171-04 Oversized Plans

ENT

N 14'24'33" E
N/F
Don Johnson
Zoning
District: R-1
S 33"36'40" E
22.43'
SCALE: 1" = 30'
0 15 30 60 90
N/F
Watt Willis -�
Zoning
District: R-1
g" E
1 �54
N
NC 211 l EXISTING CULVERT
East Moore Street & DRIVEWAY,
TO BE REMOVED
(99' Public R/W)
t
10,811' (2.05 Mies)
-- -- "
To Intersection
of INC 211 & NC 87
\ Nast S.NI
easpub��G
\ �60'
o \ \
w \
Cape Fear
River Heights
Section 2
M.B. 4l73
Zonir�
` District: R-1
r 6 \ z:
7 SF
3 AC.CD
\ p \ 4
\ 6 \
?'51 "E 104.2t \
\ z- \
LOT 7 \
10,098 SF \
0.2318 AC. \ o
-- — —— \
p \
N53 14.13wE 135.30' \
-- - -- - ---- \
LOT 8 \ \ \
10,125 SF \ \
0.2324 AC.
BUILDING SETBACKS (TYP.) \ \
— — N53014'13"E 151.02' \
LOT 9 \ \ \ \
12,164SF ~\\ \ \
0.2792 AC. \ \ \ \
- - - - - - -- --- \
------------------------------------ \- \
174.16' \
S 53*14'13" W 351.83'
CURB AND GUTTER
= 2.0 SHALL BE 30" C&G
STANDARD 846.01 _
- 1 - 60 LF 36" RCP
Ex. Edge of Pvmt.
Driveway &
Encroachment Permits
req'd. by N.C.D.O.T.
31 4" TYP
18" CURB & GUTTER
SITE DATA
OWNER: C.L. SMITH & SONS PROPERTIES, LLC.
1704 SOUTH PORT/SU PPLY ROAD
BOLIVIA, NC 28422
[phone]
TAX PARCEL # 238HG018
PROJECT AREA: 3.58 AC.
ZONING: R-1
BUILDING SETBACKS:
FRONT YARD- 25'
REAR YARD- 20'
SIDE YARD- 8'
CORNER LOT- 12.5'
TOTAL LOTS: 9
MINIMUM LOT SIZE: 10,098 SF
AVERAGE LOT SIZE: 15,250 SF
-100'-
70' B-B
2" F9.5A 18" CURB & GUTTE
SUPER PAVE 114":V-0"
AGGREGATE BASE COURSE
ABGRADE TO 95% MOD. PROCTOR DENSITY
TYPICAL CUL-DE-SAC SECTION
NOT TO SCALE
— 60' -
4'
20' B-B
2' F9.5A
SUPER PAVE
4 TYP. -
18" CURB & GUTTER -
Revisions
7-06-04 NCDOT
8-27-04 Culvert per NCDOT
9-25-04 Drainage Easement
10-27-04 Culvert Size
IM
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NOV 0 9 2004
COASTALfSION MANAGE E
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R/W
4' _ l 11'
S1
;TY;P12"
4' 16'
18" CURB & GUTTER
1 /4":1'-0"
• �� 3'1 31
a . f 4" TYP i
"AGGREGATE BASE COURSE
SUBGRADE TO 95% MOD. PROCTOR DENSITY
TYPICAL ROADWAY SECTION
NOT TO SCALE
NOTE: ROADS WILL BE DEDICATED TO THE CITY OF SOUTHPORT
FLOOD LEGEND
— — — — — — — — FLOOD ZONE LINES
ZONE A10 FLOOD ZONE DELINEATION
(EL 10)
Note: A portion of this development is located within the 100-year flood
boundary as verified by FEMA City of Southport Panel No.: 370028 0004 C
Map Revised: Dec. 18, 1985 (Elev. 10.0)
Date: 3/17/04
Scale: 1" = 30'
Drawn By: CMR
Checked By: ACL/DBB
Dl�
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NOV 1 6 ?004
®rehead City DcM
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITHOUT
AFFIXED CORPORATE SEAL.
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IN
qA RON0111011111110
Sheet 2 of 6
This drawings not be reproduced in ECEC PROJECT
whole or in part without written permission
nfF-Act C`nant Enaineerina Comnanv. P.A. N 4-0611

LEGEND
— — — 7— — — — EXISTING CONTOURS
DIVERSION SWALE
SILT FENCE
PROPOSED TEMPORARY
CHECK DAM
TEMPORARY SEDIMENT BASIN
TOTAL DISTURBED AREA = 2.54 AC.
