SW8100306_APPROVED PLANS_20100401

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 1 b 03010
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2.p I p OL}yi
YYYYMMDD

PEND ER PROGRES
Erosion & Sediment Control
and Water Quality Plan
Plans and Profiles
LOCATED IN BURGAW TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
DATE.' MARCH 2O10
SCALE: 1 "= 50'
OWNER / DEVELOPER:
Pender Progress Corporation
P.O. Box 959
Burgaw, NC 28425
PROPOSED DISTURBANCE (THIS PLAN)
6.65 Acres (Total)
LEGEND
❑ IRON IN EXIST. CONC. MON.
�-.- -- EXISTING SANITARY
CE
CONSTRUCTION ENTRANCE , ,^,u
(TYPICAL)
SEWER & MANHOLE
- - - EXIS77NG WATERLINE
Ef P. = EXISTING IRON PIPE
LIMITS OF DISTURBANCE
(PROPOSED)
E.I.R. = EXISTING IRON REBAR
EC.M. = EXISTING CONCRETE MONUMENT
SF
- X - SILT FENCE (NEW)
I.S. = IRON SET
(TYPICAL)
H W/V = WATER VALVE
W/M = WATER METER
o F/H = FIRE HYDRANT
OP
OUTLET PROTECTION (TYPICAL)
jx P/P = POWER POLE
C. P. = COMPUTED POINT
0\H = OVERHEAD POWER LINE
INV. = INVERT
STORM WATER FLOW
G\W = GUY WIRE
C\O = SEWER CLEAN OUT
+49.0 INDICATES SPOT ELEVATION
NOTE: SEE SHEET 6 FOR CONSTRUCTION DETAILS
GENERAL NOTES:
1. This map is not for conveyance, recordation, or soles.
2. No portion of this property is located within a 100 year flood
hazard area according to Flood Insurance Rate Map #3720322800J
effective date February 16, 2007
3. This property is zoned Pender County Incorporated
4. Water service to be Town of Burgow (public).
5. Sewer service to be Town of Burgow (public).
6. Surveyed November 2009
7. Area computed by coordinate method.
8. All distances are horizontal.
9. For reference see as noted.
10. No utilities have been marked. Only Utilities found are as shown.
WATER SYSTEM
PENDER PROGRESS INDUSTRIAL PARK
PIPE SUMMARY,
8' PVC WATER MAIN 945 LF
8' DIP WATER MAIN 170 LF
TOTAL WATER
1,115 LF 8' WATER MAIN TOTAL
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
CE
Shall be installed at the entrances of the proposed
project in and from Worth Beverage Drive as shown. Drainage
is away from the rood and sedimentation will be controlled
with atownstreom practices. During wet weather it may be
necessary to wash truck tires at these locations.
2.
LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the Plans.
Cut and fill slopes shall be 3'.1 or flatter except where
specifically indicated. Care shall be taken during land
grading activities not to damage existing trees that are
not required to be removed.
3,
SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan,
first, to delineate and protect low areas, and around any
X-X-X
temporary stockpile areas as necessary to prevent any graded
interior areas from eroding onto adjacent lands or roadway, or
into inlets.
4.
OUTLET STABILIZATION
Practice 6.41
OP
Riprop aprons will be located at the downstream end of
all discharge pipes to prevent scour.
5.
CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadways and parking areas are to be stabilized by
placing sub -base course of approved 8" ABC stone, as shown in
the typical cross-section detail on the Pion, to reduce
erosion and dust during the remainder of building construction.
6.
SEDIMENT BASIN
SB
Practice 6,61
O
The Sediment Basins are to be constructed (see
Construction Schedule) as the primary Practice to prevent
sediment from leaving the site. Detailed design and spillway
configurations are specified in the details as shown on this
Plan and the Narrative. The PVC outlet is to be blocked during
sedimentation function (or not installed) until entire
watershed is permanently stabilized and pond is converted to
permanent stormwater management detention / retention
function. The Contractor may choose to install the oriface
during sedimentation function, ONLY if he screens the end
57 stone, and protects the inlet with #
Additional temporary measures such as temporary ditches
and diversions may be utilized prior to storm sewer construction
'1
to ensure disturbed area runoff is directed to sediment basins.
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FAPROJECT FOLDERS\12207-Pender Progress Project\Engineering\12207-bose.dwg Layout (Cover-1)
95, ,
�S
NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 21 CALENDAR DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
ANY SLOPES TO BE STABILIZED AFTER 21 CM.ENDAR DAYS.
DETAILS SHOWN ARE TYPICAL CF INSTALLADONS REQUIRE)by BRUNSWK COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REOARED LONSTRUOTCN DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPOIWLE FOR ADHERING TO ALL
COUNTY AND STATE CODES AND CONSTRUCTION STANDARM
xfarmed a vte. No warrant No eotech set tesitn has been Y
1.9 9 P
re mods tot eith ity le subgrade, and be th.A por.iby reWirod
replacement with table material shall De the reeponsibillty
of the contractor.
M
2
"SANITARY
SEWER
SYSTEM -
PENDER
PROGRESS
IND_USTRIA_L PARK
PI_P_E and
MANHOLE
SUMMARY,
--------------
MH RIM
INVERT
➢IA LENGTH
SLOPE
MH
RIM INVERT
#-
EL
IN FT
%
#
EL EL
-EL-
El 52,92
42.90
8 271.00
0.42
2
53,20 44.03
2 53,20
44.13
8 396.00
0.41
3
53,50 45. 77
3 53.50
45.87
8 231.00
0, 42
4
53,50 46.83
TOTAL SEWER
STFL'
8' SEWER MAIN TOTAL
CONSTRUCTION SCHEDULE SUMMARY:
STEP 1-Installation of Construction Entrance, Sediment Fence,
Sediment Basin, along with grading and stabilization of lots and road.
See Construction Schedule on Sheet 6 for additional information.
50' 0e 50' 100'
SCALE 1N FEET: I "= 50'
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
i.e. storm inlets or and foreba b swales
( P Ys) Y
overland flow,odditional grading, or landscaping inlets.
"NOTE: ---
THIS PLAN TO BE UTILIZED AND
REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN,
/ NOTES FOR WATER SUPPLY AND INSTALLATION
1. ALL WATER MAINS TO BE SDR21 PVC PIPE WITH PUSH ON JOINTS,
SEE SPECIFICATIONS FOR ADDITIONAL MATERIALS REQUIRED.
2. 3' MINIMUM COVER ON ALL WATER MAINS.
3. LOCATE ALL METER SETTINGS 5' FROM LOT LINE UNLESS OTERWISE NOTED,
4. ALL COMMERCIAL WATER SERVICE LINES TO TO BE 2" UNLESS OTHERWISE NOTED.
5. FIRE HYDRANTS SHALL BE INSTALLED IN ACCORDANCE WITH TOWN DETAIL.
6. BLOW OFF ASSEMBLIES SHALL BE IN ACCORDANCE WITH TOWN DETAIL.
7. ALL BENDS AND TEES SHALL BE ADEQUATELY BLOCKED (SEE TOWN DETAIL),
8. ALL CONNECTIONS TO EXISTING WATER LINE AND BORES TO BE DONE
ACCORDING TO TOWN OF BURGAW SPECIFICATIONS.
9. ALL MAINS SHALL BE ADEQUATELY FLUSHED, PRESSURE TESTED,
AND DISINFECTED IN ACCORDACE WITH THE SPECIFICATIONS.
10, ALL WORK SHALL BE SUBJECT TO INSPECTION BY THE ENGINEER,
THE TOWN OF BURGAW AND THE N.C. DEPT. OF ENVIRONMENTAL
HEALTH AND NATURAL RESOURCES. A PRE -CONSTRUCTION CONFERENCE
IS REQUIRED. CONTACT: DOUG RISEDEN TOWN OF BURGAW [phone].
11, ALL WATER SYSTEM WORK SHALL BE DONE TO THE TOWN OF BURGAW DETAILS
AND SPECIFICATIONS.
DOTE WELL:
ROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
NO SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
'ORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
ATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
be
SITE
�I
:ATION MAP
NOT TO SCALE /
MORE GENERAL NOTES:
CURVE RADIUS ARC L. CHORD L. CHORD BEARING TANGENT
Cl 35.00' 41.10' 38.78' S 3621'55" E 23.29' 1. ALL CONSTRUCTION TO CONFORM TO THE TOWN OF BURGAW STANDARDS
C2 1 66.00' 1 218.72' 1 IJI.51- S 8220'28" w 1 763.85- APPLICABLE STATE & LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
NCDOT AND PENDER COUNTY . CONTRACTOR RESPONSIBLE FOR ANY
ADDITIONAL REQUIRED PERMITS.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE TO RECEIVING STRUCTURES. ALL STORM WATER RUNOFF FROM
BUILT UPON AREAS (i.e. IMPERVIOUS SURFACES and ROOF DRAINAGE)
TO BE DIRECTED TO STORM SEWER COLLECTION SYSTEM (i.e. STORM INLETS
2 OR PONDS) BY SWALES, OVERLAND FLOW, ADDITIONAL GRADING, OR
LANDSCAPING INLETS.
' 4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WITH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS:
a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS.
i b. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN SANITARY
N SEWER AND WATER OR WHERE SEWER LINE CROSSES ABOVE WATER
°To>4 MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
s P OF 10' EITHER SIDE OF CROSSING.
\ S2aSo. c. WHERE VERTICAL CLEARANCE IS LESS THAN 24" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
' PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
' \d. WHERE VERTICAL CLEARANCE IS LESS THAN 72" BETWEEN WATER � a \ \ \ _, MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
\ \ \ \ \ I 7. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
8. ALL SANITARY SEWER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
\ \ 9. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
5�' 10. TWO VALVES ARE REQUIRED AT "T" INTERSECTIONS AND ONE VALVE ON
THE WATER LINE TO FIRE HYDRANTS.
I 11. A BLOW -OFF VALVE 15 REQUIRED AT THE TERMINUS OF ALL "DEAD END"
WATER LINES.
STANDARD NOTES:
\\ \ \ 1. Information concerning underground utilities was obtained from
available records. It shall be the responsibility of the
I Contractor to determine the exact elevations and locations
of all existing utilities at all crossings prior to
commencing trench excavation. If actual clearances are less
than indicated on Plan, the Contractor shall contact the
Design Engineer before proceeding with construction.
Any condition discovered or existing that would necessitate
/ a modification of these plans shall be brought to the attention
of the Design Engineer before proceeding with construction.
2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING
O� UTILITIES HAS BEEN DETERMINED. CALL NC ONE -CALL" AT LEAST
48 HOURS BEFORE COMMENCING CONSTRUCTION.
QP % O J. All trees which are not required to be cleared for
constuction shall be preserved wherever possible unless
O otherwise directed.
4J 4. Contractor shall adjust all manholes, valve and curb boxes to
the final grade upon completion of oil construction. Any boxes
h°^ IO damaged or otherwise disturbed by the Contractor shall be
O-n repaired at the expense of the Contractor.
-n j.5. The Contractor is responsible for controlling dust and erosion
during construction at his expense. Parking areas sholl be
CD� watered to control dust when ordered by the Engineer.
�\ C G O 6. No geotechnicol testing has been performed on site. No
�„O'10
h tK /TV warranty is made for suitability of subgrade, and undercut and
any required replacement with suitable material shall be the
INDEX TO DRAWINGS
SHEET No.
DESCRIPTION
DRAWING No-
1 OF 6
COVER SHEET and GENERAL NOTES
12207-1
2 OF 6
SITE PLAN
12207-2
3 OF 6
PROFILES and DETAILS
12207-3
4 OF 6
PROFILES and DETAILS
12207-4
5 OF 6
POND i NOTES & DETAILS
12207-5
6 OF 6
EROSION CONTROL/STORM WATER NOTES & DETAILS
72207-6
10
3
O �� PO P01x UJ I� responsibility of the contractor.
Q� (3lb aQ 7h D Contractor responsible for geotechnicol testing as necessary.
m7. Extreme care shall be taken to ensure minimum separations at
all utility crossings.
Q OpQ��O. 8. Contractor to ensure that pavement is placed so as to drain
positively to the curb outlets and catch basins. All roof
QG drain downspouts to be directed to the storm sewer system.
QP 9. No encumbrances in R/W except as shown. !/J(,J/
All} I 10. This plan is for site grading, roadwork, Ap� di& bing
activities and erosion contr
I 11. Affected Non -Municipal Utili es d
with plans and other pertinent i Wutni�T�D
coordinate appropriate schedulin%*Qh"* IIM11 um
this should include AT&T and loc�q�o elcgmpa ��
``)
12. Contractor and Builder are responsible for coordinating Finished
Floor Elevation of all buildings with the Owner and the Architect.
