20191224 Ver 1_Rev Buffer Map_20191101

SYMBOL LEGEND
EXISTING SEWER MANHOLE
O
PROPOSED FITTING GATE VALVE
►t
PROPOSED WATER HYDRANT
EXISTING WATER LINE
w
EXISTING SEWER LINE
s
PROPOSED WATER LINE
w
PROPOSED SEWER LINE
s
40
w w
EX. 12" WATER LINE
v. 0
� STA.M 0+00 PG���1 Q Dc �\G����9� ��
O < TOP 112.06 tb
INV. OUT: 105.16 O a0
�a INV IN- 106.06 O yGP O
a / BE�IN CONSTRUCTION S r
w
EX. MH #1 �-__ _
\ TOP 115.00
INV. OUT: 108.75 I I / 1\ O x_
INV. IN. 9.50 I I I 11 h ^ I oIb I69
z I I '\�
I
II I fIIIQ // 1 ✓ IIIII 0��2 CHAIN LINK ,, 5������ �•13
FENCE Q
GF' @ G I
I p'/ 30' EX. CREEK'
1 ?., ZONE 1 I
1 ri PROPOSEd I / /7 x GqS QPPO
N 2 o II `ol Ga EI
12" DIP ii�il I i i / ��� Gqs //*
F ����
I I/ III I I I BUFFER DISTURBANCE
1 4-00 EX. 1 II ATER I II „j+ 0I� ' I (400 S.F.) 12+00 > �.
p9 Q� 11 I 1 W �J-�"71/(�==1.��
PROPOSED 12" D (FUTURE) 3 Q1
0 S / 1/ I S I S IS A
\ I �1 O o
\'J li l �I _-- _-_ _ cns �4-- cAS*
_�a / gsiiH
�\ \ 71. _ _inn _ �/ /, i -I � - GAS GA D \
-118 GWS
0'x 0 ZONE 1 9t\ '/ _---
\ BUFFER DIS _ __, _-
RBAN\CE /� i��� - _�/ = - ucT ucT - _ �,
(400 S.�\ \\_- �\\ / �/� / UGT uG \==11g Llc '� uGT
_ 17
BUFFER DISTURBANCE
WLSON ROAD
�
�\\ 1
(600 S.F.)
\�1c9
SR 1332
���
J�oOJ�?
�
_--_---
.62
60 PUBLIC R/W
\ BUFFER DISTURBANCE
` \� (600 S.F.)
��\
�j
Q�Fo, • GPg J,,
- - - - - - -
- - - - -
- - -
- - - - -
_
401-_\
EX. MH#3
TOP 116.19
INV. OUT: 104.79
INV. IN: 105.79
GRAPHIC SCALE
20 40 80
/ TAT L V V IP N
z"
1 SEALD I "
20106 -
�,,
�1 NG" �1111111
124
122
120
118
116
114
104
102
100
co
O
N
PLAN VIEW
EX. MH#2
STA 10+00.00
RIM 112.06
INV IN 109.00
INV OUT 106.06
276f
MH#1STA 10+16.04
118.27
IN 109.85 (NW)
V IN 109.85 (E)
OUT 109.65
24"
STEEL CASING
WI
H SPIDERS
RIM
OUTSIDE
DROP
INV
.1
INV
co cc
O 00
N Ln
O
cc O
00
Ln
O
O 00
CO
00 00
N
CO
m
N 00
OO
m LO
co
OO 06
10+00
160
BARTLETT
11 +00
12+00
PROF/LE VIEW
ENGINEERING & SURVEYING, PC
906 NASH STREET NORTH TELE: [phone]
IILSON, N.C. 27893-1726 FAX: [phone]
EMAIL: info®bartletteng.com
SANITARY SEWER
EXTENSION
124
122
120
118
116
114
112
110
108
106
104
102
100
LO
co
06
12+77.38
AERIAL PIPE CROSSING GENERAL NOTES:
1, ALL MATERIALS UTILIZED ON THESE DETAIL SHEETS SHALL CONFORM TO NCDOT'S 2012 STANDARD
SPECIFICATIONS FOR ROADS AND BRIDGES, AS WELL AS NCDENR'S MINIMUM DESIGN CRITERIA FOR THE
PERMITTING OF GRAVITY SEWERS, UNLESS NOTED OTHERWISE HEREIN.
