SWG040115_Apprentice Academy Combined Sewer Extension Plans_10/29/2019

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Project Location
VICINITY MAP
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Know what's below.
Call before you dig.
THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT
THE LOCATION AND/OR ELEVATION OF EXISTING
UTILITIES AS SHOWN ON THESE PLANS IS BASED ON
RECORDS OF THE VARIOUS UTILITY COMPANIES AND,
WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE
FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS
BEING EXACT OR COMPLETE. SC LAW REQUIRES THE
CONTRACTOR TO CALL THE UTILITY PROTECTION
CENTER AT LEAST 72 HOURS BEFORE ANY
EXCAVATION TO REQUEST EXACT FIELD LOCATION OF
UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO COORDINATE THE RELOCATION OF
ALL THE UTILITIES WHICH CONFLICT WITH THE
PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.
Utility Contacts Contacts
Water, Wastewater Utility Provider:
Contact: Mr. Rich Riser
City of Monroe Water and Sewer
Telephone: [phone]
Email: [e-mail]
Surveyor Information:
Griffin Surveying Services, PA
Contact: David E. Griffin
Address: 1310 Brief Road East, Monroe, NC 28110
Phone: [phone]
Fax: [phone]
Email: [e-mail]
TO SERVE THE APPRENTICE ACADEMY HIGH SCHOOL
IN UNION COUNTY, NORTH CAROLINA
SHEET INDEX
SHEET: SHEET NO
COVER SHEET
EXISTING CONDITIONS PLAN (STA. 0+00 TO STA. 21+50) SS1.0
EXISTING CONDITIONS PLAN (STA. 21+50 TO STA 45+47) SS1.1
CLEARING AND GRUBBING PLAN (STA. 0+00 TO STA. 21+50) SS2.0
CLEARING AND GRUBBING PLAN (STA. 21+50 TO STA 45+47) SS2.1
OVERALL SANITARY SEWER PLAN SS4.0
SANITARY SEWER PLAN AND PROFILE (STA. 0+00 TO STA. 10+00) SS4.1
SANITARY SEWER PLAN AND PROFILE (STA. 10+00 TO STA. 21+50) SS4.2
SANITARY SEWER PLAN AND PROFILE (STA. 21+50 TO STA. 35+00) SS4.3
SANITARY SEWER PLAN AND PROFILE (STA. 35+00 TO STA. 45+47) SS4.4
SANITARY SEWER DETAILS (SHEET 1 OF 3) SS6.0
SANITARY SEWER DETAILS (SHEET 2 OF 3) SS6.1
SANITARY SEWER DETAILS (SHEET 3 OF 3) SS6.2
Owner Information:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
ALL WORK SHALL CONFORM TO THE CURRENT CITY OF
MONROE'S WATER RESOURCES DEPARTMENT
STANDARD SPECIFICATIONS AND DETAILS. ANY
DISCREPANCIES BETWEEN THE PLANS AND
SPECIFICATIONS SHALL BE SUBJECT TO THE DECISION
OF THE WATER RESOURCES ENGINEERING MANAGER
OF THEIR AUTHORIZED REPRESENTATIVE.
Project No. 18219-1090
IIIII DWG NO. 01,1307-D2 IIII

LEGEND
PL EXISTING PROPERTY LINE - EXISTING STREAM CENTERLINE
260 EXISTING CONTOUR MAJOR -\/1558,/\ BASE FLOOD ELEVATION
EXISTING CONTOUR MINOR I I AREA OF FLOODWAY
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN
EXISTING ASPHALT 500-YEAR FLOODPLAIN
W W W EXISTING WETLAND AREA
500 YEAR FLOODPLAIN LIMITS
100 YEAR FLOODPLAIN LIMITS CAMP BRANCH CREEK
BOTTOM OF CREEK: ± 571' MARTHA H LAI
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RIM: 582.19 � \
INV. IN:571.99 \ �0 /
INV. OUT: 571.84 O 1 BEARSKIN CREEK
BOTTOM OF CREEK: ± 572'
EXISTING 6-INCH
SANITARY SEWER LINE
EXISTING SSMH 49 // 100 YEAR FLOODWAY LIMITS
RIM: 580.95 1 APPROXIMATE LOCATION OF
INV. IN: 572.05 / �
INV. OUT: 571.85 / EXISTING WOOD LINE 00
1 /
EXISTING CONDITIONS PLAN
STA. 0+00 TO STA.10+00
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APPROXIMATE LOCATION OF
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OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
1
( IN FEET )
REVISION
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DWG NO.0191307-D23

LEGEND
PL EXISTING PROPERTY LINE o EXISTING STREAM CENTERLINE
260 EXISTING CONTOUR MAJOR BASE FLOOD ELEVATION
EXISTING CONTOUR MINOR AREA OF FLOODWAY
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN
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PROPOSED p,LIGNM Y SEWER EASEMENT
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30+00
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OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
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REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
1
REVISION
DATE
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EXISTING CONDITIONS PLAN �° �� ° �° 150 PROJECT NO.
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( IN FEET )
DWG NO.0191307-DHi

LEGEND
PL EXISTING PROPERTY LINE - EXISTING STREAM CENTERLINE
— EXISTING CONTOUR MAJOR BASE FLOOD ELEVATION
EXISTING CONTOUR MINOR AREA OF FLOODWAY
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN
EXISTING ASPHALT 500-YEAR FLOODPLAIN
W W W EXISTING WETLAND AREA LIMITS OF DISTURBANCE
CLEARING AND GRUBBING LIMITS
REVISION
OWNER INFORMATION:
# DATE
777WOWNER: BC CONSTRUCTION GROUP, LLC
CONTACT: MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS: 400 WEST NORTH STREET, SUITE 112
CITY, STATE: RALEIGH, NORTH CAROLINA 27603
TELEPHONE: [phone]
LIMITS OF 500 YEAR EMAIL: [e-mail] Q
FLOODPLAIN
CAMP BRANCH LIMITS OF 100 YEAR a z w W Q a o
FLOODPLAIN w o w
REFERENCES:
APPROXIMATE LOCATION OF
EXISTING WOOD LINE 1. REFERENCE IS MADE TO A SEWER
" TOPOGRAPHIC SURVEY PROVIDED BY \\\�������\\\N1��lV��'i�i,�%
GRIFFIN SURVEYING SERVICES, P.A., ��cm
Q DATED MARCH 15, 2019 �'
2. RERERENCE IS MADE TO NORTH = y`o �; N __
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16, y o 0
2008. • ,� W z�
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2. AS -BUILT TOPOGRAPHIC SURVEY
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SURVEYOR TO BE PROVIDED BY Ei =vo
EXISTING MANHOLE CONTRACTOR UPON PROJECT =y^ w
COMPLETION.
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UN -NAMED FILE NAME:
TRIBUTARY
REFERENCE FILE: SHEET
I82I9-I090
CLEARING AND GRUBBING PLAN BATSE.dwg SS20
50 25 50 150 PROJECT NO.
(STA. 10+00 TO STA. 21 +50)
I82I9-I090
( IN FEET) DWG NO. 01,1307—D23

LEGEND
PL EXISTING PROPERTY LINE — EXISTING STREAM CENTERLINE
260 EXISTING CONTOUR MAJOR ­/ 558\/\/— BASE FLOOD ELEVATION
EXISTING CONTOUR MINOR I AREA OF FLOODWAY
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN
EXISTING ASPHALT 500-YEAR FLOODPLAIN
W W W EXISTING WETLAND AREA LIMITS OF DISTURBANCE
CLEARING AND GRUBBING LIMITS
APPROXIMATE
LOCATION OF
EXISTING WOOD
LINE
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TRIBUTARY
PL PL
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PL BENCHMARK
pL N: 453529.71
PL E: 1524648.47
PL
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EXISTING FENCELINE
SECTIONS CROSSING
PROPOSED WASTEWATER
EXTENSION TO BE
REMOVED AND RELOCATED
CLEARING AND GRUBBING PLAN
(STA. 35+00 TO STA. 45+47)
PL
EXISTING
HORSE GRAVES
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45+30
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OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
( IN FEET )
( IN FEET )
REVISION
DATE
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BASE.dwg SS2
PROJECT NO.
I82I9-I090
DWG NO.019D07-D23

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LEGEND
PL EXISTING PROPERTY LINE o EXISTING STREAM CENTERLINE PROPOSED 8-INCH WASTEWATER GRAVITY
EXISTING CONTOUR MAJOR BASE FLOOD ELEVATION PROPOSED 30-FOOT WASTEWATER EASEMENT
EXISTING CONTOUR MINOR AREA OF FLOODWAY PROPOSED WASTEWATER MANHOLE
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN SF PROPOSED SILT FENCE
EXISTING ASPHALT 500-YEAR FLOODPLAIN PROPOSED GRASSING
W W W EXISTING WETLAND AREA LIMITS OF DISTURBANCE PROPOSED EROSION CONTROL MATTING
PROPOSED SEDIMENT LOG
PROPOSED TEMPORARY CONSTRUCTION
1 T� ENTRANCE
CONSTRUCTION SEQUENCE
i:7xy=1DAmmIN V LYiUJ/_lI=1Aw=1VLYiIId;ld0]►Ti
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL QUALITY (NCDEQ)
2. NOTIFY NCDEQ REGIONAL OFFICE 48 HOURS
PRIOR TO LAND DISTURBANCE ACTIVITY.
3. CONDUCT PRE -CONSTRUCTION MEETING
WITH NCDEQ REPRESENTATIVE, OWNER,
AND CONTRACTOR TO DISCUSS THE
MEASURES AND HOW TO FOLLOW SWPPP
STANDARDS BEFORE WORK BEGINS.
4. CLEAR AND GRUB AS NECESSARY ALONG
THE LIMITS OF DISTURBANCE FOR
INSTALLATION OF PERIMETER CONTROLS
AND BEST MANAGEMENT PRACTICES (BMPs)
(CONSTRUCTION ENTRANCE, SILT FENCE)
5. INSTALL PROPOSED SEDIMENT TUBES AT
THE TOP OF THE SLOPES OF THE BANKS TO
PROTECT THE CREEK AREA BEFORE
CONSTRUCTION AT THE TWO (2) CREEK
CROSSINGS.
6. ONCE PERIMETER CONTROLS AND BMPs ARE
IN PLACE, BEGIN INSTALLATION OF SANITARY
SEWER LINE.
7. IMMEDIATELY FOLLOWING INSTALLATION AT
THE TWO (2) CREEK CROSSING, INSTALL
EROSION CONTROL MATTING ALONG THE
BANK SLOPES. GRASS IMMEDIATELY.
8. MAINTAIN ALL EROSION AND SEDIMENT
CONTROL MEASURES FOR THE DURATION OF
THE PROJECT.
9. GRASS DISTURBED AREAS IMMEDIATELY
UPON COMPLETION OF WORK IN THE AREA.
STABILIZE THE DISTURBED AREAS AT LEAST
WEEKLY UNTIL THE SITE IS RELEASED.
10. FOLLOWING COMPLETION OF UTILITY
CONSTRUCTION WITHIN THE FLOODPLAIN,
GROUND ELEVATIONS SHALL BE RETURNED
TO THE PREDEVELOPMENT ELEVATIONS SO
AS NOT TO REDUCE THE FLOOD STORAGE
VOLUME OF THE FLOODPLAIN.
11. SITE GRADING SHALL NOT BE MODIFIED.
EXISTING DRAINAGE PATTERNS SHALL NOT
BE ALTERED AND NO NEW CONCENTRATED
FLOWS SHALL BE DEVELOPED.
12. THERE SHALL BE NO PERMANENT OR
TEMPORARY STORAGE OF MATERIAL OR
EQUIPMENT WITHIN THE FLOODPLAIN.
EROSION AND SEDIMENT CONTROL PLAN
STA. 0+00 TO STA.10+00
GRASS DISTURBED
AREAS
EROSION AND SEDIMENT CONTROL PLAN
STA. 10+00 TO STA. 21 +50
i
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OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
( IN FEET )
( IN FEET )
REVISION
DATE
IIII/1V 10/16/19 REVISIONS PER UNION CO. III
IIII/-I 10/15/19 DEQ REVISIONS III
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PROJECT NO.
I82I9-I090
DWG NO.0191307-D23

