SW7080803_APPROVED PLANS_20080820

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

"SITE"
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NOT TO SCALE
INDEX
CV-01 COVER SHEET
C-01 EXISTING CONDITIONS
C-02 SITE/UTILITY PLAN
C-03 GRADING/DRAINAGE PLAN
C-04 STORMWARER MANAGEMENT PLAN
C-05 SEDIMENTATION & EROSION CONTROL PLAN
D-01 UTILITY DETAILS
D-02 MISCELLANEOUS DETAILS 1
D-03 EROSION & SEDIMENTATION CONTROL DETAILS 1
D-04 EROSION & SEDIMENTATION CONTROL DETAILS 2
SITE INFORMATION
LOCATION: . . . . . . . . . . . . . . . NC 43 HWY AT SR 1654
VANCEBORO, NC 28586
COUNTY: . . . . . . . . . . . . . . . . . CRAVEN COUNTY
TOTAL SITE ACREAGE:. . . . . .3.53 Ac.
ZONING: . . . . . . . . . . . . . . . . . COMM.-GENERAL COMMERCIAL USE
MINIMUM BUILDING SETBACKS:
FRONT: . . . . . . . . . . . . . . . . . . 2 0'
SIDE STREET:. . . . . . .15'
REAR:. . 10'
SIDE:. . . . . . . . . . . .10'
er �
BUILDING DATA:
PROPOSED USE: . . . . . . . . . . . .RESTAURANT
TOTAL BUILDING SIZE:. .3,847 SQ. FT.
BUILDING HEIGHT: . . . . . . . . . . . .20'
PARKING REQUIRED:
MIN.: 2 SPACE/200 SF OF COMM. FLOOR SPACE
TOTAL MIN PARKING REQ'D = 39 SPACES
PARKING PROVIDED:
REGULAR 909: . . . . .
. . . .57
TRUCK. . . . . . . . . .
. . . .6
H.C. (REGULAR) . . . . . . . . .
. . . .2
H.C. (VAN ACCESSIBLE). . . .
. . . .1
DRIVE THRU STACKING
.6
LOADING AREA . . . . . . . . .
. . . .1
TOTAL: . . . . . . . . . . . . . .
. . .60
TAX ID # . . . . . . . . .1 045 031
FLOOD PANEL MAP # . . . . . . . . . 370075 5546 J
TRADE/WILCO
BUILDING DATA:
PROPOSED USE: . . . . . . . . . . . .GAS STATION/
CONVENIENCE STORE
TOTAL BUILDING SIZE:. . . . . . . . .31150 SQ. FT.
BUILDING HEIGHT:. . . . . . .18'
PARKING REQUIRED:
MIN.: 2 SPACE/200 SF OF COMM. FLOOR SPACE
TOTAL MIN PARKING REQ'D = 32 SPACES
PARKING PROVIDED:
REGULAR 9x19. . . . . . . . . . . . .4
TRUCK . . . . . . . . . . . 0
H.C. (REGULAR). . . . . . .1
H.C. (VAN ACCESSIBLE). . . . . . . .1
LOADING AREA. . . . . . . . . . . .1
TOTAL: . ...............6
IMPERVIOUS
AREA:. . . . . . . .
. . . 127,631
S.F./2.93 Ac. (83%)
LANDSCAPE
/ GRASS AREA:. . .
. . .26,136
S.F./O.60 Ac. (17%)
TOTAL AREA
DISTURBED: . . . . .
. . .5.10 Ac.
Architect:
Dunn & Dalton Architects
401 W. Heritage Street
Kinston, NC 28501
252.527.1523 (v)
252.527.0049 (f)
Contact: Drew Dalton
Contractor:
BoBUILDERS, LLC
335 N. Queen Street
Kinston, NC 28502
252.208.2223 (v)
252.527.9445 (f)
Contact: Tillman Carter
GOVERNING AGENCIES:
PLANNING/ZONING:
CITY OF VANCEBORO
P.O. BOX 306
VANCEBORO, NC 28586
[phone]
CONTACT: MS. E. RENEE IPOCK
EROSION CONTROL:
NCDENR REGIONAL OFFICE
943 WASHINGTON SQUARE MALL
WASHINGTON, NC 27889
[phone]
CONTACT: PAT McCLAIN, PE
STORMWATER
NCDENR REGIONAL OFFICE
943 WASHINGTON SQUARE MALL
WASHINGTON, NC 27889
[phone]
CONTACT: AL HODGE
UTILITY AGENCIES:
WATER & SEWER
CITY OF VANCEBORO
P.O. BOX 306
VANCEBORO, NC 28586
[phone]
CONTACT: MS. E. RENEE IPOCK
NATURAL GAS
PIEDMONT NATURAL GAS
111 CORPORATE LANE
NEW BERN, NC 28562
[phone] (c)
[phone] (a)
CONTACT: WILL SILVER
ELECTRIC
PROGRESS ENERGY
103 EXECUTIVE PARKWAY
NEW BERN, NC 28562
[phone] (a)
CONTACT: BRUCE NOBLES
kenneth.nobles®pgnmail.com
TELEPHONE
EMBARQ
4000 MARTIN LUTHER KING JR. BLVD.
NEW BERN, NC 28562
[phone]
CONTACT: JANET DUKE
60JANGLES" PAVEMENT SECTIONS
(DUMPSTER PAD
& LOADING AREA)
HEAVY DUTY
RIGID PAVEMENT
NOT TO SCALE
4,000 PSI CONC.
0 28 DAYS
6" THICK
6" CABC
SUBGRADE
(SIDEWALKS & H.C. RAMPS)
LIGHT DUTY
RIGID PAVEMENT
NOT TO SCALE
3,000 PSI CONC.
0 28 DAYS
4" THICK
COMPACT ED
SUBGRADE
NOTES:
1. ON HEAVY DUTY RIGID PAVEMENT, STONE MAY BE OMITTED
© THE OWNER'S DISCRETION, PENDING SATISFACTORY SOIL
TESTING RESULTS.
Owner:
REDCO Properties, LLC
335 N. Queen Street
Kinston, NC 28502
252.208.2223 (v)
TRADEIWVILCO
3602 Hwy 264 East
Greenville, NC 27834
252.752.4366 (v)
252.752.9957 (f)
Contact: Edwin Clark
General Notes:
1. Topographical cats performed by Kendall Gaskins, PLS Vanceboro, North Carolina
Site Benchmark is a survey monument "GULF" located at the intersection of
NC Hwy 43 & Sr 1654, Lat. 35'18'44.32" (N), Long. 77'09'40.88" (W)
Reference horizontal datum is NAD 83.
Contours shown hereon are from an actual field survey. Boundary information
supplied by owner and shown for reference only. Consult PLS for actual boundary data.
2. The contractor shall notify and cooperate with all utility companies or firms having facilities
on or adjacent to the site before disturbing, altering, removing, relocating, adjusting or
connecting to said facilities. The Owner shall pay all costs in connection with alteration of or
relocation of any existing facilities.
3. All excavation is unclassified and shall include all materials encountered.
4. All structural fill material shall be free of all sticks, rocks, and clumps of mud.
5. Unusable excavated materials and all waste resulting from clearing and grubbing shall be
disposed of off -site by the contractor in an approved solid waste landfill.
6. The proposed buildings will NOT be sprinkled.
7. There are existing underground gas, water, sewer, electrical, and FIBER OPTIC on -site or
within close proximity. CONTRACTORS shall dig with extreme caution.
8. Concrete Sub shall be responsible for all score joints and expansion joints. Should a
question arise about the proposed pattern consult with the engineer prior to pouring.
9. Contractor to furnish all pavement markings as shown.
10. Location of underground utilities are approximate and must be field verified. Contact the
NC One Coll Center at least 48 hours prior to digging ® 1.800.632.4949. Kendall Gaskins, PLS
has only located the utilities that are above ground at the time
of field survey. Underground lines shown hereon are approximate or as reported by
various responsible parties. The surveyor does not guarantee that any underground
structures such as utilities, tanks and pipes are located hereon.
11. All pipe lengths are horizontal distances and are approximate.
12. All work shall comply with all applicable codes, regulations, and/or local standards imposed
by local utility and The Town of Vanceboro, and NCDOT.
13. All construction and materials shall meet The Town of Vanceboro Specifications and
Standards, latest edition. All work within NCDOT right-of-way shall meet the specifications
and standards of NCDOT.
14. All concrete pipe .is to be ASTM C-76, Class III with rom-nek.
15. This property is not located in a Flood Hazard Zone per FEMA Map. FEMA Community
Map #: 370075�5 45 g�
16 II lot dimensions shown are approximate. Consult the boundary survey of actual site
undary information.
17. etlands are not present on site.
The Contractor shall be responsible for all work zone traffic control in or adjacent to NCDOT
right-of-way. All signs, pavement markings and other traffic control devices shall conform
to the Manual on Uniform Traffic Control Devices (MUTCD), latest edition.
19, Prior to placing CABC stone base, the Contractor should notify the Project Engineer to
inspect and prof roll the subgrade. Any stone place without prior approval will be the sole
responsibility w the Contractor.