2• RESTRAINED JOINT PIPE AND FITTINGS SHALL CONSIST OF BOLTED RETAINER RINGS AND WELDED
RETAINER BARS OR BOLTLESS TYPE WHICH INCLUDE DUCTILE IRON LOCKING SEGMENTS AND RUBBER
RETAINERS. BOLTS FOR RESTRAINED JOINTS (IF APPLICABLE) SHALL CONFORM TO ANSI B18.2. RESTRAINED
PIPE AND FITTINGS SHALL BE FLEX -RING OR LOK-RING TYPE JOINTS.
3. CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
NOMINAL SLUMP = 4 INCHES
WATER/CEMENTITOUS MATERIALS RATIO = 0.45 (MAX)
AIR CONTENT = 6%' 1.5%
CONCRETE SHALL BE COMPOSED OF CEMENT, WATER, COARSE AGGREGATES, FINE AGGREGATES AND AIR,
CEMENT SHALL BE TYPE 1/I1 OR II IN ACCORDANCE WITH ASTM C-150. MATERIAL REQUIREMENTS FOR ALL FINE
AND COARSE AGGREGATES SHALL CONFORM TO ASTM C-33, COARSE AGGREGATE SHALL BE SIZE No. 57 OR
67. AN APPROVED CLASS'F' FLYASH MAY BE SUBSTITUTED FOR AN EQUAL AMOUNT OF CEMENT BY WEIGHT
UP TO 25%•
4. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 314",
5. CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE PLACED
IN ACCORDANCE WITH "RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS" (LATEST EDITION) AS
PUBLISHED BY THE CONCRETE REINFORCING INSTITUTE, SPLICES SHALL BE CLASS'B' CONFORMING TO THE
PROVISIONS OF ACI 318 -"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",
6. NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIZED, 100% VIRGIN
NEOPRENE, WITH DUROMETER HARDNESS = 50.
VARIES
TYP MIN
4'.0"
i TYP
314" STAINLESS STEEL
ANCHOR BOLTS & STRAPS
CLASS I RIP -RAP SLOPE
PROTECTION, TYP
i- STEEL CASING PIPE
CREEK CHANNEL
OR FLOOD PLAIN
ALLOWABLE SPANS FOR STEEL CASING PIPE
CARRIER
PIPE, DIP
DIAMETER
(IN.)
CASING
PIPE, STEEL
DIAMETER
(IN.)
MINIMUM
CASING PIPE
WALL THICKNESS
(IN.)
ALLOWABLE
SPAN
(FT.)
6
14
0.3750
40
8
16
1 0.3750
45
10
18
1 0.3750
50
12
20
0.3750
60
14
24
0.3760
55
16
26
0.3760
55
18
30
0.3750
60
20
32
0.3750
60
24
36
OA375
65
30
42
OA375
65
36
48
0.600
1 66
42
55
1 0.5000
1 65
MANHOLE, TYP
VC STAINLESS STEEL
ANCHOR BOLTS & STRAPS
DIP CARRIER RESTRAINED
ED JOINT
OIN FITTINGS
BETWEEN
CLASS I RIP -RAP SLOPE I CONCRETE PIER
PROTECTION, TYP
DIP CARRIER PIPE WITH
RESTRAINED JOINT FITTINGS
BETWEEN MANHOLES (SEE NOTE 4) EXTEND RIP -RAP 2'-0" PAST
I WATER LINE, TYP
3'-W MIN FROM
BOTTOM OF CREEK
OR FLOOD PLAIN
NOTES:
1. STEEL PIPE SHALL BE EITHER SPIRAL WELDED OR SMOOTH WALL SEAMLESS
WITH A MINIMUM YIELD STRENGTH OF 35,000 PSI. PAINTING AND LINING SHALL BE AS
REQUIRED BY NCDOT OR NCDENR.
