20221208 Ver 1_Plans 20220929_20221018

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RETAINING WALL.
TYPICAL
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114.58'
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TIE PROPOSED RETAINING
WALL INTO NEW BULKHEAD
N77°49'17
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SHEET C1 OF 8
PROJECT # 636-105
DESIGN FILE: 636-105/PM636-105 Construction Plans.dgn
RETAINING WALL,
TYPICAL
o
cv 23.!0'
Al�lr�
S78° 54 5'3
SHEPARD STREET
T
7d.0'
COMMUNITY
AMENITIES
20
10
0
29'
20
14.5'
40
SCALE: 1 "= 20'
�r s
S85° 33 ;;34 E
15.13'
12.5'
EX CONCRETE BULKHEAD
TO BE RAISED: REPAIR
AS NEEDED 11.
014. 73'
Ln I
20 EX BOAT
SLIP
ti
0
UNIT ACCESS
FROM 9TH ST
RETAINING WALL,
TYPICAL
75'AEC
PROPOSED
RAISED
BULKHEAD
EX CONCRETE BULKHEAD
TO BE RAISED: REPAIR
,AS NEEDED
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1 EX BOAT
SLIP
EXISTING DOCKS TO BE
REPAIRED/REBUILT III
SIMILAR CONFIGURATION
LOT BUILT UPON AREA
LOT #
NC CAMA
BUA*(SF)
NCDEQ
BUA*(SF)
LOT #
NC CAMA
BUA*(SF)
NCDEQ
BUA*(SF )
1
1900
14
2250
2
1700
15
1900
3
1700
16
1900
4
1700
17
2200
5
1700
18
2200
6
1700
19
2200
7
1700
20
2200
8
1700
21
2200
9
1900
22
1750
10
1750
23
1750
11
1750
24
1750
12
1700
25
1750
13
2400
* IN THE CASE OF A LOT WITH N CAMA'S REGULATED 75' AEC,
WHERE THE DIVISION OF COASTAL MANAGEMENT CALCULATES A
DIFFERENT MAXIMUM ALLOWABLE BUILT -UPON AREA FOR THAT LOT
THAN IS SHOWN HEREIN, THE GOVERNING MAXIMUM BUILT -UPON
AREA FOR THAT LOT SHALL BE THE MOST RESTRICTIVE OF THE
TWO. BUILT -UPON AREA MORE THAN NC CAMA BUA SHOWN IN THE
TABLE REQUIRES ADDITIONAL ENGINEERING AND PERMITTING.
_______I
617
[±1
SUGARLOAF
ISLAND
[E]
VICINITY MAP
SITE DATA
TOTAL AREA = 2.433 ACRES (105,961.71 SF)
TO PROPOSED BULKHEAD
EXISTING BUA = 80,971 SF
AREA WITHIN 75'AEC
EXISTING BUA WITHIN 75'AEC
ALLOWABLE 30% BUA 75'AEC
PROPOSED BUA 75'AEC
= 33,165 SF
= 16,899 SF
= 9,949 SF
= 17,180 SF
REDEVELOPMENT BUA OVER EX BUA = 9,723 SF
REQ'D BUA TO TREAT FOR 30% = 7,231 SF
REQ'D 1.5" TREATMENT VOLUME = 904 CF
TREATMENT VOL R-TANK LD = 4.22 CF/MODULE
REQ'D NUMBER OF MODULES = 215 MODULES
PROV'D NUMBER OF MODULES = 216 MODULES
PROV'D TREATMENT VOLUME = 911 CF
PROPOSED BUA
TOTAL LOTS 1-25 = 47,350 SF
STREET = 18,920 SF
COMMUNITY AMMENITY = 10,000 SF
FUTURE MISC= 4.700 SF
TOTAL = 80,970 SF
TOTAL NUMBER TOWNHOME LOTS = 25 EACH
MAXIMUM ALLOWABLE DENSITY = 36 UNITS/AC
PROPOSED DENSITY = 10.27 UNITS/AC
AVERAGE LOT SIZE = 2,534.45 SF
SMALLEST LOT SIZE = 1,757.4 SF
MAXIMUM HEIGHT = 70'
PROPOSED MAXIMUM HEIGHT = 50'
ALLOWABLE FAR = 158,942.5 SF
MAXIMUM FAR PER UNIT = 6,357 SF
SETBACKS
FRONT = 10'
SIDE = 0'
REAR = URBAN WATERFRONT
SIDE ON CORNER = 10'