LEGEND
PL EXISTING PROPERTY LINE o EXISTING STREAM CENTERLINE 8ww PROPOSED 8-INCH WASTEWATER GRAVITY
EXISTING CONTOUR MAJOR —\/,558,/\/— BASE FLOOD ELEVATION PROPOSED 30-FOOT WASTEWATER EASEMENT
EXISTING CONTOUR MINOR I AREA OF FLOODWAY 0 PROPOSED WASTEWATER MANHOLE
16W EXISTING 16-INCH WATER MAIN 100-YEAR FLOODPLAIN SF PROPOSED SILT FENCE
EXISTING ASPHALT 500-YEAR FLOODPLAIN \L/ PROPOSED GRASSING
EXISTING WETLAND AREA LIMITS OF DISTURBANCE PROPOSED EROSION CONTROL MATTING
PROPOSED SEDIMENT LOG
PROPOSED TEMPORARY CONSTRUCTION
TC ENTRANCE
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OWNER INFORMATION:
OWNER:
CONTACT:
ADDRESS:
CITY, STATE:
TELEPHONE:
EMAIL:
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EROSION AND SEDIMENT CONTROL PLAN
STA. 35+00 TO STA. 45+74
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BC CONSTRUCTION GROUP, LLC
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
400 WEST NORTH STREET, SUITE 112
RALEIGH, NORTH CAROLINA 27603
[phone]
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
t©�
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
IIII/-�\I 10/15/19 DEQ REVISIONS III
o
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NG I NEE,?
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S J 'JN
( IN FEET )
CONSTRUCTION SEQUENCE
1.
RECEIVE STORMWATER PERMIT FROM NORTH
[�
CAROLINA DEPARTMENT OF ENVIRONMENTAL
QUALITY (NCDEQ)
+
2.
NOTIFY NCDEQ REGIONAL OFFICE 48 HOURS PRIOR
TO LAND DISTURBANCE ACTIVITY.
3.
CONDUCT PRE -CONSTRUCTION MEETING WITH
NCDEQ REPRESENTATIVE, OWNER, AND
CONTRACTOR TO DISCUSS THE MEASURES AND HOW
TO FOLLOW SWPPP STANDARDS BEFORE WORK
P
BEGINS.
4.
CLEAR AND GRUB AS NECESSARY ALONG THE LIMITS
OF DISTURBANCE FOR INSTALLATION OF PERIMETER
CONTROLS AND BEST MANAGEMENT PRACTICES
Q/11U
o
(BMPs) (CONSTRUCTION ENTRANCE, SILT FENCE)
w
5.
INSTALL PROPOSED SEDIMENT TUBES AT THE TOP OF
THE SLOPES OF THE BANKS TO PROTECT THE CREEK
AREA BEFORE CONSTRUCTION AT THE TWO (2)
w
CREEK CROSSINGS.
Q
6.
ONCE PERIMETER CONTROLS AND BMPs ARE IN
PLACE, BEGIN INSTALLATION OF SANITARY SEWER
Z
LINE.
�
O
7.
IMMEDIATELY FOLLOWING INSTALLATION AT THE TWO
�-+
(2) CREEK CROSSING, INSTALL EROSION CONTROL`
U
MATTING ALONG THE BANK SLOPES. GRASS
P�
IMMEDIATELY.
EXISTING MANHOLE 8.
MAINTAIN ALL EROSION AND SEDIMENT CONTROL
Z
STATION 45+47
MEASURES FOR THE DURATION OF THE PROJECT.
9.
GRASS DISTURBED AREAS IMMEDIATELY UPON
COMPLETION OF WORK IN THE AREA. STABILIZE THE
DISTURBED AREAS AT LEAST WEEKLY UNTIL THE SITE
u
IS RELEASED.
`
10.
FOLLOWING COMPLETION OF UTILITY CONSTRUCTION
0
[�
�d
WITHIN THE FLOODPLAIN, GROUND ELEVATIONS
C
�d
SHALL BE RETURNED TO THE PREDEVELOPMENT
H
ELEVATIONS SO AS NOT TO REDUCE THE FLOOD
STORAGE VOLUME OF THE FLOODPLAIN.
P�
11.
SITE GRADING SHALL NOT BE MODIFIED. EXISTING
U
C
DRAINAGE PATTERNS SHALL NOT BE ALTERED AND
�
�
U
un
O
NO NEW CONCENTRATED FLOWS SHALL BE
a
DEVELOPED.
12.
THERE SHALL BE NO PERMANENT OR TEMPORARY
FILE NAME:
STORAGE OF MATERIAL OR EQUIPMENT WITHIN THE
SS3.I.dwg
FLOODPLAIN.
REFERENCE FILE:
SHEET
n
I82I9-I090
BASE.dwg
SS31PROJECT
50
25
0 50 150
NO.
I82I9-I090
( IN FEET )
DWG No. 0Il,1307-D23 II

