20090514 Ver 1_Site Plan_20090505

LINE TABLE
LINE LENGTH BEARING N/F GARNER HEIRS Curve Radius Chord Chord Bear:
- ---_- -
L1 49 01 _S45 41'35"E N F GARNER HEIRS 9' --8*1
/ C-i 150.00 2fi�99 N 0T4815 E
--- ---__
L2 29.10 S70_'14*.28„E C-2. 20.00 28.28 N 32'54 00 W
L3 54.35 S67'45'34"E
L4 42.53 S58'20'04"E
-L5 19.80 S16'59'.23"E
L6 25.92 S24'51'30"W
L7 23.90 S40'58.33"E
�L8 28.52_ N69'13-34'E ASHLEY PLACE ..,..,`_
_L9_ 22.33 _N38'23'54"E t0 SECTI�JN l s�9
L10 40.29 N49'59'57"E M.B. 19/16 _ .� 612.78
_Lll 46.37 -N32 29'44"E
7�•
_L12 J20 80'.eS57'57`19"W pq CIA/A p 54 pO E �7�.rs SAND AREA
L13_36.01� S55'17'55"W g N BCUCE�,- �' E n7or tj 1B,31S sq Pt 4
L14 42..1.1.' N89'30'40"W._ --, 6p, R/W _ , acres
L15 38 11 S43 06 48 W_.
L16 57 11 S54'14 45 W_ PP ® L2 L3 261. 9y
L17 45.89' -S64*1V37_W .� N 1206'00 E 60.01
- 54'00"W 27.51
L18 31_.78 S86'35'44"W rMED ECEV..---Mo
L19 _40.1.4' N86'53'28"W_ M ® 239.06' o
L20�34..90' S79'07 14"W Poor' SIR
L21 39.11' N57"52 n8"W Q Ft NorP� ` v ` 34.10',I N Ci
L22 _36.21_ N74'09'14"W ® tiL8 w v
O 9 o w •p
N 12 i� '00 E 33.19 1 S o o. O
L23_48:64' �S69'06'08.,W PorNr ® L14 X, o.
L24 51.37' S5610-38"W_ v� o- cn v
L25 23 76_-S42'44'06"W_ N 37'03'19'E 172.9c 7P
L26 - 43 48' S50'32'12"W OR inACT 2: SIR �
N 1206'00 E 133.67 N Sq. Feet: 170205.1 �Np r
L27 _ o ` L2 L22 Acres: 3.9 O
L27 63.32' S10'11'10"W 25.00' POINT TLAND AREA 1
L28_ _59.02' S03'54'14"W_ N 120s 00 E' 9,757 sq, ft, `' `
L29 s30.72' -S70'23 51"W 19.60' Er csW 0.22 acreS�p� L46 <� ?� L20 L19 L18 N
--- --
L30 27.37' 851 59 02_W_. L4 c�N o
_L31 32.07 _ S69,23 17 W �9g +� ^ 4 ry y
L32 34 59' §56*13*18_W o
L33 54.10' --552'38'3i1W.. m
L34 24:18' S70'04'47"W
L35 15 27 -S88'37 34'W_ 41 N `N
- - -
L36 _37.69' _N56'56' .-W 56 _ z o. - Co J J �``
L37 _ 25 87' _ N71'36 42"W C31 L96 P
L38 91 61'. N57'12 41"W_ « 9
- -- - o o
L39 35.95', N22'12'24'.W_ �9 a,S r- \� N yti
L40 45 33' N33'15 30"E
L41 56 30 N18'39'41"EL94
L42 _20_.44 N18'10 22'E_ - tD moo:
_L43 _45.51' _.N4707 58.W_ `9i,' PS (�8 �y WETLAND AREA 3
L_44 29 36' ®N7341 28 W_- 260,690 sq, ft.
L45 41 62' N52'05'55 W ASHLEY PLACE �� L3 �� 5.98 acres
_L46 _38.65'- N88'22 Ol"W_. SECTION 1
6 L47 79.17' S09'40 20''W._ M.B. 19/16 '5 3
L48 44 18 -S02`03 23"E- �l
TRACT 2
- Sq. Feef: 1066909.2
L49 85 87' _501.'53 57'E_ y,0 00 Er Acres 24.5
L FD T13-09' S07'51 16''E_ n,ANns�CEnF_ICATE of ACC( ACY
---
L51 24 2I' S56'1 y 15t
-- -
0 _ THE TPI MP_L E PATHFINDER PRO XL AND EXTERNAL ANTENNA WERE
1�L52 70 87'� S20'50'30"E-- OR ` <� $ Poilrr UTILIZED IN LOCATING. WETLANDS. ONLY THE MANUAL 3D
L53 61.06' S21,'00'10"E a'� �� MODE WAS USED. POSITIONS WERE DIFFERENTIALLY CORRECTED
_L54 45 08� _S30'54 23"E_ �a� ,a 6 �g1 L61 L62 L63 WITH BASE FILES PROVIDED BY THE NORTH CAROLINA GEODETIC
L5_5�26.67'_ S26'33'04"E `pp SURVEY (NCGS) BY USING THE POST PROCESSING SOFTWARE IN
PATHFINDER OFFICE 2.9. THE NCGS BASE STATION AT WASHINGTON,
L56 _25.07' _N58'31'57"E .�, m 6R ;
N.C. (LAT. 35'33'34.8134" N, LONG: 7T03 31.55388 W) WAS
L57 41 59 N69 00'56"E ^ UTILIZED. THE HORIZONTAL ACCURACY FOR THE DIFFERENTIALLY
L58 48.70 N60 31'02"E_ ry� 83 ,n o L71 '.P�' CORRECTED DATA IS 1 METER OR ,LESS.
_-L59 53,97- ._N63'08'37'E Pa 0�
L60 44.02' _ S02'54'49"W o
_L_61 53,09 --S68'45'35"E `'
L62 48.74'. N76'39 39"E
L63 51.54' S73'11'21"E. Lc91h ��
L64 69 40 - S48'00 27 E
L65 31.59 S06'21'56 W "THIS CERTIFIES THAT THIS COPY OF THIS PLAT IDENTIFIES
_L66 37 65' _S33'45 59"W_ ��o WETLAND AREA 2 ° �p AS WATERS AND WETLANDS ALL AREAS OF WATERS AND WETLANDS
L67 _ 33.97' __S13"41 28 E_ .41 325,328 sq. ft. Q� REGULATED PURSUANT TO SECTION 404 OF THE CLEAN WATER
L68 43 22_._N55'49'S7"E p� 7.47 acres , ACT AS DETERMINED BY THE UNDERSIGNED ON THIS DATE.
J �`l UNLESS THERE IS A CHANGE IN THE LAW, OR OUR PUBLISHED
L69 64_75' _N49'18'17'E_ M REGULATIONS, THIS DETERMINATION MAY BE RELIED ON FOR A
L70 51.5_7' N70'41'22E_ ry +FH PERIOD NOT TO EXCEED FIVE YEARS FROM THIS DATE. THIS
L71 37.61 N82'42'48"E DETERMINATION WAS MADE UTILIZING THE 1987 CORPS OF
,2 8.57' S54'24'30"E co ENGINEERS WETLAND DELINEATION MANUAL."
L73 41.44 S45'49'04"W.- J
L74 _ 56.64. S29'O1 43'W__ Kati
L75 67 79 ^S40 49 42'W, N/F TIME: WARNER ORU.S: ARMY R OF ENGINEERS REPRESENTATIVE
-- 5 -
L76 6033 S06'21'26"W_ TITLE
L77 _56 73 S09'25 43 W_
L78 101 00 S07'37 01'W_ �s���� ;, 5
L79 34.81 S13'56'40''W,_- °�, -' ATE
L80 73.78 S40'20 05"E
L81 55.11 S67'02'17"E
L8_2 66.93 S19'O2'56"E Er
L83 -29.41 yS79'21'09"E REFERENCES--DEED ROOKS--540/33 AND 438119
L84 25 74 S15'53'48"E �`� --XIAP BOOKS--19/16 AND 20112
L85 18.83 S12'13'53"W_ 39 0g ` M
_L86 17.87 Sa5'3g'4_9"w. 35' PP WETLAND SURVEY
L87 12.13 N58 25'34"W_
L88 .. 25.83 S70'18 34 W N `ossl'reoetei FOR
- - -
L89 51 51 S22'26 11"E E6O9�0 PP 0�
_- s g R
L90 40.38 -S0939 15'EsOAD �� .`��®CY 4iS10 t o OHILL
.LJ
L91 46.02 S26'44'40"E._ 8 P�-------
L92 _36.76 _S25'31-41"E_
28.4 ACRE TRACT
_L93 47.39_531'35'31'E 2O� L Jb'73 L94 44.58 S72 58 32 E of_
_L95 102.50 S54'05 17 E._ N/F TIME WARNER ���SuRo
L96 44.53 S84'57'20"E-
L97 24 86 N65'19 42"E ErP �� •��� ca��� NEWPORT TOWNSHIP CARTERET; COUNTY NORTH CAROLINA
- - - i,� RT'����
L98 22.156 S67'2700"W NOTES o
DATE: -17-200? ROBERT M. CHILES, P.E..
L99_32.52 _S67'27 00 W_
L100 26.51 S81'44'44"W 1. BOUNDARY SURVEY PROVIDED BY JAMES 1. PHILLIPS LAND SURVEYING P.A.
01 - -. DATED MARCH 3, 2005 �+ JOB. NO: 3 2004101 ENGINEERS AND CONSULTANTS
L1 66.22 S56'48'56"W
01 ------ 2. JURISDICTIONAL 404 WETLAND DELINEATION BY AVOLIS ENGINEERING.
L102 _i43.27 S14`43.30"W j SCALE: NEW BERN, NORTH CAROLINA
L103 5.31 NO2'56'41"W
0

PROJECT DESCRIPTION.
ASH:ELY PLACE . 3
TO DEVELOP APPROXIMATELY 30.5 ACRES OF RECENTLY ANNEXED, PARTIALLY DISTURBED LAND, UNDER THE TOWN
il.
OF NEWPORTS R15 ZONING REQUIREMENTS FOR THE PURPOSE OF A 33 LOT RESIDENTIAL SUBDIVISION WITH ONE LOT '�+• N
A . THE SUBDIVISION IS TO BE EQUIPPED WITH PUBLIC WATER AND SEWER SYSTEMSS. Q
DESIGNATED AS OPEN SPACE. E SUBD S Q AS A _ 0. z
RESULT OF THE RECENT ANNEXATION. w
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FOXHALL ROAD . 4)
c °
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TOWN OF NEWPORT
OWNER.
0 N
CARTERET COUNTY °
BOB HILL ENTERPRISES, INC. Liu
C. U N
,
ROBERT L. HILL, SR
,zN
252-447-3117
1301 E. MAIN ST. o x
HAVELOCK, NC 28532 W LL
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GENERAL NOTES
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N
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1. ALL CONSTRUCTION SHALL; BE IN ACCORDA
NCE WITH 5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR 11. MATERIALS USED TO CONSTRUCT EMBANKMENTS FOR ANY
TRENCH SAFETY DURING ALL PHASES OF CONSTRUCTION. PURPOSE BACKFILL AROUND DRAINAGE STRUCTURES, OR IN ti °a
APPLICABLE MUNICIPALITYI STANDARDS, SPECIFICATIONS, AND, ,
WORK IN THIS PROJECT SHALL ALSO CONFORM TO UTILITY TRENCHES FOR ANY OTHER DEPRESSION REQUIRING
n.
DETAILS � (3
THESE PLANS, 114E LATEST EDITIONS OF THE NORTH FILL OR BACKFILL SHALL BE COMPACTED TO 95q OF
CAROLINA DEPARTMENT. TRANSPORTATION (N CDOT) ROAD ` MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED �� v
OF
U Lu
z
AND BRIDGE SPECIFICA 1T0 S, THE ROAD AND. BRIDGE
6. INDIVIDUAL SIGNS ARE NOT APPROVED AS PART OF THE PROCTOR TEST AS SET OUT IN ASTM STANDARDS D-698. N
SITE PLAN APPROVAL PROCESS A SEPARATE SIGN PERMIT �"'" a ti
.STANDARDS, . THE NORT
H AROLINA EROSION AND SEDIMENT 174E CONTRACTOR SHALL, PRIOR TO ANY OPERA 110NS
MUST BE OBTAINED PRIOR TO INSTALLATION OF THE SIGN. FILLING A F l
CONTROL HANDBOOK THE NORTH CAROLINA EROSION AND INVOLVING LLI G OR B CK ILL NG, SUBMIT THE RESULTS
SEDIMENT CONTROL REGULARO NS, THE FINAL GEOTECHNICAL OF THE PROCTOR TEST TOGETHER WITH A CERTIFICATION .� X
N THE EVENT THAT THE SOIL TESTED IS REPRESENTATIVE OF THE °m
REPORT, AND GENERAL DESIGN STANDARD. 1
MATERIALS TO BE USED ON 7HE PROJECT. TESTS SHALL
OF CONFLICT BETWEEN ANY OF THESE STANDARDS,
SPECIFICATIONS, OR PLANS
P AN THE MOST STRINGENT SHALL 7. ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE, AND BE CONDUCTED BY A CERTIFIED MATERIALS TESTING -
a
,
GOVERN.
AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL LABORATORY AND THE CERTIFICATIONS MADE BY A
MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES LICENSED PROFESSIONAL ENGINEER REPRESENTING THE
OF CONSTRUCTION. ' THE CONTRACTOR SHALL USE SILT LABORATORY.
2THE LOCA71ON AND SIZE OF EXISTING UTILITIES AS SHOWN FENCES (OR OTHER METHODS APPROVED BY THE ENGINEER
IS APPROXIMATE ONLY. THE CONTRACTOR IS RESPONSIBLE
AND APPLICABLE MUNICIPALITY) AS REQUIRED TO PREVENT
FOR HORIZONTALLY AND VERTICALLY LOCATING AND
SILT AND CONSTRUCTION DEBRIS FROM FLOWING ONTO 12. PROPOSED CONTOURS ARE APPROXIMATE. PROPOSED SPOT
PR07ECTING ALL PUBLIC OR PRIVATE UTILITIES THAT LIE IN
ADJACENT PROPERTIES. THE CONTRACTOR SHALL COMPLY ELEVATIONS AND ROADWAY PROFILES ARE TO BE USED IN
OR ADJACENT TO THE CONSTRUCTION SITE. AT LEAST 48 WITH ALL APPLICABLE FEDERAL STATE OR LOCAL EROSION CASE OF DISCREPANCY.
HOURS PRIOR TO ANY DEMOLITION, GRADING, OR CONSERVATION AND SILTATION'ORDINANCES. THE
CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL NOTIFY CONTRACTOR SHALL REMOVE ALL TEMPORARY EROSION
THE NORTH CAROLINA ON�-CALL UTILITIES LOCATION CONTROL DEVICES UPON COMPLETION OF PERMANENT 13. 774E CONTRACTOR SHALL VERIFY AND COORDINATE ALL
SERVICE (ULOCO) AT 1-800-632-4949 FOR PROPER DRAINAGE FACILITIES AND THE ESTABLISHMENT OF GRASS DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND
IDENTIFICA77ON OF EXISTING UTILITIES WITHIN THE SITE. OR OTHER GROWTH TO PREVENT EROSION. VERTICAL LOCATION OF GRATE INLETS AND ALL UTILITIES
CROSSING THE STORM SEWER.
to
J. 174E .CONTRACTOR SHALL SALVAGE.AND PROTECT ALL
8. TRAFFIC CONTROL ON PUBLIC STREETS SHALL BE IN �=
EXISTING POWER POLES, SIGNS, MANHOLES, TELEPHONE CONFORMANCE WITH THE TRAFFIC CONTROL PLAN, THE 14. CONTRACTOR SHALL BE AWARE OF ALL EXISTING UTILITIES �„ co
RISERS, WATER VALVES, ETC. DURING ALL CONSTRUCTION "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES , AND AS ON SITE. THE EXISTING 8" WATER LINE THAT RUNS NORTH M �
PHASES. THE CONTRACTOR SHALL REPAIR, AT. HIS OWN FURTHER DIRECTED BY TOWN AND, STATE INSPECTORS. FROM THE TOWN OF NEWPORT'S WELLHOUSE #5 PROPERTY _
� � V
W 0 Z
EXPENSE, ANY EXISTING UTILITIES DAMAGED DURING IS TO REMAIN IN SERVICE FOR THE ENTIRE DURATION OF
CONSTRUCTION. CONSTRUCTION UNTIL THE PROPOSED 12 SDR 21 PVC
9. 7HE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXTENSION IS SAFELY CONNECTED, COMPLETELY TESTED, LL1
REQUIRED PERMITS AND APPROVALS PRIOR TO COMMENCING AND APPROVED. THE CONTRACTOR SHALL CONSTRUCT THE d• Z
4. ANY DISCREPANCIES FOUND. BETWEEN THE DRAWINGS AND CONSTRUCTION.
PROPOSED WATER CONNECTIONS ACCORDING TO THE MOST >M. 1 Q
SPECIFICATIONS AND SITE COND177ONS OR ANY CURRENT CONSTRUCTION DRAWINGS, GENERAL NOTES, AND W Zt Q V
INCONSISTENCIES OR AMBIGUITIES IN DRAWINGS OR SPECIFICATIONS. ALSO, THERE IS OVERHEAD POWER WITHIN
SPECIFICATIONS SHALL BE' IMMEDIATELY REPORTED TO THE 10. THE CONTRACTOR SHALL CLEAR AND GRUB 714E SITE AND A 50' PROGRESS ENERGY RIGHT OF WAY THAT IS J
ENGINEER, IN WRITING, WHO SHALL PROMPTLY ADDRESS PLACE, COMPACT, AND MOISTURE CONDITION ALL FILL PER � - j
SUCH INCONSISTENCIES OR AMBIGUITIES. WORK DONE BY THE PROJECT SPECIFICATIONS. THE FILL MATERIAL TO BE COINCIDENT WITH THE PROPOSED FOXHALL ROAD
EXTENSION. PROPOSED SUBDIVISION WILL REQUIRE 0 Lt j
THE CONTRACTOR AFTER ,HIS DISCOVERY OF SUCH USED SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION UNDERNEATH EXISTING OVERHEAD POWER
DISCREPANCIES, INCONSISTENCIES, OR AMBIGUITIES SHALL PLACEMENT
BE DONE AT 714E CONTRACTO
R RISK. LINES.
