SW8040703_APPROVED PLANS_20040812

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
El CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

STORMWATER DIVISION CODING SHEET
PERMIT NO.
DOC TYPE
❑ FINAL PERMIT
❑ MONITORING REPORTS
❑ APPLICATION
❑ COMPLIANCE
❑ OTHER
DOC DATE
❑
YYYYMMDD

-- - - - __ _ r ( �t.,:..Y:l.' .. ...',_,...__.---.-...�I�.. .._�.i:i'-. � ._ �:� ,•�i-�.'.1'LI`. .-_.._..`it`_1(L.i+:�..:�'..%1��1F�Lli�:�
PLANS and PROFILES of
GENERAL NOTES:
1, This mop is not for conveyance, recordation, or soles.
2. Portions of this property ore located within a special flood
hazard area according to Flood insurance Rate Mop Community
Panel #370295-0130C, effective date May 15, 1986.
3. Site area: 26.46 acres.
4. Building layout and dimensions by others.
5. This property is zoned Town of Leland MF.
6. Handicap Romps provided at all intersections and one per bldg.
7, Suitable trees are to be preserved or planted
in accordance with Town of Leland standards.
8. Parking areas and streets to be lighted in accordance with
Town of Leland standards.
9. Refuse collection by dumpster and Town hauler.
10. 637 total parking spaces provided.
11. Sewer service to be public, Woter service to be public.
12. Boundary not field surveyed at this time. Topographic survey
data by Hanover Design Services & Arnold W.Corson, PLS, PC.
13. 1.5+ acres active recreation area provided.
14. Each perimeter parking space shall have a wheel stop or guard
to prevent extension of a vehicle beyond the parking space and
over the sidewalk.
15. 576 parking spaces required; 637 spaces proposed.
16. Parking area landscaping to be to Town of Leland standards.
All permeable surfaces shall be landscaped.
17. Alt parking facilities shall be separated from buildings by a
buffer strip of at least 8' in width, of which 40% shaft be
landscaped and planted.
18. All local residential and collector roads are to be built to
NCDOT standards.
19. Building heights not to exceed 35'.
MORE GENERAL NOTES:
1. ALL CONSTRUCTION TO CONFORM TO TOWN OF LELAND STANDARDS
APPLICABLE STATE & LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
THE STATE AND THE TOWN.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WITH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS:
a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WA TER MAINS.
b, WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY
SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING.
c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCT)LE IRON
PIPE FOR A MiNIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL CLEARANCE iS LESS THAN 12" BETWEEN WATER
MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
7. CONTRACTOR TO ENSURE THAT A MINIMUM OF 0.40X GRADE IS CONSTRUCTED
ON ALL 8"DIAMETER SANITARY SEWER MAINS.
8. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
LEGEND
/ N HANDICAP RAMP ST WH-14 14
PROP. STORM MANHOLE
ffC
( HANDICAP PARKING SPACE
®
DROP INLET
SSMH-1 0
PROP. SANI TARY MANHOLE
PROPOSED SANITARY
- SEWER & MANHOLE
11
IRON IN EXIST. CONC. MON.
EXISTING SANITARY
E.I.P.
EXIST, IRON PiPE
SEWER & MANHOLE
WATER METER
WL PROPOSED WATERLINE
SERVICE CONNECTION
& HYDRANT ASSMBLY
E.C.M.
EXIST, CONCRETE MON.
-- - - - EXISTING WATERLINE
N
GATE VALVE
PROPOSED STORM
REDUCER
SEWER & CA TCH
BASIN
r!Sy�
DRAINAGE FLOW
E.I.P. = EXISTING IRON PIPE
+49.0
INDICATES SPOT ELEVATION
E.I.R. = EXISTING IRON REBAR
E.C.M. = EXISTING CONCRETE MONUMENT
F/H =FIRE
HYDRANT
1. S. _IRON SET
W/V = WATER VALVE
P =
POWER POLE
W/M = WATER METER
C.P. =COMPUTED
C.
POINT
L OCA TED IN THE TOWN of LELAND
BRUNSWICK COUNTY
NORTH CAROL INA
•
DA TEs JUNE 2444
SCALE: 244' .-'- °0
' / V
I A
��P ���`�\G�`'( -' SANITARY SEWER SYSTEM
OWNER 1 DEVELOPER: ��G -'' Qo�- - `�
PIPE and MANHOLE SUMMARY!
Hunter Ridge Apartments, LLC
1510-A South Third Street
PO Box 1229 '
Wilmington, NC 28402�•
919-251-5030 ���
0
a
G
/
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200 100 0 200 400
W w I SCALE !N FEET: 1"= 200'
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STORM SEWER SYSTEM
"HUNTERSTONE
APARTMENTS"
� �
,y
PIPE and INLET SUMMARY!
�
�V V L 4
I NL. T. C. INV. L
D S I NL,
T, C,
INV,
y
No. ELEV. ELEV. f t.
in. % No.
ELEV,
ELEV.
y W
l
TO ❑UTFALL No.1:
1 POND 10.8 57 48 0. 35% 2 17.0 1 1, 0
2 17. 0 11, 0 144 48 0. 14% 3 17, 5 11, 2
3
17. 5
11. 2
181
48
0. 11%
4
17. 0
11, 4
4
17.0
1 1. 4
176
48
0. 1 1%
5
18,0
1 1. 6
5
18.0
13. 0
114
30
0. 18%
6
19. 0
13,2
6
19.0
13.8
73
24
0.27%
7
19.0
14.0
7
19.0
14.0
205
24
0. 20%
8
2R 0
14.4
8
20.0
14.9
145
18
0, 14%
14
20.5
15,1
8
20,0
14.4
107
24
0. 19%
9
21.0
14.6
9
21.0
14.6
36
24
0. 56%
10
21.0
14.8
10
21.0
14. 8
148
24
0, 14%
11
20.6
15.0
11
20.6
15.0
172
24
0. 12%
12
20.0
15,2
12
20.0
15.2
36
24
0. 83%
13
20.0
15.5
5
18.0
12.3
226
36
0. 09%
15
17.5
12.5
15
17.5
12.5
219
36
0. 14%
16
17.2
12,8
16
17.2
12.8
290
36
0. 11 %
17
17,5
13,1
17
17.5
13.1
87
36
0, 23%
18
17.3
13.3
18
17,3
13.3
77
36
0. 26%
19
17.5
115
19
17.5
14.5
208
18
0. 39%
20
19.0
15.3
20
19. 0
15, 5
36
18
0,567
21
19. 0
15, 5
18
17. 3
14. 0
221
18
0. 09%
23
18.0
14.2
19
17.5
13,5
112
24
0. 18%
22
17.5
13.7
CULVERT
'A't
STR
STA
TOP
INV
L DIA
S
STR TOP INV
ENT
26+80
20. 5
14,0
68
48
0. 74%
OUT 20.5 13. 5
LOCATION MAP
NOT TO SCALE
0
3
MH
TOP INVERT
LENGTH
DIA
SLOPE
MH
TOP
INVERT
EX3
20. 2
8, 0
175
8
0. 46%
3A
20. 2
8. 8
3A
20,2
& 9
318
8
O. 41%
3B
19,2
10,2
3B
19. 2
10, 3
68
8
0. 44%
3C
19. 2
10. 6
3C
19.2
10, 7
122
8
0. 41%
3D
1& 2
11.2
3D
18. 2
It. 3
182
8
0. 49%
3E
17. 2
12. 2
3E
17.2
12.3
156
8
0.41;/
3F-
17.8
13.0
3A
20. 2
10. 8
153
8
1. 44:�
3G
20, 7
13. 0
EX4
22, 9
11, 4
181
8
2, 54X
4A
23. 8
16. 0
EX5
21.5
10, 7
148
8
0. 41"
5A
17, 6
11. 3
5A
17.6
11.4
212
8
0.427
5B
18. 2
12. 3
5B
18.2
12.4
93
8
0,437
5C
18.4
12.8
5A
17. 6
11, 4
69
8
0. 43X
5D
17. S
11. 7
5D
17, 8
11, 8
292
8
0. 41%
5£
17. 4
13,0
WATER
SYSTEM
8" WATER MAIN
3075
LF
F
S I TE
8' WATER MAIN
1680
LF-
IN
WESTGATE DRIVE
L
0
�o 0
Stone Ridge at Westgate
SITE DATA:
ZONING -- Town of Leland MF
TRACT SIZE = 26.46 acres
PROPOSED NUMBER OF UNITS = 288
PROJECT DENSITY = 10,9 UNITS / ACRE.
ACTIVE RECREATION AREA = 1.5+ ACRES.
MINIMUM PARKING REQUIRED - 576 spaces
TOTAL PARKING PR❑VIDED - 637 spaces
HANDICAP PARKING PROVIDED - 28 spaces
REV. NO. REVISIONS DATE
Copyright Q, Honorer Design Service; P.A., AO rights reserwd Reproduction or use of the acme is of thlb document or additions of tWotions to this
document, fn whole or port. without WHfIen corwent of the Lord sur"yer of Enghoer, Is prohbited Only copies f m the arlginW of this dmC meant.
mar*ed with the orig*,d sowtum and oriplad seW of the sbr erw or Engineer, shaft be oonsidered to be rWM and true copies.
STANDARD NOTES.
1. Information concerning underground utilities wos obtained from
available records. It sholl be the responsibility of the
Contractor to determine the exact elevations and locations
of all existing utilities of al/ crossings prior to
commencing trench excavation. If actual clearances ore less
than indicated on Plan, the Controctor shall contact the
Design Engineer before proceeding with construction.
Any condition discovered or existing that would necessitate
a modification of these plans shall be brought to the ottention
of the Design Engineer before proceeding with construction.
2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING
UTILITIES HAS BEEN DETERMINED. CALL "NC ONE -CALL" AT LEAST
48 HOURS BEFORE COMMENCING CONSTRUCTION,
J. All trees which are not required to be cleared for
constuction shall be preserved wherever possible unless
otherwise directed.
4. Contractor shall adjust all manholes, valve and curb boxes to
the final grade upon completion of ail construction. Any boxes
damaged or otherwise disturbed by the Contractor shall be
repaired at the expense of the Contractor.
5. The Controctor is responsible for controlling dust and erosion
during construction at his expense. Parking areas shall be
watered to control dust when ordered by the Engineer.
6. No geotechnical testing has been performed on site. No
worranty is made for suitability of subgrode, and undercut and
any required replacement with suitoble material shall be the
responsibility of the contractor.
7. Extreme care shall be taken to ensure minimum separations at
all utility crossings.
8. Contractor to ensure thot pavement is placed so as to drain
positively to the parking lot inlets and cotch basins. All roof
drain downspouts to be directed to the storm sewer system.
9. Contractor is responsible for obtaining all required permits.
10. This plan is for site grading, utilities, siting, and drainage only.
See building plans for detoils on utilities hookups to buildings.
11. Controctor and Builder ore responsible for coordinating Finished
Floor Elevation of all buildings with the Owner and the Architect.
12. Affected Non -Municipal Utilities shall be contacted and provided
with plans and other pertinent information, when feasible, to
coordinate appropriate scheduling and placement. At the minimum
this should include BellSouth and CP&L.