Z_N
A
\ EXISTING SSMH 49A
A�
P
pL
PL
SHEET SS4.1-PL
PL-
- PL +
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i / \ MANHOLE #1
EXISTING SSMH 49 0
EXISTING
I CENTERLINE O .
\ BEARSKIN C EK
DELINEATED
WETLAND
MANHOLE #3
. . 0 '-8. . . t * * I .
MANHOLE #2 x
MANHOLE #4
FEMA 100-YR .
FLOODPLAIN
EXISTING CENTERLINE OF
CAMP BRANCH CREEK-
:
1
ZONE X
1
L
-\MANH
MARTHA A LAND
924 ASHLEY GLEN DRIVE
ID 09-316-002
#5
TJ LIMITS ZONE X
CITY OF MONROE E
UNION COUNN
LEGEND
PL EXISTING PROPERTY LINE 8WW PROPOSED 8-INCH SANITARY SEWER GRAVITY
EXISTING ASPHALT PROPOSED 30-FOOT SANITARY SEWER EASEMENT
W W W EXISTING WETLAND AREA PROPOSED SANITARY SEWER MANHOLE
OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
EXISTING
�S4.2
CENTERLINE OFEET UNNAMED
� TRIBUTARY
FEMA 100-
FLOODPL,
O i
+ MANHOLE
#7
. \ \ 10
. . . . . . . . . . . . . .
MARTHA A LAND
924 ASHLEY GLEN DRIVE
1 ID 09-316-002
DELINEATED ZONE AE
WETLAND
0
SANITARY SEWER NOTES:
PER CITY OF MONROE AND NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) STANDARDS:
1. MAINTAIN MINIMUM 18-INCHES VERTICAL CLEARANCE FOR WATER MAINS INSTALLED ABOVE AND BELOW SEWER MAINS.
2. WHENEVER IT IS NECESSARY FOR A SEWER MAIN TO CROSS UNDER A WATER MAIN WITH LESS THAN 18-INCHES OF VERTICAL
SEPARATION, THE WATER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE FOR A DISTANCE OF 10-FEET ON EACH SIDE OF THE
POINT CROSSING BY USE OF A SINGLE PIECE OF PIPE.
3. THE SELECTION OF THE TYPE OF PIPE TO BE INSTALLED IS BASED ON THE FOLLOWING CONDITIONS PER STANDARD DETAIL 12.09.00:
3.1. DEPTH OF BURY <3 FEET SHALL ALWAYS REQUIRE THE INSTALLATION OF SEWER RATED DUCTILE IRON PIPE.
3.2. DEPTH OF BURY >20 FEET SHALL ALWAYS REQUIRE THE INSTALLATION OF SEWER RATED DUCTILE IRON PIPE.
3.3. DEPTH OF BURY <12 FEET AND >3 FEET SHALL PERMIT THE INSTALLATION OF SDR-35 PVC PIPE PROVIDED IT IS IN ACCORDANCE
WITH GENERAL SEPARATION DISTANCE REQUIREMENTS.
3.4. DEPTH OF BURY >3 FEET AND <20 FEET SHALL PERMIT THE INSTALLATION OF PVC C900 DR-25.
3.5. PVC SDR-35 SHALL ALWAYS REQUIRE A MINIMUM OF TYPE III BEDDING PER THE STANDARD DETAIL 12.09.00.
3.6. PVC C900 DR-25 SHALL ALWAYS REQUIRE A MINIMUM OF TYPE II BEDDING PER THE STANDARD DETAIL 12.09.00. TYPE III MAY BE
REQUIRED WHERE ROCKY CONDITIONS ARE ENCOUNTERED.
4. MANHOLE SELECTION:
4.1. MANHOLES WILL BE FURNISHED WITH THE FOLLOWING CLEAR INSIDE DIAMETERS ACCORDING TO THE SEWER MAIN DIAMETER:
8-INCH TO 12-INCH PIPE, 4-FOOT MANHOLE
4.2. THE MANHOLE DIAMETER FOR A GIVEN PIPE SIZE MAY BE INCREASED FROM THAT SHOWN ABOVE FOR APPLICATIONS WHERE THE
ANGLE BETWEEN THE INFLUENT AND EFFLUENT PIPES PRECLUDES PROPER INSTALLATION OF THE PIPE CONNECTIONS IN THE
STANDARD SIZE MANHOLE.
4.3. ALL MANHOLES FOR 8-INCH SEWER MAIN SHALL BE FOUR (4) FEET IN DIAMETER UNLESS OTHERWISE DIRECTED AS PER ABOVE.
ALL MANHOLES CONSTRUCTED WITH AN INVERT SEPARATION OF 2.5 FEET OR GREATER SHALL INCLUDE AN OUTSIDE DROP PER
STANDARD DETAIL 12.03.00.
4.4. INFLOW DISHES/INSERTS SHALL BE INSTALLED ON ALL NEW MANHOLES, FOR MAINS 12-INCHES OR LESS, WITH THE EXCEPTION
TO CROSS-COUNTRY TYPE MANHOLES.
4.5. CROSS-COUNTRY MANHOLES: ALL MANHOLES LOCATED OUTSIDE OF THE PUBLIC RIGHT-OF-WAY SHALL BE CONSIDERED
CROSS-COUNTRY MANHOLES AND SHALL BE DESIGNED IN ACCORDANCE WITH STANDARD DETAIL 12.02.00 OF THESE
SPECIFICATIONS. ALL FRAME AND COVERS SHALL UTILIZE A COVER -TO -SWIVEL FUNCTION. MANHOLES SHALL BE 2 FEET ABOVE
FINAL GRADE WITH A PERMITTED TOLERANCE OF 6-INCHES. SPECIAL CONDITIONS MAY REQUIRE THESE MANHOLES TO BE
INSTALLED FLUSH WITH OR BELOW THE GROUND. WRITTEN PERMISSION FROM THE WATER RESOURCES ENGINEER SHALL BE
REQUIRED BEFORE SUCH INSTALLATIONS ARE PERMITTED.
4.6. CONCENTRIC CONE MANHOLE: IN LOCATIONS WHERE THE DEPTH OF BURY OF THE MANHOLE IS LESS THAN 5 FEET A
CONCENTRIC MANHOLE SHALL BE INSTALLED WITHOUT STEPS DESIGNED IN ACCORDANCE WITH STANDARD DETAIL 12.05.00. ALL
OTHER MANHOLE INSTALLATIONS SHALL REQUIRE AN ECCENTRIC CONE. FLAT TOP MANHOLES SHALL NOT BE PERMITTED
UNLESS A DESIGN REVIEW IS COMPLETED BY WATER RESOURCES ENGINEER AN D WRITTEN PERMISSION IS GRANTED.
4.7. RIM ELEVATIONS OF ALL MANHOLES SHALL BE SHOWN ON THE PLANS. MANHOLES WITH RIM ELEVATIONS BELOW THE 100-YEAR
FLOOD ELEVATION SHALL HAVE SEALED WATERTIGHT LIDS. THESE LOCATIONS SHALL BE SHOWN ON THE PLANS. OUTSIDE VENTS
FOR WATERTIGHT LID MANHOLES SHALL BE LOCATED EVERY 1000-FEET AND SHALL CONFORM TO THE PLAN DETAIL WITH THE
OPENING OF THE VENT AT LEAST TWO FOOT ABOVE THE 100-YEAR FLOOD ELEVATION. PLEASE REFER TO STANDARD DETAIL
12.08.00.
'REFER TO CITY OF MONROE STANDARD SPECIFICATIONS AND DESIGN MANUAL FOR COMPLETE WASTEWATER SPECIFICATIONS.
b
ALEXANDER FRANK HOWARD PL'
2506 WEDDINGTON RD /
ID 09-316-002E ' PL
L
SHEET SS4.4
SHEET SS4.3 MAN /LE MANHOLE #14 ALEXANDER FRANK HOWARD
� Q� � / AND SHERRY P
DELINEATED 2506 WEDDINGTON RD
e00 ID 09-316-002A
a � MANHOLE #12 6� � 1� 0 WETLAND
MANHOLE #8 �Q'� �j �Qj X
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MANHOLE 415 _ 1+ 42+00 4 + 4
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MANHOLE #17
CONNECTION TO MANHOLE
AT APPRENTICE ACADEMY
APPRENTICE ACADEMY
HIGH SCHOOL
BENCHMARK 4+00 5
/ J / N: 453529.71
d r yk E: 1524648.74 ` 45+30
/ MANHOLE #9
\ 31c3)''00 3.MANHOLE #16 / ld
2�+00
+00
26+00 7+00
/ \ \ RONNIE SIMPSON
1 MANHOLE #11 \ DB. 6202-143 PG. 377
mmj PIN #09316009
MANHOLE #10
ZONE X 1 \ 0
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PAUL E HUNTER 0
2606 WEDDINGTON RD f-
ID 09-316-002C80
z ctqp
GENERAL PLAN NOTES: RK ROgD
PER CITY OF MONROE DEPARTMENT OF WATER RESOURCES Lu
1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE CITY OF MONROE STANDARD WATER AND SEWER SPECIFICATIONS, LATEST REVISION.
2. ALL MATERIALS INCORPORATED INTO THE WORK SHALL CONFORM TO THE CITY OF MONROE STANDARD WATER AND SEWER SPECIFICATIONS AND DETAILS, LATEST REVISION.
3. UTILITY COMPANIES MUST BE NOTIFIED A MINIMUM OF 72 HOURS IN ADVANCE OF CONSTRUCTION. CALL: ONE -CALL @ 811 OR 1-800-632-4949
4. UNDERGROUND UTILITIES SHOWN ARE BASED ON INFORMATION OBTAINED FROM AVAILABLE RESOURCES. THE CONTRACTOR IS CAUTIONED THAT THESE LOCATIONS ARE NOT
GUARANTEED NOR IS THERE GUARANTEE THAT ALL SUCH LINES IN EXISTENCE ARE SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE TO PERFORM ALL WORK
CAREFULLY AND PROTECT EXISTING UTILITIES FROM DAMAGE.
5. THE CONTRACTOR SHALL CONSTRUCT TEST PITS AT ALL UTILITY CROSSINGS TO DETERMINE EXACT LOCATIONS AND ELEVATIONS OF UNDERGROUND UTILITIES BEFORE
COMMENCING CONSTRUCTION.
6. WHENEVER IT IS NECESSARY FOR A SEWER MAIN TO CROSS UNDER A WATER MAIN WITH LESS THAN 18-INCHES OF VERTICAL SEPARATION THE WATER MAIN SHALL BE
CONSTRUCTED OF DUCTILE IRON PIPE FOR A DISTANCE OF TEN (1 0)-FEET ON EACH SIDE OF THE POINT OF CROSSING BY USE OF A SINGLE PIECE OF PIPE, UNLESS AN
EXCEPTION IS GRANTED BY THE WATER RESOURCES ENGINEERING MANAGER OR THEIR AUTHORIZED REPRESENTATIVE. SHOULD THE SEWER MAIN CROSS OVER A WATER
MAIN, BOTH MAINS SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH ONE FULL LENGTH OF PIPE (MIN. OF 20-FEET) INSTALLED SO BOTH JOINTS WILL BE EQUIDISTANT FROM
THE UTILITY.
7. THE WORK SITE AND EQUIPMENT SHALL BE SECURED AT THE END OF EACH DAY AND ALL OTHER TIMES WHEN CONSTRUCTION PERSONNEL ARE NOT ON -SITE. EQUIPMENT SHALL
BE PLACED IN LINEAR FASHION ALONG THE EDGE OF THE VEHICLE TRAVEL AREA AND SHALL BE DELINEATED WITH APPROVED WARNING SIGN S /DEVICES. EMERGENCY VEHICLE
ACCESS SHALL BE AFFORDED TO THE RESIDENTS AND NORMAL COLLECTION OF GARBAGE, COMMERCIAL DELIVERIES, AND SCHOOL BUS TRAFFIC IS TO BE PROVIDED.
EQUIPMENT SHALL BE LOCKED AND INCAPABLE OF OPERATION. THERE SHALL BE NO PERMANENT OR TEMPORARY STORAGE OF MATERIAL OR EQUIPMENT WITHIN THE
FLOODPLAIN.
8. ONLY CITY EMPLOYEES ARE AUTHORIZED (UNLESS APPROVED BY THE CITY OF MONROE WATER RESOURCES DEPARTMENT) TO OPERATE LINE VALVES.
9. ALL FIELD REVISIONS (DURING CONSTRUCTION) TO THE PROPOSED ALIGNMENT OF THE SYSTEM IM
10. ALL ROADWAY REPAIR WORK WITHIN THE STATE AND CITY RIGHT-OF-WAYS SHALL CONFORM TO CITY STANDARD SPECIFICATIONS AND DETAILS MANUAL OR THE NCDOT LATEST
SPECIFICATIONS AND DETAILS MANUAL.
11. FOR WORK WITHIN PAVEMENT AREAS, TRENCH EXCAVATION SHALL NOT EXCEED THE LENGTH OF THE MAIN INSTALLATION THAT CAN BE PROPERLY BACKFILLED AND
COMPACTED WITHIN THE WORK PERIOD. PAVEMENT REPAIR SHALL BE REQUIRED TO BE COMPLETED WITHIN A 24-HOUR PERIOD OR THE SAME DAY IF RAIN IS IMMINENT.
12. ALL ROADWAY SIGNS WHICH ARE REMOVED TO FACILITATE INSTALLATION SHALL BE REINSTALLED IMMEDIATELY.
13. EXCAVATIONS SHALL BE FILLED OR PLATED AND DELINEATED/SECURED AS REQUIRED, WITH APPROVED DEVICES (FLASHERS, CONES, BARRICADES, FENCING, ETC.).
14. CONTRACTORS SHALL INSTALL WITH PVC AND DIP WATER MAIN, A PLASTIC COATED #12 GAUGE, STRANDED COPPER TRACING WIRE. WIRES SHALL BE DUCT TAPED TO THE PIPE
DURING INSTALLATION. INSTALLATION OF WIRES SHALL BE CONTINUOUS WITH THE WATER MAIN, INCLUDING FIRE HYDRANT LEGS AND INTERSECTIONS. SPLIT BOLTS SHALL BE
REQUIRED TO ATTACH WIRE AT THESE INTERSECTIONS AND LEGS.
15. THE CONTRACTOR SHALL REPAIR ANY AND ALL DAMAGES CAUSED BY HIM DURING THE COURSE OF THE CONSTRUCTION.
16. THE CONTRACTOR SHALL BE RESPONSIBLE TO SECURE ALL WORK PERMIT(S) FOR WORK WITHIN THE NCDOT AND CITY RIGHT-OF-WAYS. THE CONTRACTOR SHALL CONSTRUCT
THE PROPOSED IMPROVEMENTS SET FORTH AS CONDITIONS OF THE PERMIT(S).
17. A PERMITTED (CITY OF MONROE WATER/SANITARY SEWER, NCDOT, AND/OR OTHER AGENCY HAVING JURISDICTION) SET OF PLANS SHALL BE ON -SITE AT ALL TIMES DURING
CONSTRUCTION.
( IN FEET )
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
10/15/19 DEQ REVISIONS
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FILE NAME:
SS4.0.dwg
REFERENCE FILE: SHEET
I82I9-I090
BASE.dwg SS4
PROJECT NO.
I82I9-I090
DWG NO.0191307-D23

