20120894 Ver 2_More Info Received_20130106

TRANSMITTAL
TO: Bev Strickland
Division of Water Quality — Program
Development NCDENR
512 N. Salisbury Street Floor 9,
Raleigh, North Carolina 27604
FROM: Mark Lacy
DATE:
RE:
MESSAGE
January 4, 2013
14jHobbs, Upchurch
. & Associates, P.A.
Consulting Engineers
P.O. Box 1737
300 S. W. Broad Street
Southern Pines, North Carolina 28387
(910) 692 -5616 FAX [phone]
HUA PROJECT # OC1001
HUA FILE NO. #
Buckhorn- Mebane EDD Phase 2 Water & Sewer Improvements
DWQ #12 -0894 Ver. 2
Ms Strickland,
Please find enclosed one (1) data CD with full size, signed plans in TIF
format. Please do not hesitate to contact me with any questions or
comments.
Thanks,
Mark Lacy
JAN 0 7 2013

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BARRY JACOBS
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STEVE YUHASZ
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300 SW Broad Street I Southern Pines, N
P: (9 10) 692-5616
License Number: C-0454 WWW.

0 8. THE CONTRACTOR SHALL REMOVE AND REPLACE EXISTING
CULVERTS AND DRAINAGE STRUCTURES AS NECESSARY
DURING THE CONSTRUCTION OF THE SEWER LINES. ANY
N DAMAGE TO THE CULVERTS SHALL BE REPLACED BY THE
z CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
SPECIAL CIRCUMSTANCES (I.E. UNREINFORCED CONCRETE PIPE)
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
IMMEDIATELY IN ORDER TO RECEIVE ANY NECESSARY
a REIMBURSEMENT.
-0
m 9. THE CONTRACTOR IS INSTRUCTED TO CONTROL
n SEDIMENTATION RUNOFF BY METHODS APPROVED BY THE
1 ENGINEERS DURING THE COURSE OF CONSTRUCTION OF THIS
PROJECT. THE CONTRACTOR IS REMINDED THAT ALL WORK
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SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE RULES
M AND REGULATIONS OF EROSION AND SEDIMENT CONTROL AS
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° PUBLISHED BY THE DEPARTMENT OF ENVIRONMENT, HEALTH
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M.. AND NATURAL RESOURCES, NORTH CAROLINA SEDIMENTATION
o Q CONTROL COMMISSION.
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10. THE CONTRACTOR SHALL PROVIDE AS -BUILT DRAWINGS
INDICATING THE ACTUAL AS -BUILT CONDITION OF THE
PROJECT AT COMPLETION. AS- GUILTS WILL BE FURNISHED AT
OR PRIOR TO FINAL INSPECTION BY THE ENGINEER. SEE
SPECIAL PROVISIONS FOR SPECIFIC REQUIREMENTS.
11. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING
THE RELOCATION OF ANY POWER POLES OR OTHER EXISTING
UTILITIES WITH THE ELECTRICAL AND /OR TELEPHONE COMPANY
PRIOR TO THE BEGINNING CONSTRUCTION.
12. THE CONTRACTOR SHALL INSTALL TRACER WIRE FOR ALL PVC
INSTALLATIONS. THE LOCATOR WIRE IS TO BE STANDARD 12 GAUGE
COPPER WIRE BURIED IMMEDIATELY OVER THE PIPE. LOCATION
WIRE CONNECTIONS SHALL BE WATERTIGHT, AND WILL BE
ACCOMPLISHED BY USING TWISTER DB PLUS WATERPROOF WIRE
CONNECTORS, OR AN APPROVED EQUAL. THE COST FOR TRACER
WIRE INSTALLATION SHALL NOT BE PAID FOR DIRECTLY, BUT
INCLUDED IN THE COST FOR PIPE INSTALLATION.
13. THE CONTRACTOR SHALL INSTALL CITY OF MEBANE UTILITY SIGN
OVER THE PROPOSED FORCE MAIN (LINE FM -1) EVERY 1000 FEET.
SHEET
CONSTRUCTION NOTES:
CA
COVER SHEET
1. THE CONTRACTOR SHALL CONTACT THE POWER CO., GAS CO.,
PROPOSED
L.1
AND TELEPHONE CO. FOR THE EXACT LOCATION OF ALL
W1.1
SILT FENCE
UNDERGROUND MAINS, CABLES, OR LINES BEFORE
D4
VALVE
CONSTRUCTION BEGINS.
- -
RIGHT -OF -WAY
2. PIPE SEPARATION: THE FOLLOWING MINIMUM PIPE
--
FIRE HYDRANT
SEPARATION WILL BE MAINTAINED: 12 INCHES VERTICAL
-
EXISITNG CL DITCH
SEPARATION BETWEEN CROSSING OF SANITARY SEWER AND
►
REDUCER / ENLARGER
STORM SEWERS, 18 INCHES VERTICAL SEPARATION BETWEEN
- - - - FO-
EXISITNG FIBER OPTIC
CROSSING OF SEWER (INCLUDING FORCE MAINS) AND WATER
E-
PLUG / CAP
MAINS, OR 10 FEET HORIZONTAL SEPARATION BETWEEN SANITARY
"-°"-"-"-
EXISITNG GAS LINE
SEWER (INCLUDING FORCE MAINS) AND WATER MAINS. IF THESE
STA. 13 +00 TO STA. 26 +00 LINE S -1
WATER MAIN
SEPARATIONS CANNOT BE MAINTAINED, DUCTILE IRON PIPE WILL
S1.4
OVERHEAD ELECTRICAL LINE
BE USED 10 FEET EITHER SIDE OF CROSSING AND ALONG
STA. 52 +00 TO STA. 62+10.21 LINE S -1
S2.1
ENTIRE LENGTH OF LINE LESS THAN 10 HORIZONTAL FEET FROM
S3.1
EXISTING VARIOUS TREES & BUSHES
WATER MAINS. THE CONTRACTOR SHALL RECEIVE APPROVAL
q17-
POWER POLE & GUY ANCHOR
FROM THE ENGINEER IN THE FIELD BEFORE PAYMENT WILL BE
F J
EXISTING CATCH BASIN / DROP INLET
MADE AT DUCTILE IRON PRICES.
STA. 52 +00 TO STA. 65 +00 LINE S -3
S3.6
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND
S33
STA. 78 +00 TO STA. 90 +17 LINE 'S -3
PROTECTING ALL EXISTING WATER SERVICE CONNECTIONS
STA. 0 +00 TO STA. 13 +00 LINE FM -1
LIGHT POLE /TRAFFIC LIGHT
DURING CONSTRUCTION. ANY DAMAGE WHICH OCCURS AS A
®
EXISTING PROPERTY IRON
RESULT OF THE SEWER CONSTRUCTION SHALL BE REPAIRED AT
fS1
MANHOLE
NO ADDITIONAL COST TO THE OWNER. IN THE EVENT OF A
x x x
EXISTING FENCE
TEMPORARY SERVICE INTERRUPTION, THE CONTRACTOR
---
SANITARY SEWER
SHALL IMMEDIATELY NOTIFY THE OWNER AND BEGIN REPAIRS.
-
EASEMENT
4. ALL PIPING FOR WATER MAINS SHALL BE PRESSURE TESTED.
STA. 117 +00 TO STA. 129 +28 LINE FM -1
STORM DRAIN
IN ACCORDANCE WITH THE DETAILED SPECIFICATIONS
PS.2
EXISTING WELL
AND SPECIAL PROVISIONS. THE CONTRACTOR SHALL NOTIFY
MISCELLANEOUS PUMP STATION DETAILS
PS.4
THE ENGINEER 24 HOURS IN ADVANCE OF ALL SCHEDULED
D.1
MISCELLANEOUS DETAILS
TESTING.
MISCELLANEOUS DETAILS
D.3
5. ALL WORK PERFORMED WITHIN NORTH CAROLINA
D.4
MISCELLANEOUS DETAILS
DEPARTMENT OF TRANSPORTATION RIGHTS -OF -WAY SHALL BE
MISCELLANEOUS DETAILS
D.6
PERFORMED IN STRICT ACCORDANCE WITH THE NCDOT
D.7
MISCELLANEOUS DETAILS
CONSTRUCTION AND MAINTENANCE OPERATIONS SUPPLEMENT
DIRECTIONAL BORE DETAILS
D.9
TO THE MANUAL OR UNIFORM TRAFFIC CONTROL DEVICES.
D.10
EROSION CONTROL DETAILS
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PERFORMING
EROSION CONTROL DETAILS
D.12
THE WORK AND ADHERING TO THE RIGHT -OF -WAY
EL.1
ELECTRICAL DETAILS
ENCROACHMENT CONTRACT SPECIAL PROVISIONS.
d
EL.3
ELECTRICAL DETAILS
12
6. THE CONTRACTOR SHALL SAWCUT EXISTING ASPHALT IN
o
A WORKMANLIKE MANNER. THE CONTRACTOR IS RESPONSIBLE
-
FOR THE REMOVAL AND DISPOSAL OF THE EXISTING ASPHALT.
N
FOLLOWING THE INSTALLATION OF THE SEWER LINE AND
0
ACCEPTABLE COMPACTION OF BACKFILL THE CONTRACTOR
N
SHALL INSTALL 6- INCHES OF COMPACTED AGGREGATE BASE
WITHIN THE TRENCHES AND SEWER LATERALS IN THE
o
EXISTING STREET. THE CONTRACTOR SHALL INCLUDE THE
v
COST OF SAWCUTTING, REMOVING AND DISPOSING OF
a
EXISTING ASPHALT IN THE UNIT PRICE OF ASPHALT
REPLACEMENT IN THE SCHEDULE OF BID ITEMS. PAVING SHALL
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OCCUR WITHIN FIVE DAYS OF THE INSTALLATION, BUT NOT
UNTIL THE SUBGRADE HAS BEEN PROPERLY BACKFILLED AND
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00
COMPACTED.
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7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING
THE OWNER TO ACCURATELY DETERMINE THE LOCATION OF
o
EXISTING WATER MAINS AND SEWER LINES WITHIN THE
a
PROJECT AREA. THE CONTRACTOR SHALL TAKE ADDITIONAL
CAUTION IN EXCAVATING AROUND THE SERVICE LINES AND
Q
MAINS WHILE WORKING WITHIN THIS PROJECT. ANY DAMAGE
N
TO THE MAINS OR SERVICE LINES SHALL BE THE
¢
RESPONSIBILITY OF THE CONTRACTOR.
co
0 8. THE CONTRACTOR SHALL REMOVE AND REPLACE EXISTING
CULVERTS AND DRAINAGE STRUCTURES AS NECESSARY
DURING THE CONSTRUCTION OF THE SEWER LINES. ANY
N DAMAGE TO THE CULVERTS SHALL BE REPLACED BY THE
z CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
SPECIAL CIRCUMSTANCES (I.E. UNREINFORCED CONCRETE PIPE)
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
IMMEDIATELY IN ORDER TO RECEIVE ANY NECESSARY
a REIMBURSEMENT.
-0
m 9. THE CONTRACTOR IS INSTRUCTED TO CONTROL
n SEDIMENTATION RUNOFF BY METHODS APPROVED BY THE
1 ENGINEERS DURING THE COURSE OF CONSTRUCTION OF THIS
PROJECT. THE CONTRACTOR IS REMINDED THAT ALL WORK
co
SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE RULES
M AND REGULATIONS OF EROSION AND SEDIMENT CONTROL AS
Z
° PUBLISHED BY THE DEPARTMENT OF ENVIRONMENT, HEALTH
O
M.. AND NATURAL RESOURCES, NORTH CAROLINA SEDIMENTATION
o Q CONTROL COMMISSION.
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10. THE CONTRACTOR SHALL PROVIDE AS -BUILT DRAWINGS
INDICATING THE ACTUAL AS -BUILT CONDITION OF THE
PROJECT AT COMPLETION. AS- GUILTS WILL BE FURNISHED AT
OR PRIOR TO FINAL INSPECTION BY THE ENGINEER. SEE
SPECIAL PROVISIONS FOR SPECIFIC REQUIREMENTS.
11. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING
THE RELOCATION OF ANY POWER POLES OR OTHER EXISTING
UTILITIES WITH THE ELECTRICAL AND /OR TELEPHONE COMPANY
PRIOR TO THE BEGINNING CONSTRUCTION.
12. THE CONTRACTOR SHALL INSTALL TRACER WIRE FOR ALL PVC
INSTALLATIONS. THE LOCATOR WIRE IS TO BE STANDARD 12 GAUGE
COPPER WIRE BURIED IMMEDIATELY OVER THE PIPE. LOCATION
WIRE CONNECTIONS SHALL BE WATERTIGHT, AND WILL BE
ACCOMPLISHED BY USING TWISTER DB PLUS WATERPROOF WIRE
CONNECTORS, OR AN APPROVED EQUAL. THE COST FOR TRACER
WIRE INSTALLATION SHALL NOT BE PAID FOR DIRECTLY, BUT
INCLUDED IN THE COST FOR PIPE INSTALLATION.
13. THE CONTRACTOR SHALL INSTALL CITY OF MEBANE UTILITY SIGN
OVER THE PROPOSED FORCE MAIN (LINE FM -1) EVERY 1000 FEET.