INDEX TO DRA WINGS
SHEET No.
DESCRIPTION
DRAWING No.
1
OF
10
COVER SHEET and GENERAL NOTES
6309-10-1
2
OF
10
SITE GRADING PLAN
6309-10-1 A
3
OF
10
SiTE PLANS & PROFILES
6309-10--2
4
OF
10
SITE PLANS & PROFILES
6309-10-3
5
OF
10
STORM SEWER PROFILES
6309-10--1B
6
OF
10
WESTGATE DRIVE PLANS & PROFILES
6309-10-4
7
OF
10
EROSION CONTROL and WATER QUALITY PLAN
6309-10-5
8
OF
10
EROSION CONTROL and WATER QUALITY PLAN
6309-10-6
9
OF
10
DETAILS
6309--10- 7
10
OF
10
DETAILS
6309--•10-8
BENCHMARK LOCATIONS AND ELEVA TIONS
LOCA TiON:
ELEVATION
1
NCDO T RW MON. SOUTH INTERSECTION OF
PLOOF ROAD & HIGHWAY 17
27.86
COVER SHEET and GENERAL NOTES
H u ntorStome Apartments
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSWiCK COUNTY NORTH CAROLINA
CAROB j `'•,
SEAL '
' 20007
N
of N�
G r -:5C 'CD4
dhollis ® hdsilm.com
OWNER: Hunter Ridge Apartments, LLC
1510-A South Third Street, PO Box 1229
Wilmington, NC 28402
919-251-5030
HANOVER DESIGN SERVICES, P.A.
LAND SURiiEYW5; ENGINEERS & LAND PLANNERS
319 WALNUT STREET
wrLMINCTON, N.C. 28401
PHONE: [phone]
Dale:
6-28-04
Scale:
I"-- 200'
Drown:
DSH
Checked:
GA W
Project No:
6309-10-1
Sheet No:
1
ar. 10
: 13:21:43 07/01/2004
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SCALE IN FEET: 1 "= 50'
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Conservation-Eas meet (nominal width 50') at Final Plat — r
ZTLANDS — —
SITE GRADING PLAN
H u nterStone Apartments
Date
6-28-04
Scale:
1 "= 50,
Drawn.
DSH
CARol7",,,� OWNER: Hunter Ridge Apartments, LLC Checked:
....... Q'' y9 " 1510—A South Third Street, PO Box 1229 GA IN
�►�� �q S Wilmington, NC 28402 Project Na:
SE AL 919-251-5030 6309--10—YA
�.
`ZQaQ7 ..
•'.; �•� +r Sheet No:
HANOVER DESIGN SERVICES P.A.
LAND SURVEYORS; MWAZ£RS & LAND PLANNERS 2
/ WIL WALNUT STREET O
p04 PHONE:T(9 C-10) 343 EI002
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TYPICAL MINIMUM DIMENSIONS
NOT TO SCALE
4.5' 30' 30' 0.5 # 4'
18'
4 "CONC. PARKING
REVERSETYP CROW WN
rYPlCAL
SIDEWALK SPACE
GL
Srp£wAtK
(TYPICAL)
1-112 ASPNAL T
CURB
& GUTTER
64ABC BASE COURSE
NOTE:
Both sides are typically symmetrical.
TYPICAL MIN.
PARKING BAY SECTION
NOT TO SCALE.
: 12:56:11 07/01/2004
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-4.99•
211.97
Building Dimensions
NTS
Building Ams = 1 D8,390 sf
Roadway Area = 67,600 sf
Parking Areas = 223,345 of
Sidewalk Areas = 40,265 sf
Other Areas = 17,780 sf
TOTAL IMPERVIOUS AREAS
= 457,WO sf = 10.5 acres
ST 10. TEMPORARY SEDIMENT TRAPS
Practice 6.60
Sediment traps ore to be Installed as shown on the
Plan to reeieve runoff from disturbed areas.
Tp 11. TEMPORARY DIVERSION DITCH / BERM:
Practice 6.20
Diversion channels are to be Installed as shown on the
Plan to recieve runoff from disturbed areas and divert It to
the two Sediment Basins and the Pond as shown.
SWU MTATtOM 0011480ERAI" -
tilER1M1iNT TRAP IBZ,NIPI
Surface Area (SA) for Traps - vol / 0.4 d
NUMBER A VOLUME WEIR L DEPTH MIN,TOP(SA)
acres Cf ft Ft DIMENSIONS
ST- I 3.8 6840 10, 5' 3420 sf 60X60
ST-2 2.9 5220 10' 5' 2610 sf 51X51
6
�, 1 � I ■ � ,111 1
NZN
it s ��
LEGEND
EXIST. STORM DRAIN MANHOLE 2 TD Qv pp
DROP INLET
u--�♦ +u EXIST. SANITARY SEWER MANHOLE ` I ' 73
�e� 4 EXIST. WATERLINE & F/H ASSEMBLY
e sr EXIST. DRAINAGE PIPE SF Q RL v\
s-c-s EXIST. GAS LINE ! / 0 y 4 50p
000
�S DRAINAGE FLOW
+49.0 INDICATES SPOT ELEVATION /O
9 1 TD
W
L LIM SS On 213 all x �_
-�Z20o SF
W A
I
1 o TO
"i
1
REVISED AS PER DENR / DLQ COMMENTS
7-12-04
REV. NO.
REVISIONS
DATE
C:P)d0t 0. Htsrowr D oglis SerWon� F.A. M rights Merv" Romdudim .< use of the oonf.nte or Mir dow■n.nt. a t*e or d•l•t to MAe \ I / os \V SEE i N S ET
docwrwnt, b who* or Part. ■tlhovt •rftten consi of the Law sxrrrerer ar Embeer. Is prohblt i awy wren hom the criptrwr o/ tn; daclrnartt, V�
"raked with the orighol x9milllrs and wow sew Al the swwyw or Er*-, slats fM -Sdi to tM wood and true capA-
THIS SHEET �
s 15:31:15 0T/12/2004
- -�r�-� Z OWNER / DEVELOPER: .
11.1 - 9.45*156,30 �6.W i o cr14''p - HUNTER RIDGE APARTMENTS, LL•C
1 CLUBHOUSE "CIL 1s1o�► SOUTH THIRD STREET
PO BOX 1229 �9
JJJ FF
78 &SALES 14�s WILMINGTON, NC 211 < 4_1
0�n 15,70' 5Q75 sf 17,80' 910-251-5030 S�" \ \ aF TOTTURBANGE X
1.3 a
o 0 -- m pIS X
34.70' ` o �
I
1 X PSCIP
,--X
N I
- SF LID
93
tit ► v � '0 0
0
I o
O o X 13 X
SF
L-277',71•
l ! r Y R-28e.02•
113-55'14'44"
N-267.0e'
-N 72'50'15" E
t]
00
CE � > /6
'L 19
of �3' I P o X �9 7>
Dig *.' o
�. ��y SF
v, G
�os�� SF
�' \
ap
Gp'
R:43M Cl) _
= X
D18'32
TOT `O"[
Z�N PCRES
45a\ _
lipA
V „�A++ri 1AG
m
1�
A
,3
1
i
SF
IPA/'J1
e
NXI
17.
J
4 a TO
Runoff Flow Direction O
pi
TEMPORARY DIVERSION PLAN SYMBOL
1.6' 2' 12.5'
z
3
OA= S ogres mi I 16" r FLOW FROM SITE
� 1'
rD J n- 0.D45 ax. 3 Y00)- 0.6'
O(10)= 6.6 off
Vii 1.5 fps NON -EROSIVE
v Vegetote Mnmedlately 5'
O DETAILTEMPORARY
DIVERSION
Pr
4
� l
OP I La=20FLARED END
l / { SECTION TYPICAL
SF a0a0a0 o 48"RCP
d50=3" 12000000
Apron=l' MiN. o00000 V(10)=8fps
cv HG1l0)=13.2
[ MINIMUM OUTLET AT OUTLET 1❑
DIMENSIONS 7.5 cy± EACH
\� OUTLET PROTECTION
p 4 NOT TO SCALE
jRack to top of pipe
Q both sides
W SLOPE
a OP Wr,l EMBANKMENT
OUTLET PIPE
Sae Narrative for
I additionaldetails
2'min.
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
USE NICOLON M1RAiT SOOX
POLYPROPYLENE, OR EQUIVALENT
DUnET PROTECTION - SIDE VIEW
N TS
oP
La-20'
NCDOT 838.11
I
BRICK ENDWALL
d5=
0000000
�r0o00aiApro=
on0tsIN
MINIMUM
DIMENSIONS
000
OUTLET AT
_48"RCP
V(25)=10fps00
iv HGL(25)=17.8
CULVERT "A"
7.5 cy* EACH
1pTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
CONSTRUCTION SCHEDULE -
SEE PLAN, THIS SHEET
1. Obtain approval of Plan and any necessary permits, and hold a
pre -construction conference prior to commencing any work.
2. Flog work limits and stake --out parking lot, primary measures, and
Silt Fencing and Sediment Basin for preliminary grading.
3. Install Gravel Construction Entrances.
4. Install Silt Fencing as shown on Plan prior to clearing and
grubbing site. Sediment Basin to be constructed prior to building.
Sediment Traps and Diversion Ditches to be contracted and
stabilized prior to commencing any major grading operations.
Storm sewer construction and direction of oil runoff to the
Sedini Basin is to be completed as quickly as possible.
5. Construct ditches and any other sediment control Practices
shown, prior to rough grading poking lot and site, stockpiling
material and topsoil as necessary. Culvert permanent stream
crossing to be Installed and stabilized,
6, Install utilities in parking lot, establish final grades and
stabilize parking areas with stone base course,
7. Final grode building site, install non --municipal utilities as
needed, and vegetatively stabilize areas where building
construction is not imminent.
S. All erosion and sediment control Practices are to be inspected
weekly and after any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway and
parking areas are to be paved and all areas permanently
vegetatively stabilized. After site stabilization, temporary
measures are to be removed and the Sediment Basin cleaned to
Its origlnol design contours, if necessary, and riser
structure ortfoce opened, so as to function a$ stormwater
management / water quality retention ponds,
MAINTENANCE PLAN -
1. All measures to be Inspected weekly and after any rainfall
event and needed repairs made immediately.
2. Sediment Basins to be cleaned out when the level of sediment
reaches 5.3' below water surface. Riser structures to be cleaned
If excess water above design surface no longer droins
properly.
3. Sediment to be removed from forebays when they are
approximately 25% filled or sediment level is within 5.5' of top.
4. Sediment to be removed from behind the an(r Silt Fence and
inlet protection devices when it becomes 0.5 deep. Fencing
and inlet protection to be repaired as needed to maintain a
barrier,
5. All seeded areas shall be fertilized, mulched, and re --seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Monual", Section 6,11, latest version. See next Sheet.
IUD Alf
I As +t
Uoll
r .