N 14'24'33" E
N/F
r- Don Johnson
fZoning
District: R-1
TEMPORARY SEDIMENT BAS114 #2
W/ STONE OUTLET (64' X 20' X 3' DEEP)
TEMPORARY
DIVERSION SWALE
S 33°36'40" E
22.43'
NC 2'11
East Moore Street
(99' Public, R/W)
N/F
wait Willis
Zoning
District: R-1
TEMPORARY SEDIMENT BASIN #1
Wt CTrWI= nt ITI CT 112o- V on, V 12, Mean
N �5• 109 .�
i L Lniv I nIu IiUL V Cn I,
TO BE REMOVED
. ._........
SCALE::' ­30'
0 1 30 60 90
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
r"VN I VItW
IIN. 10 GA.
OP WIRE
MIN. 12-1/2 GA. q:
INTERMEDIATE WIRES 3' z Co
LL
Nr
MIN. 10 GA. BOTTOM WIRE ZJ v
6" MIN. COMPACTED
FILL OVER SKIRT' m 1_"
SIDE VIEW
Revisions
4-15-04 Sih Fence & Detail Added
8-27-04 Culvertper NCDOT
--STEEL OR WOOD POST 9-25-04 Dr>unage Easement
WOVEN WIRE FENCING AS REQUIRED 1Q-27-44 Culvert Size
SILT FILTER FABRIC
1
Nov
ANCHOR FABRIC SKIRT w/ MIN. 4" 1'
\\ LONG WIRE STAPLES @ 12" O.C. COGS D/ jS/0N
Mq NA
j� FOR REPAIR OF SILT FENCE FAILURES, T
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL.
NOTES:
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWING AND AT LOCATIONS NECESSARY TO CONTROL SILTATION OF ADJACENT AREAS.
2. WHERE WOOD POSTS ARE USED, POSTS SHALL BE A MINIMUM OF 3" IN DIAMETER AND 6' IN LENGTH. POSTS SHALL BE CREOSOTE OR
PENTACHLOROPENOL TREATED SOUTHERN PINE.
3. WHERE STEEL POSTS ARE USED, POSTS SHALL BE V IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
4. WOVEN WIRE FENCING, WHERE REQUIRED (SEE NOTE #6), SHALL CONFORM TO ASTM Al 16 FOR CLASS 3 GALVANIZING. FABRIC SHALL
BE A MINIMUM OF 32" WIDE AND HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. THE TOP AND BOTTOM WIRES SHALL BE
10 GAUGE AND INTERMEDIATE WIRES SHALL BE 12-1/2 GAUGE. WIRE FABRIC SHALL BE FASTENED TO WOOD POSTS WITH NOT LESS
THAN #9 STAPLES 1 1 /2" LONG.
5. FILTER FABRIC SHALL BE OF NYLON, POLYESTER, PROPYLENE OR ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LBJLIN. IN. AND
A MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS AND STABILIZERS.
6. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LB./LIN. IN. OR GREATER, AND THE POST SPACING (S) DOES NOT EXCEED 6', WOVEN
WIRE FENCING IS NOT REQUIRED. OTHERWISE, WOVEN WIRE FENCING IS REQUIRED, AND POST SPACING SHALL NOT EXCEED 8'.
TEMPORARY SILT FENCE
NOT TO SCALE
EROSION CONTROL and STORMWATER MANAGEMENT NARRATIVE
A. PROJECT DESCRIPTION
THIS PROJECT IS BEING DEVELOPED BY C.L. SMITH NI< SONS, LLC. THE PROJECT IS ON A 3.58 ACRE TRACT ADJACENT TO THE RIGHT-OF-WAY LINE OF MOORE
STREET BETWEEN ITS INTERSECTION WITH WILLIS DRIVE AND BONNETS CREEK. THE PROJECT WILL CONSIST OF A SMALL 9-LOT RESIDENTIAL SUBDIVISION
SERVED BY A PROPOSED CUL-DE-SAC STREET.
B. TERRAIN AND SOILS
THERE IS APPROXIMATELY 10 FEET OF RELIEF ON THE SITE FALLING GENERALLY FROM NORTHEAST TO SOUTHWEST WITH BONNETT'S CREEK RUNNING
ALONG THE SOUTHWEST PROPERTY LINE, AND ROADSIDE DITCHES RUNNING INSIDE THE RIGHT-OF-WAYS OF MOORE STREET AND WILLIS DRIVE.