I I --
13. Building layout and dar v� D _ ff
---
BENCHMARK LOCATIONS AND ELEVATIONS
LOCATION:
ELEVATION
1
TEMPORARY BENCHMARK (MAGNETIC NAIL)
CUL-DE-SAC
53.30
REV. NO. REVISIONS DATE
Copirlghi 0. Honovv Deers, Sera,.,, P.A., All dghb r os .. Rep odoalm or use of the contents of this document, or addlNons or~kcs to Into
dxument, in end. or Part, without written consent of the Land Sermys or Engineer, Is Prohbfted. Defy copies from the slglnW of this document
marked with Ne origlnd signature and art ha& sect of Ine surveys s Engbeer, suet be considered to be ,aiM and we caoiee. -
HANOVER DESIGN SERVICES, P.A.
6+w p+
79
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
1123 FLORAL PARKWAY
WILMINGTON, N.C. 28403
�j CDs0 PHONE: [phone]
dh�fsA® hdsilm.com f LICENSE fk C-0597
Cover Sheet and General Notes ii'i1 0,9 2010 Date:
PENDER PROGRESS _ 3-,3-10INDUSTRIAL PARK - Seale:
7 = 50
LOCATED IN BURGAW TOWNSHIP PENDER COUNTY, NORTH CAROLINA Drown:
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Project No:
12207-1
UI e
Sheet Na:
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f:

r
LEGEND
0 IRON IN EXIST. CONC. MON.
- EXISTING SANITARY
C+E
CONSTRUCTION ENTRANCE
(TYPICAL) ' 0°0,
SEWER & MANHOLE
— EXISTING WATERLINE
E.I.P. = EXISTING IRON PIPE
® LIMITS OF DISTURBANCE
(PROPOSED)
EI R = EXISTING IRON REPAIR
ECM = EXISTING CONCRETE MONUMENT
SF
X — SILT FENCE (NEW)
!-S. = IRON SET
(TYPICAL)
r W/V - WATER VALVE
W/M - WATER METER
OP
OUTLET PROTECTION (TYPICAL)
U-F/H = FIRE HYDRANT
jX P/P = POWER POLE
+49.0
INDICATES SPOT ELEVATION
C.P. = COMPUTED POINT
O\H = OVERHEAD POWER LINE
C\O =
SEWER CLEAN OUT
INV. = INVERT
G\W = GUY WIRE
STORM WATER FLOW
NOTE: SEE SHEET 6 FOR CONSTRUCTION DETAILS
C
Uj
DW
z 0
sell Q.000
Cn W
W
1< Ljj
LU
L_L_
PROPOSED
1 8" G.V.
0 1 8" TEE
1-2" BLO
W -OFF -
ASSEMBLY
ASSEMBLY
CULVERT C1 —
PROPOSED 48LF
OF 18" RCP
IE(IN) 51.1
IE(OUT) 51.0
(,NOTE.-
THIS PLAN 0 T BE UTILIZED IZED AND
REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
C
SF
0
OF
("—NOTE WELL -
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 21 CALENDAR DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
ANY SLOPES TO BE STABILIZED AFTER 21 CALENDAR DAYS.
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REWIRED BY PONDER COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REWIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A WIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUNTY AND STATE CODES AND CONSTRUCTION STANDARDS
No geot.ohMmi testlng has been performed an site. No warranty
Is made for suitability of subgrade, and undercut and any required
re,laaernmt with suitable material shall be the responsibility
of the contract'.
0)
In
ED 61' LIMITS OF
w DISTURBANCE
o Ln
M
N - SF /
l
Lou
'SF R.O.w.
LIMITS OF
DISTURBANCE
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OVERHEAD
POWER
LINE
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0
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let
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N O
Dor-
to o6
�b rn
CD
2 LSF
�^' SF - ".PROPOSED
3 _-. _ 8" PVC
PROPOSED WATER LINE
8" SEWER MAIN BENDS &FITTINGS
SEE SHEETS 3 & 4 FOR AS NECESSARY.
PROFILE INFORMATION SEE PROFILE SHEET R NFORM O
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
ATEST EDITION, PRACTICE NUMBERS REFER TO THIS MANUAL.
6' 6'
1 "PER FT
SCOpF 3 1 5
*' 3" 59,5A
ASPHALT
GRASSED SWALE
e+NOTE WELL:
PAVEMENT THICKNESS AND SUBGRADE REQUIREMENTS
MAYBE INCREASED PER RECOMMENDA77ON OF GEOTECHNICAL CONSULTANT
1 CONTRACTOR RESPONSIBLE FOR COMPACTION TESTING.
70'
6' 6'
12
1 PER FT. AS SHOWN
C
z
12-
w
w .« g" ABC WELL COMPACTED
c1 BASE COURSE SUB -SOIL GRASSED SWALE
14' WIDE SWALE STREET SECTION
PER PLAN ACCESS ROAD
NOT TO SCALE
GUTTER FLOW BEHIND DOWN SLOPE !BLAND PROPOSED DISTURBANCE (THIS PLAN)
7.0' 30' 30' (TYPICAL) _ 6 W
18' 6.65 Acres (Total) SF --- " 5 o�.() _ ,RON
GRADE AS SHOWN 0.5' Curbing - ���' ' L \F
(TYPICAL)
4"GONG. SPACE CL 7.5" of 59. SA MPONEt1C -- , Zg1 g1' 10
_ I SF
SIDEWALK I (TYPICAL) � ASPHALT SF
DISTURBANCE
9LIMITS OF 6GRASSED 40,8 DIS URBANCE SF -
TYPE 'A" 8 ABC BASE COURSE ISLAND AREA
CURB NOTE WEu
TYPICAL PARKING BAY SECTION PAVEMENT THICKAESS MD SUSIGRAX REQUIREMENTS
MAYBE INCREASED PER RECOMMENOA770M OF GEOTECHNICAL l \
NON -TRUCK TRAFFIC AREA 0 cowstxTmT
NOT TO SCALE CONTRACTOR RESPONSIBLE FOR COMPAC71ON TESTING 528 g0'
WILLIAM MCLEAN SF N o46 STOCKPILE
BOOK 764 PAGE 203 O i f AREA
TAX PARCEL No, 3228-88-1880-0000 S
�l E: SEE BUILDING PL _ - y
NOTE; SIDE SLOPES NOT TO EXCEED 3:1 U ILIITIES HOOKUPS.
SEE SHEET 6 FOR SEEDING SPECIFICATIONS
AND STABILIZATION PRACTICES.
LIMITS OF
DISTURBANCE 53 \
LIMITS OF
i 55
DISTURBANCE
_ I;I
CLEANOUT FRAME 1, COVER
Co
II II 6�
STANDARD CLEANOUT N.T.S.
o o5F o G� a to SF
� I PROPOSED
o / 6.5' CONCRETE �\
SIDEWALK 11 III
O V"
+ 1++0
I
o
+ -, FUTURE \%
5.2+ +
DEVELOPMENT
+ 200n 20000,
•
PROPERTY OWNER
UD
' PENDER PROGRESS CORP. v
PROPOSED I \/
6.5' CONCRETE !- `♦
SIDEWALK O
CD
CD
7 1
V 0-)
f- o (" 00
Lli
U v� 0)
in�o Q W zo g D<LC)
P
o I
j 0 NOTE WELL — i�l
+ 55 CONTRACTOR TO (n W Q \
56 00
EXERCISE CARE U Z�}-
WHEN FINE GRADING
:.
0; ANDARAMPHTO CONFORM
L
X
O
0
[�
+ 25b' 3.9
+
TO ADA STANDARDS.
;
w
N
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I'�
J
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T
CO
W
O
vi
+
PROPOSED
6.5' CONCRETEftf
m
hII—
�
pv�SIDEWALK
�—//LLJ
J
LL
O
Q
LLW
+
+
NOTE: SEE BUILDING PLANS
x
z
LIJ
m
4
FOR UTILITIES HOOKUPS.I
W
U
In
to
(BUILDING PLANS BY OTHERS)
`RPZ/BFP MAY BE LOCATED I
!
INSIDE BUILDINGCL
(PROPOSED)
i\
PLACE METERS AT R!W LIFE
--
TRUCK TRAFFIC
U
X
0
Be DUCTILEEIRON
AREA, SEE DETAIL
SF
~ Q
6" SEWER
m
FIRE SERVICE LINE
'�, FOR PAVEMENT
NOTE WELL:I-
SERVICE
-OUTS
+
& 1" WATER LINE
SECTION.
ALL ROOF DRAINAGE -
X
! X
AS NECESSARY;
-
,
BENDS &FITTINGS AST.
NECESSARY.
(TYPICAL)
6" SEWER
SERVICE
TO BE DIRECTED INTO - -
L�
55
(TYPICAL)
CLEAN -OUTS
AS NECESSARY n
STORM SWALE SYSTEM.
230'`
+ +
+ 200'
+
200' +
30.1 '
�SS.St L�r1
AC
535+ ',..
+55.0
56.5+
,0 ,.
!.
'N
56
T'FIREMAIN
LIMITS OF
C
n _C;
PREVEL°oa
DISTURBANCE
B' FIRE MAIN
CULVERT C3
BACKFLOW
PREVENITOR
V
I
55
PROP. 87LF
OF 18" RCP
W
O
p
.IE(IN) 51 2
w
56
ED
E(OUT) 51.0
'
m
ur)55
y3
-"I
�'
8R DUPOP�STILE IRON
FIRE SERVICE LINE
WU
my
IP
")
r
`�
5`
PROPOSED
WATER
(FUTURE CONNECTION)
ww BENDS & FITTINGS AS
5Q
METER
RPP
N
Y
,,{y-
IP 1" WATER LINE
O
METER
LLw NECESSARY.
-
_
'
FP
a
+'
(FUTURE CONNECTION)
BFP
BFP
mm (TYPICAL)
O*V9
,
L
2.0+
52
1-2"RBLOWVOFF
-; +53
;_. i
ASSEMBLY
1
O
_,ES S'R1W
-
CULVCKI CZ
IP PROPOSED 48LF
OF 18"-.RCP
PROPOSED
E(IN) 5
FIRE HYDRANT
IE(OUT) 51.0
ASSEMBLY
1-8" TEE
PROPOSED \
CULVERTC4
1-8" TEE
PROPERTY OWNER`
(USE CLASS IVPIPE)
C & F EXCHANGE '
PROPOSED 48LF
OF 18 RCP
0
LOT 3
LIMITS OF
IOUT 51
DISTURBANCE
IE(OUT) 51.5
STANDARD EXPANSION JOINT
SIDEWALK AT 30' INTERVALS(TYP)
DETAIL
NTS
�P _Li i
P�
1P _tiA-L
�Q A.
Q T-ti
1" SCORE(TYP)
:.0
e ,t
A i
t$i
gNgNN \i � P
4"THICK
5' or 8' WIDE
r 1
6" ABC
8' BRICK
TYPICAL DETAIL
MONUMENT CASTING and BASE
41 .63'
N 19'59'31" E 660.06' N 19 59'31" E
PROPOSED SF
i (PROPOSED) 8 PVC
PROPOSED WATER LINE 1 o TRUCK TRAFFIC 8° SEWER MAIN - BENDS &FITTINGS —
AREA, SEE DETAIL SEE SHEET 3 FOR AS NECESSARY.
FOR PAVEMENT PROFILE INFORMATION
SECTION.
(TYPICAL) 30, 0' 30' 60'
SCALE IN FEET, 1"= 30' SITE PLAN
PENDER PROGRESS
INDUSTRIAL PARK
LOCATED IN BURGAW TOWNSHIP
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
(i.e. storm inlets or pond forebays) by swales,
overland flow,additional grading, or landscaping inlets.
REV. NO. REVISIONS DATE
Cols"t 0. Honovr Design SAIMceA P.A. All r4fits reserved. Ri moducfion or use of the Contents of this document, on addlf ans or deletions to this
dacumenf, h whole — poH, Mthmt written consent of the Land Surveyor or Engineer, is prohibited. Only copies tram me m&d of this Cocemenk
marked with the m9lnal signature and arigdal seal of the Surveyor w- Engineer, snail be sonedwed to be wrd and bua cases.
4" WYE I
�
O
BRICK
\
MORTAR
EXTENSION
OR STACK
FINISHED GRADE
CASTING
PLAN VIEW
FLANGE
N.T.s.
CASTINGe
e
CONCRETCOLLAR
MORTAR OVER MNGE
STANDARD BRICK
MORTAR
:.�
NOTE,
IS WAUATION RFDIIIRfD WHEN
VALVE BOXES ANO CIFMONS ARE
WATER VALVE BOX CITENSION
UMMD IN PRESp1T W UK
PAVED IRFAS. PRIOR TO SETTING
AND CASTING CENTERED MR
VALVE NUT.
ctsTlrs, xLw INSTALIATKK1i Wu
REQUIRE95S COMPACTION OF
9nvER CLEWatP CASTING
CEMERED MR STACK,
WKnU_ W 6' BrTS.
CLEANOUT OR
VALVE
IN PAVED AREA
N.T.S.