+r
We
'� :•:�:�:+:�:�:�:•:•
,i.;041t,
,
201
F SEDIMENT FENCE ( SILT FENCE,
.wa.•rEE M
It 4
SITE
LOCATION MAP
NOT TO SCALE
IVED
JUL 2 2 2004
DWQ
PRO�3 # S� LYU 4-0 7U 3
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS
REQUIRED BY THE TOWN OF LELAND.
THIS SHEET DOES NOT PURPORT TO SHOW ALL
REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR
IS RESPONSIBLE FOR ADHERING TO ALL
TOWN AND STATE CODES AND CONSTRUCTION
STANDARDS.
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be Installed at the entrances of the proposed
project in and from Westgate Drive as shown. Drainage
Is away from the road and sedimentation will be controlled
with downstream practices. During wet weather it may be
necessary to wash truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown an the Plans.
Cut and Till slopes sholl be 3:1 or flatter except where
Specifically indicated. Care shall be taken during land
grading activities not to damage existing trees that ore
not required to be removed.
SF 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Pion,
first, to delineate and protect low areas, and around any
temporary stockpile areas as necessary to prevent any graded
interior areas from eroding onto adjacent lands or roadway, or
into inlets.
IP 4, INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of block and gravel inlet
protection are to be constructed to help prevent sediment from
entering the storm sewer system. After permanent stabilization
of the entire contributing watershed area, the storm sewer
system is to be flushed to remove accumulated sediment and
ensure daslgn flows.
OP 5• OUTLET STABILIZATION
Practice 6.41
Rlprap aprons will be located at the downstream and of
all discharge pipes to prevent scour.
B. CONSTRUCTION ROAD STABILIZATION
Practice 5.80
Upon reaching final grade and after utilities hove been
Installed. roadways and parking areas are to be stabilized by
placing sub -base course of approved 8- ABC stone, as shown in
the typical cross-section detail on the Pion, to reduce
erosion and dust during the remainder of building construction.
S8 7. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed (see
Construction Schedule) and is the primary Practice to prevent
sediment from leaving the site. Detailed design and spillway
configurations are specified in the details as shown on this
Plan and the Narrative. The 2"PVC ortfoce is to be blocked
during sedimentation function (or not installed) until entire
watershed is permanently stabilized and pond is converted to
permanent stormwater management detention / retention
function.
9. PERMANENT STREAM CROSSING
\�✓/ Practice 6.71
A large culvert is to be constructed in Westgate Drive
and sized as shown on the Plan, to convey stormwater from
NOTE WELL, and
undisturbed areas in the existing well -
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A defined wet weather channel to existing outfolls.
13 DAY PERIOD SHALL BE TEMPORARILY
STABILIZED AS PER THE SPECIFICATIONS. Care should be taken to construct the culvert as quickly as
ANY SLOPES TO BE STABILIZED AFTER 15 DAYS. possible, during dry weather, and stabilize vegetatively and
with rip -rap and base course as rapidly as is feasible.
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN Date;
H u n to rSto n e Apartments 6-28-04
Scale:
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP i #I= 60'
BRUNSWICK COUNTY NORTH CAROLINA Drown:
DSH
- C.AR0Ia�
= SEAL
- 20007 1
Checked:
GA W
Project No:
6309-10--!
t w,
,w� Sheet No:
••••40 \11 HANOVER DESIGN SERVICES, P.A.
Rye ` T 1 LAND SVRVF)'Ol ENCJNEERS & LAND PLANNERS '''J
310 WALNUT STREET [
2011- PHONE: {910) 34$-8002
dhollis ® hdsilm.Com of:
1
(i Jr+ ' + 1 } rr Ij Y 5 ,i.I• Ise. I �Y i a .r;. i iii ••1.1 :+., �f ��. ; ;•-; �-.I.y
y
�"14 '�ir �I' yI' r. �. tt /! SS111rr ,'lt� Ili :•i Y..• s}1 �'
LAI

.. ) __-. , .!: _�-- `--.}-'• 'f' :i � .:t'.--- �,' - .h l_ t'-II.II.-- "j;`.i1ti11..:I;f1.tI.;,..
HUNTERSTONE APARTMENTS:
PEAK DISCHARGE SUMMARY -
ALL SLOPES 6'min, 12'min. SEE PLAN
,JT79
n
O(10) pre -developed = 23 cis
-,
3:1 MAXIMUM 110-
Forebay volume
L 00 FES 11,7+
Q(50) pre -developed = 37 cfs
post -developed = 23 cfs O WSEL = 15.9
WSEL 20% of required
typical
o OUTLET
0 r
o� PIPE
Q�5100� post -developed = 52 cfs O WSEL = 16.4
storage,
r =11.010O)poat-developed
1t
- 68 cfs O WSEL = 16.5
1 0'
Forebay
STATE WATER 01JAUTY POND CONSIDERATIONS -
j ,°'
Bottom
OUTLET
Surface Area required = 17,215 of
,00�`'
4'min Elev,= 3.5
PROTECTION .I
Surface Area provided = 18.000 sf
AS ON PLANS
Storage Volume required - 38,100 cf
Storage Volume provided = 42,565 cf
9
/.>O!�nu
Storage Volume Drowdown Time = 5 days
um V Stone
SEDIMENTATION POND CONSIDERATIONS -
FOREBAY SECTION DETAIL
Storage required = 21 X 1800 = 37,800 cf
I
Storage provided = 119,700 cf
NOT TO SCALE
7
FOREBAY CALCULATION;
cl�
Approximate Forebay Volume - 15,150 cf
+1g' 115
B
�(l ,
2OX Volume of Storage = 77.170 X ,2 = 15,430 cf
1V
'
+118.5
0
1T
Pi
6),
16
W,
i
w
Q
"Oil t0
1 0`
g w
\ el ./
v" 6 c o
en
J,1 e
\ Sae si , .
\ rx Ie MAW Ai OLM
3 CREST OF OYOWU w
1S MAMM M N DGHT
(Jar, l loom MOMMAW
1 (p SEE uASRA111C FOR
lr tPACeta MORE OETAL AM
.� + Y ALTERM TE METOWL
� ii70 F
AT COMERS
a 7
Ir � A
+ ,�S-1
`� F,v.--.� i �AarIN z
j "rl , INTO 11110,1011 >
e"CRUS ED STONE as
ink k j IrCOWA4TE0 sOL /. Z i.T
9 i OD b
-' 01 FFEERYOUSTER F SHUT OF
MxOM. POLVEsim, OR DROP INLET
( Lhn1.GE YAW "TRA MAIN GRATE
1TREMGM ( co Pe MIN.)
01H ULIRAMOLET RAY 11
/ sexellM AND STAeIUVERR ISOMETRIC, VIEW
/ FABRIC DROP INLET PROTECTION
15 Nre
PRACTICE"i IP
170
,. a �C
l
Em genc Spil way
0 evatt = 1 .3
ppro . 50C
16 1
Z
15 �7I
14 - -- A \
-_-:__
SO y��._=
__ _
- _ - . 0
-_- 0. o
re or
-_ 01
rn r. -, .-. to 7
4s; ` ~.�_) _ r. -� __. _- t7 t7
a
- -------�-- ___ --- - is j
`- - - ---_ _J '+
- - _ '-, g
- -_:
_. - ----~. __ -- ....
♦K 00
,III/1r,J.
V�
_ \
�i ---
- _..-
l
,' �� !
Hl1NTERSTONE -Wet detention /retention pond
\
Rerservolr No.1 -
Additional Caiculotlon Summary for NCDENR / DWQ :
WATER QUALITY CONSIDERATIONS -
\
Impervious area calculations; See Project Data Sheet
TOTAL IMPERVIOUS - 10.5 acres
TOTAL E TA AREA DRAINING TO POND 20.8 acres
20.8 acres total 10.5 acres impervious m 10.3 acre green area
20.8 0.58, 6OX
\
SA REQUIRED: 10.5 X 0.95 + 10.3 x 0.20 / - or
At 7.5' depth, 9OX TSS removal - SA/DA factor fir 1.9
20.8 x 0.01 x 1.9 - 17.215 sf SA REQUIRED
At Elev. a 11.0 - 18,00D sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(PD(Rv)/12XA)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPe
(P)= i"
(P j)= D.9
(Rv)= 0.05 + 0.9(10.5/20.8) - 0.504
(A)= 20.8
R= [(1)(0.504)/12X20.8) - 0.874 acre-feet
- 38.100 cf REQUIRED STORAGE
A Elev. 13.0 42 565 cf PROVIDED STORAGE
At e
el
DRAWDOWN: ., _z -a-- 7.V
Average head from storage elevation to orifice - 3
13.0 - 11.0 / 2 = 1.0'
row -down r wired storage. .02" PVC drain to d eq g
Orifice equation: Q = CA(29h)" 1/2
0 - 0.6(.022)(64.4 X 1.0)-1/2
0.105 cfs NOTE: COLLAR TO BE POURED AFTER I 1.W
T - 401,5DO sec. - 4.6 da PIPE O IN PLACE. MIN
ys REINFORCING AS NEEDED
FOREBAY REQUIREMENTS - ANTI -SEEP COLLAR
Required capacity = 77,170 cf X 2D% = 15.430 cf
Provided capacity - 15.160 cf NOT TO SCALE
NOTES IIETLAAOS MEGETAIM NOTE.,
L PORTABLE PLWP TO BE USED TO DUN 11E FOLLOWW Spr"S OF IIERAN7S VEGETATION ARE SUITABLE
POW M CASE OF EMERGENCY. KW TO BE FOR PLANTING Atow HE STATE tic 1 t£(,TTATED SHELF:
PLACEV ON TOP OF BERM 11i7H SCREEN
ATTA01111 TO HOSE KET AND COWU NfOf - SAGITTARIA LARWA (COMM ARROWEAD)
STONE NOSE OUTLET TO GRAN ACROSS STABLE - SAGITTARIA WlliAL1A (DUar POTATO)
ttaLAiltO AREA SliiffL NT TO RE51lfyCT ERfISA7ff - gHIRURUS LERMAIS (UTAROTAI,)
1. ALL BMW ROOF MANS MUST BE VWCTEO - PEITANORA MLRG'NN!(rA (ARROW ARM)
INTO TIE STORM DRAYAGE COLLECTION
SYSMW OR INTO 1NE STREETIPAROW LOT. IF OMNE OR MORE OF hE Sl1CGESlo SPECIES IS LWAVAILAABLE,
APPROPRIATE NEMANDS WMIA€1OfN t10ilfMON TO THE COASTAL
NORTH CAROCNNA REGION MAY BE SlM71711TED,
EMERGENCY EMBANKMENT TOP= 17.8 100-YEAR WSEL= 16.5
SPILLWAY= 16.3 TOP BOX = 15.9 STATE STORAGE VOLUME
ANTI-SEEPAPINK 10-YEAR WSEL= 15,9 POND -- 42,565 cf
Ii COLLAR WEIR CUT EL= 13.0 O EL= 13.0
0 NORMAL WSEL= 11.0 _
to o `ry PROP.36eRCP
(2 W 4
O
OUTLET PIPE
100LF 00.5% g S B
SEE NE%T SHEET
-
i
::.......:
....
FOR ADDITIONAL W%
OUTLET STRUCTURE\\ \/\
.. ...