BASED ON THE SOIL SURVEY OF BRUNSWICK COUNTY, THE PROMINENT SOIL ON SITE IS NEWHAN FINE SAND, DREDGED, 2 TO 30 PERCENT SLOPES.
C. ADJACENT PROPERTY
THE PROJECT AREA IS BOUNDED TO THE SOUTHWEST BY A TRACT OWNED BY DON JOHNSON, TO THE NORTHWEST BY A TRACT OWNED BY WALT WILLIS, TO
THE NORTHEAST BY WILLIS DRIVE, AND TO THE SOUTHEAST BY MOORE STREET.
D. EROSION CONTROL MEASURES
A LARGE PORTION OF THE DISTURBED AREAS WILL DRAIN VIA TEMPORARY DIVERSION SWALES ALONG THE WETLAND AREA ON THE WEST OF THE PROPERTY,
THEN TO TEMPORARY SEDIMENT BASINS.
TEMPORARY EROSION CONTROL MEASURES WILL INCLUDE CONSTRUCTION ENTRANCE, DIVERSION SWALES, AND TEMPORARY CHECK DAMS. THE METHOD
FOR LIMITING THE AMOUNTOF ERODED SOILS RELEASED FROM THE PROJECT ON A PERMANENT BASIS SHALL BE THE STABILIZATION OF ALL DENUDED
SURFACES WITH PERMANENT GRASSING,
EROSION CONTROL GENERAL NOTES
1. —. I nen.I rim A%, I IVI I Its 1tiALL BE PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973.
2. ALL LAND DISTURBING ACTIVITIES ARE TO BE PLANNED AND CONDUCTED TO LIMIT EXPOSURE TO THE SHORTEST FEASIBILE TIME.
3. ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER.
4. AS SOON AS ALL AREAS ARE PERMANENTLY STABILIZED, ALL PERMANENT MEASURES HAVE BEEN INSTALLED, AND FINAL APPROVAL IS RECEIVED FROM THE
LAND QUALITY SECTION, THE TEMPORARY MEASURES MAYBE REMOVED.
5. OVER THE LIFE OF THE PROJECT, THE OWNER SHALL MAKE PERIODIC INSPECTIONS TO EVALUATE THE SUCCESS IN CONTROLLING EROSION OF SOILS TO
OFF -SITE AREAS. IF AREAS ARE FOUND WHERE EROSION IS TAKING PLACE, THE OWNER SHALL TAKE THE NECESSARY MEASURES TO REMEDY THE
SITUATION.
CONSTRUCTION SEQUENCE
1. OBTAIN APPROVAL OF THE EROSION CONTROL PLAN FROM THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES (NCDENR),
LAND QUALITY SECTION. OBTAIN APPROVAL OF THE STORMWATER PLLAN FROM NCDENR, DIVISION OF WATER QUALITY.
2. CLEAR AND GRUB THE PROJECT SITE.
3. INSTALL THE CONSTRUCTION ENTRANCE, CHECK DAMS, TEMPORARY DIVERSION SWALES AND BASINS,
4. INSTALL TEMPORARY AND PERMANENT CULVERTS.
5. ROUTWLY INSPECTTEMPORARY SEDIMENT BASIL AND REMOVE SED/NEWT WHEN 1.5' DEEP.
6. CONSTRUCT THE STORMWATER SWALFS. STABILIZE SWALE CHANNEL AM) BANKS.
7. MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
NOTE: ANY DEVIATION FROM THESE PLANS SHALL BE APPROVED BY T164E ENGINEER PRIOR
TO CONSTRUCTION. FAILURE TO DO SO CAN RESULT IN DELAY OR REFUSAL OF
QED ENGINEERING CERTIFICATKOiN(S).
SEEDING SCHEDULE
1. ALL DISTURBED AREAS DUE TO CONSTRUCTION AND ANY SEVERELY ERODED AREAS SHALL BESTABILIZED BY A PERMANENT GRASS COVER. THE SEED
SPECIES SHALL BE SELECTED BASED ON THE TYPE SO0. PRESENT SEASONAL. CONDITIONS AND OTHER CONSIDERATIONS. AS AN ALTERNATIVE, THE
CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW: HOWEVER, IT IS RECOMMENDED THAT A SPECIALIST BE CONSUt.TED WITH
ATTENTION GIVEN 1-0 SITE SPECIFIC CONDITIONS.
a CULTIVATE AREA TO A DEPTH OF 5 INCHES.
b. APPLY AGRICULTURAL LIME AT THE RATE CIE 4= LBS. PER ACRE
c. APPLY 10-20-20 COMMERCIAL FERTILIZER AT THE RATE OF 54W LSS. PER ACRE.
d. SOW GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
DAY SONS tAPRI-SEPT,EMBER) WET 804LS (4PIIIE-S6VTENlI1fO
BERMIIOAGRASS.................. 301bs. BERMUDAORASS......