WHERE REVERSE CROWN
IS REOUIRED GUTTER SHALL 1" R
SLOPE AWAY AS SHOWN
• MOST APPLICATIONS 1 1/4" R
IN PARKING LOT \
STANDARD CURB SECTION
.� "AA II TITS
s0T-01
k
Dale:
1SY. ?�1Q 3-3-10
PENDER COUNTY, NORTH CAROLINA
OWNER: PENDER PROGRESS CORPORATION
P.O. Box 959
Burgaw, NC 28425
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
1123 FLORAL PARKWAY
WILM
WILMINGTON, N.C. 28403
PHONE: [phone]
LICENSE # C-0597
Scale:
i"= 30'
Drawn:
088
Cnecked:
DSH
Project No:
12207-2
Sheet No:
2
Of: 6
I F:\PROJECT FOLDERS\12207-Pender Progress Project\Engineering\l2207- base. dwg Layout (Site-2)

In /�,� PROP SED NOTE: SEE BUILDING PLANS \\
6.5' C NCRETE FOR UTILITIES HOOKUPS., (PROPOSED) F
n p SIDEWALK (BUILDING PLANS BY OTHERS
) TRUCK TRAFFIC NET1G _
PROPOSED MPG �I U
q 8" DUCTILE IRON AREA, SEE DETAIL a
6" SEWER (6 FIRE SERVICE LINE r FOR PAVEMENT NOTE WELL: 40�8 O
ii�'.� CE + & 1" WATER LINE SECTION. R.O.W. _._
CLEAN -OUTS BENDS & FITTINGS AS 6" SEWER ALL ROOF DRAINAGE ! w
NECESSARY NECESSARY. (TYPICAL) SERVICE
(TYPICAL) CLEAN -ours TO BE DIRECTED INTO
55 AS NECESSARY STORM SWALE SYSTEM.
'
X/ ///� In Lq -RPZIBPP MAY BE LO TIED 'a LQ In j
to vT ;° INSIDE BUILDING 1O iO
A�, aaj + + + + PLACE METERS AT RNIl LINE + + 200' + 30.1 '
O O-.� °ate- +55.0 + 56,5+
B-FIREMAIN
LLJ LLJ 46 ���zzx,,,///���rrr///��� BACKFLOW
A�45 9 e"FlRE MAIN r I I .�N' PREVENTOR
OVERHEAD -- ---=A9'� 5 CULVERT C3 9AOKFLTO tt
"m PROP. 87LF PREVENroR ,�J/�
POWER INE5� 5A OF 18" RCP ` �S 56 54 1' I `-, PROPOSED
OOl IE(IN) 51.2 w 8" DUCTILE IRON
d 5 3 �I
5
OUT E 5 5
53 ( ) 51.0 wo 3 A FIRE SERVICE LINE
PROPOSE 4+00 5A R LLs O 5 5 (FUTURE CONNECTION)
PROPOSED
WATER rc o BENDS & FITTINGS AS i 8" G V METER ;ny OP rT LO PROPOSED WATER M,M 1-8" G.V.
1-8' TEE i 2 4 I' eFP �i 1" WATER LINE MET �p NECESSARY. 1-2° BLOW OFF
1-2' BLOW -OFF 5 1�, +, (FUTURE CONNECTION) BFP m1 (TYPICAL) ASSEMBLY
ASSEMBLY If-t� 53Do
52 I­L� O'b;•+
39 0' 00 0+30 0 60 0 90 1+20 1+50 1+80 2 10 2 40 2 70 3 00 34130 3 60 3 90 4 20 4 50 4 80 5 10 5+40 5 70 6 00 6 30 6 60 6 90 7 20 39
Eastern Ditch Profile Access Road
48 0 00 0 30 0 60 0 90 1+20 1+50 1+80 2 10 210 2 70 J00
3 3C
0'-6"
try MORTAR COLLAR
1
� 0'-8"
0,-6„
7 1/2"
0'-6"
A A B B
� O
O 2'-7 1/2"
0'-8"
0 6"
2'-7 1 /2"
C'-6" 0'-6"
11-61,
PLAN
SANITARY SEWER MANHOLE NTS
RA:
TYPE III BARRICADE 1
REFLECTIVED(T
EnECTOR01(TYP
NTS
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE TOWN OF BURGAW.
I CONSTRUCTION DETAILS BUT
THIS SHEET DOES NOT PURPORT TO SHOW
ALL REQUIRED
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
APPLICABLE TOWN AND STATE CODES AND CONSTRUCTION STANDARDS.
FAPROJECT FOLDERS\12207-Pender Progress Project\Engineering\12207-base.dwg Layout (Profiles-3)
i
2" ASPHALT
TYPE "1"
EXISTING PAVEMENT / N.C.D.O.T. SPEC.
r- EXISTING PAVEMENT
6" COMPACTED MARL BASE
(D.O.T. REQUIRES 8")
DITCH LINE DITCH LINE
PIPE
NOTES:
• BACKFILL TO BE INSTALLED IN 6" LIFTS MAXIMUM AND
COMPACTED TO A MINIMUM DENSITY OF 5% AS D TERMINED
BY THE MODIFIED A,A.S.H.T.O, STANDARD METHOD T-99
• CUT - BACKCOMPTO
B PREPARED AFTER TRENCH BACKFILLING
STANDARD SHOWING METHOD
MAKING PAVEMENT REPAIRS
WHERE PIPE INSTALLED
NTS
GENERAL NOTES
1. NO EXCAVATED MAT A P MATERIAL SHALL BE LACED IN ANY STREAM, DITCH R DRAINAGE -WAY.
D C O D GE WAY.
2. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES
BEFORE ANY CONSTRUCTION BEGINS.
3. THE CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SEDIMENT AND EROSION CONTROL
MEASURES WHILE CONSTRUCTION IS IN PROGRESS.
4. THE CONTRACTOR IS RESPONSIBLE FOR STABILIZATION OF ALL DISTURBED AREAS.
5. THE CONTRACTOR IS RESPONSIBLE FOR LAYDOWN & STOCKPILE AREAS
(TO ARRANGE AND INSURE COMPLIANCE WITH ALL LOCAL AND STATE REGULATIONS).
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
0,e. storm inlets or pond forebays) by swales,
overland flow,additional grading, or landscaping inlets._
WATER SYSTEM
PENDER PROGRESS INDUSTRIAL PARK
PIPE SUMMARY!
------- - --------- ----------
S' PVC WATER MAIN 945 LF
S' DIP WATER MAIN 170 LF
TOTAL VATER______________________________
1, 115 LF 8' WATER MAIN TOTAL
SANITARY SEWER
SYSTEM - PENDER PROGRESS
INDUSTRIAL PARK
PIPE and
MANHOLE
SUMMARY
MH RIM INVERT
DIA LENGTH
SLOPE MH
RIM
INVERT
# EL EL
IN FT
7. #
EL
EL
E1 52.92 42 90
8 271 00
0 42 2
53.20
44.03
2 53. 20 44. 13
8 396 00
0 41 3
53. 50
45. 77
3 53. 50 45, 87
8 231. 00
0. 42 4
53. 50
46. 83
TOTAL SEVER
$ELF
8' SEWER MAIN TOTAL
REV. NO. REVISIONS DATE
CoPTNght 0, Hworer Design Services, P.A., AM rights reserved. Reproductlw or use or Me contents o/ this document, or oddltlws w doletlons to this
docvment, k nhoh, e, port, without written consort o/ Me Lwd Surse or Engheer, Is Rrohlblted. Only cooks fmm the origind o/ this doarment,
marked with the orlgkd algnoWre and o0gleal seal or the SurveJw.r er Engbeeer, shah be cwsldered to be wkf wd true copies
V-0"
0'-0 3/4"
MINIMUM AVERAGE WEIGHT 10
LBS.
NOTE: CAST IRON
EQUIVALENT TO DEWEY BROS.
MH-ST-8
RAAAILJnI E_ 0-r=
NITS
cISTING GROUND
COMPACTED BACKFILL TO
95% MODIFIED PROCTOR
IF UNDER PAVEMENT
m
a
it
COMPACTED BACKFILL TO
90% MODIFIED PROCTOR
SLOPE WALLS TO ANGLE OF
REPOSE OF SOIL OR AS
APPROVED BY THE ENGINEER
6"
COMPACTED PIPE EMBEDMENT
TO 90% MODIFIED PROCTOR
�
8 8
COMPACTED
GRANULAR MATERIAL
STANDARD PIPE
L-�
TRENCH DETAIL
NTS
PIPE WIDTH +24"
TRENCH BOTTOM
STANDARD MANHOLE COVER
PRECAST CONCRETE
GRADE RINGS
VARIES GROUT
12" MAX.
MANHOLE STEPS
AS SPECIFIED
ECCENTRIC
PRECAST CONE PRECAST MANHOLE
PRECAST MANHOLE
RING EXTENSION NTS
GENERAL NOTES
C LOCATION OF WHEELCHAIR RAMPS:
L IN ACCORDANCE M1TH ME RATIFIED HOUSE BILL 1296, ALL STREET CURBS IN NORTH CAROLINA BEING CONSTRUCTED OR RECONSTUCTED FOR
MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAIR$, CORRECTION OF UTILITIES OR ALTERED FOR ANY REASON AFTER SEPTEMBER
1973 SHALL PROMM VMEELCHIR RAMPS FOR THE PHYSICALLY HANDICAPPED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND
SIDEWALKS ARE PRONGED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW.
2. WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED IN DETAIL DRAWINGS, HOWEVER EXISTING LIGHT POLES, nRE HYDRANTS, DROP
INLETS, ETC. MAY AFFECT PLACEMENT.
II. CONSTRUCTION NOTES
1. NO SLOPE SHALL EXCEED 1'-1' (12:1) ON ME RAMP OR SIDEWALK.
2. IN NO CASE SHALL ME WDM OF WEELCHAIR RAMPS BE LESS THAN 40' (S-4'). WOMS MAY EXCEED 40- IF NECESSARY.
3. USE CLASS 'A' CONCRETE WM THE SURFACE HAYING A ROUGH, NON-SKID TYPE 'INI5R,
4. 1/2' EXPANSION JOINT WILL BE REQUIRED WERE ME CONCRETE WHEELCHAIR RAMP JOINS ANY RIGID PAVEMENT OR STRUCTURE.
5. CONSTRUCTION MEM00S SHALL CONFORM WM THOSE OF ME GOVERNING BODY WHICH HAS JURISDICTION OF THE PARMCULAL STREET.
111. ADDITIONAL NOTES:
1. THE INSIDE PEDESTRIAN CROSSWALK LINES SHALL BE ESTABLISHED BY BISECTING ME INTERSECTO1 RADI WHERE MARKED (SEE NOTE 6).
2. ME WHEELCHAIR RAMP SHALL BE LOCATED SO THAT THE BEGINNING OF ME WHEEL CHAIR RAMP WLL BE TWO FEET FROM THE INSIDE
PEDESTRIAN CROSSWALK LINE.
3. ME WIDTH OF ME PEDESTRIAN CROSWAIX SHALL BE 10 FEET UNLESS A GREATER WIDTH IS REWIRED TO ACCOMMODATE ME PEDESTRIAN
TRAFFIC.
4. STOP BARS SHALL BE USED WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND MICH VEHICLES ARE REQUIRED TO STOP IN
CObIPUANCE WM A TRAFFIC SIGNAL. STOP SIGN, OR OTHER LEGAL REQUIREMENTS,
S. PARKING SHALL BE WMINAMI) A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK,
6. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WM ME LATEST EDITION OF ME MANUAL OF UNIFORM TRAFRC CONTROL DEVICES
PUSUSHED BY ME FEDERAL HIGHWAY ADMINISTRATION. THIS IS AVAILABLE FROM ME SUPERINTENDENT OF DOCUMENTS, Us GOVERNMENT
PRINTING OFFICE, WASHINGTON. O.C. 2 02.
IIL GUIDELINES FOR WHEELCHAIR RAMPS
1/2" EXPANSION JOINT
1/2" EXPANSION JOINT
B
STRIPMa
F CURB
10'-0"
0 0 MIN
EXCEED 12:1
PED-X-ING
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES
FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B) NTS
SIDEWALK
4'-0"
3'-4"
4"-0"
SCORE
VAR
VAR
VAR
2; 1 MAX
RAM-NEK JOINT MAT'L
OR APPROVED EQUAL
(TYPICAL)
J 2'-0„
MIN.
0
a
\ rn
w
a >
J
a
5" MIN. A'
w 0'-6 MIN.
to
TD. MANHOLE COVER,
MANHOLE STEPS
AS SPECIFIED
PRECAST MANHOLE SECTION,
A.S.T.M. C 478
0 -6 MIN.
MONOLITHIC
CONCRETE BASE,
48 J
3000 PSI CONCRETE
CRUSHED STONE f
6" MIN.
6" MIN.