20. DESIGN/FIELD ,ONDITIONS quite easily may vary from that represented in the initial
soils report and/or topographical report. Isolated areas may show up weak and adverse
soils or groundwater conditions may be discovered that were not revealed during the initial
soils investigaton. Therefore, the Owner/Client is to be aware that Stocks Engineering,
P.A. will not and cannot be held responsible for any failures to either a street or parking lot
pavement design unless we can be fully and totally involved in the construction process
which may include, but may not necessarily be limited to, testing subgrade and base
density, engaging the Design Engineer for the evaluation of the subgrade and for the
observation of proof rolling subgrade and base at various steps of construction, opportunity
for the Design Engineer to call in a soils engineer for consultation and advice, etc. - steps
which taken altogether with the initial design shown on the plans, constitute the complete
design of the road, street of parking area (private or public). The Design Engineer must be
given the full :atitude and opportunity to complete the design by fully participating in the
construction process. Plan design is a small portion of the Design and cannot be
separated from the construction process if the Owner's/Client's desire is to have the Design
Engineer stand behind the completed designed project.
21. All utility services, (power, telephone, cable, etc.) are proposed to be underground. Do not
seed or mulch disturbed areas until all underground utilities have been installed.
22. Site light pcles are shown for general location only. Actual location, height, and specs to be
verified with Architectural plans or Lighting consultant.
23. Property is to be served by the Town of Vanceboro.
24. The building setback lines shown on this plat are for the Engineer's use in establishing
minimum lot frontages at the setback line and for reserving sufficient building area.
Building Contractors are to verify lot line setbacks before setting forms or digging footings.
25. Regulatory signs, stops signs and street name signs shall be manufactured from high
intensity reflective materials.
26. All excess topsoil and unclassified excavation is to be hauled off -site, unless otherwise
directed by the owner.
27. All site construction must be inspected by The Project Engineer at the following stages:
A. Completion of grading subgrade prior to placing Stone Base.
B. Completion of Stone placement prior to paving.
C. Final inspection when all work is complete.
28. The surveyor did not visibly see any cemeteries in any open areas unless otherwise noted.
29. This property foes not depict encumbrances that are found during a thorough title search.
30. Concrete Sub shall be responsible for all score joints and expansion joints.
31. All HVAC units for the proposed building will be located on the roof.
32. All curb and getter to be 24" standard curb and gutter. All curb and Gutter within NCDOT
or Town of Vanceboro R/W shall be 30" standard.
33. All curb and gutter and sidewalk concrete is to be minimum 3,000 psi at 28 days, air
entrained.
34. All dimensions are to face of curb unless indicated otherwise.
35. Provide handicap signs, marking and ramps as shown.
36. Handicap ramps are to meet "ADA Accessibility Guidelines for Buildings and Facilities" as
detailed in the Federal Register, Volume 56, Number 144 dated July 26, 1991, rules and
regulations activated January 26, 1992. For additional information, refer to the NC State
Building Code Volume 1-C, "Making Buildings and Facilities Accessible to the Useable by
the Physically Handicapped", 1991 edition. All street returns to have H.C. Ramps.
37. Contractor SHALL NOT POUR any concrete before forms are inspected by the Project
Engineer and/or Owner. Any concrete that has not been approved by the Engineer and/or
Owner will be the responsibility of the contractor.
38. All areas not covered by building or parking shall be covered with 4" minimum of topsoil,
free of root matter and rocks and grassed.
39. Contractor shall saw -cut to provide smooth transitions where existing asphalt and/or curb
and gutter is to be removed.
40. The Contractor shall provide all the material and appurtenances necessary for the complete
installation of the utilities. All pipe and fittings shall be inspected prior to being covered.
41. All handicap spaces are to receive a handicap sign and handicap symbol painted on the
asphalt. Note stalls to receive 'van accessible' signoge.
42. The Contractor shall refer to the architectural plans for exact locations and dimensions of
precise building dimensions and exact utility entrance points.
43. Information concerning underground utilities was obtained from available records and field
conditions when possible, but the contractor must determine the exact location and
elevation of all existing utilities by digging test pits by hand at all utility crossings well in
advance of trenching. If the clearances are less than specified on the plans or 12 inches,
which ever is less, contact the Project Engineer prior to proceeding with construction.
44. The Contractor shall include in his contract price the removal and disposal of any excess
topsoil he determines is not required to perform the final grading and landscaping
operation.
45. The Contractor is responsible for the design and implementation of all required/necessary
sheeting, shoring, and special excavation measures required on the project to meet OSHA,
Federal, State and Local regulations pursuant to the installation of the work indicated on
the drawings. Redco Properties, The Town of Vanceboro & Stocks Engineering, P.A. accept
no responsibility for the design to install said items.
Surveying:
KENDALL GASKINS, PLS
P.O. Box 354
Vanceboro, NC 28586
252.244.0599 (v)
252.244.5899 (f)
Contact: Kendall Gaskins, PLS
Civil Engineeri
Stocks Engineering, P.A.
3344 Hillsborough Street, Suite 250
Raleigh, NC 27607
919.821.2440 (v)
919.821.2210 (f)
email: [e-mail]
Contact: Don Curry, PE
Project Engineer
46. The Contractor shall include in the, contract price daily record keeping of the as -built
condition of all of the underground utilities, construction stakeout associated with the
project.
47. All water line and sewer line installation shall conform to the standards and details of the
State of North Carolina Department of Health Construction Permit.
48. The Land Disturbance Permit must be kept on the work site and shown upon request.
49. The Contractor shall include in the contract price all material and labor associated with the
testing of the water and sewer lines required by the State of North Carolina Deportment of
Health.
50. The Contractor shall include in the contract price any de -watering necessary to construct
the project as shown on the plans.
51. For the installation of natural gas services, contact Piedmont Natural Gas ® 252-639-7226.
52. TESTING BY CONTRACTOR: Contractor shall employ at his expense an outside
independent Soil Testing Service (approved by the Architect) to perform soil testing and
inspection service for quality control testing during earthwork operations. Copies of results of
tests shall be submitted by the Testing Service directly to the Contractor, the Architect, and the
Structural Engineer. --The Testing Service will classify proposed on -site and borrow soils to
verify that soils comply with specified requirements and to perform required field and laboratory
testing. (Minimum required soil bearing capacity is noted on the structural drawings). --In paved
and building slab areas, the Testing Service shall make at least one field density test for each
2000 square feet of fill in each compacted fill layer. If a test should fail to meet required density,
the Contractor shall re -compact that layer. The Soil Testing Service shall perform additional
tests at the Contractor's expense to show that the failed layer has reached the required
compaction. --In foundation wail areas, the Testing Service shall make at least one field density
test for each 100 feet or less of wall length of fill in each compacted fill layer, with no less than
two tests along a wall face. If a test should fail to meet required density, the Contractor shall re -
compact that layer. The Soil Testing Service shall perform additional tests at the Contractor's
expense to show that the failed layer has reached the required compaction.
53. COMPACTION: Compact each layer of backfill and fill soil materials and the top 12" of
subgrade in cut areas to 98% of maximum density as determined by ASTM D698 for structures,
slabs, and pavements and 90% of maximum density for lawns or unpaved areas.
54. The building contractor and the site work contractor to coordinate the installation of a
drainage pipes around the building structure.
55. Any relocation of existing utilities will be at the cost of the developer/owner. The Town will not accept
responsibility for m to r p ty o damages curb and gutter or street improvements installed prior to underground
services, nor will the Town absorb the cost for borings to install underground service, pavement patching
or damage to landscaping. Theso will
gbe the responsibility of the developer/owner.
56. Fire department vehicular access to all structures under construction shall be provided at all times. In
areas where ground surfaces are soft or likely to become soft, hard all weather surface roads shall be
provided and maintained.
57. Address Numbers, both Commercial and Residential, must be posted on the front of the structure
nearest to the main entrance in a position to be plainly legible, visible, and unobstructed from the
street or road fronting the grope
rtv
58. Disturbed area is in excess of 1 acre and formal Sedimentation & Erosion Control plan
approval was required as a condition of construction plan approval. A copy of the
approved erosion control plan must be kept on site at all times. The approved
Sedimentation & Erosion Control Plan should be regarded as minimum requirements;
additional measures shall be put in place as needed to ensure that no sediment is released
from the site.
59. Copies of all permits and approved plans mu
st be kept on site in a permit box that is
conspicuously located and easily accessible during construction. This includes approved
construction plans, approved erosion control plans, encroachment agreements, driveway
permits, water/sewer permits, etc.
TRADEIW/L L" .PAVEMENT SECTIONS
HEAVY DUTY
FLEXIBLE PAVEIvn_.NT
NOT TO SCALE
2" ACSC
TYPE SF9.5A
ASPHALT 1--.�i;a*
SUBGRADE
HEAVY DUTY
RIGID PAVEMENT
NOT TO SCALE
4,000 PSI CONC. I.
0 28 DAYS
10" THIC
10" CABC It
SUBGRADE
LIGHT DUTY
FLEXIBLE PAVEMENT
NOT TO SCALE
1" ACSC
TYPE SF9.5A
ASPHALT
8" CABC-
COMPACTED
SUBGRADE
LIGHT DUTY
RIGID PAVEMENT
NOT TO SCALE
4,000 PSI CONC.
0 28 DAYS
6" THICK •"'
8" CABC
SUBGRADE
NOTES:
1. ON HEAVY DUTY RIGID PAVEMENT, STONE MAY BE OMITTED
0 THE OWNER'S DISCRETION, PENDING SATISFACTORY SOIL
TESTING RESULTS.