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INDEX OF DRAWINGS LEGEND
SHEET DRAWING DESCRIPTION. SYMBOLS ABBREVIATIONS LINETYPES
N0. N0.
o 9 - 0 5 1 4
1 Ti TITLE SHEET NCDOT NORTH CAROLINA DEPARTMENT
A.B.C. AGGREGATE BASE COURSE
2 EC1 EXISTING CONDITIONS SYMBOL DESCRIPTION OF TRANSPORTATION
A.F.F. ABOVE FINISHED FLOOR EXISTING CONTOUR
3 Cl SITE PLAN NHW NORMAL HIGH WATER - - -.a.....-. ..- � _....__.
4 C2 SITE PLAN & ROAD PROFILES C/L CENTERLINE NLW NORMAL LOW WATER PROPOSED coNrouR
0
5 U1 UTILITY SHEET FOXHALL ROAD HYDRANT CL. CLASS 404 WETLANDs
a
DECO DOWN EAST CONSERVATION ORDINANCE -- - SITE PROPERTY
6 U2 UTILITY SHEET CANNON BLVD. & RHONDA CT. WATER METER C.M.P. CORRUGATED METAL PIPE W- - - - NEIGHBORING PROPERTY MAY Q, 5 2809 �
7 U3 UTILITY SHEET PROFILE AND DETAILS ® ORW OUTSTANDING RESOURCE WATER — -- - RIGHT of WAY
WATER: VALVE C.P.P. CORRUGATED .PLASTIC PIPE Da-waIE89UALITv W
g DA DRAINAGE AREA & STORMWATER CALCULATIONS PLAN 0/H OVERHEAD
BUILDING SETBACK DS ft Sfi6RMVJATErt RMHCH
GRADING DRAINAGE AND STORMWATER SANITARY METER CONC. CONCRETE J
9 GDS1 ---------- EASEMENT
10 GDS2 GRADING, DRAINAGE AND STORMWATER OO MANHOLE D.I. DUCTILE IRON PVC POLYVINYL CHLORIDE OHP- OVERHEAD ELECTRICITY
11 E1 EROSION & SEDIMENT CONTROL D.I.P. DUCTILE IRON PIPE PVI POINT OF VERTICAL INTERCEPT
� POWER OR TELEPHONE POLE — - - - — CENTERLINE
DETAILS _ ..' .. DITCH CENTERLINE
12 D1 EX. EXISTING RCP REINFORCED CONCRETE PIPE
DETAILS TO TELEPHONE PEDESTAL _-- ___ try°.__ ..__. EXISTING WATER PRELNMNN R Y
13 D2
ECM EXISTING CONCRETE MONUMENT SAN. SANITARY
14 D3 DETAILS GUY EXISTING SANITARY
FL FLANGED STA. STATION NOT FOR ��iff*YT
'ON m
PROPOSED WA TER `�``N CA
S SIGN F.O.C. FIBER OPTIC CABLE VERT. VERTICAL PROPOSED SANITARY .
nM MAILBOX GALV. GALVANIZED U/G UNDERGROUND !'; w
x x PROPOSED SILT FENCE _
HDPE HIGH DENSITY POLYETHYLENE W/ WITH 0 26 0
� MONUMENT uE uE EXISTING UNDERGROUND. ELECTRIC ?'
HQW HIGH QUALITY WATER W.W.F. WELDED WIRE FABRIC ,.'`�
® - EXISTING IRON P '° :L,.' � ��� SCALE: NONE
EIP E IST G RO IN
MAX. MAXIMUM N/F NOW OR FORMERLY ���� DATE: 511109
® BENCHMARK BY PROFESSIONAL ENGINEER
MIN. MINIMUM DRwN. BY: nlsc
ORIGINATING OFFICE. CHKD. BY: MLB
POINT OF VEf�TICRL INTEfZCEPT M MECHANICAL JOINT MOREHEAD CITY, NC PROJECT.NUMBER
OLI N A PH: [phone] M08003
NORTH V k%; FAX [phone]
DRAWING N0. SHEET N0.
�,�, Ti 1 OF 14

PROJECT DESCRIPTION.
ASHELY PLACE 3 TO DEVELOP APPROXIMATELY 30.5 ACRES OF RECENTLY ANNEXED, PARTIALLY DISTURBED LAND, UNDER THE TOWN
OF NE TS R15 ZONING REQUIREMENTS FOR THE PURPOSE OF A 33 LOT RESIDENTIAL SUBDIVISION WITH ONE LOT �• -
DESIGNATED AS OPEN SPACE.- THE SUBDIVISION IS TO BE EQUIPPED WITH PUBLIC WATER AND SEWER SYSTEMS AS A �"'� Q 'z
RESULT OF THE RECENT ANNEXATION. 4
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FOXHA.LLL ROAD . cv , 0
�`. 0 N
W
OWPORT
r r� boa,TON F NE ' - - � M
OWNER: °
o m ��
CARTERET
COUNTY v N�
BOB HILL ENTERPRISES, INC. Iru
ROBERT L. HILL SR z N
252-447-3117
. MAIN ST. o N
1301 E a>
HAVELOCK, NC 28532
WLL
u,
0T
GENERAL NOTES
N
N
OO N
X N
N
m=
1. ALL CONSTRUCTIO A S
N SHALL BE IN ACCORDANCE WITH 5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR 1 i. MATERIALS USED
D TO CONSTRUCT EMBANKMENTS FOR ANY
ftoft N :LL.
SPECIFICATIONS, AND TRENCH SAFETY DURING ALL PHASES OF CONSTRUCTION. PURPOSE, BACKFILL AROUND DRAINAGE STRUCTURES, OR IN N a
APPLICABLE MUNICIPALITY! STANDARDS,.
DETAILS. WORK IN THIS PROJECT SHALL ALSO CONFORM TO UTILITY TRENCHES FOR ANY OTHER DEPRESSION REQUIRING
.
THESE PLANS, THE LATEST EDITIONS OF THE NORTH
FILL OR BACKFILL SHALL BE COMPACTED TO 951'vo OF CL U Z M
r r�
[ M
T MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED
CAROLINA DEPARTMENT OF TRANSPORTATION (NCDO ) ROAD
6. INDIVIDUAL SIGNS ARE NOT APPROVED AS PART OF THE PROCTOR TEST AS SET OUT IN ASTM STANDARDS 0--698.
� z N
AND BRIDGE SPECIFICATIONS, THE ROAD AND BRIDGE
SITE PLAN-APPROVAL PROCESS. A SEPARATE SIGN PERMIT CONTRACTOR SHALL PRIOR TO ANY OPERATIONS r Q
STANDARDS, THE NORTH AROLINA EROSION AND SEDIMENT THE CO ,
ST TO INSTALLATION OF THE SIGN. N
NA EROSION AND , MUST BE OBTAINED PRIORINVOLVING FILLING OR BACKFILUNG, SUBMIT THE RESULTS � „
CONTROL HANDBOOK, THE, NORTH CAROLINA tJ�
SEDIMENT CONTROL REGULATIONS, THE FINAL GEOTECHNICAL OF THE PROCTOR TEST TOGETHER WITH A CERTIFICATION
X
REPORT, AND GENERAL DESIGN STANDARD: IN THE EVENT THAT THE SOIL TESTED IS REPRESENTATIVE OF THE - °m
OF CONFLICT BETWEEN ANY-OF THESE STANDARDS,
MATERIALS TO BE USED ON THE PROJECT. TESTS SHALL 0
SPECIFICATIONS, OR PLANS, THE MOST STRINGENT SHALL 7. ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE, AND BE CONDUCTED BY A CERTIFIED MATERIALS TESTING -
a
AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL LABORATORY AND THE CERTIFICATIONS MADE BY A
GOVERN:
MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES LICENSED PROFESSIONAL ENGINEER REPRESENTING THE
ATION AND SIZE F EXISTING UTILITIES AS SHOWN
OF CONSTRUCTION. THE CONTRACTOR SHALL USE SILT LABORATORY.
2. THE LOC O
FENCES (OR OTHER METHODS APPROVED BY THE ENGINEER
IS APPROXIMATE ONLY. rHE CONTRACTOR IS RESPONSIBLE 1TY A REQUIRED TO P
N VERTICALLY LOCATING AND AND APPLICABLE MUNICIPALITY S Q PREVENT
FOR HORIZONTALLY AND
SILT AND CONSTRUCTION DEBRIS FROM FLOWING ONTO 12. PROPOSED CONTOURS ARE APPROXIMATE. PROPOSED SPOT
PROTECTING ALL PUBLIC OR PRIVATE UTILITIES THAT LIE IN
AT LEAST 48 ADJACENT PROPERTIES THE CONTRACTOR SHALL COMPLY ELEVATIONS. AND ROADWAY PROFILES ARE TO BE USED IN
OR ADJACENT TO THE CONSTRUCTION SITE. WITH ALL APPLICABLE FEDERAL, STATE, OR LOCAL EROSION, CASE OF DISCREPANCY.
HOURS PRIOR TO ANY DEMOLITION, GRADING, OR
CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL NOTIFY CONSERVATION, AND SILTATION ORDINANCES. THE
THE NORTH CAROLINA ON -CALL UTILITIES LOCATION CONTRACTOR SHALL REMOVE .ALL .TEMPORARY EROSION
CONTROL DEVICES UPON COMPLETION OF PERMANENT 13. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL
SERVICE (ULOCO) AT 1-800-02-4949 FOR PROPER DRAINAGE FACILITIES AND THE ESTABLISHMENT OF GRASS DIMENSIONS SHOWN, INCLUDING THE HORIZONTAL AND
IDENTIFICATION OF EXISTING UTILITIES WITHIN THE SITE.: OR OTHER GROWTH TO PREVENT EROSION. VERTICAL LOCATION OF GRATE INLETS AND ALL UTILITIES
CROSSING THE STORM SEWER.
3. THE CO
NTRACTOR
TRACTOR SHALL SALV
AGE AND PROTECT ALL & TRAFFIC CONTROL ON PUBLIC STREETS SHALL BE IN loo
Z
EXISTING POWER POLES, SIGNS, MANHOLES, TELEPHONE CONFORMANCE WITH THE TRAFFIC CONTROL PLAN, THE 14. CONTRACTOR SHALL BE AWARE OF ALL EXISTING UTILITIES co'^ �. N
RISERS, WATER 'VALVES, ETC. DURING ALL CONSTRUCTION "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES", AND AS ON SITE THE EXISTING 8" WATER LINE THAT RUNS NORTH M uj V
PHASES THE CONTRACTOR SHALL REPAIR, AT. HIS OWN FURTHER DIRECTED BY TOWN AND STATE INSPECTORS. FROM THE TOWN OF NEWPORT'S WELLHOUSE 15 PROPERTY ui � A.
EXPENSE, ANY EXISTING UTILITIES DAMAGED DURING IS TO REMAIN IN SERVICE FOR THE ENTIRE DURATION
N OF V
w
CONSTRUCTION. CONSTRUCTION UNTIL THE PROPOSED 12" SDR 21 PVC Q k ��•.
9. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXTENSION IS SAFELY CONNECTED, COMPLETELY TESTED, ""'� W Z
REQUIRED PERMITS AND APPROVALS PRIOR TO COMMENCING AND APPROVED. THE CONTRACTOR SHALL CONSTRUCT THE Z
4. ANY DISCREPANCIES FOUND BETWEEN THE DRAWINGS AND CONSTRUCTION. PROPOSED WATER CONNECTIONS ACCORDING TO THE MOST
SPECIFICATIONS AND SITE CONDITIONS OR ANY CURRENT CONSTRUCTION DRAWINGS, GENERAL NOTES, AND uj d V
INCONSISTENCIES OR AMBIGUITIES IN DRAWINGS OR SPECIFICATIONS. ALSO, THERE IS OVERHEAD POWER WITHIN uj
SPECIFICATIONS SHALL BE, IMMEDIATELY REPORTED TO THE 10. THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND OGRESS ENERGY RIGHT OF WAY THAT IS -4 � ~
ENGINEER, IN WRITING, WHO SHALL PROMPTLY ADDRESS PLACE, COMPACT, AND MOISTURE CONDITION ALL FILL PER COINCIDENT WITH THE PROPOSED FOXHALL ROAD � �
SUCH INCONSISTENCIES OR AMBIGUITIES WORK DONE BY THE PROJECT SPECIFICATIONS THE FILL MATERIAL TO BE EXTENSION. PROPOSED SUBDIVISION WILL REQUIRE
Z �LJ
THE CONTRACTOR AFTER HIS DISCOVERY OF SUCH USED SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION UNDERNEATH EXISTING OVERHEAD POWER
DISCREPANCIES, INCONSISTENCIES, OR AMBIGUITIES SHALL PLACEMENTct
LINES. 0
BE DONE AT THE CONTRACTORS RISK.
m V
INDEX OF DRAWINGS
LEGEND
SHEET DRAWING DESCRIPTION SYMBOLS ABBREVIATIONS LINETYPES
NO. NO.
1 T1 TITLE SHEET A.B.C. AGGREGATE BASE COURSE NCDOT NORTH CAROLINA DEPARTMENT
2 EC1 EXITING CONDITIONS OF TRANSPORTATION
SYMBOL. DESCRIPTION A.F.F. ABOVE FINISHED FLOOR — — —-- -- - - --M ------I EXISTING CONTOUR
C L CENTERLINE
PROPOSED CONTOUR o
4 C2 SITE PLAN & ROAD PROFILES RANT / NLW NORMAL LOW WATER - - - o , _ . _
5 U1 UTILITY SHEET FOXHALL ROAD HYDRANT CL. CLASS 4D4 WETLANDS a
a
DECO DOWN EAST CONSERVATION ORDINANCE -- - SITE PROPERTY W
6 U2 UTILITY SHEET CANNON BLVD. & RHONDA CT. WATER METER C.M.P. CORRUGATED METAL PIPE - - - - NEIGHBORING PROPERTY MAY O; 5 Z90g
7 U3 UTILITY SHEET PROFILE AND DETAILS ® WATER VALVE CORRUGATED PLASTIC PIPE ORW OUTSTANDING RESOURCE WATER — -- —
WATER CALCULATIONS PLAN: C.P.P. CO --------- RIGHT of WAY _. _
8- DA DRAINAGE AREA & STORM 0 H OVERHEAD BUILDING SETBACK � var���.rt+�ATER
CONC. CONCRETE / --------- , �aa� ��d��Awar�r�3rc~�
9 GDS1 GRADING, DRAINAGE AND STORMWATER SANITARY METER EASEMENT
E=
10 GDS2 GRADING, DRAINAGE AND STORMWATER Os MANHOLE D.I. DUCTILE IRON
PVC POLYVINYL CHLORIDE —OHP- OVERHEAD ELECTRICITY
11 E1 EROSION & SEDIMENT CONTROL D.I.P. DUCTILE IRON PIPE PVI POINT OF VERTICAL INTERCEPT
— - - - — CENTERLINE
12 D1 DETAILS `� POWER OR TELEPHONE POLE ... .. DITCH CENTERLINE
EX. EXISTING RCP REINFORCED CONCRETE PIPE >
DETAILS To TELEPHONE PEDESTAL EXISTING WATER PREL/MIIV RY
13 DZ ECM EXISTING CONCRETE MONUMENT SAN. SANITARY
14 D3 DETAILS GUY STA. STATION EXIS77NG SANITARY NOT FOR U ,TON m
FL FLANGED AN
PROPOSED WA TERe�eeee CA ��
S SIGN F.O.C. FIBER OPTIC CABLE VERT. VERTICAL PROPOSED SANITARY
oM MAILBOX GALV. GALVANIZED U/G UNDERGROUND = = a
x - x PROPOSED SILT FENCE
HOPE HIGH DENSITY POLYETHYLENE W/ WITH 0 26 U
0 MONUMENT UE UE EXISTING UNDERGROUND ELECTRIC ••
HQW HIGH QUALITY WATER W.W.F. WELDED WIRE FABRIC : .:.:,: ��` scALE: NONE
® EIP — EXISTING IRON PIN �.�`
MAX. MAXIMUM N/F NOW OR FORMERLY ���nfit ia` � DATE: 5/1/qs
® BENCHMARK BY PROFESSIONAL ENGINEER DRWN. BY: Nsc
MIN. MINIMUM ORIGINATING OFFICE: CHKD. BY: MLB
0 POINT OF VERTICAL INTERCEPT MJ MECHANICAL JOINT MOREHEAD CITY, NC PROJECT NUMBER
N.C. NORTH CAROLINA PH: [phone] M08003
RN
FAX: [phone]
DRAWING N0. SHEET N0.
Ti 1 OF 14

to \
1
\ - EX, BUILCIING
00
\ y BRYAN C. RHODES & MILDRED T. RHODES _ ' \ Z
1 -. JESS W. CONDON III de
633920709334000 DB: 711 PG: 695 KEREN K. CONDON ZONE R15 I j 1 BENNY C. PARISH do W, r"':
w e- '
1 - S85'34' ! 633920601267000 , SHaLA PARISH Z i
NIP " "�E 129.0 '' ' EIP DB: 1207 PG: 393 633920804650000 \ ,.r Q' N..... ....
1 I aR '�G ti ZONE R15 DS: 731 PG: 430 \ O to
\ -:�:�:.=�''� -4.. � . ..."'ii• ' J ZONE R15
'_'
I \ 00
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\ I 50'PROGRESS ' ....�..®® 00.
ENERGY ROW _
i \ "..........,. \ to
to
\ I^ DIANNE KINTZER do I / �,,
o m
MARIE BOYER ECM N N-
_I I 633920708066000
DB: 0800 PG: 00520 y vN� `
1 1 ZONE R15 �, 30. Z N
5
\ Z _ 31.0 - 30. _ O .5 7.9 28.5 �. m
- _ `l��•
04
f,. — - •.� Z3 to
E\l ?s> ... O Q Q
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\ _ _._
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CANNON BLVD. et
jog 00 _ _ to
UE.,�, �JE f 404 NE1LAtgS
NIP r -F - --, $f$8 ^;G,,,.i' / _ �q d'• N
m
— __ o — — :�
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NIPS -..... tt :..-. _._ _ 1� BXTBN32o -I••-:--....._ _.„.. -M-- . . ""-"$'etG- _-_^ r,� k 5 � �� / � � w. ` _ -. tt�
5'34 18"'W � � n. ...- •..�:.., ,.,. , -.... w'--"'—--_-_� ,.._ � .._._ p 20 PAVED) ��--+---- F-Rp
._._.:. e �4�..�.•-+--' / O
_ >
- _- N .a
i JERKY W. PUGH �\ -�..... � / aP u� ,RAYMOND GILMETTE JR rs `
i 633808798866000 �''\ o t O.
\ 633808797805000 ;
DB: 0584 PG: 00003 DB. 0898 PG. 00433 'O l r 0 \ / I
I ZONE R15 NIP , \ \, 6 ,� :<` le°p %
ZONE R15 \�D ti� it ti 1 ! F ! i �!� /' (j
1 Nv \� \ � r� i,, / $p y Z th t S
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172.95- oil lot"
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— — ---_ s.o } os33 ys a
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'• 404 METLAIgS \ '' •-._. .. '. __ .-, _4 � . \ \.- .� . ._. f Ir.o:•.'. '
\ WRAY ALLEN THOMAS .t � � � \ �' -; . `�.�"B"•�"^...._ .. `\ ��� -. ✓Cf / ,� � \ "•.~ -.-.. 2p87 p�ss•9iph, �. �: .
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DB: 0556 PG: 00028 Z �. ` \ \ \G} \ ,; -
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ZONE R15 NIP _ \ yy o Er : f o R , -- _8 h xO
Ilkp 9 F O
\ MELINDA F. NEWSOME \EIP,
633808796683000 `
1 1 DB: 0676 PG: 00288
ZONE R15 ` A 11`f \ M J t N I /. _. e p�99 KgPS
J 1
� � � F,�i�•4Oo
00
� �, <,. 08 9j O
+ 1
DAVID L MCKAY '�` 1 Oq \ NF Rro ?s /\ 633808797557000
De: 0757 PG: 00014 ��O )
ZONE R15 \ O _ : \ s94;, ✓9 \ /
9p'1'Iq
0-1
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/
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0.36,-ACRES
NEIL E. CHURCH doe�0�8 9p eq((
t ELIZABETH CHRRCH \' /
633806798417000 �'F pCgOSOOp
DB: 0832 PG: 00338 Nlr ' ,` \ \ d, / \ RHO his r
cr
ZONE R15 ! t
404 .,,,
404 VEX ANDS \ '\ ,�f\\ „f 1■ ■ � �+
\ TIMOTHY E. HUNT N! r;F..' �� t? O I \ L 'VW o `+�'+►
633808797346000
1 f 1 DB: 929 PG: 30 ��?w✓ '� 2i'5
1 \ ZONE R15 NIP
/ ^ u
_ - JOHN 7 NE 22000
DB:633808796,1
0803 G: 00581 �f — 1 F \�
` ZONE RIS \ \ ��N /7 r LA.�
N,
w b.