.,._.—_25 bL
............... 10 Ibs. BAHIAGRASS____....... .___25 Oa.
BAHIAGRAS&.„..................... 30 Ibs. CARPS IURASS............—. _-.25 llt.
KOBE LESPEIX2 l.................20 Ibs. ANNUAL RYFORASS or
ANNUAL RYE43RASS OR GEFIMAN MILLET_.............._.-5 Ibs.
GEP&AM MN -LET ....................25 Ibs.
s-MULCH WITH STRAW AT THE RATE OF 32M TO 43M LSS. PER ACPE
I. AW)HOR STRAW WITH ASPHALT EMULSION TACK COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE,
2. WHERE IT IS HOT POSSIBLE TO ESTABLISH A PERMANENT CAS COVER IN A REASONABLY SHORT PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A
TEAPORARY GRASS COVER SHALL BE ESTAKJSHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE:
WNTER IIBER-AP'RLL2 SN1AAWER (W Y
ANNUAL. RYECMiASS........ So Ibs. GERMA14 MILLET....5o Ds.
TALL FESCUE ................50 Ibs.
TEMPORARY COVERS SHALL NOT ELIMINATE THE REOUiREIIIENT FOR PERMANENT GRASS COVER. WHERE THE SEASON OR OTHER CONDITIONS ARE
NOT SUITAINE FOR GROWING A TEMPORARY EFIOSNC,IN RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE SHALL BE FOR
THE SHORTEST TIME PRACTICAL. A TEMPORARY OR PEFINAAMENT VEGETATIVE COVER SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE
FAVORJI.E.
3. TOoWIL SHALL BE USED OVER UNFAVORABLE SOIL CONIDMOM FOR SUCCESSFUL ESTABLISHMENT OF VEGETATIVE COVER.
4- IRRIGATE AS NECESSARY TO OPTIMIZE PLANT GROWTH
O
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Date: 3'17l04
Scale: 1" = 3t)•
Diawn By: CNMR
Checked BY: ACLIDBB
IY
NOV 1 6 2004
Mc ehead City CCM
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITHOUT
AMXED COPPOPAT£ SEAL_
N
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This drawing shall not be reproduced in
whole or in part without written permission
of East Coast Engineering Company, P.A.
Sheet 3 of 6
ECEC PROJECT NCI_ n4—nrii

rl.nvv�L n a 1\VLlil�l�' Wl�a
AND LOCATED BY TIDEWATER
SURVEYING ON 04/20/04
SCALE: 1" = 30'
0 15 30 60 90
I
Note:
The type of slope stabilization provided adjacent to the wetlands, whether timber bulkhead,
synthetic reinforcment, rip -rap, etc., shall be at the Developer's discretion. The final type of
slope stabilization selected shall be approved by the Division of Coastal Management, the City
of Southport, and the Engineer prior to placement.
1_U 1 4 = 1,4LL / nor k.5v% Ur 4, /:)—I Zor)
MAXIMUM IMPER1v'1OUS SURFACE ALLOWED IN AEC BY DEED FOR LOTS 1-4
LOT 1 = 2,475 SF
LOT 2 = 2,545 SF
LOT 3 = 3,320 SF
LOT 4 = 1,425 SF
TOTAL LENGTH OF PROPOSED BULKHEAD = 540 LINEAR FEET
SWALE DATA TABLE
SIDE
BOTTOM
DRAINAGE AREA
IMPERVIOUS
GRASSED
VAuow
VEAL
FLOW
SWALE SLOPE
WIDTH (M
(AC.)
AREAS
AREA(AC.)
C O(CFS) (FPS)
(FPS)
DEPTH (FT)
1 5:1
1.0
0.26
4,214
0.10
0.60 1.12 5.0
1.99
0.25
2 5:1
1.0
1.07
3,684
0.59
0.44 3.37 5.0
2.23
0.46
Y
all
Revisions
4/05/04- ADDED BULKHEAD AND
REVISED STORMWATER.DATA
PER CAMA
6/4AM- GRADING CHANGE, DATA
CHANGE, BASIN ADDITION
7nM4- ADDITION OF CAMA DATA
AND BULKHEAD DETAIL
9-25-04- City Stwmawater Basins &
Easements, & Grading
10-27-04 Culverts, Bann Labels,
Basin Detail Added, Drainage Amax,
Stabilizatiam Note.