1-1
LEGEND
PL EXISTING PROPERTY LINE 8WW PROPOSED 8-INCH SANITARY SEWER GRAVITY
EXISTING ASPHALT PROPOSED 30-FOOT SANITARY SEWER EASEMENT
EXISTING WETLAND AREA PROPOSED SANITARY SEWER MANHOLE
80 LF OF 21" STEEL CASING
PIPE CENTERED AT
STREAM CROSSING _
(RESTRAINED JOINT SEWER
RATED DIP TO BE PLACED
IN CASING)
EXISTING MANHOLE
EXISTNG 18-INCH PVC
SANITARY SEWER LINE
600
598
596
594
592
590
588
586
584
582
580
578
576
574
572
570
568
DATUM ELEV
566.00
6
6r.
Lr.
CONNECT TO
EXISTING MH49
STA. 0+00.00
RIM: 580.95
INV IN: 574.35 12" DIP
INV OUT: 571.85 18" PVC
(INSTALL OUTSIDE DROP
UNIT FOR CONNECTION)
PL
80 LF OF 21" STEEL CASING
PIPE CENTERED AT STREAM
CROSSING (RESTRAINED
JOINT SEWER RATED DIP TO
BE PLACED IN CASING)
Qv
N
PROPOSED MANHOLE #1
STA. 3+98.60
RIM: 582.29
TOP OF VENT; 586.52
(WATERTIGHT LID)
INV IN: 575.57 12" DIP
INV OUT: 575.47 12" DIP
APPROXIMATE LOCATION
OF EXISTING TREE LINE
I EXISTING CENTER LINE
I OF CAMP BRANCH
I
DELINEATED
WETLAND
EXISTING STREAM
sx
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Ln
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PROPOSED 30' SEWER
I
EASEMENT, TYPICAL
PROPOSED LIMITS OF
DISTURBANCE, TYP.
PROPOSED MANHOLE #2
STA. 6+97.36
RIM: 587.00
(SWIVEL LID)
INV IN: 576.51 12" PVC
INV OUT: 576.41 12" DIP
SANITARY SEWER PLAN
lJ I /"X. U-rUU I u J l /"X. I U-rUU)
NOTES:
1. CONTRACTOR TO GRADE A 15-FOOT ACCESS PATH ALONG WASTEWATER ALIGNMENT PER
CITY OF MONROE REQUIREMENTS IN AREAS OF STEEP SLOPE FOR BETTER ACCESS. IF
THERE ARE QUESTIONS, PLEASE DISCUSS WITH ENGINEER OF RECORD AND CITY OF
MONROE INSPECTOR BEFORE CONSTRUCTION BEGINS.
2. ALL RIM ELEVATIONS SHOULD BE CONSTRUCTED 2-FEET ABOVE GRADE, AND VENTS
2-FEET ABOVE 100-YEAR FLOOD ELEVATION.
3. ALL CROSS-COUNTRY MANHOLES ARE TO HAVE SWIVEL LIDS UNLESS NOTED TO BE
WATER TIGHT.
PROPOSED MANHOLE #4
STA. 9+11.93
RIM: 583.75
(WATERTIGHT LID)
INV IN: 577.31 12" PVC
INV OUT: 577.21 12" PVC
I
PROPOSED MANHOLE #3
STA. 8+30.61
RIM: 584.94
(WATERTIGHT LID) 9+00
INV IN: 576.98 12" PVC
INV OUT: 576.88 12" PVC 81.32' OF 12" SDR-35
PVC @ 0.28% 1
EXISTING STREAM �®
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DELINEATED
WETLAND
co
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( IN FEET )
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W W
W I W
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NNECT
EXISTING MH
OLE #1
: 3+98.60
• 582•
TOP OF VEN :586.52
- 94
STA:9+11.93
RIM:583.715
49
TA:6+97.36
STA:8+30.61
STA:0+00.00
R F. 5
RIM:587.02
RI
:584.94
INV 12" DIP
INV .85 18" PVG
OUTSIDE
UNIT FOR CONNECTION
19' OF CAMP
BRANCH STREAM
CROSSING
RATED DIP 0.98%
(WATERTIGH
INV IN: 575.57
LID)
(SWIVEL
LID)
(WATERTIGHT
LID)
(WATERTIGHT LID)
NV IN:577.31 12" PVU
12" DIP
100-Y
FLOOD
E
EVATION:584.9
17' OF BEARSKIN
CROSSING
ISTING
EXGRADE
81.32'
@ 0.28%
133.25' OF 12'
SDR-35 PVC
0.28%
OF 12" SDR-35 PVC
80 LF OF 21" STEEL
CASING PIPE
CENTERED AT
STREAM CROSSING
(RESTRAINED JOINT
SEWER RATED DIP TO
BE PLACED IN
CASING)
" EWER RATED DIP
0.28%
398.60'
12" SEWER
RAIN
80 LF OF 21" STEEL
CASING PIPE
CENTERED AT
CROSSING
(RESTRAINED JOINT
SEWER RATED DIP TO
BE PLACED IN
CASING)
3.5'
MAN'
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600
598
596
594
592
590
588
586
584
582
580
578
576
574
395.95' OF 12"
SDR-35 PVC @
57:0.28%
570
568
566
cn
00
Lo
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00
SANITARY SEWER PROFILE (STA 0+00 TO STA. 10+00
SCALE: HORIZONTAL - 1" = 50'
VERTICAL - 1" = 5'
OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
1
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
10/15/19 DEQ REVISIONS
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REFERENCE FILE:
I82I9-I090
BASE.dwg
PROJECT NO.
I82I9-I090
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DWG No. 0Il,1307-D23 II

LEGEND
PL EXISTING PROPERTY LINE 8WW PROPOSED 8-INCH SANITARY SEWER GRAVITY
EXISTING ASPHALT PROPOSED 30-FOOT SANITARY SEWER EASEMENT
W W W EXISTING WETLAND AREA PROPOSED SANITARY SEWER MANHOLE
I
NOTES:
1. CONTRACTOR TO GRADE A 15-FOOT ACCESS PATH ALONG WASTEWATER ALIGNMENT PER
CITY OF MONROE REQUIREMENTS IN AREAS OF STEEP SLOPE FOR BETTER ACCESS. IF
THERE ARE QUESTIONS, PLEASE DISCUSS WITH ENGINEER OF RECORD AND CITY OF
MONROE INSPECTOR BEFORE CONSTRUCTION BEGINS.
2. ALL RIM ELEVATIONS SHOULD BE CONSTRUCTED 2-FEET ABOVE GRADE, AND VENTS
2-FEET ABOVE 100-YEAR FLOOD ELEVATION.
3. ALL CROSS-COUNTRY MANHOLES ARE TO HAVE SWIVEL LIDS UNLESS NOTED TO BE
WATER TIGHT.
PROPOSED MANHOLE #5
II
.88
12+00 13+00 RIM: 58600
20x00 I
10 00
11+00 TOP OF VENT: 587.77
395.95' OF 12" SDR-35 PVC @ 0.28% (SWIVEL LID
T INV IN: 578.52 12" PVC
QJG
T INV OUT: 578.42 12" PVC
APPROXIMATE
O
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LOCATION OF
74X
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EXISTING WOOD LINE
0
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DELINEATED
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PROPOSED MANHOLE #7
WETLAND
O
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T STA.18+11.44
T RIM:586.93
(SWIVEL LID)
N 5�
T INV IN: 580.13 12" PVC
T
� T
INV OUT: 580.03 12" PVC
O p T '
50 25
T
PROPOSED MANHOLE #6
DELINEATED
STA. 16+29.26
T
WETLAND
RIM:586.56 -
(SWIVEL LID)
INV IN: 579.52 12" PVC
T
INV OUT: 579.42 12" PVC
SE.
X
0.
( IN FEET )
SANITARY SEWER PLAN Nc?
c I cn (STA. 10+00 TO STA. 21+50) cIcn
W W
W I W
2 2 W IW
I L7
cn I L7
600
598
596
594
592
590
588
586
584
582
580
578
576
574
572
570
DATUM ELEV
568.00
r
r
u
_
EXISTING
ANHOLE #7
TA: 1 +
MANHOLE 5
STA:13+07.88
RI :586.00
MANHOLE
STA 16+29-26
RIM: 86.56
(SWIVEL LID)
V IN:579.52 12" P
100-YR FLOOD
ELEVATION: 586.04
RIM:586.93
EN
(SWIVEL
ID)
INV IN:578.
2 12" PVC
INV IN:58
.13 12" PVC
INV OUT:5 8.42 12" PVC
10/ATI FLOOD
El F
100-YR FLOO
E�TION:586.32
-
GRADE
"
-35 PVC 0.28%
1� _
8°0
" VC Ccp
321.38' OF 1 " SDR-35 PVC(cp
0.28%
Li
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10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50
OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
10/15/19 DEQ REVISIONS
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FILE NAME:
SS4.2.dwg
REFERENCE FILE: ,SHEET
I82I9-I090
SANITARY SEWER PROFILE (STA 10+00 TO STA. 21+50) BASE.dwg SS42
SCALE: HORIZONTAL - 1 " = 50' PROJECT NO.
VERTICAL - 1" = 5' I82I9-I090
DWG No. 0Il,1307-D23 II