N, � , NOTE: US ARMY CORPS OF J W O �:
S
, \,
\- ENGINEERS 404 PERMIT & NCDENR -J Q
1 , 9. T, in Pt
DWQ 401 WATER QUALITY PERMIT c[
EIP i :k x �� MUST BE OBTAINED BEFORE ANY F-•
ACTIVITY ON SITE. m W
�u
1) \ C
NEUSE RIVER CORPORATION
1 / i 633808899122000
DB: 892 PG: 2
ZONE RIO
vt •�
NIP
Z
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TIME WARNER COMMUNICATIONS , a H r, / ® ? IP a 0
633808786645000 aP ♦ \t?d s9 3g 1
DB: 0753 PG: 00986 m a /r \
1 ZONE CH ` _/ / \ `® Cn
y m Q
i N�j•"ti. n N NN 633808885852000 C:\'
3522g�y / \ �. 50'PROGRESS
5j4 \ ENERGY ROW
D8: 1161 RI 202 \ (1�, 4 � V / ZONE R10
_ ` o F—
f CONNER W LCC o
633811677422000 `^
08: 1089 PG: 374 0 o TOWN [# j v J
PREL I MI NA R Y X
+ aP o \ , rhEta
ZONE R20 v
.aP yLLJ
NOT FOR W��UCTION �-
/ _:� •� A
\y ,� �. •yam'
226
'Y
SCALE: 1 80
' �� ® � /♦` // •ii11�����``` DATE: 5/1/09
6D o � GRAPHIC SCALE 320 0CH�. 6Y: MLB
I // BY PROFESSIONAL ENGINEER
ORIGINATING OFFICE:
1 / MQREHEAD CITY, NC PROJECT NUMBER
PH, [phone] M08003
IN FEET ) FAX [phone]
1 / DRAWING NO. SHEET N0.
1 inch = 80 ft.
EC1 2OF14

z: .>. -- ECM MARIE BOYER � I -- . � • _ ® ,,,. ;
1 ► /
633920708066000 O N y
y 1 1 .
i PG: 0DB: 0800 0520
v 1 1 I
I f ZONE R15
1 :
TOM MANN RD. -
----M TC HUNE 14.
1 R
33 �
17,79 SQ.FT. f 3O I
1 _py 0.4NC 17,872 SQ.FT. 17,881 SQ.FT. 1 29 1 /
-oI 1 I 0.41 AC _ 0.41 AC
O 1 8
1 1 0
El I I I 0.41 AC 17,697 SQ.FT. / \ i 7,121:
17,902 SQFT. 17,902 SQ.FT. ECMc .
0.41 AC
i 1 I 0.41 AG 0.41 AC ■ . °°
1 1 h G
W PP I! 20 360.5' UALITY EAS'�"ME�I' %'•"" ----•-- �. _ ..-.. R -
N
I 1 .+. /p 50.00 � ■
CANNON OLVD. i:- ""'• 1
��
o
....... ..�..�., 1 � ao4 wETuwos ® N o 9 4.
• v 1 00 .�„� L0 �. ., cso .� e-
ct :: Z ,
- _ - v t gg -" _ -+--- , - 2+00. CA! 6 / > > W ,\ 0 N
� .
�'1
CANNON I- 4+00 147,567 SQ.FT. ® s pp
NIP """'� BLVD. E a _ cP. 3
■
XTENSION _ _'►- _ 0 5+00 G5 k05� 3.39 AC / /
1 _ N _
50' ROW - 2 - 1 d.
ao
0 .PAVED Q. M
W ...,,,.., �o�T �• - _ _ 6+00 G 4 � �� R35.00'
i 27.51 - t-- , `
u�. E p \ - n __ / MASONTOWN RD.All Ai
awo
K �`•.
m
R PUGH t� y ' ...n \ / EIP Q '
JE RY W. r�cat \
RAYMOND GILMETTE JR "... r �
633608797805000
1 633808798866000 d.r� 1 I � ` �
W ~
PG. 00433 o I c+n
� DB, 0698 r � 1 ,.
\ DB: 0584 PG: 00003 Z NIP t+39.6 1
�l NE R15
ZONE 1 I 4 / / ® \ 70 .N
� ZONE R15 v
19 r .._. : :: �N
NIP 8 I
p CO ON to
� 5 �� y 1 � O � CANN � U c�
172•g ,0 15,024 SQ.FT.
E ,.!"" } \ 1 720 SO FT.: f � / � / / BLVD. 9� p
00 1 X
1y79'23,•••■�"7, $ V401 AC 0.34 AC 1 15,385 SQ.FT. o 0 S .FT. / // �� Q Q
` �!, 172.3 0.35 AC o 1 22,7 9 Q \ ... / ,l. : O W W
NIP I I I �- 0.52 AC 3 .� ®. �. n.. 90 _
ti� 1 "�A 1
v x 1 LL
\ 15,096 SQ.FT. / - / 3 1'/S 'I•y c,
'---•- N � :� � `ro. �,� :� �, 1 � a � 0.35 AC I � �, :n, �. � Al ,� �: .Ru :2,. �: a,, / .,. ,�:. / Q• 8089'y 90�1 �etr
N o NIP 404_k1LANDS ` o cc� \ 1 1
WRAY ALLEN THOMAS et cD / y-o�t�`'� ��- atr O p s 00
633808796721000 v �o _, 100
DB. 0556 ...NIP / 9 ��� 1 ( � \ / / 0
ZONE R15 O \ p J, 1 foll
I ®22.735 SQ.FT. ' FO N o-
s
♦ 0.52 AC oA. • -�. �,. �. R
z tt R35.00' I �T - �3 �
VICINITY MAP
F � � 1 I � / B• 08 � N
® / �s 9'6(Fc/r �. SCALE: 1 = 1,000 � .
1 0! R50.00 / ZO p?9 /F
1 N O
9 W
In •
31,180 SQ.FT. ` / f 00� fl /� U ■� z N
MELINDA F. NEWSOME E\1P 1 O / I 0 ` A, � � .: ® � ,: _� � / �. � q SITE �AT�A
r
6338087196683000 0 �a 1 N 0.72 AC I ` OFe(O �■■i tL' r-
% , , p, v O
/ 15,780 SQ.FT. 1
6 6 PG. 00288 0 15,435 SQ.FT. +
.01 0.36 AC N i Q o �9 Q�
0.35 AC ® / s nc' LOCATION. FOXHALL RD & CANNON BLVD. r-
ZONE R15 �. � � O \ ® k \ . : :, � , 7 99 FYAA
/ a;. O '1 S
. / ?p22 069 FRS cg. NEWPORT, NC 28570 � °�'
0. R3500 ®+q / % / N p 40 �(
10 x 20 UfIL7tY
O S
> OWNER. . BOB HILL ENTERPRISES.. INC.
o /'�• "� ` / o `` . q C i ROBERT L. HILL, SR:
1301 E MAIN STREET a
HAVELOCK, .NC 28532
�,, (252) 447-3117
/ `\ 80p Ski FAX: 25 447-
DAVIp L. MCKAY 6 11 34,068 SQ.FT. \ / ,® O ( 2) 3165
0
' 63380.$797557000 < �. \ \ 4 0.78 AC
DB: 0757' PG: 00014 h .
' 29,372 SQ.FT. \ \ ` 0.12 AC W/O WETLANDS, ' / .� .3
, / O,y S✓ � ADJACENT USES: R10, R15, R20-RESIDENTIAL.
ZONE R15 / 0.67 AC �, \ 35,610 SQ.FT. / ® ` / 6 Q
- r -1, - . 0.82 AC / ® pB�38q <. e0�,/� COMMERCIAL HIGHWAY (CH) _
- M ' \ �- Y:, ,... Y. _ .000 ,�, .rN � to >w ..m vM1, �:k »:.. bl vfrt / Oj4 ` -
- ` OPEN SPACE - , A / T 99 oN '14
?p`3/ p 3 2'9<FS PIN: 633808898315000, 633808898825000,
o \ . / , o .� _ r HF Rio 3 O 633808895400000
�' �,
, , // o NN
SSA \ TOTAL ACREAGE: 30,50 ACRES
do� /� /® B. � O 9 ✓ � ZONING:. R15-RESIDENTIAL - .TOWN OF NEWPORT
NEIL E. CHURCH & ti / o I O 9 9
ELIZABETH CHRUCH L /// \ ex�6A �� e o � > �s ogoq(( MINIMUM LOT AREA = 15,000 SQ.FT.
ONF p�.6opo� MINIMUM LOT WIDTH = 85' Q
633808798417000 , \ �� / /, :•_ ®® A Al A, , I � � .< � �\ �' � O
DB: 0832 PG: 00338 \ 1
O 3S BUILDING SETBACKS:
NIP
ZONE R15 g9 ' /�� #0 ® ,o i FRONT
\ \ k�9 ` / _ o ,.-404 WETLANDS, ® � � _ �
,,.� , <, ,� . _,•. : e � - � .` A< -, �� �. � .q. ;k ,., :�. �. �,� � SIDE -10 ■ ^
REAR 15 V
O x ` MAXIMUM BUILDING = '
N�G� \ °° _ © ®/ �. a. ,/ A. _ �, BU LD NG HEIGHT 35
404 WETLANDS \ 42,999 AQ.FT• ® // Na5L4'02"W WATER SUPPLY = PUBLIC WATER
\ TIMOTHY..E. HUNT
'Dc 633808797346000 9�� .m o ,< �� /' o h - _
�~y
� DB: 929. PG: 30 C�� r 1 � / �•• o '� / i. / .i, ''� `.,.\ : _"_'--:.� .,.1 25.69' _- _ 1 FIRE PROTECTION TOWN OF NEWPORTM (,� � •`C
ZONE R15 NIP 114,572 SQ.FT. i \ ' ® ®/ . o° I 1 IN85.34'02"W , r SANITARY SEWER = PUBLIC SEWER W 0 f~y
. 3:06 AC .�, / ` / s ®� /,�• I 1 25.3o I 1 I � � �, �■�.
� / 43,067 SQ.FT. I 1
/ / I I J I ROADS PUBLIC ROADS - TOWN OF NEWPORT
o� \ �\ 0 0.99 AC /� /�
JOHN E. NEWBERN / °,.. � ,� � � \ / �,x \.-- o. / Lu
°o f / ( / ' / o0 1 I PROJECT: ASHLEY PLACE SUBDIVISION SECTION 3
633868796322000 �` �„/_ , ao. / / ,✓ /,� �I 1 I� III [L w Z
DB: 0803 PG: 00581 � 100000'/ \
ZONE R15 ` ,i
41 ®� /® ^� WI I9 I 1 33 TOTAL LOTS PROPOSED: �'■ 4.
oo // o � , 4 \ �/ /o �oicV �I f Iw I I 1 LOT DESIGNATED AS ,.OPEN SPACE"
0
h /
`� =N •� \ 91,303 SQ.FT. / o I o 1 1
Ah, 2.10 AC '® J�J� I ItO i 1 I RECREATIONAL AREA CALCULATIONS:
/� ZI l0 32 I I 31 TOTAL TRACK AREA 30.50 co
\ , ,/ \ • V , ®/ Iz TOTAL NUMBER OF LOTS = 33
_ Al 57,580 SQ.FT. \ � ' ; I 1 I I I (VARIABLE DENSITY FACTOR). VDF
' 1.32 AC i \ x� o � � ,® - I 1 I I 1 I VDF OTABLE33=0.502
EIP gym . ', <\ \, cs O ` // 3. ,' / L I J -- REQUIRED AREA SET ASIDE = 0.32 AC m
/1/^q- °.' Ne I PROVIDED AREA < REQUIRED AREA = PAY FEE
o� / \ "� 7 F . / 20048�' - MM
o ! , - ,:. \ o ` , 40,3 3 SQ. T o, o _..... W
�.: / 55,026 AC FT; � � � ,� � / 0.93 AC
REQUIRED PARKS & RECREATION FEE:
�o 'o /' \ \�-_moo. /'/ i LOT 32 8t 33 EASEMENT TAX VALUE/AC X REQ. SET ASIDE 'rt
ryG F; // _ �4, x °\ �a � SCALE: f = 60' $514,040/30.50 AC X .32 AC = 5,393.21 Q
o a c� / ® / NON-CONFORMANCE ITEMS:
d
CL 1. ROADWAY: DEPTH COVER OVER PIPES <3
h / o de.0 �/ / Row RIGHT OF WAY Row 2. ROADWAY: HORIZONTAL CURVE RADIUS <135'
0� I ®/ . 28,105 SQ.FT. 0 50'
:. 9F // 0.65 AC o DITCH CL
we / / 15
® I BOUNDARY AND TOPOGRAPHIC SURVEY BY:
s /® 49,587 SQ.FT. /o o SIDEWALK SHOULDER PAVEMENT SHOULDER MUNICIPAL ENGINEERING SERVICES COMPANY, P.A.
1.14 AC' I F / 5 1.5 6 20 6'-�DVAR. CL 1140 BENSON HWY, SUITE 220
cne / o 00 0� ( \ F° 0 oo ® 1/4" / Ft. 3:1 1" 1/4 / Ft. 1 4 Ft. 1" / Ft. I GARNER, NC 27529
. 1
�� oo� ' /� , a o/ AVEL GRAVEL 3.1 VERTICAL DATUM = NAVD 88
// c // o /! 3 4, 1, HORIZONTAL DATUM = NAD 83/2007
/ ®® ,0 16 ( o \ o / PAVEMENT DESIGN:
e ` �`'° 1 1 2" SF9.56 6" PVC SDR 21 -�' 404 WETLANDS = 15.25 ACRES
: _x M.
�'`` 42,0.9 SQ•1=T I �x� ` 12 PVC SDR 21 / '0.98 AC I /0-.0 \ � / 6" ABC. SEWER FM, 4 OFF EOP
/ NEUSE RIVER CORPORATION WATER, 3' OFF EOP THE ENTIRE SITE IS NOT LOCATED IN ANY FLOOD PLAIN Z
i / Al
�., �,� �.,, � � �,/ „& 44 :�: � ,� y O / s338oss991P2o2o PER NORTH CAROLINA FIRM MAP # 3720633800J F
,/ / / 17,746 SQ.FT. DB:
PG: FOXHALL ROAD EXTENSION DATED JULY 16, 200
/ a
17
., / ®�� �x 0.41 AC ® TYPICAL SECTION THE SITE IS NOT NEAR AN ORW OR WITHIN 575' OF MEAN o Z
NOT TO SCALE HIGH WATER, AND IS NOT WITHIN ONE-HALF MILE OF & Q
EIP �' ,o ,o I 35,0.82 AC
FT �� ^� DRAINING TO SA WATERS.
.a ;xM ,rv. :m,. //a< a :r .�,. :as ®� :,z< ;a .�. s.._ /,:/ a ,e• ,/ ""♦ \ ` Ox / - -
i�� s// ,� Q° / CL
08 /
o \ NIP Row RIGHT OF WAY ROW
8 � j/ <
TIME WANNER COMMUNICATIONS / . o/ , Q IP 602
633808786845000 6 �El o/ o �� 1 8 \ �`'s. 9038�, aQ \ DITCH CL SHOULDER PAVEMENT SHOULDER
DB: 0753 PG: 0098 �"7� / O DITCH CL
ZONE CH / ` o-v' Q 7.0• 6. 18' 6' 6.0'
�' d a .,. , ® / 379 SQ.FT. d'y \ NIP \` 1" / Ft. 1 4" Ft. 1/4" / Ft. 1" Ft. 3: PRELIMINARY
\ EL'I VI't V/-1
h. 43,
' / 1.00 AC , \, e 3y,1V g,► GRAVEL GRAVEL 1 gN w
h. A, 411 ��. / ,o� ; p \ ®® � � ( ,I- 5,5 �5' �1�� ' NOT FOR l!\j�,fZUCT10N
,�"3 tp�c / \ y-0 \ `- \� --I1 (� „ P VEMENF9 5FB IGN: ���` A
ROAD CURVE TABLE '�•, / / �o EIp 2 PVC SDR 21 /
3' / „ cb c�, TOWN OF NEWPORT SEWER FM, 5' OFF EOP 6" ABC
CURVE LENGTH RADIUS CHORD BEARING 5229 �/ / 633808885852000 \ • s� PVC SDR 21 WATER, ..�
S j / DB: 1161 PG: 20Z 50 PROGRESS
C1 123.02 230.06 121.56 S44'55'25�'E 4 04'�^�e„ � / ZONE PG: \ ENERGY ROW 5 OFF EOP
C2 46.40 230.00 46.32 N35'22 46 W \ _
C3 107.43 135.00 104.62 S18'21'39"E , � RHONDA CT. 2 0
\ TYPICAL SECTION .N _
C4 73.25 310.Ot1 73.08 N87 40 07,E �•..� :;:::>s :..:::.::::::.:;:::::: ' L SEC / : • SCALE: 1 - 60
..::......::........... , • .. .
C5 51.94 310.00 51.88 N76.0.5'39 E CONNER-W LCC "�, '`: ° :;:"` b NOT TO SCALE (�
633811677422000 �'�` ::<;;:s: DATE: 5/1/09
f� ��/ gee �Iii1t, �`
DB: 1089 PG: 374 TOWN ��ppF N oar GRAPHIC SCALE DRWN. BY: NSG
ZONE R2o = :;•;. WELLHOUSE BY PROFESSIONAL ENGINEER
EIP �\ 0 60 0 30 60 120 240 ORIGINATING OFFICE: CHKD, BY: MLB
::::....
: : :. \
PP k „•, / ti-o MORENEAD CITY, NC PROJECT NUMBER
\ PH. [phone] M08003
( IN FEET ) FAX [phone]
= 60 DRAWING NO. SHEET NO.
i inch it
::;::; C1 3 OF _14

RYAN C. RHODES & MILDRED T. RHODES
y � JESS W. CONDON III &
633920709334000 DB. 711 PG. 695
3 4 KEREN K. CONDON
BENNY C. PARISH &
_ ZON
E R15
_ 633920801267000 ' SHEILA PARISH
S85'34'02"E 129.0 4EIP DB: 1207 PG: 393 I _. ...
NIP f -"..""'...- L 633920804650000
EIR "..-„,.a. ZONE R15 DB: 731 PG: 430
\. ZONE R15
\ o t SEE DRAWING NO. C1 ._l 983.11
y-o f I'- - .._. ECM
50 PROGRESS FOR EASEMENT t f
DESCRIPTION
ENERGY ROW �
wt t1 I 1 404 WETLANDS --�.. _ Co
DIANNE KINTZER & 1. waft N
MARIE BOYER � �. . ® 7 ----•-�,..... ECM � Q
v
�n 1 o
I 633920708066000 y
DB: 0800 PG. 00520 •0 0l 1 1uj
ZONE R15 z (f 1 / / Nkp
`
M '�C HLINE t 1 1 -
L: O N '
3 I 32 0 31 1 a az o ca00
17..79 SQ.FT. I i f / /, !F
1 O 17,872 SQ.FT. 17,881 SQ.FT. 29 s
\ y a4 AC 1 I O 1 1 7
17 889 SQ.FT. l /
- - El _ I a41 AC 17,897 SQ•FT. / i Z 4 m
17,902 SQ.FT. 17,902 SQ.FT. ECM
l 1 0.41 AC a 41 AC 0.41 AC
W pP 20 360.5
S0 �. � .N
`x .. .w. C :: :.