REVISIONS
SYM. DESCRIPTION
REVISED SHEET NUMBERS
TABLE OF CONTENTS
SHEET
LEGEND
CA
COVER SHEET
EXISTING
PROPOSED
L.1
LAYOUT MAP
W1.1
SILT FENCE
P<
D4
VALVE
STA. 26 +00 TO STA. 39 +00. LINE W -1
- -
RIGHT -OF -WAY
-�''-
--
FIRE HYDRANT
-
-
EXISITNG CL DITCH
�>
►
REDUCER / ENLARGER
- -
- - - - FO-
EXISITNG FIBER OPTIC
E --
E-
PLUG / CAP
- `"-
"-°"-"-"-
EXISITNG GAS LINE
-w-
STA. 13 +00 TO STA. 26 +00 LINE S -1
WATER MAIN
STA. 26 +00 TO STA. 39 +00 LINE S -1
S1.4
OVERHEAD ELECTRICAL LINE
S1.5
STA. 52 +00 TO STA. 62+10.21 LINE S -1
S2.1
STA. 0 +00 TO STA. 6 +85 LINE S -2
S3.1
EXISTING VARIOUS TREES & BUSHES
S3.2
q17-
POWER POLE & GUY ANCHOR
STA. 26 +00 TO STA. 39 +00 LINE S -3
F J
EXISTING CATCH BASIN / DROP INLET
S3.5
STA. 52 +00 TO STA. 65 +00 LINE S -3
S3.6
STA. 65 +00 TO STA. 78 +00 LINE S -3
S33
STA. 78 +00 TO STA. 90 +17 LINE 'S -3
FM1.1
STA. 0 +00 TO STA. 13 +00 LINE FM -1
LIGHT POLE /TRAFFIC LIGHT
STA. 13 +00 TO STA. 26 +00 LINE FM -1
®
EXISTING PROPERTY IRON
O
fS1
MANHOLE
x
x x x
EXISTING FENCE
ss
---
SANITARY SEWER
STA. 91+00 TO STA. 104 +00 LINE FM -1
-
EASEMENT
--------
STA. 117 +00 TO STA. 129 +28 LINE FM -1
STORM DRAIN
PROPOSED PUMP STATION SITE PLAN
PS.2
EXISTING WELL
REVISIONS
SYM. DESCRIPTION
REVISED SHEET NUMBERS
TABLE OF CONTENTS
SHEET
DESCRIPTION
CA
COVER SHEET
G.1
GENERAL NOTES AND TABLE OF CONTENTS
L.1
LAYOUT MAP
W1.1
STA. 0 +00 TO STA. 13 +00 LINE W -1
W1.2
STA. 13 +00 TO STA. 26 +00 LINE W -1
W1.3
STA. 26 +00 TO STA. 39 +00. LINE W -1
W1.4
STA. 39 +00 TO STA. 45 +24 LINE W -1
W2.1
STA. 0 +00 TO STA. 13 +00 LINE W -2
W2.2
STA. 13 +00 TO STA. 26 +00 LINE W -2
W2.3
STA. 26 +00 TO STA. 39 +00 LINE W -2
W2.4
STA. 39 +00 TO STA. 52 +00 LINE W -2
W2.5
STA. 52 +00 TO STA. 65 +00 LINE W -2
W2.6
STA. 65 +00 TO STA. 78 +00 LINE W -2
W23
STA. 78 +00 TO STA. 91+00 LINE W -2
W2.8
STA. 91+00 TO STA. 94 +96 LINE W -2
S1.1
STA. 0 +00 TO STA. 13 +00 LINE S -1
S1.2
STA. 13 +00 TO STA. 26 +00 LINE S -1
S1.3
STA. 26 +00 TO STA. 39 +00 LINE S -1
S1.4
STA. 39 +00 TO STA. 52 +00 LINE S -1
S1.5
STA. 52 +00 TO STA. 62+10.21 LINE S -1
S2.1
STA. 0 +00 TO STA. 6 +85 LINE S -2
S3.1
STA. 0 +00 TO STA. 13 +00 LINE S -3
S3.2
STA. 13 +00 TO STA. 26 +00 LINE S -3
S3.3
STA. 26 +00 TO STA. 39 +00 LINE S -3
S3.4
STA. 39 +00 TO STA. 52 +00 LINE S -3
S3.5
STA. 52 +00 TO STA. 65 +00 LINE S -3
S3.6
STA. 65 +00 TO STA. 78 +00 LINE S -3
S33
STA. 78 +00 TO STA. 90 +17 LINE 'S -3
FM1.1
STA. 0 +00 TO STA. 13 +00 LINE FM -1
FM 1.2
STA. 13 +00 TO STA. 26 +00 LINE FM -1
FM1.3
STA. 26 +00 TO STA. 39 +00 LINE FM -1
FM1.4
STA. 39 +00 TO STA. 52 +00 LINE FM -1
FM1.5
STA. 52 +00 TO STA. 65 +00 LINE FM -1
FM1.6
STA. 65 +00 TO STA. 78 +00 LINE FM -1
FM13
STA. 78 +00 TO STA. 91 +00 LINE FM -1
FM 1.8
STA. 91+00 TO STA. 104 +00 LINE FM -1
FM 1.9
STA. 104 +00 TO STA. 117 +00 LINE FM -1
FM1.10
STA. 117 +00 TO STA. 129 +28 LINE FM -1
PS.1
PROPOSED PUMP STATION SITE PLAN
PS.2
PROPOSED PUMP STATION DETAILS
PS.3
MISCELLANEOUS PUMP STATION DETAILS
PS.4
MISCELLANEOUS PUMP STATION DETAILS
D.1
MISCELLANEOUS DETAILS
D.2
MISCELLANEOUS DETAILS
D.3
MISCELLANEOUS DETAILS
D.4
MISCELLANEOUS DETAILS
D.5
MISCELLANEOUS DETAILS
D.6
MISCELLANEOUS DETAILS
D.7
MISCELLANEOUS DETAILS
D.8
DIRECTIONAL BORE DETAILS
D.9
EROSION CONTROL DETAILS
D.10
EROSION CONTROL DETAILS
D.11
EROSION CONTROL DETAILS
D.12
EROSION CONTROL DETAILS
EL.1
ELECTRICAL DETAILS
EL.2
ELECTRICAL DETAILS
EL.3
ELECTRICAL DETAILS
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CREEK BANK � EXISTING � � � SYM. DESCRIPTION DATE BY • • ,- '
POND
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CALL k`�k '`--- -- .... -.--X THE CONTRACTOR SHALL INSTALL GRAVEL ROAD
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RIM ELEV. 565.06'
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EASEMENT
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-- 107 42 34
'.. _
'_---PROPOSED TYPE I ��'��, " '�♦
NQU: k PERMANENT STREAM \ �''�►._
NOTE
THE CONTRACTOR SHALL PROVIDE, INSTAL
AND MAINTAIN BRIDGE MATS AT ALL STREA
CROSSINGS THOUGHOUT CONSTRUCTION.
MAINTENANCE ACCESS CROSSINGS SHALL
NOT BE INSTALLED UNTIL ALL OTHER
CONSTRUCTION IS COMPLETE. NO STREAM
CHANNEL DISTURBANCE WILL BE ALLOWED
WITH OUT APPROVAL FROM THE ENGINEER.
• • •
MI !
REVISIONS
SYM. DESCRIPTION DATE BY
WETLANDS AVOIDANCE REALIGNMENT 12.13.12 MAL
i •
91t
� �
1 655
1 650
1 645
1 635
13 +00
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\ SCALE IN FEET I ; / ��R oy� / —'1
PROPOSED TYPE I v /, NG J ,,� , °� 1
PERMANENT STREAM NOTE: , . F , \.
CROSSING SEE DETAIL THE CONTRACTOR SHALL INSTALL Ll N E
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SANITARY SEWER
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PROPOSED ELEV 663.37'
30' PERMANENT N.- 846250.05 MANHOLE #10
E. • 1938758.00 STA. 28+57.61 S-1
EASEMENT n -00i $ '
WOODS
SYM.
N RIM ELEV. 005.25 MANHOLE #13 S-1 PROPOSED WATER
N*4,*W ow-dw 50' LIMITS OF STA. 35+67.78 BAR W/ SILT BASIN
127*08'33"-� 00 DISTURBANCE RIM ELEV. 665.96' (TYPICAL)
'230 00 low 401 PROPOSED
goo 12425 25 MANHOLE #12 tow 401 * 00-0, 7
50 .... . •STA. 33+13.73 S-1 20 CONSTRUCTION
WE7ZANDS
Ilk 6t;Fi %* RIM ELEV. 666.04' EASEMENT
0 540
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MANHOLE #9 - - - - -- 146`34'14"
----- 146*34' 4"
- I
----STA. 26+27.61 S-1 $Mum UDI�
-RIM ELEV. 656.77' 00 '00 000
5'
\ -------------- 4000 122-51,37- 0 179'21'39"
- 40e
PROPOSED SILT
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4
06 WE71ANDS
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o RIM ELEV. 660.87'
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601
ELEV 653.09' 25 0 50
N. 846544.42
E. • 1938. 7O4.44 SCALE IN FEET
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WOODS
TOP OF
CREEK BANK
REVISIONS
DESCRIPTION DATE BY
AVOIDANCE REALIGNMENT 12.13.12 MAL
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MANHOLE #17
STA. 46 +80.77 S -1 ,. CBS
TH�� 0-100 E
CONTRACTOR SHALL INSTALL RIM ELEV. 671.37'
ANTI -SEEP COLLARS AT DOWNSTREAM
WETLANDS BOUNDARY AND EVERY 150 � /
FEET ALONG SEWER MAIN IN WETLANDS. .r �,. ' I NL52MZ
r' / ELEV. 666.75' N: 846386.80
00 $'� 95'50 03 37019.41
'1 � .� E.• 9�
MANHOLE #16
STA. 44 +92.89 S -1
RIM ELEV. 671.10' �
� PROPOSED TYPE 1
.► PERMANENT STREAM
CROSSING SEE ''DETAIL o
138'11'09" SHEET D.9
STREAM IMPACT S6
PROPOSED 20' ,/ '<
CONSTRUCTION 1 1 45 LF OF 24" STEEL
EASEMENT CASING TO BE BORED
AND JACKED UNDER
EXISTING CREEK
REVISIONS
SYM. DESCRIPTION DATE BY
QY 100 WETLANDS AVOIDANCE REALIGNMENT 12.13.12 MAL v °• . °�J ,' ^
cn
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BUFFER B 11
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DISTURBANCE
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PROPOSED 12” l �►: `. , y�
D.I. CLASS 52
SANITARY SEWER "�'�
ay PROPOSED 12 D.I.
CLASS 250 PRESSURE 86°55'45"
PROPOSED WATER ! RATED SANITARY SEWER
'R'' .. 's-•._ .,STANDARDS
BAR W1 SILT BASIN TESTED O WATER MAIN
PROPOSED 30' (TYPICAL) j ! � oy /. j'
PERMANENT
EASEMENT 50' LIMITS OF
DISTURBANCE
..
123 52'07
4QO oo`' ft ft „�,� "
t -..., 157'00' 18" -- ,
43
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MANHOLE #14
STA. 39 +67.78 S -1
��RIM ELEV. 663.70'
NL57MY
ELEV 662.87'
N: 846614.68
E.• 1937581.74
MANHOLE #15
STA. 42 +11.40 S -1
RIM ELEV. 663.26'
r
MANHOLE #18
STA. 49 +99.39 S -1
TOP OF STA. 0 +00.00 S -2
a J�' CREEK BANK RIM ELEV. 671.25'
r PROPOSED
' SILT FENCE
1
' TOP OF
25 0 50 to CREEK BANK
SCALE IN FEET r
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_ �- EXISTING
1 NCDOT FENCE
260 LF OF 24" STEEL CASING
TO BE BORED AND JACKED
UNDER EXISTING INTERSTATE
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DISTURBANCE /v: 000 14�
801 DS E. 1936689.74
EASEMENT 0
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MANHOLE
STA. 53+12.74 S-1 tO
55p. TO
RIM ELEV. 669.93'
TOP OF
-TO13
1� CREEK BANK
NL 14N9
ELEV 666.75
N. 846842.86
E- 1936894.87 25 0 50
PROPOSED SCALE IN FEET . Is
SILT FENCE To
Top
NOTE: CREEK
ALL EXCAVATION IN WETLANDS SHALL
BE BACKFILLED TO EXISTING GRADE
WITH NATIVE SOILS.
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APPROXIMATE LOCATION
EXISTING 2" WATER
MAIN
V_
sym.
REVISIONS
DESCRIPTION DATE BY
AVOIDANCE REALIGNMENT 12.13.12 MAL k
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CALL
BEFORE YOU DIG!
Dig%,Safely*
1-800-632-4949
NORTH CAROLINA ONE-CALL CENTER
E
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INSTALLED TO
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NCDOT SPECIFICATIONS
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MANHOLE #22
z
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STA. 62+10.21 S-1
RIM ELEV. 672.31'
un
m
i
NOTE;
THE CONTRACTOR SHALL REMOVE
AND/OR REPLACE THE EXISTING
NCDOT FENCE ONLY AS NEEDED FOR
CONSTRUCTION. FENCE REPAIRS SHALL
MEET NCDOT SPECIFICATIONS. SECTION
866 AND SP.8.R85 LATEST REVISION.
THE CONTRACTOR SHALL PROVIDE
TEMPORARY FENCING TO MAINTAIN
SECURE C/A.
1 675
1 665
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1 650
640
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MANHOLE #18
STA. 0 +00.00 S -2
1 STA. 49 +99.39 S -1
1 RIM ELEV. 671.25'
o
LIMITS OF
DISTURBANCE
(1'7(1(i'7 Winn No VrntAa %:heat %Z—()l Awn
1 +00
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PROPOSED
WATER MAIN
LINE W -2 .
woo* aw
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PERMANENT
PROPOSED PROPOSED 8" EASEMENT
SILT FEiN'C I / PROPOSED
(SDR 35) 162'32'06*
SANITARY SEWER ��
— BUFFER B6 _ _ —g FAR
50' _ WE7•LANDS ---
'
159'57'38" ,. ' 0. 0
go
76 °54'49" —`"" , ,..-., . "..--
PROPOSED 20'
MANHOLE #5 CONSTRUCTION
- PROPOSED STA. 2 +00.00 S -2 EASEMENT
f WATER MAIN RIM ELEV. 674.20'
LINE W -2
W
W
2 +00
3 +00
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EXISTING
40lo.� FENCE
60' LIMITS OF
DISTURBANCE
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MANHOLE #5
STA. 5 +10.00 S -1
RIM ELEV. 675.38'
- tea' f
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MANHOLE #5
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STA. 6 +85.00 S -2 +•. ----__ _ _ _
RIM ELEV. 674.43' XJk
WOODSirr■ rr�r
7 +00
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SYM.
12 +00
REVISIONS
DESCRIPTION DATE 1 BY
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MH #26 {EXISTING)
STA. 0 +00.00 S-3
RIM ELEV. 596.72'
/
o /
�! i
84'39'08"
ar \
\ �.
* 97' 16'32"
tea_
x -7
-.� ELEV. 594.30' `�x I
N 842119.76 �.�
E 1922227.58 �`'•.
rs4.48,
x /
r. -
/ I
� EXISTING FENCE -� '
�
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i
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r 178 °05'54" `� 4 { TYPICAL) BASIN f _ _
X r
\ _ x ft -�.. `*A•_- 1
\ 1 \ '� i�83�, `'-- .,168'27'11 aaF,,,,�ft -- ;� ,.#
l
1 t VA `'" _____ 1111.._ 1
MH #27
I STA. 1 +64.31 S -3 �
RIM ELEV. 603.52'
- _ _ PROPOSED 18" DIP SANITARY SEWER
--- i -
I
I I MH #28
STA. 3 +42.68 S -3 1
I 1 1 RIM ELEV, 607.08'
l /
\ /
I __A /
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\ /
\
\ �
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\ \
141
60' LIMITS OF
DISTIIRRANCF
5"
-- - , \
i *** \ ,//
i
o�
REVISIONS
DESCRIPTION DATE
WETLAND AVOIDANCE RE -ALIGN DEC12
. \ s r"' f •
� MH #35
., STA. 12 +39.21 S -3
z RIM ELEV. 595.54'
FUTURE ROADWAY � / �
(NOT IN CONTRACT) /
`. I
i , it
t j a.
T..