REQUIRED PARKING
25 UNITS @ 2 SPCS/UNIT
1 SPC/6UNITS
TOTAL SPACES
PARKING PROVIDED
= 50 SPCS
= 5 SPCS
= 55 SPCS
= 55 SPCS
NOTES
1. ALL PARKING SPACES SHALL MEET THE SIZE REQUIREMENTS OF 9/WIDTH X 18/LENGTH.
2. BOUNDARY, TOPOGRAPHY 8 EXISTING CONDITIONS INFORMATION TAKEN FROM DIGITAL
FILE PROVIDED AND SURVEYED BY E. GLENN CORBETT, PLS OF THE CULLIPHER GROUP,PA.
3. PLAT NOT FOR RECORDING. ALL STAKING AND LOT INFORMATION TO BE VERIFIED
BY A PROFESSIONAL LAND SURVEYOR.
4. PROPERTY IS LOCATED WITHIN FLOOD ZONE AE8. REFERENCE FIRM COMMUNITY
PANEL NO 3720638600J DATED JULY 16, 2003.
5. PROPOSED COMMUNITY MARINA. BOAT SLIPS AS AUTHORIZED BY NCDCM IN THE FUTURE.
NO LEASING OR RENTING OF SLIPS ALLOWED TO ANYONE NOT RESIDING AT THE RESIDENCES
AT BASK. NO COMMERCIAL USES PROPOSED OR ALLOWED. PRIVATE RESIDENTIAL DOCKING
ONLY. (NOTE: THE TOWN OF MOREHEAD ORDINANCE TECHNICALLY CLASSIFIES THIS AS
"RECREATION USE, OUTDOOR (MARINA))
6. PROJECT IS REDEVELOPMENT OF AN URBAN WATERFRONT. VEGETATED SETBACK EXEMPT
PER SESSION LAW 2008-211 SECTION 2(e)
7. THE PROJECT STATE STORMWATER PLAN WILL BE COMPLIANT WITH SECTION 13-3 OF THE
UNIFIED DEVELOPMENT ORDINANCE. NO STORMDRAINS OR DITCHES ARE PROPOSED FOR THIS
PROJECT AS IT WOULD BE IN VIOLATION OF THE CRITERIA FOR STORMWATER REDEVELOPMENT.
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13343 : _
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NO WETLANDS
EXIST ON SITE
PERMITTEE:RESIDENCE AT 9TH, LLC
ADDRESS: 125 HORTON DRIVE
MOREHEAD CITY, NC 28557
PHONE: [phone]
REVISIONS:
No.
BY
DATE
DESCRIPTION
GYT 7/26/22
MARINA DIMENSIONS
2
GYT 7/27/22
BOUNDARY TEXT
3
GYT 8/9/22
REMOVED PLATFORM
4
GYT
9/22/22
75'AEC REV BUA
UPLAND ACCESS
GYT
9/29/22
ADDED RTANKS
REDEVELOPMENT SITE PLAN
RESIDENCES AT BASK
A TOWNHOME COMMUNITY
MOREHEAD CITY, CARTERET COUNTY, NORTH CAROLINA
CLIENT: A —TEAM ENTERPRISES, LLC
ADDRESS: 125 HORTON DRIVE
MOREHEAD CITY, NC 28557
PHONE: [phone]
DESIGNED:
RDC/GYT
DRAWN:
RDC/GYT
C�.
THE CULLIPHER GROUP, P.A.
CHECKED:
ENGINEERING & SURVEYING SERVICES
151A HIGHWAY 24
MOREHEAD CITY, N.C. 28557
[phone] LICENSE NO. C-4482
I(ONALD D. CULLIPHER, P.E.