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DEMOLITION LEGEND
X CURB & GUTTER DEMOLITION
NOTE:
1. ALL SANITARY SEWER CLEAN -OUTS
IN PAVEMENT AREAS SHALL BE
TRAFFIC -RATED.
2.THE BACKFLOW PREVENTOR SHALL BE
WILKINS MODEL #975XL, 2" AND 1"
FOR DOMESTIC WATER SERVICE AND
IRRIGATION RESPECTIVELY, OR
APPROVED EQUAL. THE ABOVE
GROUND ENCLOSURE SHALL BE
WATERSAFE MODEL #WS-1S OR
APPROVED EQUAL.
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DUMPSTER PAD I I ILE $,-:x., ts. 24' 7 25 'I 1 �, .
W/HOT & COLD DRAIN `
KLN 120/20 C&G D MPSTERS `I 4, , . _ ".
BLOCK WN 8- 1 ;CONDU R w 1; t
BLOCK &BRICK ,, : t � . � ,.' :. �- �, 3 PHASE m � 2 REVERSE
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SC ^' ' . . � ;-: , 4 .. =���n. 600 AMPS o � � ( E #2)
TO MATCH BLDG z TRADE`WILC.,
ELEC. SERVICE n J
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of •. C NFlRMATION F MENi 1, . ) 0.0.
th ,
C.O. 40.2' 1,. 4" PVC SS
60' Ek. y J BOJANG ', MIN.„1R SLOPE
ROW / 84,374 5F 12ADE .WILCD RCEL
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BASE 400W DBL BO H.Q T — — k (TYP.) j LCO v
HEAD METAL HALIDE
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3,1 SF IRADE/WILCO ~
(NP) AREA 24" - t e 6' H C SIGNS LIGHT DUTY 1
' 1,500 GALL — &G 6
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4" PVC S // �.
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DUMPSTER / ' 4" PVC C
4" WHITE PAINT
11.5' NOTE 1 11 SPACE SEE 10"■CONC.� ■g H/C '
C ® 9.0' �PVMT 1" WATER •
l ; r GF5 H/C SIGNS SERVICE TO
PLANTER 1 EELSTOP 8'
DIESEL�� ) - PARK , PUMP ISLANDS
12 g0 co
H.C. SIGN 3 CANOI
-
H Cuj
VAN ACCES. IVAlm ACCES. INSTALL CURB 4
is gar � ' X �
H C SIGNS FLUSH 1 _ ' 'o DEMO EXIST.
PLANTER O 9.OACES N 18 5'�* r i x C&G (55LF+/-)
a�tirt or�mTOr a "� H/C RAMP C� CANOPY X
12
30
1 1 a •` s t (TYP.) -
20 26 �
PROP ,� —
-' BOJANGLES' # 5'R z ■ s s s • TIE TO
r 1 I I EX. TYP. t
3,847 SF - WHEELSTOP ' •r ( )
1
r etuc. Hoer-zo' t . . ■
6.5'R
> HEAVYtDUTY ) /6" CO. NCA110 PVMT(TYP.) PARK
PLANTER IBLE
8
ca.19 �1
EDESTRIAN PAVEMENT -• CONDUIT I
r T
g. RAMP POLE WR ( g' C I yi
!
f (TYP.) PpROPOSED
4.5'R SUBDIVI OPER0. ' e TRADE/WILCO I 1 ■ i
r = t8 LIGHT DUTY I o
19.SR 15'R HEAVY DUTY 10" CONC. O
SIDEWALK PAVEMENT �1, FLEXIBLE
,, tE, F� #• i N
j FLEXIBLE PAVEMENT
t � N � � I I � 48.5'R
5•R 4" WHIT E PAINT I I wv J
1 S CE I are
_
I
o ~
�24
9. /2�4
_ UG > N
3 — — TANK — -- a
�. • , , .'� • .' � �25` AREA LIGHT
T ,
he
EX. PROPERTY" W/2' DIA POLE W J
• LINE ssz , `� ui
20 HEABASD METALHALIDE(TYP
F. _. a
` 1 1 t { . � ._ #+�£ !r: . k i rµ 43v X 4 \, 2 G f _.-__..-.. - - .. .- z
E TIE TO r 6 5 R r )( X �( X� R EX.- X X X ,X,X-X X,: X X X X 0 --
1 X X X X)( 50' TAPER __ -
' 100' STORAGE -
o W
0
26.5 R EPLACE EXIST. TOP t
DEMO EXIST. W/MH TOP y. ,r z,, _ -- W °' m
,
C&G (250LF+/-) _._. _
rq
_-- ' -_ - - ri
1
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'
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a <
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E 026970
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07/30/08
n
now
SCALE: 1° = 30'
0 30 60 75 90

DRAINAGE LEGEND
PROPOSED STORM DRAIN LINE
0
PROPOSED CURB INLET (CI)
FM
PROPOSED 2'x3' INLET
PROPOSED FLARED END
SECTION (FES)
EXISTING CONTOUR
178
PROPOSED CONTOUR
2a.so
PROPOSED SPOT
ELEVATION
SPILL UP
Y;
fl
!
!t
�!r
(
-
1
'4 ' r
—
r
x
;if, �,. 'TIE TO
EXIST. (TYP.)
' r
r T71--7
I - -J
28.95
28.25 28.95
PROPOSED BUILDING
(SEE ARCHITECTURAL
PLANS FOR ACTUAL
BUILDING DIMENSIONS)
i PROP.
BOJANGLES'
i 3.847 SF
f
�
r
r
1
i
JIMMIE MORRIS
DB 2371 PO 14
TAXID: 1-045-10001
!'
%
r'
lv
(
J
1
PIT
)
i
r
f
!
Ff r.
\SEE
�
SHEET C-04
"
CRAVEN
�
FOR CONTINUATION
DEVELOPMENT GROUP
! � ,:I
,.
.i�
DB 2370 Pr 1042
� �
..._
..,...
TAX NX 1-045-10000
l;
! - r
_ � ( FIFE 26.94
TIETO
(I
EXIST. (TYP.)
f).'.IJ
rl ;r
83 27.00
_
5 - _ r a. II -r. D1
26 19
127 L
�, 00.75%rC� �1
52 LF 15" RCP��..' I ' q3 4 �/�
Lu
O 0.227. f " - -1, 393 LF 24" RCP
12X
26 5
195 LF '
O 0.22%
170 LF 18" RCP
1
O 0.15%
27
27.77
:32
VAN A
(�g cR 1
27.48 N
C
26.69 26.80
6 LF 15" RCP,,-� 26.32�
1 0.22%
26.49
26.7
PROPOSED BUILDING
(SEE ARCHITECTURAL
PLANS FOR ACTUAL
BUILDING DIMENSIONS)
PROP.
TRADE/WILCO
3,150 SF
FFE-27.75
PROPOSED BUILDING
27.00
9
0
64 1� 18"
O 1. 0%
LF 15"
0.22%
7 0 0 0
27.00
I
I
----------- _ ,. r mrn
I�
NO '110
V/
S
J Q
f
p
026970
r n m U
'i�%9�••'};GINEE•' y `ems V / 00z
P
L CVR� �m a
1 111111►\\ F W
1 RI 07/30/08
MN�
SCALE: 1 " = 30'
i
0 30 60 75 90 1 =03

r
15' WIDE
01� CLASS A RIPRAP
EMERGENCY SPILLWAY
m MAX. C/L ELEV. 22.70
n.
- Z 35' L x 2" WIDE CM RETAINING
PDROPi SED j�a_ `y y y ` \ O�� WALL 6.0'H W/TIMBER CAP (W/3'
G,Q�
SUBMIT SHOP DRAWINGS OF WALL
DETAIL FOR APPROVAL BY
- -
t
ENGINEER.
TIE To EXIST.
o
� , - PROPOSED
ft
�`9
\N
��
y DITCH
p�
�G
O
\� �► y \
G�'O C
fD(IST.
o°cg`
2��Tc r
/ �
12 moo-`SWM CONC. HEADWALL
SE OUTLET STRUCTUREDUAL 8" PVC
D AIL, THIS SHEETINV. OUT 20.62
'�86 LF 24''(�CP N° y / W x 6'L
o 0.12% =`o iF LASS A RIPRAP
OUTLET PROTECTION
24- RCPr `INV. OUT - 0 - m,ojp0 rn.dO �LEV 19?4J o 22 76 LF '' � r DUAL 8" PVC
SO 0.30%
21 : 44 O0 ^- �. 0� N NZlcl / PROPOSED
_ �o �� � N� N 2.g1 � \DITCH
108i �Z��C,T 1 r . ( oZoNQ -� 2�22r No 1-0 ��F cc
x -_16 Sf l -r / o0 00 2S 81 oQ`:Ov
_N 0?.'�� 2:1
�� „�Q��'_;_.c��tMAX
_ N o� NQ
EL. 17.00
op --- IjogRCP' - N'r�'O 0.5OX 14EXIST. 15' IST. 10'
DRAINAGE UTILITY EASEMENTEASEMENT �
,
r
Ji
F F- 27,46'
EL. 22.90 EL. 22.903:1MAXEL. 21.50 DITCH BOTTOM
APPROX. 20.75
1
C-04
WEIR ELEV
2050.DUAL 8" PVC'S
FOREBAY ;�
2.1 3:1-/ MAIN BASIN
MAX MAX
EL. 16.00 BOTTOM OF STRUCTURE
EL. 15.00 T 1' SEDIMENT ELEV.=17.50
STORAGE
2
C-04
PROPOSED POND PROFILE LOOKING EAST
SCALE: N.T.S.
rf ��` l% NOTE: ALL PONDS TO BE PUMPED DOWN W/PORTABLE
` If if
�`r' ! ��', It PUMP DURING MAINTENANCE AND REPAIR.
tj r s 7C, rl 7 I PLANTINGS:
tr Oyl
r 1 l /r,_m t �� i�j �r /lf ,% �� i Shallow Water Planting, (those in the first 5' measured
horizontal) it pond from the Permanent Pool Elevation
I y
tt li/i r boundary) shall consist of Emergent Plants with no more than
j 13 1��Qfit` 33% of any one of the following:
'1j - Zizaneopsis miliacea (Water Millet)
� " ,+' I i1 - Cladium jamaicense (Sawgrass)
09 NQ r ( %`t - Le tochloo forsicularis (Salt-Meadowgrass)
rl P ( 9 )
v a / ( }Air ( - Juncus effusus (Softrush)
i� 16.f a2AI�'� ��,_ ;.