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Date: 3/17/04
Scale: V = 30'
Drawn By: CMR
Checked By: ACL/DBB
gcsolv
ED
NOV 1 6 2004
'ehead City DCM
THIS PLAN IS N ISSUED FOR
CONSTRUCTION WITHOUT
AFFIXED CORPORATE SEAL.
a 111!}t4'1 tt„p!
i 020427
4 \a
Sheet 4 of 6
This dcawing s not in
whole a in part without wn permission
of East Coast Engineering Company, P.A. C PROJECT N0. �4-0611

SCALE: 1" = 40'
0 20 40 80 120
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DATUM ELEV
-5.0
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HIGH POINT ELEV = 9.1
HIGH POINT STA = 0+44.44
PVI STA = 0+50
PVI ELEV = 9.1
♦ T _ 1 OA
LOW POINT ELEV = 8.0
LOW POINT STA = 1+51.71
PVI STA = 1+53.50
� s
HIGH POINT ELEV = 9.3
HIGH POINT STA - 2+75
PVT STA - 2+62.50
PVT ELEV = 9.4
A.D. = -2.00
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-
K = 25.00
K =
3.89
A.D
= 2.80
K
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COASTAL MAtiA�EME'_'
GENERAL NOTES
1. Pipe shall be laid in accordance with manufacturers' recommendations and the Project Drawings and Technical Specifications.
Should a discrepancy exist between the manufacturers recommendations and the Project Drawings and Technical Specifications, the
more stringent retirement shall control.
2. All materials shall be in compliance with the project Technical Specifications. Project includes approximately 299 LF of eight (8) inch
D.I.P. pipe for gravIty sewer, and approximately 470 LF six (6) inch SDR 21 PVC pipe for waterlines.
3. Trench shall be dug when laying pipe and ends plugged when laying is discontinued. Any water from the excavation shall be disposed
of in such a manner that the natural drainage of the area shall not be disturbed.
4. Trench bac kfill is to be free of stones and any foreign material, and shall be placed in six (6) inch layers compacted in accordance with
the Technical Specifications.
5. Detects Terra Tape D is to be installed approximately one (1) foot below finished grade and directly over all pipe.
6. The contractor is responsible for locating all underground utilities prior to digging, whether or not they are shown on the plans.
Underground utility locations, if shown on the plans, are based upon the best available infornnation and should be considered only as
approximate.
7. Waterlines shall be installed at locations as shown on the Project Drawings unless otherwise approved by the City and the Engineer in
advance of installation.
8. The minimum depth of bury shall be throe (3) feet from the top of pipe unless otherwise noted on the plans.
9. All fittings including reducers shall be blocked as specified and as shown on the Details and within the Project Technical
Specifications.
10. Absolutely no work shall be performed on private property beyond any area which easements are to be provided by the Owner and
dedicated to the City of Southport.
11. Concrete thrust blocking shall not obstruct weep holes on any fire hydrant assembly, steel ceasing pipe, or bofts on any fittings.
12. Water in excess of that required to pressure test, flush, chlorinate and refiush more than allowed by the Technical Specifications shall
be paid for by the contractor. Excess quantities shall be estimated by the Engineer.
13. The work shall be arranged in a manner that will cause a minimum of disturbance to vehicular and pedestrian traffic. Adequate
Ingress and egress to both private and public property shall be provided by the contractor during all stages of construction. Witlout
written approval from the City or utility company, existing services shall not be interniplvd by the construction work. Any paved areas
utilizing open -cut and patch shall be repelled the same day as construction occurs. Abeokltely no open trenches shall be left
overnight.
14. The Developer's Contractor shall install a water service assembly to each lot as shown on the details. The City shall provide the
water service meter.
v,
15. The Contractor shall contact the City of Southport UdItiss Department (910/457-7935) and the Engineer (910/754-8029) a minimum
of five (5) working days prior to the beginning of construction. Connection to the existing City waterline shall be performed by the
oil
Contractor under the supervision of the City of Southport UtiNtiee Department and the Engineer's representative.
16. The Contractor shall keep the Engineer informed relative to the progress of the construction. The Engineer shall observe
Ii O
construction activities as required by North Carolina General Statutes 130A - 317. Faallure of the Contractor to keep the Engineer
informed may require uncovering of worts to verify compliance with plans and specifications. Any cost associated with uncovering
work and/or verifying compliance shall be bone by the Contractor.
17. Traffic control shall be in accordance with Section 150 of the NCDOT Standard Specifications for Roads and Structures.