1 1 Z N
vE ...f._ unurr eA's� �
LVD. .- ".". R50 N
oo .DE.. ..,._uE �QEU
- 404 WETLANDS'
00 .,, UE --- R35.00 p
O - __--- 2+00 ...,,„ ...CIE I TYPICAL
----- - - CANNO - +-_`_'_ - 4+o0 147,567 SQ.FT. ' ��s w a
- - NIP N BLVD. E I - yea
XTENSION 60� - _ 5+00 G5 +0 3.39 AC / . a. ® ,: W. =u.
ROW - W
�-
N85'34'19• C� - 20 p - - - _.� i
i 'W \ ..:. AVED o :_ __ 6+0 C 4_ --i R35.00
i 27.5 W '- --- , O T
OT
"_• n
to
�� 1111 �
I ' JERRY W. PUGH r�cv s \ f At 4� e� A A / EIP N
00 JR 633808798866000 r� I 00 N
5000 eh 1 +
03 I X to
DB. 0698 PG. 00433 Z T = 11+39.s i
N
5000 ZONE R15 NIP / '� m
.o / .;: i 2
.Da
Row ROW GRAPHIC SCALE
N °-
RIGHT OF WAY
V
50' 60 0 30 60 120 240 v+ Z �y
DITCH CL flume
M
v w �
DITCH CL SHOULDER
PAVEMENT SHOULDER SIDEWALK »"' Z N .
E
.0. 6' ' 20' 6' - 1.5 5,
6 „ » „ IN FEET ) ' Q
Ft. 1 4 Ft. 1 4 Ft. 1/4 / Ft. 3H:1 V 1/4 / Ft.
1 inch 60 ft O c'
e-
3 3 ;1V GRAVEL GRAVEL
5. 5• x
,. 40
O
I
PAVEMENT DESIGN: � m
1 1/2" SF9.5B HIGH POINT ELEV = 31.06 O
�-6" PVC SDR 21 WATER, " 2 PVC SDR 21 HIGH POINT STA = 7+45.14
3' OFF EOP 6 ABC SEWER FM, 4' OFF EOP PVI STA = 0+00.00
PVI ELEV = 31.28
Ni v A.D. = -1.066355 v
CANNON BLVD EXTENSION m m K = 187.554853
TYPICAL SECTION 200.00' vc
NOT TO SCALE Cq 00 Cc
AIR RELEASE + 0 + M
HYDRANT 11 ao
35. 00 F 35. 00
FINISH GRADE m
m
31.28
HMRANT 2 Z ,
o' 29.48 y 0.3000q I
3 30. 00 Z
30. 00
- 0.313 o EX GROUND I -0.76649
way-._..�.....:. .. _p.___ �.___..e..�__.�w:.�_w. �..._.....
-t-
_ _ _ 2798 V
I
RIM,27.43 '
INV I25.76 Q
25. 00 _ - »
€ _ - sDR 21 PbC WPM
25. 00
� 4 SDR 21 PVC SS-FM - - I - -
- -
® 0.389� 3.23 SEPARATION I _ I j W � 0
I � � PhC WATERI',1AIN _ � ,
Q.
1 t ! 20. 00 ...� 4
2 0. 0 0 z I g -- !I saR 21 PVC SS-FM I t.1C L1,1 Z
o 2 45 BEND �- I o W Z
__ _�_ ._._ Q: __ S1 R. . __ . . __..__._ �____ ___._ . _ _ _ _._ __,___ __ _.T__-_.__ ._._ii_. .._ d o
NO �^ � � N p o0
�t 4
a
4 ( _3_ o:_ 3 e ... 3 Q_
U..
NN -----------
N
00
Q<W? �zZ W p_ nip I CL N i'ii O �5 >c O Q -
15. 00 Z)
15. 00 Z Z
pOp Co p .... ao � 'd- � cp e1- t� ►� ao o � � �
N v) •- N '1
� o �_ 4
O O O yj
O ^ 00 00 O N
O
-1+00 0+ 00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+ 00 10+00 11+00 12+ 00 13+ 00 � W
OWALL ROA XTEN$ION PROFlLE cc
HORZ: 1" = 50' Q
VERT 1" = 5' V
35. 00 35. 00
35. 00 _
c' AIR RELEASE m Q '
ELE SE o HYDRA T 14
_._.�__..-. : :..�...-._.... _. - o� HYDRANT 3 0 ,., _ z.�.._._..� �,.....-_... ...... . ... _
No o 0� o FINISH GRAD
_ ^ E7NISH GRADE o n N N o Z a
N N
a�Z o 30. 00
I 30. 00
30. 00 0.3200y - 30.00 1 -0.3000� 2 5
- - o
-Z�-11 ZT9e_._ 29 25 F 29 25
_-- _
RIM._27_..7.g _ _..� 2 98 ,H --._... - -_"._..___ - --- (yJ
INV 25 8
EX. 8 WATER ---- --- -- EX GROUND W
o J
I
.. EX GROUND 25. 00 2 5. 0 0 4 Z
25. 00 - - e =
- i-i 2" SDR 21 PVC ,_ »
� Sa -
R
21 PVC W TERMAIN J �
MON
CONNEC _TO_., �_T. PROFILE
EX 8 W HORZ. 1 - 50
SDR 21 #P
-FM J _ c7 n ,
2 0. 0 0 8 SDR 21 I VC WATERMAIN I -
20. 00 20. oo i � � Q
0 0
�.
W
Q ._ N eC N
$R
-
I �� is I a 15. 00
NOT FOR UCTION
15. 00 O.N 15. 00 T
'0
o N rn o "� + + + + ,Q� o
OO O p O #^ ± e1 �O to I� O N N w
O+Oo 1+00 2+00 3+00 4+ 00 5+00 6+00 -7+00 0+00 1+00 2+00
70 �O SCALE: AS SHOWN
CANNON BLVD. EXTENSION PROFlLE GRAPHLC SCALE ,- �. •• ..�� . .�` DATE: 511/09
" so 0 25 50 100 200 ' llilll'11 ``` DRWN. BY: NSG
HORZ: 1 = 50 CHKD. BY: MLB
BY PROFES ZONAL ENGINEER
VERT 1 n = 5' � PROJECT NUMBER
ORIGINALING OFFICE:
IN FEET ) MOREHEAD CITY, NC M08003
1 inch _ 50 ft. PH: [phone] DRAWING NO. SHEET_NO.
FAX: [phone] C2 4 OF 14

4 1 1 \
® WETLAND s ..,� r
r 1 .. go� 1 s 7"
NOW
00
MW
_.
�_ � ___ .�_ �..__- --1 i law ,� 1 � � . Ci �R Paved Area Composite C :
I
31.
� � a Drainage Area % Paved % Lawns
1 DRAINAGE AREA 2BO•5 / (Acres) factor
_� ----31.&- 2.00 A�i' - _�30:0 tg.5 29 2 ` \t�l ^ / \V 0.05 50.00 5000 0.68 ,.
_ a 1 Joe I
1' \ 2 0.15 60.00 40.00 0.73
_- 32 31 _ -\ / /
i \ 1_ _ O_ a
JT / 3 North 0.02 6.25 93.75 0.43 cb
t 29..- s @Z8
D/TCH 12B1/ / 3 South 0.03 2.11 97.89 0.41 �'��, Q
4 0.13 8,07 91.93 0.44
M. 0 O,. /
w._ _ ® DRAINAGE AREA 1281 w
5 0.10 55.56 44.44 0.71
c .�,,, ,t■,t■ _, ire__�_, 1 r DITCH' 12B2 A
/ 6 0.10 5.10 94.90 0.43, z
CANNON BLVD.: ® ® __... f - i, l \ a25 AC O N .::..:
Ili 404 WETLANDS 7 0.08 ]00.00 0.00 0.95 0 t°
v> '-- --
- _. yt ._..._ ' �1 0 Q ti.
,� N
} 4,: I - 0.09 56.25 43.75 0.71
no WN®/T s
- --
- _ .._
- - _ � 9A 0.08 ' , 27.59 -72.41 ° 0.55 �'
N �. "--r:
OR /NAGS AREA 7 P4 - 5o izo _ +oo _ ; ,k1� , , ; 98 0.00 0,00 loo.00 0.40 o �,
W m 'n en
1
0e 05 A�: , s+o / 10 0.11 44.00 56.00 0.64 �, N t`
D/ 1 / I _ , - _ / 11 0.05 62.50 37.50 0.74
�, \ P7
P5 _ a �N
ITCH 8
P3 1 \ � . ® 12B1 0.05 41.67 58.33 0,63
�Y� 1 `� �r N
DI '¢ DRAINAGE AREA 8 \ I 12B2 0.08 4.00 96.00 0.42 N
o / ,' 0 / U N
2 0.f AC P w� `L / P5 ♦ / 12A 0.05 41.67 58.33 0,63 0
' 19 \ I f I`� �' \i 1 ® DRA/NA�i'E AREA 12A ♦ , \ C for Pavement= 0.9500 SITE a Q
1 ' , � � < 8 ® w LL
1 t / /� >; �l�ll 5 a 12 ACMU
=T
0 2> n : ; DITCH 12A LL
DRAINAGE--V -` I , a ♦ o 0
I 2 1 D/TCH 11 / / r
1 { AREA 9A w ,� n ` Rev 3/27/09 ASHELY PLACE SUBDIVISION 3,NEWPORT,NC N
- ®/��/11(f c r I I€� 0.29 AC DRAT GE AREA 11 DRAIN. SUB TOTAL N
(jH (� „�.-•1 G \ i.- i e p� �" p / I TIME CONIC.(MIN) INVERT SLOPE VEL pp
0: V �DRAI AGG IDEA 10A /� STRUCTURE C AREA FLOW FLOW RIM!TOC INVERT IN PIPE HWL TYPE HW!D N
aOB AV / (IN/HR) INLET SYS OUT FT/FT (FPS) to
- - zfi + � / 1 0e AC l , (AC.) (CFS) (CFS) .. 0N.
404 WETLANDS _ _ ,� 2 ,
" '-•• s_ t' \ \ e' y - __. ` DITCH 11 0.74 9.70 0.08 5.00 0.58 28.88 28,62 0:0016 29.20 0.66 m
DI T6H OA 1�, - I N a
�.t�,:......
DI 3 28.60/29.00 26.93 BRICK DI-DOT„Dr,
@DRAINAt , DRAINAGE AREA 6 \ a.-• \3-:\\ \ a 1 •� '/ /'` ,.-� _ - 6.93 26.78 18 LF OF 12 27,44 1.09 HDPE 0.53 :.t •.::.. N ,
!O ,*rG Pic'
I f•✓P AC �1 .1 . a' f ` 1� ` ®_ , ® ® 0.83%
DITCH - P6 5.00 0.58 2 V
AREA 5 ., � \� � _.._ _., _ 'w
/ \ ' .�- O' s / ` `-., ''� '�_ _ - DITCH 10A 0.47 9.70 0,25 5.00 1.14 1.72 26,78 26,50- 0:0025 27.10 1.02 0.20 AC/ Foy \ 9A I \ z t"
`. ® M Q Q ,
<�`\\ /' / O,o �\\ 1 \ f � �,z �" r o � I ♦ DITCH 108 0.74 9.70 0.37 5.00 2.66 4.38 26.50 25.94 O,0030 26:81 1.42 � M
\ -
{ /
\. :t. \�\ d 1 f �f p 1 ® P8 5.00 4.38 25.94 25.82 40'LF OF 18" 27.15 4.52 J HDPE 0.83 �� w �
% ®ITCH 5 \ \ l 1 l / N I 1 ® @ 0.30% Z
� � 1
r f __ \ 3
` , f _ •,, - - w7®I� B®VNDAR l T I I e
f. i I' DITCH 98 West Q ram, ,,
ORA/N/4GE AR A 9B - � ,�,,.; •'. I -DRAINAGE AREA 10B
/ r 21 I as T
r m 1 0e 0fr7 C p '� 0e 3O AC - ® f DITCH 9A 0.55- 9.70 0.29 5.00 1.55 1.55 26.54 25.72 0.0031 26.27 1.W
1
:_'_. - A p i� 1 l V'1O 1 � `"• I ` DITCH 96 0.40 9.70 0.08 5.00 0.32 6.25 25.72 25.35 0i0028 26.37 1.51 )(
SOIL DESCRIPTIONS fG�, \ ITCH 9� /1 j ®® P1.BEAST) s.00 s.25 RCP pp
/ I'�
/ s , s5. .e...3, ,•_ .n .: 9F'.. � .l..1.. .51.. ..i t, ,. .. ?r , ::. „ .:: .. ,., 3 i _„ .,i ,.T:„, {�'.-: ,r '... ..
\ � 0
. , �.F r ! .�, ...4. 1. R .<.. ._ r:. ,<i.., •A:S,...... ,.wow'.. ,. r- ._hr S :aSr ,. .. ,..,... ., �.. ,. t. ..rr .- . ._.
Soil Types: �I l
, � ,.t.. .c 1n:44,.,.: -....., ,N_ 1 a .s......� .,., .,_ ..._ .r.s r .-..., th.,-.,,"t'A,•.��s:E�_w._.....,r, ,.. s ._...,- i. ,..'�,, ,.s,a.•.:,raMf`., � ., ..)xtldt�"it w�`,..rx,lray,rmaa<.
KuB - Kureb sand _: : _ : _.. , �
t,
' "A",
» / .I \ S `i \• r _ I �' �i ®_ ., ' j 12A 0.63 1Q98 0.12 5.00 0.84 27.80 27.44 0 0005 28.08 0.49
H droll is Class A , 4.81 Ac /\ ' ,� :�'cs , / -:
Y g ` 45 LF OF 15"
u _ / <� �., ,� \ P7 - 5.00 0.84 - 27.44 27.33 28.15 1.12 RCP 0.58 .'.
0-80 6.0-20.0 IN/HR / \. - f \ ti , t / t t �� / ` j 0.23%
/ ® 1282 5.00 0.84
r _ , f
t \ \ / ' 1281 0.51 10.98 0.25 5.00 140 27.80 27.33 OiW38 27.77 1.09
Ln - Leon sand, / \'\ � � � ' `� ( � 7 l
1i
ZP8 / DI TCH IOB / /� ,
H droll is Class "D", 1.44 AC / 11 1�; \e 9? ''' \ ® / 1262 0.45 8.48 2.00 11.00 7.64 9.88 27.33 26.03 0.0021 27.31 1.51
Y »g \ \ / /
0-22 6.0-20.0 IN/HR \ \ r.F fi,
7f \ ��' / / 31LFOF15"
n ® P4 11.00 4.94 26.03 25.93 @0.32% 27.65 3.12 RCP 1.62
22-58 - 0.6-6.0 IN/HR ^, ry•,. , J _ / /
» DITCH 13 F f��
DI 1{North) 11.00 4.94 :... .,.. . , ::, . ..: .
:. _ ff--11 1 /.
58-80 0.6-6.0 IN/HRH OP 1 \ / / // 0 / / 31LFOF15
% I / P4 A 11.00 4.94 26.03 25.93 27.65 3 12 RCP 1.62
/ @
0.32
t: ' ' / D,A 11,00 4.64 27,79/28.05 25.87 BRICK DI-DOT"D"
Mn Mandarin sand, .. . J \ ; / /
H droli is Class „W' 4.48 Ac 26; R` ! / / / \ 3 LF OF 15"
P4 Al 11.00 4.94 25.87 25.80 27.65 2.04 RCP 1.52
0-27 6.0-20.0 IN/HR of I(west) 11.00 4.9400
!
- F O
2 7-49 _ 0.6 2.0 I N/H R /�',.• F ,� � '. / / , P4A 2 11.00 4.94 25.80 25.76 0 28.06 5.i2 RCP 2.26
49-60 6.0-20.0 I N/H R , , / \ 1 ► / f
a. `1�X _ DI 4(West) 11.00 4.94- ►.
60-8Y' 0.6-2.0 IN HR Z ..'`/'
- / �"'' `' � \ � •/ 10, - .000 / �'�_ DITCH 7 0.68 10.98 0.08 5.00 0.60 28.00 27.54 O'0141 � 27.82 1.64 -
VA
DI 1 - 10.48 27.72/28.05 25.80 DI-DOT"D"
Mu - Murville mucky sand,
e `/ \� �� 404 WETLANDS / 57 LF OF 15" Z
H droll is Class D 19.77 AC / (G J "� cs \ 1 / / P3 11.00 5.54 25.80 25.74 27.56 4.56 RCP 1.59
-10" 6.0-20.0 IN HR ,✓,r. ,��G o. O\. : l A J 6+ G _ / - ® �. ® " // \.- DITCH6 (North 11.00 5.54 -
0 / �.,V/FIBS 7l k 1� ® West) "+ e
1 O-61" _ 2.0-6.0 I N/H R . , -,�!�:1kx w _ \ �, \ \ s DO - ®/ \ // // - DITCH 8 0.71 8.53. 0.16 8.00 0.97 27.94 27.43 0.0015 - 28,12 0,78 Cn
61-80" = 6.0-20.0 IN/H R E� 404 WETLANDS \(\ \ 1\ ' \ \ . / W
' DI 2 27.43/27.78 25.76 BRICK DI-DOT"D"
05?
® P5 8.00 0.97 25.76 25.74 18 LF OF 12" 27A4 1.41 HDPE 0.63 �!` Q /
o \ t s J
. :�' /®� cr
DITCH 8(North) ! 11.00 0.97 �j O
O 0. 5
DITCH 2 / DITCH 5 0.70 10.53 0:20 6.00 1 48 29.85 27.43 27.90 1.37
n ® /op
DI 4 6.42 27.43/28.03 25.76 BRICK DI-DOT:,D" Q �j w
/ 34 LF OF 12"
P2 6.00 6.42 25.76 25.74 @ a06% 28.00 5.81 RCP 224 ■
\ / / A/'► pI�` O �� / / DITCH 6(West) 11.00 6.42 O
\ // \-\ DRAINAGE A/�C.A \ / d /® DITCH 6 0.44 8.48 1.96 11.00 7,32 12.93 25.74 25.35 0,0010 27.59 1.47 � 1
®/ AC ® ®/ T ®// '/ Pt (North) 11.00 12.93 V
_ .,�5 N'
fi.R,u.s lK,. :t• ., , -, .', ,, a t >.'.! s.
/ 1.000,
E _
:, .�_r•
..
a
( .....d..,,r..,,,r:.,_R:ic,.`:f.rr x'.v�..1r,.u..� ,.".�.-„•.s..,..btu-��'u..F.,K..r�Y... .. _.._....*fiSx z .,x�.. y. s*-f' ....+..: r. ..r• V ..r, �� R: z,:.=r"�•,•
/ � 1 '. .�:�../'1 / ®/ ♦ .: �a+i�"a-i,.,�w''�,a.',7,.).�.�r�t�t�., ,.4. ..�<:�.. -�.. .,., a e,>,...3„��.. :,,?....... ,.i ...,,, r�«:,a.; .-,r7,,.«�,.��`.,,fia,., .�Yx_..�rt'�"aln,tz.a.,..�. w.s,e_��•-:�:.'.. V ��� U
DITCH 4 0.44 9.20 1.61 9.00 6.52 27.00 25.35 26.47 1.66
4,� , . -' -`'DRAINAGES /® / P
AREA 4 , (South)
9 00 6.52
..%,. ! _ .., ,_-t -, t N i`..5, 'rtr Y:,eo ",: .'a.. „ - ,;e.;' •�-: yr q,...f-rt
ca
:Ha xU ,,. a''"M s'.. ,v«.. .._'v � :., . n '<r r .4.• ,.,r t ,.c= .,...5 ., . 3t E .,.