`�` _
� f1. Shallow Land Plantings (those in the first 5' measured
� 22.14
O V,
l 1 1 tally out of the �� horizon and from the Permanent Pool
r Elevation boundary) shall, per 200 sq. ft., consist of:
( r �� rya hm <Eth� r I! P
(, r': 2 ,� - • 6 herbaceous )ants of at least 4-inch container
FobN
'01 ill
i
1aB -
1 ! ;I lire r
if
-t r ,
' [ r -
{ f J !if
-- j
111r t
j r � _
.�....� ,
if
,
if i -
_
i! r
,
IV(,,
1 a rt
wl no more an " o any one o e o owing.
- Crinum erubescens (Swamp Lily)
Hymenocallis eulae (Spider Lily)
j- Hibiscus grandiflorus (Velvet Mallow)
- Asclepias incarnate (Swamp Milkweed)
I
i • 4 shrubs of at least 1-gallon container with no
more than 33% of any one of the following:
- Alnus serulato (Hazel Alder)
- Vaccinium crassifolium (Creeping Blueberry)
- Sambucus canadensis (Elderberry)
- Corpus amomum (Silky Dogwood)
y • 1 tree of at least 2.5" dbh bare -root or balled and
burlapped material from the following:
- Betula nigra (River Birch)
- Nyssa aquatica (Water Tupelo)
i - Taxodium distichum (Bald Cypress)
Note: See Erosion Control Narrative on Sheet D-03 for seeding
schedule
POND PLANTING NOTES
SCALE: N.T.S.
4" PVC SCi
TYPE PLUG
TIE TO EXIST.ELEV.=25.00
10' TYP.
2:1
TEMP.
POOL ELEV.=21.68
3:1
MAX
5' MAX
PERM. POOL ELEV.=21.00 MAX
BYPASS DITCH ON
TOP SHELF
EAST SIDE
5' MIN. DEPTH
ELEV.=21.50
2' BASE
2:1 SIDES
3:1 f
0:1 VEGETATED
BOTTOM ELEV.
MAX
3:1 SHELF
APPROX. 21.00
EL. 16.00
MAX OTTOM SHELF
1' SEDIMENT ELEV.=20.50
EL. 15.00 _�
STORAGE
PROPOSED
POND SECTION
LOOKING NORTH
SCALE: N.T.S.
TIE TO EXIST.
TOPs22.70
4' ELEV.
OUTLET STRUCTURE EL. 22.90
- - -
SEE DETAIL, THIS SHEET
ONC.
HEADWALL
TEMP. POOL ELEV.=21.68
2:1 2:1
MAX MAX
PERM. POOL ELEV.=21.00
BYPASS DITCH
ON SOUTH SIDE
2' BASE
2:1 SIDES
BOTTOM ELEV.
APPROX. 20.50
-NCDOT STD. 840.14
DROP INLET
TOP=22.70
2'x3' FRAME & GRATE
W/TRASH RACK
MAX 6" OPENINGS
4" PVC TEE DUAL 8' PVC
'OOL 21.00
�HV.=20.85
4" PVC CAP
W/2" HOLE
BOTTOM OF
CAP ELEV.=20.00 OWABLE CONC. FILL
2,000 PSI MIN.
d,.
' BOTTOM OF
STRUCTURE
ELEV.=17.00
4 OUTLET STRUCTURE DETAIL
�C_04) SCALE: N.T.S.
tN CARP'?
026970 U
1•
07/30/08
SCALE: 1" = 30'
0 30 60 75 90
0
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I

LIMITS OF DISTURBED AREA
CONSTRUCTION ENTRANCE
TEMP. SEDIMENT TRAP
SILT FENCE
BLOCK & GRAVEL INLET PROTECTION
TEMPORARY DIVERSION DITCH
ROCK CHECK DAM
27
DRAINAGE STRUCTURE
TEMP. SEDIMENT TRAP SCHEDULE
TRAP #
I TYPE
I L'xW'xD'
WEIR LENGTH
MIN. AREA
ACTUAL AREA
I
1
1 TEMP. TRAP
I 85'x42.5'x3.5' MIN.
10'
3,542 SF
3,650 SF
NOTE:
1. EXCAVATED MATERIAL SHALL
BE WASTED ON —SITE.
LIMITS OF'
DISTURBANCE
"�s
.lv
-- ---------
li
k,
d
it
INSTALL TEMP. STRAW
--- ------ - MATTING TO STABILIZE
NEW DITCH
ROCK CHECK
DAM (TYP.)
LIMITS OF
DISTURBANCE
! !bl
i,
f
SILT FENCE
(TYP
r
VANCEBORO ASSOCIATES r le / I
DR 20145 Pr 1 19 P� . 14
07/30/08
Riv i SCALE: 1 40'
0 40 80 100 120
0
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0
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C=051

PROPERTY FIRE HYDRANT, PUMPER NOZZLE
LINE Q D TO FACE STREET
NOTE: FOR HYDRANT INSTALLATION ON
EXISTING MAIN, USE TAPPING SLEEVE
o AND VALVE PER STD. No. 5,12
O
HYDRANT GENERAL CONSTRUCTION NOTES
FIRE HYDRANTS HYDRANT SHALL BE AWWA C502, DRY BARRELL, DRY BONNET, THREE-WAY HYDRANT WITH
3' 6' MIN. BURY, 4 1/2' MIN. MAIN VALVE OPENING, 4 1/2' PUMPER NOZZLE, TWO EACH
STANDARD VALVE BOX
PER STD. NO. 5.9
��////�
ROADWAY
f
I
RIGHT OF WAY VARIES IP/FLMED CDNNEC;:
NO.(54Z3 w. 1542 P.
ORNECTORNO.QUAL
OR APPROVED EWu2
�
x
z ¢ VALVE BOX PER
s STD. NO. 5.9
1/2' HOZE NOZZLES, REPLACEABLE BRONZE NOZZLES WITH NATIONAL STANDARD THREADS,
BREAK -AWAY TRAFFIC FEATURE, AND BRONZE ON BRONZE SEAT RINGS. HYDRANT SHALL
HAVE PENTAGON SHAPED (5 SIDE➢) OPERATING NUT AND SHALL OPEN TURNING LEFTI
(COUNTER -CLOCKWISE.)
4' MAXZO
METER FROM CITY ONLY
FINISHED GRADEf
�\ I
N SIDEWALK
LINEZ
10 CU. FT. MIN.°'6' AWWA CS09
STONE VALVE W/
COMPACTED BACKFILL MJ CONNECTIONS
(TAMPED IN 6' LIFTS)SERVICE
MANUFACTURERS: AMERICAN DARLING MK-73-1dPAVEMENTMUELLER CENTURION A421
GUARDIAN
WATEROUS TREND 100RED
PAINT: CHAINS SHALL HE REMOVED, AND HYDRANT SHALL BE PAINTED WITH RUSTOLEUM #964CRUSHED
FEDERAL SAFETY RED. NOZZLE CAPS AND BONNET SHALL ALSO RECEIVE A COAT
OF ALERT SERIES 1440 SILVER WHITE AS MANUFACTURED BY FERRO,INC.
vBURY BRASS OROPPER NIPPLE
" .' - °':;: : '
.• e..,°° °:
'°:.° ''
`PETER ErnKENNEDY
BRASS CLAMPING DEVICE -GATE
IxCLUDED IN METER BOX ASSEMBLY.
3/4' 0 1- TYPE X, COPPER
PIPE PER ASTM B-AB MIAIN NOESOIL/GREASE:
4��
6' DIP BRANCH PIPE (5' MIN.)
' M N •r
.. v
-
1�
3/4' BRIDLE ROD & TIE BOLT
CONC, SETTIN7G SLAB 1 -0•
J EACH SIDE W/TWO COATS OF
11-3' X I'-3 X 4' THICK CONCRETE
BITUMINOUS COATING THRUST BLOCK
CONC. THRUST BLOCKING STABLE, WELL-
OMPACTED SUBGRADE
HYDRANT SHALL BE OILED OR GREASED AS RECOMMENDED BY MANUFACTURER AFTER
INSTALLATION.
