42-3
38-3
50-0
46-0
57-9
69-3
65-6
77-0
88-9
B4-9
96-6
92-6
104-3
Filler Chamber(B)
11-6
11-5
15-3
19-3
23-0
27-0
30-9
34-9
38-6•
42-6
46-3
50-3
54-0
58-0
61-9
Cleanrell
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
3-9
Length
15-6
23-3
31-0
31-0
38-9
38-9
46-6
54-3
54-}
62-0
69-9
69-9
77-6
7Y-6
85-3
Sondfilta Sama Notes'
Overflow Weir Nolen
• Sizes Figured Using Unified Stormwaler Sizing Method
Weir Length = 14-4
Per The State Of Maryland
Discharge Coefficient (c) = 270
Areas Are Total Drainage Areas Droning To Sand6lter
Head Abate Crest (H) = 314
• Impemous Cow, = 9D%
Allowable Owrfow Rate (0) = 64 cfs
• Rainfall Depth = 1 0
• Height Of Wota Above Filter (2h) = 2-6Y,
Biter Media Quantities & Specifications
Mataial
QtyAf (B) of
Specificahw
Notes
Sand
&0 cf/If
Clean AASHTO-M-6 or ASTM
Size = 02 to 0/
C-33 Concrete Sand
Underdrom Growl
78 cf/If
AASHTO-M-43
Size = 375 to 75
Filter Fabric
100 sf/If
ASTM-D-4833 (PS = 1251bs) &
ust Mountain 125 gpm per
ASTM-D-4632 (TS = 300 Ibs.)
sq it Flow Rate
Underdraln Piping
20 ft/If
F 758 Type PS 28 or
4 Dla 375 pert 0 6
AASHTO-M-278
cc 4 Hales Per Row
Twin Perimeter Sandfilter
Patent Pending

Twin Perimeter Sandfilter
DESIGN SPECIFICATIONS
• Concrete Min (28—Day) CompressiveStrength 5 000 psi
• Reinforcing Deformed Bars ASTM A-615 (Fy--60 ksi)
Reinforcing Deformed Wire ASTM A-185 or A-497 (Fv--65 ks))
• Design Live Load AASHTO HS-20
• Earth Cover 0 —0" (Top Slab Flush w/ Finish Grade)
• Soil Unit Weight 120 pcf
• Design Specifications AASHTO 16th Edition & ASTM C 890
SAND FILTER W/OVERFLOW WEIRS
MARINA EAST PROJECT
ROTONDO ENVIRONMENTALS SOLUTIONS LLC
DRAWING NO 6C

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GRAVEL, EXTENSION
OF FABRIC AND WRE NOTE:
INTO THE TRENCH SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW
I
EXTENSION OF
BRIC AND HIRE
TO THE TRENCH
COMPACTED
RLL8' MIN.
36' ABOVE
24' BELOW
14 MINIMUM 47MINIMUM
SECTION SECTION
sF SEDIMENT FENCE (SILT FENCE)
Practice 6.62
NTS
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NOTE: SEE NARRATIVE
FOR MORE DETAIL. 12'
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
@ TEMPORARY GRAVEL CONS
ENTRAN"IEXIT DETAIL
Practice ..
NTS -1
INLAND HARBOUR CONDOMINIUMS
PHASE I
M.B. 6, PG. 185
1B 4
35 FT X 3.5 FT PRECAST CONOREIE BOX
NCDOT 8405E OR EQUIVALENT
RIM - 7.1
INV(24)=3.0
SUMP ELEV - 1.0
SF Co
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PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
E 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
SHALL BE INSTALLED AT THE ENTRANCES TO THE PRO.ECT
FROM AN EXISTING ROADWAY. DRAINAGE SHOULD BE AWAY FROM
THE ROAD AND EROSION MILL BE CONTROLLED WITH DOWNSTREAM
PRACTICES DURING NET WEATHER IT MAY BE NECESSARY 70 WASH
TRUCK TIRES AT THESE LOCATIONS
2. LAND GRADING
Practice 6.02
GRADING SHOULD BE UMI7ED TO AREAS AS $NOUN ON THE
PLANS CUT AND FILL SLOPES SHALL BE J. I OR FLATTER EXCEPT
WHERE SPECIFICALLY INDICATED. CARE SHALL BE TAKEN WRING
LAND GRADING ACTIVITIES NOT 70 DAMAGE EXISTING TREES THAT
ARE IDENTIFIED AS 'TO BE PRESERVED"
SF J. SEDIMENT FENCE
Practice 6.62
SEDIMENT FENCING SHOULD BE INSTALLED AS SHOW ON THE
PUN, TD DELINEATE AND PR07ECT WETLANDS AND SPECIFIED AREAS,
AND AROUND ANY TEMPORARY STOCKPILE AREAS AS NECESSARY 70
PREVENT ANY GRADED INTERIOR AREAS FROM ERODING ONTO ADJACENT
LANDS OR ROADWAY, OR IN70 INLEM OR AS DIRECTED BY ENGINEW
OR NEW HANOVER COUNTY EROSION CONTROL PERSONNEL
4. CONSTRUCTION ROAD STABIUZ4710H
PRACTICE 6.80
UPON REACHING FINAL GRADE AND AFTER UTILITIES HAVE
BEEN INSTALLED, ROADWAY/PARKING AREAS ARE 70 BE
STABWZED BY PLACING SUB -BASE AS SHOWN IN TIE TYPICAL
STREET CROSS-SECRON DETAIL ON THE PLAN, 70 REDUCE
EROSION AND DUST WRING THE REMAINDER OF BUILDING
CONSTRUCTION
jP,: 5. INLET PR07EC71ON
G
Practice 6.51
STORM SETTER INLET BARRIERS OF WIRE MESH HARDWARE
CLOTH AROUND STEEL POST SUPPORTING WASHED STONE PLACED
AROUND OPENING OF A DROP INLET
e- NOTE WELL,
1. SOIL STABILIZATION TWEFRAMES
SITE AREA DESCRIPTION
STABIUZA17ON
Z EFRAME EXCEPTIONS
PERIMETER DIKESSWALES
7 DAYS
NOS
DITCHES AND SLOPES
HIGH QUALITY ZONES (H0119
7 DAYS
NONE
SLOPES STEEPER THAN J:1
7 DAYS
IF SLOPES ARE 10 FT OR LESS IN LENGTH
AND ARE ARE NOT STEEPER THAN 21,
14 DAYS ARE ALLONED
SLOPES 3.1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN
50 FT IN LENGTH
ALL OTHER AREAS NTH SLOPES
14 DAYS
NONE; EXCEPT FOR PERIMETER AND
FLATTER THAN 4.1
1
I HOW ZONES
2. DENUDED AREAS MUST BE STABILIZED WITHIN FTETE£NN (15) WORKING
DAYS OF (EASE OF ANY PHASE OF ACTIVITY. ALL SLOPES MUST BE
STA61UZED WINN TWENTY-ONE (21) CALENDAR DAYS OF CEASE OF ANY
PHASE OF ACTIVITY. THIS INCLUDES SLOPES, SWAGES CHANNELS AND
STOCKPILES.
3 THIS PLAN 70 BE UTILIZED AND REVIE O ONLY IN CONJJNC71ON
IV771 THE WRITTEN NARRA711E WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT CONTROL PLAN.
4. ALL SLOPES SHALL BE 31 OR FLATTER
5. NO WEILANOS EXIST WTHIN EMITS OF DISTURBANCE
6. BOUNDARY, TOPOGRAPHIC AND ASSUILT SURVEY PERFORMED BY ROBERT A GOSLEE; PA
513 CHESTNUT ST. MLMINGTON NC 28401: 910-763-1941: FIRM J C-1167
7. ELEVATION DATUM: NAVD 86
8. DEVELOPER/HOA ARE RESPONSIBLE FOR MAINTENANCE OF THE STORMWAIER SYSTEM
N/F
DON F. GREESON and
wife BETTY J. GREESON
D.B. 5496, PG. 1792
1'
CONSIRUC71OIN
SCHEDULE -
MAINTENANCE PLAN -
1.
OBTAIN APPROVAL OF PLAN AND ANY NECESSARY PERMIT$ AND HOLD
I.
ALL MEASURES TO BE INSPECTED MEDQY AND AFTER ANY RAINFALL
A PRE -CONSTRUCTION CONFERENCE PRIOR TO COMMENCING ANY W7RK.
EVENT AND NEEDED REPAIRS MADE IMMEDIATELY.
2.
SEDIMENT TO BE REMOVED FROM SWALES WET/ THEY ARE APPROXIMATELY
2
I MIY
I( LI1175 AND STAKE -OUT ROW, STORM DRAIN BOXES AND SED, BASINS
FLAGNGRK
50% FILLED OR SEDIMENT LEVEL IS WITH 1' OF TOP OF DITCH BANK.
FOR PR GRADING
ISEDIMENT
TO BE REMOVED FROM BEHIND ANY SILT FENCE AND
J.
INSTALL lXHAVfl CONSTRUCTION ENTRANCES
INLET PROTECTION DEVICES WEN IT BECOMES 0.5' DEEP. FENCING
4.
INSTALL SILT FENCING PRIOR TO ROUGH GRADING THE REMAINING
AND INLET PROTECTION 70 BE REPAIRED AS NEEDED TO MAINTAIN A BARRIER.
SITE AND ANY STOCKPILING OF MATERIAL AND TOPSOIL NECESSARY.
4.
ALL SEEDED AREAS SHALL BE FERTIJZED, MULCHED AND RE -SEEDED
PRbVIDED, To
5.
CONSTRUCT ANY OTHER SEDIMENT CONTROL PRACTICES
MTV AASSUITAA ACCORDING 71VECCCOVER.noNs
SHOWN, PRIOR TO ROUGH GRADING SITE: STOCKPILING TOPSOIL AS NECESSARY.
5.
CONSTRUCTION ENTRANCE TO BE MAINTAINED IN SUCH A MANNER AS TO
6.
ESTABLISH ROUGH PARKING LOT GRADES
PREVENT AM OR SEDIMENT FROM LEAVING RE CONSTRICTION SITE
AND STABILIZE ADJACENT AREA WITH TEMPORARY OR PERMANENT SEEDING
PERIODIC TOPORESSMIG NTH 2-INCH STOW MAY BE REQUIRED.
INSPECT AFTER EACH RAINFALL AND AN DIATELY REMOVE ALL
7.
ALL EROSION AND SEDIMENT CONTROL PRACTICES ARE 70 6E
K&EC710NABLE MATERIALS SPILLED, WASNED, OR TRACKED ONTO
PUBLIC ROADWAYS
INSPECTED KEIaY AND AFTER ANY RAINFALL, AND REPAIRED AS
NECESSARY.
7.
REFER TO NC LQS EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL' FOR A07IONAL MAINTENANCE REQUIREMENTS FOR EACH EROSION
CONTROL DEVICE.
VEGETATIVE PLAN -
1.
PERMANENT VEGETA71ON TO BE ESTABLISHED IN ACCORDANCE NTH
NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL' SECTION 6.11, LATEST VERSION.