_ MH X29 - _ � I / m
j STA. '5 +20,82 S -3 I . \ / 160` X3'39"
i RIM ELEV. 607.65 PROPOSED 40'
PERMANENT EASEMENT
..* I I � t
%,. j PROPOSED 20'
�' _ - - _ CONSTRUCTION EASEMENT
�'�►.� MH #30 � \
� •,� STA, 6 +05.89 S 3 ,!`
y� RIM ELEV. 605.26' \ , /
'�'� I \ \ /
� �' % I \ . \ 166'54'08"
a " ',. � �� I #�
172`22 44 � % #0 i
��
y%�60- 17'43" 1 /
PROPOSED SILT _I_�A *0 /�
FENCE (TYPICAL) `\'`�I./ / �''
. 106 *58'09"
BY
GER
i \ / .
/. /
ELEV. 598.59' /
'� N 841919.63 \ / 1 / a
123' 13'24" \ E 1923226.94 4,
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MH #34
STA. 11 +47.76 S -3
RIM ELEV. 596.21'
MH #33
STA. 9 +98.51 S -3
RIM ELEV. 595.38'
/ / / / / ///
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\ '� RIM ELEV. 602.60' (NOT IN CONTRACT) � /
25 0 50 \ \ 0
i / r- ` --__ 1 OUTSIDE DROP MH #32
SCALE IN FEET / / � STA, 8 +54.26 S -3 % e"
/ � ,- " �. RIM ELEV. 599.99' y /� T
\ / 4 / . \ .
LINE S-3 / / i \. --/-, <
/ / � / \ f' l ) F-
MH #28 M � N W
STA. 3 +42.68 S -3 (n � �
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...... ....... ....... __..........._ ...._ ...... .. ....... ....... ... .MH 29 .MH 30 N. = �"'
....... ....... .. .1....1...1.....1... ....... ...... .... ....... ..... ...
RIM ELEV. 607.08
_ _ . ...... .... ..... ...... ...... ....... _ ..__
0
- - - - _... _ _ �, _1111 _1111. _ _..
STA. 5 +20.82 S 3 STA. 6 +05.89 S 3 .
_1111 __... ... 1111... - ... _. _1111 .. _ 'O
..r........,....,.r.nr.. I, 1._I
61 {� _ . ..... _ _ ._... .. ...... ............ .. _ _
MH #27. _. a a . �; � � 610
.............:.........:.........: :,.......:,.,....,.:......... :. : 1111.,. ... 1,111.. 1111... 1111 1111... 1111... 1111.,. ...
cn O
........................:. :.. :. :. .:. 111:1 :. .:. :. RIM ELEV. 607.65 RIM ELEV. 605.26
. ...................:.........:. .,.:.........;.........:..� •...,,.,..:........,:.... .,...:........:::.,..,.. 111,1. ,.., 1111... 1111 1111 ..,, 1111 1111 ,.,.. 1111... 111,1 1,11,1, .. «..., .. 1111 1111 ........
...__..........._• .... ...........................STA. 1 +64.31 - 3..... ... _1111 ....... ....... ..... ....... ..._...- ........ _............ .... ....... ... ....... ....... ........ ..... .... . ..
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t- -}-
....... ....... .. ..... (ii
a' T'`• J.. o
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RIM ELEV. 603.52 w W" rn Q
. .
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REVISIONS
SYM. DESCRIPTION DATE BY
WETLAND AVOIDANCE RE -ALIGN DEC 12 GER
MH #38 � / � , � EXIST�4G '
STA. 16 +66.20 S -3 / ' I � � , - WETLA DS
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`� '1� NOTE:
1. It
f f �� jr WETLAND AVOIDANCE RE —ALIGN DEC 12 GER ` v P °.•� ° ° ° °° ° °J
ALL EXCAVATIONS IN WETLANDS SHALL BE `Q w Q �' '' =p
~, BACKFILLED TO EXISTING GRADEWITH NATIVE SOILS MH #44 / . _ _ . — - = 0 :� z� d
STA. 28 +87.79 S -3 ^ _ r -- ` k . Z s �;
�, ' RIM ELEV. 614.37' r . ---... -,r- . -� . _" .. ,t',° 42° �: ,-
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� , . `�`�- BUFFER B 13 _~ _,;� - -.--- ' -. ti • °..... ol
` `, 1 , � `\ � FUTURE ROADWAY 55 LF OF 36 STEEL CASING TO I ' �' ' "� jtt " " "'��
\ PROPOSED 18" SDR 2fi PVC PRESSURE �\ (NOT IN CONTRACT) , BE INSTALLED BY BORE AND JACK, /* i j
RATED SANITARY SEWER PIPE / � _. '''�� (A � 8 � N E
(TESTED TO WATER MAIN STANDARDS) \\ \ . . `:� I um (U x $
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\\ �� �"� �. \ PERMANENT EASEMENT I , . WETLANDS' . U IM d m =
BUFFER B 12 �' \ \ 'j I ! MH 49 WATERTIGHT / o oy {) c @ f
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\\ // ,� a` '�t� ', STA. 30 +08.81 S -3 RIM ELEV. 616.72 /" Q
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35 LIMITS \ �"` b• 158 °57'5?" CONSTRUCTION EASEMENT ! 7- " --'-- -- / j / c w
OF DISTURBANCE ! ! 2� '�.� . I _' - - _ . _. 'mss. I J I D m
. j 4 / 1 " 238.9 ' � 1%* ; -_ - - EXISTING WELL � _ a
\ \ . `., 'y'" { 92° 17'3$" � • 4%. ; / j (TO BE ABANDONED V w
\ \ � I x ELEV 612.57' . N '�.,� ' .- 'v
179 °38'23" \ -•. c� I ~�.�' �'• % �
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60 LIMITS �\ 0,,� ♦ \ t _ j � I i STA. 32 +93.93 S > 3 i .0 N
OF DISTURBANCE ' ♦ BUFFER B 12
�- \ ` / X5.07' ,� . RIM ELEV. 622.19 �
i ` ♦o� FUTURE ROADWAY i 0 ! �—'
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\\��' / i 2� �\ \ ) PROPOSED 18�D.I�y SANITARY SEWER l ,` Z \ \ \ J ..� j / ' � /
,�' ` - I ,r " `r oy o ELEV 6Q5.74
.� � \ PROPOSED WATER BAR -=- --- � N 843240.27
\ 0''t \ W/ SILT BASIN ,' _ `'�- --- � �� i
t."oe* \ STA. #26 +20.79 S -3 ` (TYPICAL} '' _ I ' MH 47 i E 7924864.32
`�\ RIM ELEV. 615.60' � ' , I" t p }j STA . 32 +0_5.82 S -3 �° )
\ \ / / <t I RIM ELEV. 617.50' / /
\ \ \ .1 ,,> ,\ 11 �' MH #46 — / G? 1 f / C)
\ \\ STA. 31 +30.75 S> 3 r I Of I l 0
\ \ \ , ,--,*' `�, RIM ELEV. 619.01 1 25 0 50 \ , ` oy Q +
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0 , � STA . 37+ 10.26 S -3 m
\� �`. �/ i .� , o E SCALE IN FEET RIM ELEV. ,611.8 ?' M
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RIM ELEV. 615.73'
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PROPOSED 18" D.I. CLASS 250
PRESSURE RATED SANITARY SEWER
{TESTED TO WATER MAIN STANDARDS}
50' WETLANDS
BUFFER
EXISTING FENCE
35' LIMITS OF
DISTURBANCE
REMOVE AND REPLACE EXISTING
15" CPP AS NECESSARY
ELEV. 608.5 1 '
N 843592.72
TOP OF CREEK BANK E 1924992.55
25 0 50
SCALE IN FEET
LINE S -3
ANTI —SEEP COLLAR
BUFFER B 14
WETLAND W 11
PROPOSED
SILT FENCE
PROPOSED 18" D.I. CLASS 250
PRESSURE RATED SANITARY SEWER
(TESTED TO WATER MAIN STANDARDS)
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1
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(PERMANENT EASEMENT
PROPOSED 20' _
CONSTRUCTION EASEMENT
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MH #53 1
MH 45 +54.71 S -3
RIM ELEV. 615.29'
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—PROPOSED 18" D.I. SANITARY SEWER ;
PROPOSED ANT! –SEEP COLLAR
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STREAM CROSSING
SEE DETAIL SHEET D.9
NOTE:
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REVISIONS
SYM. DESCRIPTION DATE I BY
WETLAND AVOIDANCE RE —ALIGN I DEC12 I GER
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MH #55
STA. 52 +01.74 S -3
RIM ELEV. 627.23'
I
MH #56
STA. 55 +66.74 S -3
RIM ELEV. 622.65'
BUFFER B 16
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N 844367.76
E 1925503.32
PROPOSED TYPE I PERMANENT
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SEE DETAIL SHEET D.9
40 LF OF 36" STEEL CASING TO
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BUFFER B 17
MH #57
STA. 58 +61.74 S -3
RIM ELEV. 625.84'
i ` 4
PROPOSED 18" PVC SANITARY SEWER
PROPOSED SILT
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MAINTENANCE ACCESS CROSSINGS SHALL NOT
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MH #60
STA. 63 +95.46 S -3
RIM ELEV. 638.39'
i • I•
MH #58 �•.. _
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.STA. 60 +99.63 S -3 161 ,.., 141 3016 ..��
, 6 . ,, � . •1 - N 844156.58
REVISIONS
SYM. DESCRIPTION DATE BY
WETLAND AVOIDANCE RE —ALIGN I DEC 12 I GER
0
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............. .. ................... : ..... ............... SANITARY S ......... ................ > ........ .......... ......... DAM DECEMBER, 2012
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z z ... * ... : ......... ...... ...... ­* ...... * ''
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SHEET NO.
........ . ........ ....... ..... ...... m ....... Z .. 18 PVC SANITARY SEWER % 0.35% .
S .. .... * .. ... ... ..... ....... ...... ....... ­ ..... ....... ....... ..... .. ... ..... 3.18 D.I. CLASS 250 PRESSURE RATED SANITARY SEWER 0 0.5325 625 640 640
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........................ ........................................ . ...... .................... .. ......... ... . ........... ...................
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(0, ...... ......... .......... ......... ...... ........ ......... . ...... ...... ................... ........ ............. ...... ....... ......... ......... 0
......... .... ............ ......... ......... ..... 26 PVC * .. ...... ...... ------ ........ ...... o z PRE z .... ... ... ...... ......... : ......... SSURE RA, ...... ...... — -------- — - --- ....... ........ ........ ........ .... 7[n ........ SDR 635 18*" SDR 26 PVC PRESSURE RATED'': EWER 0.0.75% ---- ---- ..... ... 650
............. .. ................... : ..... ............... SANITARY S ......... ................ > ........ .......... ......... DAM DECEMBER, 2012
• ....... ........ ........ ....... .............. ......... ......... ...... ......... : ..... SANITARY SEWER @ 0.75% ...... ....... ......... ........ . ........ ........ ....... ... .......... ...... .... ..... ............ ....... .......... .......... ........ ..........
z z ... * ... : ......... ...... ...... ­* ...... * ''
... ...... ... ... --------- Lo ... ....... ......... ....... .......... -------- ...... ........ ....... ...... ......... --------- ......... ...... ...... ......... ---------- -- ------ ......... ... ....... ------ ........ ....... - ---- - in (o . ...... DESIGNED: MAL
............. ......... ......... ......... .. .......... ......... •......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ......... ......... ........ ....... ......... ......... ......... ......... ......... ......... ......... . .............. ........ V) ...... r�, U) ..... ......... ......... O:z ...... ................... ......... ......... ......... ......... ............. DPAWN: GER
+
IZ' ......... ......... ....... qt ........ ....... . ......... ...... ....... ......... :­ •
....... ...... ...... .. ......... ...... ....... : ....... ......... ......... ......... ......... ........ ...... ...... .... + fo --- (o > ......... ......... CHECKED: MAL
to 00 V) ....... .. .... ......... ...... ......... ......... ...... ...... ......... ...... ...... .... .. ------ ...... ....... ......... ........ Z 645
630 ......... ......... ......... : ......... ......... ........ • ...... � ......... 630 .. ... 645 ........ ....... ...... ........ ....................... ......... ............................. ....... > > ............................ ....................................... ....................................... ....................................... ................... ............ ......... .. ......... 00 ...... ............... SCALE* STA. 77+50 TO
(0: ...... Z ...... ................... ................. ........... .......... ......... ........... ...... ......... ......... ........ ......... ....... ........ I ..... ......... ....... F- .. ........ ...... ............. ......
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.0 .. .... ............... ....... .......... ... .... ...... ........ ...
SHEET NO.
........ . ........ ....... ..... ...... m ....... Z .. 18 PVC SANITARY SEWER % 0.35% .
S .. .... * .. ... ... ..... ....... ...... ....... ­ ..... ....... ....... ..... .. ... ..... 3.18 D.I. CLASS 250 PRESSURE RATED SANITARY SEWER 0 0.5325 625 640 640
............................................ I ......................................................................... ....................... ................... ......... ......... ......... ...... ...; ................... ; ............................. ...... I ................. ........ I ................. I ....................................................... I ......... I ......... I ........................ I ...................................................................... ........................................ ....................... 7
77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00
nAM7 Plnv% Rr Pr^f;lm JQ_0� Awn
c
8
0
t
cm
0
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c
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c
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CL
0
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: ......... : ....... _: ... ............................................. ......... ......... ................... : ........................................................... : ......... : ....................................... ......... .................................
..... ..... ........ ...... ....... ........ ....... ....... ....... ......... ..... . LO C-4 ......... .. -:, ............ ......... .. ...... .... ....... ....... ....... ........... ...... ...... ....... 00 .......... .. ....... ........ ......... ............. +
... �: .. . .... ....... . ..... ... ...... ......... ...... ......... ...... ............ ....... ......... ------- ...... ...... ........ ...... ....... ...... ...... L6 ......... .... : ... ..... ..... ... ...... ....... ......... :_ ... _.: .... ....... ....... _: — � ..... :, - �:: L:
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.................... ......... ....... ... ......... ...... ......... ...... ......... ......... ................... ...... ....... ................ ......... ....................................... ................. ..................... U) (o - .:
: ...... . ............ U-) .... I .... I ...... ............. ........ ......... ......... ....... ...... _.: ......... ....... ......... ......... ....... ...... ........ ......... .......... ......... ......... .... ...... ....... ......... ....... ...... ....... ....... ......... ........ ......... ...... ........ ......... ... I ..... :
�j
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........... ......... (o .................
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.... ....... ....... ....... ......... ........ ........ ...... 665 ...... ........ ......... ....... : ......... ...... ..... . ....... 680
...... ........ ......... ...... Ld � .... � - -:
......... ......... ......... ......... ....................................... ......... ......... ................................... ....................................... ......... ............................ . .
.......... ......... ........ ......... ... . . ................. ....... �: ......... ....... ........ ...... ....... ........ ... ..... ......