APPROVED:
RDC
DATE:
6/9/22
SCALE:
1"= 20'

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HOOD 2.88'
SHEPARDINVB
PUBLIC R/SWTR E ET
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SHEET C3 OF 8
PROJECT # 636-105
DESIGN FILE: 636-105/PM636-105 Construction Plans.dgn
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GRATE 2.21'
INV -1.73'
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TEMPORARY VINYL OR WOOD WALL
TO RETAIN SEDIMENT UNTIL
STEPS ARE CONSTRUCTED, TYPICAL
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R-TANK SYSTEMI-4 II
MODULE TYPE= LD P
QUANTITY = 216
COVER = 6"-12"
VOLUME = 911.5 CF_I
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DREDGE LIMITS ,/'/
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MINIMUM OF 7,231SF OF ROOF AREA
TO BE DIRECTED TO R-TANK SYSTEM.
ADDITIONAL BUILDNGS MAY REQUIRE
CONNECTION TO R-TANK SYSTEM IF
SQUARE FOOTAGE CANNOT BE MET
BASED ON ACTUAL ROOF DESIGN.
NOTE:
EXISTING AND PROPOSED CONTOURS
IN THE WATER REPRESENT DEPTH AT
NORMAL LOW WATER (NLW) AND ARE
NOT RELATIVE TO NAVD 88.
PERMITTEE:RESIDENCE AT 9TH, LLC
ADDRESS: 125 HORTON DRIVE
MOREHEAD CITY, NC 28557
PHONE: [phone]
REVISIONS:
No. BY DATE DESCRIPTION
/ GYT 7/26/22 DREDGE LIMITS
2 GYT 8/9/22 REMOVED PLATFORM
3 GYT 9/22/22 R-TANK:6'WALKS
4 GYT 9/29/22 ADDED R-TANKS
GRADING, DRAINAGE & DREDGE PLAN
RESIDENCES AT BASK
A TOWNHOME COMMUNITY
MOREHEAD CITY, CARTERET COUNTY,
CLIENT:
ADDRESS:
PHONE:
A -TEAM ENTERPRISES, LLC
125 HORTON DRIVE
MOREHEAD CITY, NC 28557
252-247-9568
NORTH CAROLINA
DESIGNED:
RDC/GYT
DRAWN:
RDC/GYT
CHECKED:
r/
THE CULLIPHER GROUP, P.A.
ENGINEERING & SURVEYING SERVICES
151A HIGHWAY 24
MOREHEAD CITY, N.C. 28557
-0090 LICENSE NO. C-4482
) 22
RdNAI,D D. CUL LIPHER, P.E.
APPROVED:
RDC
DATE:
6/9/22
SCALE:
1"= 20'
SCALE: 1 "= 20'

TYPES OF THRUST BLOCKING
%,p'Ovdi�o`d�' �� )O
voo� �OaQOg146 "ABC
ASPHALT SECTION
2"SF9.5A
COMPACTED
SUBGRADE 95%
2
0i-4 "CONCRETE
DRIVEWAYS
COMPACTED
SUBGRADE 95%
CONCRETE SECTION
SCALE: NOT TO SCALE
ASPHALT & CONCRETE SECTION
5' WIDTH
3000 PSI CONCRETE
2% MAXIMUM CROSS SLOPE
CTOFjpENSJI
JOINT SEALER
TRANSVERSE EXPANSION JOINT IN SIDEWALK
SCALE: NOT TO SCALE
NOTE:
A I'2' EXPANSION JOINT SHALL BE REQUIRED AT 45' INTERVALS.
A I'2' EXPANSION JOINT SHALL BE REQUIRED WHERE THE
SIDEWALK JOINS ANY RIGID STRUCTURE.
GROOVED JOINT IN SIDEWALK
SCALE: NOT TO SCALE
NOTE:
A GROOVED JOINT 1" DEEP WITH 1'8' RADII SHALL BE
REQUIRED IN THE CONCRETE SIDEWALK AT 5' INTERVALS
4"
SCALE: NOT TO SCALE
STEEL POST
WIRE FENCE
NATURAL
GROUND
24"
8'MAX.STANDARD STRENGTH FABRIC
WITH WIRE FENCE
6'MAX.EXTRA STRENGTH FABRIC
WITHOUT WIRE FENCE
18 -24"
'----PLASTIC OR
WIRE TIES
INSTALLATION NOTES:
DbWN 8:
FORWARD ALONG.'