NOTE:
MEAN LOW WATER AND MEAN HIGH
WATER WAS ESTABLISHED USING
NOAA TIDAL BENCHMARK WILMINGTON
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BY ROBERT H. GOSLEE & ASSOCIATES &l�
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COMMERCIAL / RESIDENRAL
P.O. BOX 4041
W/LMINGTON, NC 28406
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DATE: 5- 4-17
HORZ. SCALE: 1' = 20'
VERT SCALE N/A
DRAWN BY: RLW
CHECKED BY.- HSR
PROJECT NO.: 17-0395
Sheet No. O/ 4�

/ F
all
3.5 FT X/b.5 FT PRECAST CONCRETE BOX
/ NCOOT 840.54 OR EQUIVALENT
_ PoM=7.1
/ INV 24 -_3T- T-
/ SUMP ELEV = 1.0
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ALUMINUM PIPE
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24" ALUMINUM 18" ALUMINUM
FROM TRENCH TO OFFUNE
II ��
INV = 30
�'° XA7tl1 INV = 2.4
N
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PLAN VIEW
4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
ACCESS COVER TO BE SUFFICIENT TO PERMIT
ACCESS TO BOTH SIDES OF WEIR
TOP OF COVER = 6.5
4.0 FT WEIR
ELEV. = 5.0
24' ALUMINUM
FROM TRENCH
INV = 3.0 j
2 FT SUMP
F
BOX IE= 1.0 OR CLEANOUT
BOTTOM OF BOX = -0.5
12" CONIC.
JUNCTION BOX 5
BYPASS STRUCTURE
NOT TO SCALE
18" ALUMINUM
INV = 2.4
18' ALUMINUM
TO OFFUNE
INV = 2.4
.. 1 =ASE
SECTION VIEW
4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
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TRENCH SYSTEM DETAIL
1" = 10"
10 5 0 10 20 30
SCALE IN FEET: 10-- 10'
CAST -IN (F
48"'X48"
PLAN VIEW
CARTRIDGES AND FLOW KIT NOT SHOWN
CONTECH TO CAST -IN HATCH
NOTE: ABOVE
GROUND STRUCTURE
OUTLET 1
/I.
TOP SYSTEM
ELEV.. 7.02'
0
____________
s /'T _T..I � RIM ELEV. 6.00'
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A V
III III III OUTLET
m I III MC II� III STUB
III III �- INLET I INVERT
7RAFFIC RAZED _ _ III ui i-- ELEV.3.00'
CLEANOUT FRAME & COVER A INLET PIPE - - -
= OUTLET IIN
VERT
018"PVC ELEV. 2.60'
(024"OPENING L_L
—-------`�'_- _ —
,��. OUTSIDE BOTTOM
ELEV. 1.68'
FLOW KIT
SEE OUTLET DETAIL
07 2 (THIS SHEET)
w ELEVATION VIEW
9 SEALED OUTLET
RISER
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0
4" MIN ALUMINUM It
D
0
TYPICAL CLEANOUT ASSEMBLY
N.T.S.
ADS SLOTTED DRAIN OR EQUAL AROUND
SECTION A -A
SITE DESIGN DATA
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4
NOTES
1. ALL BUILDING ROOF DRAINS AND AIMWOUS SURFACES MUST BE DIRECTED ONTO THE
PARKING LOT OR COAWECT DIRECTLY TO TREIICH SYSTEM.
2 PORTABLE PUAIP TO BE USED TO DRAW TRENCH IN CASE OF EMERGENCY. PUMP TO BE
PLACED ON TOP OF R M NTH SCR@U ATTACHED TO HOSE NLET AND COVERED IITH STORE.
HOSE OUTLET TO DRAW ACROSS STABLE UPLAND AREA SUFFICIENT TD RESTRAIN EIM M.
3. TRENCH TO BE RECORDED IN A DRAINAGE EASEMENT.
WATER QUALITY
VOLUME
FLOWRATE
PEAK FLOW RATE
N/A
RETURN PERIOD OF
PEAK FLOW
N/A
FILTER MEDIA TYPE
PERLITE
RISER
.NO COLLAR OR BOOT
12" STUB
08" STUB
MOLDED -IN CUT LINE
(SEE INSTALLATION NOTE E)
ROUT (BY CONTECH)
OUTLET DETAIL
(ILLUSTRATION ONLY)
MATERIAL LIST (PROVIDED BY CONTECH)
COUNT
DESCRIPTION
INSTALLED BY
7
18"PERLITE CARTRIDGE
CONTECH
7
VOLUME GPM RESTRICTOR DISK (PRP)
CONTECH
1
42A FLOWKIT
CONTECH
1
18" OUTLET RISER ASSEMBLY
CONTECH
3
STEPS, PIOCTS, LANE LADDER, OR EQUIV.
CONTECH
i
SEALANT FOR JOINTS (BY PRECASTER)
CONTRACTOR
1
48" X 48" STANDARD HATCH, EJ#H48483406, OR EQUIV.
CONTECH
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PERFORMANCE SPECIFICATION
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FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH
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SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS.
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SPECIFIC FLOW RATE SHALL BE 1 GPM/SF (MAXIMUM). SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW (GPM) DIVIDED BY THE MEDIA
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SURFACE CONTACT AREA (SF). MEDIA VOLUMETRIC FLOW RATE SHALL BE 6 GPM/CF OF MEDIA (MAXIMUM).
FLUj a-
GENERAL NOTES
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1, CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
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2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED
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SOLUTIONS LLC REPRESENTATIVE. W .ContechES=rn
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3. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS
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DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT,
4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0'- 5', AND GROUNDWATER ELEVATION AT, OR
BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO
CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS
g
2s
SHALL MEET AASHTO M306 LOAD RATING AND BE CAST WITH THE CONTECH LOGO.
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5. STORMFILTER STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN METHOD.
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INSTALLATION NOTES
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A. ANY SUB -BASE, BACKFILL DEPTH, AND/ORANTI-FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE
SPECIFIED BY ENGINEER OF RECORD.
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B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER
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STRUCTURE (LIFTING CLUTCHES PROVIDED).
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C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.
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D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S). ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.
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E. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER
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HDPE OUTLET STUB, IF OUTLET PIPE IS LARGER THAN 8INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN
DATE:
SCALE
CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR.
05/09/17
3/8" = 1'-0"
F. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF,
DESIGNED:
DRAWN:
G. CONTRACTOR TO INSTALL SUPPLIED PLUG IN CONSTRUCTION FLOW BYPASS WHEN SYSTEM IS BROUGHT ON LINE (PRESSURE FIT ONLY,
KMR
KMR
DO NOT GLUE).
cNEc ED,
APPROv D:
STRUCTURE WEIGHT
APPROXIMATE HEAVIEST PICK = 13500 LBS. OF 2 PIECES CONTECH KNUT
PRwECT w.:
ssauE20 No:
BASE SECTION SHIPPED WITH CARTRIDGES INSTALLED PROPOSAL LAYOUT 1A
1A
20
seesc
ET:
MAX FOOTPRINT = OT-2• DRAWING 5814 / KNSC
1 DE 1
COOSOD
ENGINEERING
LICENSE j C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. BOX 4041
WLMINGTON" NC 28406
[phone]
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DATE: 5-4-17
III SCALE' 1" = 10'
VERT. SCALE.- N/A
DRAWN 8K RLW
CHECKED BY.' HSR
PROJECT NO.: 17-0395
Sheet No. Of

KEY:
0
1.
RIGID OR FLEXIBLE PAVEMENT
2.
GRANULAR ROAD BASE
3.
12"MIN. FOR DIAMETERS THROUGH 96"
18" MIN. FOR DIAMETERS FROM 102" AND
LARGER MEASURED TO TOP OF RIGID OR
BOTTOM OF FLEXIBLE PAVEMENT.
4.
SELECT GRANULAR FILL PER AASHTO M145 A-1,
A-2 OR A-3 OR APPROVED EQUAL. PLACED IN 8"
LIFTS (COMPACTED TO MIN. 90 % STANDARD
DENSITY PER AASHTO T-99.)
5.
CONTECH C-40 OR C45 NON -WOVEN
GEOTEXTILE IF REQUIRED BY ENGINEER OF
RECORD TO PREVENT SOIL MIGRATION.
6.
GRANULAR BEDDING, ROUGHLY SHAPED TO
FIT THE BOTTOM OF PIPE, FROM SPRINGLINE
OF PIPE TO 4"-6" BELOW BOTTOM OF PIPE.
(STONE OR OTHER SUITABLE GRANULAR
MATERIAL USED IN THIS SECTION SHALL
ADHERE TO BACKFILL MATERIAL AND
COMPACTION SPECIFICATION INDICATED
BELOW)
FOUNDATION/BEDDING PREPARATION
PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM
AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE
ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE
GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION
PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL -GRADED GRANULAR MATERIAL SHALL
BE PLACED AS THE BEDDING.
BACKFILL
THE BACKFILL SHALL BE AN AT, A2 OR A3 GRANULAR FILL PER AASHTO M-145 OR A
WELL -GRADED GRANULAR FILL AS APPROVED BY THE ENGINEER (SEE INSTALLATION
GUIDELINES). THE MATERIAL SHALL BE PLACED IN 8-INCH LOOSE LIFTS AND COMPACTED TO
90 % AASHTO T99 STANDARD PROCTOR DENSITY. WHEN PLACING THE FIRST LIFTS OF
BACKFILL IT IS IMPORTANT TO MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED
UNDER AND AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS
NO MORE THAN A TWO LIFT (16") DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME
DURING THE BACKFILL PROCESS. THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF
THE DETENTION SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE.
OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC
CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED.
BACKFILL DETAIL
SCALE: N.T.S.
BAR, BOLT AND STRAP
CONNECTION
CONNECTION DETAIL
SINGLE
BOLT, BAR AND STRAP
HUGGER
BAND
FLAT GASKET
GENERAL NOTES
1. BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
12" THRU 48", 1-PIECE
54" THRU 96", 2-PIECE
102" THRU 144", 3-PIECES
2. BAND FASTENERS ARE ATTACHED WITH SPOT WELDS,
RIVETS OR HAND WELDS
3. REROLLED ANNULAR END CORRUGATIONS ARE NORMALLY
2%" x Y2". DIMENSIONS ARE SUBJECT TO MANUFACTURING
TOLERANCES
H-12 HUGGER BAND DETAIL
SCALE: N.T.S.
3/8" THICK 7"
MIN. WIDE FLAT
NEOPRENE
GASKET
LI"M " m„
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24 UNDERGROUND DETENTION SYSTEM - 559636-010
559636
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CMP DETENTION SYSTEMS
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CONTECH
CAROLINA BEACH, NC Solid
CHECKED
AP%EOVED
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9025 Centre Pointe Dr., Suite 400, West Chester, OR45069
PROPOSAL
°'•�•^•^n•�„^•„m^^^a^•'°^�^
DESIGNATION:
SHEET NO_
BY
800-338-1122 51364&7000 513-645-7993 FAX
DRAWING
P2 3
DATE
REVISION DESCRIPTION
TEMPORARY COVER FOR
CONSTRUCTION LOADS
HEIGHT OF
COVER
CONSTRUCTION LOADS
FINISHED
GRADE
FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER
THE TOP OF THE PIPE. THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.
THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED
GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.
PIPE SPAN,
AXLE LOADS (kips)
INCHES
18-50
1 50-75 1 75-110 1
110-150
ALUM.