......... .... ....... ....... ...... ... .... ...... ...... ...... ------- ........ .......... ........ ...... ......... ...... ....... ......... ............. ...... ....... --------- ......... . ..... :too ........ ...... ....... :_ ...... ......... ..... --------- ......... .... .... -------- ...... ....... --------- ......... ................. U) co : ........ ........ ......... ....... ...... ........ : .... �mw . - �: � ....... ...... --------- -- --- - ......... ....... ......... ....... .... ... .... ...... :* ...... ui ................... ....... ......... ......... ......... ......... ......... .......... ....... ......... .......................................................... ................... ......... ......... ......... ..... .........................
.......... ....... ...... ........ Lo V) erf - --------- ...... _.: - � ..... � �: . . - � - � _:, - � .... .., ­675- ......... ------- ...... .... : ... .... �:.. � ......... �:.. I ...... : ......... .... — � .... I.:- ..... :.. � ...... : � ........ : ......... : ..... . ........ ........ ......... ...... ........ ....... ......... ......... ......... ......... ............ 660 ........ ......... ......... ...... ....... 6 (0, ....... 675
:_ ­­ '' * " — ''' F- V) ............... ....................... ......... ......... ................... ......... ......... ......... ...... I : * .... * ... : ......... ......... ......... ................. ........... ......... ......... ................. :,;.� ...... ... .... . ......... .. 0, ............................ ........... .....
......... ......... ..... .............. . ..... + y ...... ............ ......... ...... + ......... .......... ........ ...... ....... ...... ...... ...... ......... .. ...... ..... ....... .......... .......... ....... (0. Ld <
. ......... ... ...... .................. 00 ......... ........ ........ ......... ......... ......... .............. (_0 Go ....... ......... ........ ...... ....... ........... ......... UJ: ................ ......... ........ ......... zaz ..... : .. ..... : ... ... :,* ''' : :*** — :,- _:� ..... � 3: 4- ::� ...... ............. ....................................... ......... .... ............. ......... ......... ......... ......... ......... ......... ......... ....... . ......... ......... ......... ......... ......... ................... ........ ......... ........ ......... ......... ......... ......... ......... ......... ................... ......... ......... .............................. ...... ......... . .. ..... ....... .. .............
...... + ui .............. ......... ...... ...... ............... ...... ... ... ......... ......... ....... ...... ........ . ......... ....... ......... ......... 0
.......... : U) cy- .. ...... ......... . ....... ......... .. ..... .............. ........ ........................ ui 655 670
: , - ......... ...... ... . ............ .... ... ...... . ......... ....... :­ :, ......... LLJ: ........ ...... ........ ......... ......... ................................. ...... . ................. ................... ................... ....... ........... .. ........ .............. .... ......... ................... . ..................
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.............. ......... ......... ......... ............. .............. --------- .............. ....... ....... .......... ...... ... .. ......... ........... ....... ......... ......... .......... 650 ...... . ...... ...... 665
........................ ........................................ . ...... .................... .. ......... ... . ........... ...................
uj W 0 CC
.......... ........ . ...... . ....... ........ ....... ........ ......... ..... ... .. ........ ... ...... ........... .. . .... -7% .. ......................... ......... ... ...... ......... ......... ...... ..... I ....... ....... ...... ......... ... ......... ......... ......... ........ ....... ...... ........ ..... . ....... ....... -­ --- ------ ....... 1.7 cr Z
............. ....... @ .... .... . ....... ...... ...... .. ...... ......... ........ . ......... ......... ..................... ....... ........ ...... C ............ . .... . ........ s ON . ....... ......... * ........ . ..... ..... .. . . .... . . ..... ... ... ....... ...... ...... ................... ..... ... ......... ......... ......... .... ... ......... .........
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Oc) - .: . ........ z ............ ...... ...... ...... ...... . . .... ......... -- ------ .. .... ....... ... ..... -- - - - .. ..... .... .... ........ :* CL W Z
645 ........ ......... ......... ...... ....... 645'. ...... ...... . ...... ...... 660
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...... SDR ...... . .................
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UNDER EXISTING ROADWAY
STA. 129 +28 FM -1
STA. 89 +90.93 S -3
N TIE TO MANHOLE #$3
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i ♦i \ GRAVITY SEWER.\
■ 1 \ MH #2 (WATERTIGHT) \� \\ f
t 1 ■ \ ti STA. 0 +90.07 PS -1 \ f
i ° . \ ♦ \ RIM ELEV. 647.93'
� \ \� ♦ \ \ \\ PUMP STATION
♦ \ ° ,� ° \ ♦\ \ STA. 0 +00.00 PS -1
a
\ ■ 12" PVC SAN.
\ ♦ SEW @ 0.23 %.
lr 1 PROPOSED \
✓ l ` CONTOURS
i PROPOSED YARD 1
HYDRANT, METER AND i
BACKFLOW ASSEMBLY
SEE SHEET PS.4
EXISTING CHEMICAL i l
FEED SYSTEM 1
I /
TO REMAIN /
1 EXISTING MANHOLE 1
RIM ELEV. 647.21' i
t{ if I
' I I
r EXISTING FENCE
TO BE REMOVED
r � \
�1 1 \ RIM ELEV. 649.25
INVERT OUT 622.00'
INVERT IN 642.95' PS -2
'`\ \ ♦ i \ INVERT IN 634.32' PS -1
\ ♦ ■ now
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f' \
f PROPOSED \
f RETAINING WALL \
f \
I PROPOSED \
f NATURAL GAS \
f GENERATOR \
f I
DUKE ENERGY SWITCH
GEAR FOR SCHOOL ■
■ 1
\ ■ J
\ EXISTING CONTROL PROPOSED MANHOLE
CENTER STA. 0 +90.00 PS -2
(TO BE REMOVED) RIM ELEV. 654.00'
\ \'\ INVERT OUT 643.40'
INVERT IN 643.50'
\ 8 PVC SAN.
_ SEW 0 0.50%
`I DUKE ENERGY \ \ \\ \ 1
- TRANSFORMER \ \ \\
EXISTING 8"
EXISTING �,\ 4\ GRAVITY SEWER
PUMP STATION
TO BE ABANDON ED \ I \! 1 EXISTING MANHOLE
SS I 1 i \ STA. 1+50.28 PS -2
ss
I RIM ELEV. 655.05'
FEED f ( I INVERT OUT 643.80'
! ► I i
EXISTING GENERATOR ►
TO BE REMOVED
v° 1 i v v
PROPOSED
SILT FENCE \ \\ \ \ \ \ ass
c+ 1
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i� EXISTING ♦ `— ��� \ \ \ `\ \,, \ \
AIR RELEASE VALVE
(TO BE ABANDONED)
PROPOSED 10" ♦ ~ \
C900 - CLASS 200 ° - �' EXISTING °\ NOTE:
FORCE MAIN ° \t GAS MAIN \\ 'THE CONTRACTOR SHALL PROVIDE
EXISTING t
EXISTING 6" FORCE MAIN RIP RAP 1
(TO BE ABANDONED) t ■
1 l
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M M--- ~` — M r
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PROPOSED SITE PLAIN
4
REVISIONS
SYM. DESCRIPTION DATE BY
REVISED PUMP STA. LAYOUT 112.13.1 2 MAL
GALL
BEFORE YOU DIG!
P
Dig;Safely.
1- 800-02 -4949
Z'�2Tw t1+tA
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DATE:
MARCH,
2011
DESIGNED:
MAL
DRAWN:
AGP
CHECKED:
MAL
SCALE:
AS SHOWN
SHEET ND.
PS.1

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COAT ENTIRE WET WELL
INTERIOR W/ 100%
SOLIDS EPDXY SYSTEM
FOR CORROSION RESISTANCE
ULTRASONIC
TRANSDUCER
COAT ENTIRE WET WELL
INTERIOR W/ 100%
SOLIDS EPDXY SYSTEM
FOR CORROSION RESISTANCE
INVERT ELEV. 633.90' C
HIGH LEVEL ALARM 633.75'
LAG PUMP ON 633.50'
LEAD PUMP ON 632.75'
PUMP OFF 629.55'
ALUMINUM LADDER
LOCATION SHOWN AS
REFERENCE ONLY
�u%
6" S.S. VENT PIPE
W/ S.S. SCREEN
• * R M,
•d
6 "X8" REDUCING
90' BEND
x-
4=
10' -0" -
8"
PAINT WETWELL
PIPING W/ COAL
TAR EPDXY
1
48" SQUARE CONCRETE
PAD EMERGENCY
PUMP CONNECTION
r 8" CHECK
•> VALVE
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EMERGENCY PUMP
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•.: ' : ... 8" GATE VALVE
4'
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- 8" GATE VALVE
4.
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'° 8" 90° BEND
8 "X8" TEE
i..
4
•' r GAUGE ASSEMBLY
U3KAVELLY
PLAN VIEW I
3' -0»
• - a
AIR RELEASE VALVE
= r
8" GATE VALVE
8" CHECK
A' 8" D.I.P. :.• VALVE
PIPE
. Ar,
• ur '01-77-11w
8" 90' BEND
8 "X10" REDUCER
'— 8 "X8" TEE
8" GATE VALVE
AIR RELEASE VALVE
8" 90' BEND
PAINT VALVE VAULT
PIPING W/ EPDXY
WE 0 _ ♦1i'
4
co co
PROPOSED -:
WATERTIGHT ALUM.
.A
PROPOSED 24 "X24" a: • ? = •a:...
WATERTIGHT ALUM.
HATCH
PROPOSED CAST ALUMINUM
PRESSURE BLOWER
(230 V, 60Hz, 3 HP)
PERMANENTLY MOUNTED TO TOP
OF WET WELL
10" FORCE MAIN
1 4 8 "X10" REDUCER
8 "X8" TEE
�12" COMPACTED 12 "X12" CONCRETE
STONE BEDDING PIPE SUPPORT W/ CLAMP
4" PVC SCH. 40 DRAIN TO
WET WELL WITH FLAP VALVE
6" D.1.P.
PIPE
STAINLESS STEEL
LIFT OUT CHAIN NOTE:
ALL FASTENERS, SUPPORTS, BRACKETS AND
3 "X3 "M4" S.S. ANCHORED TO ALL OTHER HARDWARE LOCATED IN THE
WETWELL BOTH ENDS FOR PIPE WET WELL AND VALVE VAULT SHALL BE
SUPPORT SPACED 10' MAX. OR STAINLESS STEEL UNLESS OTHERWISE
AT EACH JOINT. ONE SUPPORT NOTED.
MINIMUM
I 11y,
STAINLESS STEEL LIFT
t • . OUT RAILS W/ INTERMEDIATE
SUPPORTS PER MANUFACTURER'S
.•s
RECOMMENDATION
4 0 1' 2' 41 81
t: N, CONCRETE WET WELL AT FULL SCALE: 3/8" = V -0"
(10' -0" INSIDE DIM.)
a'
8"
• 4
r,
12"
, 1 1 • .•b
. - -poi' "' "•• a : -. •:1 • 'f i ' a ' .4Y' _ •
10.
PROPOSED GRAVELLY PUMP STATION
SECTION VIEW
NOTE:
PUMP BASES SHALL BE FASTENED TO THE
CONCRETE WET WELL INVERT BY NO LESS THAN
FOUR 3/4" STAINLESS STEEL BOLTS. THE BOLTS
SHALL BE THREADED INTO CONCRETE ANCHOR
INSERTS, WHICH HAVE BEEN CAST INTO THE
24" COMPACTED INVERT, OR THREADED IN A CAPSULE ANCHOR
STONE BEDDING BY MOLLY, HILTI OR EQUAL. THE BOLT SHALL
HAVE A PULLOUT STRENGTH OF NO LESS THAN
5000 LBS AND SHALL BE SUITABLE FOR
VIBRATING EQUIPMENT.
4,.
x x
j x x x
a
x x x x
x x
• -a x x
F71
• 4'
t`
a. .
4 .
-4
6" S.S. VENT PIPE
W/ S.S. SCREEN
THE CONTRACTOR SHALL DETERMINE THE
BEST LOCATION, SIZE AND CONFIGURATION
OF THE WATERTIGHT ACCESS HATCH BASED
ON PUMP LIFT OUT ASSEMBLY MOUNTING
REQUIREMENTS.
HIGH LEVEL ALARM 633.65'
LAG PUMP ON 633.40'
LEAD PUMP ON 632.40'
PUMP OFF 629.90'
SYM.
REVISIONS
;IPTION
DATE
BY
PUMP STATION DESIGN
CRITERIA
PUMP STATION DESIGN FLOW
288,000 GPD
PUMP CAPACITY
500 GPM
TOTAL DYNAMIC HEAD
139.38 FT
FORCE MAIN SIZE
10 INCH
FORCE MAIN LENGTH
12,925 LF
FORCE MAIN HIGH POINT
745.00 FT
VELOCITY AT PUMPING RATE
2.50 FPS
PUMP OFF TIME
21.15 MIN.
PUMP ON TIME
2.96 MIN.
ELECTRICAL SPECS
30, 460V, 50HP
HIGH LEVEL ALARM 633.65'
LAG PUMP ON 633.40'
LEAD PUMP ON 632.40'
PUMP OFF 629.90'
SYM.
REVISIONS
;IPTION
DATE
BY
:s
t
ui
JiM till"'
PROPOSED 60 "X48"
WATERTIGHT ALUM.
HATCH
PROPOSED 24 "X24"
WATERTIGHT ALUM.
6 "' HATCH
} -4
a.
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x x x > x
x x x x 0 o
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x x
w
x
4
I 9' -0»
GRAVELLY PUMP STATION
COVER PLAN VIEW
NO
CCOONNNNECT EXISTING CHEMICAL FEED
LINE TO PROPOSED VALVE VAULT
3/4 " SCH. 80 PVC CHEMICAL
FEED LINE FROM CHEMICAL
STORAGE AREA
3/4" TRUE UNION
1- 90' BEND-­­,_ BALL VALVE
3/" PVC UNION 1 �4" PVC UNION
4 %" TRUE UNION
!4" CORPORATION STOP BALL CHECK VALVE "
W/ METAL TO PLASTIC
TRANSITION ADAPTOR
%" DOUBLE BALL
TAPPING SADDLE
10" FORCE
MAIN
CHEMICAL D PIPING
RECONNECTION ! ,
-- FLOW
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PROJECTION
,— STATION BASE
CONCRETE PAD
Z_
t° DRILL HOLE DIA. AS
REQ'D. BY EPDXY MFR.
3/4" DIA. THREADED ROD
SET IN RAWL FOIL FAST
EPDXY OR EQUAL
ANCHOR BOLT DETAIL
FLEXIBLE CU STRAP
TO BE ATTACHED TO
GATE FRAME (TYPICAL)
i 1 .-10' LONG SOLID
COPPER ,i STEEL GROUND
-•i DRIVEN FLUSH INTO
GROUND TYPICAL
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GRINNELL PIPE CLAMP
FIG. 103 OR EQUAL
NO. 4 BARE CU GROUND WIRE, WEAVE THRU
FENCE FABRIC AND CONNECT TO TOP STRAND
OF BARBED WIRE, FLEXIBLE COPPER STRAP,
AND GROUND ROD. (TYP. BOTH SIDES OF GATE)
DOUBLE SWING GATE —i
SS ADHESIVE CAPSULE ANCHOR (TYP)
3/8" DIA FOR 3/4" TO 3" PIPE
1/2- DIA FOR 4" TO 8" PIPE
PIPE SUPPORT DETAIL
N.T.S.