2. DUCTILE IRON PIPE SHALL BE SUPPORTED WITH TWO SPIDERS AT EVERY JOINT
WITHIN THE CASING PIPE USING APPROVED PIPE ALIGNMENT GUIDE. SEE DETAIL,
THIS SHEET. ALL JOINTS SHALL BE RESTRAINED JOINT. SEE NOTE 2 OF THE AERIAL
PIPE CROSSING GENERAL NOTES.
3, SUPPORT TYPE FOR PIERS SHALL BE DETERMINED BY ENGINEER BASED ON
SUBGRADE CONDITIONS AT SITE. SEE AERIAL PIPE CROSSING DETAIL FOR
CONCRETE PIER ON SHEET UT-06 FOR SUBGRADE PARAMETERS FOR EACH TYPE OF
FOUNDATION. SEE AERIAL PIPE CROSSING DETAIL FOR CONCRETE SUPPORTS ON
SHEET UT-05 FOR SUPPORTS PLACED WITHIN STREAM.
4. BOTTOM OF PIPE TO BE AT A MINIMUM OF V ABOVE THE 25 YEAR FLOOD
ELEVATION.
STEEL CASING PIPE ELEVATION
NOT TO SCALE
EXCAVATION AND GRADING PLAN NOTES:
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.
UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE
DISPOSED OF OFF -SITE BY CONTRACTOR, AT AN APPROVED PERMITTED LOCATION.
STRUCTURAL FILL:
ALL NEWLY PLACED STRUCTURAL FILL OR BACK FILL SHOULD BE COMPACTED TO NOT LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY EXCEPT IN THE FINAL FOOT BENEATH PAVEMENT STRUCTURES
WHERE THE REQUIREMENT SHOULD BE INCREASED TO 98% OF THE PROCTOR MAXIMUM DRY
DENSITY. IT IS NOT ANTICIPATED THAT EITHER DIFFICULT EXCAVATION OR GROUND WATER WILL BE ENCOUNTERED
FOR CUT DEPTHS UP TO 15 FEET ON THIS SITE. ALTHOUGH THE SOIL APPEARS TO BE WELL SUITED FOR
REUSE AS STRUCTURAL FILL, IT SHOULD BE RECOGNIZED THAT CLAY SOILS ARE SENSITIVE TO MOISTURE;
AND THEREFORE, IT IS RECOMMENDED THAT EARTHWORK BE PERFORMED DURING THE DRIER
MONTHS OF THE YEAR. THE CONTRACTOR SHOULD BE PREPARED TO MOISTURE CONDITION THE SOILS AS
NECESSARY IN ORDER TO IMPROVE THE EFFICIENCY OF THE COMPACTING OPERATIONS AND EFFORTS.
OFFSITE BORROW / TRENCH BORROW:
OFFSITE BORROW MATERIAL PLACED ON SITE SHOULD BE LOW PLASTICITY (PI LESS THAN 25 AND LL LESS THAN 50)
AND SHALL BE FREE OF ORGANIC MATERIAL OR DEBRIS PLACE FILL IN 8" TO 10" LOOSE LIFTS AND COMPACT TO
95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, ASTM D698. THE MOISTURE CONTENT OF THE
SOIL SHOULD BE MAINTAINED WITHIN t 3 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT
DETERMINED BY THE SAME TEST. OFF -SITE BORROW MATERIAL TO BE OBTAINED FROM A PERMITTED SOURCE.
EXISTING CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY ADVERSE CONDITIONS
AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR
POSSIBLE CLARIFICATION OR RECONCILIATION.
CONSTRUCTION SAFETY:
THESE DRAWINGS DO NOT CONTAIN THE REQUIREMENTS FOR JOB SAFETY. ALL PROVISIONS FOR SAFETY
SHALL BE SOLE RESPONSIBILITY OF THE CONTRACTOR.