PRECAST MANHOLE NTS
PROFILES
PENDER PROGRESSn9
INDUSTRIAL PARK
2010
3-3-90
Sods: 1"-- 3D'
VER7.: ,"- 3"
LOCATED IN BURGAW TOWNSHIP
PENDER Ci7IlN Fx ,,, .NOR,f(H
CAROLINA
Drawn:
'
DBS
Checked:
DSH
Project No:
72207-3
HANOVER DESIGN SERVICES, P.A. 3
LAND SURVEYORS, ENG/NEERS & LAND PLANNERS
1123 FLORAL PARKWAY
WLMINGTON, N,C. 28403
m.COm LICENSE C3597
Of.e��i� PHONE: � 910)4- 8002

30' 0' 30' 60' O oTPROPOSED
0
SCALE IN FEET: I"= JO'
1-8" G.V.
Q W
1-8" TEE
VAPoES 7�,'_INNNRI
- - - -
1 2" BLOW -OFF o v
ASSEMBLY
- -
EXISTING OVERHEAD WORTH BEVERAGE DRIVE o R.O.W. o � � j
Uo n
8" PVC POWER
WATER LINE LINE
EX
3HP
Ex OHP - - p
W V 1 5-�.�--- -�---_. - --__ .__..-- ------ r
-
_../ --x5 y__ - -_
L�,
EXISTING EX' Q S 70"00'29" E ,' 2816,40' PROPOSED
F/H P/P 8 SEWER MAIN
24
Db'
8" SEWER MAIN k (/`'�
s PROPERTY OWNER 30' UTILITY EASEMENT
O
6 M.C. 45 PG. 46
C & F EXCHANGE
LOT 3 _
EXISTING
,,
SANITARY
D
WORTH-
--BEVERAGE
DRIVE
-
-
-
_-
-
-
--
1
LOC
U
ILITIE
-
-
CONTR
CTOR r
ADJU
T
TION
EXERCISE
ME-
AUT
N.
- -
ALL --SE-
TO FINA
ER --MA
GRAD
HOLE RMS._.
..57
+
57
CON
RACT
FOFMULT/PLE
1
V
1 Y
rYPlca
o W
(D
DEP
- AN
ATIO
OF
ALLEXIS
fNG
ES 1
THE
ARE
PRIO
TOTRU
TION.
EXISTINGGRAD
Q
V)
54
w
-
C
NNECT
0-EXISTING
'
MAIN
L INA
NOTE WELL:
CULVERT
MULTIP-
-------
-
--�
MAIN
- fN
--
UTILITES
SHO
N - GRAPHICALLY-
--
---
---
_-
-
T
--
°
IN-P-RO-
ILE: -0
IATIONS
NOTED
AS
N:----3r'INC
yam- -
4$ L
Of'I8t
RCP
-
51
51AND
MAINTAIN
36' C
VER A
D USE
IP AT
CROSSINGS
WHEN
REQUIRED,
"-
/
_.
BEGIN
NEW
---
- -
----
BENDS-&
FITTING
AS
-
_.
_--
SEE--COER
-SHET
-NOT
S.
---
PROPOSED
._. PVC-
5"
WATER .-...
-
--
INV.
51-.0(OUT-
-
-- -
NECESSARY.
48
4
8
APPROXIMATE
xistln9
rmit
NOTE WELL:
SEWER
IPE SI
(
ED 8"
HROUG
12" )
-
_-
--__
-.
--
BENDS
FITTING
&
AS
PROPOSED
_
- LO
ATION- -
DEH Sera]
-
No. 06
2039
-- --
- -
-- -SHALL
E CLASS
150;--
OR18.
------- ---
-
-
---NECES
ARY.
8"TE
8" TEE
_
OF EXISTING
CONFORMING
T
AWWA
C900
NOTE WELL:
8" WATER
MAI
- -
REQUIREMENTS.
-CIFICAT
-
"
C 900
VC OR
DIP IS
0 BE
----
"--
_--"-
CONTRACTOR
-
CONNECT
TO E
ISTING
SEE_-SP
ONS FO
ADDITIONAL
USED F
R"ANY-
SEWERSWITH
A
TO -RP
D VERIFY-
SEWS
MANH
LE #1
PIPE
)S, CL-SSES-A
D_SCHEDULES.
-
DEPTH
REATE
THAN
2' (TYPICAL).
D
45
45
DE
H AND
(TYP ICA
LOC
TION-----_-
_.II
r _
-
--
2
1 LF
f -8_'-
90Q
0 42
a
-- --
-- --
- -
-
-
--
-_._-
-o
___
-._
-
___._
THESE
MINIMU
-SLO
ES ARE:
42
00
NOTE
LL•
IT IS T
CONTRACTOR'S
0.60%
FOR
"DIAM
TER PI
RE
3431.32
42
v
RESPONSIBILETY
TO ENSURE
THAT
HE
0,40%
FOR
DIAM
ER PI
RE
-{
MINIMUM
SEW
R SLOPES
SPECIFIED
BY
0 28%
FOR -1
"DIAME
ER PI
E _
--
0+56
33
-
STATER
UL
TIONS
ARE -A
HIEVE
.
--
0 22%
FOR 1
'DIAME
ER PIF
E
---- --
W
p
m
W
r
r
r
ap
r
to
MJ
r
M
u]
N
M1
N
M
39
0
00
0
30
0
60
0
90
1+20
1+50
1+80
2410
2N
40
2
70
3
00
310
3160
39
NOTES FOR WATER SUPPLY AND INSTALLATION
i. ALL WATER MAINS TO BE SDR21 PVC PIPE WITH PUSH ON JOINTS.
SEE SPECIFICATIONS FOR ADDITIONAL MATERIALS REQUIRED.
2. 3' MINIMUM COVER ON ALL WATER MAINS.
3. LOCATE ALL METER SETTINGS 5' FROM LOT LINE UNLESS OTERWISE NOTED.
A, ALL COMMERCIAL WATER SERVICE LINES TO TO BE 2' UNLESS OTHERWISE NOTED,
5. FIRE HYDRANTS SHALL BE INSTALLED IN ACCORDANCE WITH TOWN DETAIL.
6. BLOW OFF ASSEMBLIES SHALL BE IN ACCORDANCE WITH TOWN DETAIL.
7. ALL BENDS AND TEES SHALL BE ADEQUATELY BLOCKED (SEE TOWN DETAIL).
8. ALL CONNECTIONS TO EXISTING WATER LINE AND BORES TO BE DONE
ACCORDING TO TOWN OF BURGAW SPECIFICATIONS.
9. ALL MAINS SHALL BE ADEQUATELY FLUSHED, PRESSURE TESTED,
AND DISINFECTED IN ACCORDACE WITH THE SPECIFICATIONS.
10, ALL WORK SHALL BE SUBJECT TO INSPECTION BY THE ENGINEER,
THE TOWN OF BURGAW AND THE N.C. DEPT. OF ENVIRONMENTAL
HEALTH AND NATURAL RESOURCES. A PRE -CONSTRUCTION CONFERENCE IS
REQUIRED. CONTACT: DOUG RISEDEN TOWN OF BURGAW [phone].
11. ALL WATER SYSTEM WORK SHALL BE DONE TO THE TOWN OF BURGAW DETAILS
AND SPECIFICATIONS,
SINGLE
METER
BOX
1" LINE
LIJ SINGLE SERVICE
z
J
Z
Q DOUBLE METER BOX
1" LINE USE FORD DBL-GULF BOXES
DOUBLE SERVICE
McDONALD U MODEL 3795-22, OR
EQUIVALENT WITH SS STIFFENERS
McDONALD MODEL 6133T
PLAN VIEW
EXISTING
GRADE 1
PAVED AREA
FINISHED GRADE'
ASPHALT PER
NCGOT SPECIFICATIONS
3'-0" MIN.
METER
BOX
UNPAVED AREA
PRECAST CONCRETE
COLLAR
FINISH
GRADE
.VE Box WIUD
MARKED "RATER'
GATE VALVE
VALVE
3 DETAIL
"Ts
PLACE BRICK
-PAVERS UNDER
ALL CORNERS
LINE BOTTOM W/
#57 CRUSHED STONE
COUNTY
STANDARD
PLASTIC W/
METAL LID
w
z
J
r
H
w
0
a
NOTE:
SERVICE SADDLES ON PVC MAINS i-
SHALL BE WIDE BAND I I- - I I11
BRASS BODY -SADDLE I -I
McDONALD 3801 OR EQUIVALENT.
NOTE:
PE TUBING, SDR 9
ASTM D2737 STOP,
3/4" EL 4753 SERVICE
(SIZE AS SPECIFIED) z STOP, MODEL WITH
SS 2 OR
FF
g EQUIVALENT WITH SS STIFFENERS METER
CORPORATION STOP McDONALD MODEL 6133T BOX
McDONALD MODEL c0
4701-22 OR EQUIVALENT
WITH SS STIFFENERS
McDONALD MODEL 6133T III3/4" SERVICE ANGLE STOP:
-III III I1 III-
- - SERVICE STOP SHALL HAVE
WATER THREADED FITTING FOR
MAIN - - - CONNECTION TO COMPRESSION
ADAPTER AND SHALL BE
McDONALD MODEL 4604
NOTE: OR APPROVED EQUIVALENT,
3" SAND BED NO JOINT SHALL BE
30` ALL AROUND LINE INSTALLED BETWEEN
THE MAIN SERVICE
BEDDING TAP AND THE METER
AS SPECIFIED STOP.
SINGLE SERVICE SECTION VIEW
TYPICAL WATER SERVICE CONNECTION
N.T.S.
FULL 18' JOINT
6" PIPE
HYDRANT SEE THRUST BLOCK
DETAIL FOR RODDING
RODDING
@a " 2- ' e TO MAIN
TIE BOLTS
HYDRANT LUGS RETAINER CLAMP
JOINT RESTRAINT HYDRANT TO 1ST FULL JOINT OF PIPE
SEE THRUST BLOCK
HYDRANT DETAIL FOR NODDING
w
aO" "
IWTIF
I-
OLTS
JOINT RESTRAINT HYDRANT TO MAIN TEE
GUIDELINES FOR
HYDRANT JOINT
RESTRAINT
NTS
-
-
C:)57
57
57
+
PROPOSED
CD+
PR
DOSED
_
GRADE
_
Tn
..GRADE
EXISTING
GRADE
0--
--
-_ --
EXIS
ING GADE-
54
- -
54
-
-
54
N
S
G�L
ART-
FI
N
N
It
- iN EC
SSARY.
-- .
,.
51
r7
51
ENDS
51
__..
_-NECESS
RY.
�0-
----
/
-
-
-
II
/
-
--
-
PROPO
8"-TE
ED- --
_.
PRO
_---
OSED 5
-_--
LF
---
I P
---
POSED
--
PROP
OF 8"-
SED-5
1P WA.
F -
R
0'-8 17//4$
0'-0 11/16" �0'-0 11/16" N
V-2 1/4"
V-7 1/4" o
O'-ll 7/8"
�q❑O❑ 0 0'-6 11 16'
000R O'-D 1/2" o'-0 1/8°
BOX O'-0 1/8"
PLAN 0'-0 3/4"
0'-6 11/16"DIA. <
'/ \ 0'-0 1/2,
0_D-0 t/
I5000--c'
'-D s/1s" o' o_', o o'_a 3/4"
0-0/2�U-U 1/2 SECTION „A -A"
G'_10" 0'-6 1/2" DIA.1-6 1/4" GREY WVC 6HD CASTIRON OR EQUAL
SECTION "A-A"HEAVY DUTY
'-8 1/4" MINIMUM WEIGHTS
7 3/ 8 BOOX 140 LBS.
EXTENSION -11 7/8 EXTENSION 40 LBS. VALVE BOX LID
WATER VALVE CASTING NTS NITS
NOTES: 1-DO NOT TAP MANHOLE AT JOINT.
2-BREAK OUT MINIMUM AMOUNT OF MANHOLE WALL TO ALLOW
NEW PIPE TO ENTER.
3-CONCRETE TO BE BROKEN FROM INSIDE OF MANHOLE, IF
POSSIBLE.
4-PLACE COLLAR AROUND NEW PIPE, COLLAR TO BE BUILT
RESTING ON UNDISTURBED SOIL.
5-REPAIR CONCRETE WITH NON -SHRINK CEMENT.
6-SEE SD 14-11 FOR PRE -CAST MANHOLE DETAIL.
0'-4"
0'-4"
-6" STANDARD TAPPING
VIEW A DETAIL PRE -CAST NTS
/ C_
I M1sIN"
G
q Gril
6MC(SQ)CA SENDSD(SQ) PUN qT
FIT
PLAN AND ELEVATION SSr AN HOR PLAN
PLUGS TEES 45-
100
8, m
L
I I -
SECTION C-C
D(SQ) BENDS AND TEES
"orzi •u nSs, Twos ma Sobs .e K . M,ee, mu owm
45' VERTICAL BENDS eo" . a...