(•'• •THE TRENCH •
F ILTER
FABRIC
LI
WIRE FENCE
STEEL POST
FILTER FABRIC
BACKFILL TRENCH
AND COMPACT
THOROUGHLY
L NATURAL
GROUND
UPSLOPE
CROSS SECTION
VIEW
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE. AND AS CLOSE AS POSSIBLE TO THE FABRIC. ENABLING POSTS
TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES. ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY
45 DEGREES THROUGH THE FABRIC. WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO. EACH TIE SHOULD BE POSITIONED TO
HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE
FRONT WHEEL OF THE TRACTOR. SKID STEER. OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT THE UPSTREAM SIDE
FIRST. AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
SCALE: NOT TO SCALE
RESULTANT THRUST AT FITTING
AT 150 P.S.I. WATER PRESSURE
TOTAL POUNDS
NORMAL
PIPE DIA.
DEAD
END
90°
BEND
45°
BEND
22 1/2°
BEND
11 1/4°
BEND
4"
2.700
3.800
2.100
1.100
530
6"
5.600
8.000
4.300
2.200
1.100
8"
9.700
13.600
7.400
3.600
1.900
10"
14.500
20.500
11.100
5.700
2.800
12"
20.500
29.000
15.700
8.000
4.000
14"
27.600
39.000
21.100
11.000
5.400
16"
35.700
50.400
27.300
14.000
7.000
18"
44.800
63.400
34.400
17.500
8.800
20"
55.000
77.800
42.100
21.500
10.800
24"
78.500
111.000
60.000
31.600
15.400
30"
120.800
170.600
98.300
47.100
23.600
36"
172.800
274.400
132.300
67.500
33.900
42"
233.300
330.000
178.600
91.000
45.700
48"
304.000
430.000
232.700
118.600
59.800
54"
384.100
543.200
294.000
149.000
75.300
SOIL
MUCK
SOFT CLAY
SILT
SANDY SILT
SAND
SANDY CLAY
HARD CLAY
BEARING LOAD
(LB./SO FT.)
0
1.000
1.500
3.000
4.000
6.000
9.000
1. THRU LINE CONNECTION. TEE
2. THRU LINE CONNECTION. CROSS USED AS TEE.
3. DIRECTION CHANGE. ELBOW
4. CHANGE LINE SIZE. REDUCER
5. DIRECTION CHANGE. TEE USED AS ELBOW
6. DIRECTION CHANGE. CROSS USED AS ELBOW
7. DIRECTION CHANGE
TO DETERMINE THE SIZE OF A CONCRETE THRUST BLOCK. DIVIDE THE TOTAL FORCE BY THE BEARING VALUES OF
THE SOIL. THE QUOTIENT WILL BE THE SIZE OF THE BEARING AREA OF THE THRUST BLOCK IN SOUARE FEET.
APPROXIMATE VALUES FOR VARIOUS TYPES OF SOILS ARE LISTED IN THE TABLE. NO RESPONSIBILITY CAN BE
ASSUMED FOR THE ACCURACY OF THE DATA IN THIS TABLE DUE TO THE WIDE VARIATION OF BEARING LOAD
CAPACITIES FOR EACH SOIL TYPE.
10"x19" NICOR OVAL LID WITH
SENSUS RADIO RECESS
MBX-1 METER BOX.
10x19 NICOR OVAL
LID WITH SENSUS
RECESS
ANGLE METER STOP WITH
LOCK WINGS
1" SERVICE LINE. SDR 9.
200 PSI. CTS
SERVICE SADDLE
(FORD FC101)
NOTES:
FORD BRAND DUAL CHECK(HHS31-323-NL). ATTACH
6"BRASS NIPPLE(NOT SHOWN) TO DUAL CHECK &
BALL VALVE (HAMMOND 8901). INSTALL 10"ROUND
PLASTIC SHUT OFF BOX FOR CUT-OFF OUTSIDE OF
THE METER BOX (NOT SHOWN).
1 �7 `` V ``�I`1' ..' ) III `0+ :4$5
A'
�I� r�` gill ;�.��I
1"CORPORATION STOP
(FORD F 1000-4 )
5/8"x 3/4"SENSUS iPERL OR
accuStream METER WITH
SENSUS RADIO
SUPPORT METER BOX AT GROUND
LEVEL WITH 4 SOLID BRICKS
1. 36" MINIMUM COVER EXCEPT UNDER DITCHES.