AND EROSION CONTROL 1O'VEGETATED \
DETAILS. STATE SHELF11
EMBANKMENT EL ` ! \POND BOTTOM EL= 3.5
�•,c/"►TI/1A1 EA4uotk TYegetotlan Za11e \ \ BEOVBOTTOM MAY
NOT TO SCALE
/ ��\�\i\\'�\ \\�I/1\ EXCAVATED FOR
SEDIMENT STORAGE
--------- ___
12
/ \ /
}-�_ /
- --- - I� _. - ------ -f _ IIIIIIIIIIIIIIIIIIIII
�~� !� ST Temporary Sediment_Trop - continued
ter' \ Protection from piping - Plan filter cloth an the Poundotbn below the rbrop
to prevent pip", An alternative would be to excavate a keyway trench across
-_I._. the riprcp foundation and up the sides to the height of the don.
I..----- -
_-
INSET
SCALE: 1 "= 30' --
OUTLET STRUCTURE
2" PVC
ORIFACE
NTS
1.4'IIFIR CUT
TRASH RACK
1.4'WEIR CUT
HOLE AT
ELEVATION- 13.0
4
TRASH RACK BOLTED
4"
SECURELY IN PLACE
CONSTRUCT NEW
WELDED BAR GRATE,
GALVANIZED,
OR EQUIVALENT
SECURELY BOLTED
OU7LET
IN PLACE
18"RCP
CONTRACTOR MAY INSTALL
PLAN VIEW
ORIFACE AND LEAVE OPEN
0IMtN10 CONSTRUCTWN IF
TW OPIENNG 15 SCREENED
CONSTRUCT
AND COVERED BY p7 STONE,
GRATE TOP f 3 MAX.
EL=15.9
90:ELBOW DOMN TRASH
8 BELOW WSEL
MAINTAIN COVER
RACK
ON OUTLET PIPE
4,
EL= 13.0
EL= 13.0
Mile.
L"
f1.0
1. 4'WDE
OUnFr
IVE1R cur
36 RCP
iNV
11.0
SB
IN Van
RCONC.
2" PERFORATED
11.0
OR .0
PVC W/ GRAVEL
- ,
AND FABRIC FiLTER
; X lNV=9.Ot .'
0¢.
FOND BOTTOM
ELEV= J.5
4X4 Precast Conc,Box
POND BOTTOM MAY BE OVER- NCProducts 4849 or Equivalent
EXCAVATED FOR SEDIMENT STORAGE
SECTION MEW
_- weir length and depth - Keep the, spillway wok at most 4 It long and sized to
__\\ �". � pass the peak discharge of the i0-yr storm. A maximum flow depth of 1 ft, a
7�miMmum fresboord of 0.5 ft. and maxknam side siopes of 2:1 an reoommendod.
_­.__
` weir length may be sell led from Table 6.60a shown for most site locations in
North Carolina.
Table 6.600
Design of Spillways Drainage ( AmWeirLen (th(l)
t 4,0
2 F.0
3 to
4 10, 0
5 120
(1) Dimensions shown are minimum
Construction Specifications
1. Clear. grub. and .trip the area under the embankment of all "fallen and
root mot. Remove oil surface sol containing high ormunls of organic molter and
stockpile or dispose of It propoly. Haul all objsctionable material to the
designated disposal area,
2, Ensure that fill materld for the embankment is free of roots, woody
vegetation, organic matter, and other ob*tlanabie material. Place the fll in
lifts not to exceed 9 Inches and machine comport it. Over M the embankment 6
inches to allow for settlement.
3. Construct the outlet section In the embankment. Protect the connection
between the riprap and the soil from piping by tetng filter fabric or a keyway
cutoff trench between the riprap structure and the soli,
(Place the filter fabric between the Nprop and soil. Extend the
fabric acmes the spillway foundation and sides to the top of the
dam; or
(Excavate o keyway trench along the oentallne of the spillway
toundollon extending up the sides to the height at the dam. The
trench should be at least 2 ft deep and 2 ft wide with VI side
slopes.
4. Clear the pond area below the elevation of the cruet of the spillway to
facilitate eedknent olemout
S. As out and Ill slopes should be 2:1 or Rolte.
S. Ensure that the stone (droinage) section of the embonkment has a minimum
bottom width of 3 ft and maximum aids slopew of 1:I that extend to the bottom of
the gilfieray section.
7. Construct the minknum finished stone spllwoy bottom width, as shown an the
plane, with 2: ) side slopes extending to the top or the over fWed embankment
Keep the thickness of the skles of the spillway outlet structure of o minirnum
of 21 Inches. The weir must be level and construototl to grade to assure design
capacity,
e. Material used in the stone section should bs a well -graded mixture of stone
with a d50 size of 9 inches (class a erosion control stone Is reotimmended) and o
in IM
Imum stone rite of 14 inches. The *tors may be machine placed and the smaller
stones worked into the voids of line forger atone& The stone should be hard.
angular, and highly weathe-resblonl,
9. Ensure that the stone sptfwoy outlet section extends downstream past the
too of the embankment until stable conditions are reached and outlet Velocity Is
acceptable for the receiving Woom, Keep the edove of the stone outlet section
Ruth with the surrounding ground and shops the center to confks the outflow
stream (References: Outlet Protection),
10. Direct wrwgomy bypass to natural, stable was. Locate bypess outlets so
that sow will not damage the embankment.
It. Stabilize the embankment and as disturbed areas above the sediment Pool
and downstream from the trap Immediately after construction (References: Surface
5tabilizatian),
12. Show the distance from the lop of the of y to the redWhent dedtoul
level (ane-half the design depth) an the plans and mark It In the e111K
Maknte nonce,
Inspect temporary sediment traps after each period of significant raknidi.
Remove ion restore the trap 1 Its al dimensions when the
eon sad eat and o
P
arldn
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that Is removed In the designated d*wd area and replace the
contaminated pat of the g owl facing.
Chedr the structure for damage from, erosion or piping. Periodically check the
depth of the spillway to ensure it is a minimhrn of 1.5 ft below the low point of
the embankment. Immediotely fill any settlement of the embankment to slightly
above dasilln grade. Any riprap displaced from the spillway must be replaced
Immediately.
After all sediment-produakp areas have been permanently slobsizad, remnve the j
structure and all unstable sediment. Smooth the area to biend with the ad oining J
areas and stabilize properly (Referenow: Surface Stabilization).
Construction Road 5tabilizatia0
Specification # 6,80 - Construction Specifications
1, Clear roadbed and parking areas of oil vegetation, roots and other
objectionable material,
2. Ensure that road construction follows the natural contours of the terrain if
It is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3X
4, Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or Hatter 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 rood and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geolexlile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading Is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress w€tin new gravel as needed, Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rolne.
Maintain oil vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately.
TemporarXGravel Construction Entrance/Exit
C E Specification 11 6.06 - Construction Specifications
1, Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the7_____..p
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotexthe fabrics because they Improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pod in a condition to prevent mud or sediment from leaving
site. This mayrequire periodic t ciressin with 2-inch stone.
the constructiong e
q P oP 9
After each rainfall, Inspect any structure used to trap sediment and clean it
out as necessary. Immediately remove ail objectionable materials spilled,
washed, or tracked onto public roadways.
Temporary
Specification III 6.10 - Specifications
Complete grading before preparing seedbeds and install all necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good
seedbed Is well -pulverized, loose and uniform, Where hydroseedinq methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Llming - Apply lime according to soil test recommendations. If the pH (acidity)
of the sog is not known, an application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/ocre on coarse -textured soils and 2-3 tons/acres on
fine -textured soils is usually sufficient. Apply limestone uniformly and
incorporate into the lop 4-6 inches of soil. Soils with a pH of 6 or higher
need not be timed.
Fertilizer- Base application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-I,DDO Ib./ocre. Both fertilizer and
lime should be incorporated into the top 4-6 inches of soil, If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted In a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen it
just prior to seeding by disking, raking, harrowing, or other suitable methods,
Groove or furrow slopes steeper that 3:1 on the contour before seeding (Practice
6:03, Surface Roughen").
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, cultipacker seeder,
or hydroseeder. Use seeding rates given in Table 6.1Do-6.10c, Broadcast seeding
and hyroseeding ore appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting Is not recommended because of the difficulty in
achieving a uniform distribution. Smelt grains should be planted no more than 1
Inch deep, and grosses and legumes no more than 1/2 inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roltar or
cultipacker. Hydrosseded mixtures should include a wood filter (cellulose) mulch.
Mulching The use of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6.14, Mulching). Harsh site conditions include:
-seeding in fall for winter cover (wood fiber mulches ore not considered
adequate for this use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse solls(shaltow, rocky, or high In cloy or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching),
Table 6.10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (tb/ocre)- 120
Omit annual lespedezo when duration of temporary cover Is not to extend beyond
June
Seeding dates-Coastol Picini - Dec. 1 - Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2,000 Ib/ocre
i - -
round agricultural I mestone and 750 lb/acre acre t0 10 10 fertilizer.
9/
Mulch -Apply 4,DOOlb/ocre straw. Anchor straw by locking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool,
Maintenance - Refertilize if growth Is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dotes -Coastal Plain- Apr, 15-Aug. 15
Sag omendments-Fellow recommendations of soil tests or apply 2,000 !b/ocre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 lb/acre straw, Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool,
Maintenance-Refertilize If growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Role(lb/acre) - 120
Seeding dotes - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 Ib./ocre ground agricultural
limestone and 1,000 tb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tool,
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
Ib/ocre of nitrogen in March, if 1{ is necessary to extend temporary cower
beyond June 15, overseed with 50 ib/acre Kobe (Piedmont and Coastal Plain)
Permanent Seeding
Specifications / 6.11 - Specifications
7
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6,110), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken 10 correct
these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum
soil I h these criteria:
requirements as o growth medium. The existing so should eve t e e c t
- Enough fine-grained (silt and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I Inch of eo€I).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide on adequate root zone, The depth to rock
or impermeable layers such as hardpong should be 12 Inches or more, except on
slopes sleeper 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 foots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3:1 If they are
to be hydroaeedad.
If any of the above criteria are not met-i.e., if the existing soil is too
coarse, dense, shallow or acidic to foster vegeto I Ion -special amendments are
required. The soil conditioners described below may be beneficial or,
preferably, topsoil may be applied In accordance with Practice 6.04, Topsolling.
Soil Conditioners
In order to improve the structure or drainage characteristics of o sog, the
following material may be added. These amendments should only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peal -Appropriate types are sphognum moss peal, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Pool should be shredded and
conditioned in storage plies for of least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculits-horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to
each cubic yord.
Sludge -Treated sewage and industrial sludges are available In various forms:
these should be used only in accordance with local. State and Federal
regulations.
Species Selection
Permanent in ur ble 6.11 Use the key to Seeding Mixtures eaT (a b) to select the most
r riot seeding mixture based on the general site and maintenance factors.
Opp op e g t
A listing of species, including scientific names and characteristics, is given
In Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is
performed free of charge by the North Carolina Department of Agriculture soil
testing laboratory. Directions, sample cartons, and information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA soil testing tab requires 1-6 weeks for sample turn -around, sampling
must be planned well In advance of final grading. Testing is also done by
commercial laboratories.