MINIMUM
COVER FT)
3.0
3.5
4.0
4.0
1242
48-72
4.0
4.0
5A
5.5
78-120
4.0
5.0
5.5
5.5
'MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL
COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO
THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
CONSTRUCTION LOADING DIAGRAM
SCALE: N.T.S.
SPECIFICATION FOR CORRUGATED ALUMINUM PIPE
SCOPE
THIS SPECIFICATION COVERS THE MANUFACTURE AND
INSTALLATION OF THE CORRUGATED ALUMINUM PIPE (CAP)
SHOWN ON THE PLANS.
MATERIAL
THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE
REQUIREMENTS OF AASHTO M 197 OR ASTM B 744,
PIPE
THE CAP SHALL BE MANUFACTURED IN ACCORDANCE WITH
APPLICABLE REQUIREMENTS OF AASHTO M 196 OR ASTM B 745.
THE PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS
SHOWN ON THE PLANS.
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE
UNITED STATES.
HANDLING ASSEMBLY AND INSTALLATION
SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS.
TIF*"RWilQeL
A
036" MAX., HS-25 ACCESS CASTING
WITH GRADE RINGS AS REQUIRED, TO
BE PROVIDED AND INSTALLED BY
CONTRACTOR MAY BE TOP MOUNTED
CMP PROTECTION (AS SHOWN) OR RECESSED. DO
RIM/FINISHED � n.
GRADE �- -_-_ _�L., VARIES O
V
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J
GASKET MATERIAL 0 CMP RISER
SUFFICIENT TO PREVENT a
SLAB FROM BEARING ON o
RISER TO BE PROVIDED BY
CONTRACTOR. 08 11" TYP.t < N
SECTION VIEW
ACCESS CASTING NOT SUPPLIED BY CONTECH
1P.
00 OA
00
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD
SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION 11
OR ASTM B 788 AND IN CONFORMANCE WITH THE PROJECT PLANS
AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR
CONFLICTS, THE CONTRACTOR MUST BRING THEM TO THE
ATTENTION OF THE SITE ENGINEER.
IT IS RESPONSIBILITY OF THE CONTRACTORS TO FOLLOW OSHA
GUIDELINES FOR SAFE PRACTICES.
CONSTRUCTION LOADS
CONSTRUCTION LOADS MAY BE HIGHER THAN FINALLOADS.
FOLLOW THE MANUFACTURER'S GUIDELINES.
MATERIAL SPECIFICATION
SCALE: N.T.S.
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES)
SEE NOTE 7.
1
REINFORCING TABLE
"BEARING
0 CMP
A
0 B
REINFORCING
PRESSURE
RISER
(PSF)
24"
0 4'
26"
#5 @ 10" OCEW
2,540
4'x4'
#5 @ 10' OCEW
1,900
30"
0 4'-6"
32,
#5 @ TO. OCEW
2.260
4'-6" x 4'-6"
#5 @ 9" OCEW
1,670
36"
0 5'
38
#5 @ 9" OCEW
2,060
5' x 5'
#5 @ 8" OCEW
1,500
42
0 5'-6"
44"
#5 @ 8" OCEW
1,490
5'-6" x 5'-6"
#5 @ 8" OCEW
1,370
48"
06'
50"
#5@7"OCEW
1,210
6' x 6'
#5 @ 7" OCEW
1,270
ASSUMED SOIL BEARING CAPACITY
#4 DIAGONAL TRIM _
- T v T- BAR (TVP.4 PLACES),
SEE NOTE 7. r_ _,T____ TI
2"COVER
\�
(TYR) III
LL----- I1 LI____-y 1
CO '2
Il �In ,0�
I � � i fl 00
I,1/ 1 I( IY I I YI I
OPENING IN Il Ill �� i I'I 11
OPENING IN PROTECTION
Z_� _ _____rf -1_r --_ 1 f__
PROTECTION ---tl- -----�---✓--�t---- SLAB FOR ---
r___ yt_t__
SLP.B FOR II ,� I CASTING I II1���
CASTING I j \I' }"-"1� j I �f �tr -1 it INTERRUPTED E
__J _____10 11__ 1u� \�t-I ll_____J REPLACEMENT,
INTERRUPTED BAR - p �t L_ I I V SEE NOTE 6.
REPLACEMENT, SEE
NOTE 6. I I I
STANDARD STANDARD
REINFORCING, REINFORCING.
OB
SEE TABLE SEE TABLE
ROUND OPTION PLAN VIEW
SQUARE OPTION PLAN VIEW
NOTES:
1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION
7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND
AND ACI 350,
BARS A MINIMUM OF 12" BEYOND OPENING, BEND
BARS AS REQUIRED TO MAINTAIN BAR COVER.
2. DESIGN LOAD HS25.
8. PROTECTION SLAB AND ALL MATERIALS TO BE
3, EARTH COVER = V MAX.
PROVIDED AND INSTALLED BY CONTRACTOR.
4. CONCRETE STRENGTH = 4,000 psi
9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS
AND LAND SURVEYORS, ENDWELL, NY.
5. REINFORCING STEEL = ASTM A615, GRADE 60.
6, PROVIDE ADDITIONAL REINFORCING AROUND
OPENINGS EQUAL TO THE BARS INTERRUPTED,
MANHOLE CAP DETAIL
HALF EACH SIDE. ADDITIONAL BARS TO BE IN
SCALE: N.T.S.
THE SAME PLANE.
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www.CoMachES.com
CONTECH
CAROLINA BEACH, NC Solid
""E°
in a. °a'�.•�„
9025 Centre Pointe Dr„ Suite 400, West CNeter, OR 45069
PROPOSAL
SITE DESIGNATION:
sHEEr NDP3
•�'a nu1idX1j �°'a••wnb °iea0u""`a'q'"""°'•""'
800-338-1122 513645-7000 51-°645-7993 FAX
DRAWNG
AR
DATE
REVISION DESCRIPTION
DE 3
a
CSD
ENGINEERING
LICENSE # C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. 801y 4041
WILMINGTON, NC 28406
[phone]
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10
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DATE: 5- 4-17
HORZ. SCALE.' N/A
VERT. SCALE' N/A
DRAWN BY: RLW
CHECKED BY: HSR
PROJECT NO.: 17-0395
Sheet No. 3 0f

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 terah if
it is possible.
J. Locate parking areas on naturally flat areas if they are available Keep
grades sufficient for drainage but generally not more than 2 to 3%
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or tumouts (References: Runoff Control Measures).
5. Keep cuts and tits 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. Nhere seepage areas or wasondly wet weal must be crossed, instal
subsurface wins or geotaffe fabric cloth before plain the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches cuts tills and other disturbed areas or
otherwise appropriately stapize as soon as grading is complete (Re6rences:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roods and parking areas perindkally for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedmentatont after runoff -producing runs
Mantas all vegetation in a healthy, rigorous condition. Sedknent-producing
areas should be treated immediately.
TemD2MY_ Gravel Construction Entrance xit
CE Specification ( 6.06 - Construction Specifications
1. Clear the entrance and exit area of air vegetation, rats and other
objectionable material and properly grade It
2 Place the gravel to the specific grade and dimensions shown an the plans and
smooth it
J. 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 topdressng with 2-inch stone.
After each rainfall, Inspect any structure used to top sediment and dean it
out as necessary. Immediately remove of objectionable materials spilled
washed, or tracked onto public roadways.
Specification IF 6.10 - Specifications
Complete grading before preparing seedbeds and instal all necessary erosion
control practices such as dices waterways and basins Minimize stesp dopes
because they make seedbed preparation difficult and Increase the eroahon hazard
If sops became compacted during grading loosen them to a depth of 6-8 inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment A goad
seedbed he well -pulverized, loose and uniform. Nbere hydrossedng methods are
used the surface may be left with a more Irregular surface of large clods and
stones
Lining - Apply line according to soil test recommendations If the PH (oddity)
of the sot is not known, an application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured sots and 2-3 tons/acres on
fine -textured sots is usualy sufficient Apply limestone uniformly and
Incorporate into the top 4-6 inches of soil. Sots with a PH of 6 or higher
need not be limed
Fertizar- Base application rates on sop teats Wm these we not passible,
apply a 10-10-10 grade fertilizer at 700-1,00016./acre Both fertfizar and
lime should be incorporated Into the top 4-6 inches of sal If a hydraulic
seeder is user!, do not mix seed and fertfizer more than 30 minutes before
application.
Surface roughening- If recent Wage aperaticns have resulted in a loose
surface, additional roughening may not be required except to break up large
duds. If rainfall causes the surface to become seated or crusted loosen it
just prior to seeding by disking, raking harrowing, or other suitable methods
Groove a furrow dopes steeper than 3:1 on the contour before seeding (Practice
6.03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.10a, for seeding
in late winter and early, spring, Table 6.10b for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, eultlpadcer seeds,
or hyvhoseeder. Use seeding rates given in Table ElOo-6.10c Broadcast seeding
and h)roseedng are appropriate for steep dopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
achieving a uniform distribution. Smell grains should be planted no more than 1
inch deep, and grasses and legumes no more than 112 inch. Broadcast seed must
be covered by raking or chain dragging, and than lightly Armed with a idler or
cultipacker. Hykoseeded mixtures should include a wood fiber (cdlulase) mulch.
Mutchina
The use of appropriate mulch wit help ensure establishment under normal
conditions and is essential to seeding success under hash site condition
(Practice 6.14, Mulching). Harsh site conditions Include:
-seeding in fall for winter cover (wood Aber mulches are not considered
adequate for this use),
-slopes stepper than 3:1,
-excessively hot or dry weather,
-adverse sois(shallow, rocky, or high in day or sand), and
-areas receiving concentrated Now.
If the area to be mulched Is subject to concentrated watelloK as In dhannds
anchor mulch with netting (Practice 6.14, Mulching).
Permanent Seedina
SpeclficaNans 16.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soi texture (Table 6.11a), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems.
To mantah a good stand of vegetation, the sof must meet certain mhknum
requirements as a growth medium. The existing soil should have these criteria.,
- Enough fine-grained (sit and day) material to maintain adequate
moisture and nutrient supply (available water capacity of at loot .05
Inches water to 1 Inch of sot).
- Sufficient pore space to permit root penetration.
- Sufficient depth of sot to provide an adequate root zone. The depth to rock
or knpermeable layers such as hardpans should be 12 inches or mare, except on
dopes steeper than 2:1 where the addition of soil Is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots branches stones lags clods of earth, or trash of
any kind pods and stones may be left an dopes steeper than 3:1 N they are
to be hyfroseeded.
If any of the above criteria are not mat -ire., If the axbtng ad Is too
coarse, dense, shallow or acidic to foster vegetation -special amendments are
required The sot conditioners described below may be benetkdd or,
preferably, topsoil may be appfined In accordance with Practice 6.04, Tapsofng.
Sol Condthoers
In order to improve the structure or drainage characteristics of a sou, the
following material may be added. These amendments should o dy be necessary
where sots have limitations that mace them poor for plant growth or for time
turf establishment (see Chapter 3, Vegetative Canskleratkns).
Peat -Appropriate types are sphagnum moss peat h)pnun moss peat reedwags peat
or peat humus all fran kash-water sources. Peat should be shredded and
conditioned in storage pies for at least 6 months after excnvetkn.