.� -e.r£.. 2s'*'.-:Y,.. :; �'. ..:.,..1 „;.,st tF?'K _..,. �.,..`�h .n.t,,• JN:. .x.,-i,�,,Ki'..
,.v-y.,.,•-^�,'+.�.� i..•<-
"...1> ,
1.61 AC H. .r v..,.4 ... ,_s<.,. Y,; w.T .i•<..:s YY:. G+.:_ ,. Jr..r�'Y 5_ ',
,. ,,:;.:„ e:._:{. � �. ";.... .U.., uw•r+,°:, fi �. ,+n
...��: �.z,s ,.:�/ ®
P1&PIA 11.00 25.70 25.35 25.14 2EA 0 320F 35 27.66^r' 3.42 2 EA-RCP 0.77 W
DITCH 4 m
' 14 / 3 / ♦ olTct� ,3
- - 0.50 9.70 0.62 3.01 28.7 - :
/ O <� O. / / ® outtall 1 EXISTING
/ 6
i cr
�,,,ram, 't'. , YC- a,, , ,sT,sn.: fY•.::
j ,,. ....4,� "�1 � n.. j/ ..�.v.< :r, 7J. :r a _ � 4:.
-
: .,.- .. :, ,, s.., }g • � _5 T m. 3 s,o,r•e .,.,. <.xk,C.-.. .!.,. ..S(t .,.(C•..aC
/ _?,,..,).a..a..ka. '-d``.��4''.Ri,. .a,` .<..a.N' ,r r B' `s „ .s.r-.x„ -:-e. .t. >•< u� ,`�,:„. a
/ MAXIMUM BUA ALLOTMENT TABLE n�5
/ l� ®/ ® DITCH 2 O.72 10.09 0.23 8.00 1.68 29.85 28.50 0 0628 29.10 1.12
LOT LOT AREA IMPERVIOUS.AREA / ., ® / ® _ DITCH 1. 0.68 10.98 0.13 5.00 0.98 2.66 28.50 28.16 00015 28.92 1.34
NUMBER SQUARE FEET ACRES SQUARE FEET ACRES tti
/
CALCULATIONS ®' I .
LOW DENSITY CAL R.O.W.R.o.w: 117,7os 2ao D15
28.16/28.79 26.49 BRICK DI-DOT"D"
ROAD N A 50,092 ' 1.15 •_. 2 ® / Cy 31 LF of 12'
P9 8.00 2.66 26.49 26.47 2i i6 3.06 RCP 1.27
'MAXIMUM ALLOWABLE BUILT UPON AREA (BUA) R / 1 � ® ® @ 0.05%
TOTAL TRACT AREA = 1,328,560 SQ.FT. 30.50 ACRES SIDEWALK N/A 9,327 0.21 / \, / DITCH 3(North) 0.43 9.70 0.25 5.00 5,00 1.35 1.35 27.50 26.87 0,0079 27.23 1.40
1 f/ PERMANENT VEGETAION REQUIRED; "
1 17.746 0.41 8,885 0.20 /' \ 00,14 O00 GRASSCOVER OR SOD MEN.
1 � DITCH 3(South) 0.41 9.70 0.32 5.00 5.00 0.96 2.31 26.87 26.47 00044 27.07 1 38
PROJECT AREA t,328,580 SQ.FT. = 30.50 ACRES - �
ROAD = 50,092 = 1:1$ ACRES 2 28,105 0.65 8,885 0.20 O / ® ExlsnNr DITCH
_ de 8.00 6.32 O..0029
SIDEWALK = 9.327 SQ.FT. 0.21 ACRES 3 40,373 0.93 8,885 0.20 <� \ ® e" TOPSOIL MIN. brithaven outta0
1 y DRA/NAG'E REA 3N , 4EA-6"Drop-In I I Z
1 \ \ V 6' HDPE Corregated !
4. 91,303 2.10 8,885 0.20 / \ F` / / Grates'&Basin
U AREA (BUA): O _ _
A BUILT UPON A E B ALLOWABLE
MAXMac � ,. , r � .. -, ,. , , . ..
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ROAD OTHER
IMPERVIOUS S DE FACTOR)R 0 LONGITUDINAL 9 , .,'� rl ., ,,,,s* t :+.:w , .c r , „ .tr,,., - . . ,. ,, .rr. „R A DENSITY AC 0 IAN AL TAPE < 2fG MAX ' _. � ..BUA (PROJECT AREA E x r t .-.
43 067 0.99 8 885 0 20 � r . ,<4 � _ >7 : . ,.. � _ �,. _.. , ,) 5 F �' ,�r ... Fx a , r.,## yyw�' <...
/ •''. �'.'�,:kl�Et. �:�Pt,sst''° �'.,.,....,e,. er' '�1'3.�'�� "�. '�n1`�"�
1 . I. f�,r '� '"�..,..:,..'z..r. �� k...,.... .t...',e ......... ..... .. .,.. w.:,�•J;... -�'., ,� r.. sys'ri=r...+,.,.
_ T MWA RULES 6 42,994 0.99 8,885 0.20 / �l/1L \ C / 1' BC 1[
DENSITY FACTOR 24� (UPDATED COASTAL S OR TERM , _ 1 � c�k DITCH 3N
/ LOW DENSITY OPTIONS FOR PROJECT NOT NEAR ORW, 575 OF MEAN 7 34.068 0.78 7,862 0.18 \ a /
v / a % / t^
HIGH WATER, AND NOT WITHIN ONE HALF MILE AND GRAINING TO SA WATERS. 8 17.720 0.41 7,862 0.186) / ti ® TYPICAL DITCH SWALE SECTION v J
/ MAXIMUM IMPERVIOUS = (1,328,580 0.24) - 50,092 - 9,327 f Darafion
= 318 859 - 59,419 259,440 SQ.FT. 9 22,735 0.52 7,862 0.18 Z
' O I / \ ® N.T.S. ��ilnnn on-IDF 5.00 6.00 8.00 9.00 10.00 11.00 15.00 O
00/ t F
BUA / NUMBER OF LOTS = BUA PER LOT
10 15,435 0.35 7,862 0.18 / Inter lahon 10-Year 9.70 9:31 8.53 8.14 7,75 7.51 6:54 a
259,440 SQ.FT. / 33 =-7,862 SQ.FT. 11 29,372 0.67 5,200 0.12 I / DRAINAGE AREA 1 ff / 25-Year 10.98 10.53 10.09 9.20 8.75 8.48 7.40 C>
i /► N Q
12 114,572 3.06 5,200 0.12 / a f3 AV ` 's�"� t ♦ Peak Dischai e-Rational Method W t • ,
MAXIMUM BUA VARIES SEE TABLE: DEED RESTRICTION LANGUAGE AS REQUIRED ON I `'� g C3 W Q
FORM SWJ-101 SHALL BE RECORDED AS A RESTRICTIVE COVENANT. A COPY OF THE 13 57,580 1.32 7,862 0.18 / ', o DRAINAGE A 3S
,� i G AR Intensity Intensity 25 �/ J
RECORDED DOCUMENT SHALL BE PROVIDED TO DWQ AND THE TOWN OF NEWPORT 1 DITCH 3 Drainage Area C factor Tc Area Q 10 Q 25
WIT EO 14 55,016 1.26 5,200 0.12 ( 0.24 C 10 yR yt
WITHIN. 30 DAYS OF PLATTING AND PRIOR TO SAL OF ANY LO � .
49 587 1.14 2 700 0.06 / ®®� t, .00 -r; 1 0.68 5.00 9.70 10.09 0.10 0.65 0.74 V
15 / N., \ 2 0.73 8.00 853 10.09 0.25 1.56 1.84 .,J
ASHLEY PLACE 3 16 42,588 osa 7,862 0.1e / LLh.I
, ( ®/ � .� 3Nonth 0.43 5.00 9.70 10.98 0.32 1.35 1.53 � Q
STORMWATER MANAGEMENT NARRATIVE17 35,544 0.82 7,862 .. 0.18 DITCH 1 1 3South 0.41 5.00 9.70 10,98 0.24 0.96 1.08 V
18 43.379 1.00 8,885 0.20 1 / \ 4 0.44 9.00 8.14 9.20 1.61 5.82 6.58 Q V
The existing site is an undeveloped, moderately wooded, 30.50 acre tract bounded by the / 19 15,024 0.34 7A62 0.18 ,r �,\. 5 0.71 6.00 9.31 10.53 0.18 1.18 1.34 Z
North Carolina Railroad to the East Ashley Place 1 a realty subdivision & Cannon Blvd.
NO Y Y 20 15,385 0.35 7,862 0.18 / // "`,. � 6 0.43 11.00 7.51 8.48 1.96 6.30 7.11
he South. 50% of the site / 7 0.95 5.00 9.70 10.98 0.08 0.74 0.83 Q :
to the West and Bnthaven Nursing Home and Foxhall Road tot 21 15,780 0.36 7,862 0.18
04 wetlands under US Arm Corps of Engineers jurisdiction. A high voltage / \ 8 0.71 8.00 8,53 - 10.09 0.16 0.97 1.1s W
contains 4 Y p g 1 g g
li traverses the existing site. 22 35,610 0.82 7,862 0.18 { . a 9A 0.55 5.00 9.70 10.98 0.29 1.55 1.76 Q
transmission line owned by Progress Energy of the Carolinas t s g 1 8 \ Qr
The proposed subdivision was designed to meet the Low Density requirements for the
23 31,180 0.72 7,862 0.18 O 9B 0,40 5.00 9.70 10.98 0.08 0,31 0.35
24 15,096 0.35 7,862 :' 0.18 �' �.� 10A 0.64 S:00 9.70 10.98 0.25 1.56 1.76 PRELIMINARY
p f^� n' /� p �/
coastal stormwater rules effective October 1, 2008. Most of the proposed development / v t 1 \EL I MI V A \ 1 }
I 25 22,709 0.52 7,862 0.18 / ® IOB 0,74 5.00 9.70 10.98 0.37 2,67 3.02 °°
falls within Kureb and Mandarin sands which are very permeable. The 33 lot Realty /
' ' ' 147 567 3.39 8 885 0.20 // / 11 0.74 5.00 9.70 10.98 0.08 0.58 0.65
Subdivision was designed using Low Impact Development methodologies, Including no 2s / r
0 o v � 12B1 0.63 5.00 9.70 10.98 0.12 0.73 0.83 -NOT F�� '1'i1 }� V�.T��N
curb &gutter, grass shoulders, flat(all less than 1 /o except one Swale at 1.41 /o) shallow 27 17,902 0.41 81885 0.20 / 1,t �/�
f 12B2 0.42 11.00 7.51 8.48' 2.00 6,34 7.16 �� /
roadside ditches, and grassed yard swales between lots. A minor amount of piping is / 28 17,902 0.41 8,885 0.20 / / \ �� AR i r )
12A 0.63 5.00 9.70 10.98 OA2 0.73 0.83 ` `•, < v J
used to transfer flows from one ditch to another with two primary outfalls from the site;an 29 17,897 0.41 81885 0.20 / ;• /
itch to the West and an existing large drainage ditch to the South /
existing large drainage d g g g TOTAL= s.o9 'Q
30 17,889 0.41 8,885 0.20 /
(runs parallel to railroad). Four 6,grated inlets are proposed within the roadside swales 17 1 a o. o / / T�=Tirane of L^0.77r
31 ,88 0. 1 8,885 2 J
whereby recharge waters are discharged to the wetland at non-erosive velocities.. The / / Concenti-Ation x9�l�n To o.007s S^0.38s Z� '
grass ditches and yard swales provide shallow flow conditions to remove sediment an
d 32 17,872 0.41 8,885 0.20 "Zw„ �/; 2 70 ;O� SCALE: 1 = 60
33 17,799 0.41 8,885 0.20 '� :;:. :r. pc? '.•4l �•:�` DATE: 511109
treat stormwater, alongwith providing adequate storage of flood waters and the �� �/ ., G �;.•
p � GRAPHIC
+��pp A 7-�LT�T SCALE
•• ... DRWN. BY: JLM
TOTAL 1,328,580 30.50 318,865 7.32 ��.� Gil AP C1IC
difference between pre and post development conditions on the site. / ' ;; ;�::::;;;;��� i�
e ® y � 60 0 30 60 120 240 ;
MAX BUA MAMMUM(ALLOWME) BUILT UPON AREA \ 1111 �11�� CHKD. BY: MLB
The subdivision's Low Density requirements for the coastal stormwater rules mandate a '�•. :;;_:,;.:;. TOWN OF NEWPORT PROJECT NUMBER
of impervious area per lot. A home owner's association HOA TAM BY: MUNICIPAL ENGINEERING SERVICES COMPANY, P.a \ WELLHOUSE �5 8Y PROFES ZONAL ENGINEER
limited maximum amount p p ( )
v' h maintenance of the stormwater management system. The HOA charter ►w:cH 2s,2A08 ORIGINATING OFFICE:
will provide the m a s 9 Y O \ , ;`'is:: M080G.3
includes deed restrictions and covenants that state the maximum built upon area BUA / : ;;. IN FEET MOREHEAD CITY, NC
allowed per lot. A chart showing the maximum BUA is also included in the construction / ..:.;... 1 inch = 60 ft. PH.' 252 �26-9481 DRAWING NO. SHEET NO.
P (
lans on sheet number 7 entitled Draina e Area & Stormwater Calculation Plan.
p g ::::: .: ::::.. FAX.• [phone] DA 8 OF 14LL

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SEE` DITCH - PROTECTION CHART
67 sca�E: i" = 25'
GRAPHIC SCALE
.,/'/, . F � ♦♦♦� DATE: 5/1/09
ON E1 �
25 o 12s 25 so goo vi � •�••• ••eeee``♦♦ DRVVN. BY: NSG
//11111�111e CHKD. BY MLB
* PROVIDE HARDWARE CLOTH & GRAVEL BY PROFS s�ONAL ENGINEER
PROJECT NUMBER
OR1GNABNG 0MCE,
INLET PROTECTION AT ALL DROP INLETS t IN FEET ) MOREHEAD an; NC M08003
SEE TYPICAL DETAIL. 1 inch 25 ft- PH: (252) 726-94'81 DRAWING NO. SHEET NO.
FAX [phone] GDS1 9 OF 14

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101, � ,� - I I 1 YARD SWA
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0
/ / � �, ,.f : ' � ��' r, ,';� —~ x' I � 1 I ! J` � 1 / . BETWEEN ALL LOTS.
/ ♦ ,�.. _ i I I ®� ? / 10 x 20 UTILITY EASEMENT - _
/ E �j\ -o I I I ----- —=------/ ————————————————— ----
/ / n , b,, �j� p I I / /
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PRELIMINARY
}
m
* SEE E1_ FOR RIP RAP APRON DESIGN
NOT FORe��_ >�T UCTION
CHART. ` ♦♦♦°°� R '''�
* MATTING REQUIRED ON ALL PROPOSED ••
DITCHES. SEE DITCH PROTECTION CHART
GRAPHIC SCALE. ��.,', O 70 SCALE: 1" = 25
ON E1 '
DATE:.• 5/1/09
25 o 92 25 so goo ' /� 1����°°♦```` DRWN. BY: NSG
11111�
* PROVIDE HARDWARE CLOTH & GRAVEL
BY PROFESSI NAl. ENGINEER CHKD. BY: MLB
INLET PROTECTION AT ALL DROP INLETS, ( nit FEET > PROJECT NUMBER
oR�aNAnNc • cE:
SEE TYPICAL DETAIL: I inch = 25 ft. MOREHEAD CITY, NC M08003
PH: [phone] DRAWING NO. SHEET NO.
FAX: [phone] GDS2 10 OF 14

r
FENCE,SILT TYP
I ( .� ,� �. ANDS
-- LIMITS>___ ___ __ ___ ._._ w- , LIM. �S OF --- --"• 404 WETLANDS
1
R I
PERMANENT DIVERSI BE _� r ,. .. �-- "�"" �...-` --- �% - � �.. NOTE. 3 MINIMUM
go
PROTECT OFF-SITE
.: _..I ,_ _.- ._,..� I. --DISTURBANCE , ,, .r � 1 � ..� 1� ., .,
\ � ..:: __ -; . --- . ; � � _ .,L ., ,,�.�, x �" •.. TOP SOIL REQUIRED
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PROPERTY. \ ti
. TYP I ,� _. .� -._. .. _ . �\, , / ON ALL DITCHES / \
3.1 SIDE SLOPES, , , , I \ C I I > �,
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2+00 4+ �- -o av+SO 6+0
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N BLVD. UCTION - - _ - - - - - - - - = - - - - --�-�-
CaNrlo NO C�NSTR f� •I-- -+-- +- , +-, -+- _ -+- -+- � ;- , M � � . .
U!'ml ' 1► BLVD. EXTENSION - J _ / ® ter. N
i \ N B (50 .ROW 20 PAVED) o � ! /
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TRAFFIC ALLOWS \
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• 1 STAGING & � i1 �'` I ;` ( �e \\• 11 _ e ,...TO 01L
x � l - -� .,� WITH WEIR, TYP
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1\ ,1 - -- I & OUTLET PROTECTION ON
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- - 4 WE \
�-- 40 g \ } \ PROPOSED STORMWATER IPING. / Sol DESCRIPTIONs ry
t I '•�. ;v . --. - ,; J ,, g ,. _.., _ � �. • � / Soil Types:
\ \, / f
\, / /
t ♦ ■
- •f• .-~-• \ ti.� 1 w'\ \ � \. 1 ,-` / (: _ f�c I � _._ �l � � �- -- KuB - Kureb sand, _ w "'� Z N
/ p I ` / Hydroligic Class "A", 4.81 Ac r'
/ \. \ \ � \ / _,._. . ti 404 WETLAND6 0 80 6.0 20.0 IN/HR
�' Ln Leon sand, a>
/ , \ H d roll is Class "Cr, 1.44 A X
♦ 2 6.0 20.0 IN/HR
O \ \ v ♦ / 22-58" = 0.6-6.0 IN HR m
I / »
O
s, Q \\ } ( 58-80 - 0.6-6.0 IN HR
♦ 4- gyp, Mn - Mandarin sand,
\ � / ( Hydrohgic Class D 4.48 Ac
v / 0-27" = 6.0-20.0 IN HR
/
X e 27-49" 0.6-2,0 IN/HR
\ _ /
♦ , + �� \. <..� � `� � \ I /� /�/ 1 � � e v ♦ 49-60" = 6.0-2Q0 IN/HR
v \
♦ / \\ \ ` °a �. --' � ... \ / 60-80" 0Joe .6-2.0 IN/HR
/ NOTE: US ARMY CORPS OF \- N
` \� ' f " / Mu Murville mucky sand,
♦ Hydroligic Class "D, 19.77 Ac• ENGINEERS NATIONWIDE PERMIT \/ v ` '�}ll \�'t! �! \ F / 0-10" s.o-2o.o IN/HR
LIMITS O _
/ MUST BE OBTAINED BEFORE ANY ® �,
\ 10-61" - 2.0-6.0 IN/HR
�? �� �v.�I ! �` DISTURBANCE ` / ! 61-80" = 6.0-20o IN HR
_ \ ' I °ACTIVITY ON SITE. `
ASHLEY PLACE SUBDIVISION 3 \ -
O-YR PRE POST SITE RUNOFF CALCULATIONS: TEMPORARY DITCH CROSSING, _. \ ' �.t r/.f \ _ - ' ,/
1 , •-�\ r - 4 / v 3/25/2009
SEE DETAIL AND '
LAND I-10Yr (in/hr Area (PRE) Area (POST) Q10 PRE Q10 POST ;•\ `f \ \ \.