GENERAL NOTES:
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS OF EXISTING UTILITIES 48 HOURS MINIMUM
PRIOR TO EXCAVATION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL. ALL METHODS SHALL
CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
PARKING & DRIVE AREAS TO BE REPAIRED WITH A MINIMUM 4" CABC.
LAKE WILSON
2019 PARK IMPROVEMENTS
IT TI
IEl
STEEL CASING PIPE, SEE
AERIAL PIPE CROSSING
DETAIL FOR STEEL CASING
PIPE ELEVATION ON THIS SHEET.
� O
b
EDGE OF WATER. SEE AERIAL
PIPE CROSSING DETAIL FOR
CASING PIPE ON SHEET UT-05 18"
FOR SUPPORTS PLACED IN
18" STREAM TYP
TYP
NOTES:
1. RIP RAP FOR SLOPE PROTECTION SHALL BE CLASS I RIP RAP IN ACCORDANCE WITH SECTION B68 OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION'S "STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES".
2• RIP RAP SHALL BE PLACED IN ACCORDANCE WITH DRAWING 868.01 OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION'S "ROADWAY STANDARD DRAWINGS",
3. SUPPORT TYPE FOR PIERS SHALL BE DETERMINED BY ENGINEER BASED ON SUBGRADE CONDITIONS AT SITE. SEE AERIAL
PIPE CROSSING DETAIL FOR CONCRETE PIER ON SHEET UT-05 FOR SUBGRADE PARAMETERS FOR EACH TYPE OF FOUNDATION.
4. WHERE DUCTILE IRON PIPE IS USED FOR CARRIER PIPE, DUCTILE IRON CARRIER PIPE SHALL BE INSTALLED UTILIZING 2 PIPE
ALIGNMENT GUIDES PER JOINT ONE FOURTH OF THE PIPE JOINT LENGTH IN FROM BOTH THE BELL AND SPIGOT ENDS.
AERIAL PIPE CROSSING
TYPICAL PLAN
NOT TO SCALE
1ANY STAINLESS STEEL STRAP
WITH 114"x2112" NEOPRENE PAD
ADHERED TO STRAP (SEE NOTE 5)
114"x6" NEOPRENE PAD --�
ADHERED TO SADDLE
3
CASING
PIPE DIA,
"D" (IN.)
"H"
(FT.)
THICKNESS
"A" (IN.)
PIER
WIDTH
"B" (FT.)
FOOTING
LENGTH
"C" (FT.)
FOOTING
WIDTH
"D' (FT.)
8.12
_< 6
12
2'4"
5'-6"
T-W
8
12
2'4"
V-3"
3'-V
10
12
2'4•
V-8"
3'-0"
12
12
2'4"
7-2"
3'-0"
14.20
< 6
12
3'-0"
8'-0"
T-0"
8
12
3'-0"
9'-0"
3'-0"
10
12
3'-0"
9'-I W
3'-0"
12
14
Y-W
10'•6"
Y-0"
22-28
_< 6
14
T-8"
8'4'
4'-0"
8
14
3'-8"-
10'-0"
T-0"
10
14
T-8"
N'-0"
4'-0"
12
14
T-V
11'-10"
4,-0"
_< 6
18
4'4"
9'-0"
4'-0'
30.36
8
18
4'4"
IW-6"
4'-0".