Sand -dean and free of toxk materials
Vermkulite-horticulturd grode and has of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materials
Thoroughly rotted sawdust- km of stones and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and industrial sludges are available in vams forms:
these should be used only in accordance with local, State and Federal
regulations
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors
A listing of spedes including scientific names and characteristics is given
n Appenafx 8.02
Seedbed Preparation
Instal necessary mechankal erosion and sedimentaton control practices before
seeding and complete grading according to the approved plan.
Line and fertilizer needs should be determined by soil tests Sot testing Is
performed free of charge by the North Carolina Department of Agrlculture sop
testing laboratory. Directions sample tartans and Information sheets are
ovefable through county agricultural extension offices or from NCDA Because
the NCDA sop testing lab requires 1-6 weeks for sample hum -around, sampling
must be planned well In advance of final grading Testing is also done by
cominadd laboratories
Nan sot test are not avepable, follow rates suggested on the halldand
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually fag Into the following ranges:
- Ground agricultural /kmssione
Light -textured sandy wk 1-1 1/2 tons/sae
Heavy textured doyey sots 2-3 tans/acre
- Fertilizer.
Grasses 800-1200 Ib/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures 800-1200 Ib/acre of 5-10-10 (or the equivalent)
Apply line and fertlizer evenly and incorporate into the tap 4-6 inches of sop
by disking or other suitable means Operate machinery on the contour. Ilian
using a hydroseedw,, apply Ime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Canpiete seedbed Preparation by breaking up large clods and raking into a
smooth, uniform surface (dope less than 3:1) Fit In or levee depressions than
can collect water. Broadcast seed into a freshly loosened seedbed that has not
been sealed by rohfa.
Table 6.11s - Seeding No. 4CP for
Nell -Drained Sandy loans to Dry Sands Coastal Plan; Low to Modun-Care Lams
Seeding mixture
Species - Centgedegrass - Rate - 10-20 Ib/acre (aced) or 33 bu/acre (sprigs)
Seeding dates - Mar. - elme, (Sprigging can be done through ,lady where water 1s
avopable for irrigation.)
Sop amendments - Apply lime and fertilizer according to soil test or apply 300
Ib/acre 10-10-10.
SPrigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hand
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 ft. apart
in the row with one end at or above ground level (Figure 6.i1d).
Broadcast at rates sham above, and press sprigs Into the top 1 1/2 inches of
susil with
a disc set straight so that sprigs are not brought bade toward the
Mulch - Do not mulch
Maintenance - F"Ize very sparingly- 201b/acre nitrogen In spring with no
phosphorus Cantipedegmss cannot tolerate high PH or excess fertihzer
Maintenance
Table 6.11t - Seeding No. 5CP for Wall -Droned Sandy Looms to Dry Sands; Low
Seeding mixture
Species Rate Olacre)
Pensacola ft l grass 50
Serkea lespedeza 30
Common Bermudagrass 10
German millet 10
Seeding notes
1. Wm a neat appearance is deskret omit wrkw
2. Use common Bermudograss only on isolated sites where R cannot became a pest.
Bermudograss maybe replaced with 5 Iblacre centibedgrass
Seeding dates - Apr. 1 - ddy 15
Sop amendnents - Apply line and fertilizer according to sal tests or apply
3,000 lb/are ground agricultural limestone and 5001blocre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre goih straw or ewlvalent cover of another suitable mulch.
Anchor by tacking with asphalt roving and netting or by crimpling with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tod.
Maintenance - Refertilze the following Apr. with 501b/oxe nitrogen. Repeat
as growth requires flay be moved only once a year. 11here a neat appearance is
denied, omit serkao and now as often as needed.
Table 6.11 v - Seeing No. 7CP for. Grow -fined Chards Coastal Plan
Swdhg Mixture
Spades - Common Bermudograss - Rate - 40-80 (1/2 6/1,000 ft )
Seeding dates - Coastal Ptah; Apr - ,lady
Sal amendments - Apply Ime and fertilizer according to sal tests or apply
3,000 b/acre ground agricultural limestone and 500 b/are 10-10-10 fertilizer.
Mulch - Use Jute, excekw matting, or other effective channel Ihng material
to cover the bottom of channels and ditches The lining should extend above the
highest calculated depb of flow. On channel slab slopes above this height and
In drainages not requileg temporary IInngs apply 4,000 lb/acre grab straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
dog drahage devices.
Maintenance -A mnknm of 3 weeks is required for establishment Inspect and
repair mulch frequently Refertfize the following Apr. with 50 Itilwe
Refer to Appendix 8.02 for botanical names
Land Grading
Specification 16.02 - Construction Specifications
i.Construct and maintain all erosion and sedknentatim control practices and
measures In accordance with the approved sedimentation control plan and
construction schedule.
2Remove good topsoil from areas to be graded and filed and preserve R for
use in finishing the grading of all critical areas
3Scarify areas to be topsoded to a minimum depth of 2 Inches before placing
topsoil (Prodke 6.04, Tapsoikig).
4.Clear and grub areas to be Mad to remove trees vegetation, roots, or other
objectionable material that would affect the planned stability of the Ill.
SEnsure that Nl material is free of brush, rubbish, rocks logs stumps
buldhg deMis and other materials inappropriate for constructing stable
fills
6Plae all N In layers not to exceed 9 "as in thickness and compact the
layers as required to reduce eradan, sfapoA settlement or other related
Problems.
7Do not Incorporate frozen material or soft, mucky, or highly compressible
materiels Into !ill slopes.
8.Do not place fill an a frozen foundation, due to possible subsidence and
s(Opaga
9.Keep dirorsians and other water conveyance measures free of sediment dying
air phases of development
10.1fande seeps or springs encountered dwing construction in accordance with
approved methods (Practice 6.81, Subsurface Orals).
II.Permanently stabilize all graded weal mmediately after End grading is
completed on each area in the grading plan. Apply temporary stabilization
measures an air graded areas when wok Is to be Interrupted or delayed for 30
waking days or longer.
12Ensure that topsoil stodrpfes borrow weal and spot areas are adequately
protected from eroskrh with temporary and find stafimtkn measures Including
sediment fencing and temporary seeding as necessary
Maintenance
Periadkdly check all graded areas and the supporting erosion and sedimentation
control practices, espheddy after henry ronfafs PranpUy remove all
sedimient from alvwslans and other water-dlspoad practices. If washouts or
Meaks occur, repair then Immediately Prompt maintenance of small eroded areas
before they became significant g0les is an essenUd part of an effective
erosion and sedimentation control plan.
Temporary Seeding (continued)
Table 6.10a - Temporary Seeding Recommendation for Late Minter and Early Spring
Seeding mixture
Species- Rye(gran), Annual Iespeolon (Kobe in Pedmont and Coastal Plan
Rate (lb/acre)- 120
Omit annual lespedeza when duration of temporary cover is not to extend beyond
3kne
Seeding dates -Coastal Plan - Dec 1 - Apr. 15
Sop amendmants- Follow recommendations of ad tests or apply ZODO blaare
ground agricultural lkrhsstone and 750 Ib/are 10-10-10 farliker.
Liddh-Apply 4,0001b/awe straw. Anchor straw by tacking with asphalt netting
or a mulch anchoring toot. A dark with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertlize If growth is not fully adequate. Reseed referifize
and mulch immediately folowing erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species-Cermon millet
Rate(Ib/aae)- 40
Seeding dates -Coastal Plan- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of sot tests or apply $000 ib/awe
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4000 b/acre straw. Anchor shark by tacking with asphalt netting
or a mulch andharng tool. A disc with blades set nearly straight can be used
as a mulch anchoring tool.
Mantenonce-Refafflize If growth Is not hhpy, adequate Reseed referAfize
and mulch Immediately fallowing eroson or other damage
Table 6.10e - Temporary Seeding RsoanmmdaUan for Faf
Seeding mixture
Spades-Rya(grob)
Rate(lb/acre) - 120
Seeing dates - Coastal Plan and Piedmont -Aug 15 - Dec. 30
Sop amendments - Follow sop tests or apply i.00016./acre ground agricultural
imestone and 4000 blare 10-10-10 krilker.
Mulch- Apply 4,000 Ibloan straw. Anchor straw by tacking with asphalt
netthg or a mulch anchoring tool. A disk with blades set newly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertfke damaged areas immedately Tdpdreas with 50
Iblacre of nitrogen in Mach, if it is necessary to extend temporary cover
beyond June 15 oterseed with 50 Iblacre Kobe (Piedmont and Coastal Plain)
0
Sediment Fence (Silt Fence)
Specification 6.62 - Construction Specifications
MAMMALS
1.Use a synthetic After fabric or a pervious sheet of pol)propylene, nylon,
pdysster, or polyethylene yam, which is certified by the manufacturer or
supplier as conforming to the requirements shown In Table 6.62b. Synthetic
After fabric should cantan ultraviolet ray Inhibitors and statlizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
ZEnsure that posts for sediment fences are L33 Ib/linear ft steel with a mhkmsn length
of 4 2 Mare we that steel post have projects to facfltate fastening the kbric
3.For renfcrcement of standard strength After fabric, use wire irnce with a
minimum 14 gouge and a maxknum mesh spacing of 6 inches
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering EfBdency - = (men)
Tensile Strength at Standard Strength- 30 b/lin in (min)
Extra Strength- 50 Ib/in In (mm)
Slurry now Rate - 0.3 gallsq ft/min (min)
CONSiRUC71ON
1.Construct the sediment barrier of standard strength or extra strength
synthetic After fabrics
2Ensure that the height of the sediment fence does not exceed 18 inches above
Me ground surface. (Higher fences may knpomd volumes of water sufficient to
couse fgure of the structure)
JConstruct the Mier fabric from a continuous ral cut to the length of the
barrier to avoid joints. Nhen Joints are necessary, security, fasten the After
cloth only at a support post with overlap to the next post.
4.Support standard strength After fabric by wire mesh fastened securely to the
up slope " of the posts using heavy duty wire staples at least i inch long
or tie wkes Extend the wire mesh support to the bottom of the trench.
SNhen 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 After fabric with 6ft post spacing does not require wire mesh
support fence. St¢le or wire the After fabric directly to posts
7.Excawte a trench gWmairnately 4 inches wide and 8 inches deep along the
proposed line of posts and updope tam the barrier (figure 6.61a).
8.8ackffl the trench with compacted ad or gravel placed over the After
fabric.
9.Do not attach After fabric to existing trees.
Mobtenance
Inspect sediment forces at least once a weer and after each rainfall. Make any
rewired repairs Immediately.
Should the fabric of a sediment fence coilarse, tear, decompose or became
ioeffectim replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during dea rout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize R after the contributing drainage area has been properly
stabilized.
Specificaticn 16.51 - Construction Specifications
1. Uniformly grade a sho0ow depressm q7proachhg the Inlet.
2. Drive 5 FT steel post 2 FT into the ground surrounding the inlet..
Space past evenly around the perimeter of the inl
et a maximum of 4 FT opal.
3. Surround the posts wit wire mash hardware cloth. Secure the wire mesh to steel
posts at the top, midd% and bottom. Placing a 2 FT flop of the wire mesh.
under the graved for anchoring Is recommended.