0
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LEGEND
PL EXISTING PROPERTY LINE 8WW PROPOSED 8-INCH SANITARY SEWER GRAVITY
EXISTING ASPHALT PROPOSED 30-FOOT SANITARY SEWER EASEMENT
W W W EXISTING WETLAND AREA PROPOSED SANITARY SEWER MANHOLE
N V. M
�C6 q
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�S
AG
DELINEATED
2 WETLAND
N
I-
W
W
2
610
608
606
604
602
600
598
596
594
592
590
588
586
584
582
580
DATUM ELEV
578.00
a
a
Lf
o?
PROPOSED MANHOLE #8
STA. 22+06.97
RIM: 587.60
(WATERTIGHT LID)
INV IN: 581.34 8" DIP
INV OUT: 581.24 12" PVC
80.45' OF 8"
SEWER RATED DIP @ 0.50%
101
24+00
PROPOSED MANHOLE #9
STA. 23+63.51
RIM: 588.20
(SWIVEL LID)
INV IN: 582.22 8" PVC
INV OUT: 582.12 8" PVC
CENTER OF
UN -NAMED
TRIBUTARY
25+00
3�g
2S' OF 8,. SD
R 35 F,VC @ 0
26+00
PROPOSED MANHOLE #10
STA. 26+81.76
RIM: 591.31
(SWIVEL LID)
INV IN: 583.91 8" PVC � 29+00
INV OUT: 583.81 8" PVC
28+uu $�OF 8„ SDR-35 pUC
7+00 399 • pL
PL
NOTES:
1. CONTRACTOR TO GRADE A 15-FOOT ACCESS PATH ALONG WASTEWATER ALIGNMENT PER
CITY OF MONROE REQUIREMENTS IN AREAS OF STEEP SLOPE FOR BETTER ACCESS. IF
THERE ARE QUESTIONS, PLEASE DISCUSS WITH ENGINEER OF RECORD AND CITY OF
MONROE INSPECTOR BEFORE CONSTRUCTION BEGINS.
2. ALL RIM ELEVATIONS SHOULD BE CONSTRUCTED 2-FEET ABOVE GRADE, AND VENTS
2-FEET ABOVE 100-YEAR FLOOD ELEVATION.
3. ALL CROSS-COUNTRY MANHOLES ARE TO HAVE SWIVEL LIDS UNLESS NOTED TO BE
WATER TIGHT.
APPROXIMATE
LOCATION OF
EXISTING TREE
LINE
PROPOSED MANHOLE #11
STA. 30+81.57
RIM: 598 38
(SWIVEL LID)
INV IN: 590.01 8" PVC
INV OUT: 589.91 8" PVC 3� i
W
30+00 /
CENTER OF
UN -NAMED
1•50% PL / ' TRIBUTARY
- PL
SANITARY SEWER PLAN
(STA. 21+50 TO STA. 35+00)
N
NN` �
PROPOSED MANHOLE #12
STA. 34+80.18 `✓�
RIM: 605.26
(SWIVEL LID)
INV IN: 593.51 8" PVC 0
INV OUT: 593.33 8" PVC 35x`
OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
V_I
3�'`0°
Q5t
( IN FEET )
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
o?I
MANHOLE #12
STA:34+80.18
RIM:605.26
(S
MANHOLE
STA: +
RIM:587.6
8
STA:23+6
3.51
ST
:26+81.76
ST
:30+81.57
RIM:588.20
RIM:591.31
RI
:598.38
(SWIVEL
ID)
(SWIVEL
LID)
85$
INV IN:581. 4 8" DIP V I
INV OUT:5 1.24 12" PVC
/
100-YR FLOOD 100-YR FL 100-YR F
ELEVATION: 587.94 ELEVATI N: 587.97
,-80.45' OF 8" SEWER RATED
DIP @ 0.50% "
W
-_ 76.09' OF 8" SDR-35 PVC @ 0.50%
H
w
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50.00' OF 8" C900 DR-25 PVC -
@ 0.83%
94.18' OF 8" PVC SDR-35 @ 0.83%
EXISTING GRAD
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SANITARY SEWER PROFILE (STA. 21+50 TO STA. 35+00)
SCALE: HORIZONTAL - 1" = 50'
VERTICAL - 1" = 5'
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
10/15/19 DEQ REVISIONS
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REFERENCE FILE: ,SHEET
I82I9-I090
BASE.dwg SS43
PROJECT NO.
I82I9-I090
DWG NO. 0Il,1307-D23

LEGEND
PL EXISTING PROPERTY LINE 8WW PROPOSED 8-INCH SANITARY SEWER GRAVITY
EXISTING ASPHALT PROPOSED 30-FOOT SANITARY SEWER EASEMENT
W W W EXISTING WETLAND AREA PROPOSED SANITARY SEWER MANHOLE
PROPOSED MANHOLE #13 -
STA. 36+82.46
RIM: 607.44
(SWIVEL LID)
INV IN: 594.62 8" PVC i
INV OUT: 594.52 8" PVC
co �
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636
634
632
630
628
626
624
622
620
618
616
614
612
610
608
606
604
602
600
598
596
594
592
DATUM ELEV
590.00
rn
cq
0
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+��o o-or
PROPOSED MANHOLE #14
STA. 38+08.11
RIM: 602.64
(SWIVEL LID)
INV IN: 595.50 8" PVC
INV OUT: 595.25 8" PVC
� 104
CENTER OF
UN -NAMED
TRIBUTARY
2 *0039�00 _
3?
PROPOSED MANHOLE #15
STA. 40+13.03
RIM: 611.80
(SWIVEL LID)
INV IN: 602.40 8" DIP
INV OUT: 602.30 8" DIP
42+00 43+00
�X 425.67' OF 8" SDR-35 PVC @ 3.97%
X
2 PL
DELINEATED
WETLAND
3.32% 40+00
41+00
i
SANITARY SEWER PLAN
(STA. 35+00 TO STA. 45+47)
APPROXIMATE
LOCATION OF
EXISTING TREE LINE
EXISTING 16-INCH
WATERMAIN
PROPOSED MANHOLE #16
STA. 44+38.70
RIM: 628.32
(SWIVEL LID)
INV IN: 620.62 8" PVC
INV OUT: 619.30 8" PVC
44+00 '
9.* m
-27.06' OF 8" SDR-35 PVC
@ 6.99%
10' X 10'
RECEIVING PIT
±34 LF OF 8-INCH RESTRAINED JOINT
SEWER RATED DIP CARRIER PIPE AND
16-INCH STEEL CASING PIPE TO BE
INSTALLED UNDER WEDDINGTON ROAD
USING JACK AND BORE
I
I
I 43.38' OF 8"
SEWER RATED DIP @ 6.98%
+ 0�- 45+30
21.01' OF@6.97%
J
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Z
I
30' X 10'
BORE PIT
= PROPOSED MANHOLE #17
STA. 45+30.14
RIM: 634.18
(SWIVEL LID)
INV OUT: 627.00 8" PVC
( IN FEET )
MANHOLE #17
STA:45+30.14
RIM:634.18
(SWIVEL LID)
INV OUT:627.00 8" PVC
NHOLE #14
TA:3 +
-
I G
WAY
#16
MANHOLE
STA:44+38.70
RIM:628.32
(bVVIVEL
INV IN0620.62
LID)
8" PVC
(MAINTAIN
EXISTING 16-INCH WATER
18" V RITCAL CLEA
MAIN
ANCE
:36+82.46
:607.44
IVEL LID)
:594.62 8" PVC
94.52 8" PVC
ER CITY OF MONROE STANDARDS)
-
I
/
10' X 10'
RECEIVING PIT
L'OF
ST
RI
RIM:602.64
8" PVC
(S
(SWIVEL LID)
INV IN:595.5
AN
STA:40+
RIM:611. 0
(SWIVEL ID)
INV IN:60 .40 8" PVC
UT:6130 8"
/
/
i
/
27.06
8" SDR-35
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OWNER INFORMATION:
OWNER:
BC CONSTRUCTION GROUP, LLC
CONTACT:
MR. TIMOTHY LEMOINE, DIRECTOR
OF DEVELOPMENT SERVICES
ADDRESS:
400 WEST NORTH STREET, SUITE 112
CITY, STATE:
RALEIGH, NORTH CAROLINA 27603
TELEPHONE:
[phone]
EMAIL:
[e-mail]
1
636
634
632
630
628
30' X 10'
626 BORE PIT
�21.01' OF 8" SDR-35 PVC
624 @ 6.97%
622
- ± 44 LF OF 8" RESTRAINED JOINT
SEWER RATED DIP CARRIER PIPE
620 AND 16" STEEL CASING PIPE TO BE
INSTALLED UNDER WEDDINGTON
618 ROAD USING JACK AND BORE
616
614
612
610
608
606
604
602
600
598
596
594
592
590
35+00 35+50 36+00 36+50 37+00 37+50 38+00 38+50 39+00 39+50 40+00 40+50 41+00 41+50 42+00 42+50 43+00 43+50 44+00 44+50 45+00 45+46.71
SANITARY SEWER PROFILE (STA 35+00 TO STA. 45+47
SCALE: HORIZONTAL - 1 " = 50'
VERTICAL - 1" = 5'
REFERENCES:
1. REFERENCE IS MADE TO A SEWER
TOPOGRAPHIC SURVEY PROVIDED BY
GRIFFIN SURVEYING SERVICES, P.A.,
DATED MARCH 15, 2019
2. RERERENCE IS MADE TO NORTH
CAROLINA FLOOD INSURANCE RATE
MAP PANEL 5425, DATED OCTOBER 16,
2008.
NOTES:
1. CAD FILES WILL BE PROVIDED TO
CONTRACTOR FOR USE WITH SITE
STAKING.
2. AS -BUILT TOPOGRAPHIC SURVEY
COMPLETED BY A LICENSED
SURVEYOR TO BE PROVIDED BY
CONTRACTOR UPON PROJECT
COMPLETION.
REVISION
DATE
10/16/19 REVISIONS PER UNION CO.
10/15/19 DEQ REVISIONS
o
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FILE NAME:
SS4.4.dwg
REFERENCE FILE: SHEET
I82I9-I090
BASE.dwg SS4 4
PROJECT NO.
I82I9-I090
DWG NO. 0Il,1307-D23