C CONSTRUCTION SEQUENCE
PRE POST AC °J. AC % (CFS) (CFS) / �� "i ;'''.'(`� \� 1��O x \'` / 4 I v/ v ASHLEY PLACE SUBDIVISION 3 : DITCH PROTECTION CHART N
USE FOR INSTALLATION r 00
WOODED 0.25 7.18 7.51 11.03 36.16 6.89 22.59 7.16 2.92 r r
4.59 1.68 0.1 s PROCEDURES. i - �� - \ \ _
MEADOW 0.40 7.18 7.51 4.22 13.84 1.40 \ _
�` + ��'',` \ , ® ® SLOPE Q CFS BLANKET BLANKET \ SHEAR. SHEAR V- ■ ,�"
WETLANDS 0.00 7.18 7.51 15.25 50.00 14.89 48.82 0.00 0.00 F:� �.`f \ ill � `� ) \ + , ' ® DITCH LENGTH DISTURBED
FT/FT DESIGN MATERIAL TYT'E ALLOWED DESIGN DESIGN
\ .- G%�`r''� � ® � � 1. ..,, k \ \ ,i � S / DESIGN
IMPERVIOUS 0.95 7.18 7.51 0.00 0.00 7.32 24.00 0.00 12.53 / �! \ `\ \ x /
,' ' 1 233.98 0.0015 0.93 S75 12m Temp I.34 1.55 0.08 0.77 +■.�: O
�,,/ " \
TOTAL SITE (30.50 Ac) 8.84 . 15.64 : , r...- ? \ ` ,
\ '/ v 2 475.40 0.002$ 1.61 S75 12mTemp 1.12 I.55 0.12 0.81 �/�w
Q, ., \ \ '•, \ I ✓ , v 3 North 79.39 0.0079 1.05 S75 12m Temp 1.40 1.55 0.25 1.09 iM
Tc (PRE) = 12.3 Min. J r ; • f\ \ y \ \� /
lye , WETLANDS LLI n= Q
- 1.0 Min. =i'r� \ 3 y ' \. ' / 404 / 3 South 91.86 0.0044 1.28 S75 12m Temp 1.17 I.55 0.25 ^^
Tc (POST) - 1 ,`,J : ,�.. { � .� ._.� � \ 1 � • \ ;,l r ® � (/, V �+
\ \. '1' 3 \ v i- - 4 553.04 0.0030 6.52 S75 12mTemp 1.66 1.55 0.12 0.83 +.ft
! " /
J , \ `\ `f' ,�' / / 5 454.44 0.0053 1.48 S75 12mTem 1,37 1.55 0.19 098
EXISTING __ ,1 p
.
DRAINAGE 6 386.77; 0.0010 7.32 S75 12m Temp 1.47 1.55 0.08 1.06
LEY PLACE SUBDIVISION 3 f, DITCH .. `�, �'' :\ '`\ \ \ \ \. , 7 32.76 0,0085 0.60 s7s 12m Temp 1,64 1.55 0.26 1.0$ '� Its W
ASH f` CHECK DAM ' 1.55
EROSION CONTROL NARRATIVE
CHE / 8 334.70 0.0015 0,97 S75 12mTemp 0.78 0.06 0,56 �,
WITH WEIR, TYP , 0000< 9A . 262.22 0.0031 1.55 S75 12mTem 1.06 1.55 0.13 0.83 'G
for a residential subdivision in the / �� "d - - ( \ \. '�- - 1
� 9B 131.61 0.0028 0.32 S75" 12m Temp 1.5.1 1.55 0.19 1.34 O w
PURPOSE. To construct the primary infrastructure �`, .���5 �' \ \ 1 I o
Town of Newport in Carteret County, NC. The plans shows the grading, drainage and - �,�� DS 1oA 113.30 0.0025 t.I4 s7s I2mTemp 1.02 I.55 o.tl 0.�9 ■''J W
To p Y �/.�r•• � 1• 404 WETLANDS � '� \ ,\ ® v �..
erosion control measures necessary to prevent the transport of sediment off the site. %S�p� ti \ \ t \\
10B 185.48 0.0030 2.66 S75 12m Temp 1.42 1.55 0.18 1.19
"v 162.85 0,0017 0.58 S75 12m Temp 0.66 1.55 0,05 0.48 ■•..�
METHODS: The project site is undeveloped and consists of 30.50 acres ��0 `� \, �� -� ( \ ® ' / /
.MEANS AND METRO p } p S
0 � , `'• \� / 12A 121.08 0.0005 0.84 S75 12mTen?p 0.49 I:55 0.02 0.36 � O
-located between Foxhall Road to the South, Cannon Boulevard to the West, and the g / } y- ` -
loc ' o
half Of the site consists Of 404 � - �✓ 1•, Y. \ \\ v' ®® � � 12B1 122.09 0.0038 1.40 S75 12mTemp 1.09, 1.55 0.14 0.85 S
North Carolina Railroad to the East: Approximately - /�y�
W Wetlands and the design is focused on minimizing impacts to these wetlands and other I , S \ / � 12B2 618,18 0.0021 7.64 S75 12m Temp 1.51 0.16 1.33 W
"
� e 9 \
Low Impact Develo merit methodologies, such as �� `,, � \ k"o H ,® / s
I surrounding areas through the use of p p g ` 0 13 l00.00 0.0010 3.01 S75 None 1.55
minimal) sloped roadside ditches. The soils are predominantly Kureb and Mandarin `' __'1 /`
y p \ '� \ / �, NOTE: V DESIGN=MANNING N-BARE EARTH-N=0.035,TR-55 REFERENCE LnLLy,
sands; and Murville Mucky Sand is located at or in proximity to the wetlands. The ��. \\ �\\- ®' ✓ NOTE: ALL DITCHES SHALL INCLUDE GRASS SEEDING UNLESS SPECIFIED OTHERWISE
I occurring at slopes of 5% Or less. With �° / NOTE: MATERIALS SPECIFIED AS MANUFACTURED BY NORTH AMERICAN GREEN PRODUCTS ORE EQUIVALENT
existing topography is very flat, with natural grade g p y`�\ / Q W
g pLIMITS 0F D STURBANC �= 4. 59 A \the presence of sandy soils and minimally.sloped topography, several basic design � �` `� • �" � �® �•.
i } \ '': ,v SC250:STAPLE PATTERN E,FHWA TYPE SA,B AND C-PERMANENT COMPOSITE TURF REIN FORCEMEN'C;TOP&BOTTOM NETTING HEAVY DUTY UV
elements have been employed to effectively keep sediment from transporting off site. A
gravel construction entrance.will prevent sediment from leaving the site via truck traffic,
,/ POLYPROPYLENE AND MIDDLE NETTING ULTRA HEAVY DUTY POLYPROPYLENE, 100%BIODEGRADABLE,70%STRAW 30%COCONUT FIBER
'v ®v ``�i \ J ® �' ) '
i and silt fencing is used to divert and infiltrate clean flows, and double rows of silt fencing t,\ -
1 is proposed for further protection of wetlands. By incorporating check dams with weirs / S
into the proposed ditching, the roadside ditches serve the purpose of sediment storage �' '' ' ,�
not required, erosion control blankets are proposed as reinforcement for f '" xo , v'
ASHLEY PLACE SUBDIVISION 3 DITCH SLOPES
areas.. Althoughq , _, '� \ � �.
the low slope ditches to further convey runoff flows at non-erosive velocities, and inlet ASHLEY PLACE SUBDIVISION 3 1 \ \�1 � '
DRAINAGE INVERT SLOPE SLOPE
provided for all structural stormwater elements.
is , ,' e DITCH LENGTH(ft) INVERT UP Tc Cal min
and outlet protectionp EROSION CONTROL \ - sc.' ® / AREA(Ac) DOWN ft./ft.
CONSTRUCTION SEQUENCE ' \ , ~� / •/ 1 0.10 233.98 28.50 28.16 0.0015 0.15 6.44
3/27/2009
o `\ , 2 0.23 475.40 29.85 28.50 0.0028 0.28 8.59 --)
c,
ASHLEY PLACE SUBDIVISION 3 -CHECK DAM WITH WEIR DESIGN CHART
NOTE: All construction traffic MUST enter and exit through the proposed ' '�` O d \ ,/ 3 North 0.32 79.39 27.50 26.87 0.0079 0.79 1.46 0
LIMITS of Q10 V 10 WEIR 'WEIR LENGTH WEIR LENGTH APRON -subdivision entrance off Foxhall Road. NO TRAFFIC IS PERMITTED ON CANNON , �`
LOCATION C INTENSITY WEIR ELEV REQUIltID PROVIDED LENGTH ' v \ \,� � a � v 3 South 0.24 91.86 26.87 26.47 0.00�14 0.44 2.05 �.
SIC) DIST.AC CFs Fis HEIGITT( BOULEVARD. / I \ \ �\ ®, 4 1.61 553.04 27.00 25.35 0.0030 0.30 9.47
Foxhall 5+60 0.28 0.35 8.14 0,80 0.91 1.00 27.02 : 0.91 6.67 3
p ,' I \ ��t�'�ooe / �� 5 0.20 454.44 29.85 27.43 0.0053 0.53 6.51 0
Foxhall 0+05 0.19 0.35 4.70 0,65 0.99 1.00 27.47 0.73 9.77 3 Permit for 404 wetlands impacts must be obtained PRIOR TO ANY O
> "-\ ` \\ '® - v/ - 6 1.96 - 386.77 25.74 25.35 0.0010 0.10 10.92 a-
Ditch 9A outlet 0.28 0.35 9.70 0,95 0.93 1.00 26.74 1.08 6.22 3 CONSTRUCTION OR LAND DISTURBANCE ON SITE. _,•
+ a U
10B outlet 0,50 0.35 9.70 1.70 1.10 1.00 27.00 1.93 7.03 3 ` ` � '
Ditch7 0.08 32.76 28.00 27.72 0.0085 0.85 0.72 v
o.so 2s.00 0.39 3.90 2 A reconstruction meeting with engineer, contractor, and town must be conducted before I / �- \ \ ®NOTE 3" MINIMUM / / 8 0.16 334.70 27.94 27.43 0.0015 0.15 8.33 `�
Camion 6+80 0.10 0.35 9.70 0.34 0.37 p \ \`
a�mon 0+50 0.73 0.35 7.51 1:92 1.06 125 27.75 2.18 12.30 4 any site COnStrUCtlOn Or land disturbance., �` t ` \ ' ✓' / w
C ► } TOP SOIL REQUIRED 9A 0.29 262.22 26.54 25.72 0.0031 0.31 5.23 Z
E WITH NCDENR CRITERIA,SEE SECTION 6.8TAND FIGURE 6.83a IN •. n 11 ' \ W v O 9B 0.08 131.61 25.72 25.35 0.0028 0.28 3.21 ,
NOTE: CHECK DAMS WITH WEIRS SHALL BE INSTALLED IN ACCORDANc A Disturb as little land as possible t0 gain access t0 construction entrance and silt ,Y F 0 N ALL DITCHES v / 0 25 113.30 26 78 26 50
THE SEDIMENT&EROSION CONTROLBW MANUAL. fence installation areas. The intent is to limit initial disturbance, install l0A 0.0025 0.25 3.00
STONE CLASS B TO THE LINES AND DIMENSIONS SHOWN ON THE PLANS ON A FILTERFABRIC FOUNDATION. construction entrance and silt fencing at perimeter areas. ' \�
NOTE: PLACE STRUCTURAL ( } g p , _ i \ \• ,/ lOB 0.37 185.48 26.50 25.94 0.0030 0.30 4.06
THE CREST WIDTH OF THE DAM SHOULD BE A MINIMUM OF 2 FEET. Construct temporary ditch crossing. o I \ '
UPSTREAM SIDE OF THE DAM WITH#s OR#s7 STONE A MINIMUM of 1 FOOT THICK. � / 11 0.08 162.85 28.88 28.60 Q0017 0.17 4.57 rW^
NOTE: USE CLASS BSTONEANDLINETHEUPS ,� • Prepare staging and storage area. Stabilize bare areas immediately with gravel i® v,
THAT IS 3 TIMES THE HEIGHT OF THE DAM,AND WITH A MINIMUM WIDTH OF 4 FEET. UNDERCUT f /
NOTE: PROVIDE AN APRON WITH A LENGTH � � e 12B1 0.25 122.09 27.80 27.33 0.0038 0.38 2.68
and temporary vegetation as construction takes place. p .. S 12B2 2.00 618.18 27.33 26.03 0.0021 0.21 11.80
THE APRON SO THAT TEE TOP OF THE APRON IS FLUSH WITH THE SURROUNDING GRADE. . Construct temporary diversion elements at existing ditch IOCatIOnS STA 8+75 i/ � \' � �` O EXISTING V
NOTE: EXTEND THE STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE CHECK p rY g ( , I , �, /v / 12A 0.13 121.0& 27.80 27.44 0.0005 0.05 6.01
N AT 2:1 OR FLATTER THE DI and 9+50 on Foxhall Road Extension and at Heather Court). Construct v \ \�\ \, \` / �S DRAINAGE / >
DAM. KEEP THE SIDE SLOPE OF THE STONE
NOTE: THE WEIR LENGTH IS VARIABLE TO TTIE SIZE OF THEDISTRUBED DRAINAGE AREA AND CALCULATED PEAK RUNOFF. THE MINIMUM permanent diversion berm at STA 0+00 Off proposed Cannon Blvd as required. / `, \ "$ DITCH / -- Z
WEIR LENGTH IS To BE SIZED AS FOLLOWS:Wt.)=Q peak(cso/0.88 • Clear and Grub Site I ®' \ 7 /
Construct the Check Dams with Weirs, see detail. � .�
/ PREL 1I�1 NA R Y
Perform mass grading operations. 1 '� \ { ® LATITUDE = 34. 8000° °�°
ASHLEY PLACE SUBDIVISION 3 RIP-RAP APRON DESIGN CHART • Install stormwater structures, provide inlet and outlet protection devices during , \ ( e = _ o NOT FOR ,� UCTION
7 ry q T
PIPE DISCHARGE d50 STONE STONE APRON construction. �e ® ` ,\. . \ ( _, i? LONGITUDE 16. 8 ! �l ♦`
FES PIPE DIA SLOPE % VELOCITY CA W
INCHES MATERIAL 10YROR25YR DIA. INCHES CLASS DEPTH IN LENGTH WIDTH • Permanently seed and stabilize all areas as soon as possible. Perform I ®s ; o ` '• �. AT SITE ENTRANCE `\
\ :.•
RCP Iz.ss o.3z 3.4z 6 B 22 19.0 21.00 landscaping and final stabilization of installed elements. Stabilize all open areas ®�
1 36 p 9
1A 36 RCP 12.85 0,32 3.42 6 B 22 18.0 21,00 as construction proceeds. (FOXHALL ROAD)
2 12 RCP 6A2 0.06 5.81 6 B 22 6.0 7.00 0/ ! \ s :•� i o
r s
® I 404 WETLANDS
THE CONTRACTOR SHALL ASSURE THAT SEDIMENT SHALL NOT BE
\} "•• O 67 .�O SCALE: 1" = 50'
3 IS RCP 5:54 0,11 4.56 3 A 9 5.0. 5,25 v ' GRAPHIC SCALE
a 15 RCP a.94 0,32 3.12 3 A 9 s.o s,zs TRANSPORTED TO THE PUBLIC ROAD, FINES MAY BE IMPOSED ,® 4 \., v '
4A 15 RCP 4,94 0:32 3.12 3 A 9 5.0 5.25
( �, i v, `�� DATE: 511109
�\ 50 0 25 50 100 200 l
4A2 12 RCP 4.94 0,11 5.72 3 A 9 4.0 5.00 MAINTENANCE INSPECTIONS SHOULD BE PERFORMED WEEKLY, AND AFTER v' \ On o ''/�e/ � ```\\♦�� DRWN. BY: NSG
5 12 HDPE 0.97 0AI 1.41 3 A 9 4.0 s.00 PERIODS OF RAINFALL, MAINTENANCE REPAIRS SHOULD BE MADE rll16V CHKD. BY: MLB
6 12 HDPE 0.58 0.83 1.09 3 A 9 4.0 5,00 IMMEDIATELY. MAINTENANCE DOCUMENTS (General Permit No. NCG010000 log / ,/ / _ BY PROFESSIONAL ENGINEER PROJECT NUMBER
7 15 RCP 0.84 0.23 1.12 3 A 9 s.o 6.2s form) SHALL BE MAINTAINED ON SITE AND AVAILABLE FOR INSPECTION AT / ' ` Q� \ ( IN FEET ) t 2IG1NAl1NG OFFlCE:
8 18 HDPE 4.38 0,30 4,52 3 A 9 6.0 7.50 ANY TIME. / - p
9 12 RCP 2.66 0.06 3.06, 3 A 9 4.0 5:00 /i' � '\, �'\ ,�` �\ 1 )rich = 50 ft. MOREHEAU CITI; NC M08003
\ \ CONS UCTION � \Fp PH.' [phone] DRAWING NO. SHEET No.
®/ / s v , EN TRANCE, TYP \ FAX: [phone]
R E1 11 OF 14

- m 1( �
v-D GENERAL NOTES. H
• H n rr
--I USE CLASS 8 CONCRETE THROUGHOUT. H
NOTES <" Q Q
VALVE Box
H Z
.-. PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEP; 12" Q I' ,-
TYP. FINISHED GRADE do COVER 1. HYDRANT TO BE PLACED WITH 2'-0* MIN >� p Z 1Z Z t�
TYP. FINISHED GRADE
IN PAVED AREAS. g'-0• MAX' D H O� ON CENTER: . USE STEPS WHICH COMPLY WITH STD. DRAWING 440.66. H p t3 "`" •`"= '
IN UNPAVED AREAS PUMPER NOZZLE FACING THE
r O M-I CD OPTIONAL CONSTRUCTION - MONOLITHIC POUR; 2" KEYWAY, OR #4 BAR DOWELS AT 1L J 4 H Z
CLOSEST CURB. m z
D X 12" CENTERS AS DIRECTED BY THE ENGINEER. O��_ -
2-1/2" I -1/2" MIN X ••
1 T E PAINTED ONE COAT O O C? USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB: W Q Q LL_ ti
........ ...........I . .... 2. HYDRANT TO B
Q p �`
,. .v' •' 2'-0' R AFTER INSTALLATION. _ Z D m IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB <V O
BASE .:. , . "''f.:. -. OF RED O AS SHOWN ON STD. N0. 840.00. 1'- _~Z L jGo
COURSE _ _ _ t Q FlNISHED GRADE _-p O-n CA N- O_ 1 D�■ N
. .. ySERVICES SHALL NOT BE
3. WATER 18" MIN Z=C p r CONSTRUCT WITH PIPE CROWNS MATCHING. LL H V'
24• MAX !7 H O Q
_ 3000 PSI. • ♦ ..., ; , , •,. PERMITTED ON HYDRANT LEGS. n 70MAX. EPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP ELEVATION O
1 CONCRETE .. CURB dt . = Z M Z H r'
- - C --I -7 IS 12 FEET. to
GUTTER _ `� D 1
_ - ENCASEMENT - --
• ROADWAY USE STANDARD FRAMES AND GRATES 840.22 (SHOWN), 840.24(SHOWN), 840.20, a ` Z , .