When soli test ore not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually foil into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer:
Grosses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Gross -legume mixtures: 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and incorporate into the top 4-6 inches of sag
by disking or other suitable means. Operate machinery on the contour. When
using a hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a
smooth, uniform surface (slope less than 3:1) Fell in or level depressions than
con collect water. Broadcast seed into a freshly loosened seedbed that hog not
been sealed by roinfoll.
Note Well; See landscaping Pian for additional specifications.
Table 6.11s - Seeding No. 4CP for:
Weil -Drained Sandy looms to Dry Sands, Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Centlpedeg►oss - Rote - 10-20 ib/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - ,tune, (Sprigging can be done through July where water is
available for Irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300
Ib/ocre 10-10-10.
Sprigging - Plant sprigs in furrows with a troctor-drown transplanter, or
broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 ft. apart
In the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1 1/2 inches of
soil with a disk set straight so that sprigs ore not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus, Centipedegross cannot tolerate high pH or excess fertilizer.
Table 5.11t - Seeding No. 5CP for: Welt -Drained Sandy Looms to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahlagross 50
Sericeo lespedezo 30
Common Bermudogrose 10
German millet 10
Seeding notes
1. Where o neat appearance is desired, omit sericso
2. Use common Bermudograss only on isolated sites where it cannot become a pest.
Bermudogross may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 Ib/ocre 10-10-10 fertilizer.
Mulch
Apply 4,D00 lb/acre groin straw or equivalent cover of another suitable mulch.
Anchor by with asphalt,
roving
and netting or by crimping with o mulch
anchoring tool. A disk with blades set nearly straight con be used as a mulch
anchoring toot.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. More a neat appearance is
desired, omit serlceo and now as often as needed.
Table 6.11v - Seeding No. 7CP for: Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudogross - Rote - 40-80 (1/2 Ib/I,ODO ft )
Seeding dales - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3.000 Ib/ocre ground agricultural limestone and 5DO lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4.000 lb/acre groin straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash dawn slopes where they con
clog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr. with 50 lb/acre
nitrogen.
1
REVISED AS PER DENR /DLO COMMENTS
7-12-04
REV. NO.
REVISIONS
DATE
Copr*t O, Manor 00211s" Services, P.A., At rots rescued. Repreeueticn or use or the conlents of this dooLowil, at oddliims or dersli,rw to this
,racansnt, h whole or part, siMout written consent of the Land &wwyor or FnQhew, Is pra hblted 014y oopib Arom Ow orlghof of this document,
marked with Me ariyknd signohwe and orl" beef of are Surveyor or ErIbeer. egos be caftsidered to be solid and trw copies.
Outlet Stabilization Structure
Specification i 6.41 - Construction Specifications
1. Ensure that the subgrode for the filter and riprap folio" the required lines
and grades shown in the plan, Compact any fig required in the subgrade to
the density of the surrounding undisturbed material. Low areas in the
subgrade on undisturbed soil may also be filled by increasing the riprap
thickness.
2. The riprap and grovel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation, Repair any damage by
i i filter co h over the
removing the rl ro and placing another ere a of
emu g P P P g P
damaged area. All connecting joints should overlap a minimum of I It. H
the damage is extensive, replace the entire fester cloth,
4. Rtprop may be placed by equipment, but take core to ovoid damaging the
fitter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
6. Rtprop may be field stone or rough quarry atone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the opron on zero grade with no overfalt of the end. Make the top
of the rlprop at the downstream end level with the receiving area or slightly
below it.
B. Ensure that the opron Is properly aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site
conditions, place it In the upper section of the apron.
9. Immediately after construction, stabiize all disturbed areas with vegetation
(Practice 6,10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy ruins to see If any erosion around
or below the Oprop has taken place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
Fabric Drop Inlet Protection (Temporary)
Specification # 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yorn-exlro strength (50 lb/1 Inch minimum) -that contains ultraviolet ray
inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pod. Burlap may be used for
short-term applications, It must be replaced every 60 day&
t fabric from a continuous roll to eliminate joints.
2 Cu
3. For stakes, use 2 x 4 inch wood (preferred) or equivalent metal with a
minimum length of 3 ft,
4. Space stakes evenly around the perimeter of the inlet a maximum of 3f1.
apart, and securely drive them into the ground, approximately 18 inches deep.
5. To provide needed stability to the Installation, frome with 2 x 4-inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop Inlet crest.
6. Place the bottom 12 Inches of the fabric in a trench and backfill the trench
with at least 4 inches of crushed stone or 12 inches of compacted soil.
7. Fasten fabric securely to the stakes and frame. Joints must be overtopped to
the next stake.
8. The top of the frame and fabric must be well below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the Inlet. It may be
necessary to build a temporary dike on the down slope aide of the structure
to prevent bypass flow. Material from within the sediment pod may be used
for diking,
Maintenance
Inspect the fabric barrier after each rain and make repairs at needed.
Remove sediment from the pod area as necessary to provide adequate storage
volume for the next rain, Take care not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize oil bore areas around the inlet.
Sediment Basin
Specifications % 6.61 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, ►oats and other objectionable material.
Delay clearing the pod area until the dam is complete and then remove brush,
trees and other objectionable materials to faciitale sediment deonout.
Stockpile all topsoil or sag containing organic matter for use on the outer
sheli of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2,Cut-off trench -Excavate o cut-off trench along the centerline of the earth
tilt embankment. Cut the trench to stable soil material, but in no case make it
less than 2 ft. deep. The cut-off trench must extend into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but In no case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those for the embankment. Keep the trench dry
during bockfiging and compaction operations.
3.Embonkment-Take fill material from the approved areas shown on the plans. IL
should be clean mineral Solt, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill Is be placed before placing
fill, The fill material must contain sufficient moisture so it can be formed by
hand into a bull without crumbling. if water can be squeezed out of the boll, it
is too wet for proper compaction. Place rill material in 6 to 8-Inch
continuous layers over the entire length of the fill area and then compact It.
Compaction may be obtained by routing the construction howling equipment over
the fill so that the entire surface of each layer is traversed by at least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
allow for settling,
4.Conduit spilwoys-Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious tall. Do not use pervious material such
as sand, gravel, or crushed stone as backfill around the pipe or anti -seep
collors. Place the fill material around the pipe spillway In 4-inch layers and
compact it under and around the pipe to at least the some density as the
adjacent embankment. Care must be taken not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hond-compacted backfill over the pipe spillway
before crossing I a e c ass g t with
t construction equipment. Anchor the riser in place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5.Emergancy spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operoltan of emergency spillway.
6.Inlet3-Dischorge water Into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
and of the pool area to Improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bore areas. Complete the embankment
before the area is cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway Immediately
after construction (References: Surface Stabilization).
8.Sc fet y- Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing is
likely. follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to Its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the rhm and pool area.
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
H u nterStone Apartments
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSMCK COUNTY NORTH CAROLiNA
of
,�rel' -a CAR f�00
Llr•'
,iFQ�ESS1py 9 1•.1
«
SEAL
i 20007
i
. NCI Nctems �
r'
It
dhollis ® hdsilm.com
OWNER: Hunter Ridge Apartments, LLC
1510-A South Third Street, PO Box 1229
Wilmington, NC 28402
91951-5030
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 2t1401
PHONE. [phone]
s-2s-o4
Scale:
1"- 30r
brawn:
DSH
rChecked:
GA W
Project No:
6309-10-6
Sheet No:
8
r
Of:
: 1b:54:03 07/12/2004
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i._lnL, AI1�sllili't:
NOTES FOR WATER SUPPLYAND INSTALLATION
1. ALL WATER MAINS TO BE SDR21 PVC PIPE WITH PUSH ON JOINTS.
SEE SPECIFICATIONS FOR ADDITIONAL MATERIALS REQUIRED.
2, 3' MINIMUM COVER ON ALL WATER MAINS.
3. LOCATE ALL METER SETTINGS 5' FROM LOT LINE UNLESS OTERWISE NOTED.
4. ALL DOMESTIC WATER SERVICE LINES TO TO BE 2" UNLESS OTHERWISE NOTED.
5. FIRE HYDRANTS SHALL BE INSTALLED IN ACCORDANCE WITH DETAIL AS SHOWN.
6. BLOW OFF ASSEMBLIES SHALL BE IN ACCORDANCE WITH DETAIL AS SHOWN.
7. ALL BENDS AND TEES SHALL BE ADEQUATELY BLOCKED (SEE DETAIL).
8. ALL CONNECTIONS TO EXISTING WATER LINE AND BORES TO BE DONE
ACCORDING TO NORTH BRUNSWICK SANITARY DISTRICT SPECIFICATIONS.
9. ALL MAINS SHALL BE ADEQUATELY FLUSHED, PRESSURE TESTED,
AND DISINFECTED IN ACCORDACE WITH THE SPECIFICATIONS.
10. ALL WORK SHALL BE SUBJECT TO INSPECTION BY THE ENGINEER,
NORTH BRUNSWICK SANITARY DISTRICT PERSONNEL AND THE N.C. DEPT. OF ENVIRONMENTAL
HEALTH AND NATURAL RESOURCES, A PRE -CONSTRUCTION CONFERENCE
IS REQUIRED. CONTACT. NORTH BRUNSWICK SANITARY DISTRICT.
11. ALL WATER SYSTEM WORK SHALL BE DONE TO NORTH BRUNSWICK SANITARY DISTRICT
SPECIFICATIONS.
SEE THRUST BLOCK
CRUSHED 6" GATE VALVE DETAIL FOR
RODDING
ROCK
AND
BOX
DRAIN
_ ._ _ _ .,
1 I (V
I
f
a
TEE OR CROSS
THRUST
P LA N
BLOCK
R.
N.T.S.
PAY LIMIT FOR HYDRANT INSTALLATION
VARIES
HYDRANT AS
1,0'
SPECIFIED
(TYPICAL)
MUELLER OR
APPROVED EQUAL
®
0
0It
HYDRANTTA
BARREL
�..
.'
VALVE
CRUSHED
BOX
ROCK
'��'��
'�•.
PIPE BENDING
DRAIN
_
q
AS SPECIFIED
.:�.:�.•
'.,
GATE
Vit ALVE
UNDISTURBED
TEE OR CROSS
EARTH (TYP,)
.
WITH BLOCKING
SEE THRUST BLOCK
DETAIL FOR
RODDING
CONCRETE THRUSL/ L CONCRETE BASE
BLOCK 18"x18"x6" MIN.
20"x20"x4" MIN.
VALVE BLOCKING
ELEVATION
N.T.S.
HYDRANT INSTALLAr►ON
CASTING
1-1/2" 1-2
121' 11 12"
I
TYPICAL DETAIL
MONUMENT CASTING and BASE
I' INSULATED+
APPROVED REDUCED
I I FIBERGLASS PRESSURE ZONE RPZ)
I I
COVER BACKFLOW PREVENTER
j
12 1.41
ASSEMBLY
I I
f8"FLANGED , I
COUPLING DRESSER
I I do ADAPTER -0 -0 COUPLING 1 I
,, II
FINISHED GRADE
I ' -.*-SLOPE TO SUMP I I
��.,.: ,.:. ONC. PAD' yFINISHED GRADE; ...., `,1...„ �..r...:
//
SUMP, No.57 CONC.BLOCK
WASHED STONE SUPPORT
FILL w/ GROUT
\\
3'
REQUIREACXFLOW PREVENTERS D FOR ALL
DIP
DIP
"
SERVICES OVER 1 DIAMETER.