6" GATE VALVE SEE TOWN THRUST BLOCK
CRUSHED BOX DETAIL FOR RODDING
AND
ROCK O DRAIN
N
1' r 0
TEE OR CROSS
THRUST j
PLAN
BLOCK
R
PAY LIMIT FOR HYDRANT INSTALLATIOIN
HYDRANT COLOR AND
VARIES
TYPE AS SPECIFIED
1.0'
PER THE TOWN
(TYPICAL
OF BURGAW
be
HYDRANT
ov
BARREL
o
VALVE
CRUSHED
z
BOX
ROCK
PIPE BENDING
DRAIN
p
AS SPECIFIED
M
GATE
11
VALVE
I
UNDISTURBED
TEE CROSS
EARTH (TYP.)
]
WITH BLOCKING
I SEE TOWN THRUST BLOCK
DETAIL FOR ROODING
CONCRETE THRUST
CONCRETE BASE
BLOCK
18"x18"x6" MIN.
20"x2O"x4' MIN.
ELEVATION VALVE BLOCKING
N.T.S.
HYDRANT INSTALLATION
NTS
PIPE
DIA.
BE DS
BENDS
2BENos
TEES
B
A
A
B
A
A
0
S
8'5"
124"
&PLUOS45'.VERT.A
8"
10
5
10"
3"
8"
5
126
12"
8'
9"
8
6"
8
12
84
12"14"
1.8
STANDARD THRUST BLOCKING
N,T,S.
PIPE ZONE
6" O.D. 6"
MIN MIN
FINAL
BACKFILL-
CLASS ¢
2, OR 3
PIPE
SIZE AS INDICATED
ON THE PLANS O.D.
90
CLASS \ /
1 OR2 \
i- - -� STABLE
FOUNDATION
DUCTILE IRON and RC PIPE MATERIAL
PIPE ZONE
6" O.D. 6"
MIN MIN
FINAL
BACKFILL-
PIPE
SIZE AS INDICATED q3"
ON THE PLANS
INITIAL BACKFILL O
CLASS 1 O.D.
O
g
^\ \ ^\ STABLE
N.T.S. PVC PIPE FOUNDATION
PIPE BEDDING DETAILS MATERIAL
CULVERT 2 CULVERT 4
(O
_
5700
57
57
O-
-
-
+
--
-
-_
C\1
It
-
EXISTING
GRADE
-
PROPOSED
EXISTING
GRADE
PROPOSED
_
--
-Q.
GRADE--
-- -
-
-- -
/] _
_.. GR
DE.
54
54
54
NPIPE
48LF
F
f8LF
OF 18'
RCP
Q
2.297
�
-2.297
SE C
ASS 1VS
51
51
51
C
.
In
to
Of PROPERTY �
UNE
LANDSCAPE
TIMBER LANDSCAPE
TIMBER z
C.1. BOX & COVER
C.I. BOX & COVER
N
�45'ELBOW Z
//� MAXIMUM 45' LONG 7
�LATERALSE
TOP AS REQUIRED
WEREACH OPTIMUM
DEPTH \ 1
1LNIPPLE &
GLUED CAP
VARIABLE SLOPE ANGLE
45'ELBOW
1.5% MINIMUM AS
78"NIPPLE &
45- REQD. LATERAL
_
GLUED CAP
MAXIMUM 45' LONG
BEDDING AS SWEEP BENDS AS
SPECIFIED � REQUIRED
SEWER f
FAR SIDE LATERAL MAIN NEAR SIDE LATERAL
NOTE: USE WYE FITTINGS AT SERVICE
STANDARD SERVICE CONNECTION
TO SANITARY SEWER
N.T.S.
ARKED:
SANITARY SEWER OR
STORM DRAIN AS REQUIRED
TOP OF COVER
STANDARD
MANHOLE
A D
A
RING AND COVER
7/8"
OTTOM OF COVER NITS
5/8"
PLAN
2'-1"
1'-11 3/4"
NOTE:
1'-11 1/2"
RING AND COVER CONTACT
SURFACES SHALL BE
0'-2 1/8"
0'-3 1/8"
MACHINED TO INSURE
V-1"
0'-7 1/2"
EVEN BEARING OF
COVER AND RING.
V-8 3/8",
0'-0 1/2"
MINIMUM_ WEIGHTS
0'-4 1/8"
0'-4 1/8"
RING 261 LBS.
V-9 5/8"
0'-5 1/2"
COVER 120 LBS.
0'-5 1/2"
V-10 1/4"
SECTION "A -A"
2'-9 1/4"
SANITARY SEWER ALTERNATE
STORM DRAIN
TOP OF COVER IRED STANDARD MANHOLE
F- A RING AND COVER
A
NTS
OTTOM
OF COVER
1/2°
NOTE:
PLAN
RING & COVER CONTACT
SURFACES SHALL BE
MACHINED SO AS TO
V-11 3/4"
INSURE EVEN BEARING
0'-1'•
2'-1 1 4"
l'- 11 1/2"
OF COVER ON RING
0'-2 3/4"
00'_jl 1/2,•
0'-2 1/8"
MINIMUM WEIGHTS:
0'-4 3/4"
0'-7 1/2"
RING 1
COVER120 BLBS,
O'-O 1/2"
V-10 1/4"
0'-0 1/2"
2'-0 1/2"
2'-9 1/4"
SECTION "A -A"
DEWEY BROS
NO MH-RCR-2001
1Q 4700 SERIES 2"CORP.
2"MJXMJ
STOP - IRON PIPE
VALVE BOX GATE VALVE
WITH 2"SQUARE
THREADED INLET
WITH IP COMPRESSION
NUT, OPENS
OUTLET
RIGHT
NOTE: MJ PLUG TO BE RESTRAINED
RESTRAINT JOINT GLAND
SEE VALVE BOX
BODY WITH DUCTILE IRON
CASTING BASE
SCREWS, BREAK -AWAY HEAC
DETAILS, ABOVE
TO ENSURE PROPER TORQUE
8"MJ CAP TAPPED 2"
PVC OR DIP PIPE
2"PVC CL200
CONC.BLOCKING
STD.8"MJ GASKET
18 LONG MAX. 2"DIA.
8" TO 2" WATERLINE
SCHD.40
PLAINS ENDE
CONNECTION ASSEMBLY
WITH TAPPED
SD 427
NTS
CAST IRON FRAME & VARIES FOR WOODS OR
COVER, TOP TO BE FLUSH PAVED BOTHER OTHER AREAS OUT OF
WITH STREETS, WALKS, OR TRAFFIC. TOP TO BE AS
RESIDENTIAL AREAS. 3 8" CEMENT NOTED ON PLANS. ON
/ UNPAVED ROADS PROVIDE
MORTAR g COVER OVER LID, AND
SET LABELED CONCRETE
MONUMENT, NEAREST R/W
LIMIT.
FRAME &COVER
CONCRETE
COLLAR ::A /��i n /n/ \✓/\ n/ /
12"MAX. Sp
24" MIN.
w
o a' CONCRETE SPACERS FOR
ADJUSTMENT TO GRADE
z
w
U
w MH STEP
? REINFORCING g
PRECAST ECCENTRIC TOP
U
w
� o
a a'
PRE -CAST MANHOLE
K 0 SECTIONS
-� 5" MIN, WALL THICKNESS
4� FOR 4' DIA, BARREL
Maz 48" DIAMETER STD. 6" MIN. WALL THICKNESS
:m0 5 FOR 5' DIA. BARREL
o F- (TYP) MANHOLE IN ACCORDANCE
iv1 "I w WITH ASTM C 478
aN
BITUMASTIC JOINT SEALANT
AS APPROVED BY THE
ENGINEER GROUTED INSIDE
AND OUT WITH APPROVED
N NON -SHRINKING GROUT
PIPE 1" PER G
o z � DIAMETER FOOT
z OOTE
a 4. .
3/4 DIA.
LARGEST
3"MIN. PIPE MINIMUM 8" STONE
BEDDING FOUNDATION
6" EXTENDED LIP MONOLITHICALLY CAST T
BASE SECTION ( EXTENDED BASE NOT
iO REQUIRED FOR MANHOLES < 8' DEEP) RUBBER GASKET
48" DIAMETER N.T.S.
STANDARD MANHOLE
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
i.e. storm inlets or and foreba b swales
( P Ys) Y
overland flow,additional grading, or landscaping inlets.
REV. NO. I REVISIONS I DATE
COP7ryll t"% Hanover Dingo 5ervicee RA„ Aft rights reserve .. Roeroductbn or use of the contents of this document, or odditb s or deletions to this
documen f, whole or Poll, Hthout eritten consent of the Land Surveyor ar EngMeer, 1s Proh&bxi, Only cables horn the origMai of this document,
marked with the original signature and original seal of the Sursa nr or Engtobo, shah be considered to be wIM old tme oca"
48
IN PAVED AREAS USE
0 2-CURB STOP WITH
2"PVC PLUG MONUMENT CASING
METER BOX -lll�
2"LONG G 119"
IP
MONUMENT BOX IF
COUPLING
IN PAVEMENT
STORED IN ,
4PIPE
45'ELBOW
24"LO4"LONG
STONE
21P BRASS
PIPE
0
Un
AND FITTINGS
J
STONE
2"PVC CL200
CONCRETE BLOCKING
2"CORPORATION
STOP - AWWA
THREADED OUTLET
2"
BLOW OFF DETAIL "rs
WITH IP COMPRESSION
SO 4.08
INLET.
(8)/I4 REBAR
3000 PSI CONCRETE
THRUST COLLAR
THREADED GALVANIZED STEEL
SEE "TIE ROD SCHEDULE" FOR
4 EACH WAY
/
QUANTITY AND SIZE OF TIE ROD.
�r
M,J.CAP OR OTHER
-
- - -
M,J.FITTING
e
DIP
e O
D
L*
- _
•_
311 -^
�s--e--s
-
I
I
I
I D
W�
AND BRASS NIPPLEP
THRUST RING
FOR 2"LINE EXTENSION
THRUST COLLAR SHALL BE FORMED USING 1/2"EXTERIOR
PLYWOOD AS PER COLLAR DIMENSIONS
SHOWN,
TIE ROD SCHEDULE
COLLAR DIMENSIONS
PIPE DIAM. QUAN
SIZE
SIZE LINE MIN.W MIND PLATE DIAM
4" 2
5/8"
4" 6" L+8" L+2"
6" 2
3/4"
6" 9" L+9" L+3"
8" 2
3/4"
8" 12" L+9" L+3"
12" 4
3/4"
12" 18" L+9" L+3"
16" 4
7/8"
16" 18" L+9" L+3"
20" 4
1"
20" 20" L+9" L+3"
24" 4
1-1/4"
24" 24" L+10" L+4"
30" 4
1-1/2'
30" 24" L+11" L+5"
• CONTRACTOR TO VERIFY DISTANCE
WITH COLLAR SUPPLIERS.
THRUST COLLAR NITS
FINISH GRADE
THRUST COLLAR MIN. COVER 3.5
DIP DIP
SEE COUNTY THRUST 3/4" THREADED STEEL
COLLAR DETAIL BELOW ,t RODS (TYP.)
3" 3„ SEE COUNTY THRUST
3" 3" COLLAR DETAIL BELOW
AND FOR RODDING
CONCRETE THRUST BLOCK
(TYP.)
ROD REQUIREMENTS
GENERAL NOTES: AS PER TOWN OF LELAND
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE COATED WITH
TWO COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS,
3. TYPICAL MIN. CLEARANCE BETWEEN CONCRETE AND END OF BOLT MUST BE 3".
4 APPROVED NSTANDARD BBE USED IN THIS LEND NTS
rl FNsEROS S USC APPROVED REDUCED
'' II COVER SPRESSURE ZONE (RPZ)
BACKFLOW
12" H'� ASSEMBLY PREVENTER
IOUPUN'EDG DRESSER
FU
at ADAPTERJI- - - COUPUNG I
FINISHED GRADE --SLOPE TO SUMP
:t y, FINISHED GRADE
SUMP, No.57 CONC.BLOCK
WASHED STONE SUPPORT '\
FILL W1 GROUT \ \
3 USC APPROVED
�.
RPZ BACKFLOW PREWNTERS
REWIRED FOR ALL
SERVICES OVER I" DIAMETER,
(VOTE: USC APPROVED BACKFLOW
DETAIL - BACKFLOW PREVENTER PREVENTERs REQUIRED ON ANY sERv',cE
LINES OVER i" DIAMETER.
N T.S. USE IJSC .APPROVED MODEL.
'j\,FEBCO MODEL 860 MASTER SERIES RPZ
?-` APPROVED EQUIVALENTS
PROFILES 190'� Data-3-)0
PENDER PROGRESS
INDUSTRIAL PARK
LOCATED IN BURGAW TOWNSHIP
8 gc5-cS rr
Pa &Lk`,I�t�z „
W �Or10=
PENDER COUNTY, NOR
OWNER: PENDER PROGRESS CORPORATION
P.O. Box 959
Burgow, NC 28425
'GtNc°� HANOVER DESIGN SERVICES P.A.