• r,r O
_ . • H O N
COMPACTED _
I _ :�
.;: .,..::•', D 840.33. W
FILL i Q.� •. 2'-0 O O CONCRETE APRON
BACK _. COMPACTED •, . 5 Z CONCRE SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN. I` m
_ co
BACKFILL :. _
CONTRACTOR _
... 4 � . . COMPACTED BACKFILL
NOTE TO CONTRA :. .,
• � . . •, _ CHAMFER ALL EXPOSED CORNERS 1". ■�� g `mod'. �
•
VALVE BOX SHALL NOT-----__ I .. t. CAST IRON
_ � M
.•„.. _ _ V-6" MIN _ MINIMUM 8 C.F. DRAWING NOT TO SCALE. >C
CONTACT MAIN OR VALVE _ ., VALVE BOXor Lo
. _ . . �57 STONE
C,
Z PLAN V c
CONCRETE W 0:- V N a W
3000 PSI VALVE BOX
i�.,�. _ APRON Z N jj
CONCRETE do COVER :.. m
f I - ,FRAME AND GRATES SEE DETAIL r 4 tV
VALVE ENCASEMENT :.:. ( 6 D.LP. ;r;.. FT1 4 SEALANT 1 O U
MAIN I ( Z TOP ELEVATION N
' D m O CONCRETE APRON ( � LL
:.ELAN : NOTE: (- Q
BRIDLE ROD NG 1 .rr O W WIG
_ _ e,:...• ..•.,. TOP OF BLOCKING F-1 /4 EXPANSION Z J W Z::':.•. & ROD COLLAR
CONCRETE UNDISTURBED TO BE 2" BELOW j (J) ® o x rr n 4 AT R AL r
WATER MAIN 6 GATE VALVE a n CLASS B H
HYDRANT WEEP Z A g B 6 Z
BLOCKING
SOIL N rj � " rr '- • ° CONCRETE CONCRETE -�" I-•I LL�
HOLES 6 6 ANCHOR BAR Q ~ 2
COMPACTED � _. - � CA _ � 2 to
BACKFILL _
m -j Err Orr_ (: OUTLET PIPE Q a CO ti
_ ® D Orr 4r, � Co
�aECTIQt! Z v v p v p M X
» v o o . . p. off• d. DETAIL o
*NOTE: IN CASES WHERE MAX. VAVLE BOX HEI
GHT IS EXCEEDED, USE 6 DIP AS A PROTECTIVE C D
OUTLET PIPE .3rr Err SEE NOTE APRON SUPPORT NOTCH) O � � �: .m=
SLEEVE. W O SEE NOTE MAX. PIPE THIS SIDE - 18" ( Z 1- N
* BOXES AND COVERS SHALL MEET ASTM A4$, GRADE 35B IRON REQUIREMENTS p
NOTE. ALL VALVE
z -p SECTION X-X SECTION Y-Y Q � H N.
v 1- W � ,
D HYDRANT INSTALLATION
av cn v
TION STANDARD -�
STANDARD VALVE BOX INSTALLATION -H C2
v) z M
DITCH GRADE
m (-- Z H ���RR ii W
_ _ V v': •err Z C4 F`
m � - - -
JX ti
i i I #4 BAR C3 �� t� .
-n 1 T _ ! z W Q
O E GRATED DROP INLET
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE I i
-1 av , _ 1, N W
CUBIC YARDSOF DEDUCTIONS
PIPE SPAN WIDTH HEIGHT FOR ONE PIPE I I r X`
P CONCRETE IN BOX R 0 i i
SIDEWALK I i---GRATED D.I. (� O
BOTTOM H PER H MIN. t I i m
1 m D A B H SLAB FT. HT. TOTAL TOTAL C.S. R.C. . Z
6" ® Q
FINISHED GRADE " v " r0.753
® 12 3 8 2 -0 1 8 0.362 0.247 0.391 0.020 0.032 /J
15 3'-8 2'-0 1 11 0.362 0.247 0.453 - 0.815 0.023 0.036
rr r_ „ r_ n r_ n DOWEL IrAlr
m �---• - 18 3 8 2 0 2 2 0.362 0:247 0.515 0.877 0.033 0.049
ROADWAY 24 3 -8 2 -0 2 -8 0.362 d.247: 0.659 1.021 0.059 0.085
= � WAVE 30 3 -8 2 -D 3 -2 0.362 0.247 0.782 1.144 0.092 0.127 SHEET 1 OF 1
` . 7840 . 19
ET 1 OF 1
" r u r_ rr r_ " n
CAST IRON-+ 36 3 -8 2 0 3 8 0.362 0.247 0.906 1-.268 0.132 0.178840 . '19
NOTES: COMPACTED BACKFILLMETER BOX TRANSITION
1: TAP SIZE AND ISOLATION 4'-0- MANHOLE URB & GUTTER -
VALVE TO BE SAME SIZE AS
PRECAST CONCRETE _ . . _ . . _ . . _ . . _ _ . COUPLING
AIR VALVE.
_ _ . . _ . _ . . - . . - I SWA S
_ _ . . _ • , - °�• F REQ'D. LE WITH 3.1 LOPES
2. ALL PIPING AND FITTINGS
IN THE MANHOLE SHALL BE - _
r
DO NOT EXCEED 45' ANGLE
BRASS OR BRONZE UNLESS - _ _ _ . . TYPE 'K' SOFT
NOTED OTHERWISE. A.R.I. D-040 COMBINATION AIR VALVE - COPPER PIPE ----- Q
_ SERVICE CONNECTION TO BOTTOM OF DITCH
3. MANHOLE STEPS SHALL BE - METER BOX TO BE TYPE 'K' LINE
PLACED 16" O.C. WHEN THREADED ROD F SOFT COPPER EXTENDED 18"
MIN, AND/OR TO THE BOTTOM POLY OR COPPER 7 �\ 4" AE CONCRETE RETAINING WALL
DEPTH OF MANHOLE W/COLLAR 2" GATE VALVE. . SERVICE LINE
EXCEEDS 4 FEET. WATER MAIN NAPPING SADDLE OF DITCHUNE AND TURNED
AS SPECIFIED AS SPECIFlED TOWARD CONNECTION THREADED / / \\ \\ 3500 PSI WITH 6 x 6 WWF Q
4. MANHOLE INTERIOR SHALL UCTILE IRON PIPE MAIN COUPLING
9E EPDXY COATED IN THE FRAME.SEE DETAIL
VALVE BOX & COVER 4' MIN / \
CASE OF SEWER. (SEE STD. 6.06) e' MAX \ BRICK FOUNDATION TYPICAL J
PAVEMENT
J L - .. - w
5/6" THREADED RODS 2" BRASS NIPPLE - - - - - . i
. . _ VALVE BOX '
(6" MIN LENGTH) 2" THREADED BRASS p YJ I I I
r (EACH SIDE)
' ' - ' COMPACTED � _ PIPE O
_oZBACKFILL - I Q i I I 1 1 NLu Ix
STANDARD AIR RELEASE MANHOLE
STANDARD 3/4cr
FOR WATER MAINS WATER SERVICE MECHANICAL JOINT » W Z
TAPPED CAP 2 THREADED
THRUST COLLAR COMPACTED BACKFILL BRASS PIPE `j .. �..
CONCRETE 24" MIN LENGTH LL
2) PICKHOLES
5' MIN V� �J
UJ
1" LETTERS
RECESSED FLUSH METER BOX
Q = J Z
o � o Q �
WATER _
PLAN
�0 ca
3'-0" w..
n ASSEMBLY CONC. WALL I W
7/16" J) / STA DARD 2 BLOW-OFF CONCRETE BONDING AGENT �y
- 24• TYPICAL WALL TO BASIN 6"
TOP VIEW 1�_O»
- CONCRETE ANCHOR 6�_
�7 5/16" 2» 3" MIN
~I 67 STONE
BRICK FOUNDATION
"
HORIZONTAL SEPARATION: DEVIATION OF HORIZONTAL SEPARATION:
WATERMANN (EXCEPTION)
SECTION
5 1/4 WHERE To'SEPARA DON CAN NOT f f f f
L5 3/4 3 ,/2" TYPE K COPPER TUBING BE HORIZONTAL
DI BENCH AT A STANDARD DROP INLET DOT TYPE : D
STANDARD HORIZONTAL DISTANCE OF 3'
� MINIMUM, AS MEASURED FROM
SECTION VIEW COVER WEIGHT: 16 LBS gam' + EDGE TO EDGE
NOT TO SCALE
FRONT VIEW `= 10'MINIMUM to
* TOWN TO PROVIDE METER ASSEMBLY
11 NOTE: WATERMAN SHALL BE IN A SEPARATE TRENCH ON AN UNDISTURBED SHELF
3 ¢ 18 MIN. LOCAIED ON ONE SIDE OF THE SEWER AND AT AN ELEVATION SO THAT THE
STANDARD 3/4 BACKFLOW
NOTE: SEPARATION BOTTOM OF THE WATERMAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF
MEASURED IRON EDGE _ WE SEWER.
STANDARD VALVE COVER TDEDGE + -
STAN METER ASSEMBLY
GRAVITY SEWER a
PLAN VIEW SECRON VIEW
N
NOT TO SCALE NOT TO SCALE 0
BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
TEST' PRESSURE OF 200 P.S.I. MINIMUM VERTICAL DISTANCE CROSSINGS EXCEPTION: --.)
BASED ON NOTES 1. SEWER CROSSING WgTERMAiNS SHALL BE LAID TO PROVIDE A
OF 18 INCHES BETWEEN THE OUTSIDE OF THE WATERMAIN AND THE OUTSIDE OF THE
UNDISTURBED SOIL UNDISTURBED SOILy
SEWER, THE CROSSING SHAD BE ARRANGED SO THAT THE SEWER JOINTS WILL BE D► SEWER
J VO Q EQUIDISTANT AND AS FAR AS POSSIBLE FROM WATERMAIN JOINTS
�.\y O�h00 y. ��. V,J
�2 Q SQ. G Q. Q. �i Q. Q. C3 Q'
DEGREE MEASURED O J ,a � 2. IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND.VERTICAL SEP�RAOTM THE 18"MIN. MEASURED FROM 0
OF BEND ,c VJ'�O$ O O O 0 00 0 ,� oo CROSSING DESCRIBED IN NOTE 1, OR ANYTIME THE SEWER IS OVER THE WAIERMA , B
't ��J v h O
f'.� rJ,� �O �0 ,y O y .� y r.. WATERMAIN AND GRAVITY SEWER MUST BE CONSTRUCTED OF GASKETED DUCTILE IRON PIPE OUTSIDE EDGE i0 SEWER JOINT
OtlTSIDE EDGE
STANDARD AND PRESSURE JESTED TO 150 PSI TO ASSURE WATERTIGHTNESS BEFORE BACKnWNG. {EQUIDISTANT FROM
wn. 11 1/4 1462 1 1 1 i 1 1 1 2 WATERLINE)
DIRECTION DIRECTION 0 22 1 2' 2911 1 1 1 1 1 1 3 4 SEWER UNDERNEATH WATER .�.
OF THRUST s / A DISTANCE OF 18 INCHES d THE GRAVITY SEWER LINE MAY BE ENCASED IN A WATERTIGHT CARRIER PIPE WHICH EXTENDS 10 FEET W
OF THRUST WA)ERMAIN I REL II V 1 I NA R 1
�O 45' 5710 1 1 1 2 3 2 6 9 MINIMUM, MEASURED FROM ON BOTH SIDES OF THE CROSSING, MEASURED PERPENDICULAR
THE WAIERMAIN. THE CARRIER PIPE
• 0 90' 10 550 1 2 3 4 5 2 11 16 OUTSIDE EDGE TO OUTSIDE SHALL BE OF MATERIALS APPROVED BY THE REGULATORY AGENCY FOR USE IN WATERMAIN
9V BEND TEE 45 BEND EDGE. CONSTRUCTION. SECTION VIEW T/
R`f PLUG, TEE 7460 1 1 2 3 4 2 7 11 4. A 14 INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN SANITARY SEWER AND STORM NOT TO SCALE NOT FOR`` ��� UC I rON }
11 1/4 2521 1 1 1 1 1 2 3 4 SEWER LINES, OR GASKETED DUCTILE IRON PIPE SHALL BE SPECIFIED. ``` A
w 22 1/2' 5018 1 1 1 2 3 5 5 8 /1
45' 9843 2 2 2 4 5 9 10 15 �` ••• •• •
NOTES
UNDISTURBED tiP'� co 9 9 18 27
N TES SOIL 99 18,187 3 3 5 7
WATER & SEWER MINIMUM SEPARATIONS DETAIL _ � o
1. ALL BENDS AN
TEES SHALL HAVE CONCRETE r PLUG 12,860 2 2 3 5 6 12 13 19
THRUST BLOCKING. 2500 P.S.I. CONC. _ 02 0
THRUST BLOCKING 11 1/4 3791 1 1 1 1 2 4 4 6 NOT TO SCALE
2. MINIMUM BEARING AREA SHALL BE AS 22 1 2' 7546 i i 2 3 4 7 8 11 '/
GIVEN IN TABLE. P 45 14,802 2 2 4 6 7 14 15 22 ��� SCALE' NONE
3. CONCRETE SHALL BE 2500 P.S.I. MINIMUM.
� 90' 27,351 4 5 7 10 14 26 27 41 �!j� ,"4�f,��� ``` DATE: 5/1/09
4. CONCRETE SHALL NOT CONTACT BOLTS OR ISOMETRIC PLUG 2,351 3 3 5 7 10 18 19 29 i
FLANGES OF MECHANICAL JOINT FITTINGS. BY PROFS SIONAL ENGINEER DRWN. BY: NSG
MLS
REACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A VERTICAL PLANE ORIGINATIN OFFICE: CHKD. BY:PROJECT
IN THE TRENCH SIDE AT AN ANGLE OF 90 DEGREES To THE THRUST VECTOR.
MOREHEAD.CITY, NC PROJECT.NUMBER
USE 6"-90 DEGREE BEND VALUE FOR THE HYDRANTS FOR ADDITIONAL SAFETY FACTOR.
PH: [phone] MO$00,3
FAX [phone]
DRAWING N0. SHEET N0.
STANDARD THRUST BLOCKING DETAIL D1 12 OF 14

EROSION & SEDIMENT CONTROL
GENERAL NOTES & PROCESS
CL
ROWNOTE: The contractor is responsible to install and maintain all erosion control devices until the site is • `
finally stabilized(70%ground cover)and acceptable to the engineer, local and state representatives.
�rl
12 GAUGE 4" 4" OR 2" 4" WELDED WIRE HOOKED ONTO
2� x x GENERAL ORDER:
PREFORMED CHANNELS ON METAL POSTS Verify and Obtain Copy of NCDENR Soil Erosion and Sediment Control Permit o
4 CONCRETE Conduct Preconstruction meeting with all concerned parties. �
• Install Soil and Erosion measures.
■�� N ..
DRIVEWAY. ULTRAVIOLET RESISTANT (BLACK) MIRAFI Initiate Site Grading activities Q �?
R DITCH CL FABRIC OR EQUIVALENT SECURED z
TO WIRE
PAVEMENT SHOULDE " ar to
WITH METAL CLIPS OR WIRE 0 8 O.C. All erosion and sediment control measures shall be in accordance with local and state standards as ui
6 5
O �� 8 described in the states Erosion and Sediment Control Planning and Design Manual The manual and " ZO :N
• / .: other pertinent data are available on the internet @ www.enr.state.nc.us. O N
1 / / MAX. SEDIMENT STORAGE LEVEL REMOVE
6.0 a of the states erosion and '
/4 / Ft. 1 / Ft. / I The General order of activities and considerations are provided in Table 1 r� N
SEDIMENT WHEN THIS LEVEL IS REACHED OR S M/ p a
/ INSPECTOR) u/ N sediment design manual,portions of the manual are described below:
3 •�� / AS DIRECTED BY CONSERVATION 9 /� 9
N N r EEp iF �T x ,,..:
1 / /fir
V /
b �}/� S/ S T CONSTRUCTION ACCESS: Construction entrance,construction routes,equipment parking areas. � O
O
• '- -..--. tilE Stabilize bare areas Immediately with gravel and temporary Vegetation as construction takes place... N
ON AND BARRIERS: Basins traps,sediment fences and outlet rotection.
„ » �_ r, SEDIMENT TRAPS A p p N
UJ
12 & 15 HDPE
�-,�' ,n •_ Install principal basins after construction site is accessed. Install additional traps and barriers as needed,,
CULVERTS �' . f s.
DRIVEWAY ,
DRIVEWAY CULVERT DETAIL _ .
ADS N 12, ST IB 1.5 DEEP DITCH SHEET DRAINAGE ONLY RUNOFF CONTROL: Diversions,perimeter dikes,water bars,and outlet protection. V N
"" •: ) 4 Install key practices after principal sediment traps and before land grading, Install additional runoff-control
NOT TO SCALE g
:.:.... "- •� �- p p P 9
" .•..,. � � measures during grading. Q X
W11
tL
�IJ RUNOFF CONVEYANCE SYSTEM: Stabilize streambanks,storm drains,ditches,channels,inlet and LU r
\ 6 INCH M - ,r •`• outlet protection,and slope drains. Install principal runoff conveyance system with runoff-control tL'�
----EXISTING TREE 2"-3" DIA COARSE AGGREGATE :.: ;;.:: O p O T
/ (� measures. Install remainder of system after grading.
z �/ �' . NATURAL GRADE 2 ��
N
90 LAND CLEARING AND GRADING: Site preparation-cutting,filling and grading,sediment traps,barriers, CIA ti
GEOTEXTILE FABRIC OF Q 't N
�O�!� diversions, drains,and surface roughening. Begin major clearing and grading after principal sediment and
key runoff-control measures are installed. Clear borrow and disposal areas only as,needed. Mark trees 0 Ka
-/•y CARRY APPROX. 12 OF FABRIC INTO TRENCH, and buffer areas for reservation. m
COVER w SOIL & TAMP BACKFILL CONSTRUCTION AND MAINTENANCE NOTES: p
\ � � T JO PLO : ►�. „� . , o
• F, SURFACE STABILIZATION: Temporary and permanent seeding,mulching,sodding and riprap. Apply. 1. a.
y ) Y^ �,� • CARRY 6 OF WIRE INTO TRENCH
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL `u�' temporary or permanent stabilization measures immediately on all disturbed areas where work is delayed �V N•~
�-
METAL POSTS 0 8 O.C. MAX.