HORIZONTAL SCALE: 1" = 40'
0 20 40 80 120
VERTICAL SCALE: 1" = 4'
0 20 40 80 120
Revisions
8-27-04 Rev Sewer & Road
9-25-04 Drainage Easements
10-27-04 Culvert Pipe
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Date: 6/29/04
Scale: 1" = 40'
Drawn By: CUR
Checked By: ACUDBB
NOV 1 6 ?004
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITHOUT
AFFIXED CORPORATE SEAL,
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Sheet 5 of 6
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This wing shall not be reproducedin.
ECEC PROJECT NO. 03-0596
whole or in part without written permission
r`nrnrn�nv P_A_

2'MIN
PROVIDE BARREL EXTENSION SECTION AS
AS SHOWN REQUIRED FOR PROPER VERTICAL ALIGNMENT
ON PLANS
BURY LINE
\ \�/\//\\
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a
6' GATE VALVE & VALVE BOX `�\\\ \\%\\% /\� Cl)
(SEE VALVE & VALVE BOX DETAIL) COMPACTED BACKFILL
STONE j\ X/j
Q C.F. MIN.}/
CONCRETE \ \ °o°°°o °o°o° \
BLOCKING WEEP HOLE TO %/\ 0,00 °0° 0°0°0
REMAIN OPEN \/\\ 000000 00000 j\
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\ 6" D.I.P. ��\\\ °0 0 0 °000° /\%
0C) ° 000°0
Qilk I
000 0
\\\\ 0°0°0° CONCRETE
6" D.I.P. 3/4' THREADED GALVANIZED \/\\ ° 0 00 60
; BLOCKING \\
STEEL TIE RODS WITH �\ 0°0°0° // //
TEE - EYE BOLTS (4 TOTAL) �/ / / /
NOTE: THE TEE IS NOT A PART OF THE FIRE HYDRANT
ASSEMBLY FOR BIDDING PURPOSES.
FIRE HYDRANT ASSEMBLY DETAIL
NOT TO SCALE
(8) # 4 REBAR
2 EACH WAY
3,000 P.S.I. CONCRETE THREADED GALVANIZED STEEL RODS
THRUST COLLAR
WITH 4" x 90' HOOK, SEE "TIE ROD
SCHEDULE" FOR QUANTITY AND SIZES OF RODS.
51
M.J. CAP OR
F 4 s OTHER M.J. FITTING
D
5 ti. 5
S
i
i < 5
4 5
W
D 2" DIA. THREADED TAP AND BRASS
THRUST COLLAR SHALL BE FORMED USING NIPPLE FOR 2" LINE EXTENSIONS.
1/2" CDX PLYWOOD, AS PER
AS PER COLLAR DIMENSIONS SHOWN
END VIEW TOP VIEW
TIE ROD SCHEDULE
COLLAR DIMENSIONS
PIPE TIE ROD
pia. Quan. Size SIZE LINE MIN. W MIN. D
4„ 2 5/8„ 4" 6„ 18"
„ „
6" 9" 24"
62 3/4
g" 2 3/4" 8" 12" 36"
12" 18" 48"
12" 4 3/4„ 16" 18" 66"
16 4 7/8
20" 4 1"
24" 4 1 1 /4"
30" 4 1 1/2"
CONCRETE THRUST COLLAR
NOT TO SCALE
24" MANHOLE RING & COVER
MH STEP -
ECCENTRIC CONE
SECTION
318" ANCHOR BOLTS
w/ROPE MASTIC SEAL
8"
8" MAX. SPACER
BUTYL RUBBER BASED
48" DIAMETER STD. FLEXIBLE JOINT SEALANT
OR 0-RING GASKET
•d
BASE SECTION
'P d
FLEXIBLE SLEEVE
CONNECTION TO MANHOLE
w/STAINLESS STEEL STRAP
NOTES:
L
PLAN VIEW
y= 3" FOR PIPE LESS THAN 12" AND 6" FOR PIPE 12" AND LARGER.
SECTION VIEW SECTION VIEW
TYPICAL BEND BLOCKING TYPICAL TEE BLOCKING
NOT TO SCALE NOT TO SCALE
THRUST BLOCKING TABLE
Blocking Dimensions (ft.) Min. Blocking
Vol.