2. ENCASE SERVICE LINE IN PVC PIPE WHEREVER SERVICE LINE IS INSTALLED UNDER PAVEMENT.
3. COORDINATE WITH TOWN OF MOREHEAD CITY FOR INFORMATION ON METER TYPE. SIZE. AND LOCATIONS.
4. FORD STAINLESS INSERTS (INSERT 52) SHALL BE INSTALLED IN SERVICE TUBING.
5. USE 14 GAUGE SOLID COPPER WIRE FROM CORPORATION TO METER BOX. LOCATING TAPE MAY BE
SUBSTITUTED WITH TOWN APPROVAL. SCALE: NOT TO SCALE
INDIVIDUAL WATER METER SET (3/4")
SILT FENCE
THRUST BLOCKING DETAIL
Slope surface shalt be smooth before
placement for proper soilcontact.
Stapling pattern as
per manufacturers
recornrnendations.
Da not stretch blankets/matting tight -allow
the rolls to conform to any irregularities,
For slopes less than 3H:1V, rolls
may be placed in horizontal strips.
If thereis a berm at the top of
slope, anchor upslope of the berm,
Anchor in 6"x6" min, Trench
and staple at 12" intervals,
.Min, 6" overlap..
Staple overlaps
max. 5" spacing.
Bring material down to a level ores,
turn the end under 4" and staple of 12"
intervals,
Lime, fertilize, and .seed before installation. Planting
of shrubs, trees, etc, should occur after installation.
SCALE: NOT TO SCALE
TYPICAL CONCRETE SIDEWALK
SLOPE STABILIZATION
EX. EDGE OF
PAVEMENT
2-3 INCH WASHED STONE
(6" THICK)
EXISTING IMPROVED ENTRANCES. ADDITIONAL
ENTRANCES PER DETAIL ONLY AS NEEDED
SCALE: NOT TO SCALE
STONE CONSTRUCTION ENTRANCE
A
z
MOUND BACKFILL OVER
TRENCH TO ALLOW FOR
SETTLEMENT
PIPE DIA. + 16"
FINISH GRADE
UNCLASSIFIED BACKFILL
95% STANDARD PROCTOR
INSULATED 14 GUAGE SOLID
COPPER WIRE 1'ABOVE ALL
PVC WATER MAIN
SELECT BACKFILL COMPACTED
TO 95% MODIFIED PROCTOR -
USE HAND OPERATED EQUIPMENT
ONLY.
TRENCH BOTTOM SHALL CONSIST
OF FIRM. STABLE MATERIAL &
SHALL PROVIDE UNIFORM SUPPORT
THROUGHOUT LENGTH OF PIPE.
SCALE: NOT TO SCALE
INSULATED 14 GUAGE SOLID
COPPER WIRE 1'ABOVE ALL
PVC WATER MAIN
A
A
/
/
•/
SELECT BACKILL (SAND -FILL)
+i COMPACTED TO 98% MODIFIED
PROCTOR IN AREA TO BE PAVED
Y / /
SELECT BACKFILL COMPACTED
+I TO 98% MODIFIED PROCTOR -
USE HAND OPERATED EOUIPMENT
O ONLY.
M
TRENCH BOTTOM SHALL CONSIST
OF FIRM. STABLE MATERIAL &
SHALL PROVIDE UNIFORM SUPPORT
THROUGHOUT LENGTH OF PIPE.
MAINTAIN 3' OF COVER OVER
_PIPE OR USE DUCTILE IRON PIPE
SCALE: NOT TO SCALE
ALL FIRE HYDRANTS SHALL BE AMERICAN FLOW
CONTROL. 3-WAY. 5 1/4" VALVE OPENING.
COUNTER -CLOCKWISE TO OPEN
FIRE HYDRANT. PUMPER NOZZLE TO BE
PERPENDICULAR TO STREET
NOTE:SHOULD LOCAL CONDITIONS
PREVENT CONFIGURATION
SHOWN. ALL JOINTS SHALL
BE RESTRAINED.