20' -0" 12' -6" 12' -6"
7 a.n
CAST OR CORE DRILL HOLE
PER MFR. REQUIREMENTS
.. DIAMETER
i MATERIAL VARIES
FLOW
CONCRETE WALL
ETRATI O N D ETAI L
N.T.S.
SYM.
REVISIONS
DESCRIPTION DATE BY
1tm*
2— PRESSURE GAUGE ASSEMBLIES
REQUIRED ON DISCHARGE LINES
NUMBER AND SIZE OF HOLES
AND DIA. OF BOLT CIRCLE IS
TO FIT STANDARD ANSI 125 LB.
FLANGE DRILLING — SEE PIPE
MFR'S DIMENSIONS
4 — 7/8" HOLES
BOLT CIRCLE = O.D. PIPE
FLANGE + 2 1/2" MIN
Y" GAUGE
4UBBER
i ,- .,
*ROTECTOR
a
BRASS AND
NIPPLES REQUIRED
GAUGE ASSEMBLY
N.T.S.
DRESSER STYLE 38 FLEXIBLE
COUPLING OR EQUAL
LOCK NUT AND 2" WASHER TYP.
EA. END OF 3/4" 0 BOLTS
PIPE FLANGE BOLTS ARE
TO EXTEND THROUGH FLANGES
AND THRUST RING
(OMITTED FOR CLARITY)
CARRIER PIPE AS
-- SHOWN ON PLANS
O.D. PIPE +1/2- TTHICK 3/4" PROJECTION
/
TE THRUST RINGS.
DRILL 7/8" S TO BE AT LEAST AS
HOLE TYP. PIPE FLANGE
THRU ST COLLAR DETAIL
N.T.S.
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2011
MAL
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SEE SHEET PSA FOR
YARD HYDRANT LOCATION
r I vNvacu r uu �N .�wuvn vctuu�.u+rvy
12" MIN. FROM TOP
OF METER TO TOP OF
METER BOX
NEPTUNE RADIO METER
(ONLY IN GALLONS)
FORD 2” METER SETTER
#VBHH77 18BHC- 11--77
C.E.
VALVE --"
BOX/COVER
12" TO MAIN
IF UNDER
PAVEMENT
FLOW
SEE DETAIL. BELOW
2" MC F
2" DOUBLE STRAP BR(
SADDLE (FORD STYLE
WITH 2" NIPPLE
uiti#il!
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12"
6"•
■ i oMrJFD PROVIDED BY
BY CITY PROPERTY OWNER
TO CITY SPECS.
1s'
4" CAIN. �
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''�}�{ �C?0 C►0 CG'0 00 BRICK
METER BOX TO HAVE BRICK
SUPPORTS WITH 4" OF WASHED
STONE.
3' -11"
r STRAINER
12"
C#7
2" CUT —OFF
'SALVES
HOTBOX
MODEL H82S
�— 4NSTA.LL THRZ DED POWER SUPPLY
UNIONS ABOVE BY PROPERTY OSIER
CONCUM PAD
FOR REMOVAL FLOW
4" WASHED STONE
2'
SEPARATION yy y �( y/ F
50 "L ^ 24OW X T "T
CONCRETE PAD
FEBCO RPZ
BACKFLOW VALVE
ASSEMBLY
MBX-5 CAST IRON METER (825YBV)
BOX Wf HOLE IN LID FOR
RADIO REAM ANTENNA
2" MALE COMPRESSION
— FITTNGS (MCF)
2" DUCTILE IRON GATE VALVE
2" OPERATING NUT (200 P.S.I.
WATER WORKING PRESSURE)
F6103 BY CLOW
N
1) COMPRESSION FITTINGS ONLY,
NO FLARED FITTINGS.
2) RPZ'S TO BE TESTED ANNUALLY.
PROVIDE COPY OF TEST TO CITY,
REVISIONS
SYM. DESCRIPTION DATE BY ,tttttt�irr „ "'
••°
�; U �s
CQQ•t/} QN Z•a?
Zw0 2: 4.
ft.'s ttNtNtt```,`�
2 "x6" TREATED 6 "x6 "x48" TREATED 24"x36 "x4" THICK
TIMBER BORDER (TYP.) TIMBER POST — TO CONCRETE PAD
SUPPORT HYDRANT
A4: ' PRECAST
. a 4.
4 Q CONCRETE
c c c� c .i :. .... a •�.�:: COLLAR
d
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24 "x24 "x6" DEEP 36"
X57 STONE SPLASH PAD _
PLAN
3/4" HOSE BIB OPERATING HANDLE
WITH ANTI— WITH LOCKING HASP
SIPHON DEVICE —\
W
M
3CF CLEAN
WASHED STONE
�j
6 "x6 "x48" TREATED
TIMBER POST — TO
SUPPORT HYDRANT
18"005" DEEP
CONCRETE FOOTING
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CONCRETE PAD
7A' A.!
.- -0 • 4!..
Z
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® 1" GATE VALVE
WITH BOX
:4 •
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MECHANISM `- 1 " WATER
WITH DRAIN SERVICE
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7ROST PROOF HYDRANT DETAIL
SEE SHEET PSA)
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12" MIN. FROM TOP
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NEPTUNE RADIO METER
(ONLY IN GALLONS)
FORD 2” METER SETTER
#VBHH77 18BHC- 11--77
C.E.
VALVE --"
BOX/COVER
12" TO MAIN
IF UNDER
PAVEMENT
FLOW
SEE DETAIL. BELOW
2" MC F
2" DOUBLE STRAP BR(
SADDLE (FORD STYLE
WITH 2" NIPPLE
uiti#il!
�+�ta
12"
6"•
■ i oMrJFD PROVIDED BY
BY CITY PROPERTY OWNER
TO CITY SPECS.
1s'
4" CAIN. �
MCF
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''�}�{ �C?0 C►0 CG'0 00 BRICK
METER BOX TO HAVE BRICK
SUPPORTS WITH 4" OF WASHED
STONE.
3' -11"
r STRAINER
12"
C#7
2" CUT —OFF
'SALVES
HOTBOX
MODEL H82S
�— 4NSTA.LL THRZ DED POWER SUPPLY
UNIONS ABOVE BY PROPERTY OSIER
CONCUM PAD
FOR REMOVAL FLOW
4" WASHED STONE
2'
SEPARATION yy y �( y/ F
50 "L ^ 24OW X T "T
CONCRETE PAD
FEBCO RPZ
BACKFLOW VALVE
ASSEMBLY
MBX-5 CAST IRON METER (825YBV)
BOX Wf HOLE IN LID FOR
RADIO REAM ANTENNA
2" MALE COMPRESSION
— FITTNGS (MCF)
2" DUCTILE IRON GATE VALVE
2" OPERATING NUT (200 P.S.I.
WATER WORKING PRESSURE)
F6103 BY CLOW
N
1) COMPRESSION FITTINGS ONLY,
NO FLARED FITTINGS.
2) RPZ'S TO BE TESTED ANNUALLY.
PROVIDE COPY OF TEST TO CITY,
REVISIONS
SYM. DESCRIPTION DATE BY ,tttttt�irr „ "'
••°
�; U �s
CQQ•t/} QN Z•a?
Zw0 2: 4.
ft.'s ttNtNtt```,`�
2 "x6" TREATED 6 "x6 "x48" TREATED 24"x36 "x4" THICK
TIMBER BORDER (TYP.) TIMBER POST — TO CONCRETE PAD
SUPPORT HYDRANT
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. a 4.
4 Q CONCRETE
c c c� c .i :. .... a •�.�:: COLLAR
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WATER WORKING PRESSURE)
F6103 BY CLOW
N
1) COMPRESSION FITTINGS ONLY,
NO FLARED FITTINGS.
2) RPZ'S TO BE TESTED ANNUALLY.
PROVIDE COPY OF TEST TO CITY,
REVISIONS
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RELATION! OF WATER MAIDS TO SEWERS
(a) Lateral Separation of Sewer and water wins. water
Morns shall be laid at least 10 feet laterally from existing
or proposed sewer, unless local conditions or barriers
prevent a 10 foot lateral separation in which case:
1. The water main is laid in a separate trench,
with the elevation of the bottom of the water main at lust
18 inches above the top of the sewer; or
2. The waster main is laid in the some trench as the
sewer with the water main located at one side of a bench of
undisturbed earth,, and with the elevation of the bottom of
the water main at least 18 inches above the top of the
sewer.
(b) Crossing +a water Main over a Sewer. whenever it is
necessory for a water main to cross over a sewer, the water
main shall be laid at such can elevation that the bottom of
the water mains is at least 18 inches above the trap of the
sewer, unless local conditions or barriers prevent on 1 finch
vertical separation — in which case both the water rain
and sewer shall be constructed of ferrous materials and with
joints that care equivalent to water main standards for a
distance of 10 feet on each side of the paint of crossing.
(c) Grassing o Water Main binder a Sewer. whenever it is
necessary for a water main to crass under a sewer, both the
water main and the sewer shall be constructed of ferrous
materials and with joints equivalent to water gain standards
for a distance of 10 feet can each side of the point of
crossing. A section of water main pipe sholl be centered at
the paint of crossing.
History Note: Statutory Authority G.S. 130 -157 to
1611; Eff. January 1, 1977
l
W-1
RELATION OF WATER MAINS
TO SEWERS
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84
0
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NQTES
1. DIMENSION 'A' SHOULD BE AS LARM AS POSSIBLE WITHOUT INTERRING WITH THE MECHANICAL JOINT BOLTS
2. THE SHAPE OF THE OF THE BUTTR IMS MY VARY PROM I OW TIME BETE IS AGAINST FIRM, UND 1 STURIO EARTH.
3. BUTTRESS 01 ENS I ONS ARE RASED UPON A SOIL RESISTANCE OF TiIIQ TOM PER SQ. FT. AND A WATER PRESURE OF 150 P . S _ I.
sw r'z
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8.D. L H I C Q
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S. D. m BMW DIAMETER
NOTES_
1. DIMENSION `t' SHOULD BE 3 MGE ENIXM TO MAKE ANGLE *A* EQUAL TO 09 MATER THAN 45'.
2. DIMENSION •D' SHOULD BE AS LARGE AS PO5S I BLE WI THM I NTERFERR I NG WITH ENT IiECNAN 1 CAL JO 1 NTS .
3. BUTTRESS D IMENS DONS ARE BASED UM A SDI L RES 1 STANCE OF M TONS PER SQ. FT, AND A WATER P°1>EWIRE OF 150 P.S.I.
Line W -1
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77 +61
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REVISIONS
SYM. I DESCRIPTION
DATE BY
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Fitting
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TYPICAL SECTION
STREETS
C.I. M.H. RING AND COVER
BY U.S. FOUNOARY OR
EQUAL. SEE DETAIL SS-3A
RM SHOULDER OR
PAVED STREETS
2-4" GRADE RINGS
STREET MANW
STAINLESS STEEL
STRAPS AT 2 -O.C. ,
WCTH 1/2" S.S. A.B.
STRAPS 1 /4*X 2"
COMPACTED °-°'
WASHED STONE
4-•- #5 BARS-- -
UNDISTURBED
EARTH
CITY OF MEBANE
STANDARD
Detail Sheets.dwg
TYPICAL SECTION
O UTFALL
-CLASS 'A' MORTAR
2 -3/4" ANCHOR BOLTS
2` MIN_
12
„—.. CtiPCII YM£R POLYPROPYLENE
M.H. STEPS 0 112` O.C.
BY IA INDUMU, INC.,
PSI --PF
8" STONE IF PRECAST
MANHOLE BASE
IS USED
NOTE.
MANHOLES ARE TO BE
AS MFG. SY NC PRODUCTS
OR APPROVED EQUAL
55--2
STD. PRECAST
DROP MANHOLE
ow
srxr _N.T.S. low.. 11/05 `q MIDI
TYPICAL SECTION
STREETS
ROAD SHOULDER OR
PAVED STREETS
2 -4" Cf E Rt%GGS► MAXIMUM
ON ALL:,.. MANHOLES
NOTE:
MAWOLES ARE TO BE
AS MFG. N.C. PRODUCTS
OR APPROVED EQUAL
3,000
CONCRETE
NOTE:
GROUT ALL JOINTS FROM INSIDE
. 16"
UNDISTURBED
o i
TYPICAL SECTION
OUTFALL
G.I. M.H. RING AND COVER
BY U.S. FOUNT ARY OR
EQUAL. SEE DETAIL 55-3A
GLASS "A" !MORTAR
2 -314 n ANCHOR BOLTS
(REDHEADS)
2' MIN.
67 STONE , COMPACTED
SS -1
STD. PRECAST MANHOLE
ss" :N.T.` . wax : 11105/04 or: MHH
CONTRACTOR SHALL SAND BLAST AND APPLY
SERIES 66 TNEMEC EPDXY PRIMER 2.0 TO 3.5 MILS.
THICK AND 2 COATS OF TNEMEC SERIES 73
ENDURA -SHILD 3.0 TO 5.0 MILS. THICK DRY FILM
THICKNESS. TO 4" GALV. VENT PIPE.
4" GALV., SCREENED
PIPE VENT WHERE
SHOWN ON PLANS, SET
VENT 1' -0" MIN. ABOVE
FLOOD ELEV. -4
&r
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EPDXY GROUT
CORE DRILLED
HOLE
X
Q
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AS REQUIRED
CAST -IN -PLACE
PLASTIC STEPS
Q
4" MIN.
REVISIONS
SYM. DESCRIPTION
WATER TIGHT MANHOLE
RING AND COVER
DATE I BY
6 "x6" 6 GAGE SINGLE MAT
REINF. IN CENTER THIRD
OF WALL AND IN TONGUE
AND GROOVE
TAPERED LIFTING
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CAST -IN -PLACE
PLASTIC STEPS
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4" MIN.