RESTRAINT: ALL INSTALLATIONS SHALL HAVE CLASS A CONCRETE BLOCKING PLACED BEHIND BOTH
TEE AND HYDRANT. EN LIEU OF THREADED BRIDLE RODS, APPROVED GRIP RING OR
LOCKING FLANGE CONNECTIONS MAY BE USED. BOTH GRIP RINGS AND LOCKING FLANGES
SHALL BE U.L. LISTED AND F.M. APPROVED WITH A RATED WORKING PRESSURE OF NOT
LESS THAN 350 PSI WITH A MIN. SAFETY FACTOR OF 2:1. LOCKING FLANGE CONNECTIONS
SHALL ONLY BE PERMITTED WHERE PROPER PLACEMENT AND GRADE ADJUSTMENT CAN BE
PROVIDED.
°°
2' IRON BODY, CONCRETE BLOCKING
BRONZE MOUNT
GATE VALVE
THRUST COLLAR RED BRASS OR
PER STD. NO. 5.20SET IN MIDDLE OF COPPER NIPPLE
FULL JOINT (18-F RED BRASS OR 2' X 12'
COPPER NIPPLE
2' X 12'
MECHANICAL JOINT
TAPPED PLUG
cw9g sTpp-)ARI.aBOXASSEMBLYFT. CRUSTED
STWE ARDJND BASE
NOTES.
I. METER BOXES ARE TO PLACED IN TURFED AREAS.
COU. STOP BY MUELLER 2. ALL METERS SHALL READ IN CUBIC FEET.
MD. M-13175 OR MAnS Sow 3. METERS SHALL BE PURCHASED FROM CITY OF ROCKY MOUNT ONLY.
4. ALL CORPORATION STOPS, CURB STOPS, END CONNECTORS, ETC. SHALL
DIRECT TM ON 4• DIAMETER DR BE SOLID BRASS MANUFACTURED IN ACCORDANCE WITH AWWA CB00.
LANCER DIP ce CIP rwlxs dtY. 5. STANDING IN STREET FACING MOUSE, WATER METERS
ALL OTTER TAPS SMALL BE MADE ARE TO BE LOCATED 3' RIGHT OF SEWER STACK.
- WITH MID BRASS, TWO OR TWEE S. METER BOX SHALL BE FORD CRESCENT BOX (MODEL CMII-233 FOR
PIECE SERVICE SADDLES CUPLYING 5/8' X 3/4. OR CBIII-444 FOR 1') AS MANUFACTURED BY FORD METER
WITH AWWA CBOD BOX CO. OR AN APPROVED EQUAL MODEL.
HYDRANT INSTALLATION (SHEET 1 OF 2)
HYDRANT CONSTRUCTION NOTES (SHEET 2 OF 2)
STANDARD 2" BLOW OFF DETAIL
5/8" x 3/4" & 1" WATER SERVICE
REVISIONS
APPROV
_PVED
51
REVISIONS
TD.
5.2
REVISIONS
5.4
R VISIONS
p
-
STD. NO.
ss
UATF.E
oa o7-00
1 I N
04-07-00
REV1310
_
- -
A
2-19-01
I N
TOP WITH READER LID
PLAN VIEW (TOP REMOVED) r•
I I
I I
I I c
I I m e '�y m
C____ :ARID -7 WATER C� I tl
I I
I I
I I
rA l.d A E4'x 36' POLYMER CONCRETE
TOP WITH SKID RESISTANT
1 1/2' OR 2' TYPE K SOFT COPPER SURFACE, STAINLESS STEEL
3'x5' MOUSE LIFT PINS, & SELF CLOSING
SECTION A -A HOLE EACH ENO 6' x 9' READER LID
2' IRON BODY, BRONZE MOUNTED
B. 4, GATE VALVE WITH BOX & SHOULDER
SLAB PER STD. NO, 5,9
30'MIN.
TAPPING SADDLE PER T-14.15.4
6'MIN.
#57 STONE L 2' TYPE K SOFT COPPER
NOTES BY-PASS WITH LOCKABLE BALL VALVE
1. METER ONLY SHALL BE PURCHASED FROM 3. METER SETTER SHALL BE MANUFACTURED BY FORD METER CO
THE CITY OF ROCKY MOUNT
DR AN APROVEO EQUAL AND SHALL BE AS FOLLOWS:
2. VAULT TIP L FRAME SHALL BE MADE OF 11,000 PSI
FIBER L POLYMER REINFORCED CONCRETE. VAULT METER SIZE METER TYPE SETTER MODEL NO.
SHALL HAVE MIN. DIMENSIONS OF 24' WISE X 36' t 1/2' DISK VV76-lBB-I1-66
LONG X 30' DEEP L SHALL BE MODEL R WAO0-2436-3DC 2' DISK VV77-I83-11-77
BY CDR SYSTEMS CORP., QUAZITE MODEL R PM436BB30
BY STRONGWELL, INC., OR AN APPROVED EQUAL
STANDARD WATER METER VAULT (1 1/2" & 2')
R N _aim
NOTE: MECHANICAL JOINT TAPPING SLEEVES SHALL HAVE A WORKING
PRESSURE OF NOT LESS THAN 200 PSI HAVING RIGID CAST DUCTILE
IRON BODY SUITABLE FOR INSTALLATION ON BOTH DUCTILE IRON PIPE
AND CAST IRON PIPE WITH OUTLET FLANGES PER ANSI/AWWA C110/A21.10
SPECIFICATIONS. THE VALVE SHALL BE MANUFACTURED TO AWWA
SPECIFICATION CLASS 350, OPEN LEFT.
' WtLAN
SOLID CONCRETE OR BRICK
BLOCKING SHALL BE USED
AS FOOTING FOR DUCTILE
IRON PIPE
NOTES
1. CONCRETE SHALL NOT CONTACT BOLTS
OR ENDS OF MECHANICAL JOINT FITTINGS.
2. SEE STANDARD THRUST BLOCK TABLES,
FOR AREA OF CONCRETE REQUIRED.
3. 2500 PSI CONCRETE CLASS B REQUIRED.
4. TAPPING SLEEVE & VALVE SHALL BE BOLTED
IN PLACE & PRESSURE TESTED PRIOR TO
TAPPING OF EXISTING MAIN.
SECTION
2500 P.S.I, CONCRETE
CLASS B
REQUIRED
%%% TAPPING
/ SLEEVE
VALVE
EXISTING O O
MPIN
I
TAPPING SLEEVE & VALVE
L
m
N-
3
x
z
W
PLAN
A
[LSL:FTifY4i
tE:YY�Y:Y
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[F{81I--YILaE$��fD1��Q9,
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TRENCHING & BLOCKING OF TEES
Fl:Y3--0M:Y{i��Y{i!'i01��y4i
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5/16'
-5/I6' I _6 5/16'---{
N N
III I N
7/16. H-4 5/8'--I �7/16'
NOTE-
1. VALVE BOX SHALL BE TELESCOPIC
WITH SCREW TYPE ADJUSTMENT.
•
-----1------
2. VALVE BOX SHALL BE CAST FROM
ASTM A-48, CLASS 30 IRON & SHALL
\
N
BE FULLY BITUMINOUS COATED FOR
N\,
DIRECT BURIAL.
3 VALVE BOX X-TE-3B AS
HBYLDEWEYBE BBROTHERS,
MANUFACTURED
N
3/8'
I
N
INC. OF GOLDSBORO, NC OR APPROVED
\
EQUAL.
4. FOR INSTALLATION DETAILS, SEE
STD. N0. 5.10.
STANDARD VALVE BOX
3/4' ALL -THREAD
STEEL ROD (CUT TO
TEE LENGTH)
V DIP NIPPLE
• •
THRUST BLOCKING PER MECH. JOINT CONNECTIONS
STD, NO, 5.19
GENERAL NOTES
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL
BE COATED WITH 2 COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF
MECHANICAL FITTINGS.
3, 2500 PSI CONCRETE CLASS B REQUIRED.
GATE VALVE
ROD REQUIREMENTS
BRANCH SIZE
NO. OF RODS
4"
2 EA.
8"
2 EA.
B"
4 EA.
12"
4 EA.
16"
6 EA.
20"
0 EA.
24"
6 EA,
RESTRAINED TEE & VALVE FOR BRANCH LINES
PLAN
2 EA. C.I. FRAME & COVER PER STD.
DWG. NO, 4.6 SECURED WITH MORTAR
r ------ 1 Fc
II
II
II
J L______J
4'-3- 6' 4'-3'
5.13
FLOW / `._. ''2, MIN 4 3' 31T
ELEVATION °, MIN b`
a
?X 12' 12, 6'I
NOTE, FOR GENERAL CONSTRUCTION NOTES,
REFER TO STD. NO. 4.18.
6' MIN. CLEAN WASHED
WELL COMPACTED SUBGRADE STONE BEDDING
(95% MIN. STAND PROCTOR) (NCDOT #57 OR EQUAL)
OIL/GREASE INTERCEPTER (1000 GALLON & LARGER CAPACITY)
4.17
30-03 1-
STANDARD
VALVE BOX
BOTTOM SECTION
APPROVED METHOD FOR EXTENSION
OF VALVE BOX
STANDARD VALVE BOX
TOP SECTION
jL USE 5' HEAVY WEIGHT
STAB -IN SOIL CAST IRON SOIL PIPE
PIPE CASKET FOR EXTENSIONS
NOTE: EXTENSION OF VALVE BOX USING STRAIGHT PIPE
SHALL ONLY BE PERMITTED TO A DEPTH OF SIX (6') FEET.