• o < 'fib' , "g'~ LAND SURVEYORS, ENGINEERS & LAND PLANNERS
"?y0' 1123 FLORAL PARKWAY
WILMINGTON, N,C. 28403
r �'CtJ PHONE: [phone]
[e-mail] LICENSE # C-0597
Scale:
HORZ: 1"= 30'
VERT.: 1 "= 3'
Drawn:
DBE
Checked
DSH
Protect No:
12207-4
Sheet No:
4
Of: 6
FAPROJECT FOLDERS\12207-Pender Progress Project\Engineering\12207- base. dwg Layout (Profiles-4)

0 o 11 VARIES 70e MINIMUM (D
EOP WORTH BEVERAGE DRIVE OHP OHP
OHP SF I1
SF - _ - OHP
- OHP
20' 0' 20' 40'
- OHP ,p
� SCALE 1"= 40' Jv
@MAGNETIC NAIL
\ CJ TBM 53.30
IF
XI t _V
O O
3:1 Side Sloe
yplc0l I'
1501
/.
10'Vegetotive 10:1 Side Sloe
Shelf 10:1 Side Slope
- - SF
\ \ Tymicnl _
\ �('y S F
ume= SOD-cf�
=4.52 Use 4.572.
r
O
O
POND CROSS SECTION DETAIL
NOT TO SCALE
1 SLOPE
51.0
-50.0
51,5 49.0-- -
48.0 47.0 3:1 SLOPE
---
10' VEGETATIVE 46.0-
SHELF (10:1 SLOPE) 45.0
FROM ELEV. 50.5-51.5 44.0
43.0
42.0-
41
NOTE:
THIS PLAN TO BE UTILIZED AND
REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE WELLI
:ROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
IND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
WORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
-ATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
e NOTE WELL,
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 21 CALENDAR DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS,
ANY SLOPES TO BE STABILIZED AFTER 21 CALENDAR DAYS.
DETAILS SHOWN ARE TYPICAL OF INSTAU_APONS REWIRED BY FENDER COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSIRUCDON DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUNTY AND STATE CODES AND CONSTRUCTION STANDARDS
No geotechncal testing has been performed on site No woromy
s made for suitability of subgrode and undercut and any required
of
revlucemIncennttroctar . sultvble material shoe be the responsibility
cam
+54.1
+53.1
STATE STORAGE ELEVATION = 52.0 WEIR CUTS = 52.0
p�t`bTFMAL WS L= 1.0
50.0 50.0
FOREBAY 9.0 3:1 SLOPE
48.0 48.0
47.0 47.0
46.0 46.0
45.0 45.0
44.0 44.0-
SEDIMENT 43.0 43.0
MOVAL= 41.0 -42.0 42.0
41.0 41.0-
POND 40.0 40,
BOTTOM 40.0
IF:\PROJECT FOLDERS\12207-Pender Progress Project\Engineering\12207-bose.dwg Layout (DWQ-5)
5
38.0-
37.
MAIN POND
SEDIMENT
REMOVAL36.0
r
IS
+54.1
5 .8+ A PORTABLE PUMP
TO BE USED TO
DRAIN POND IN AN
EMERGENCY.
u
3: 1 SLOPE
POND
ACCESS
y
oGv "a /
Q BORING LOCATION
GROUND EL- 52.02
DEPTH DOWN TO SHWT - 8"-7"
- - SHWT EL= 51.4
NOTE WELL: STORM WATER
SF I POND IS TO BE LOCATED
O WITHIN DEDICATED COMMON
AREA.
COVER OVER
PIPE @ PIPE
ONLY.
SEE PLAN VIEW
3: 1 SLOPE
52.0 1
may. 1 51.5
7.0
6.0
-45.0 10' VEGETATIVE
-44.0 SHELF (10:1 SLOPE)
0 FROM ELEV. 50.5-51.5
EXISTING GROUND
AQUATIC VEGETATION
AQUATIC VEGETATION ZONE:
FROM EL= 50.5 TO EL= 51,5
SUITABLE SPECIES FOR PLANTING IN
THIS ZONE ARE AS FOLLOWS:
- SAGITTARIA LATIFOUA (COMMON ARROWHEAD)
- SAGITTARIA LANCIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
- PELTANDRA VIRGINICA (ARROW ARUM)
IF ONE OR MORE OF THE SUGGESTED SPECIES
IS UNAVAILABLE, APPROPRIATE WETLANDS
VEGETATION COMMON TO THE COASTAL CAROLINA
REGION MAY BE SUBSTITUTED.
PENDER PROGRESS - Pond 1
STAGE -STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSEL
INCR. INCR.
INCR.
ELEV,
AREA
VOL
STORAGE
STORAGE
(ft)
(sf)--(cf)(cf)
(ac-ft)
51.0
22,000
-
52. 0
29,500
25,750
25,750
0.59
52.50
31,600
15,275
41,025
0.94
53. 0
33, 700
15, 800
56,825
1, 30
54. 0
38, 000
35, 850
92,675
2. 13
STATE STORAGE VOLUME @ ELEV 52.0 25,750 0. 59
STATE STORAGE VOLUME
= 25,750 of
w
0
EMBANKMENT
100-YEAR WSEL= 53.23
EMERGENCY SPILLWAY EL = 53,0 3
ro
CD
1-YEAR WSEL- 52,19
10-YEAR WSEL- 53.04 1�
d0i
Z
(D
6p
TOP OF BOX - 52.5
II
TAU
STATE STORAGE ELEVATION = 52.0 WEIR CUTS = 52.0
'-
xl-
N1111117 to
v
L.1�
II X
NORMAL WSEL- 51.0
INVERT OUT= 57.0 24"RCP 40 LF
.
1 PIPE
iD' WIDE, 10:1
AVlul F F0MANENT
PO�f-DEPTH i.3
VEGETATED
SB SHELF OS
El.= 50.5 to 51.5
Vegetation Zone
fl �
//Aquatic
„ 315.0
V MINIMUM EL_ 38.0)
(BOTTOM
%
POND 60TTOM MAY BE'//
OVEREXCAVATED FOR EMBANKMENT / .,/;,/�% EMBANKMENT SECTION POND No.1
SEDIMENT STORAGE
WELDED ROB .•
LI,-4
GRATES,TRASH
GALVANIZED
rl� alwis�les.
���e
■�q��■ ■��Gi-
-
NOT TO SCALE
CENTERED
'�1
WIER CUT
6
WELDED
Ci
.1
EIR
Oe ACH BO
,55(l�ll�I�IL3I�
r ■BIT/®'
i,'
'
s
'
':
J�l
i�a�/lvl'!91C1Pi�a�
for control orifice
fic, con
EL-
ePLAN
VIEW
TAM41N
or equvoleat
SECTION
VIEW
M (POND
NOT TO SCALE
Z
Z=
H�
(n -
X�
LIJ
w
0
Q
STONE
o
d50=3"
no
(V THICK)
N F
N
X
e50.8
w�
NOTE WELL: ALL STORM WATER
PONDS ARE TO BE LOCATED
WITHIN DEDICATED COMMON
AREAS.
NOTE:SEE SHEET 6 FOR
ADDITIONAL DETAILS AND
SPECIFICATIONS.
NOTE: NO WETLANDS ON SITE.
VEGETATION
20' 0' 20' 40'
SCALE 1N FEET: 1'-- 20'
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
(i.e. storm inlets or pond foreboys) by swales,
overland flow additional grading, or landscaping inlets.
REV, NO. REVISIONS DATE
CapArtght 0, Hanover Design Services, P.A. All rights reserved. Repradvctlon or use of the contents of this document, or addlllens or deletions to this
document, in whole or Part, without written consent of Me Land Surely r or, Engineer, is probbited. Only cables Xarn the original of this document,
morked with the angthal signature and coglnul seal of the Surveyor or Engi ssI shag be considered to be valid and true copies.
NOTE: NO WETLANDS ON SIZE.
ABOVE WSEL
5'min.
12'min
SEE PLAN
ALL SLOPES
o
3: 1 MAXIMUM
w o
FES
Forebay volume
WSEL
20% of required LJ
OUTLET
=51.0
storage, typical II
PIPE
1.0'
OUTLET
°
o
,Lo
REMOVE PROTECTION
4'min. SED.=41,0 AS ON PLANS
Qe
�o
a
5
Fore ay
Bottom
Elev.=40.0
FOREBAY SECTION DETAIL
NOT TO SCALE
FENDER PROGRESS, Wet detention / retention pond
POND No. 1
Additional Calculation Summary Far NCDENR / DUO
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 151,685 sf
TOTAL AREA DRAINING TO POND = 6.63 acres = 288,921 sf
6.63 ac. total - 3.48 ac. Impervious = 3.15 ac. green
SA REQUIRED, 151,685 / 288,921 - 0.525, or 52. 5%
At 4.5' average depth, 90% TSS removal, from chart - SA/DA Factor = 4.2
6.63 x 0.01 x 4,2 = 12, 150 sf SA REQUIRED
At Elev. = 51,0 22,000 sf SA PROVIDED
VOLUME REQUIRED, R=C(P)(Pj)(Rv)/l23(A)
SEE PAGES A.1 and A.2, 'Controlling Urban RunoFFi
A Practical Manua( for Planning and Designing Urban BMPs'
( P) = 1. 5-
(Pj) 0 9
(Rv)- 0.05 + 0.9(151,685/288,921) = 0,522
(A)= 288,921
R= [(1. 5) (0, 522) /12] (288, 921) = 0,433 acre-feet
= 18,870 cf REQUIRED STORAGE
At Elev. = 52, 0 = 25, 750 cf PROVIDED STORAGE
DRAWDOWNI
Average head from storage elevation to orifice -
52. 0-5L 0 / 3 = 0. 33
3' PVC drain to draw -down pond Qi;oY1cled. storage volume)
Orifice equation, Q = CA(2gh)^;1
Q = 0. 6(, 0491)(64.4 X 0. 33)^1/2 = 0. 0136 cFs
T = 190,000 sec. = 2. 2 days OKAY
FOREBAY REQUIREMENTS -
Approximate required capacity = 99, 500 X 20% = 19, 900 cf
Provided capacity = 19, 650 cf OKAY
NOTE: NO WETLANDS ON SITE.
PEAK DISCHARGE SUMMARY -
Q(1) pre -developed = 2.98 cfs
Q(10) pre -developed = 10.36 cfs
Q(100) pre -developed = 18.23 cfs
Q(1> post -developed = 0.76 cfs @ WSEL = 5a 19
Q(10> post -developed = 6.42 cfs @ WSEL = 53,04
Q(100>post-developed = 26.43 cfs @ WSEL = 53.23
SEDIMENTATION POND CONSIDERATIONS -
Storage required = 6.63 X 1800 = 11, 934 cf
Storage provided = 45,400 cf '
STATE WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 12,150 sf
Surface Area provided = 22,000 sf @ WSEL 5L 0
Storage Volume required = 18,870 cf
Storage Volume provided = 25,750 cf @ WSEL 52.0
Storage Volume Drawdown Time = 2.2 days
NOTE: DELINEATED 404 WETLANDS LINE
HAS BEEN APPROVED BY
THE US
ARMY CORPS OF ENGINEERS. SEE
ACTION ID: 2007-1459.
2/3/2010 BY THE LAND
MANAGEMENT
GROUP, INC.
NO WETLANDS ON THIS SITE.
Erosion & Sediment Control and Water Quality Plan, Pond Details
oate:
PENDER PROGRESS
3-3-10
Scale:
Pond 1
INDUSTRIAL
PARK
7"= 20'
LOCATED IN BURGAW TOWNSHIP PENDER COUNTY, NORA , OLINA
Drawn:
✓ 9�
DBB
Checked:
OWNER: FENDER PROGRESS CORPORr>�'QN
Q
DSH
'b*� c$id,°t,.r , `'<,
`'
P.O. Box 959 .9 r
'\,. <1Qj'Q
Project No:
'^v"
�
Burgow,
Buf aw, NC 28425
SEA �
° 20007
ms
01M_ a���
\
HANOVER DESIGN SERVICES, P.A.