REVISIONS
SYM. DESCRIPTION
WATER TIGHT MANHOLE
RING AND COVER
DATE I BY
6 "x6" 6 GAGE SINGLE MAT
REINF. IN CENTER THIRD
OF WALL AND IN TONGUE
AND GROOVE
TAPERED LIFTING
HOLE
RUBBER BOOT
W/CLAMP
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OR BRICK 6" MIN. SCREENED 0 7> O
VENTED MANHOLE GRAVEL BASE w � �
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N.T.S. Z � _
FLOOD ELEVATIONS FOR WATERTIGHT MANHOLES W co N W 5
LINE S -1 647.50' (1) W Z
LINE S -3 621.00' < >-
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DATE: MARCH, 2011
DESIGNED: MAL
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OR BRICK 6" MIN. SCREENED 0 7> O
VENTED MANHOLE GRAVEL BASE w � �
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N.T.S. Z � _
FLOOD ELEVATIONS FOR WATERTIGHT MANHOLES W co N W 5
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LINE S -3 621.00' < >-
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DESIGNED: MAL
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6" OF #67 STONE
vcwu .n /ccaa.�any
1/2- 0 KWIK BOLT
STUD ANCHOR SYSTEM
all
VARIES
CAST IRON FRAME & COVER
SEE DETAILS ON SHEET 4 FOR RING AND COVER TYPE
• 3/4" MULTI- PURPOSE RUBBER
COMPOSITE RISER (INSTALLED ON
ALL MANHOLES). RUBBER RISER
CAN BE INSTALLED TO A MAXIMUM
HEIGHT OF 3"
USE CONC. GRADE RINGS
FOR ADJUSTMENT OF
FLUSH MANHOLES
I
1' -4" MAX. z
0
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w
2' -0" MAX. m
" 6"
SECTION
CONTRACTOR SHALL EXTERNALLY
SEAL ALL RISER SECTIONS WITH
SELF ADHESIVE BUTYL WRAP (12"
MIN. WIDTH)
THE INTERIOR OF ALL NEW
MANHOLES SHALL BE
COATED WITH AN AMINE
CURED EPDXY, 100 MILS
MINIMUM THICKNESS.
COATING SHALL BE
APPLIED AFTER ALL
OPENING AND JOINTS HAVE
BEEN GROUTED AND THE
MANHOLE HAS PASSED
VACUUM TESTING. THE
COATING SHALL EXTEND
FROM INVERT TO BOTTOM
OF RING AND COVER AND
SHALL INCLUDE THE
INVERT TROUGH.
ANTI - FLOATATION COLLAR
INVERT PLAN
NOTES:
1. MANHOLE TO CONFORM WITH ASTM C478 EXCEPT AS MODIFIED BELOW.
2. WALL REINFORCING TO BE A MINIMUM OF 0.12 SQ. IN. PER LINEAR FOOT. EITHER TONGUE AND GROOVE
OF JOINTS SHALL HAVE REINFORCING EQUAL IN AREA TO MINIMUM OF WALL SECTION.
3. ALL JOINTS SHALL CONFORM WITH ASTM C443.
4. STEPS SHALL BE COPOLYMER POLYPROPYLENE PLASTIC WITH 1/2- GRADE 60 STEEL REINFORCEMENT AND
RESIST 1000 LB. PULLOUT TEST.
5. ALL PIPE OPENINGS TO BE NO GREATER THAN 3" LARGER THAN O.D. OF PIPE AND ADDITIONALLY
REINFORCED WITH A MINIMUM OF 0.20 SQ. IN. OF STEEL AT 90 DEGREES. PIPE TO BE CENTERED IN
OPENINGS.
6. ALL SURFACES SHALL BE SMOOTH EVEN TEXTURED WITH A MINIMUM OF HONEYCOMB, FINS AND OTHER
IMPERFECTIONS.
7. MANHOLE BASE SHALL BE 3600 P.S.I. CONCRETE PLACED AGAINST SHAPED BANKS IN LIEU OF FORMS.
8. CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED TROUGH FROM ENTRANCE PIPES TO EXIT PIPE, AND
IN CURVED MANHOLES THE TROUGH MUST BE A SMOOTH CIRCULAR ARC TANGENT TO THE INSIDE WALLS
OF THE PIPES AT THEIR ENDS.
9. ALL MANHOLE RINGS SHALL BE BOLTED INTO MANHOLE THRU CONCRETE GRADE RING WITH 1/2"
DIAMETER KWIK BOLT STUD ANCHOR SYSTEM. HILTI BRAND OR APPROVED EQUAL.
10. MANHOLE GRADE SETTING SHALL BE AS FOLLOWS:
A. FLUSH WITH GRADE IN PAVED AREAS
B. 0.10' ABOVE GRADE IN MOWED PLAZA AREAS WITHIN OR ADJACENT TO STREET RIGHT -OF -WAY.
C.2.0' ABOVE GRADE IN CROSS - COUNTRY UTILITY RIGHTS -OF -WAY.
D. A HEIGHT SPECIFIED BY THE WATER RESOURCES ENGINEER.
11. PENETRATING LIFTING HOLES SHALL BE PLUGGED WITH EXPANSION GROUT.
12. ALL MANHOLE JOINTS SHALL HAVE SELF ADHESIVE BUTYL WRAP INSTALLED ON THE OUTSIDE OF THE
MANHOLE. BUTYL JOINTS SHALL BE A MINIMUM OF 12 -INCH WIDTH.
SEWER MANHOLE WITHIN WETLAND AND 50' WETLAND OFFSET
Ho 12.02.00 (MODIFIED) °to 12 NTS
E 314
ummoum
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OF
600
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F
MANHOLES OVER DEPTH
SRALL BE ,. W11H STEPS
F ON CENTERS.
ON 14EW .. A MAXIMUM
Mt AM AN=
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SPIDER DETAIL
N.T.S.
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CASING • •'
MINIMUM THICKNESS
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16"
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18"
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SPIDER SIZE
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CARRIER PIPE.
ENCLOSE END W /8"
BRICK MASONRY
NOTES:
1. CASING PIPE JOINTS SHALL BE CONTINOUS WELDED WITHOUT DEFLECTION.
2. SEE PIPELINE PROFILE FOR LIMITS OF CASING PIPE.
3. SEE PLANS FOR CASING PIPE DIMENSIONS AND SPECIFICATIONS FOR OTHER
DETAILS.
4. COMPLETED CASING PIPE INTERIOR SHALL BE SWABBED WITH LUBRICANT
PRIOR TO CARRIER INSTALLATION. CARRIER PIPE SHALL BE PULLED THROUGH
CASING PIPE.
5. CARRIER PIPE SHALL BE SUCCESSFULLY PRESSURE TESTED PROIR TO FILLING
ANNULAR SPACE BETWEEN IT AND THE CASING.
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STEEL ENCASEMENT PIPE DETAIL
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MICROTUNNEL
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SPIDER, BY SPIDER MFG.
OR APPROVED EQUAL
MINIMUM CASING
THICKNESS SHALL
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HEAVY DUTY STEEL SKIDS
CARRIER PIPE
SPIDER SIZE DETERMINED BY
SIZE OF STEEL CASING AND
CARRIER PIPE.
3' -0"
MIN.
RIGHT -OF -WAY
WIDTH SHOWN IN SCHEDULE
ASPHALT — WIDTH SHOWN IN SCHEDULE
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TH SIDES)
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UNDER TYPICAL TUNNEL AND SPIDER DETAIL
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N.T.S.
NT
CONTRACTOR SHALL COMPLY WITH ALL
REQUIREMENTS OF THE "POLICIES AND
PROCEDURES FOR ACCOMMODATING
UTILITIES ON HIGHWAY RIGHTS —OF —WAY"
AS PREPARED BY N.C.D.O.T.
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STABLE AND UNIFORM SUPPORT FOR THE FULL LENGTH OF PIPE.
2. PVC SDR 35 SHALL BE BEDDED WITH STONE TO THE SPRINGLINE
OF THE PIPE AT ALL TIMES. STONE BEDDING SHALL CONTINUE TO
TOP OF PIPE IN WET OR UNSUITABLE CONDINTIONS.
3. DUCTILE IRON PIPE SHALL BE BEDDED AND HAUNCHED WITH
CLASS I, 11, 111 OR IV MATERIALS. STONE SHALL BE USED
FOR BEDDING AND HAUNCHING IN WET AND UNSUUTABLE
CONDITIONS.
4. DEFLECTION TESTING WILL BE REQUIRED FOR ALL PIPE.
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DISTANCE TO BE
APPROVED BY THE ENGINEER
PRIOR TO START OF WORK
DIR. BORE
MACHINE
f,of.,F*FIM
SELF — RESTRAINED PE /MJ ADAPTERS, NSF
APPROVED FOR POTABLE WATER WITH
SST SLEEVE INSERTS AS MANUF. BY JCM
OR APPROVED EQUAL. ADAPTER BY
CENTRAL, DRISCO, PIPE OR APPROVED
EQUAL. ADAPTERS TO BE SDR 11 (TYP.
BOTH ENDS.) SEE "PE /MJ TRANSITION"
DETAIL.
P.E. PIPE TO BE INSTALLED WITH
A MIN. OF 10' HORIZONTAL RUN.
INSPECTION HOLE ONLY ALLOWED
THIS LOCATION.
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CABLES, WATER/ F�
SEWER LINES (TYP.)
TYPICAL DIRECTIONAL BORE
(AWWA C906, SDR 11 MIN. OR
APPROVED EQUAL.)
NOTES:
1. A PROFILE AND PLAN SHALL BE PROVIDED FROM ENTRY TO EXIT FOR EACH
DIRECTIONAL BORE SECTION BY THE DIRECTIONAL BORE CONTRACTOR.
2. ALL BORE SECTIONS SHALL BE HYDROSTATICALLY TESTED PER SPECIFICATION
STANDARDS UPON COMPLETION OF INSTALLATION AND PRIOR TO PLACING
THE WATER MAIN ON —LINE.
3. LENGTH OF CROSSING, LOCATION OF INSPECTION /OBSERVATION EXCAVATION,
NUMBER OF P.E. PIPE JOINTS, LOCATION OF BORE MACHINE, AUGER ENTRANCE
LOCATION, AND TIE —IN POINTS ARE TO BE APPROVED BY THE ENGINEER
PRIOR TO ANY START OF WORK.
4. THIS DETAIL IS ALSO APPLICABLE TO STREAMS, WETLANDS, LARGE STORM
DRAINS, AND SIMILAR APPLICATIONS FOR DIRECTIONAL BORE WITH POLY-
ETHYLENE PIPE.
5. THE BORE DEVELOPED FOR THE LEAD IN END OF THE PIPE SHALL BE KEPT AT
A MINIMUM DIAMETER FOR THE PIPE INSTALLATION. THE LEAD IN END SHALL
BE PULLED THROUGH WITHOUT THE M.J. FLANGE ATTACHED FOR LARGER THAN
6" PIPE INSTALLATIONS. THE M.J. FLANGE FOR SAID LEAD IN END SHALL BE
INSTALLED AFTER THE PIPE INSTALLATION WITH THE USE OF A SPLIT M.J. FLANGE
PER THE DETAIL ON THIS DRAWING.
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10' MAX
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1 53' MIN.
NOTE 1
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DETAIL
PROPOSED FORD 1300 —S
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PRE — APPROVED EQUAL
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HDPE /PVC TRANSITION
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REVISIONS
DESCRIPTION
A HDPE PIPE
B HDPE /MJ TRANSITION FITTING
C HDPE FUSED JOINT
D SPLIT MJ GLAND
E MJ RUBBER GASKET
F SST SLEEVE INSERT
G MJ TAPPED CAP
PE /MJ TRANSITION
ASSEMBLY.
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NPDES Stormwater Dischar a Permit for Construction Activities
Revised August 2 2l�1 i
Permit Requirements (cordinLW)
stabilization
Timeframe Exceptions
► You trust keep records of
REPORTING
Who inspects me for what?
these inspections and any
Regular inspections are a chance
DWQ coordinates with DLR's
corrective actions taken.
to check impacts to nearby
Land Quality Section to ensure
uM �
waters. If you observe sediment
compliance with state rules and
OPERATIGN & MAINTENANCE
that has deposited in a stream
regulations g o v e r n i n g
You must provide the operation
or wetland, you must notify the
construction activities. That
and maintenance necessary to
Division of Water Quality
means your project is subject to
maintain optimal performance of
regional office within 24 hours
enforcement by both divisions. In
stormwater controls. This means
and provide written notice
general, Land Quality staff will
take corrective action if erosion
within 5 days (see # 3 on page S
inspect your site on a regular
and sediment control facilities are
of the General Permit). Plese
basis. DWQ staff may also do
not operating properly! Operation
send a copy o this
inspections. The inspections may
and maintenance includes, but is
correspondence to the Division of
be routine in nature, or, the result
not limited to:
Land Resources (DLR).
of public complaints.
Regularly cleaning out
NON- COMPLIANCE & FINES
Do 1 need to submit a Notice
sedimentation basins.
Tape compliance seriously!
of Intent to have coverage
# Stabilizing eroded banks or
Projects that violate Storrnwater
under this permit?
spillway structures.
Permit conditions andfor have
No. Once your E &SC Plan is
# Repairing /clearing out inlets
unauthorized water quality
approved, your site is
and outlets.
impacts are subject to fines. Civil
automatically covered under this
# Repairing piping, seepage
penalties of up to $259400.00
permit. You do not need to
and mechanical damage.
per day for each violation may
submit a Notice of Intent for a
♦ Repairing silt fence damage.
be assessed.
Certificate of Coverage.
NEW STABILIZA110N `1'IMEF'RAMES
Site Area Description
JANUARY 1 — MAY 1
stabilization
Timeframe Exceptions
Perimeter dikes, swales, ditches and slopes
FVMUZER (10-10 -10)
7 days
None
<04 High Quality Water (HQW) Zones
MULCH — STRAW do TACK
7 days
None
Slopes steeper than 3:1
uM �
7 days
If slopes are 10' or less in length and are not
7�
GERMAN MILLET
40
steeper than 2:1,14 days are allowed.
Slopes 3:1 or flatter
AUGUST 18 -- JANUARY I
14 days
7 days for slopes greater than 51Y in length.
All other areas with slopes flatter than 4:1
�� (10- 10-10) 1
14 days
None, except for perimeters and HOW Zones.
MULCH — STRAW & TACK
Do you need more information's
SCHEDULE PROVX" PM AMEW
NC Storrnwater Permitting
httpJltaartal .ncdenr.orft/weblwglwsisu
r NCG01 Permit Information
htto:1/ portal. n+ cde nr.orglwoblo /ws/sulconstruction
Map of Regional Offices
h tto ;Mrtal.ncdenr.orglweblwglhome
Still have questions' Call the DWO Regional Office nearest your project's location:
Asheville Office (828) 296 -4500
Washington Office (252) 946 -6481
Fayetteville Office (910) 433 -3300
Wilmington Office (910) 795 -7215
Mooresville {office (704) 663 -1699
Winston -Salem Office (336) 771 -5000
Raleigh Office (919) 791 -4200
Central Office (919) 807 -6300
REVISIONS
SYM. DESCRIPTION
DATM
RATE # /ACRE
JANUARY 1 — MAY 1
LRAESTONE
2
FVMUZER (10-10 -10)
750
RYE (CPAIN)
1
MULCH — STRAW do TACK
0
MAY 1 — AUa M 15
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(1 0-10-10)
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4
AUGUST 18 -- JANUARY I
0_
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20M
�� (10- 10-10) 1
10
Z
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4OW
SCHEDULE PROVX" PM AMEW
VEGETATIVE COM
MPP
CITY OF MEBANE
STAND'ARD
RATE J/ACFtE
100
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SEDIMENT
# '# •
STONE
•
STRUCTURAL
STONE
CROSS SECTION
2$ -0"
NOTE:
1. STRUCTURAL STONE SHALL BE
CLASS "A" STONE FOR EROSION
CONTROL PURPOSES. SEDIMENT
CONTROL STONE SHALL BE
#5 OR #57 STONE.