NOTE: BACFLOW PREVENTERS
REQUIRED ON ANY SERVICE
DETAIL - BACKFLOW PREVENTER
LINES OVER
USE F BMODELIMETER (2"),
Ar.A
OR USC APPROVED EQUIVALENT.
FINAL COURSE OF ASPHAL T PAVING TD BE PLACED
ONLY AFTER CONSTRUCTION IS SUBSTANTIALLY COMPLETE,
4, 5' 30' 30' 0, 5' 4, 0'
18'
4'CNC, REVERSE CROWN
SIDEWALK PARKING (TYPICAL) 4 "CC]NC.
SPACE GL SIDEWALK
I_7� I(TYPICAL) 1-1 /c"ASPHAL T
CURB
9 GUTTER 6'ABC BASE CURSE
NOTE: Both sides are typically syrmme trica 1.
TYPICAL MIN. PARKING BAY SECTION
NOT TO SCALE
FULL 18' JOINT
6" PIPE
SEE THRUST BLOCK
HYDRANT DETAIL FOR RODDING
a a o 0 0
o) o o qaa TO MAIN
a a
TEE BOLTS
HYDRANT LUGS RETAINER CLAMP
JOINT RESTRAINT HYDRANT TO 1ST FULL JOINT OF PIPE
SEE THRUST BLOCK
HYDRANT DETAIL FOR RODDING
w
o a o a
0 0 0 Z
oa0aa Q
a
TIE BOLTS
JOINT RESTRAINT HYDRANT TO MAIN TEE
GUIDELINES FOR
HYDRANT JOINT
RESTRAINT
N'1'd
C
�.u� � � L�LI•-= - 9 G
C(SQ) I MIN.
16" >
MIN. .. .. r
TTT TIT C
D(SQ) A A PLAN
BENDS
PLAN AND ELEVATION S.S.ANCHOR PLAN
PLUGS STRAPS TEES 45'
L/7 ,,, i MIN. M
a -
SECTION C-C
D(SQ) BENDS AND TEES
wa,e: ALL
T s, .No SOM SMA eE a 4MM ACMW RIM tMM
NDS '"°" CLAN c �"M
45' VERTICAL B�
PIPE
DIA•
BENDS
BENDS
2/ •
BENDS
TEES
PLUGS
45-VERT.
A
B
A
13
A
B
A
8
C
D
D
3
8"
10"
5"
10"
3"
8"
5"
12"
6"
14
21
0.2
4"
8
1O
5"
10"
3"
8"
5
12
8
14
21
0.2
6"
12"
8
9"
8"
6'
8
12 '
8"
1 O"
20
27"
0.4
8
14
12
12
10"
8
12"
14
12
12
26
33
0.8
STANDARD TNRUST BLOCKING
A6 KA
3000 PSI CONCRETE THREADED GALVANIZED STEEL
(8)#4 REBAR THRUST COLLAR SEE "TIE ROD SCHEDULE" FOR
4 EACH WAY QUANTITY AND SIZE OF TIE ROD.
M.J.CAP OR OTHER
- - - - - M.J.FITTING
�•14 � l D DIP �
* e l\ I fJ o • r
D 2"DIA.THREADED TAP
AND BRASS NIPPLE
THRUST RING FOR 21INE EXTENSION
THRUST COLLAR SHALL BE FORMED USING 1/2"EXTERIOR
PLYWOOD AS PER COLLAR DIMENSIONS SHOWN.
TIE ROD SCHEDULE COLLAR DIMENSIONS
TIE ROD
PIPE DIAM, QUAN, SIZE SIZE LINE MIN.W MIND _PLATE DIAM.
4' 2 5/8' 4' 6' L+B' L+2'
6' 2 3/4' 6' 9' L+9' L+3'
B. 2 3/4' 8' 12' L+9' L+3'
12` 4 3/4' 12' 18' L+9' L+3'
16' 4 7/8' 16' 18' L+9' L+3'
20' 4 1' 20, 20' L+9' L+3'
24' 4 1-1/4' 24' 24' L+10' L+4'
30' 4 1-1/2' 30' 24' L+11' L+5'
• CONTRACTOR TO VERIFY DISTANCE
WITH COLLAR SUPPLIERS.
THRUST COLLAR
NM
10.
VARIABLE R/W AT ENTRANCE
60' R/W
2' J6' 2' 10'
1 4"PER FOOT 1/4"PER FOOT 1 "PER FOOT
S'ABC & 1-1/2'SF9.5 MODIFIED VALLEY
CURB 4"THICK VWIDE
CONC.SIDEWALK
TO BE PROVIDED
TYPICAL STREET DETAIL SOUTH SIDE
NOT TO SCALE
(APPLIES TO COLLECTOR ROADS)
WEST GATE DRIVE
FINISH GRADE
THRUST COLLAR MIN. COVER 3.5'
DIP DIP
SEE THRUST 3/4" THREADED STEEL
COLLAR DETAIL BELOW RODS (TYP.)
3" 3" SEE THRUST
3" 3" COLLAR DETAIL BELOW
AND FOR RODDING
CONCRETE THRUST BLOCK
(TYP.)
ROD REQUIREMENTS
GENERAL NOTES: AS PER TOWN OF SHALLOTTE
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE COATED WITH
TWO COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
3. TYPICAL MIN. CLEARANCE BETWEEN CONCRETE AND END OF BOLT MUST BE 30
.
4. APPROVED OFFSETS CAN BE USED IN THIS APPLICATION.
STANDARD
VERTICAL BEND
N"
l'MINIMUM ALL AROUND (TYP.)
6"MINIMUM"`'
1 �
2"MINIMUM
4"MAXIMUM
MAIN LINE SIZE
GATE VALVE 2"BRASS CAP
CI VALVE BOXES 2'BRASS NIPPLE
5'MINIMUM s • 2"SCHD.40 APT X
10'MAXIMUM I TAPPED MECH.PLUG SLIP PVC ADAPTER
2"SCHD.40 PVC
DIP
Nk
` 2"PVC 90' BEND
DIP OR\cu-51cD N� o a a THRUST BLOCKING
PVC MAIN� 12 W as z a 2"SCHD.40 PVC MIN.LENGTH 18" En C3
CM
m
m
w W PROFILE
U4 CX¢ UO (N CA
o� �m
DETAIL 2" BLOW -OFF ASSEMBLY
(TEMPORARY)
ALr.A
"cQc 1
0
0)
BOO 180, �O
=O�
TYPICAL MINIMUM DIMENSIONS
NOT TO SCALE
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY TOWN OF SHALLOTTE.
T�iIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
STATE AND COUNTY CODES AND CONSTRUCTION STANDARDS.
0'-1"
2'-0' 0'-l" 0'-1"
1'-4.5" 0'-4.5"
WHERE REVERSE CROWN 1" R
IS REQUIRED GUTTER SHALL
SLOPE AWAY AS SHOWN 1 1/4" R
• MOST APPLICATIONS IN PARKING LOT
a
00
N °' CURB _& GUTTER SECTION
• N.T.L
75"
1(
}
1 \
BRICK
MORTAR
EXTENSION
OR STACK
FINISHED GRADE
CASTING
PLAN VIEW FLANGE
N.T.S. CASTING
111 L 4
e t. s
CONCRETE COLLAR
MORTAR OVER FLANGE
STANDARD BRICK
MORTAR �
1"
z"
NOTE:
:..:..:........... .:.....
THIS NSTALL.ATION REWIRED WHEN
BOXES AND CLEANOU1S ARE
LOCATED IN PRESENT OR FUTURE
TER YALVE BOX EXTENSION
WATER � CENTERED OVER
PAVED AREAS. PRIOR TO SETTING
CASTINGS, NEW INSTALLATIONS WILL
VALVE NUT.
SEWER CLEANOUT CASTING
REOVIRE 95X COMPACTION OF
CENTERED OVER STACK.
BACKFILL IN 6" LIFTS,
cLEANour
oR VALVE
IN PAVED AREA
A6 r.•.
RPZ BACKFLOW PREVENTERS
REQUIRED FOR ALL
SERVICES OVER 1 " DIAMETER.
2.5" ABB COMPOUND METER PIT PADS
FINISHED GRADE
CAP
FIBE
METL.. own
36"X 48"X 24"DEEP
POLYETHYLENE I I
PIPE, CTS SDR-9 I
200 PSI
11
WATERLINE AS
SHOWN ON PLANS
DETAIL - DOMESTIC
WATER SERVICE
N"
2" ASPHALT
TYPE "1"
EXISTING PAVEMENT N.C.D.O.T. SPEC.
\ EXISTING PAVEMENT
6" COMPACTED MARL BASE
(D.O.T. REQUIRES 8")
1'-0" 1'-0.,
DITCH LINE
PIPE DITCH LINE
NOTES:
* BACKFILL TO BE INSTALLED IN 6" LIFTS MAXIMUM AND
COMPACTED TO A MINIMUM DENSITY OF 5% AS D TERMINED
BY THE MODIFIED A.A.S.H.T.O. STANDARD METHOD T-99
• CUT - BACK TO BE PREPARED AFTER TRENCH BACKFILLING
AND COMPACTION
STANDARD SHOWING METHOD
MAKING PAVEMENT REPAIRS
WHERE PIPE INSTALLED
AM
REV. NO. REVISIONS DAT
Copt o, Hwoww teeth Serrk+s4, P.A, AN ephts rwarsd Rdprodwtlan or use of the contents of thk document, w o*Wtkns or 60ockne to OW
doawtan4 1A srede oe part. without Britten consent of tho twod sewwyor or Enpiow, is prohibited Ary eapke emn Of oripAtat of this don+me+4
mound eft Ow of4hd vOwkwe and wk*d seat of the Swwyor or EnNawr, MW be oo u*bred to be voNd and b w cophim
6. CLASS "A" CONCRETE
'R 3/4-CHAMFEik
PAVING
IPAVING
• • • • • 6.
6"
ABC STONE
6"ABC STONE
7"12" ALTERNATE SECTIONS $" 12'
POSSIBLE IN PARKING
VERTICAL CURB SECTION AREAS IF DESIRED BY TURNDOWN SIDEWALK DETAIL
O.
e,rs WNERlass
CARRIER PIPE
INFLUENT EFFLUENT
LINE 1,a.EAR UPC
6" SHAPED INVERT
NER PIPE THRU M.H.
E CENTERED, D.I, PIPE
SECTION
INTERFERENCE STRUCTURE
wre
-� EXISTING TREE
DRIPLINE -f
I I 3' MIN. STAKE
PROTECTIVE BARRIER �-HEIGHT ABOVE
GRADE
p /l��1 l
l . ��r -.. ..'1 w i ✓1 !`ti , �ti^ \L lr 1 li
TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO CONSTRUCTION
AND A PROTECTIVE BARRIER IS TO BE INSTALLED AT THE DRIPLINE.