4. Place dean gravel (NC DOT 15 or 157 stone) an a 2:1 dope 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 find grading devotions
6. Compact the area properly and stabilized it with ground cover.
Maintenance
Inspect inlets at least weekly, and after each significant (a5 in or greater)
mWaf event Claw the mesh we of any debit or other objects to provide
adequate flow for subsequent rains. Take care not to damage or undercut the
wire mesh during sediment remove. Replace stone as needed
CSD
ENGINEERING
LICENSE J C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. BOX 4041
WILMINGTON, NC 28406
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DRAWN BY.• RLW
CHECKED BY.• HSR
PROJECT NO.: 17-0395
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Sheet No.
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NOTE:
MEAN LOW WATER AND MEAN HIGH
WATER WAS ESTABLISHED USING
NOAA TIDAL BENCHMARK WILMINGTON
BEACH (STATION 10:8658559)
-L IbA( JU 5W )LHOMI-1---4
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(To TAL ) -56'5-4"'W 399.76
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INLAND HARBOUR CONDOMINIUMS
PHASE I
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PROJECT LIMITS
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RWH PROPERTIES, LLC DON F. GREESON and
D. B. 5097, PG, 2670 wife BETTY J. GREESON
D.B. 5496, PG. 1792
LINE TABLE
TAG
LENGTH
DIRECTION
Li
54.64'
S88*27'50'E
L4
55.91'
S88'03'40"E
L5
10.00'
S88*50'52"E
L6
10. 19'
SOO*20'44"W
L 7
10.28'
S88'0576"E
L8
1.92'
N01*46'41'E
L9
12.76'
S88V8'11'E
LID
1.93'
S0I5444'W
L11
15.21'
S88'05'16"E
L12
1.95'
N01*4641"t
LIJ
12.76'
S88'08'11"E
L14
1.93'
S015444"111
L15
15.01'
S875930'E
L16
1.97'
N0I'46'41"E
L17
12.76'
S88'08'11"E
L18
1.98'
S0152'01"W
L19
24.76'
S88105'167E
L20
4.70'
S01'51'514
L21
35.64'
58810'577E
L22
1.28'
N03100'51"W
o�
-MEAN HIGH WATER
ELEV. - 0.43' 2
MEAN LOW WATER
ELEV. -0.85' II
7-7-
v /� C�'
EAN LOW
MEAN HIGH
TAG
LENGTH
DIRECTION
L23
JO. 00'
S8831'16'E
L24
44.95'
S0I23'06"W
L25
Jo. 00'
N88*3654"W
L26
14.82'
S027302V
L27
35.80'
M8813'47"W
L28
4.65'
S01*51'51"W
L29
24. 61'
N88'08'09"W
LJO
1. 93'
S01*4854"W
L31
12.76'
N88'08'11"W
02
1. 92'
N0I*5657E
L33
15.02'
N86105'39V
L34
1.93'
S0137'16V
L35
12.76'
1188108'11V
L36
1.93'
N0I*5657"E
L37
15.09'
N88108'09V
L38
1.98'
S0I*43'47"W
L39
12 76'
N88V8'11'W
L40
1.98'
N015325"E
L41
15. 01'
N88'08'09"W
L42
1.93'
S01148,54"If
TAG
LENGTH
DIRECTION
L43
12 58'
N88'0871'W
L44
1.51'
N0I3728E
L45
28.07'
N88'36'54'W
L46
10.50'
S86*50'55*W
L47
13.25'
S0I*4637"W
L48
21.00'
N8816'03'W
L49
5.01'
N0I'4637E
L51
38.00'
N88*I323'W
L53
4.50'
SOI*4637*W
L54
1700'
N8873'23"W
L55
4.50'
N0I*4637*E
L57
19.50'
N8813'23*W
L58
55. 00'
N0I'4637"E
L59
15.12'
S8814'02'E
L62
25.57'
NIX3771rEj
20 10 0 20 40 60
SCALE IN FEET: 1"-- 20'
CURVE TABLE
Curve
LENGTH
RADIUS
DELTA
ci
24.30'
38.97'
3543'15"
C2
zol"
11.50'
3455'07*
ci
JAS
2.50'
90100'00"
C4
3.93'
2 49'
90*35'19"
C5
3.93'
2.50'
90*00'00"
C6
4.63'
2.50'
1067036"
C7
19.48'
14.50'
76759'16'
By:___---.,.
10 0 20 40 60
SCALE IN FEET. 1"= 20'
5
C15D
ENGINEERING
LICENSE f C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. BOX 4041
WtUINGTON, NC 28406
[phone]
hzp
Ff
RIP
NIt
0
SEAL
025483
N
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DATE: 5-4-17
HORZ. SCALE: AS NOTED
VERT SCALE: NIA
DRAWN BY. RL W
CHECKED BY: HSR
PROJECT NO.: 17-0395
Sheaf No. Of

GRADING NOTES
1. CONTRACTOR TO MAKE SMOOTH
TRANSITION FROM INVERTED CRONN TO
SHEET FLOW IN DESIGNATED AREAS
2 CONTRACTOR TO ENSURE POSITIVE
DRAINAGE IN ALL FINISHED AREAS.
3. ALL BUILDING ROOF DRAINS MUST BE
DIRECTED INTO THE STORM DRAINAGE
COLLECTION SYSTEM OR INTO THE PARKING
LOT.
GRADING KEY
UNLESS NOTED ALL ELEVATIONS ARE TO
FLOW LINE OF CURB
TG — TOP OF GRATE
EP — EDGE OF PAVEMENT
BC — BACK OF CURB
CC — CURB CUT
PROPOSED STORM
SEWER k CATCH BASIN
LQ
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CL
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— 7-7
5'
R=1
2"
AGGREGATE BASE COURSE I.
24"
VERTICAL CURB AND GUTTER
NOTES : 1. EXPANSION JOINT MATERIAL TO COMPLY WITH CURRENT NCDOT STANDARDS
2. 50' MAX EXPANSION JOINT SPACING, 10' MAX CONTRACTION JOINT SPACING
3. MINIMUM INSTALLATION LENGTH IS 5 FT.
4. CONCRETE TO BE 3000 PSI MIN
5. VERTICAL CURB AND GUTTER BASE CAN BE SLOPED 3/4' OR USE A FLAT BISE
REVERSE PITCH CURBING
NOT TO SCALE
i
Z20
1
Cat
12' 1 12'
20' ASPHALT
1• / FT FF ETEVARON
6' ABC STONE' \6" ABC STONE
(REVERSE/INVERTED CROWN)
TYP. PARKING BAY
NOT TO SCALE
6i INM
SECTION A —A
NOT TO SCALE
TG
f A
0 TG
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GARAGE FF = 6.5
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CSD
ENGINEERING
LICENSE # C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. 80X 4041
WILMINGTON, NC 28406
[phone]
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HORZ. SCALE.• 1" = 10'
VERT.. SCALE.., N/A
DRAWN BY.• RLW
CHECKED BY: HSR
PROJECT NO.: 17-0395
Sheet No.
Of
T

MEW HIGH WATER * ' LOW WATER
0.43 0
0 -
� r
i
L
FLOOD ELEYA a 1 �5
ELEYAIK!%y
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TOE OF SLOE
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1 0.4J'
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1 % �
/ POSSIBLE BULKHEL-� 4
ULKHEA,Q ,
SCALE: i' -
n
IMPERVIOUS
AREA
AREA
WITHIN
WITHIN
AEC
AEC
(SQ.FT.)
(SQ.FT.) %
8,429
1,710 20.3
\
�£XlST.
NOTE:
MEAN LOW WATER AND
0.78E WIDE
MEAN HIGH WATER WAS
BULKHEAD
ESTABLISHED USING NOAA 77DAL
I
BENCHMARK WILMINGTON BEACH
(STATION 10,8658559)
1
�
PAN
LINE
1
1
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ROOD ZONE
R4p5pE ROOD ELEVAT/O`3•
'
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WATERWARD UAIUS- r
COASTAL WETLANDS
.0 ' MEAN LOW WATER
-
' ��." ELEV. _ -aw,
N4.+1 MEAN HIGH WATER
ELEV. 0.43E-\1
DREDGE LIMITS (-5 9 jam., i
1
19�
. ZONE AE _LASE gO00 FLEVA110/y 13, S' &IPARAN f
1 -1D BASE' FLOOD £LEVA7Tp/y = 1414• UN
J i
1 7
� ' BOAT ra4SIN
1 ,
3' X 16''1 6' X 65' DAY DOCK
RAMP
I
GEo BY" �
6' WOODEN WALK
15" RCP - TOE OF SLOPE
Vo MEIN HIGH
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t0 BASIN 0
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TOP OF SLOPE
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ll1
1
TI
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I I ELE
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ATOR SHAFT TOP ELEV.
TOP ELEV. 55.65
0.38
II
I I
I I
FOURTH FLOOR
ELEV. 45.99
II
I I
THIRD FLOOR
ELEV 36.32
II
II
SECOND FLOOR
ELEV. 26.65
II
II
j
I I
FIRST FLOOR
ELEV. 16.99
HOTTOM
ORIZ. MEO BERWEST ELEV.
FINISH
15.33
ELEV. 7.5 AT P/L
---------------
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L_� b._6_5________ -
- ,GRADE NEW
----- TOP
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BULKHEAD
.0
EXI ST.
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DGE MAT L
DREDGE LIMITS (-5.0)
1+00 2+00 3+00
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SECTION THRU SITE
NORM SCALE: 1- — 100E
VERT. SCALE 1' 20'
NEW E
ULKHEA
TOP EUEV.
6.
EXIST.
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AN HIGH WATER 1hVF ¢
NEW BULKHEAD sEr
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pp e TO,o, a78' MIDE
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ow,
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\ \ R M00 S 0T7306' W, 0.28E
G4F! _ \ FROM PROPERTY LINE
CAT �`
_ • e a - a -SIN
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m_
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DISPOSAL \
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EXIST. �36 E!P FOUND1
PVMT. I F�Rn�ar�Zim uaE
IIIIII � I
IT-
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-_-- `� 'Di PALM ' 1
END OFI \ a
PAVEMENT m-
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(
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(0
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h• DON F. GREESON and
wife BETTY J. GR 1792 ¢S m D.B. 5496, PG. t792
H
EXIST. OPEN-��\
\ / I �)
PAVEMENT h 1
N 6-____ j
20' I z
20.4' 24' 20.4'
TIE NEW PAVEMENT- —_ �I
TO EXIST. w m' 1,/
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z
J
vvwD HARBOUR CONDOMINIUMS I • � 10' X 10' DUMPSTER PAD
PHASE I } I WITH FENCE
M.B. 6, PG. 185
Of
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OAK 12"OAK L,
SIB. 16 0A , ,����Ri.iBii.P09NI 26 0
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FLOOD ZONE AE •`�
A/C n
BASE ROOD ELEYA7101V
ROOD ZONE AE
845E ROOD ELEVATION..,.. ---
UTILITY
W/AREA LIGHT
BA OOD ZONE
in) EXISTING
BUILDING �DI a 1¢,
w-- 30' SETBACK _ _-
-------k--------
�W
-�
100
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Li
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ONCRE7E CURB G
_. -
EXIST. WATER VALVE EXIST. FIRE HYDRANT —
i
ST. JOSEPH'S STRZET
ASPHALT PAVEMENT _NORTH LAKE PARK BLVD
60'PUBUCR/W GRAPHIC SCALD �C
An
1 " = 207
/
/
DRAWN BY:
WJR
JOB NUMBER:
15023
HONEYCUTT ENGINEERING
FIRM NO. F— 0449
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
A,CAR04
,-oP S/
_*
,,sFNQ1
�•#� ��",•
rz1�}}�S
PELICAN POINT
C A M A SITE PLAN
402 N LAKE PARK BLVD.
CAROLINA BEACH, NC
REVISIONS
o
CHECKED BY:
J.R. HONEYCUTT
SCALE:
AS NOTED
- �°✓
DWG. NO.