2. OUTLETS TO BE PLACED AT
LOW POINTS ALONG SILT FENCE.
TOP VIEW
FLOVr
FRONT VIEW
STONE OUTLET DETAIL
N.T.S.
MAINTENANCE SCHEDULE
1.) INSPECT SILT FENCE OUTLET AFTER EACH RUNOFF
EVENT.
2.) CORRECT ALL DAMAGE IMMEDIATELY IF SIGNIFICANT
EROSION OCCURS IN THE OUTLET. REMOVE SEDIMENT
ACCUMULATED BEHIND THE OUTLET AS NEEDED TO
PREVENT DAMAGE TO SILT FENCE AND ALLOW THE
WATER TO DRAIN THROUGH THE STONE, AND PREVENT
LARGE FLOWS FROM CARRYING SEDIMENT OVER THE
OUTLET.
3.) ADD STONES TO THE SILT FENCE OUTLET AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS
SECTION.
RASF nF DITCH
ELEVATION VIEW
LJCtuli 0IIluu $.uvvy
NOTES:
USE CLASS "A" STONE FOR STRUCTURAL STONE FOR
EROSION CONTROL AND PAY FOR AT THE CONTRACT
UNIT PRICE PER TON 'STONE FOR EROSION CONTROL
CLASS "A ".
NOTE:
1. REMOVE ANY SEDIMENT GREATER
THAN 12" DEEP. REPAIR ANY
UNDERMINING IMMEDIATELY.
2. STONE OUTLET TO BE ADDED
AT LOW POINTS IN SILT FENCE,
SEE DETAIL .
3. CONTRACTORS OPTION TO USE AT
TOE OF SLOPES ADJACENT TO
PAVEMENT TO PROTECT PAVED
SURFACES.
4. FABRIC SHALL BE INSTALLED
ON THE UPSLOPE SIDE OF
THE WIRE FENCING.
EXTEND FABRIC AND
WIRE INTO TRENCH
COMPACTED
BACKFILL
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SILT FENCE DETAIL
N.T.S.
MAINTENANCE SCHEDULE
1.) INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK
AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2.) SHOULD THE FABRIC OF A SEDIMENT FENCE
COLLAPSE TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY.
3.) REMOVE SEDIMENT DEPOSITS AS NECESSARY TO
PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN
AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE
TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4.) REMOVE ALL FENCING MATERIALS AND UNSTABLE
SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS
BEEN PROPERLY STABILIZED.
►' '! !
CROSS SECTION
VEE DITCH
NATIIPAI GROUND
CROSS SECTION
TRAPEZOIDAL
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CONSTRUCTION ENTRANCE DETAIL
N.T.S.
NOTE:
A CONSTRUCTION ENTRANCE SHALL BE
CONSTRUCTED AT ALL POINTS OF
INGRESS AND EGRESS TO THE SITE
FROM PUBLIC ROAD.
1.) INSPECT ROCK SILT CHECK AND CHANNELS FOR
DAMAGE AFTER EACH RUNOFF EVENT. ANTICIPATE
SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM
AND EROSION FROM HIGH FLOWS AROUND THE EDGES
OF THE DAM.
2.) CORRECT ALL DAMAGE "IMMEDIATELY IF SIGNIFICANT
EROSION OCCURS BETWEEN 'DAMS, INSTALL A
PROTECTIVE RIP RAP LINER IN THAT PORTION OF THE
CHANNELS. REMOVE SEDIMENT ACCUMULATED BEHIND
THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
THROUGH THE STONE CHECK DAM, AND PREVENT LARGE
FLOWS FROM CARRYING SEDIMENT OVER THE DAM.
3.) ADD STONES TO ROCK SILT CHECKS AS NEEDED
TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
■
REVISIONS
SYM. DESCRIPTION
DATE
BY
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PIPE OUTLET
FLOW
err "THICKNESS"
--i I-- 12" FILTER FABRIC TO
BE INSTALLED UNDER
ALL RIP -RAP
MAINTENANCE SCHEDULE
IRSPECT RIPRAP OUTLET STRUCTURES AFTER
HEAVY RAINS TO SEE IF ANY EROSION AROUND
OR BELOW THE RIP.,. , TAKEN PLACE `.
STONES IF DISLODGED.
MAKE ALL NEEDED REPAIRS TO PREVENT
l I -1 I 11A
OUTLET PROTECTION PAD D ETAI L
N.T.S.
r
full
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NOTES: , ry
"A CROSSING ANGLE SHOULD �,,,,,� rli " "'i "�I ,s.':
BE SELECTED TO PROVIDE �;, 4111; --
A POSITIVE GRADE NOT TO rrturq `,rr i oil'
EXCEED 2%. i�r1�r u�
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WATER BAR DETAIL FOR
PROTECTING SLOPED
UTILITY RIGHT -OF -WAY
N.T.S.
MAINTENANCE SCHEDULE
SPACM OF WATER BARS
SLOPE( %) SPACING(FT)
> 5 125
5 TO 10 125
10 TO 20 100
20 TO 35 75
>35 25
PERIODICALLY INSPECT RIGHT —OF —WAY DIVERSIONS FOR WEAR AND
AFTER EVRY HEAVY RAINFALL FOR EROSION DAMAGE. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIKE.
CHECK OUTLET AREAS AND MAKE TIMELY REPAIRS AS NEEDED.
WHEN PERMANENT ROAD DRAINAGE IS ESTABLISHED AND THE AREA
ABOVE THE TEMPORARY RIGHT —OF —WAY DIVERSIONS IS
PERMANENTLY STABILIZED, REMOVE THE DIKE AND FILL THE
CHANNEL TO BLEND WITH THE NATURAL GROUND, AND
A0001"IDPIATMV STABILIZE THE DISTURBED AREA
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DATE:
MARCH,
2011
DESIGNED:
MAL
DRAWN:
AGP
CHECKED:
MAL
SCALE.
AS - SHOWN
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NOTE:
STRUCTURAL STONE SHALL
BE CLASS "A" STONE AND
SHALL BE PAID FOR AT THE
CONTRACT UNIT PRICE PER
TON 'STONE FOR EROSION
CONTROL CLASS "A "'.
SEDIMENT CONTROL STONE
SHALL BE NO. 5 OR NO. 57
STONE AND SHALL BE PAID
FOR AT THE CONTRACT UNIT
PRICE PER TON "SEDIMENT
CONTROL STONE ".
TOP OF BERM SHALL BE A
MINIMUM OF ONE FOOT
BELOW THE SHOULDER OR
DIVERSION POINT.
DIVERSION POINT
A
SEDIMENT CONTI.vL- li
STRUCTURAL STONE
12" MIN. 18"
12 MIN.
�� 12" MIN.
?7 24"
SEDIMENT CONTROL STONE
SECTIOR
HORSESHOE PROTECTION DETAIL
SURFACE FLOW
DIVERSION
° -° ° ° o ORIGINAL STREAMBAW °�
°
CLASS "B" RIP —RAP 0°°o0° 0 80 �0 °
12" MIN. THICKNESS, °6 °0 °00 ° ° ®° °d, °o0
WIDTH 15
RIP RAP TO
MATCH EXISTING
STREAMBED FILTER CLOTH
ELEVATION
WAMAM
MAINTENANCE
INSPECT TEMPORARY STREAM CROSSINGS AFTER RUNOFF — PRODUCING RAINS
TO CHECK FOR BLOCKAGE IN CHANNEL, EROSION OF ABUTMENTS, CHANNEL
SCOUR, RIPRAP DISPLACEMENT, OR PIPING. MAKE ALL REPAIRS IMMEDIATELY
TO PREVENT FURTHER DAMAGE TO THE INSTALLATION.
STREAM CROSSING FOR MAINTENANCE ACCESS
NOT TO SCALE
PIPE
A
)W
MAINTENANCE SCHEDULE
1.) INSPECT SEDIMENT FENCES AT LEAST ONCE A'; WEEK
AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
_ STONE IMMEDIATELY.
2.) REMOVE SEDIMENT AND RESTORE THE SEDIMENT
STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO ONE —HALF OF THE
DESIGN DEPTH OF THE STRUCTURE.
3.) ANY RIPRAP DISPLACED FROM THE HORSESHOE MUST
BE REPLACED IMMEDIATELY.
4.) AFTER ALL SEDIMENT PRODUCING AREAS HAVE BEEN
PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND
ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND
WITH THE ADJOINING AREAS AND PROVIDE PERMANENT
GROUND COVER.
ROADWAY SHOULDER
FLOW
SUPPORTED
WATER
BRIDGEMAT
DIVERSION
SYM.
i .. *. . ,
N.T.S.
N
THE CONTRACTOR SHALL PROVIDE, INSTALL, AND
MAINTAIN BRIDGE MATS AT ALL STREAM CROSSINGS
THOUGHOUT CONSTRUCTION. MAINTENANCE ACCESS
CROSSINGS SHALL NOT BE INSTALLED UNTIL ALL
OTHER CONSTRUCTION IS COMPLETE. NO STREAM
CHANNEL DISTURBANCE WILL BE ALLOWED WITH OUT
APPROVAL FROM THE ENGINEER.
REVISIONS
DESCRIPTION
CONSTRUC110N SPECIFICATIONS STREAM STABILIZATION
1. KEEP CLEARING AND EXCAVATION OF THE STREAM BANKS AND BED AND
APPROACH SECTIONS TO A MINIMUM.
2. DIVERT ALL SURFACE WATER FROM THE CONSTRUCTION SITE ONTO
UNDISTURBED AREAS ADJOINING THE STREAM.
3. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO THE STREAM FLOW.
4. ALIGN ROAD APPROACHES WITH THE CENTER LINE OF THE CROSSING FOR A
MINIMUM DISTANCE OF 30 FEET. RAISE BRIDGE
ABUTMENTS AND CULVERT FILLS A MINIMUM OF 1 FOOT ABOVE THE
ADJOINING APPROACH SECTIONS TO PREVENT EROSION FROM
SURFACE RUNOFF AND TO ALLOW FLOOD FLOWS TO PASS AROUND THE
STRUCTURE.
5. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING WATER, INCLUDING
PLANNED OVERFLOW AREAS, WITH RIPRAP OR OTHER SUITABLE
MEANS IF DESIGN VELOCITY EXCEEDS THE ALLOWABLE FOR THE IN -PLACE
SOIL (TABLE 8.05A, APPENDIX 8.05, NORTH CAROLINA EROSION AND
SEDIMENT CONTROL PLA ESIGN MANUAL).
6. ENSURE THAT BYPASS CHANNELS NECESSARY TO DEWATER THE CROSSING
SITE ARE STABLE BEFORE DIVERTING THE STREAM. UPON COMPLETION
OF THE CROSSING, FILL, COMPACT, AND STABILIZE THE BYPASS CHANNEL
APPROPRIATELY.
7. ANY IN— STREAM SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON
STABILIZATION OF THE AREA.
WATER
DIVERSION
CONSTRUCTION SPECIFICATIONS:
PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION.
KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE THE DAM
ABUTS THE CHANNEL BANKS.
EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK (FIGURE 6.838) TO KEEP WATER FROM
CUTTING AROUND THE ENDS OF THE CHECK DAM.
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.
PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION.
MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS,
ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
MAINTENANCE:
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER
DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS
AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS
BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER
IN THAT PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP —LINE AND PAVED CHANNELS).
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL
VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE
FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN
DESIGN HEIGHT AND CROSS SECTION.
TOP OF BANK
EXISTING
12" THICK 1,5' GRADE STONE CHECK DAM
#57 STONE
CLASS B 3
•: RIPRAP 9" MIN.
- - - - - — F-7 —
FLOW OF DITCH
A
NON —WOVEN FILTER 4$ -6= 2' MAX.
FABRIC UNDERLINER AT CENTER PROPOSED
SWALE
SECTION VIEW CROSS SECTION
STONE CHECK DAM
NOT TO SCALE
,
DATE
BY
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DATE:
MARCH,
2011
DESIGNED:
MAL
DRAWN:
AGP
CHECKED:
MAL
SCALE:
AS SHOWN
SHEET N0.
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FILTER FABRIC
I
PRODUCTS AT LEAST WEEKLY
I----I
EACH SIGNIFICANT (1/2 INCH
RIPRAP SIZE
GREATER) RAIN FALL EVENT,
REPAIR
IMMEDIATELY.
AND
THICKNESS VARIES
GROUND
MUST BE MAINTAINED, AND EROSION
SEE
CHART BELOW
NOTE: CLASS
A RIPRAP
SHALL BE 9"
THICK.
CLASS
B RIPRAP
SHALL BE 23"
THICK.
CLASS
I RIPRAP
SHALL BE 24"
THICK.
CLASS
II RIPRAP
SHALL BE 27"
THICK.
77
RIPRAP SWALE
RECP AS
MAINTENANCE
1. INSPECT ROLLED EROSION
CONTROL
PRODUCTS AT LEAST WEEKLY
AND AFTER
EACH SIGNIFICANT (1/2 INCH
OR
GREATER) RAIN FALL EVENT,
REPAIR
IMMEDIATELY.
2. GOOD CONTACT WITH THE
GROUND
MUST BE MAINTAINED, AND EROSION
CONTROL MUST NOT OCCUR
BENEATH
THE RECP.
�•c�:
Is
3. ANY AREAS OF THE RECP
THAT ARE
DAMAGED OR NOT IN CLOSE
CONTACT
WITH THE GROUND SHALL BE
REPAIRED
AND STAPLED.
4. IF EROSION OCCURS DUE
TO POORLY
CONTROLLED DRAINAGE, THE
PROBLEM
SHALL BE FIXED AND THE ERODED AREA
PROTECTED.
77
5. MONITOR AND REPAIR THE
RECP AS
NECESSARY UNTIL GROUND COVER
IS
ESTABLISHED.
•• •
W*^=Sj to o ,
B.) TAMP THE TRENCH FULL OF
STAPLES EVERY 12" ACROSS
EVERY 3' AROUND THE EDGE:
C.) OVERLAP
BURY UPPER END OF LOWER
STRIP AS IN 'A' AND 'B'. OVE
END OF TOP STRIP 18" AND
STAPLE EVERY 12" JUST
BELOW THE ANCHOR SLOT.
D.) EROSION STOP
FOLD OF JUTE BURIED
IN SLIT TRENCH AND
TAMPED. DOUBLE ROW
OF STAPLES.