DRIP LINE - THE AREA OF SOIL DIRECTLY BENEATH THE TREE EXTENDING
OUT TO THE TIPS OF THE OUTERMOST BRANCHES.
METHOD OF TREE
PROTECTION DURING
CONSTRUCTION
qYi
0' -8 1 /4"
0'-0 11 /16" p'-0 l i /16"
1 -2 1/4 r
0'-- 7 1 /4" 0
0'-11 7/8" I
❑00 b 0'-6 11 16"
WATER ' 1/2" N 0-0
❑oo 0'-0 1/8"
I 0'--0 1 /8"
PLAN o 0'-0 3/4"
0'-6 11/16"DIA, 0'-O 1/1,t"
D,- " f 0'-0 1/2
0'-7" 0'-0 1/2" c�
0'-0 5/16" O'-1 1/2"' 0 0'-4 3/4
C11 0'-0 1/2" 0'-0 1/2" SECTION "A -A"
d-10" " 0'-6 1/2" DIA. GREY WVC 6HD CAST IRON OR EQUAL
1, -6 1/4 SECTION "A -A"
0 0-8 1/4 MINIMUM WEIGHTS HEAVY DUTY
TOP 10 LBS.
0:-3/8" EXTENSION 40 LBS.
EXTENSION
° -" 7/8
7 VALVE BOX LID
WATER VALVE
CASTING
N7'S
r DETAILS
HunterStone Apartments
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSIMCK COUNTY NORTH CAROLINA
e
ot
> CAROL''•.,*
&5SIpN
SE AL �
20007
IN
Is 4•, Ov�
dhollis 0 hdsilm.com
OWNER: Hunter Ridge Apartments, LLC
1510--A South Third Street, PO Box 1229
Wilmington, NC 28402
919-251-5030
HANOVER DESIGN SERVICES, P.A.
LAND SUR"NS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WIL
WILMINGTON, N.C. 28401
PHONE: [phone]
Dote:
6 -28-0�
Scale:
1'= 40'
Drown:
DSH
Checked:
GA W
Project No:
6309-10-
Sheet No:
9
10
13.03e2607/01/2D04
• ► ,
I
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'!
( ! I I
j.{,,t
.�r 1 r�,•rr
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.L r1 I tre' ' i t� }� � :+.•i .• 1 I,� `� ,
.• S'r 0
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5J
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f �
.+

GENERAL NOTES
I. LOCATION OF rtEELCHAR RAMPS:
1, IN ACCORDANCE MTN THE RATTED HOUSE BILL 1296, ALL STREET CURBS IN NORTH CAROLINA BEING MM97RMIM OR RECONSIUCTED FOR
MAINTENANCE PRDCEDURES, TRAFM OPERATIONS, REPAIRS, CORRECTION OF U11UTIES OR ALTERED FOR ANY REASON AFTER SEPTEMDER
WHE 1973 SHALL F'ROWDE ELCIR RAIDS FOR THE PHYSICALLY HANDICAPPED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND
SIDEWALKS ARE PROVIDED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW
2, WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED IN DETAIL DRAWINGS, HOWEVER EXISTING LIGHT POLES, FIRE HYDRANTS, DROP
IllEM ETC. MAY AFFECT PLACEMENT.
IL ODNSTRUCTNGN NOTES°
1. NO SLOPE SHALL EXCEED 1'"1' (1Z" 1) ON THE RAMP OR SIDEWALK.
2. IN NO CASE SHALL THE NDTH OF WHEELCHAIR RAMPS BE LESS THAN 40" (5-4-), VAD714S MAY EXCEED 40" IF NECESSARY.
3, USE CLASS 'A' CONCRETE WITH THE SURFACE HAVING A 1110". NON-SKID TYPE nNISH.
4. 1/2' EXPANSION JOINT WALL BE REQIRED WHERE THE CONCRETE WCUCHAR RAMP JOINS ANY MW PAVEIENT OR STRUCTURE.
4 CONSTRUCTION METHODS SHALL COWGIRM NTH nIaSE OF THE GOVERNING BODY WHICH HAS JURISDICTION OF THE PARDCULAL STREET.
■. ADDITIONAL HOLES:
1. THE INSIDE PEDESTRIAN CROSSWALK LINES SHALL BE ESTABUSKO BY BISECTING THE INTERSECTION RAN WHERE MARKED (SEE NOTE e).
2. THE WHEELCHAIR RAW SHALL BE U=TED SO THAT THE BEGINNING OF THE WHEEL CHAIR RAMP WILL BE TWO FEET FROM THE INSIDE
PEOCISMAN CROSSWALK LIE.
3. THE WIDTH OF THE PEDESTRIAN CROSWALK SHALL DE 10 FEET UNLESS A GREATER WIDTH 15 REQUIRED M ACCOMMODATE THE PEDESTRIAN
TRAFFIC.
4, STOP BARS SHALL BE USED WERE IT IR IMPORTANT TO INDICATE THE POINT BEHIND WHICH VEHICLES ARE REQUIRED TO STOP IN
COMPLIANCE WITH A TRAFFIC SIGNAL. STOP SICK, OR OTHER LEGAL REQUIREMENTS.
a PARKINO SHALL BE MOMATED A MINIMUM Or 20 FEET BACK OF PEDESTRIAN C ROSSYMLX.
e. ALL PAVEMENT MARKNOS MALL BE IN ACCORDANCE WAIN THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
RXBLI54ED BY THE FEDERAL HIGHWAY ADMINISTRATION. TNIS IS AVAILABLE FROM THE SUPERNIENDENT OF DO U ENT% U.S GOVERNMENT
PRINTING OFFICE, WASIIINOTON. D.C. 20402.
GUIDELINES FOR
WHEELCHAIR RAMPS
ARKED:
SANITARY SEWER OR
STORM DRAIN AS REQUIRED
TOP OF COVER
WWW r�r W
A A RING AND COVER CONTACT
jhF
7/8" OTTOM OF COVER E VENABEARING OF
5/8" COVER AND RING.
2'-1" MINIMUM WEIGHTS
V-11 3/4" PLAN RING 261 LBS.
1 1/2" COVER 120 LBS.
0'-'-2 1/8" 0'-3 1 /Sue
0'-7 1/2"
V-8 3/8" 0'-0 1/2'
V-9 5/8" 0'-5 1/2"
0'-5 1/2" V--10 1 /4"
SECTION "A -A" 2'-9 1/4"
STANDARD MANHOLE RING
AND COVER
NITS
IRKED:
SANITARY SEWER
AIN
ASORM REQU RED
TOP OF COVER
A A
OTTOM OF COVER
1/2' 1 /2" NOTE:
PLAN RING & COVER CONTACT
SURFACES SHALL BE
MACHINED SO AS TO
V-11 3/4" INSURE EVEN BEARING
0'-1" 2'-1 1 4" 1'-11 1/2" OF COVER ON RING
0'-2 3/4" 0,0131 1/2" MINIMUM WEIGHTS:
0' N 2 1/$"" RING 190 LBS.
0-4 3/4" 0'-7 1/2 COVER 120 LBS.
1'-10 1 /4" 0'-0 1%2"
2'-0 1/2" 2'-9 1/4"
5ECTION "A -A" - -
ALTERNATE STANDARD MANHOLE
RING AND COVER
NTS
PRE -CAST MANHOLE -
SECTIONS '
INFLUENT PIPE TO BE
AWWA C-901). OR DROP CONNECTION
CLASS 51 D.I.P. (SAME DIA. AND TYPE
AS INFLUENT PIPE)
60" DUIMETER MIN.
SAW CUT TEE •:
GROUT TEE
AROUND
PIPE STAINLESS STEEL
DROP PIPE SUPPORTS
z r 0 V-6"MAX. 14
SEE BELOW ,
N 1/4 (99) BEND
-01
2,500 psi
WEDGE CEMENT CONCRETE
ANCHORS
1/4"SS PLATES
PARTS TO BE 1/2'SS RODDING
STAINLES STEEL STAINLESS
STEEL NUTS
DROP PIPE TYPICAL
6V DIAMETER
DROP MANHOLE
N»TAL
l�f
list
Irl
;IIIIIIIIIIIIIIUMMIA
60" DIAMETER
DROP MANHOLE
OLT.&
SEE OBSTRUCTION DETAI
SIDEWALK
VAR
VAR
J'RAD(VAR)
SEE NOTE(TYP
10' MIN
PED-X-ING
SEE NOTE 2(TYP)
2, 0"
TYPICAL LOCATION OF WHEEi. HAIL PEDESTRIAN CROSSWALKS & STOP BARS
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(A)
NTS
r-6"
STANDARDqPIPE
STOP
STQP SIGN
6' TO 12'
STANDARD
WITHOUT CURB 0'- 6" 12 MN.
OR GUTTER MIN PARKING
0 8 AM - 6 PM
STREET NAME EASON 4-0 ^ $5.00 FINE
0'-6 3/4" "PIPE
(SEE NOTE)
MIN, `D
1 WITH SLOPE -FACE
00 CURB
WITH CONCRETE CURB
& GUTTER
STANDARD
SIGN INSTALLATION
LOCATION
NTS
$0154"
0'-s" 0'-6..
1�r MORTAR COLLAR
O,-8w
rye 0'-6"
0 --6
A A B
I %K
iN
0'-8"
0'-6"
2' - 7 1/2"
0.
6'-4" 1'-6"
AN
STANDARD
SANITARY SEWER
MANHOLE
NTS
- 7 1 /2"
2'-7 1/2"
COVER PLAN
VIEW
RINQ- PLAN
VIEW (BOTTOM)
0'-0
1 /2"
1'-4 1 /4" DIA. 0'-0
1 /2"
0`-1"
0'-0
7/8"
V-3
1 /4" DIA.
0'-7
1 /2"
0'-0
7/8"
0'-6
5/8"
I
0 —0
3/8II 4+s
00
1/4" DIA. 4 —1
..
1'-3
0'-4,I
SECTIQN 'A —A'
MONUMENT
NTS
J
m
Ir
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
B STRIPCURB
F CURB
PED-X-ING
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
NTS
BACK
SIDEWALK
4'�-0"
3'-4"
4'-0"
SCORE
VAR
2;1 MAX
VAR
VAR
TING GROUND
IMPACTED BACKFILL TO I
i% MODIFIED PROCTOR !
UNDER PAVEMENT
IMPACTED BACKFILL TO
MODIFIED PROCTOR
WALLS TO ANGLE OF
)SE OF SOIL OR AS
)VED BY THE ENGINEER
ACTED PIPE EMBEDMENT
19; MODIFIED PROCTOR
TED GRANULAR MATERIAL
EQUIRED BY THE
ENGINEER
PIPE WIDTH +24"
TRENCH BOTTOM
STANDARD PIPE
TRENCH DETAIL
NITS
PRECAST CONCRETE
GRADE RINGS
VARIES
12" MAX,
ECCENTRIC
__14
PRECAST CONE
STANDARD MANHOLE COVER
GROUT
MANHOLE STEPS
AS SPECIFIED
PRECAST MANHOLE
SPECIFIED
A SPECIFIED
PRECAST MANHOLE
RING EXTENSION
NTS
A A
L J
COVER PLAN VIEW
TOP
SECTION 'B—B'
16 1 /16" DIA. AT TOP
10 1/2" DIA.