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE or complete. NOTE: THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN Ci :
MATERIAL AND PROPERLY GRADE IT. THE ANGLE CAN BE RETAINED BY VEGETATIVE COVER. IN ANY EVENT, SLOPES LEFT a� Q) Z
' 2. USE GEOTEXTILE FABRIC TO IMPROVE STABILITY OF EXPOSED WILL,WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE OF GRADING; Lu Lo
ter, _ PERMANENT GROUNDCOVER FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR g0
Z
THE FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE CALENDAR DAYS(WHICHEVER IS SHORTER)FOLLOWING COMPLETION OF CONSTRUCTION a_
N
PROTECTIVE
r. R i ' OR HIGH WATER TABLE. OR DEVELOPMENT. a
.BARRIER - � - 3 MIN. STAKE C7
HEIGHT ABOVE 3. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND
BUILDING CONSTRUCTION: Buildings,utilities and paving. `v
GRADE
z: DETAIL DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
TYPICAL CAI- SILT FENCE N C'E 4. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT X
LANDSCAPING AND FINAL STABILIZATION: Topsoiling,trees and shrubs, permanent seeding,
NOT TO SCALE TRAP OR OTHER SUITABLE OUTLET.
mulching,sodding and riprap. Stabilize all open areas,including borrow and spoil areas. Remove and m •
5. MAINTAIN THE GRAVEL PAD IN A CONDITION TO stabilize all temporary control areas. O
PREVENT MUD OR SEDIMENT FROM LEAVING THE
REQUIRE PERIODIC MAINTENANCE INSPECTIONS SHOULD BE PERFORMED WEEKLY,AND AFTER PERIODS OF
CONSTRUCTION SITE. THIS MAY RE Q
-INCH STONE. IMMEDIATELY RAINFALL, MAINTENANCE REPAIRS SHOULD BE MADE IMMEDIATELY. MAINTENANCE
NOTE: TOPDRESSING WITH 2 DOCUMENTS(General Permit No.NCG010000 log form)AND A COPY OF THE SITE SPECIFIC STATE
REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, PERMIT SHALL BE MAINTAINED ON SITE AND AVAILABLE FOR INSPECTION AT ANY TIME.
TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO CONSTRUCTION AND A
PROTECTIVE BARRIER IS TO BE INSTALLED AT A DISTANCE EQUAL To 1 FOOT WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
6. REPLACE AS NECESSARY DURING CONSTRUCTION.
PER 1 INCH OF TREE DIAMETER. 5 STEEL POST (1.25 LB/LINEAR FT) WITH
TI Table 6.10b Seeding mixture
PROJECTIONS TO FACILITATE FASTENING THE O
Temporary Seeding Species Rate(Iblacre)
HARDWARE CLOTH, 2 IN GROUND
Recommendations far German millet 40 :. . . . .. . . .. . .. . .. . . . : . . . ..
Summer
TEMPORARY GRAVEL Ili the Piedmont slid Mountains,a small-stabined Srldangrass may be
TREE PROTECTION DURING CONSTRUCTION 19 GAUGE STEEL HARDWARE CLOTH (1 /4 IN
MESH .OPENINGS), 2' TOTAL HEIGHT substituted at a rate at 50 Inracre.
NOT TO SCALE - CONSTRUCTION ENTRANCE
Seeding dates
NOT TO SCALE Mountains-May ►5-Aug. 15
Piedmont-May 1- 15 Q
DITCH CROSSING Coastal Plain-Apr. 15-Aug. 15
4' MAX
�. CONSTRUCTION AND MAINTENANCE NOTES
s, �:C:a. � ::':+.:.::::.:...:..:::......: .. . Soil amendments
5 max.ba I. .,, 1 i},.: .-,} , ..„, :.:.......:..:..:::.:::.:.:.::... ....., . Follow recommendations of soil tests or apply 2,000 Iblacre ground '�",
rllarl:r.J Is�l�,° �I�ViI,!h }li m r. F:,,:F.::..:•.::.:..:::::::.:... ....• ....
.,,': ... ::.:, ,y+.::. .Jlv. ...:�. �I,P,-11. 111 I "):'FF •:.:.: - O
. .. . � , , 1i I � .......:.:............ agricultural limestone and 750 Ib acre I O t0 10 fertilizer.
:. (a ��,,;, ::•::;Sur:.#tioe.Ftow..
:•.•.:::.:;: _: rl:i,�l :� 1 SUFFICIENT TO DIRECT ALL V
;; ..,;:,,;..., ,I(al-� ; �:;3•,;�,Ilf; a�:.:. :.:...::.:.:.::::::.::.:.� :.:... 1. UNIFORMLY. GRADE A SHALLOW DEPRESSION A. MACHINE COMPACTION of ALL FILL Is REQUIRED. DIVERSIONS
I::Iidl ::,::Lr ,r:. :: .::s.allfl �j r-T p�... .i..•: - Mulch
Mu(t . : ;.. +II li ,�l' ,.rr. , ,,•:,,..- ;<: t. r'S10ftS.?;l.<;, _
::' ,:.: " m ,: s€ ItdIG�l4 i,�4 �++••'>_;.:,:........ SEDIMENT LADEN STORMWATER INTO A SEDIMENT CONTROL DEVICE MUST BE INSTALLED -. ,-
t APPROACHING THE INLET. ] �.`
t.:.. .. :I a..,. ..::.:. •.. >: : , . •:.� �'Cllt r ::. AppIy4,0001b�aclestra4v Anchorstial/bytacku�gsvithasphalt,netting; ►.
u% l :. 1 , :rrt •II: - I PRIOR TO CLEARING & GRUBBING OF THE AREA OR IN CONJUNCTION WITH THIS Q
2. DRIVE 5 FOOT STEEL POSTS 2 FEET INTO or a mulch anchoring tool. A disk with blades set nearly straight can be
..:.:x .. ,T• .� r3,
I SEDIMENT CONTROLS & DIVERSIONS ARE INSTALLED AS EACH CRITICAL r' V
::;:::1::: , �• .� •: ... .::.:.+: :...::,.,•. ;i#�„�6 THE GROUND SURROUNDING THE INLET. SPACE OPERATIONF used as a mulch anchoring tool
:... POSTS EVENLY AROUND THE PERIMETER OF ) M
:.<.:Is:•.: EI31 •+ 11f ..: , r� 2 TOTAL POINT IS REACHED Maintenance
: Ex
:•::::•:<::::> N::I: ..::>s:: . _ Pr,: LOCATED TO MINIMIZE DAMAGES BY CONSTRUCTION OPERATIONS.
.:. .:.....:...::. �. _ �: .. t:� O B. DIVERSIONS SHOULD BE
x .. 2 THE INLET A MAXIMUM OF 4 FEET APART.-�••:• �. �r1�3 HEIGHT , Refertilize if growth is not fully adequate. Reseed,refeltdize and mulch �..
zl••• ra; SEEDED & MULCHED IF THEY ARE REMAIN IN PLACE OVER 30 :' _ •
W cry O
r:••x r 1 :'TI , ,... t� :... SH C. DIVERSIONS SHOULD BE SEE nnnedratel following erosron or other dai»�i e. +..
< :: ::.:r�, il�,..;1., ,,. ,�,33:r�1., r��:, . -: a:_•:y:••::... . ... _.... . . . .... e -11 3. SURROUND THE POSTS WITH WIRE ME i Y g 9
...:........ ...+,..: r y7' 041 .• .:..E�...:r. ..ii�t:+it::::i.:.:: :......:.....:..... ...
..:... a .I :.:.:::.::::: :.:::.:..:. .. » o DAYS. �+..
� Y TH. SECURE THE WIRE MESH TO
I� �i,I::: ���..�tk1.t1�, ,.�i�a.::.,..:::.:•: ::::.:::::.:....... . HARDWARE CLOTH... . :..., ...... ..I. . ..a .. .. .... ::...........:.:... ..... ...... ............. a ,. - REGARDLESS. REPAIR AS
r §:rr ,.:lu ::., u. �,l r •.q... ...:: :.:.:..................................................... . D. CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REG E
IJ :F�; i.. I ..,1.. .. ..:�:,'r},i,,: G .F,IF„A�,.N;..:YY;:.::. ": ::'' :.::: ".'.:'." ... o
.:.•.. .........,:aF IL��:ti::a I i. .:, :.: . w ,..r .,ria:,:.. . ::.. ... ..... .: ..:......:.,•.....:.... Rb
THE STEEL POSTS AT THE TOP- MIDDL.Ef 'AND Q
.. ,;a I'"r'"In+y,q•:,, .:nf. .III .a:' yt .,il.,.:; rt�.)t:r „r. . . ..... ,
NECESSARY.
•.:.::::::::::. a II'•I a.P� •'I ,.. :.I,@ ,..:. .r l�L,11a1,u„N3Id1�I1��f kP lit L.,�*F,i::.::::::.::iSiiE ..•.......,,..-:.•.; ... j o
;:;:;;,t. i1,691n r. ::IdG i.. a; aFT.T.::::....:::...:::: .::•. B-
...:.: ''.r:'`° 1F44. ': `;: :{Mtl:;• *I`l ,II,:;ih Ilrhlll..:ii,°.l:,sr,.,... las,i!.. .; :. :: .._... o O BOTTOM. PLACING A 2-FOOT FLAP OF THE
tt � W
11 i r
WIRE MESH UNDER THE GRAVEL FOR
r} �r ; 3d�11� ' �a,ll�uq ��, t,,i �I�i,l :Iti��111111arG.� o
w
5 6:1 OR FLATTER
i Gh; d Iw yy=r q IIIIII:I ulll �'i.,. ..,;... ..., . a ANCHORING.
$"
R 57
y! LL
4. PLACE CLEAN GRAVEL NCDOT 5 0 # MIN.( 2 .`�
.: :.:.-:..:. ..
::i;::::.. HT F 2:1 SLOPES, OR 0
STONE) ON A 2.1 SLOPE WITH A HEIGHT 0
16 INCHES AROUND THE WIRE, AND SMOOTH ,,rr ..
3:1 AT FLAT POINTS LOW ." W "J
TOP ELEVATION MUST BE 12 INCHES Table ti,11p Seeding mixture y
TO AN EVEN GRADE. WHERE VEHICLES CROSS � � �
-T- Seeding No. 1CP for: Well-to Species Rate(lb/acre) � � O
- LOWER THAN THE GROUND ELEVATION 5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS 18"MIN. Poorly Drained Soils with Tall fescue 80
DOWNSLOPE FROM THE INLET. BEEN STABILIZED, REMOVE ACCUMULATED �- Pensacola Bahiagrass 50 'C� "► V
Surface Flow Good Moisture Retention; O
SEDIMENT, AND ESTABLISH FINAL GRADE Low Maintenance sericea lespedeza so
Diversion NATURAL GROUND OR COMPACTED FILL Kobe lespedeza 10
Original SEDIMENT CONTROL STONE NCDOT 5 OF 57 ELEVATIONS. m
( � # FILL OR CUT SLOPE BERM Seeding notes O
Stream ank,+ .-�-_ , 16 INCH HEIGHT, 2:1 SLOPE. 6. COMPACT THE AREA PROPERLY AND STABILIZE
1. From Sept. 1 -Mar.1, use unscarified sericea seed.
IT WITH GROUNDCOVER, MM
- 2. On poorly drained sites, omit sericea and increase Kobe to 30 lb/ W
7. CLEAR THE MESH WIRE OF ANY DEBRIS OR
OTHER OBJECTS TO PROVIDE ADEQUATE FLOW NOTES: acre.
3. Where a neat appearance is desired, omit sericea and increase
NV FOR SUBSEQUENT RAINS. TAKE CARE NOT TO
POSITIVE GRADE MUST BE APPROVED TO ASSURE DRAINAGE:
•,.•. pa _, :.. .,: , :Ir.ri,. :JF '���, . t`,-�= k�,-•� :-�r: ,: f � IF SLOPE EXCEEDS 2%, SEED & MULCH DIVERSION. TRY NOT TO Kobe to 40 Iblacre.
1ir !_I.t16tU�! WIRE MESH
, �r DAMAGE OR UNDERCUT THE RE
rr �
=t"': t. �},��tatltlktir EXCEED 5% HIGH VELOCITIES RESULT)., 5 ACRE MAX. DRAINAGE AREA. Nurse plants V
[w:r116i1Plllllllflll�ItIfJIIIIII:I11iEIlr19�kE�,�:;:lhllf3tm:..._--.,,,.� . It�:u:ieriluH.ILI:r�tli f, 1I{ �1tCti1 ( ) .
r�'1STONEE CEE
..•,t: :'.IU'ar'k411:a"i'1:41}1:1 r41i4 I.t•1`I;gIi:IFF''li�•I:}'+`I ,+.,.+,...F.,_F.,.,,, I SEDIMENT REMOVAL. REPLACE
DURING NG
F. .,. .. ,:+� ...,:, ..,. „<.,::',..a.,: ,.>, :,::r,';.r:':+•,,,*•:,•... :',;'^,::r:>.'I:,:FF:�:�,::�*at . ,. ,.F:.•,•,:...::. 5 b/
r.:+.,:, ,,.,,'.,,,,F„I, ;,:,ra•.I•,-;?.•,.,•,,:'.0 ,.F..;:,�:�:,,.,, I+,I, :...,.:.,.>:;,..rar.r;;3+.I,+..:.:...:::. Between Apr. 15 and Aug.Au5, add 10 Iblacre German millet o 1
,... .:...... WITHOUT SUPPORTING CALCS. DIVERSIONS AT.THE TOP OF BLOKES P g
Ceq ;Sotye:....::::::... ::>; <s:>::.: ,:: :::::::; ::.;•::..<::. .:..;. GEOTEXT 401 NON-WOVEN AS NEEDED. acre Sudan grass. Prior to.May 1 or after Aug. 5, add 25 lb/acre e
:... :•..::::::::::: :•..... MUST EMPTY INTO AN APPROVED SLOPE DRAIN. 9 Y 9 rY
SI SOLUTIONS OR EQUAL
#5 OR#57 :..:..: GEOTEXT BY - (grain).
TEMPORARY DITCH CROSSING TEMPORARY DIVERSION BERM DETAIL Seeding dates
HARDWARE CLOTH & GRAVEL INLET PROTECTION
NOT TO SCALE Best Possible
NOT TO SCALE Early spring: Feb. 15- Mar. 20 Feb. 15-Apr, 30
Fall: Sept. 1 -Sept. 30 - Sept. 1 -Oct'.31
Soil amendments
PIPE OUTLET TO FLAT AREA Apply lime and fertilizer according to soil tests,or apply 3,000-5,000 lb/
N0 WELL-DEFINED CHANNEL TOP ELEVATION oF_sroRMwATER
acre ground agricultural limestone (use the lower rate on sandy soils)
- - '- OW-1' and 1,000lb/acre 10-10-10fertilizer.
�� 6" DRAIN BASIN
#57 WASHED t � MAX. s AS MANUFACTURED BY DRAINTECH Mulch zo
STONE 1 PHONE [phone] F
OR EQUAL
-
.:' vmi Apply 4,000 lb/acre grain straw or equivalent cover of another Suitable
DESIGN OF SPILLWAYS o.
m. � � .� .•. .. mulch. Anchor straw ,by tacking with asphalt, netting, roving, or by
EXISTING SLOPE
_fie ) crimping with a mulch anchoring tool A disk with blades set nearly W
' L 3 ( FILTER FABRIC straight can be used as a mulch anchoring tool:
E!( �Q , t. WEIR LENGTH (FT) Q Peak cfs CLASS B STONE stra g g
t-`•� p . � 'c�.,. �- � VARIES Row cl
x
Maintenance
d
_ - -_ Try SIDEWALK DliriTff SHOULDER PAVEMENT If growth. is less than adequate, refertilize in the second year,
Do W SIDE VIEW accordingto soil tests or to dress with 500 Iblacre 10-10-10 fortilizer.
P Q
•
'
��` . .�� -•�x-•�� �, Mow as needed when;sericea Is omitted from the mixture. Reseed,
jj ( � •, l b' NOIE8` fertilize,and mulch damaged areas immediately. LU
✓r } 6 ROUND
EXISTING SLOPES CHECK DAMS NTH WEIRS SHALL BE INSTALLED IN DROP-IN GRATE
ofJ ACCORDANCE WITH NCDENR CRITERIA, SEE Ft
"0 3v ? 3 TIN 6.87 AND FIGURE 6.83a IN THE
r �.. W=Do+L SEC 0 T Ft .t• � tti
SEDIMENT do EROSION CONTROL BMP MANUAL DRY DP-IN SIDEwNK 3 / 'Refer to Appendix 8.02 for botanical names.
PUN BOUND 8 OUNCE MIN.
SUPAC S VARIES PLACE STRUCTURAL STONE (CLASS B) TO THE - scH Io TEE
LINES AND DIMENSIONS SHOWN ON THE PLANS ON •�tJGATED HDPE W
A FILTER FABRIC FOUNDATION. THE CREST WIDTH B END CAP OF THE DAM SHOULD BE A MINIMUM OF 2 FEET. PRELIMINARY
COTES:
., 6"-1• �i .` USE CLASS B STONE AND LINE THE UPSTREAM SCH w
1. L IS THE LENGTH OF THE RIP-RAP APRON, SEE PLAN. ;,- SIDE of THE DAM WITH R5 oR57 STONE AE<eow + >
NOT FOR r�� r CTION m
TH OF THE RIP-RAP APRON AND IS rn Q:, ',.�.^::••:...,,• .:: .. MINIMUM of 1 FOOT THICK. \1t\ �/
2. W IS THE W 0
w
r.,, WEIR r;^.':i�.'. ���iWY�et KEYED RIP RAP
THE DIAMETER OF THE OUTLET PIPE PLUS :.,:••';•;;.•.^ ��`\ ��//i
EQUAL TO E Q :#a.:#zr. �.,•7:. #a::# PROVIDE AN APRON WITH A LENGTH THAT IS 3 I�
•�i•.. .. ,:.'•..•::•+%`' TIMES THE HEIGHT OF THE DAM, AND WITH A �
THE LENGTH OF THE RIP-RAP APRON ...,,,•.
MINIMUM WIDTH OF 4 FEET. UNDERCUT THE •C
_ - APRON SO THAT THE TOP OF THE APRON IS '•• ` /D• '
3. d - DEPTH OF RIP RAP, SEE PLAN �y57 WASHED STONE
FLUSH WITH THE SURROUNDING GRADE. .. Q
4. IN A WELL - DEFINED CHANNEL EXTEND THE APRON EXTEND THE STONE AT LEAST 1.5 FEET BEYOND
" FRONT VIEW THE DITCH BANK TO KEEP WATER FROM CUTTING
UP THE CHANNEL BANKS To AN ELEVATION OF-6" 2 0
AROUND THE ENDS of THE CHECK DAM. KEEP i
ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE THE SIDE SLOPE OF THE STONE AT 2:1 OR '.
TOP OF THE BANK, WHICHEVER IS LESS. FLATTER.
�4 • • • ,•�•' � SCALE: NONE
LENGTH Is VARIABLE To THE SIZE OF DATE: 511109
WEIR
THE W
5. A FILTER BLANKET OR FILTER FABRIC SHOULD BE W
THE EIR DRAINAGE AREA AND CALCULATED / ��
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. PEAK RUNOFF. THE MINIMUM WEIR LENGTH IS To �/ 111 tit\1
6. FOR RIP-RAP CLASS SIZE, SEE PLAN BE SIZED AS FOLLOWS:. L(ft.) - Q Peak (csf) / DRWN. BY: NSG
0.88 BY PROFES ONAt ENGINEER
ORIGINATIN OFFICE: CHKD. BY: M!8
PIPE OUTLET PROTECTION
CHECK DAM W/ WEIR 611 DRAIN BASIN MOREHEAD c►n; NC PROJECT NUMBER
NOT TO SCALE- NOT TO SCALE PH: [phone] M08003
FAX: [phone]
DRAWING N0. SHEET NO.
D2 13 OF 14