FINISHED GRADE
/ /'///"V/'/"/ O /'V
0 0
#57 STONE
SLOPE TOP OF /' .=.• '''
CONC. TO PROVIDE\ �.': .�.'.:� ' ::• �y\i
DRAINAGE FROM %\/\/ '`jai
\,\\y/�\i\i,\\i/\ UNFORMED CONC
HYD. DRAIN j�`/\\^/X/X/r, 3/4 " THREADED
RODS (COATED)
2" SOUARE OPERATION NUT
OPEN LEFT (COUNTER CLOCKWISE)
LOCKED HYDRANT TEE
6" RSMJ GATE VALVE
DUC- LUG
SCALE: NOT TO SCALE
FINISHED GRADE
M H RING & COVER USF 753 RING MV-ORS COVER.
WITH CAMLOCK. WATERTIGHT GROUT SEAL AND
INFI-SHIELD UNI-BAND ON THE OUTSIDE OF THE
MANHOLE SEALING THE JOINT BETWEEN THE RING
AND THE MANHOLE OR APPROVED EQUAL.
TOP OF PAVEMENT
ECCENTRIC CONE
SECTION
JOINTS SHALL BE SEALED WITH
"RAM-NEK" PREFORMED PLASTIC
ROPE OR ASTM C-443 RUBBER
GASKET. OR APPROVED EQUAL
WRAP THE EXTERIOR OF ALL JOINTS
WITH POLYETHYLENE BACKED FLAT
BUTYL RUBBER SHEET NO LESS THAN
1/16" AND 6" WIDE.
12" MIN. #57 STONE BEDDIN 12"MIN
100% COMPACTION '°
0 - 16' ASTM C-478
TYPICAL MANHOLE STEPS @
16" O.C. & SHALL NOT BE
ALIGNED OVER INVERTS
FLEXIBLE SLEEVES AT
ALL POINTS OF PIPE ENTRY
GROUT CHANNEL
SLOPE 1:12
EXTENDED BASE
ALL MANHOLES TO HAVE EXTENDED BASES
SEE PLAN
VARIES AS RED'D.
NOTES:
1.) THE DISTANCE FROM THE
TOP OF M.H. RING AND
COVER AND FINISHED
GRADE MAY VARY WIDELY.
SEE PLAN.
2.) SLOPE INVERTS AT SEWER
LINE GRADE.
PIPE SIZE
LESS THAN 24"
24"-30"
MORE THAN 30"
DROP MANHOLES
DOUBLE STAINLESS STEEL
STRAP W/RUBBER BOOT
TYP.
UNDISTURBED GROUND
4'
5'
6'
5'
SCALE: NOT TO SCALE
4" CEMENT MORTAR
CAP OR OTHER AS DESIRED
FINISHED
GRADE VARIES
7 5/8 ;�
EL 6.00
BOND BEAM 2-#5 BARS
2 1/2 "
JOINT REINFORCEMENT
(NOTE 2)
8'/
EL 0.33
8"MASONRY BLOCK
#3 V-BARS e 32"O.C.
N
NOTES:
1. DOWELS SHALL BE AT LEAST EQUAL
IN SIZE AND SPACING TO V-BARS.
SHALL PROJECT A MINIMUM OF 30 BAR
DIAMETERS INTO THE FILLED BLOCK
CORES. AND SHALL EXTEND TO THE TOE
OF THE FOOTING.
2. JOINT REINFORCEMENT CONSISTING OF
9 ga. LONGITUDINAL WIRES AND 3/16"
CROSS RODS SHALL BE PROVIDED AT 8"
CENTERS VERTICALLY.
- #3 X-BARS @ 27"O.C.
-#3 DOWELS @ 32"O.C.
(NOTE 1)
2'-4"
0
SCALE: NOT TO SCALE
WATER PIPE TRENCH DETAIL
OUTSIDE PAVED AREA
WATER PIPE TRENCH DETAIL
AREA TO BE PAVED
TYPICAL FIRE HYDRANT ASSEMBLY
SANITARY SEWER MANHOLE
NOTES:
1. BLOW -OFF ASSEMBLY FOR 2"
MAINS ARE TO BE CONSTRUCTED
AS A CONTINUATION OF THE MAIN
WITHOUT THE SERVICE SADDLE AND
WITHOUT THE CORPORATION STOP.