0'-0
00'-00
1 /8'
6" DIA. -�
1/2"
0'-1 7/8"
0'-0
7/8"
_
00'-2
0' —0
0 -
1 /8"
/21I
3/8"
15 7/8" DIA,
O`--O
1 /2"
AT BOTTOM
0'-0
5/8"
P_AR_T OF SECTION
0'-0
3/8"
ENLARGED
G.R. ENNIS & SON NO. MBX—GRE-16
MINIMUM AVERAGE WEIGHT
RING 120 LBS.
COVER 40 LBS.
MONUMENT
NTS
NOTE:
1/2" EXPANSION JOINT
1/2" EXPANSION JOINT
BACK
.11
STRIPCURB
F CURB
PED-X-ING
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES
FOR
WHEELCHAIR
RAMPS AND
DEPRESSED
CURBS(B)
SIDEWALK
O
SEE
4'-0"
3'-4"
4'-0"
OF CURB
VAR
OR
VAR
VAR
GRASS
1 MAX
�OPE
-. • ,
OEPR SSED
.
NOTE 2
VERTICAL BREAK.
IN CURB
2--0- 10'-0" MIN
FACE
SLOPE NOT TO
EXCEED 12:1
0'-4"
0'-4"
,-6"
NN
VIEW A
NOTES:
1-DO NOT TAP MANHOLE AT JOINT,
2-BREAK OUT MINIMUM AMOUNT OF MANHOLE WALL TO ALLOW
NEW PIPE TO ENTER.
3—CONCRETE TO BE BROKEN FROM INSIDE OF MANHOLE, IF
POSSIBLE.
4-PLACE COLLAR AROUND NEW PIPE. COLLAR TO BE BUILT
RESTING ON UNDISTURBED SOIL.
5-REPAIR CONCRETE WITH NON -SHRINK CEMENT.
6-SEE SD 14---11 FOR PRE -CAST MANHOLE DETAIL.
STANDARD TAPPING
DETAIL PRE -CAST
MANHOLE
NTi
r
RAM-NEK JOINT MAT'L
OR APPROVED EQUAL STD. MANHOLE COVER,
(TYPICAL)
J 2'-0" MANHOLE STEPS
MIN. AS SPECIFIED
Q-
PRECAST MANHOLE SECTION,
DK A, S. T. M, C 478
a
D-
5" MIN. A IFIE
Ld O'-6 MIN.
0'-6" M!N MONOLITHIC CONCRETE BASE.
3000 PSI CONCRETE
6" MIN.
6" MIN.
CRUSHED STONE11101
PRECAST MANHOLE
NTS
rAWARD-tZAr
45 IAGYPrAR ,GlN15(1rP) ? 1/4 X J/4' X 8'
� p1J
69'HYai EDY>i44C
�A A LA LJL
A•
& i JL
L'k A- lA L
} A i1 L PLAZA
& i A A. AACA
NXNZ
N \ /
I I
J' /FiYdif N:Lvit
1/2' NQ4TAR LfbfLAYC 8M
N7 -2'
5-4'
GUIDELINES FOR BRICK
SIDEWALK
NTS
i!._8""
CONTINUOUS CONCRETE COPING
3/4"
FRAME do GRATE
r�
7" FRAME AND GRATE
r I I,a r-I IK r-� IA*
4"
DEWEY BROS. No.CH- BN -3A
SECIJAW B B'
OR EQUAL
DENEr BROS NQ CY-SIN-14
GYP 600YALENT
PRECAST
CONCRETE
r+'
a
CATCH
BASIN
0. o
aaN a -INK
r_s aA'
;
N
�
�
0
SFCTICW 'A -A'
r
1
.: i. :i. i'
4" I'-11/Z' D'-s14'
n
4'-0.
0'r
3 3/4'B
b'
REINFORCING
�
SECTION VIEW 14 BARS O 12"OC EYV pjj�[ VIEW
n
b
PRECAST CONCRETE CATCH BASIN
TO BE SIZED AS NECESSARY
0'-3 3/4'
uu
u uuu
u UUU EEII
Illl fill
_
",
TO ACCOMMODATE LARGER PIPES,
J
7
'�
OR MAY BE CONSTRUCTED OF
-
BLOCK OR BRICK.
r]
CATCH BASIN DETAIL
BJ
1;
N.T.S.
G-e t 4" 1'-4 1/S' 0-8 Ip
'o
b
NYAN KEW
STANDARD WATER VALVE BOX
& COVER MARKED C.O.
CONCRETE SIDEWALK
R
AE7K
SEAL CLEAN -OUT
STACK W/DUCT TAPESEE NOTE 2)" BEND
PLUG W/6" SINGLE TEST / SEWER MAIN
PLUG W/WING NUT EXTRA HEAVY 6"
(SEE NOTE 2) SOIL PIPE
NOTES: 6" TAPPING SADDLE
TEES OR WYES ARE TEE OR WYE.
INSTALLED IN NEW MAINS LAID BY THE
CONTRACTOR.
2-THESE ITEMS SHALL BE INSTALLED WHEN
NO HOUSE CONNECTION IS MADE AT C.O.
GUIDELINES FOR
STANDARD CLEAN -OUT
SANITARY SEWER SERVICE
NTS
ti
0'-1 1/2" 0'-6" 1 1/2
0' -
e
ON JL_U
0.
i
MINIMUM AVERAGE WEIGHT
10 LBS.
NOTE: CAST IRON
EQUIVALENT TO
DEWEY BROS. MH-ST-8
MANHOLE STEP
NTS
EXPANSION JOINT
AT 30' INTERVALS(TYP)
A.
A1r P A # i
V • A.
Q Qv AA s
1" SCORE(TYP)
i1 1
ki
4"THICK
4' OR 5'WIDE
SIDEWALK
DETAIL
NTS
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY TOWN OF LELAND. REV. NO. REVISIONS DATP
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL 00pkht „WWW Dom" SO -Weft P.A M rVht■ rnurrrd Reproducfkm or use of the contents of this document, w edditNone or eWelfo"e ro pit
COUNTY AND STATE CODES AND CONSTRUCTION STANDARDS. abow"ent, r .Hato or pvt without wltta" Consent of the Lard Surveyor dr Engk w, is pohbrted. Only cgefoa hom the orlukmf of this dwu,r L
moritad wfth the orfytw aN¢+otwe and aroW Boor of the Srwyw or EnOw. shelf he coesA*vW to be »Gild and true depAm
INSTALLATION AS PER I
® NC BUILDING CODE HI°
1'-6"X 1'-O"X .080
STANDARD ALUMINUM
HANDICAPPED PARKING
SIGN TO READ: MAXIMUM PENALTY SIGN
"RESERVED PARKING"
2'X 2'X .188 STEEL TUBE
WITH IDENTIFICATION No
SYMBOL, BOLT TO STEEL EXTENDED INTO CONCRETE- I
TUBE MATH 3/8" CADMIUM FILLED PIPE 24". PROVIDE 'r
PLATED NUTS, BOLTS, WELDED WATERTIGHT CAP,
AND WASHERS PAINT WITH P&L/6118 if
"BLACK COFFEE"
PAINT PIPE BASE NOTE; SIGNS MAY BE
YELLOW OBTAINED FROM:
8"DIA.STEEL PIPE CAD SAFETY 240
FILLED NTH CONCRETE 4TH AVENUE N.
NASHVILL, ITV N
PAVEMENT 615-255-2717
V-6'DIA.CON
BASE
26
#6 BARS X 14" "T
LONG EACH WAY
THROUGH
PIPE
�//%/%/� 2"
HANDICAPPED PARKING
SIGN DETAIL
NTS
NOTE: THIS DETAIL IS FOR SIGNS INSTALLED N TRAFFIC AREAS ONLY.
SIGNS TO ADA STANDARDS MAY BE MOUNTED ON 4X4 WOODEN
TREATED POSTS IF EXTERIOR TO TRAFFIC AREAS (TYPICAL).
FINISHED GRADE
MINIMUM OF 8' BETWM
CAP rfX COVER
NOTE:
0 1. BOX EQUIVALENT TO
ENNIS ENTERPRISES
NO. EEW-001
2. STD. WEIGHT 30 Las.
a'-45' BEND
18' NIPPLE At
I i GLUED CAP
STANDARD CLEANOUT
N.T.S.
LANDSCAPE j
TIMBER TOSCJIPE 2
C.I. BOX ek COVER IMBER Z
C.I. BOX & COVER
00
N
SANITARY SEWER01
N.T.S. _2
45-ELBOw Z
0.
MAXIMUM 4W LONG
LATERAL SWEEP AS REQUIRED
TO REACH OPTIMUM
DEPTH
cLuen CAP
VARIABLE SLOPE ANGLE 45'ELBOW
1,5Xi MINIMUM
18"FIPPLE Et — 45' READ. LATERAL
GLUED CAP
MAXIMUM 45' LONG
BEDDING AS SWEEP BENDS A5
SPECIFIED REQUIRED
NOTE. USE WYE FITTINGS AT SERVICE
FAR SIDE LATERAL SEWER NEAR SIDE LATERAL
EXISTING
GRADE 1
PE TUBING, SDR 9
ASTM D2737
Z
(SIZE AS SPECIFIED)
CORPORATION STOP
co
McDONALD MODEL
Nr�
4701-22 OR EQUAL
WATER
'
MAIN -\
WATER SERVICE
H.T.S.
SERVICE SADDLES SHALL BE
DOUBLE STRAP, IRON BODY;
ROCKWELL MODEL 313 OR EQUAL 2.5' SERVICE TYPICAL
. 1 NOTE:
3" SIN© BED NO JOINT SHALL BE
ALL AROUND LINE INSTALLED BETWEEN
3D THE MAIN SERVICE
BEDDING TAP AND THE METER
AS SPECIFIED STOP.
STANDARD SERVICE CONNECTIONS
N,T,S.
r DETAILS
H u nterStone Apa�rtmants
LOCATED IN THE TOWN OF L£LAND TOWN CREEK TOWNSHIP
BRUNSWICK COUNTY NORTH CAROLINA
�H CAR©
°.e. .0.
X kssro y
SE AL 9k,
s 20007
.■.C-
rC4
dhollis ® hdsilm.com
OWNER; Hunter Ridge Aportments, LLC
1510—A South Third Street, PO Box 1229
Wilmington, NC 28402
919— 251— 5030
HANOVER DESIGN SERVICES, P.A.
�o SVRWMWS EA01VE£R5 & � PLANAVRS
WIL WALNUT STREET
N7LMINCTON, N.C. 28401
PHONE: [phone]
Data:
6-28-04
Scala:
1 "= 40'
Drawn:
DSH
Checked:
GA W
Project No:
6309--10-8
Sheet No:
10
�1: W o
: 13:03.51 D7/01/2004
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