Type Fitting Pipe Size b h x (CF) (CY)
22 1 /2 4" 1.0 0.6 0.5 1
6" 1.5 1.0 0.8 1
8" 2.0 1.1 1.0 1
12" 3.0 1.7 1.5 4
16" 4.0 2.2 2.0 8 1 /3
45 4" 1.5 0.8 0.8 1
6" 2.0 1.3 1.0 2
8" 3.0 1.5 1.5 3
12" 4.0 2.5 2.0 9 1/3
16" 5.0 3.5 2.5 20 3/4
90 & Tee 4" 2.0 1.0 1.0 1
6" 3.0 1.5 1.5 2
8" 4.0 2.0 2.0 7 1/4
12" 5.0 3.6 2.5 20 3/4
16" 6.0 5.4 3.0 43 12/3
GENERAL BLOCKING NOTES:
1. Concrete shall have a minimum 28-day strength of 3,000 psi.
2. Blocking dimensions and volumes present in the "THRUST BLOCKING TABLE" are based
on a soil bearing capacity of 2,000 ps1. Where the actual soil bearing capacity differs
from this value, the Engineer shall determine revised dimensions and volumes for the Contra&
use in constructing fhe blocking.
3. Concrete testing shall be subject to Section D of the Specifications, with the exception
that the number of cylinder tests shall be based on an average of approximately 1 per 4
blocks poured. Should any test fail, additional tests may be required by the Engineer at
the sole expense of the Contractor.
4. Concrete shall be from an approved ready -mix plant unless job -mixed concrete is specially
approved by the Engineer on -site.
5. The back of the block (thrust bearing area) shall be against undisturbed soil.
6. All fittings and accessories shall be wrapped with 10 mil. polyethylene prior to pouring
W
ocking. No concrete shall be placed which will prevent the disassembling of adjacent joints.
Should concrete come into contact with any nuts or bolts, the pouring operation shall be
immediately stopped, and the affected area be thoroughly cleaned to ensure proper bolt and
nut operation.
TYPICAL THRUST BLOCKING DETAIL
NOT TO SCALE
THREADED CLEANOUT PLUG
CONCRETE PROTECTION RING \
FINISHED GRADE
PVC FEMALE X SLIP ADAPTER
4" WYE
MIN. 2% SLOPE
Flow
SPRINGLINE COMPACTED SOIL
O
SECTIONAL VIEW
BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL, OR FROZEN EARTH.
2 BACKFILL COMPACTED TO:
A- 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR SIDEWALKS
B - DENSITY BEFORE EXCAVATION, OR 90°Je MAXIMUM DRY DENSITY
WHICH EVER IS LESS, AND IN LOCATIONS NOT COVERED ABOVE.
3. BACKFILL COMPACTED IN MAXIMUM OF 8' LIFTS IN AREA 1 AND MAXIMUM
T LIFTS IN AREA 2 BY MEANS OF A MECHANICAL TAMPER.
4. AREA 3 SHALL CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS FREE
OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR ORGANICS. WHERE
NATIVE SOIL IS DETERMINED ADEQUATE BY THE ENGINEER, NO EXCAVATION
BELOW BOTTOM OF PIPE IS REQUIRED.
(is. AREA 2 WOULD EXTEND TO TRENCH BOTTOM.)
5. REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS DETERMINED
BY AASHTO T - 99. (ASTM D - 698)
TRENCH BEDDING AND BACKFILL
NOT TO SCALE
O
4' SDR 35 PVC PIPE
all 4" SDR 35 PVC PIPE, FOR SGL SVC.
8" GRAVITY SEWER
PLAN VIEW
4" FEMALE ADAPTER
4' PVC PLUG
CL 50 DIP CARRIER PIPE
ENCASEMENT PIPE
CLOSE END WITH
�- 8" BRICK MASONRY
awry iv �nrn� `--2" WEEP HOLE
CARRIER PIPE SUPPORTS
ARE TO BE PLACED AT 3
UNITS PER JOINT OF PIPE
ELEVATION
LENGTH OF CASING PIPE SHALL EXTEND FROM DITCH LINE TO DITCH LINE, 5 FEET BEHIND TOE OF ANY SCOPE AND
WHERE NO DITCH LINE OR FILL SLOPE IS PRESENT, A MINIMUM OF 10' BEYOND ANY EXISTING EDGE OF PAVEMENT.
ITSPIDER SUPPORT AND SPACER STEEL ENCASEMENT PIPE
nri+T�A•��,
'LASS 50 DIP MJ
CARRIER PIPE
OALnn,rx Holt no -n"O LANES
I DIP
IER PIPE
PROFILE
NOTE: REFER TO PLANS FOR SIZE AND LENGTH OF STEEL ENCASEMENT PIPE AND CARRIER PIPE
BORE AND JACKING DETAIL
NOT TO SCALE
12" 1 6°
CLASS A CONC.