[?ti,„w
SURVEYORS, PLANNERS
LAND ENGINEERS & LAND
1123 FLORAL PARKWAY
Lf-6
WILMING�PHONE: TON, C, 28403 02dhollis
Q hdsilm.Corn
LICENSE # C-0597

COMPACTED FILL OR --\
GRAVEL. EXTENSION
RI AND WIRE
INTO TH N FABRIC
N TRENCH
E
NOTE:
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW
La
I
RCP W
0-
18"-36" Rcps-10'
48" & 5 4"' Rc s-1'
P 54
I
P IP O
( 00
OUTLET PROTECTION and
8'SPACINO
SEE NARRATIVE
FILTER
FABRIC
BACKRLL
MINIMUM S"
THICK LAYER
OF GRAVEL
V-TRENCH
WIRE
Ft
FI
EXTENSION OF
FABRIC AND WIRE C
INTO THE TRENCH Ft
I / r\�r
z
14"MINIMUM
5�///,
`mSECTION
SEDIMENT FEN
CE SILT FENCE)
NTS
PRACTICE 662
4"MINIMUM
OSECTION
SF
RCP DIAMETER
La
W
d50
I dMAX
APRON
REQ.STONE
ALL 18"
10'
10'
3"
6"
1
approx. 4cy
ALL 24"
15'
15'
3"1
6"
1'
approx. Icy
ALL 30"
15'
15'
3"
6"
1'
approx. 7cy
ALL 36"
30'
15'
3"
6"
1'
approx. 14cy
ALL 48"
20'
20'
3"
6"
i'
approx. 13cy
ALL 54'
1 20'
1 20'1
3"
6'
1'
I approx. 13cy
ROCK STABILIZING APRON
La
W
5
d 0
dMAX
APRON
RE .STONE
Q
CFN TWIN 36"
10'
15'
3"
6"
1'
approx. 6cy
CFN TWIN 24"
10'
15'
3"
6"
1
approx. 6c
PP Y
CFN TWIN 18"
10'
15'
3"
6"
1'
a rox. 6c
pp y
ROCK STABILIZATION APRON
NOT TO SCALE
PUBLIC ROAD
S
rp �'p ,r
9L V O,
CE -
O
O
O�y P G11 �
-&-,(
T
6" MINIMUM p� 0y
THICKNESS --
p�,
O
2"-3" COARSE
AGGREGATE �7 '
NOTE: SEE NARRATIVE 12'MINIMUM
FOR MORE DETAIL.
ENTRANCE/EXIT DETAIL
N.T.S.
NOTE WELL:
1) OUTLET PROTECTION &
ROCK STABILIZATION APRONS
REQUIRED AS SHOWN ON PLAN.
r t'On Entrance/Exit
Temoorary Gravel Coast uc # Specification 6.06 - Construction Specifications
0
1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade It.
2. Place the gravel to the specific grade and dimensions shown on the plans end
smooth it.
3, Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile Fabrics because they improve stabllity of the foundation in
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad In a condition to prevent mud or sediment from leaving
the construction site. This may require periodic topdressing with 2-Inch stone.
After each rainfall, inspect any structure used to trap sediment and clean it
out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked ontopublic roadways.
CONSTRUCTION SCHEDULE -
1. Obtain approval of Plan and any necessory permits, and hold o
pre -construction conference prior to commencing any work.
2. Flag work limits and stake -out primary measures, for
preliminary clearing and grabbing. Install silt fencing entirely
along the line as shown.
3. Install Gravel Construction Entrance.
4. Install Sediment Basin as shown on Plan while clearing and
grubbing site. Sediment Basin to be constructed prior to major
grading or building. (See Construction Summary on Sheet 1).
5. Maintain Sediment Basin on shown on Plan
while clearing and grubbing site.
6. Immediately stabilize all non construction areas.
(See seeding specifications.)
7. Construct any other sediment control Practices
shown, prior to rough grading roadways, stockpiling
material and topsoil as necessary.
S. All erosion and sediment. control Practices are to be Inspected
weekly and after any rainfall, and repaired as necessary.
9. After site stabilization, temporary measures
are to be removed and the Sediment Basin cleaned to
its original desi
gn n contours, if necessary.
.
2) SLOPE IS FLAT (0%)
FOR A MINIMUM OF 2LF
2' MIN. BOTTOM WIDTH.
0
- Rock to top of pipe
0
both sides
O
-:' / SLOPE
w EMBANKMENT
O
See Narrative for
additional details
2'min.
NOTE. FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
INLET AND OUTLET PROTECTION.
USE NICOLON MIRAFI 60OX
POLYPROPYLENE, OR EQUIVALENT
Qif1G \/If=\AI
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6,06
CE
project in andreShall be installed at the entrance of th
O from Worth Beverage Drive as show
e proposed
p g n. Drainage
is away from the road and sedimentation will be controlled
with downstream practices. During wet weather it may be
necessary to wash truck tires at these locations.
2.
G
LAND GRADING
Practice 6,02
Grading should be limited to areas as shown on the Plans.
Cut and fill slopes shall be 3;1 or flatter 'except where
specifically indicated. Care shall be taken during land
grading activities not to damage existing trees that are
not required to be removed.
3.
SEDIMENT FENCE
Practice 6.62
SF
O
Installed as shown on the Pion
Sediment fencing should be s ,
first, to delineate and protect low areas, and around any
X-X-X
r o prevent an graded
temporary stockpile areas as necessary t p y
interior areas from eroding onto adjacent lands or roadway, or
into Inlets.
4.
OUTLET STABILIZATION
Practice 6.41
OP
Riprop aprons will be located at the downstream and of
all discharge pipes to prevent scour.
5.
CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadways and parking areas are to be stabilized by
placing sub -base course of approved e" ABC stone, as shown in
the typical cross-section detail on the Plan, to reduce
erosion and dust during the remainder of building construction.
6.
SEDIMENT BASIN
SB
Practice 661
The Sediment Basins. are to be constructed (see
Construction Schedule) as the primary Practice to prevent
sediment from leaving the site. Detailed design and spillway
configurations are specified in the details as shown on this
Pion and the Narrative. The PVC outlet is to be blocked during
sedimentation function (or not installed) until entire
watershed is permanently stabilized and pond is converted to
permanent stormwater management detention / retention
function. The Contractor may choose to Install the oriface
during sedimentation function, ONLY if he screens the end
and protects the inlet with #57 stone.
Additional temporary measures such as temporary ditches
and diversions may be utilized prior to storm sewer construction
to ensure disturbed area runoff is directed to sediment basins.
MAINTENANCE PLAN -
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2. Sediment Basin to be cleaned out when the level of seament
reaches as shown on individual pond plans.
3. Sediment to be removed from behind the any Silt Fenceand
inlet protection devices when it becomes 0.5 deep. Fenmg
and inlet protection to be repaired as needed to malntan a
barrier.
4, All seeded areas shall be fertilized, mulched, and re-seeeea
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
S. Construction entrances to be maintained In a condition to prevent
mud or sediment from leaving the construction site. Persdic
topdressing with 2'stone may be required. Remove all ot,ectionable
material spilled, washed, or tracked onto public roadways immediately.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance won
"North Carolina Erosion and Sediment Control Planning axe
Design Manual", Section 6.11, latest version.
COVER SHEET FOR CONSTRUCTION PHASE SEQUENCE.
Construction Road Stabilization
Specification # 6.80 - Construction Specifications
L Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
it Is possible.
3. Locate parking areas on naturally flat areas if they are avallable. Keep
grades sufficient for drainage but generally not more than 2 to 37..
4, Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References, Runoff Control Measures).
5. Keep cuts and flits at 2,1 or flatter for safety and stability and to
facilitate establishment of vegetation end maintenance.
6. Spread a 6-Inch course of 'ABC' crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where Y
seepage e areas or seasonally wet areas must be crossed Install
P
subsurface drains or eotextile fabric cloth before placing the crushed stone
9 P 9
(Practice 6.81 Subsurface Dr In).
8, Vegetate all roadside ditches, cuts, £Ills and other disturbed areas or
otherwise appropriately tabilize as soon as radio Is complete (References,
s
grading P
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain oil vegetation In a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately,
Sediment Fence (Silt Fence) 0
S �
Specification 6.62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shown In Table 6.621D. Synthetic
filter fabric should contain ultraviolet ray Inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction Life at a
temperature r n f F.
range Oto 120
9
2. Ensure that pasts for sediment fences are either 4-Inch diameter pine, 2-inch
diameter oak, or 1,33 (b/linear ft steel with a minimum length of 4 ft. Make
sure that steel posts have projectionsto faci
litate fastening the fabric.
3, For reinforcement of standard strength fitter Fabric use wire fence with a
minimum 14 gauge and n maximum mesh spacing of 6 Inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 LID/Lin In (min)
Extra Strength- 50 lb/Lin in (mm)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
1.Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may Impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When Joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least I Inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence Is used s posts a maximum of 8 ft apart.
PP space P P
Support posts should be driven securely Into the ground to a minimum of 18
inches,
6.Extra strength filter fabric with 6ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7.Excavate a trench approximately 4 Inches wide end 8 inches deep along the
proposed line of posts end upslope from the barrier (figure 6.62a).
8.Backfitt the trench with compacted salt or gravel placed over the filter
fabric,
9.Da not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs Immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize It after the contributing drainage area has been property
stab l l zed.
MORE GENERAL NOTES:
1. ALL CONSTRUCTION TO APPLICABLE STATE AND LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH NCDOT.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE TO DRAINAGE SWALES AND RECEIVING STRUCTURES.
4, CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WITH APPLICABLE AUTHORITIES, AND ANY REQUIRED PERMITS.
CLEARING AN GRUBBING OF SITE TO INCLUDE REMOVAL OF XI TIN 5 (LEA G D E S G
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
Permanent Seeding
Specifications # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to Inappropr l ate soil texture (Table 6. lea), poor dra Inge, concentrated
overlord flow, or steepness of slope until measures have been taken to correct
these problems.
To mninta in a good stand of vegetat ton, the soil must meet certnln minimum
requirements as a growth medium. The existing soft should have these criteria,
- Enough fine-grained (silt and cloy) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
inches water to I inch of salt).
- Sur I cI ent ore s t m ace o perm It root enetrntion.
P P P P
- Sur I cI ent depth of soli to rove de an adequate p p equa a root zone. The depth to rock
or Impermeable layers such as hardpons should be 12 Inches or more, except on
slopes steeper than 2,1 where the addition of soli Is nofeasible. t
P P - A favorable PH range for plant growth, usual Ly 6.0- . 5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind, Clods and stones may be left on slopes steeper than 3,1 if they are
to be hydroseeded.
If any of the above criteria are not met -I. e., If the existing soli Is too
coarse, dense, shallow or acidic to foster vegetation-speclat amendments are
required. The soil conditioners described below may be benef total or,
preferably, topsoil may be applied In accordance with Practice 6,04, Topsof(ing.
Solt Conditioners
In order to im rove the structure or drain h r rl n e o n note sties of n soli the P 9
Followingmaterial may be added. These amendments h
Y should ld only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Cons i deratlons).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
conditioned In storage piles for at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite-horticulturaL grade and free of toxic substances.
Rotted manure-stebl r cattle
e o ca t e manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and in ,
industrial sludges are available In various forms 9 9 9
these should be used only in accordance with local, State and Federal
regulations.
Species Selection
Use the key to Permanent Seeding Mixtures (Table G. llb) to select the most
appropriate seeding mixture based on the general site and maintenance factors.
A Listing of species, Including scientific names end characteristics, is given
in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, end complete grading according to the approved plan.
Lime end fertilizer needs should be determined by soli tests. Solt testing is
performed free of charge by the North Carolina Deportment of Agr IcuI ture soli
testing laboratory. Directions, sample cartons, and information sheets are
avaI Lab le through county agr Icu LturaI extents l on off Ices or From NCDA. Because
the NC➢A soil testing lab requires 1-6 weeks for sample turn -around, sampling
must be planned well In advance of final grading. Testing is also done by
commercial laboratories,
When soli test are not available, follow rates suggested on the IndIv Idual
specification sheet for the seeding mix chosen (Tables 6. tic through 6, 110.
Applications rates usually fall into the Following ranges;
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer,
Grasses 800-1200 kb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures, 800-1200 lb/acre of 5-10-10 (or the equlva Lent)
Apply time and fertilizer evenly and incorporate Into the top 4-6
inches of
soil b disking or other it I k o e su ab a means, Operate machineryon the contour.
Y 9 P
When usinga h droseeder apply time nail Fertilizer r t r f f y pp y e o a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up Large clods and raking into a
smooth, uniform surface (slope less than 3k ll Fill in or level depressions than
can collect water. Broadcast seed Into a freshly loosened seedbed that has not
been sealed by rainfall. j
' Table 6. Its - Seeding No. 4CP for,
Well -Drained Sandy Loans to Dry Sands, Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrnss - Rate - 10-20 lb/acre (seed) or 33 bu/acre (spr Igs)
Seeding dates - Her. - June, (Sprigging can be done through July where water Is
avallable for Irrigation.)
Solt amendments - Apply line and fertilizer according to soil test, or apply 300
lb/acre 10-10-10,
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 Inches deep and 2ft apart. Place sprigs about 2 ft. apart
In the row with one end at or above ground Level (Figure 6. 11d).
Broadcast at rates shown above, and press sprigs into the top 1 1/2 inches of
soli wl th a ill sk set stra l ght so that spr Igs are not brought back toward the
surface.