FOR DEEPER VALVE INSTALLATIONS, STEM AND OPERATING
NUT EXTENSIONS MUST ALSO BE PROVIDED.
OUTSIDE PAVEMEHdT IN T 7 TAMPED BACKFILL
CLASS A
v-v
S ALLA ION
v
CONCRETE
-O
° v
v - VALVE BOX NOT
° ¢
6' MIN,
o
TO CONTACT
v o
o°O�
MAIN NOR VALVE
THICKNESS
I
° v
ov
T
IN PAVEMENT INSTALLATION
W. MAIN
VALVE
V. MAIN
WATER
2)
i
a
v
1
SHOULDER SLAB
STABLE WELL
COMPACTED SUBGRADE
J
VALVE BOX INSTALLATION DETAILS
5.10
ATIE REVISK
)7-00
UNDERGROUND CLAMPS AS -
UFACT BY STELLAR
CORP. OR EOUAL SIZED
APPROPRIATE ID E.
CLAMPS BOLTED TOO STEEL
ROBS.
PVC PIPE
PVC PIPE
3/4' THREADED STEEL
RODS
,
'
USE 2500 PSI
CONCRETE IN
.M.
FOOTINGS
�L e
•'
5' 3'
3' T
1. RODS SHOULD EXTEND TO TOP OF PIPE CROWN 3. COAT EXPOSED STEEL RODS
2. X A Y MUST EQUAL THE SQUARE FOOTAGE OF AND CLAMPS WITH
THE AREA AS SHOWN IN TILE TABLE BELOW. BITUMINOUS BASE PAINT.
BEARING SURFACE AREA FOR VALVE FOOTINGS
ITHIS TO BE PVC SEWE
FORCE MAINSRORI PRIVATE WSATER ED OSERVICE ONLY. LEY DUE, amrmT MI
VALVE FOOTING
GENERAL NOTES:
1. "INTO RC60 CONCRETE SECTIONS BRALL BE MANUFACTURED IN ACCORDANCE WITH ACT 015. LATEST EDITION
AND SHAH SAYE 00 EST YN. TENSILE STRENGTH REINFORCING STEEL AND 4,GOD PSI MEN. COIITMSSIVE
STRENGTH CONCRETE.
2. ALL PRECAST CONCRETE MANHOLES SRAU BE MANUTACTURED HJ ACCORDANCE WITH AM C 470. LATEST
MMON.
3. ALE PRECAST CONCRETE VAULTS SHALL BE MANUFACTURED IN ACCORDANCE WITB ASTM C 057. USEFI
EDmoN.
4. ALL HASHOLES, VAULTS, AND CASTINGS EXPOSED TO VEHICULAR TRAFFIC SHALL BE DESIGNED TO WTTH31'AND
AASNTO H-ILO LOADINGS.
5. JOIMO BETWEEN PRECAST CONCRETE SECTIONS SIT= BE SEALED WATERTIGHT USING ROVER O-RING
GAMETE CONFORMING TO ASTM C 443 OR BUTYL RESIN CONFORMING WITH AASHTO M 195.
S. A YNDBUM OF SIX (S") INCHES OF CLEAN, WASHED, GRADED STONE MIX SUCH 157 OR #07 SRAU BE
PROVIDED FOR SETTING AND LEVELING PRECAST SECTIONS.
7. ALL COUGMCW, FOOD HANDLING ESTABUSHIIRMS SHALL BE REQUIRED TO RAVE AN OQ./GSWASE
INTERCEPTOR ON SITE. THE INT8RC6P1.OR SMALL NoT BE PLACED WITHIN PUBLIC MGM OF WAY OR
EASEMENTS.
0. THE SOLUTION) CAPACITY FOR OTL/GRRASE RJTERCEPTORS SBALI. BE BASED ON TWENTY GALLONS PER
RESTAURANT BEAT. BUT SMALL NET BE LESS THAN A MINIMUM OF FIVE HUNDRED (5 0) GALLONS. MISSILE
ON -SIZE FOOD PREPARATION OR DISH WASHING OCCUR, A MINHLUM OF ONE THOUSAND (1000) GALLONS OF
CMACM SEAIL BE PROVIDED. ADDITIONAL FLOW AND STORAGE CAPACITY MAY BE REQUIRED WHERE A
SUBSTANTIAL PORTION OF THE FOOD PREPARED IS NOT CONSUL® ON SITE (I.E.: DRIB-TMQUGH.'
"TAXII-OUT,' OR DELIVERY SERVICES.)
NOTES FOR OIL/GREASE INTERCEPTORS
I THRUST) COLLAR
F-- 5' MIN -y
�-- 5' MIN --
"'" CONCRETE THRUST BLOCK #y?.
AT ALL 45 DEG. BENDS
3/4' THREADED
1/4' STEEL PLATE STEEL RODS
ROD REQUIREMENTS
SIZE OF 45 DEG, BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED
6' 4,328 2
8' 7,694 2
12' 17,312 2
16' 30,779 4
20, 48,091 6
24' 69,252 8
1. ONCE INSTALLED AND TIGHT, THE STEEL RODS AND BOLTS SHALL BE
COATED WITH 2 COATS OF BITUMINOUS BASE PAINT.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL
JOINT BENDS.
STANDARD VERTICAL BEND
GRADE 3'6' MIN.
ABOVE TOP OF
PIPE
J,.
I /
.aA
SECTION
2500 P.S.I. CONCRETE
CLASS B
REQUIRED
NOMINAL
DIAMETER
A
B
C
TRENCH
WIDTH
6'
1'4'
1'O'
1'2'
2'6'
8'
1'6'
l'O'
1'4'
2'g•
12,
2'2'
F '
2'2'
310•
16'
3'0'
1'D-
2'B'
3'4'
20'
4'0'
1'6'
3'0'
3'8'
24'
5'0'
1 2'U'
3'6'
4'0'
0'
4'2'
4 -
BEND & BLOCKING OF 450 BENDS
NOTES-
1. MIN. GRADE FOR 4' SEWER
SERVICE SHALL BE 1.0 % (1/8'
PER FT.) RECOMMENDED MIN.
GRADE SHALL BE 2.0 %.
2. DEPTH OF SERVICE AT
PROPERTY LINE MUST BE
SUFFICIENT TO PROVIDE AT
LEAST MIN. GRADE TO
BUSINESS OR DWELLING AND
12' MIN. COVER OVER SERVICE.
3. FOR NEW SUBDIVISIONS,
CLEANGUT STACKS SHALL BE
PLACED 3' TO THE LEFT OF
THE WATER METER WHEN
LOOKING FROM THE ROADWAY
OR SEVER MAIN.
4. ALL SERVICES SHALL HAVE A
CLEANGUT PLACED AT THE EASEMENT
OR RIGHT OF WAY LINE. ALL CLEANOUTS
I
PLUGS. CAST IRON DOUBLE -HUB
SHALL BE CAST IRON WITH BRASS
CONNECTORS FROM MIN.) MAY BE USED TO
TRANSITION FROM PVC SERVICE PIPE.
5. ALL PVC FITTINGS SHALL BE OF
HEAVY WALL CONSTRUCTION (115 PSI
MIN, PIPE STIFFNESS.)
6. ALL PIPE WITHIN RIGHTS OF WAY
SHALL HAVE PUSH -ON JOINTS WITH
ELASTOMERIC GASKET SEALS.
7. SIX INCH AND LARGER SERVICES
SHALL CONNECT AT MANHOLES.
PLAN
12' MIN.
18' MAX
F
14
gy
4
4' 1/4 OR 1/8 BEND MONOLITHIC 'Y' W/ igg
1/4 BEND FITTING j q
tl
l' STUB W/PLUG
4' CAST IRON SOIL PIPE OR
4' DUCTILE IRON OR
4' PVC (SDR 23.5 OR SDR 26)
MONOLITHIC 'Y' W/
1/4 BEND FITTING
HAND SHAPED, STABLE SUBGRADE
SEWER MAIN EXCAVATED TO CONFORM TO P[PE
STANDARD 4" SERVICE LATERAL
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MIN%�l IVI\ 11V % I I v .i
PLAN
-18" #5 DOWEL ANCHORS
ASPHALT
SECTION
WHEEL STOP
SCALE: N.T.S.
1/
TOOLED EDGES
3/4"
VARIES
1/4"/FT. & VARIES
;
<
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3000 PSI CONC.
EXP. JOINT FILLER
W SEALANT
4" 3000 PSI.
CONCRETE SIDEWALK
EXPANSION
JOINT
(30'
SPACING MAX.)
NOTES:
1.
CONCRETE SHALL BE 3,000
P.S.I.
2.
CONTRACTION JOINTS SHALL
BE SPACED AT 5' INTERVALS.
3.
FINISH ALL CONCRETE WITH
CURING COMPOUND.
4.
INSTALL 1/2" JOINT FILLER
AND SEALANT WHERE CONCRETE
SIDEWALK ABUTS TO 24" CONC. CURB & GUTTER.
6 CONCRETE
SIDEWALK
D-O2 SCALE: N.T.S.