10
18
4'-4"
11'-6"
4'-0"
12
18
4'4"
12'-4"
4'-0"
5 6
18
5'4"
9'-6"
6'-V
8
18
5'-0"
111-0"
5'-0"
3848
10
18
54'
12'-0"
5'-0"
12
18
5'4"
12'-10,
V-0"
5156
< s
18
s'4"
9'-10,
VW
8
18
fi'4"
11'4"
5' 0"
10
18
6-4"
12'-4"
6.0"
12
18
614"
13'-2"
6-0-
DATE: AUG. 2019
PROJECT: 09-013
CLIENT CODE:
WC
SCALE(HORZ1
CADFILE: 18307-CP6
�� = 40'
FIELD BOOK:
SCALE(VERT):
DRAWN BY: LR,
CM
1» = 4'
SURVEY BY: KP,DB,TD
REVISIONS: ADDED DETAILS 8-5-19
MANHOLE, TYP
SNUG FIT
314" 0 STAINLESS
STEEL ANCHOR
BOLTS, ASTM
j120V* A307 OR A36
SEE NOTE 4
FOR BAR SIZE
AND SPACING
NOTES:
1. SHALLOW FOUNDATION DESIGN SHOWN ON THIS DETAIL IS BASED
ON THE FOLLOWING PARAMETERS:
ALLOWABLE SOIL BEARING CAPACITY = 2000 PSF
CONCRETE COMPRESSIVE STRENGTH =400D PSI
GRADE 60 REINFORCING STEEL
MAXIMUM STREAM VELOCITY =10 FTISEC
MAXIMUM SUPPORT HEIGHT (11) =12L W
IF FIELD CONDITIONS REQUIRE ANY DEVIATION FROM THESE
PARAMETERS, THE FOUNDATION DESIGN SHALL BE REVIEWED BY A
STRUCTURAL ENGINEER.
2. IF SUBGRADE AT LOCATION OF SUPPORTS IS DEEMED UNABLE TO
WITHSTAND 2000 PSF BEARING PRESSURE, A PILE SUPPORTED
FOUNDATION SHALL BE UTILIZED AS PER DETAILS ON THIS SHEET.
3. IF BEDROCK IS ENCOUNTERED WHICH WILL PREVENT 3-FEET
MINIMUM COVER OVER FOOTING, DOWELS SHALL BE DRILLED INTO
BEDROCK PRIOR TO PLACING FOUNDATION. SEECONCRETE PIER ON
BEDROCK DETAIL, THIS SHEET.
4. TWELVE -INCH AND FOURTEEN -INCH THICK PIERS AND FOOTINGS
SHALL BE REINFORCED WITH #5 BARS AT 12 INCHES GO IN EACH
DIRECTION ON EACH FACE. EIGHTEEN -INCH WIDE PIERS AND FOOTINGS
SHALL BE REINFORCED WITH #7 BARS AT 12 INCHES OO IN EACH
DIRECTION ON EACH FACE.
S. EIGHTEEN4NCH THICK PIERS SHALL REQUIRE TWO STRAPS OVER
THE PIPE INSTEAD OF ONE (AS SHOWN).
6. WHEN CONCRETE SUPPORTS ARE REQUIRED TO BE LOCATED
WITHIN A STREAM AND ARE NOT COVERED WITH BACKFILL, SEE
CONCRETE SUPPORT DETAIL, THIS SHEET FOR MODIFICATIONS TO
UPSTREAM FACE OF SUPPORT.
CONCRETE PIER DETAIL
.NOT TO SCALE
WATER, SEWER, AND STORM DRAINAGE LINES SHOULD BE
CONSTRUCTED TO THE FOLLOWING SPECIFICATIONS:
-MIN. 10' LATERAL SEPARATION BETWEEN WATER/SEWER LINES.
-MIN. 18" VERT. SEPARATION BETWEEN WATER/SEWER, IF
WATER MUST BE PLACED BELOW SEWER, DUCTILE IRON IS
REQUIRED ON BOTH LINES. DUCTILE IRON SHOULD EXTEND
10' PAST INTERSECTION ON WATER LINE AND TO THE NEXT
MANHOLE ON SEWER LINE PER CITY OF WILSON
SPECIFICATIONS.
-WATER/SEWER CROSSINGS SHALL BE ARRANGED SO THAT
SEWER JOINTS ARE EQUIDISTANT AND AS FAR AS POSSIBLE
FROM THE WATER MAIN JOINTS.
-MIN. 24" VERT. SEPARATION BETWEEN STORM DRAIN AND
SAN. SEWER OR DUCTILE IRON IS REQUIRED.
CITY OF WILSON
NORTH CAROLINA
PIN #
WILSON COUNTY
ZONE: OS
SHEET CP6
P:\-CADD\-LANDPROJECTS\WC\18307\DWG\18307-CP6.DWG 11 /1 /2019 11: 20: 03 AM