GENERAL NOTES:
1. FENCE FABRIC SHALL BE A MINIMUM OF 24" ABOVE GROUND SURFACE AND
SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 6" STAY SPACING.
2. FILTER FABRIC SHALL BE MIRAFI 100 FABRIC OR EQUIVALENT.
3. BURLAP CANNOT BE USED WHERE SILT FENCE IS TO REMAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
4. STEEL POSTS SHALL BE 5-0" IN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE.
5.ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN
GRADING IS ADJACENT TO STREAMS OR WETLANDS. THE COLOR
ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF
ENVIRONMENTALLY SENSITIVE AREAS.
6.DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES,
WATERWAYS, OR OTHER AREAS OF CONCENTRATED FLOW.
7.DRAINAGE AREA CAN NOT BE GREATER THAN 1 /4 ACRE PER 100 FT
OF FENCE FOR SLOPES LESS THAN 2%.
&SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A
NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL.
MIN. 10 GA. LINE
WIRES. SEE
NOTE NO. 17
DETAIL 03.16.01
MIN
STEEL POST
FILTER FABRIC
EXISTING GROUND
ANCHOR SKIRT A MINIMUM OF 8"
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO
REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
PLASTIC OR WIRE TIES
MIN. 14 GA. STEEL
INTERMEDIATE WIRES
WITH A MAX. MESH
SPACING OF 6 IN.
REFERENCE NCDENR PLANNING AND DESIGN MANUAL, JUNE 2006
REVISIONS
FILE: I:New_I/Maps-Details/Detail Manual&Specs/
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1 1 1 1V1 1 V 1 �
Y OF � ifO � T j�OE
CITY
Standard Detail & Spec Manual/Standard Details/03
NO.
DATE
DESCRIPTION
DRAWN BY: JAM
DATE: 08-07-01
2004
FENCE HEIGHT, REN. MOD POST OPTION
LB 44
SILT FENCE INSTALLATION
UNION CO LINTY NORTH CAROLINA
CHECKED BY: JNL
SCALE: N.T.S.
2
5 C8
ADD NOTES 5,6,7,6 AND MAINTENANCE
PREPARED BY.
3
4 „
RENO E ALTERNATIVE BUR NG METHOD
CAR�
ENGINEERING DEPARTMENT
DETAIL 03.01.01
1
5.0
SILT FENCING DETAIL
CI (1DD IAI(ZTAI I ATIr)K1
1
6" (15cm)
I
3" -1
\\ \\
\\\/\
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECPs), INCLUDING ANY NECESSARY APPLICATION OF LIME,
FERTILIZER, AND SEED. NOTE: WHEN USING CELL-O-SEED, DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER
SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECPs IN A 6" (15cm) DEEP x 6" (15cm) WIDE TRENCH WITH APPROXIMATELY 12"
(30cm) OF RECPs EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE RECPs WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED
TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION OF RECPs BACK OVER SEED AND COMPACTED SOIL. SECURE RECPs
OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE RECPs.
3. ROLL THE RECPs (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECPs WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL
SURFACE. ALL RECPs MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS
SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM TM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE
COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECPs MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5cm-12.5cm) OVERLAP DEPENDING ON RECP TYPE.
5. CONSECUTIVE RECPs SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5cm)
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE RECP WIDTH.
NOTE: IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE
NECESSARY TO PROPERLY SECURE THE RECPs.
4 EROSION CONTROL BLANKET DETAIL
5.0
6-INCHvIN.
AVERAGE STONE DIAMETER
OF 2 TO 3-INCHES
WITH A 6-INCH MINIMUM DEPTH
UNDERLYING NON -WOVEN GEOTEXTILE FABRIC
SPECIFICATION
SIZE
ROCK PAD THICKNESS
6 INCHES
ROCK PAD WIDTH
24 FEET
ROCK PAD LENGTH
100 FEET
ROCK PAD STONE SIZE
D = 2-3 INCHES
CONSTRUCTION ENTRANCE - GENERAL NOTES
1. Stabilized construction entrances should be used at all points
where traffic will egress/ingress a construction site onto a
public road or any impervious surfaces, such as parking lots.
2. Install a non -woven geotextile fabric prior to placing any
stone.
3. Install a culvert pipe across the entrance when needed to
provide positive drainage.
4. The entrance shall consist of 2-inch to 3-inch D50 stone
placed at a minimum depth of 6-inches.
5. Minimum dimensions of the entrance shall be 24-feet wide by
100-feet long, and may be modified as necessary to
accommodate site constraints.
6. The edges of the entrance shall be tapered out towards the
road to prevent tracking at the edge of the entrance.
7. Divert all surface runoff and drainage from the stone pad to
a sediment trap or basin or other sediment trapping structure
8. Limestone may not be used for the stone pad.
EDGES SHALL BE TAPERED OUT
TOWARDS ROAD TO PREVENT
TRACKING OF MUD ON THE EDGES
PLAN SYMBOL
CONSTR. ENTRANCE - INSPECTION & MAINTENANCE
1. The key to functional construction entrances is weekly
inspections, routine maintenance, and regular sediment removal.
2. Regular inspections of construction entrances shall be
conducted once every calendar week and, as recommended,
within 24-hours after each rainfall even that produces
1/2-inch or more of precipitation.
3. During regular inspections, check for mud and sediment buildup
and pad integrity. Inspection frequencies may need to be more
frequent during long periods of wet weather.
4. Reshape the stone pad as necessary for drainage and runoff
control.
5. Wash or replace stones as needed and as directed by site
inspector. The stone in the entrance should be washed or
replaced whenever the entrance fails to reduce the amount of
mud being carried off -site by vehicles. Frequent washing will
extend the useful life of stone pad.
6. Immediately remove mud and sediment tracked or washed onto
adjacent impervious surfaces by brushing or sweeping. Flushing
should only be used when the water can be discharged to a
sediment trap or basin.
7. During maintenance activities, any broken pavement should be
repaired immediately.
8. Construction entrances should be removed after the site has
reached final stabilization. Permanent vegetation should replace
areas from which construction entrances have been removed,
unless area will be converted to an impervious surface to serve
post -construction.
2 \ CONSTRUCTION ENTRANCE DETAIL
5.0
EROSION CONTROL BLANKET INSPECTION AND
MAINTENANCE
Inspect areas protected by ECBs for dislocation or failure every 7 calendar
days.
Conduct regular inspections until grasses are firmly established.
Adhere to the pinning or stapling pattern as shown on the Manufacturer's
installation sheet. If there is evidence that the ECB is not securely
fastened to the soil, require extra pins or staples to inhibit the ECB from
becoming dislodged.
If washout or breakage occurs, repair all damaged areas immediately by
restoring the soil on slopes or channels to its finished grade, re -apply
fertilizer and seed, and replacing the appropriate ECB material as
needed.
SEDIMENT TUBE INSTALLATION
Stakes
2" x 2" wood stakes or
Placed
at 2'
1.25 #/ft Steel
Post
\� Minimum
Spacing
V
2.0' Spocin (Typical)
Continuous Along Tube
I
SEDIMENT TUBE SPACING
PLAN SYMBOL
South Carolina Department of
Health and Environmental Control
SEDIMENT TUBES
STANDARD DRAWING No. SC-05 PAGE 1 of 2
NOT TO SCALE FEBRUARY 2111,
DATE
SLOPE
MAX. SEDIMENT TUBE SPACING
LESS THAN 2%
150-FEET
2%
100-FEET
3%
75-FEET
4%
50-FEET
5%
40-FEET
6%
30-FEET
GREATER THAN 6%
25-FEET
SEDIMENT TUBES - GENERAL NOTES
1. Sediment tubes may be installed along contours, in drainage
conveyance channels, and around inlets to help prevent
off -site discharge of sediment -laden stormwater runoff.
2. Sediment tubes are elongated tubes of compacted geotextiles,
curled excelsior wood, natural coconut fiber, or hardwood
mulch. Straw, pine needle, and leaf mulch -filled sediment
tubes are not permitted.
3. The outer netting of the sediment tube should consist of
seamless, high -density polyethylene photodegradable materials
treated with ultraviolet stabilizers or a seamless, high -density
polyethylene non -degradable material.
4. Sediment tubes, when used as checks within channels, should
range between 18-inches and 24-inches depending on channel
dimensions. Diameters outside this range may be allowed
where necessary when approved.
5. Curled excelsior wood, or natural coconut products that are
rolled up to create a sediment tube are not allowed.
6. Sediment tubes should be staked using wooden stakes (2-inch
X 2-inch) or steel posts (standard °U° or °T° sections with a
minimum weight of 1.25 pounds per foot) at a minimum of
48-inches in length placed on 2-foot centers.
7. Install all sediment tubes to ensure that no gaps exist
between the soil and the bottom of the tube. Manufacturer's
recommendations should always be consulted before
installation.
8. The ends of adjacent sediment tubes should be overlapped
6-inches to prevent flow and sediment from passing through
the field joint.
9. Sediment tubes should not be stacked on top of one another,
unless recommended by manufacturer.
10.Each sediment tube should be installed in a trench with a
depth equal to 1 /5 the diameter of the sediment tube.
11.Sediment tubes should continue up the side slopes a
minimum
of 1-foot above the design flow depth of the channel.
12. Install stakes at a diagonal facing incoming runoff.
SEDIMENT TUBES - INSPECTION & MAINTENANCE
1. The key to functional sediment tubes is weekly inspections,
routine maintenance, and regular sediment removal.
2. Regular inspections of sediment tubes shall be conducted once
every calendar week and, as recommended, within 24-hours
after each rainfall even that produces 1/2-inch or more of
precipitation.
3. Attention to sediment accumulations in front of the sediment
tube is extremely important. Accumulated sediment should be
continually monitored and removed when necessary.
4. Remove accumulated sediment when it reaches 1/3 the height
of the sediment tube.
5. Removed sediment shall be placed in stockpile storage areas
or spread thinly across disturbed area. Stabilize the removed
sediment after it is relocated.
6. Large debris, trash, and leaves should be removed from in
front of tubes when found.
7. If erosion causes the edges to fall to a height equal to or
below the height of the sediment tube, repairs should be made
immediately to prevent runoff from bypassing tube.
8. Sediment tubes should be removed after the contributing
drainage area has been completely stabilized. Permanent
vegetation should replace areas from which sediment tubes
have been removed.
3 \ SEDIMENT TUBE DETAIL
5.0
REVISION
DATE
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FILE NAME:
SSS.O.dwg
REFERENCE FILE: ,SHEET
I82I9-I090
BASE.dwg SSA 0
PROJECT NO.
I82I9-I090
11111
DWG NO. 0191307-D23 1111