8'-4" HIGH BLOCK &
BRICK SCREEN WALL
(SEE ARCH PLANS)
6" CONCRETE TO BE 6" CONCRETE TO BE
AIR -ENTRAINED AIR -ENTRAINED
LOW SUMP 3,000 LOW SUMP 3,000 12"
6" PSI 0 28 DAYS g" PSI ® 28 DAYS
12F --- 5" 12[:l ----- 5„
R7-8 or R7-8a
RESERVED
PARKING GREEN
30" 24" GREEN —
00 BLUE
,� » WHITE SYMBOL
30 SPILL LIP 24 SPILL LIP
NOT TO SCALE NOT TO SCALE WHITE BACKGROUND
6" CONCRETE TO BE 6" CONCRETE TO BE a MAXIMUM R7-8D c
AIR -ENTRAINED AIR -ENTRAINED PENALTY I
LOW SUMP 3,000 LOW SUMP 3,000 $25o VAN -ACCESSIBLE z
6" PSI 0 28 DAYS g" PSI 0 28 DAYS SIGN AT VAN
12 12 vAN SPACE ONLY w
7" :]7-
> c
CESSIBLE
30" 24"
NOTE: HC SIGNS TO BE MOUNTED ON BLDG
AT LOCATIONS SHOWN ON PLANS.
30" C&G 24" C&G
NOT TO SCALE NOT TO SCALE o
3 R7-8 HANDICAP SIGN N
NOTE: USE 30" CdcG WITHIN NCDOT
RIGHT—OF—WAY D-02 SCALE: N.T.S. M
6" THICK CONC. DUMPSTER
PAD - 4000 PSI CONC.
0 28 DAYS
DUMPSTER PAD
SCALE: N.T.S.
4" WF
STRIP
2
D-02
CURB AND GUTTER
SCALE: N.T.S.
`CONCRETE SIDEWALK
NOTE:
WHEELCHAIR RAMPS TO BE INSTALLED AT ALL
PAINTED H/C ACCESS STALLS ON THIS PROJECT.
WHEELCHAIR RAMPS TO BE INSTALLED AT ALL
CONC. SIDEWALK INTERSECTIONS.
12" WHITE
STRIPE
o
Jam°
1ITE
_ (TYP.)
9'-0" 9'-0" 8'-0" '8'_OI
VAN - VAN
PAINTED H/C ACCESS STALLS 4" WHITE ST31PE
7 90' HANDICAP STALLS - TYPICAL 8
D-02 SCALE: N.T.S.
D-02
ASPHALT -
PAVEMENT
PAINT
MOUND AND
CONCRETE
24" DIA. CONC.
ENCASEMENT
(3000 PSI)
4 BOLLARD
D-02
6" DIA. STEEL PIPE
FILL W/3000 PSI
CONCRETE.
SCALE: N.T.S.
ISLAND
CONCRETE
SLAB
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COMPACTED—
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� 1_ 2:1 _a GUTTER
a •
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1/2" EXPANSION JOINT
5'-0"�I
SECTION A -A
A 1/2" EXP. JOINT
ALL AROUND
_ o
N
I
A 24" CURB &
5' r 5' 5' - GUTTER
NOTES:
1. THE WALKING SURFACE SHALL BE SLIP
RESISTANT AND A CONTRASTING COLOR
TO THE SIDEWALK.
2. WHEELCHAIR RAMPS SHALL BE PROVIDED AT
LOCATIONS AS SHOWN ON THE PLANS OR AS
DIRECTED BY THE ENGINEER.
3. CONCRETE SHALL HAVE A SIDEWALK FINISH IN
ORDER TO OBTAIN A ROUGH NON-SKID TYPE
SURFACE.
4. A 1/2" EXPANSION JOINT WILL BE REQUIRED
WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE
CURB AND AS SHOWN ON THE DETAIL, THIS SHEET.
5
D-0
4" CRUSHED AGGREGATE
BASE COURSE
6" CONCRETE/BITUMINOUS PAVEMENT I14TERFACE
SCALE: N.T.S.
\•/1 I r r I P I I • I P • \ A
SCALE: N.T.S.
N CAROM
�to rl026970
�O� •. F,yC I NEE(;: ' • ��•�`
4�unup�`��,,.
07/30/08

EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of streets and utilities for Bojangles & Trade/Wilco Site Development
The project is owned by Redco Properties, LLC.
The site is currently undeveloped.
Approximately 5.1 acres will be disturbed during construction. The maximum fill will be 2-3 feet.
The pproject is scheduled to begin construction in Summer 2008 with project completion and final
stabzation by Winter 2008. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, silt fence, outlet protection, inlet protection,
check dams, and sediment basins with temporary seeding of the site.
ADJACENT PROPERTY
See Existing Conditions plan, sheet C-01, for adjacent property owners.
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the NC Dept. of Environmental Management, Land Quality Section.
The contractor shall also follow any additional requirements as outlined by the
Project Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
drawing.
3. Silt Fence: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
At. Rip Rap/Gravel Filter Sediment Basins: Construct basin to the shape and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2' with the berm built
above as dimensioned.
Vegetative Practices
Temporary Seeding: All denuded area or areas to be grade within 15 calendar days shall receive temporary
seeding within 15 days of completing initial earthwork. Temporary seeding shall also be used to
stabilize finished grade areas if the time of year is outside the specified permanent seeding periods.
Temporary seeding shall be in accordance with temporary seeding specifications.
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or gradin
2. Tail Ditches shall be stabilized immediately following their constructor. As an alternate, rock
check dams may be provided at their outlets and/or the terminal downstream end of
disturbance until ground cover is implemented.
3. Stockpile and/or waste areas must be maintained within the limits of the areas pr
otected b
proposed measures and otherwise temporarily seeded if to be left stockpiled over 15 calendar days.
4. Construction shall be planned so that grading operations can begin and end as quickly as
possible.
5. Silt Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows:
Feb -May June -Sept Oct -Jan
Permanent Seed: K-31 Fescue K-31 Fescue K-31 Fescue
@ 5#/1000 SF @ 5#/1000 SF @ 5#/1000 SF
Temporary Seed: Rye Grain German Millet R e Grain @
@ 50#/Ac @ 40#/Ac 5�#/Ac
Fertilizer: 10-10-10 @ 25#/1000 SF Mulch: Straw @ 90#/1000 SF
Lime: 100#/1000 SF Tack: 200 gallons/Ac on all mulching
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5 % moximum of site area.)
2. Maintain all seeded areas until uniform stand is acceptable.
3. If growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
Calculations
The practice utilized for the proposed site did require formal calculations. Calculations have been
provided.
OWNER
REDCO Properties, LLC
335 N. Queen Street
Kinston, NC 28502
Erosion Control Notes:
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved erosion
control plan and permit on site. Call NCDENR @ 252-966-6481 to notify the State Inspector of a start date prior to
land disturbance.
2. Clear the area needed to construct the proposed construction entrance.
3. Construct the construction entrance as shown on the plans. Maintain the construction entrance daily to ensure
that mud and silt will not be tracked onto the paved surface. If mud is tracked onto the road surface, it is to be
removed immediately.
4. Construction entrance location may not vary without prior approval from Engineer and NCDENR.
5. Clear the area needed to access and construct the sediment basin and stormwater pond.
6. Construct the sediment basin and stormwater pond.
7. Clear the area needed to construct the perimeter erosion control measures including temporary diversion ditches,
silt fence, and rock check dams. Rock check dams downstream of level spreaders, pipes and ditches shall remain
in -place until permanent measures are stabilized.
8. Construct the temporary diversion and silt fence. Tie temporary diversions into sediment basins where applicable
diversions & basins shall be seeded, mulched, & anchored upon installation.
9. Begin clearing, grubbing, and topsoil stripping for roadway rights -of -way.
10. Rough grade all roadways and parking lots.
11. Construct sanitary sewer system throughout project.
12. Construct the storm sewer system throughout the project. Install inlet protection devices.
13. Construct curb and gutter and CABC on roadway.
14. Seed, straw and tack areas behind the curb and gutter that are graded to their final disposition.
15. Upon stabilization of seeded areas, remove temporary diversion ditches and temporary sediment basins.
16. Construct permanent outlet protection devices at pipe outlet and level spreader along drainage easement.
17. Seed and plant appropriate plants in stormwater pond. See C-05 for plant list.
18. Upon completion of the project, remove silt fence and rock check dams.
19. Seed, straw and tack any remaining exposed areas.
SUPPORT ROPE 70
-WIRE TO PREVENT
SAGGING
Maintenance Notes:
1.
Do not let
any area
remained exposed for more than 15 calendar days without
applying temporary seeding.
2.
Maintain all
erosion
control measures daily and reseed disturbed areas as
needed.
3.
Inspect all
erosion control measures weekly and after each rainfall event.
Repair as needed.
4.
At the end
of each
days storm drainage operation, construct a temporary
pipe inlet protection device until the
next day's
operation
continues.
1
D-03
2
D-03
SUPPORT POST,
24' IN70 BOT70A
OR SIDE
COIR MESH OR SIMILAR,
STAPLED OR TRENCHED INTO
BOTTOM OR SIDE
SED BASIN BAFFLES
SCALE: N.T.S.
WOOD OR
METAL POST
e
3
TEMPORARY PIPE
INLET PROTECTION
SCALE: N.T.S.
STAKE TO
SUPPORT -
WIRE
SEE EROSION CONTROL PLAN
FOR ACTUAL P/r DIMENSIONS
SET GLEAN-OL
STAKE AT 112
PIT VOLUME
DESIGN
SETTLED TOP
1:
15 I
CLEAN -OUT M/N.