2. CORPORATION STOP SHALL BE
LOCATED IN TOP OF WATER MAIN.
' \j\\jK:/\%\\\K
90A BRASS
FITTING
CORPORATION STOP OR
WATER DISTRIBUTION
SERVICE SADDLES '2"-8" PVC PIPED
WATER MAIN
-PVC PLUG
GATE VALVE
2" BRASS COUPLING
\j///
2 PIECE ADJUSTABLE
VALVE BOX
2"THREADED BRASS
PIPE (12"IN LENGTH)
-CONCRETE BLOCKING
MIN C.Y. AT 3000PSI
SCALE: NOT TO SCALE
m
w
cc
-y
:1;
PIPE DIA.+ 24"
BACKFILL WITH SAND FROM
TRENCH EXCAVATION. COMPACT
TO 98% MODIFIED PROCTOR
IF UNDER PAVEMENT OR WITHIN
10 FEET OF ANY PAVEMENT
OR OTHER FOUNDATIONS
SLOPE WALLS TO ANGLE OF
REPOSE OF SOIL OR PROVIDE
SHORING.
BACKFILL USING MATERIAL
FROM TRENCH EXCAVATION
AND COMPACT TO 98%
MODIFIED PROCTOR.
NO. 57 STONE BEDDING FROM
MINIMUM OF 6" BELOW PIPE TO
TOP OF PIPE.
SCALE: NOT TO SCALE
TYPICAL PERMANENT BLOW OFF
SEWER PIPE TRENCH
BACKFILL COMPACTED TO 95% STANDARD
PROCTOR DENSITY. TOTAL HEIGHT OF
BACKFILL SHOULD NOT EXCEED 3'.
UTILITY MARKERS AT
CORNERS (TYP.)
INLET PIPE
II II ,I
II II
111
4" SAND.
R-TANK" UNITS WRAPPED IN
GEOTEXTILE (ACF M2001
EXCAVATION LINE
BASE: 4" MIN. FREE DRAINING BACKFILL COMPACTED
TO 95% STANDARD PROCTOR DENSITY IS REOUIRED TO
PROVIDE A LEVEL BASE SURFACE. MUST BE SMOOTH,
FREE OF LUMPS OR DEBRIS. AND EXTEND 2' BEYOND
R-TANK " FOOTPRINT. A BEARING CAPACITY OF
2.000 PSF MUST BE ACHIEVED PRIOR TO INSTALLING
R-TANK ". NATIVE SOILS MAY BE ACCEPTABLE IF
DETERMINED TO BE STABLE BY OWNER'S ENGINEER.
RN
COVER FROM FINISH GRADE
TO TOP OF TANK:12" MIN.
GRASS
SURFACE
..._......111
24I..II.-::
11I •IIL
1 Ii 1 1=
-SIDE BACKFILL: 24" MINIMUM OF FREE DRAINING
BACKFILL. STONE LESS THAN 1.5" OR SOIL
(USCS CLASS GW.GP. SW OR SP). MUST BE FREE
FROM LUMPS. DEBRIS AND OTHER SHARP OBJECTS.
SPREAD EVENLY TO PREVENT R-TANK" MOVEMENT.
COMPACT SIDE BACKFILL WITH POWERED MECHANICAL
COMPACTOR IN 12" LIFTS.
TYPICAL R-TANK (LD) SECTION
28.15"
SIDE VIEW
28.15"
PLAN VIEW
SOLID LID -_
BACKFILL COMPACTED -01
TO 95% MODIFIED -
PROCTOR DENSITY 24 TYP --
18 MIN
12"DIAMETER PVC
MAINTENANCE PORT
ACCUMULATED SEDIMENT
TO BE REMOVED AT 25%
REDUCTION OF DEPTH
UNDISTURBED SOIL
15.75"
FRONT VIEW
ISOMETRIC VIEW
MODULE DATA
GEOMETRY: LENGTH = 28.15 IN. (715 MM)
TANK VOLUME = 4.44 CF
STORAGE VOLUME = 4.22 CF
VOID INTERNAL VOLUME: 95%
VOID SURFACE AREA: 90%
LOAD RATING: 30 PSI, (MODULE ONLY)
MATERIAL: 100% RECYCLED
POLYPROPYLENE
SMALL PLATES PER
SEGMENTITOTAL: 4/4
TYPICAL R-TANK (LD) DATA
MAINTENANCE PORT
THIS PORT IS USED TO PUMP WATER INTO THE SYSTEM AND RE -SUSPEND
ACCUMULATED SEDIMENT SO THAT IT MAY BE PUMPED OUT. MINIMUM
REQUIRED MAINTENANCE INCLUDES A QUARTERLY INSPECTION DURING THE
FIRST YEAR OF OPERATION AND A YEARLY INSPECTION THEREAFTER.