RUBBER POLYMER
GASKET SEAL AND
NON -SHRINK GROUT
MANHOLE RING AND COVER
CASTINGS SHALL BE OF THE SWIVEL TYPE.
SEE APPROVED MATERIALS LI5T FOR ACCEPTABLE MANUFACTURERS AND MODELS
NO -SHRINK GROUT
BUTYL
RING BOLTED
cF TO MANHOLE
2'-0"
F�
2
roc
co
2�
MANHOLE
STEP (TYP.)
JOINT
BUTYL SEAL AND
EXTERNAL WRAP (TYP)
T
5�9
4" MAX.
7-9
I o
2'-0" MAX. m
6" OF #67 STONE O
000000
SECTION
KEVI5ED DATE: 7/ 1 /04
1 /2G/ 17 SCALE: NONE
DRAWN BY: JPH
CHECKED BY: D5W
APPROVED BY: D5W
Ll�L7:i��Pl
5TAN DARD DETAIL
CRO55 COUNTRY 5E1/VER M H DETAIL
NOTES:
I . MANHOLE TO CONFORM WITH A5TM C475 EXCEPT AS MODIFIED
BELOW.
2. WALL REINFORCING TO BE A MINIMUM OF 0, 1 2 50, 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 A5TM 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 SO. IN. OF STEEL AT 90 DEGREES. PIPE TO BE
CENTERED IN OPENINGS.
G. ALL SURFACES SHALL BE SMOOTH EVEN TEXTURED WITH A
MINIMUM OF HONEYCOMB, FINS AND OTHER IMPERFECTIONS.
7. MANHOLE BASE SHALL BE 3600 P.5.1. 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.
ALL CHANNELS TO BE 100% OF PIPE DIAMETER.
9. ALL MANHOLE RINGS SHALL BE BOLTED THROUGH MANHOLE
AND/OR CONCRETE GRADE RING WITH 1/2" DIAMETER KWIK BOLT
STUD ANCHOR SYSTEM.
10. MANHOLE GRADE SETTING SHALL BE AS FOLLOWS:
A. FLUSH WITH GRADE IN PAVED AREAS
B. 0. 1 O' ABOVE GRADE IN MOWED PLAZA AREAS WITHIN OR
ADJACENT TO STREET RIGHT-OF-WAY.
C. 2.0' ABOVE GRADE IN CP055-COUNTRY UTILITY
RIGHTS -OF -WAY.
D. A HEIGHT SPECIFIED BY THE WATER RESOURCES ENGINEER.
1 1. PENETRATING LIFTING HOLES SHALL BE PLUGGED WITH
EXPANSION GROUT.
12. INFLOW DISHESPNSERTS SHALL BE INSTALLED ON ALL
MANHOLES, 1 2-INCH SEWER MAINS OR LESS, WITH THE
EXCEPTION TO CP055 COUNTRY MANHOLES.
13. FLOW CHANNELS MUST ALLOW FOR PLACEMENT, REMOVAL AND
PASSAGE OF CITY OF MONROE CCTV EQUIPMENT.
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
1 2.02.00 No 12
CROSS COUNTRY SEWER MANHOLE DETAIL
1 1/2" LETTERING
1 1/4" LETTERING
\l C)
V O O O n
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TFR RES��
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(2) OPEN PICKHOLE5
23 1/2" DIA 1
[597 MM] [25 MM]
21" DIA
T�F2 3/4" [533 MM]
[70 MM]
COVER SECTION
5/8"
[ 17 MMI
tu- IVIIVIJ
FRAME SECTION
REVISED DATE: 3/3 1 /05
1 /2G/ 17 SCALE: NONE
DRAWN BY: JPH
CHECKED BY: D5W
APPROVED BY: D5W
(4) 1" (25mm) DIA
HOLES ON 29 3/4"
(756mm) BOLT CIRCLE.
III
[25 MM]
7 1 /2"
r[191 MM]
7/8"
[22 MM]
BOTTOM VIEW
(2 VENT HOLES)
BOTTOM VIEW
(NO VENT HOLES)
NOTES:
I . FRAME AND COVER SHALL BE CAST IRON, FREE OF SAND HOLES; NO PLUGGING
PERMITTED.
2. TWO VENT HOLES SHALL BE PROVIDED EXCEPT WHERE PLANS REQUIRE NO VENT HOLES
AND ONLY PICK HOLES.
3. FRAME SHALL INCLUDE FOUR DRILLED HOLES FOR EXPANSION ANCHORS THROUGH
MANHOLE GONE.
4. METAL RINGS SHALL BE BOLTED INTO ADJUSTING RINGS WITH 1/2 " DIAMETER KWIK
BOLT STUD ANCHOR 5U5TEM. HILTI BRAND OR APPROVED EQUAL.
5. CASTINGS FOR CR055 COUNTRY MANHOLES SHALL BE OF THE SWIVEL TYPE. SEE
APPROVED MATERIALS LI5T FOR ACCEPTABLE MANUFACTURERS AND MODELS.
STANDARD DETAIL
STANDARD MANHOLE FRAME
AND COVER DETAIL
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
No 1 2.06.0 1 NO. 12
STANDARD MANHOLE FRAME AND COVER DETAIL
NOTES:
5TEEL VENT PIPE UNLESS OTHERWISE SPECIFIED
SHALL BE SCHEDULE 40, FIVE INCH (51I) DIAMETER,
0 ;�— —
1 1 /8° -
GRADE "15" WITH A MINIMUM YIELD STRENGTH OF
0 0
5" 5Ch 40 STEEL PIPE
35,000 P.S.I.
O 0
0 A O
EXTEND VENT 2'-0" ABOVE
100 YEAR FLOOD LINE. THE 5TEEL PIPE SHALL HAVE AN IN51DE COAL TAR
I/4"ME5H5CREEN LINING 3/32 INCH MINIMUM THICKNESS
WELD CONNECTION
INACCORDANCE WITH AWWA C-203 OR A COAL TAR
EPDXY LINING CONFORMING TO THAT REQUIRED
FOR AERIAL CREEK CROSSING PIPE.
A
10 3/4"
GRAUT
/ \/
OUTSIDE SURFACE OF PIPE SHALL BE SAND OR GRIT
12'I
BLASTED TO COMMERCIAL STANDARD AND HAVE
ONE (1) COAT OF ZINC CHROMATE PRIMER APPLIED
I/4"X2"STAINLESS
STEEL 5TKAF52'-0"o.C. IN ACCORDANCE WITH FEDERAL SPECIFICATION
— FROM BASE 2- 3/4" X 3"
S.S. ANCHOR BOLTS 17-8GA.
PER STRAP
PIPE SHALL BE FURNISHED WITH TWO (2) EVENLY
COPOLYMER POLYPROPYLENE PLASTIC
APPLIED COATS OF RUST INHIBITING ENAMEL PAINT.
REVISED DATE: 7/ 1 /04
SCALE: NONE
DRAWN BY: EZ
CHECKED BY: D5W
APPROVED BY: D5W
1/2" GRADE GO 5TEEL REINFORCEMENT
1000 LB. PULLOUT
TEST REPORT REQV
ON EACH STEP.
STANDARD DETAIL
MANHOLE STEP DETAIL
('-3� MANHOLE STEP DETAIL
6.0
NOTES:
MANHOLE STEPS SHALL BE MANUFACTURED IN
ACCORDANCE WITH A5TM C-478 STANDARDS
AND 05HA REGULATIONS.
THIS STEP TO BE DRIVEN INTO TAPERED HOLES
IN PRECAST MANHOLE SECTIONS. DO NOT USE
AS A GROUTED IN STEP.
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
NO. 1 2.07.00 12
REVI5ED DATE: 7/ 1 /04
1 /2G/ 17 SCALE: NONE
DRAWN BY: EZ
CHECKED BY: D5W
APPROVED BY: D5W
2"X2"X2" CONCRETE ANCHOR
5TAN DARD DETAIL
VENTED MANHOLE DETAIL
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
\c). 1 2.08.00 12
4 VENTED MANHOLE DETAIL
6.0
NOTE: ALL CROSS COUNTRY
MANHOLES TO HAVE SWIVEL LIDS IF
NOT CALLED OUT TO BE WATERTIGHT.
REVISION
DATE
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IIIII FILE NAME: IIIIII IIII
REFERENCE FILE: ,SHEET
I82I9-I090
BASE.dwg SS60
PROJECT NO.
I82I9-I090
DWG NO.01,1307—D23