(C2
DATE:
12/21/15

LOCA TION MAP
GAT
SNOWS
z
NOT TO SCALE
p
o°
I
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a
m �
'� a ItiLAND '.+.p R30UR CONDOMINIUMS � a
PHASE
o
m � /
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ti M.B. 6, PG. 185al
PROP 24 DOUBLE WALL HDPE NOTE:
MEAN LOW WATER AND MEAN HIGH o° o
h o W 10 FT X 10 FT DUMPSIER PAD PROP. CONTECH STORMFlLTER WATER WAS ESTABLISHED USING
FENCING AND SCREENING TO MEET MEAN HIGH WATER
m NOAA TIDAL BENCHMARK WILMINGTON
T0�4 �g1�p4� - BEACH (STATION 10 86585ELEV= 0.43
-" S 88°36'54.'$6L22'
i - _ - - = _ = - , , MEAN WATER0.85' �� = PROP. 1 ' PENETRADON,IN BULKHEAD FOR DISCHARGE
(ST 59)
Q) _
Qtzy
tz
—
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vi _ Q _ Y R/P4R/gy URE
u� .. .. .. RDGD DECKING ;
% 0
9
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y4 FT. . . . ..
,a
s
iIL-i , `COASTAL WETLAND LINE AS SURVEYED
. . . . . .... ......... ... .. .... .. a ro 30 FT FROM FACE OF ' / %` BY ROBERT H. GOSLEE & ASSOCIATES &
AJ' ... �........ ( -y BASED N CONVERSATIONS WITH COMA
b a / FF OF 1ST FLOOR = 16.99 ................1'..'.'..... .. I PROPOSED BULKHEAD / PERSONNEL
/ T _ POOL
10 FT
.... ... "e 1
FT GROUND CLEARANCE ',',',',', GARAGE GROUND ELEV = 6.5'.'.'.'...' ' ' ' ' ' �j -- )'
2 ...... ".' �
p� .1'..
o.... ..... _ )
/ / a ... .....
O a'
..
24 FT �....— / 0
/ ..
0
/,• ---- - - - ..
I 8 FT X 16 FT BACKING STUB _ ... ..................:..... ...... .. .. P .....
...
8' SERER MAIN G zW
SS
,- - 1 9d 7F� 30' SETBACK
MFIP,N HIGH WATER LINE
1 j /jJ 399.76 (TOTAL) m _ _ o
N 88°36'S4"W
_ 2,,
m ,� PA
mwo 2p12� oo� _ ANm AR UNE 2
00
e/ e _ _ o z �i.� o K -° 00 - EAN LOW WAT R
/ y Cy Orn0 Zry 2y No �y m
"z z o z EXISTING BULKHEAD .� w o MEAN HIGH W TER
QW / N!F m - oo�oA N/F odz �o
//" z
nWH 5097, PROPERTIES, LI_C I �o oy Ay DON r 3REESON end m - m of o
D.B. 5097, PG. 267u r. 2loti wife BE'-Y J. GREESON Oo t� Oo m o O� �y D.B. 5436, Pv. 1 792�
0emti zN ° r;
EXISTING TORN OF CAROLINA SEACH�uy m� 4o m
A� m� �
SERER MAIN J+ o2loC 2e 3 /
P
LEGEND
----
EXISTING BOUNDARY
— - —
CENTERLINE OF RIGHT OF WAY
- < --
CONTOUR LINE & ELEVATION
EXISTING SANITARY
SEWER & MANHOLE
---- -v
- EXISTING WATERLINE
EXISTING FlRE HYDRANT
EXISTING STORM DRAIN
PROP STORM DRAIN
y
PROP FIRE HYDRANT
z
PROP GATE VALVE
®
PROP WATER METER
o- SS
— PROP SANITARY SEWER
& MANHOLE
— W
— PROP WATER MAIN
e
PROP SUPPORT COLUMN
PROP BUILDING FOOTPRINT
PROP CONCRETE
SITE & BUILDING DATA:
TOTAL LOT AREA = 42,120 SF (0°97 AG)
DEEDING 5 FT X 156.22 FT TO ADJACENT OWER - 1,281 SF (0.3 AC.)
42,120 SF - 1,281 = 40,839 SF (0.94 AC)
PROPERTY ADDRESS 402 N LAKE PARK BLVD.
PID = R06818-006-019-000
EXISTING ON97E DATA:
EXISTING GRAVEL ON SITE = 6,489 SF
EXISTING ASPHALT = 0 SF
TOTAL = 6,489 SF
6,489 / 40,839 = 0.158
EXISTING 16% IMPERVIOUS
PROPOSED IMPERVIOUS ONSITE
PROPOSED ASPHALT & CURBING = 12,343 SF
PROPOSED BUILDING = la493 SF
CONCRETE POOL DECK = 810 SF
TOTAL- = 23513 SF
23,513 / 40,839 = 0.576
PROPOSED 58% IMPERVIOUS
PROPOSED IMPERVIOUS OFFSI7E
DRIVEWAY TO PROPERTY LINE = 253 SF
BUILDING DATA:
NUMBER OF BUILDINGS = 1
5 SINES
36 - 1 BEDROOM UNITS
BUILDING HEIGHT = +/- 50 FT 9'
BUILDING TYPE = V-A
BUILDING AREA: 10,491 SF
LOT COVERAGE: f0,491 SF / 40,839 SF = a25
PROPOSED 26X BUILDING LOT COVERAGE
TOTAL INDOOR AREA WTHIN EXTERIOR WALL: 25,5247
BUILDING SETBACKS -
REQUIRED SETBACKS
FRONT SE7BACK: 50 FT FRONT SETBA(a:• 151.9 FT
SIDE SETBACK: 10 FT SIDE SETBACK: (N) 1,16 FT (S) 13.6 FT
REAR SETBACK. 10 FT REAR SETBACK AO FT
GENERAL NOTES:
1. NEW HANOVER COUNTY PARCEL NUMBERS:
PID = RM18-006-019-000
2. TOTAL PROJECT AREA: 40,839 SF (0.94 AC)
3 EXISTING ZONING DISTRICT- MB-1
4. LAND CLASSIFlCARON: URBAN
5. THIS SITE IS LOCATED R1TMN ZONE AE' 113 + 14
ACCORDING TO FERIA FIRM COMMUNITY PANEL NUMBER
372031300a EFFECTIVE DATE 4/3/06
6. SITE ADDRESS. 402 NORTH LAKE PARK BLVD
7. EXISTING IMPERVIOUS ONS17E = 6,489 SF
8. ASBUILT, BOUNDARY AND TOPOGRAPHIC SURVEY PERFORMED
AND PROVIDED TO CSD ENGINEERING BY ROBERT H. GOSLEE
AND ASSOCIATE$ PA (910-763-1941) VERTICAL DATUM = 88
9. STORMWATER DRAINS TO CAROLINA BEACH YACHT BASIN, SO
18-87-31.2
10. LAND 0I1NER - HDI HOLDING, LLC
PO BOX 14M
WIGHTSVILLE, NC 2&W
LANDSCAPE NOTES:
1. REFERENCE LANDSCAPE PLAN
PARKING NOTES:
1. 1 SPACE PER UNITS 650 SF OR LESS
36 UNITS ARE 650 SF OR LESS = 36 SPACES
8 UN17S ARE OVER 650 SF AND ARE TWO BEDROOMS
8X2= 16
36 + 16 = 52 SPACES
48 SPACES PROVIDED
CmooSD
ENGINEERING
LICENSE # C-2710
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. BOX 4041
WILMINGTON, NC 28406
[phone]
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HORZ. SCALE l' = 20'
VERT. SCALE.: N/A
DRAWN BY.• RLW
CHECKED BY.• HSR
PROJECT NO.: 16-0372
20 10 0 20 40 60
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Sheet Ra�, �M
SCALE IN FEET. 1"-- 20'
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S Z O CHRIS HOLMES, P,E, 402 N Lake Park Blvd,
& ASSOCIATES, /NC, Carolina Beach, North Carolina .. �.wj�R a.
5725 Oleander Drive (Oleander Oaks) - Suite F-4 - Wilmington - N.C. 28403 Structural Framing Plans
R-3
"` 2 Phone [phone] Fax [phone] [e-mail] ° •'°Y' B.W.H. °'"' 02,23.17 °"'°'"" R.C.H.

D.B. 5710, PG. 801
VICINITY MAP (N.T.S)
NOTE: \ \
MEAN LOW WATER AND �Iyh,7L�
MEAN HIGH WATER WAS
ESTABLISHED USING NOAA TIDAL
BENCHM(STATION AR10.8658559) WILMINGTON BEACH
TOTAL TOTAL
DISTURBED DISTURBED PROPOSED NEW
TOTAL AREA ABOVE AREA BELOW PARKING AREA POOL PROPOSED PROPOSED — FLOOD ZONE AE
_ SITE MEAN HIGH MEAN HIGH PROPOSED OUTSIDE BLDG WALK DUMPSTER IMPERVIOUS PARKING BASE FLOOD ELEVAT70\FZOjD
AREA WATER WATER BLDG. AREA FOOTPRINT AREA PAD AREA SPACES ZONING BASE ZONE AE _ AREA
.) WATER.) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.) (SQ.FT.) (EA.) FLOOD £LEVAT/ON = 14'
mN
42,893 38,893 1,963 9,858 14,458 810 100 25,226 40 MB-1 WATERWARD LIMITS
AND HB COASTAL WETLANDS
SURVEY INFORMATION PROVIDED BY:
ROBERT H. GOSLEE &ASSOCIATES, PA Nq
DOCK' I p �L/
513 CHESTNUT ST., WILMINGTON NC 28401
MEAN HIGH WATER 3" X 16 6' X 65' DAY i i "�+.�.,. '�, i I l i i i i BEAC`
ELEV. = 0.43'� I RAMP
POSSIBLE FUNRE�'' NE pfe�s /NEW BULKHEAD q�l%W SL7$gC
BULKHEAD �I. BULKHEADEXIST./NE
' 0.78E WIDE
0.6' WIDE BULKEAD �O - 6' WOOD �_ BULKHEAD
3 - '-JQ' SETBACK FROM WALKWAY }�
>- 15 -- MEAN HIGH WATER LINE 'EIP FOUND
H D P Ir \ \ S 01.23'06" W, 0.28'
FROM PROPERTY LINE
CH
ASIN .� _ \ \
� - z' i
'- eONG. WA K w 1
I I
� Y
w U 9_ W —
Ll w C]
O� O 18' X 3D' PQQ\' i:� 24" !•Y LlJ �I DECK
o
u-) O
CONC. WALK
\ \
2.s' I STORAGE TORAGE \ —
� 75' EC
r LIN
11 T-
3
Wol E/P FOUND
EXIST.
PVMT. sot 23'os" w, 0.22E
I � FROM PROPERTY LINE
� I � I
W I "DAP!
w \
END OF D
PAVEMENT In N
z
h
�I
0 6-� N
W I
e
.m 7-
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m
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\
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PAVEMENT \
N
� N
20'
6-
w
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3.