STAKE
� P%
E -�
c� ,��_R �rtg�f.Tir. •?�
ti � �-`v'izTn
_����"` -=�-�ilf_�ir FlLTER FABRIC
CROSS SECTION
OVERFILL 6'
ti;\�, FOR SETTLEMENT
SEE EROSION CONTROL PLAN
y FOR ACTUAL PIT DIMENSIONS �
EMERGENCY
BY-PASS
6' BELOW
SETMED
TOP OF DAA
1' NATURAL
STONE SECTION
GENERAL NOTES:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containing high amounts of organic matter and stockpile or dispose of it properly. Haul
all objectionable material to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact it.
Over fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the
soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure and
the soil.
Place the filter fabric between the riprap and soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
Excavate a keyway trench along the centerline of the spillway foundation extending up the
sides to the height of the dam. The trench should be at least 2 ft. deep and 2 ft. wide
with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft.
and a maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1 side
slopes extending to the top of the over filled embankment. Keep the thickness of the sides of the
spillway outlet structure at a minimum of 21 inches. The weir must be level and constructed to
grade to assure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone with a d size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches.
The stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream. Keep
the edges of the stone outlet section flush with the surrounding ground and shape the center to
confine the outflow stream (References: Oute:t Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage
the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the
trap immediately after construction (References: Surface Stabilization).
12. Show the distance from the top of the spilioiay to the sediment cleanout level (one-half the design
depth) on the plans and mark it in the field.
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS
SIDE ON THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE
FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES
BELOW THE CREST OF THE STORM DRAIN. PLACE THE
BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE
STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID
WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE
LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2x4
WOOD STUDS THROUGH BLOCK OPENINGS. CAREFULLY FIT
HARDWARE CLOTH OR COMPARABLE
2. WIRE MESH WITH 1/2-INCH OPENING OVER ALL BLOCK
OPENING TO HOLD GRAVEL IN PLACE.
3. USE WASHED STONE PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO
AN EVEN GRADE.
4. INSTALL 1/4 IN. WIRE MESH HARDWARE CLOTH, AND METAL
POSTS THAT ARE 5 FT. TALL. PLACE THE WIRE MESH A
MINIMUM OF 3 FT. HIGH, AND THE STONE A MINIMUM OF 1
FT. HIGH.
5. BEFORE COMMENCING CLEARING & GRUBBING OPERATIONS,
THE CONTRACTOR SHALL FIELD LOCATE ALL EX. INLETS WITHIN
THE OPERATIONS AREA AND INSTALL INLET PROTECTION.
(REFERENCE: EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL, 6.52)
TEMPORARY SEDIMENT TRAP
SCALE: N.T.S.
DEWATERING
.- • -W4,
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TEMPORARY SEDIMENT
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1'MIN.
2'MAX
SEDIMENT
BLOCK AND GRAVEL INLET PROTECTION
SCALE: N.T.S.
NOTE 4
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TEMP.
DITCH
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EDGE OF PAVEMENT
KIAT1 ioAi none inlD
STRUCTURAL STONE/
CLASS 'B'
1' THICK NCDOT
OR #57 WASHED
FLOW--
O c, 401
v
ISOMETRIC VIEW
BASE OF DITCH
FSEDIMENT
1 � 4'-6"
OPTIONA)_�
TYPE 'B L- - 12" THICK SEDIMENT
SILT BASIN CONTROL STONE CROSS SECTION
ELEVATION VIEW TRAPEZOIDAL DITCH
CONSTRUCTION SPECIFICATIONS
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLANS ON A FILTER FABRIC
FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FT. BEYOND THE DITCH BANKS TO KEEP OVERFLOW WATER
FROM UNDERCUTTING THE DAM AS IT RE-ENTERS THE CHANNEL.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE
LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT
WATER WILL FLOW OVER AND AROUND THE DAM (PRACTICE 6.41, OUTLET STABILIZATION
STRUCTURE).
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK
DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
(REFERENCE: EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, 6.83)
12" MIN.
CROSS SECTION
VEE DITCH
1 ROCK CHECK DAM
D-04 SCALE: T.S.
FILTER
�- 8' MAX. WITH WIRE FABRIC
I (6' MAX. WITHOUT WIRE
MIDDLE AND VERTICAL WIRES COMPACTS
I SHALL BE 12 1/2 GAUGE MIN. FILL i
WIRE' U / � U W
FILTER FABRIC J TOP AND BOTTOM STRAND yWREEXTENNITTO TRENCON OF H
AND
NOTES: SHALL BE 10 GAUGE MIN.
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" ABOVE THE GROUND SURFACE.
3. INSTALL 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 UPSLOPE SIDE OF THE POSTS USING
HEAVY DUTY WIRE STAPLES AT LEAST 1" LONG, OR TIE WIRES.
EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A
MAXIMUM OF 10' APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY IN TO THE GROUND TO A MINIMUM OF 24".
6. EXTRA STRENGTH FILTER FABRIC WITH 6' POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. STAPLE OR WIRE THE FILTER
FABRIC DIRECTLY TO THE POSTS.
7. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8" DEEP ALONG
THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. BACKFILL THE TRENCH WITH COMPACTED SOIL OR GRAVEL PLACED
OVER THE FILTER FABRIC.
9. DO NOT ATTACH THE FILTER FABRIC TO EXISTING TREES.
10. LOCATION OF TEMPORARY SEDIMENT FENCE SHOWN ON THE PLANS
IS NOT EXACT. CONTRACTOR SHALL FIELD LOCATE TEMP. SEDIMENT FENCE
AS CLOSE TO THE DOWNSLOPE EDGE OF THE LIMITS OF CLEARING & GRUBBING
AS SPACE ALLOWS.
TEMPORARY SEDIMENT FENCE (SILT FENCE
SCALE: N.T.S.
INLET #
CATCH BASIN
TYPE
GRATE TYPE
ROADWAY
STATION
OFFSET
(ft)
RIM ELEV
(EOP)
PIPE SIZE (in) &
INV.IN
PIPE SIZE (in) &
INV.OUT
1
NCDOT STD. 840.02
TYPE 'E'
BOJANGLES
N/A
N/A
27.10
N/A
N/A
15
24.60
2
NCDOT STD. 840.02
TYPE 'E'
BOJANGLES
N/A
N/A
27.33
15
24.31
15
24.31
3
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.05
N/A
N/A
15
23.80
4
NCDOT STD. 840.02
TYPE 'E'
BOJANGLES
N/A
N/A
26.40
#2 -15
23.89
18
23.76
#3 -15
23.76
5
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.38
N/A
N/A
15
23.51
6
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.38
#4 - 18
23.51
18
23.40
#5 - 15
23.40
7
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.25
18
22.44
18
22.44
8
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.31
N/A
N/A
15
23.06
9
NCDOT STD. 840.02
TYPE 'E'
HESS
N/A
N/A
26.64
15
22.84
15
22.84
10
4' DIA. MANHOLE
MH
TRUNK LINE MH
N/A
N/A
26.50
#7 -18
21.48
24
21.48
#9 - 15
22.67
11
4' DIA. MANHOLE
MH
TRUNK LINE MH
N/A
N/A
25.50
1 24
21.01
24
21.01
20
1 NCDOT STD. 840.021
NCF43
1 N/A
I N/A
1 25.41
1 N/A
I N/A
1 18
1 21.91
TEMPORARY DIVERSION
SCALE: V.-.S.
NOTES
1. SEE STORMWATER POND DETAILS FOR INVERT INFORMATION
ON POND STRUCTURE.
DRAINAGE TABULATIONS
SCALE: N.T.S.
Erosion Control Maintenance Plan
All erosion and sedimentation control measures shall
be inspected weekly and after each runoff -producing
rainfall event. Structures that shall be inspected include
but are not limited to:
Silt Fe•ice and Fabric Inlet Protection
Any fabric which collapses, tears, decomposes, or becomes ineffective
shall be replaced immediately. Sediment deposits shall be removed
when sediment behind the fence reaches 6".
Seeding, Fertilizing, and Mulching
Seeded areas shall be inspected for failure and necessary repairs
and re -seeding shall be made within the same season.
Block and Gravel Inlet Protection
Inspect the barrier after each rain, remove sediment
as necessary to provide adequate storage volume
for subsequent rains. Upon stabilization of drainage
area, remove all materials and any unstable
soil, either salvage or dispose of properly. Bring disturbed
disturbed area to proper grade, then smooth and compact
it. Stabilize all bare areas around the inlet.
Temporary Diversion Ditches
Sediment shall be removed from the flow area immediately
after each rainfall.
Temporary Gravel Construction Entrance/Exit
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 a
rainfall, immediately remove all objectionable materials
spilled, washed, or tracked onto roadways.
Sediment Basins and Pits
Sediment shall be removed from the structure and the
structure shall be restored to its original dimensions
when 1.0' of sediment has accumulated in the structure.
The sediment shall be disposed of off -site and the
contaminated part of the gravel shall be replaced.
The structure shall be inspected for damage and
repaired accordingly.
GENERAL NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND 6
OTHER OBJECTIONABLE MATERIAL
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON THE PLANS, AND SMOOTH IT. D - O 4
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR OTHER
SUITABLE OUTLET.
4. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING W/2 INCH STONE.
CONSTRUCTION ENTRANCE
SCALE: N.-.S.
EROSION CONTROL MAINTENANCE PLAN
SCALE: N.T.S.
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