SEE TYP. PAVEMENT SECTION 1" -1P . -
R 1 1/2"
SLOPE
tV
NOTE: TO BE USED
R 3"
WHERE WATER IS TO '11/8"A
FLOW AWAY FROM CURB MODIFIED CURB &GUTTER
(USE IN SPILL CONDITIONS)
12" 6"
CLASS A CONC.
SEE TYP. PAVEMENT SECTION SLOPE 1" 9
R 1 1/2"
N
•
1 /8"R
R 3"
STANDARD CURB & GUTTER
CURB AND GUTTER SECTION
NOT TO SCALE
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
PAVEMENT CASTING
12" .
1 1/2•'
2" SCH 40 PVC
4" MIN.'N
OPT
`C)
J 50'M
Q iN
\\... 6"MIN.
PRFCAST CONCRETE COLLAR
CO]POURED IN PLACE
CONCRETE COLLAR
(3000 PSI MIX)
COMPACTED ABC BASE - VALVE BOX - CENTER BOX
UNDER COLLAR PLUMB OVER VALVE STEM
db
GATE VALVE GRAVEL
'•0081O O - _ O O�OU
O�O�O�HO O°O'-_e- e O�O�O�O�OpC
o°°
4' PLUG
NO CONCRETE SHALL TOUCH
BLOCKING MIN. BOLTS OR GLANDS. WRAP
BEARING AREA = 1 FT. SO. BOLTS OR GLANDS w/PLASTIC
MJ GATE VALVE AND VALVE BOX
2' SEPARATION
O OFFSET TAPS
1 ON TOP &
2" SCH 40 PVC 1 ON SIDE.
MARKER PIPE
CONNECTION TO EXISTING LINE SHALL BE ACCOMPLISHED BY CUTTING -IN A WYE, OR BY USING A SADDLE
WITH S.S. STRAPS. BRANCHES FOR SERVICES SHALL BE 4".
TYPICAL GRAVITY SEWER SERVICE
NOT TO SCALE
NOT TO SCALE
3/4" FORD F-1000-3 F
CORPORATION STOI
3/4" 3406 160 PSI CTS PE TUBING
202B-750-TAP (6")
FORD BRASS
SERVICE SADDLE
EXISTING
WATER MAIN
MINIMUM 18" COVER ON SERVICE LINE(S)
TYPICAL DOUBLE RESIDENTIAL WATER SERVICE
Revisions
8-29-04 Sewer Service Detail
w � v
0�
TEMPORARY GRAVELED
CONSTRUCTION ENTRANCE Z
NOT TO SCALE
O O �
o
M 00
y�p�7A�pN r
�EAIiTNECOI/TIUMIEM BERM VHiETA1E4 1��
FILTER FASM
EAN714EN
/ 21 SIDE SLOPE MAX
\ -- Nov
/\ \�a�cuBs i S 1
STONE
Mq p „�
V'1 ry A a
o�NE SA"
CARRY RS•lUPUP
910E OF SPIUWAY
TEMPORARY
SEDIMENT BASIN DETAIL
NOT TO SCALE
A
FILTER F
NCDOT CLASS B
EROSION CONTROL
STONE
8" TO 12" #57 STONE
ON UPSTREAM FACE
FILTER
FABRICS ,•ao
i MAx
g
CLASS I
RPAIP
ew = 17
24" MAX
AT CENTER
SECTION A -A
TEMPORARY CHECK DAM
NOT TO SCALE
Date: 3/17/04
Scale AS SHOWN
Drawn By: C M
Checked By: ACL/DBB
60' .
R/W,7 .'
20' NOV k 6 ')004
Pvmt.
orehee
G
ol
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITHOUT
10' Bufferyard
(no vehicular
30'
10' Bufferyard
(no vehicular
AFFIXED CORPORATE SEAL.
Pvmt.
access
ccess permitted)
0 10'x70' R
Sight Triangle
...,
10'x70' �Q l
Sight Triangle y p
Ex. Edge of Pvmt.
Willis Drive (60' Public R/W)
r _
_
ENTRY ROAD INTERSECTION
� �
�. f `-• . ,. ��
NOTT O SCALE
R. 1.Y� ```
°'b.;
Sheet 6 of 6
_J
ECEC PROJECT NO. 03-0(ol I
NOT TO SCALE
This drawing s ifll not be repro uce in
whole or in part without written permission
of East Coast Engineering Company, P.A.
NOT TO SCALE