FOR DIP < 20' BURY
I
I I
4" TOPSOIL IN OFF STREET RM/
VARIES
CITY STREET STANDARDS IN STREET R/W
5ELECT BACKFILL
NO ROCKS > 314 FOOT IN DIA.
NO ORGANIC MATERIAL VARIES
PLACEMENT IN I FOOT LIFTS
COMPACTION TO 95% PROCTOR
SELECT BACKFILL 2"
NO ROCKS OR ORGANIC MATERIAL
HAND PLACEMENT IN G INCH LIFTS
COMPACTION TO 957. PROCTOR DIA.
VARIE5
TYPE I
FOR DIP BURY > 30'
FOR PVC 5DR-35 3' < BURY < 1 2'
I
I
I I
4TOPSOIL IN OFF STREET RlW
"
CITY 5TREET STANDARDS IN STREET KW VARIES
5ELECT BACKFILL
NO ROCKS > 3/4 FOOT IN DIA.
NO ORGANIC MATERIAL VARIES
PLACEMENT IN I FOOT LIFTS
COMPACTION TO 95% PROCTOR
SELECT BACKFILL
NO ROCK5 OR ORGANIC MATERIAL
HAND PLACEMENT IN G-INCH LIFT5 1 2"
COMPACTION TO 95% PROCTOR
2"
DIA,
°
ca�oo°
cD�D,boD o 0
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oaog
NO. 67 WASHED STONE 4
1
TYPE III
REVISED DATE: 7/ 1 /04
1 /2G/ 17 SCALE: NONE
DRAWN BY: JPH
CHECKED BY: DSW
APPROVED BY: DSW
PROPOSE
MA50NK
AT BOTH END
RESTRAINED JOINT
SEWER RATED DUCTILE IRON PIPE
(MUST EXTEND 5' MIN.
BEYOND CASING BOTH ENDS)
REVISED DATE: 7/ 1 /04
1 /2G/ 17 SCALE: NONE
DRAWN BY: EZ
CHECKED BY: DSW
APPROVED BY: DSW
j/\
FOR DIP BURY > 20'
FOR PVC C900 DR-25
3' < BURY 20'
I<
[� 12 I 2 �[
I I I
4" TOPSOIL IN OFF STREET PIW
VARIES
CITY STREET STANDARDS IN 5TREET RW
SELECT BACKFILL
NO ROCKS > 3/4 FOOT IN DIA.
NO ORGANIC MATERIAL VARIES
PLACEMENT IN 1 2" LIFTS
COMPACTION TO 95% PROCTOR
SELECT BACKFILL 1 2"
NO ROCK5 OR ORGANIC MATERIAL
HAND PLACEMENT IN G-INCH LIFT5
COMPACTION TO 95% PROCTOR
r-
1/3 PIPE DIA.
°° ° q,o 0
NO. 67 WASHED STONE
U o
4
I
TYPE II
NOTES:
1. A MINIMUM OF 1 2" FROM OUTSIDE DIAMENTER OF PIPE TO 51DE OF
TRENCH MUST BE ALLOWED FOR COMPACTION OF FILL MATERIAL.
2. BACKFILUNG OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY
AFTER THE PIPE IS LAID.
3. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN
UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN PLACED.
COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF
MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL SHALL
BE PLACED LOOSE AND THOROUGHLY TAMPED INTO PLACE.
4. ALL PIPE GRADES SHALL BE AS SHOWN ON APPROVED PLANS OR AS
DIRECTED BY ENGINEER.
5. ANY OVER EXCAVATION BELOW GRADE SHOWN SHALL BE BACKFILLED W/
NO. G7 STONE REGARDLESS OF TYPE OF BEDDING.
G. WHERE ROCKY SOIL CONDITIONS ARE ENCOUNTERED REQUIRING
BLASTING, TYPE III BEDDING SHALL BE USED REGARDLESS OF PIPE
MATERIAL PER SPECIFICATIONS.
5TAN DARD DETAIL
5EWER PIPE BEDDING DETAIL
1 SEWER PIPE BEDDING DETAIL
6.1
5TAN DARD DETAIL
CA51NG PIPE DETAIL
CASING PIPE DETAIL
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
y0. 1 2.09.00 12
3TAI N LESS
INSULATOR
CEATG'OC
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
No 12.1 1.00 12
N
0
END CAP
CONNECTION (TYP.)
AI ILIA
#G7 WASHED GRAVEL
SEE DRAWING
PAVEMENT
2
c�
STEEL PIPE CA51NG
SECTION
COMMON BRICK
MORTAR: I PART PORTLAND CEMENT
2 PART5 SAND
REVISED DATE: 7/ 1 /04
112G/ 17 SCALE: NONE
DRAWN BY: JPH
CHECKED BY: D5W
APPROVED BY: DSW
SHOULDER
/
END CAP
8"�
ENCASEMENT SPIDER
SPACED
EVERY G'
2'_0"
CARRIER PIPE
DOT 517E
DOT THICKNESS
RAILROAD SIZE
RAILROAD
THICKNESS
G-INCH DIP
275"
.250"
G"
.281"
8-INCH DIP
I G"
.250"
18"
3 1 2"
10-INCH DIP
18"
.250"
20"
344"
2-INCH DIP
24"
.250"
24"
.40G"
I G-INCH DIP
24"
250"
30"
.4G9"
18-INCH DIP
30"
.31 2"
30"
.4G9"
20-INCH DIP
30
.375"
30,
.5G2"
24-INCH DIP
30'
375"
30
.5G2"
30-INCH DIP
42"
.500"
45"
.750"
5TAN DARD DETAIL
TYPICAL CA5ED CRO55ING DETAIL
TYPICAL CASED CROSSING DETAIL
1 I/2" LETTERING
1/4" LETTERING
(4) 1 " (25mm) DIA
HOLES ON 29 3/4"
(75Gmm) BOLT CIRCLE.
2) CAM LOCKS
SEE DETAIL
23 1/2" DIA
[597 MM] [25 MM]
20" DIA 2 3/4"
[505 MM] 170 MM]
t1l
COVER SECTION
25 1/8" DIA
IG38 MM]
23 1 1/ I G" DIA
[G02 MM]
5/8, 22" DIA
[ 17 MM] 1559 MM]
25 1 5/ I G" DIA
[G59 MM]
33 114" DIA
[545 MM]
FRAME SECTION
REVISED DATE: 3/3 1 /05
112G/ 17 SCALE: NONE
DRAWN BY: JPH
CHECKED BY: DSW
APPROVED BY: DSW
I"
[25 MM]
7 112"
r[191 MM]
(2) CAM LOCKS
BOTTOM VIEW
1 1/4" DIA
132 MM]
II/1G"
[ 8 MM]
CAM LOCKS
CAM LOCK DETAIL
1 1 /4" DIA
5/16" [32 MM] 5/8"
7/
[8 MM]
M [ 7 MM]
[22 MM]
tj!e
3/ I G" 3/ 6"
[5 MM] [5 MM]
CAM HOLE AND GASKET
GROOVE DETAIL
5TAN DARD DETAIL
WATERTIGHT MANHOLE FRAME
AND COVER DETAIL
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
No 12.10.00 12
(2) 55 ROLL PINS
1/2" DIA X 1 3/4"
NOTES:
1. FRAME AND COVER SHALL BE CAST IRON, FREE OF SAND HOLES; NO
PLUGGING PERMITTED.
2. CASTING SHALL BE COATED WITH COAL TAR EPDXY WHILE HOT.
3. FRAME SHALL INCLUDE FOUR DRILLED HOLES FOR EXPANSION
ANCHORS THROUGH MANHOLE CONE.
4. SLIGHT VARIATION IN DIMENSIONS NOT CRITICAL TO
INTERCHANGABILITY WILL BE ACCEPTABLE.
5. METAL RING5 SHALL BE BOLTED INTO ADJUSTING RING5 WITH 112 "
DIAMETER KWIK BOLT STUD ANCHOR SYSTEM.
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
No 1 2.0(S.02 1 2
WATERTIGHT MANHOLE FRAME AND COVER DETAIL
NOTE: ALL CROSS COUNTRY
MANHOLES TO HAVE SWIVEL LIDS IF
NOT CALLED OUT TO BE WATERTIGHT.
REVISION
DATE
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IIIII FILE NAME: IIIIII IIII
REFERENCE FILE: ,SHEET
I82I9-I090
BASE.dwg SS61
PROJECT NO.
I82I9-I090
DWG NO.01,1307-D23

a
CORE BRILL PIPE OPENING
GASKET SEAL, PRESS
IN EXISTING MANHOLE WALL
' '.. �'�'
SEAL GASKET CORP., OR
i
APPRO4ED EQUAL
NOTE:
DRILL OUT ENTRANCE
I
HOLE IN MANHOLE
BARREL, BASE, AND
BENCH FOR REQUIRED
I
I
PIPE CLEARANCE. CUT
REINFORCING WIRE
MESH OR BARS IN
CENTER OF CUT HOLE
1
AND BEND OUTWARD.
I
WATER PLUG MATERIAL
SANITARY
PRECO OR EQUAL
SEWER
•;rr 4'
PRECAST CONCRETE
MANHOLE WALL
#
REVISED
DATE: 7/ 1 7/ 1 7
5TAN DARD
DETAIL
WATER RESOURCES DEPARTMENT
SCALE: NONE
CITY OF MONROE, NC
DRAWN BY: RKS
MANHOLE
CONNECTION
DETAIL
CHECKED BY: RKS
NIo
1 2 1 4.00
NO. 12
APPROVED BY: RKS
.
MANHOLE CONNECTION DETAIL
1/2" m KWIK BOLT
STUD ANCHOR SYSTEM
CA5T IRON FRAME
X
COVER SEE STD DETAILS
UTYL SEAL CI RINGS AND GRADE RINGS (fyp.)
N 2E CONIC. GRADE
G5 FOR ADJUSTMENT OF
7FLUSH MANHOLES
MIN.
T CN
I G" O.C. tiF
STEP
BUM SEAL
�4" MIN.
DIP
3�r-n-,
4'-O"
uJ
N a
1 m
DIP ,
' r
3 - #G REBAR5
DOWELED $ EPDXIED INTO
MH BASE
POUR 3' X 3' CONCRETE FOOTING
G" THICK TO SUPPORT
DROP STRUCTURE
REVISED DATE: 7/ 1 /04
1 /26/ 17 SCALE: NONE
DRAWN BY: PH
CHECKED BY: DSW
APPROVED BY: DSW
NOTES:
I . MANHOLE TO CONFORM WITH A5TM C475 EXCEPT AS MODIFIED
BELOW.
2. WALL REINFORCING TO BE A MINIMUM OF O. 12 SO. 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 GO STEEL REINFORCEMENT AND RESIST I COO 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 50. IN. OF STEEL AT 90 DEGREES. PIPE TO BE
CENTERED IN OPENINGS.
G. ALL SURFACES SHALL BE SMOOTH EVEN TEXTURED WITH A
MINIMUM OF HONEYCOMB, FIN5 AND OTHER IMPERFECTIONS.
7. MANHOLE BASE SHALL BE 3GOO P.5.1. CONCRETE PLACED
AGAINST SHAPED 13ANK5 IN LIEU OF FORMS.
9' JT. D.I.P. OR
D.I.P. TO UNDI5TURBED
GRO�
— SEAL PIPE PER
ASTM C-923 OYP.)
ALL FITTING AND PIPE
TO BE SEWER RATED DIP
RESTRAINED JOINT
0
SECTION A -A
STANDARD DETAIL
OUT5IDE MANHOLE DROP DETAIL
OUTSIDE MANHOLE DROP DETAIL
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.
10. MANHOLE GRADE SETTING SHALL BE AS FOLLOWS:
A. FLUSH WITH GRADE IN PAVED AREAS
B. 0. 1 O' 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.
1 1. PENETRATING LIFTING HOLES SHALL BE PLUGGED WITH
EXPANSION GROUT.
12. THE SLOPE OF THE OUTSIDE DROP TROUGH SHALL BE I %.
13. OUTSIDE DROP SHALL NOT PENETRATE MORE THAN 3"
14. STRAIGHT SECTION WITH STEPS SHALL BE OPPOSITE OUTSIDE
DROP SECTION CONE SECTION AS SHOWN.
WATER RESOURCES DEPARTMENT
CITY OF MONROE, NC
N'LE o 1 2.03.00 12
REVISION
DATE
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IIIII FILE NAME: IIIIII IIII
REFERENCE FILE: ,SHEET
I82I9-I090
BASE.dwg SS62
PROJECT NO.
I82I9-I090
DWG NO.01,1307-D23