■
Detail Sheets.dwg
ZAN' d>39m, Nola
4"
PREPARE
i I AS SPECIFIE12
NOTE:
OVERLAP SHALL BE
D BE OVERLAP
OCCURING ON DOWNSLOPE.
"ENKA-MAT" SWALE
IV
IV TYPICAL STAPLES
#8 GAUGE WIRE
y
0
JUTE 4" INTO THE SOIL
'URES AND STAPLE SECURELY.
STRIPS OF NET ARE LAID
SIDE, THE ADJACENT EDGES
3E OVERLAPPED 3" AND
iOGETHER. EACH STRIP OF J,„, Lt_V
NETTING SHOULD ALSO BE STAPLED
DOWN THE CENTER EVERY 3'. DO NOT
STRETCH WHEN APPLYING STAPLES
INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR RILL EROSION
DISLOCATION, OR FAILURE. WHERE EROSION IS OBSERVED, APPLY ADDITIONAL MULCH. IF
WASHOUT OCCURS, REPAIR THE SLOPE GRADE, RESEED, AND REINSTALL MULCH. CONTINUE
INSPECTIONS UNTIL VEGETATION IS FIRMLY ESTABLISHED.
NOTE:
ALL DITCHES DISTURBED AS A RESULT OF
CONSTRUCTION INSTALLATION OR EQUIPMENT
TRAFFIC WILL BE RESTORED WITH
INSTALLATION OF EXCELSIOR MATTING.
3
m
REVISIONS
SYM. DESCRIPTION
mwimm
DATE
3
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LINING
EXCELSIOR MAT 2'
—1 1
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DEPTH
OVERLAP AT SEAMS
STAPLES 2' O.C.
0'
•
BOTH DIRECTIONS
77
NOTE:
1.) PREPARE,
SEED,AND INSTALL SOIL EROSION CONTROL
BLANKET ON
DISTURBED AREA OF
DITCH.
2.) EXCELSIOR MATTING WILL BE NAG S150BN OR
AN
APPROVED EQUAL MATTING.
EXCELSIOR MAT
SWALE
i
6" MIN.
0
FILL FABRIC
W/ TOPSOIL
AND SEED &
MULCH
3
3 1/2"
MAX. 1
•
•i
4"
PREPARE
i I AS SPECIFIE12
NOTE:
OVERLAP SHALL BE
D BE OVERLAP
OCCURING ON DOWNSLOPE.
"ENKA-MAT" SWALE
IV
IV TYPICAL STAPLES
#8 GAUGE WIRE
y
0
JUTE 4" INTO THE SOIL
'URES AND STAPLE SECURELY.
STRIPS OF NET ARE LAID
SIDE, THE ADJACENT EDGES
3E OVERLAPPED 3" AND
iOGETHER. EACH STRIP OF J,„, Lt_V
NETTING SHOULD ALSO BE STAPLED
DOWN THE CENTER EVERY 3'. DO NOT
STRETCH WHEN APPLYING STAPLES
INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR RILL EROSION
DISLOCATION, OR FAILURE. WHERE EROSION IS OBSERVED, APPLY ADDITIONAL MULCH. IF
WASHOUT OCCURS, REPAIR THE SLOPE GRADE, RESEED, AND REINSTALL MULCH. CONTINUE
INSPECTIONS UNTIL VEGETATION IS FIRMLY ESTABLISHED.
NOTE:
ALL DITCHES DISTURBED AS A RESULT OF
CONSTRUCTION INSTALLATION OR EQUIPMENT
TRAFFIC WILL BE RESTORED WITH
INSTALLATION OF EXCELSIOR MATTING.
3
m
REVISIONS
SYM. DESCRIPTION
mwimm
DATE
BY
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VV)i wco Q
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—1 1
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U.
TOP OF DITCH SLOPE ROCK SILT CHECK
SEE DETAIL
iiiii =iiui OF DITCH
E DITCH o�� FLOW LINE �F�w LINE
MAINTENANCE SCHEDULE
1.) INSPECT STRUCTURE AT LEAST IIIII=
ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2.) REMOVE SEDIMENT AND RESTORE
THE SEDIMENT STORAGE AREA TO ITS
ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO
ONE —HALF OF THE DESIGN DEPTH OF
THE STRUCTURE.
3.) ANY RIPRAP DISPLACED FROM THE
ROCK SILT CHECK MUST BE REPLACED
IMMEDIATELY.
ELEVATION
In MM31spla
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DATE:
DESIGNED:
t•
SCALE-
AS SHOWN
SHEET NO.
D.12

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_____x_____x
POLE FOR YARD LIB, , ,
F FEED
i
250 mcm COPPER (typ) (�
0
inch BY 10 foot
COPPER CLAD GROUNDING, (a
ROD (typ) �.I
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ELECTRICAL CONTROLS CONCRETE PA
11
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Electrical 8 -8 -201
ELECTRICAL CONTROLS WEATHER H OO
GROUNDING RING -/
EXISTING GAS MA ��c�
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STAND -BY
GENERATOR
NATURAL GAS
FUELED
10OKW
12:011
24.0" MIN.
./
SAND OR
SELECT
FILL
WEATHER HOOD FIXTURE
N.T.S.
LUMINAIRE REQUIREMENTS
1. MOLDED 100% ACRYLIC DIFFUSE LENS (NOT CLEAR) FULLY GASKETED WITH
FIBERGLASS OR PLASTIC HOUSING.
2. PROVIDE A MINIMUM OF 6 PLASTIC LATCHES TO SECURE LENS.
3. BALLAST SHALL BE HIGH POWER FACTOR ( > .95) INSTANT START CLASS P NOTE:
ELECTRONIC BALLAST WITH A SOUND RATING OF "A ". SECURE BALLAST TO CONTRACTOR SHALL
HOUSING WITH AT LEAST ONE SCREW AND SLIP -ON BRACKET OR 2 SCREWS SLOPE FLOOR TO
- ONE AT EACH END. DRAIN AFTER
4. UL LISTED FOR DAMP OR WET LMEL AS INDICATED. GENERATOR IS
INSTALLED
5. OVERALL LUMINAiRE LENGTH SHALL BE 48" NOMINAL EXISTING GRADE
6. SPACING TO MOUNTING HEIGHT RATIO = 1.5
7. HOUSING SHALL HAVE INTERNAL GREEN GROUNDING
SCREW.
HOUSING O IONS 6 MIL VISQUEEN
1. UL LISTED FOR
= iii =iii
iiii nr- _err =�u
1
VARIES
16"
GROUT
TO DRAIN
7
6 "J #4 16" O.C.
EACH WAY
l
16" O.C.
,H WAY
2" LOCKABLE
GATE VALVE
J2" NPT
1 CONNECTION
TYPE A - 1 1732/178 LAMP. DAMP LOCATIONS. PERIMETER INSULATION -' 112 �--�' 2 - #4 REBAR CONT.
TYPE B - 2 F32/T8 LAMPS. 2. UL LISTED FOR 1" POLYSTYRENE
WET LOCATIONS. 6" MIN. COMPACTED
STONE BASE
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EMERGENCY GENERATOR PAD DETAIL
N.T.S.
ELECTRICAL
LEGEND AND ABBREVIATIONS
ONE - LINES
0
NOTES:
TRANSFORMER WITH PRIMARY AND SECONDARY
1. CONTRACTOR IS RESPONSIBLE FOR ROUTING ALL CONDUITS. THIS SHALL INCLUDE ALL CONDUITS INDICATED ON
THE ONE- LINES, PLANS, AND PANEL SCHEDULES
VOLTAGE, KVA RATING AND CONNECTION INDICATED.
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12.2. 47 KY- 480j277V
2. PUMPS, LEVEL FLOAT SWITCHES, AND PUMP CONTROL PANEL (PCP) PROVIDE WITH PUMPS. PCP INSTALLED &
3PH. 6OW
WIRED BY THE ELECTRICAL CONTRACTOR (E.C.). PUMPS AND FLOATS INSTALLED BY OTHERS AND WIRED BY E.C.
ONE -UNE SHOWING POWER, CONTROL CABLE AND CONDUIT
WHERE REQUIRED.
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NCC -3. t.5. 20
CIRCUIT NO. MCC -3 WITH THREE (3) #6AWG,
3. CABLE PROVIDED WITH PUMPS AND FLOATS. CONDUIT AND INSTALLATION BY ELECTRICAL CONTRACTOR.
FOUR #12AWG, AND A #6 EQUIPMENT GROUND
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IN A 11" CONDUIT TO A 20 HP LOAD.
4. WE?WELL IS CLASSIFIED HAZARDOUS, CLASS 1, GROUP D BY THE NEC. ALL CONDUITS ENTERING THIS AREA
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SHALL BE PROVIDED WITH SUITABLE SEALOFFS. CONDUITS FROM WETWELL TO PUMP CONTROL PANEL SHALL BE
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DENOTES ALL OR PART OF CONDUIT IS UNDERGROUND
RIGID STEEL
5. CONTRACTOR SHALL FIELD VERIFY EQUIPMENT LOCATIONS PRIOR TO INSTALLATION OF ! CABLE AND CONDUIT.
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LOW VOLTAGE AIR CIRCUIT BREAKER,
6. ALL ELECTRICAL WORK SHALL CONFORM TO THE NEC, NC STATE BUILDING CODE, AND ALL LOCAL CODES AND
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3 POLE, 50 AMPERE
ORDINANCES.
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FUSE AND DISCONNECT SWITCH
7. ALL ELECTRICAL EQUIPMENT SHALL BE THIRD PARTY LISTED AS REQUIRED BY THE STATE OF NORTH CAROLINA
•
DATE:
MARCH,
8. UNLESS OTHERWISE NOTED, EXPOSED CONDUIT SHALL BE RIGID STEEL.. UNDERGROUND CONDUIT FOR
DESIGNED-
"
SIZE 3 COMBINATION MAGNETIC
TELEPHONE AND CONDUIT NOT ENTERING HAZARDOUS AREAS MAY BE PVC SCHEDULE 80.
DRAWN:
AGP
MOTOR STARTER
9. UNLESS OTHERWISE NOTED, OR REQUIRED BY CODE CABLE SHALL BE TYPE THWN STRANDED COPPER.
PLANS
10. DISCONNECT SWITCHES SHALL BE HEAVY DUTY, SERVICE ENTRANCE RATED, RATINGS !INDICATED.
HEAVY LINES INDICATE NEW WORK
11. ANY AND ALL NUTS, BOLTS, ANCHORS, FASTENERS, OR OTHER MISC. METALS SHALL' BE OF 316 STAINLESS
STEEL UNLESS OTHERWISE DIRECTED BY THE ENGINEER PRIOR TO INSTALLATION.
LIGHT LINES INDICATE EXISTING EQUIPMENT
12. INSURE THAT NO DISSIMILAR METALS ARE IN CONTACT WITH EACH OTHER. USE NYLON WASHERS OR SPACERS
CONDUIT EXPOSED
TO PREVENT CONTACT.
CONDUIT CONCEALED
13. ALL CONTROL PANELS ETC. ARE TO BE NEMA 4X WITH ALL HINGES ETC. MADE FROM STAINLESS STEEL. DO
NOT PAINT ANY STAINLESS STEEL OR ALUMINUM.
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CONDUIT TURNING UP, CONDUIT TURNING DOWN
14. COORDINATE EXACT UTILITY REQUIREMENTS WITH SERVING UTILITY. PROVIDE METER AND BASE IN ACCORDANCE
---- 310 LP -2
TYPICAL_ HOMERUN TO BE ROUTED TO LIGHTING PANEL
WITH UTILITY. GROUND SERVICE AND EQUIPMENT IN ACCORDANCE WITH ART. 240 OR THE N.E.C. (CURRENT
"LP" CIRCUIT NUMBER 2. SHORT DASH INDICATES PHASE
EDITION).
CONDUCTOR, LONG DASH INDICATES NEUTRAL CONDUCTOR,
CIRCULAR DASH INDICATES GROUND WIRE.
15. SWITCH SHALL HAVE SERVICE ENTRY LABEL AND PROVIDE OVERCURRENT PROTECTION. MOUNT TO GENERATOR
OUTPUT BOX.
®
FLUORESCENT LIGHTING FIXTURE, SEE UGHTING SCHEDULE
16. SEAL ALL CONDUIT PENETRATIONS TO WET WELL WITH CLEAR SILICONE (TYP.).
LIGHT FIXTURE, SEE LIGHTING SCHEDULE
17. ELECTRIC EQUIPMENT SHALL WITH STAND 110 MPH WIND GUST.
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UNDERGROUND CONCRETE ENCASED DUCT BANK
18. GROUND ALL METAL PARTS AND COMPONENTS.
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UNDERGROUND DIRECT BURIED CONDUITS
19. ATS SHALL HAVE DUAL LUGS AS REQUIRED FOR CABLE INDICATED.
STONE FREE
GROUND CONDUCTOR
COMPACTED
BACKFILL
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SINGLE POLE SWITCH
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THREE WAY SWITCH
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WEATHER PROOF SWITCH
$" WIDE (MIN)
DUPLEX RECEPTACLE. 120 VOLT
WARNING TAPE
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GROUND FAULT CIRCUIT INTERRUPTER
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WEATHERPROOF RECEPTACLE
TELEPHONE OUTLET
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JUNCTION BOX
CONDUIT TYPE
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LIGHTING PANEL
PER
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MISCELLANEOUS PANEL
SPECIFICATIONS,
SIZE PER
COMBINATION MOTOR STARTER
ONE -LINE
DIAGRAM.
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DISCONNECT SWITCH
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DATE:
MARCH,
2011
DESIGNED:
CONCRETE SLAB W/
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POST FOOTINGS AS REQUIRED
BY STRUCTURE MANUFACTURER
ELECTRICAL LAYOUT DETAIL
GRAVELY HILL
6 lengths #5 rebar in
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2 POLE
VENTILATION
SWITCH
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DATE:
MARCH,
2011
DESIGNED:
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POST FOOTINGS AS REQUIRED
BY STRUCTURE MANUFACTURER
ELECTRICAL LAYOUT DETAIL
GRAVELY HILL
6 lengths #5 rebar in
each mast base to tie
slab to masts
2 POLE
VENTILATION
SWITCH
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2' MIN:
OPEN ALUMINUM
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CONTRACTOR SHALL PROVIDE AND
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SHELTER MEETING APPLICABLE REQUIREMENTS
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OF THE CITY OF MEBANE BUILDING CODE.
THE STRUCTURE SHALL BE ASSEMBLED AND
MOUNTED PER MANUFACTURE RECOMMENDATIONS
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THE SHELTER SHALL BE SIZED TO PROVIDE A
W
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MINIMUM OF 2' OVERHANG EITHER SIDE OF
W
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CONCRETE SLAB.
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DATE:
MARCH,
2011
DESIGNED:
BGL
DRAWN:
AGP
CHECKED:
BGL