FLUSH AS NEEDED.
INSPECTION PORT
PVC PIPE (MIN. 6") WITH PERFORATIONS USED TO VISUALLY MONITOR
THE SYSTEM. CHECKING TO MEASURE ACCUMULATED SEDIMENT AND ENSURE
WATER IS EXITING THE SYSTEM PROPERLY
SYSTEM MAINTENANCE
MINIMUM REQUIRED MAINTENANCE INCLUDES A QUARTERLY INSPECTION
DURING THE FIRST YEAR OF OPERATION AND A YEARLY INSPECTION
THEREAFTER. FLUSH WHEN STORAGE IS REDUCED BY 25%.
MAINTENANCE & INSPECTION PORT
SCALE: NOT TO SCALE
to
DEPTH VARIES
FINISH GRADE
PRECAST 6" THICK.CIRCULAR
CONCRETE COLLAR/PAD
(3000 PSI)
& NON -RISING STEM
NEw GATE VALVE
AMERICAN FLOw CONTROL.
SERIES 2500 RESILIENT WEDGE
EPDXY COATED INSIDE OuT
wATERLINE
SCALE: NOT TO SCALE
CAST IRON BOX
W/ BRICK
FINISH GRADE SUPPORTS
1.0% MIN.
SDR-35 IN
LINE WYE WITH
SCH 40 STUB OUT
NOTE:
4"PVC CAP
SCH 40 SCREW
ON PLUG
1. INSTALL CONCRETE DONUTS AROUND ALL CLEANOUTS.
2. IF LESS THAN 36"COVER. MAIN & SERVICE PIPE
SHALL BE DUCTILE IRON PIPE.
SCALE: NOT TO SCALE
GATE VALVE & VALVE BOX
SANITARY SEWER SERVICE
4" DOWNSPOUT FOR
ROOF DRAINAGE
4" OVERFLOW DIRECTED TOWARD
HARBOR CHANNEL
TO R-TANKS"
DOWNSPOUTS LOCATION & NUMBER ARE ASSUMED. THE
EQUIVALENT OF 7,231 SF OF ROOF REQUIRED TO
BE DIRECTED TO THE R-TANK° SYSTEM
SCALE: NOT TO SCALE
BLOCK RETAINING WALL
R-TANK SYSTEM
DOWNSPOUT & OVERFLOW
SHEET C6 OF 8
PROJECT # 636-105
DESIGN FILE: 636-105/PM636-105 ConstructIon'Plans.dgn
ADDRESS: 125 HORTON DRIVE
MOREHEAD CITY, NC 28557
PHONE: [phone]
REVISIONS:
No.
BY
DATE
DESCRIPTION
GYT
6/22/22
REV & ADD DETAILS
2
GYT
8/12/22
REMOVE BACKFLOW
3
GYT
9/22/22
R-TANKS
4
GYT
9/29/22
UPDATE ROOF SF
DETAILS
RESIDENCES AT BASK
A TOWNHOME COMMUNITY
MOREHEAD CITY, CARTERET COUNTY, NORTH CAROLINA
CLIENT: A -TEAM ENTERPRISES, LLC
ADDRESS: 125 HORTON DRIVE
MOREHEAD CITY, NC 28557
PHONE: [phone]
THE CULLIPHER GROUP, P.A.
ENGINEERING & SURVEYING SERN10ES
151A HIGHWAY 24
MOREHEAD CITY, N.C. 28557
RONALD D. C LLIPHER, P.E.
DESIGNED:
RDC/GYT
DRAWN:
RDC/GYT
CHECKED:
APPROVED:
RDC
DATE:
6/9/22
SCALE:
NO SCALE