20.4E 24'
20.4E
TIE NEW PAVEMENT .
TO EXIST.
z
w
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114'
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aw 18'OAK N
N J
�........ Nw w
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LIMIT OF EMERGENCY
VEHICLE ACCESS
N
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INLAND HARBOUR CONDOMINIUMS W
PHASE I
M.B. 6, PG. 185
0-
O
LY
a I
16 "OAK ......
OAK 12 "OAK
SLR I 1610A
Z. N/F
DON F. GREESON and
n wife BETTY J. GREESON
D.B. 5496, PG. 1792
M
rn �
O
3
MB-1 DISTRICT THIS SIDE OF LINE I —
ED ON INFO FROM TOWN PERSONNEL
HB DISTRICT THIS SIDE OF LINE
BASED ON INFO FROM TOWN PERSONNEL
I
EIP FOUND
S 0123'06" W, 0.20E
FROM PROPERTY LINE
10' X 10' DUMPSTER PAD
WITH FENCE
- I
�I
W
m w
m I N/F
RWH PROPERTIES, LLC
o D.B. 5097, PG. 7670
\w I w !R/ L E�
w
W A/C
FLOOD ZONE AE ^D I
BASE FLOOD ELEVAT/ON = 1d' I _ .
_ lll'
_ n
FLOOD ZONE -LE O�
BASE FLOOD EL£VUTION
UTILITY_—
w/AREA LIGHT
FLOOp
6' CHAIN LINK FENCE - \ B4SE' ZONE
AROUND LIFT STATION I EXISTING u EL�'g770/yl
N ioI BU/LD/NG�RppOE AE I4
6" WOOD FENCE ��gTjp�y
AROUND CONCREf Z �-I 1g'
DUMPSTER PAD I I H' L k---� 30' SETBACK
/ >Q I
Ore N� s I 6 � i
/ 24' a
2
o I
❑HP
10' STREETYARD
--
UJ 01'46'37" N 01'46'37"E 60.02E - —
/ EXIST. WATER VALVE,
ST.- JOSEPH'S STRUT
60' PUBLIC R/W
LWALK ❑HP ❑H
UTILITY POLE
w/AREA LIGHT
EXIST. FIRE HYDRANT -�
ASPHALT PAVEMENT NORTH LAKE PARK BLVD
PUBLIC R7W
GRAPHIC SCA
1 It
= 20'
An
LE
0
DRAWN BY:
WJR
JOB NUMBER:
15023
HONEYCUTT ENGINEERING
FIRM NO. F-0449
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
,.��� CAHp��
.-�Q st
'2�
��'�'A_ Lit' •.
•-,,;sq��- ,.-�
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PELICAN P 01 N T
SITE PLAN
402 N LAKE PARK BLVD.
CAROLINA BEACH, NC
REVISIONS
CHECKED BY:
J.R. HONEYCUTT
SCALE:
AS NOTED
DWG. No.
C1
DATE:
12/21/15

_
_6
�-8 L \\\ \
NE _AE- \_6
ooD ELEYAnO r �s
ELEVATION �-
COASTAL WE7LANj S,
\
MEAN HIGH WATER EAN LOW WATER
ELEV.. = 0.43' a -0.8/ ^ s
0
i
\ `ArA1ryG4�
_
\ �s
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\ \_ E
MEAN HIGH WAIT
SETBACK FROM TOE OF SLOP`
MEAN HIGH WATER LINE
,s
I
TOP OF SLOPE
EXIST.
0.78' WIDE
BULKHEAD-
I
1
1
1
I
D.B. 5710, PG. 801
IMPERVIOUS
AREA
AREA
WITHIN
WITHIN
AEC
AEC
(SQ.FT.)
(SQ.FT.)
8,429 1,710 20.3
-
X
V
TEE
SITE��
4
VICINITY MAP (N.T.S)
NOTE., \ \ \
MEAN LOW WATER ANDyRTLE
MEAN HIGH WATER WAS
\
BENCHMARK ESTABLISHED WILMINGTON BEACH
? \
GROl%�
\ (STATION 10:8658559)
11 I
SOU
RIPARIAN
Il
I
I
LINE
FLOOD ZONE AE \
BASE FL000
�1g RIPARWJ
SETBACK
Ei
\ _
\ —71
_ ELLVAT/ON
�Sf D ZONE
. .
II
LA tNLAK(itU VItW OF tXl'IIN(i WA ItKFKUNI FLOOD ELEVgT/ON = gg� R/PgRAN _NgVj
. . 14' - -_ S" R PA r I �Ai70N
$GALE: 1 10 % I �I RIPARIAN FNN
A j n --L_
T•9 /q2B 1 COASTAL WETLANDS
RIPAR1AAN I I \..\4._
LINES£TBACKR/AN. \`\ _.___--__ MEAN LOW WATER - --.'iA2`�bv�
/ RlPA\ ` ELEV. 0.85" - Y FqO l m I MEAN LOW WATER
I 1MEAN HIGH WATER r / I. DAY OCK' i`� ROL/N4
- ELEV - 0.43 I , RAMP 6":•X-�. f \ 9EgCy P/ERH
\' / BULKHEAD NEW HIGH WATER EAO UNE-cF
POOSSIBLBULKHEAD FUTURE NEW BULKHEAD _ A/K7V Sf?BgC
I I 0.6" WIDE BULKEAD ���0 O LINE FLAGGED BY OCM
DREDGE L/M/75 -5 9 i1 �7 �� O - AD WALKWADYO��� S� / ii' EXIST./NE
_ I.I
t I EXI COASTAL WET1J
0.78' WIDE
I Z� FLU ONE AE _ BASE I t P SETBACK FROM OF'�l?IAr�.� BULKHEAD
- A 9 FLOOD 1@'�� �R�IPARIAN ! I -3
- I FLOOD ZONE - �EYAAON = 13• SfTB1CK / 6 / 1 \ _ } N HIGH WATER LINE E/P FOUND
-� �� ' / 10' -}� - 84S'E FLOOD ELEV = 14• . - �I j HUP \ �\ REM00 FROM PROPERTY LINE
/ - ` / I I RIPARIAN
- c4Ro\u _ r �`' ✓LINE CAT
-4- / i -�'-' ----- -- --
WA ARD LIMITS I `_ ASI
r � Ary
COAST* WETLANDS_`NE-
3 BOAT BASIN
------ m w
-2 3
18' X 30' P00\o
2)LZI DECK
I� /�Io10" In
0N '
\
6' X 65' DAY DOCK
1 MEAN HIGH WATER L WATER 3' X 16' CONC. WALK
RAMP 0.43' EV. 0.12.5STORAGE ORAGE
POSSIBLE I. 75' C T
BULKHEAD LINE
\II\
\`
BULKHEAD
I.
�
.. —
I
T
COASTAL WETLAND \ �.� / o I TEMPORY
--- LINE FLAGGED BY DCM " \ ` M' Cam.,, m �3. - I DISPOSAL \
6' WOODEN WALK �, 3 `; yam, N ARE �V�� 22" SCAN
z EXIST. wo EIP FOUND
`_ PVM T. I 1 f �L I FROM PROPERTY LINE
15" RCP-- U TOE OF SLOPE \
_ 0 MEAN HIGH WgTE
0
d O - 30' SETBACK FROM 1
CATCH 3 MEAN HIGH WATER UNE
1 k BASIN - io TOP OF iOPEIXIST \_ \
W - 0.78' WIDE W I 0 E PALM
BULKHEAo I END OF L \
1 I PAVEMENT m `V
- c0
I � 1
a CONCRETE 1
I
Y, ETE WALK o 1 �I
o
ow
50
30
J
U)
20
■ iG
E
Iwo
IN]
U
-10
0+00
I I ELE
I I
IATOR SHAFT TOP ELEV.
ROOF TOP ELEV. 55.65
60.38
I I
I I
I I
FOURTH FLOOR
ELEV. 45.99
I I
II
I I
I I
THIRD FLOOR
ELEV 36.32
I I
I I
I I
SECOND FLOOR
ELEV. 26.65
I I
I I
I I
FIRST FLOOR
ELEV. 16.99
I I
BOTTOM OF LOWEST
HORIZ. MEMBER ELEV.
15.33
ELEV. 7.5 AT P/L
I I
--------- - - PV
T.-ELEV.-6.5-----------
GRADE NEW
[
CURB---- TOP
BULKHEAD
0
---------------
EXI
GRA
T.
E
REDGE
MAT'L
DREDGE LIMITS (-5.0)
1+00 2+00 3+00
FT.
SECTION THRU SITE
HORIZ. SCALE: 1' 100'
VERT. SCALE: 1' 20'
NEW
TOP
ULKHEA
ELEV. 6.
EXIST.
BULKHE
D
MHW
0.43
MLW
0.85
CO
STAL ITLANDI
LINE
20.00
10.00 0 10.00
0+40
EXISTING
-ccnON
AT CENTER OF BULKHEAD
/
SCALE*1'
VER .
VERT. 1�.a� 5'
20.00
10
5
7
-5
4+00
50
40
30
20
10
-10
5+00
• •• • •• • • •• • ••
N
ti
1✓ N/F
h DON F. GREESON and 1
\ wile BETTY J. GREESON
D.B. 5496, PC. 1792
M I
EXIST. OPEN---,,
PAVEMENT \ 1 ( °I ci F) 1
m
20,Of 20.4' 24' 20.4' I 12
La
TIE NEW PAVEMENT LL I 1
TO EXIST. z �,
m 114'
2:Q0 01
18'CAK
�w I
aN I j N �W W
Low
MB-1 DISTRICT THIS SIDE OF LINE
_ ���111555ED ON INFO FROM TOWN PERSONNEL 1 _
Ft
--:6—
_ L} HB DISTRICT THIS SIDE OF UNE
LIMIT OF EMERGENCY . 'I BASED ON INFO FROM TOWN PERSONNEL
.r) VEHICLE ACCESS
%N
x 1 ^ ro I I E/P FOUND
S 0123'06" W 0.20'
Ld 2: ! 1 a/Fj I 1 \FROM PROPERTY LINE
Z v
NLAND HARBOUR CONDOMINIUMS >-
PHASE ! F- 1 , �I 10' X 10' DUMPSTER PAD\
MB. 6, PG. 185 W / I WITH FENCE
O / s`d
a
a-
I
"OA
1
�I A K ui
rr
16
OAK 12"OAK b
n
1 .SLu I 16"OA NIF
m I RWH PROPERTIES LLC
\ / O - D.B. 5097, PG. 2670
I I w /R LI T-
� 1
1 W
FLOOD ZONE qE A/C
13 I
BASE FLOOD ELEVA77ON = 14� 1 -- 1 lO -
FLOOD ZONE AE —� /
BASE FLOOD ELEV
ATON r3• N
UTILITY POLE _� 1
w/AREA LIGHT
'EXISTING 0
E OOE AE NI
N ial BUILDING OEODL NF
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qE nON
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w g \ �AT /3
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25.0 /E) '37 I _ �ri _ -- -- �—
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5' SIDEWALK
N � � U71LlTY POLE
w/AREA LIGHT
ONCRET£ CURB & GG
EXIST. WATER VALVE EXIST. -FIRE HYDRANT
ST. JOSEPH'S STREZT ASPHALT PAVEMENT _NORTH LAKE PARK BLVD
so'PUBLICR/W GRAPHIC SCA�� �C7W
1 " = 20
40
�7
DRAWN BY:
WJR
JOB NUMBER:
15023
HONEYCUTT ENGINEERING
FIRM NO. F— 0449
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-350-0631
��•p�ngy�
''<►',F-"~�.AN";.-•
;Zy' j,
PELICAN POINT
CAMA SITE PLAN
402 N LAKE PARK BLVD.
CAROLINA BEACH, NC
REVISIONS
CHECKED BY-
J.R. HONEYCUTT
SCALE:
AS NOTED
DWG. N0.