Mulch - ➢o not mulch
Maintenance - Fertilize very sparingly- 20 kb/acre nitrogen In spring with no
phosphorus. Cent ipedegrnss cannot tolerate high pH or excess fertI I zer.
Table 6. 11t - Seeding No. 5CP for, Welt -Drained Sandy Loans to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahlagrass 50
Sericea lespedeza 30
Common Bermudagrass 10
German millet 10
Seeding notes
1. Where a neat appearance Is desired, omit sericea
2. Use common Bermudagrass only on Isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Solt amendments - Apply time and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer,
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another suitable Mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertitize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires, May be moved only once a year. Where a neat appearance Is
desired, omit sericea and now as often as needed.
Table 6. llv - Seeding No, 7CP for, Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudagrass - Rate - 40-80 (1/2 lb/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Solt amendments - Apply Line and fertilizer according to soft tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary Lint ngs, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr, with 50 Ib/acre
nitrogen.
\Refer to Appendix 8.02 for botanical names
NOTE:
THIS PLAN TO BE UTILIZED AND
REVIEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
NOTE ll
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A 21 CALENDAR DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
ANY SLOPES T❑ BE STABILIZED AFTER 21 CALENDAR DAYS.
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY ONSLOW COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUNTY AND STATE CODES AND CONSTRUCTION STANDARDS.
No geotechnical testing has been performed on site. No warranty
is made for suitability of subgrade, and undercut and any required
replacement with suitable material shall be the responsibility
of the contractor. ,
Temporary Seedino
Specification # 6.10 - Specifications
Complete grad Ing before preparing seedbeds and install all necessary erosion
control practices, such as dikes, waterways and basins, Minimize steep slopes
because they make seedbed preparation difficult and increase the gruel on hazard.
If soils become compacted during grading, loosen them to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good
seedbed is well-pu lverized, loose and uniform. Where hydroseeding methods ore
used, the surface may be left with a more Irregu Lar surface of large clods and
stones.
A according to soft test recommendations, If the H (acidit )
Lining l time c e
P 9 P Y 9 Apply
t known,an n licatlon of round n rl cu lturaI limestone at the
of the soli Is no
PP 9 g
rate of 1 to 1 1/2 tons/acre on coarse -textured sods and 2-3 tons/acres on
fine -textured sells Is usually sufficient. Apply limestone uniformly and
with H of 6 or higher
incorporate Into the to 4 6 Inches of soft. Soils , a
P P 9
need not be limed.
Fertilizer- Base application rates on salt tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-L, 000 lb./acre. Both fertilizer and
Lime should be Incorporated into the top 4-6 inches of soil. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application,
Surface roughening- If recent tillage operations have resulted in a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen It
seeding b disking, raking, or ther suitable methods justpriorto s o
J 9 Y 9• 9
Groove or furrow slopes steeper than 3,1 on the contour before seeding (Practice
6103, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6, 10o, for seeding
In late winter and early spring, Table 6. 101a for summer, and Table 6. 10c for
fa l I.
Seeding
1 seed using a cyclone seeder (broadcast) drill cuiti acker seeder
Event a e
Y PP Y 9 Y P
t Broadcast seedin
or h droseeder. Use seeding rates given n Table 6, 10a-6 IOc B
Y 9 9 9
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
a uniform distribution. Small rains should be planted no more than 1
achieving
9
inch deep, and grasses nail ra es legumes no more than 1/2 Inch. Broadcast seed must
g
be covered by raking or chain dragging, and then lightly firmed with a roller or
cult (packer. Hydroseeded mixtures should Include a wood fiber (cellulose) mulch.
MU(china
The use of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6. 14, Mulching). Harsh site conditions Include:
-seeding In fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 311,
-excessively hot or dry weather,
-adverse solls(sha(Low, rocky, or high in clay or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as In channels,
anchor mulch with netting (Practice 6. 14, Mulching).
Table 6. 10a - Temporary Seeding Recommendation for Late Winter and Early Spring
See
ding n mixture
Species- Rye(grnin), Annual lespedeza (Kobe In Piedmont and Coastal Plain
Rate (kb/acre)- 120
Omit annual Lespedeza when duration of temporary cover Is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr, 15,
Sell amendments- Follow recommendet Ions of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Anchor tr w b tacking with asphalt, netting
Mulch A l a 0001b/acre straw. s a
PP YY 9 P 9
A k with blades set nears straight can be used
or a mulch anchoring tool, disk a s
9 Y 9
as a mulch anchoring tool.
Maintenance - Refertilize If growth is not fully adequate. Reseed, refertilize
and mulch Immediately following erosion or other damage.
Table 6. lOb - Temporary Seeding Recommendatl ons for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dotes -Coastal Plain- Apr. 15-Aug. 15
Solt amendments -Follow recommendations of soil tests or apply 2,000 lb/acre
ground agricultural limestone and 750 tb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring toot, A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Ma l ntenance-Refertl Llze If growth Is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6. 10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Solt amendments - Follow soil tests or apply 2,000 Lb./acre ground agricutturel
Limestone end 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring took, A disk with bindes set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertillze damaged areas immediately. Topdress with 50
Us/acre of nitrogen in March, If It Is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Land Grnding
Specification # 6.02 - Construction Specifications
1-Construct and maintain all erosion and sedimentation control practices and
measures in accordance with the approved sedimentation control plan and
construction schedule.
2.Remove good topsoil from areas to be graded and filled, and preserve it for
use in finishing the grading of aLL critical areas.
3.Scarlfy areas to be topsoiled to a minimum depth of 2 Inches before placing
topsoil (Practice 6. 04, Topsolling).
4. Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectlonob le materlat that would affect the planned stabllity of the flit.
5.Ensure that flit materlal Is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials Inappropriate for constructing stable
fi Iis.
6.Place all fill In layers not to exceed 9 Inches in thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problems.
7.Do not Incorporate frozen material or soft, mucky, or highly compressible
materials Into flit slopes.
S.Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment dur Ing
all phases of development.
1O.Handle seeps or springs encountered during construction In accordance with
approved methods (Practice 6. 81, Subsurface Brain).
11. Permanently stabilize oil graded areas Immediately after final grading is
completed on each area In the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12. Ensure that topsoil stockpiles, borrow areas, end spoil areas are adequately
protected from erosion with temporary and final stabilization measures,
Including sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas end the supporting erosion and sedimentation
control practices, especla Ity after heavy rainfalls. Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair them Immediately. Prompt maintenance of small eroded areas
before they become significant gullies is an essential part of an effective
erosion and sedimentation control plan.
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
lill
REV. NO. REVISIONS DATE
Copyright 0, Hanowr Ifs lgn Soyces, P.A, All rights reserrod Rsproductlon or use of the contents of this d.c.t, or additions or delewons to Nis
document, h while a part, without written consent of the Land Sur wyer or o giresn is prohibited. Only cables Iran the urigind of this document,
mowed with the origind slynafure pad orlgMd seal of the Surve or Engmeen shill be awskered to be wVV and five coxes.
SBA
$ediment Basin
Specifications # 6,61 -Construction Specifications
1. Site preparations -Clear, grub and strip topsalI from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pool area until the dam is complete and then remove brush,
trees and other objectionable materials to facl ll tate sed lment cleanout.
Stockpile all topsoil or soli containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fl 11 embankment, C e trench the h to stable soil material but in no case make it
e c
Less than 2 ft. deep, The cut- ff trench must extend Into both abutments to at
0
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compact Ion equipment but In no case
Less than 2 Ft. Make side slopes of the trench no steeper than 1,1. Compaction
P P P
requirements are the same as those for the embankment, Keep the trench dry
during backfitling and compaction operations.
3. Embankment -Take fill material from the approved areas shown on the plans. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which FILL is be placed before placing
FILL. The fill material must contain sufficient moisture so it can be formed by
hand Into a ball without crumbling. If water con be squeezed out of the ball, It '..
Is too wet for proper compaction. Place fill materlal in 6 to 8-Inch
continuous (layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
the Fill so that the entire surface of each layer 15 traversed by at least one',
wheel or trend track of the heavy equipment, or a compactor may be used.
Construct the embankment to on elevation IOX higher than the design height to
allow for settling.
4. Conduit spillways -Secure Ly attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious salt. Do not use pervious material such
as sand, gravel, or crushed stone as bnckflll around the pipe or anti -seep
collars. Place the flit material around the pipe spillway in 4-Inch Layers and
compact it under and around the pipe to at least the same density as the
P P P Y
adjacent embankment. t be taken not to raise the pipe from Firm contact
� Care must p p
with Its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted bnckflll over the pipe spillway
Y
before crossingit with construction equipment. Anchor the riser in lace b
place
Y
concrete or other satisfactory means to prevent flotntfon. In no case should the
pipe conduit be Installed by cutting a trench through the dam after the
embankment is complete.
5. Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6. Inlets -Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -Laden water to the upper
end of the pool area to improve basin trap efficiency (References, Runoff
Control Measures and Outlet Protection).
7.Eroslon control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area is cleared. Stabilize the emergency spillway embankment and oil
other disturbed areas above the crest of the principal spillway Immediately
after construction (References, Surface Stabilization).
S. Safety -Sediment basins may attract children end can be dangerous. Avoid steep
Y Y 9 P
side slopes, and fence and mark basins with warning sl gns If trespassing Is
likely. Follow oil state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to Its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs Immediately,
Remove all trash and other debris from the riser and pool area.
0001-
OP
O
❑utlet Stabs llzation Structure
Specification # 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and rlprap follows the required lines
and grades shown in the plan. Compact any fill required In the subgrade to
the density of the surrounding undisturbed material. Low areas in the
subgrade on undisturbed soli may also be fl fled by Increase Ing the rl prop
thickness.
2. The rlprap and gravel fitter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be property
protected from punching or tearing during Installation. Repair any damage by
removing the rlprap and placing another piece of filter cloth over the
damaged area. All connecting joints should overlap a minimum of t ft. If
the damage is extensive, replace the entire filter cloth.
4. Riprnp may be placed by equipment, but take care to avoid damaging the
f I t ter.
5. The minimum thickness of the rlprap should be 1.5 times the maximum stone
diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the apron an zero grade with no overfaLL at the end. Make the top
of the rlprap at the downstream end level with the receiving area or slightly
below it.
8. Ensure that the apron is property aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site
conditions, place It In the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6. 10, Temporary Seeding, and 6. 11, Permanent Seeding).
Maintenance
Inspect rlprap outlet structures after heavy rains to see If any erosion around
or below the rlprap has taken place or If stones have been dislodged.
Immediately make all needed repairs to prevent further damage, I
EROSION CONTROL NOTES AND ADDITIONAL DETAILS
PENDER PROGRESS
INDUSTRIAL PARK
LOCATED IN BURGAW TOWNSHIP PENDER COUNTY, NORTH CAROLINA
OWNER: PENDER PROGRESS CORPORATION
P.O. Box 959
Burgaw, NC 28425
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
1123 FLORAL PARKWAY
WILMINGTON, N.C. 28403 -*
PHONE: [phone]
LICENSE # C-0597
Dale:
3-3-10
Scale:
As Shown
Drawn:
DBB
Checked:
DSH
Project No:
12207-6
Sheet No:
6
Of: 6
F:\PROJECT FOLDERS\12207-Pender Progress Project\Engineering\122U/-oase.owg Layout (cur-D)

Z
DRAINAGE AREA MAP:
PENDER PROGRESS - Pond 1
DRAINAGE AREAS
Area Acreage
1 6.63 acres
----------------------------
TOTAL ACREAGE 6.63 Acres
111=30'
30, 0' 30' 60'
SCALE IN FEET: 1 30'
NOTE WELL:
1. All storm water runoff from built upon areas
(i.e. impervious surfaces & roof drainage) to be
directed to the storm sewer collection system
(Le. storm inlets or pond forebays) by swales,
overland flow,additional grading, or landscaping inlets.
REV. NO. REVISIONS DATE
Oopfright ®, Honorer Desk;n Service, P.A. All right, rn, d. Reprgductk w use of Me contents of Mb document w gWitkA. w de:etkns to thh,
document, h whole w pw4 WRhout wittm consent of the Lw,d Sw ,or or Engineer, Is prohibited. Only oop from the o gkd of this dowrr.t,
marked Oth the wighgl dgmturo and orlgbwl zed of the Surveyor or £nghe ,, shall be ccnsldNed to be wild wd true copies.
1RON
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Drainage Area Map
PENDER PROGRESS
INDUSTRIAL PARK
LOCATED IN BURGAW TOWNSHIP PENDER COUNTY, NORTH CAROLINA
OWNER: PENDER PROGRESS CORPORATION
P.O. Sox 959
Burgow, NC 28425
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
1123 FLORAL PARKWAY II
WILMINGTON, N.C. 28403 l
PHONE: [phone]
F:\PROJECT FOLDERS\12207—Pender Progress Project\Engineering\12207—bose.dwg Layout (NCOENR—DA MAP)