C2
DATE:
12/21/15

1 1/2" MIN. 1-2 ASPHALT PAVING IN PAVED AREAS
ELEV. VARIES 6" MIN- BASE COURSE IN PAVED AREAS PRECAST OR
SEE PLAN 8" CMU DIVIDER WALL
ANCHOR TO SIDES AND
6" CLEAN COARSE SAND BOTTOM W/1/2" REBAR
(NOT REQ'D IN PAVED AREAS) EPDXIED AT 8" ON CENTER
GROUT SOLID
6" PERFORATED HDPE PIPE TOP ELEV. 4.75
�/��/�� j�� WRAPPED WITH FILTER CLOTH
ELEV. 4.75 /��/��/��/�� (TREVIRA SPUNBOND 1114 OR EQUAL) 36 X 48 CATCH BASIN
W/NEENAH R-4843 GRAI
(24" X 36") OR EQUAL
MIN
1 14
1 12
I��r� 1���r1 - • • • � • •
�ir�/.ifs/.�r� • •
7'-8" ALL OTHERS
4'-6" TRENCH
13 14 15
� INFILTRATION TRENCH DETAIL
NOT TO SCALE
-1-1/2" SF9.5A OR S9.5B BITUMINOUS CONCRETE
SURFACE COURSE
6" AGGREGATE BASE COURSE
,COMPACTED SUBGRADE /
(MIN. CBR 8 - 10)
GRADE
0�0 O p Oo 0 0 o O p 00 ° O 3 MAX
Oo0 p0 p�po0 '0pp p�po0
1
I -III -III -III - I -1 ­I
TYPICAL PAVEMENT SECTION
NOT TO SCALE
W/NEENAH R-4825-A GRATE OR EQUAL ON
24 X 30 CATCH BASIN OR
NEENAH R-4826 OR EQUAL ON
w ON
0
N
+
0
m
5 CATCH BASIN DETAIL
NTS
INV.
14.53J
\{
IN
0 n O Ln
0
LO
0 0 + +
+
SEWER PROFILE
7
HORIZ SCALE: 1' = 50'
VERT. SCALE: 1' 5'
m ZZ O;
m<��>
_
mZ ZOK
M. T
OZAmA
m2 Af*1A
r
yw0<�
Du C<0
r JC�X
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Nf W(NN
J
D.B. 5710, PG. 801
6" HDPE DOUBLE
WALL PIPE
INV. 3.75
N
riT1 ��5 cof
V #.
F8
SITE `s
h
NOTE: REMOVE PIPE CAP ONLY AFTER CONSTRUCTION
IS COMPLETE AND SITE HAS BEEN STABILIZED.
2 SMART BOX PLAN VIEW
WELL GRADED RIP RAP BEDDING-
d STONE SIZE = 3"
so << CAROLINA BEACH YACHT BASIN N
4 5 MAX. STONE SIZE
� 1
\-----��- Z/
- // OI °'-� /
Ljl
1 z� O
/
V
PLAN _ s, ' -
j:
Oh
iv INVERT 1.0-
SEE OUTLET
PROTECTION
DETAIL 4
ORIG. ELEV. 3.41 II 30" SETBACK FROM e
FINISH GRADE ELEV. 5.7 MAN HIGH
SHWT ELEV. 2.41 II - I WATER uNE °
40p-
SECTION 1-1 HDPE
FILTER FABRIC SMART BOX 4 "6�' i1 \ • DRAINAGE AREA
TOP ELEV. 5.4 II I C = .726- N
PIPE OUTLET PROTECTION INV. IN 2.47
4 INV. OUT 1.17
NTS SEE DETAIL 2
I I
LOCKING PIPE CAP
12" HDPE
I
SMART BOX 3
II
TOP ELEV. 5.5
INV. IN 2.77
INV. OUT 2.57
8" PERF. PIPE
SEE DETAIL 2
BORING B-2
GRADE
ORIG. ELEV. 4.65
-
00000 0 0
FINISH GRADE ELEV. 5.81
n 0 0 0 0 0 '; �,
SHWT ELEV. 1.99,o
I
j 0000 j
�. 0000000
12"HDPE
�./ 0000000 ELEV. 1.0
6 MONITORING WELL
END OF
I
NTS
PAVEMENT
0
>
u.
O
O)
N
O
+
N
INV. 3.99-f
Lc) 0 Ln
it O N
+ + +
N N
9
8
7
6
5
4
03
LO
+
N
In2Z�N
m«�D
Vl-Z�N
m<<$>
mo2�A
002MN
y�NmO
>�mO
r �vNX
r jVAX
U
�
EXIST. CRADE
8" HDPE
FINIS
GRADE
-
DPE
-----
TR�CH
P
PE-.------
---- - ---
-
---- -
-
2 ,
-- -
-
6_ PERF_H
SHWe„'
SH WT-T
-' '
-
--
------
. .
- --
C`FT B
----------
0 -- -
---- - T2"
p
-
-
O N O) r O N in r O
O O O O + + + + N
PROFILE FROM BORING B-1 TO SMART BOX 4
8
(3:1 MAX 1-1/2" 1-2
;>
6" ABC
Cy
2
POOL i
z
P
POOL SHALL HAVE
BACKFLOW PREVENTEF I"
1
1
(
OR AIR GAP ON
SUPPLY LINE
cf�TRENCH 13-cfj `
'
AZ
I`
t 75A$C
��- - LI A_ �, 4 It 1
- s Y
.1 I II
-4 - `�I
I � TRENCH�1� �„C � •Y- (, ii i s
i h I
- TRENCH 10
� ^ylf
- - TENCH 9f -� dill'
I F �_ � a
� i H �I
-- - -TRENCH 9
II<I�
RENCT x iilo I
SMART BOX 2-�---- III'
TOP ELEV. 5.55 ;_TRENCH 7: �- ` / X
INVERT OUT 311 X ��„
INV. IN 3.11 �L
SEE DETAIL 2 I I I --c, 7c- --- - r-� li
I I - - -� TRENCH 6r
INFILTRATION TRENCH TYP. -' li
_�� II
SEE DETAIL 1 o I I � � - TRENCH 5 �-� �ICL
12" HDPE
TRENCH 4y___f
TRENCH 1
SMART BOX 1 _� TRENCH 3
TOP ELEV. 5.75 `- -I
INVERT OUT 3.47 I I EXCEPT AS NOTED
INV. IN 3.67 CL SEE DETAIL 2 - II L GUTTER TIE AL
DOWNSPOUTS TO PIPE'
9' L.FT. 6" I j ° IN TRENCH S 1 & 2
NON -PERFORATED II I °
HDPE PIPE TYP. II FIRE DEPARTMENT
CONNECTION
II °°
1. I �
I �
II I1
/SEA- II RUNOFF FLOWS II
W I DIRECTION TYP.
I
a °° II goo �� <�
"6
FINISH GRADE
g" HDPE I SPOT ELEVATION TYP.
I I -6
I I 1 <>
DECK
TORING WELL
DET. 6
ITORING WELL
DET. 6
CH 2
MONITORING WELL
SEE DET. 6
8" DUCTILE IRON SEWER
SLOPE .4 FT/100 FT
INV. 5.11
I I I I
4 24 X 24�
CATCH BASIN 2 LOAD BEARING CLEANOUT
TOP ELEV. 5.95 Ei / PER C.B. SPECS
INVERT OUT 414 r h
BORING B-j EE DET. 5 I /1>1
ORIG. ELEV. 6.86
2
FINISH GRADE ELEV. 6.18 I / J
SHWT ELEV. 3.69 - -�
In O
N in
+ +
N N
EXIST. CRADE
-
-
-
THE
FINISH CRADE,
CH -
SHW
-----------------------------------------------------
BOTTOM
�..
_
+6'17r
SHW1.��
TRENCH
TRENCH 1
STORMWATER PROFILES
8 HORIZ SCALE: 1' - 50'
VERT. SCALE: 1' 2•
9 DRIVEWAY SECTION
NTS
(3: 1 MAX)
0
6
ell
4 /
2
Ll P LE
w LI T
AIC
U77LITY POLE
w/AREA LIGHT I I
NEW IRE HYDRANT LOAD BEAI2IN
CLEANOUT PER
C.B. SM,EC �� ° fxisnNc
z �IEW 1" W R SERVICE ` eulLDlac�
m OR P00 AND IRRIGATION
NW 3 WATER SERVICE a
< _ W--FIRE_PROTECROTECTION _____� __=o
Et -4
UlliTy
EASEMENT
❑HP
EXIST. WATER VALVE
NEW WATER METERS & BO
PER CB STD. DETAIL
ST,_ JOSE -ff STRZETT
60' PUBLIC R/W
PRECAST SAN. SEWER MH
2TOP
INV N84.53 - - -
tXKS 1. I­IHE HYDRANT EXIST. WATER LINE T111W DH
U7I1./11' POLE
,UTTER -_. Il w/REA LIGHT
`_J 8" DUCTILE IRON SEWER
FIRE PROTECTION JUNCTION BOX SLOPE 0.4 FT/100 FT
PER CB STD. DETAIL
ASPHALT PAVEMENT _NORTH LAKE PA BLVD
GRAPHIC SCALD LIc7w
4n INV. IN 3.99
EXIST. SAN• SEWER MH
TOP = 7.39'
INV. 8"TC(W) =3.94'
INV. 10"iC(S)=3.89'
» _ 20' INV. I0"TC(N)=J.89'
EGEIVE
/ ,a; u 1
DRAWN BY:
WJR
JOB NUMBER:
15023
H 0 N E YC U TT ENGINEERING
FIRM NO. F-0449
610 HIDDEN VALLEY ROAD
WI LM I N GTON N C 28409
910-350-0631
`,��,Q1N C$Rp��
Q
,2
I
*
'�•' �"��N "sr,���
�. q• MONi'�G ,,
y�iol fo,I��
PELICAN POINT
DRAINAGE /GRADING /UTILITY PLAN
402 N LAKE PARK BLVD.
•
CAROLI N A BEACH, N Cj
REVISIONS
1
ADDED SEWER PROFILE; CHGD SEWER TO-8 ; ADDED POOL NOTE
4/19/16
CHECKED BY:
J.R. HONEYCUTT
SCALE:
AS NOTED
REVISED DRAINAGE PLAN
4/27/16
3
ADDED 1 WATER LINE; ADDED FIRE HYDRANT; ADDED SEWER
CLEANOUTS; ADDED FIRE DEPT CON
6/1/16
DWG. N0.
C3
DATE:
12/21/15
4
REVISED SMART BOX LOCATIONS, TOP ELEV, INVERTS
6 2 16
5
REVISED INFILTRATION SYSTEM
7 5 16
6
R AS INFI TRA110N SYSTEM
7 30 16