SW6190802_2019-06-25 Four Sierra Ranch Civil Plans_9/9/2019

OUTPARCEL SITE NOTES:
1. OWNER: CRAZY WOMAN READINESS TRAINING
EASTOVER, NC 28312
2. PIN:0444-21-3653
DB 10106, PG 251, DB 139, PG 50
3. TOTAL ACREAGE: 1OAC
4. ZONE: RR
5. EXISTING CONDITIONS SURVEY DATA
PROVIDED BY GEORGE L. LOTT SURVEYORS
INDEX
COVER SHEET
c00
SITE PLAN
C01
EXISTING CONDITIONS
CO2
UTILITY LAYOUT
CO3
GRADING & DRAINAGE PLAN
C04
EROSION CONTROL AND SEDIMENTATION
C05
PROFILE SHEET
C06
DETAIL SHEET -WATER
C07
DETAIL SHEET -EROSION CONTROL
C08
DETAIL SHEET -GENERAL
C09
DETAIL SHEET- STORM WATER MANAGEMENT
C10
LEGEND
EXISTING
DENOTES REBAR OR BREAK IN LINE O
CONCRETE MONUMENT ❑
WATER METER
GATE VALVE
WATER LINE
FIRE HYDRANT
SANITARY SEWER MANHOLE
SANITARY SEWER CLEAN OUT
SANITARY SEWER MAIN
CATCH BASIN
DROP INLET
STORM DRAIN MANHOLE
GAS LINE
FIBER OPTICS
ELECTRIC
-EXSS-
m
El
CDC
-GAS-
FO
E
SITE NOTES
1. PROPERTY SUBJECT TO ALL EASEMENTS, RIGHTS -OF -WAY AND RESTRICTIVE COVENANTS OF RECORD.
2, UNLESS NOTED OTHERWISE, THERE WERE NO U.S.G.S., N.C.G.S. OR OTHER GOVERNMENTALLY RECOGNIZED
HORIZONTAL CONTROL MONUMENTATION FOUND WITHIN 2,000 FEET OF THIS SUBJECT PROPERTY.
UTILITY NOTES
1. OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION REGULATIONS (OSHA): CONTRACTOR SHALL ENSURE ALL CONSTRUCTION
AND EXCAVATION ACTIVITIES PROCEED ACCORDING TO THE LATEST OSHA GUIDELINES.
2. UTILITY LOCATIONS:
A. NOT ALL EXISTING UTILITIES ARE SHOWN ON THE PLAN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL
EXISTING UNDERGROUND UTILITIES. CALL NC ONE CALL (PHONE 811) 48 HOURS PRIOR TO EXCAVATION.
B. COORDINATE WITH UTILITY OWNERS FOR LOCATION OF EXISTING UTILITIES AND WORK WITH THEM TO REMOVE
CONFLICTS.
C. VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES BEFORE CONSTRUCTION BEGINS AND COORDINATE WITH THE
ENGINEER FOR CHANGES TO THE SEWER LINE LOCATION AND, OR UTILITIES. IF CHANGES ARE NEEDED, PLANS MUST BE
APPROVED BY THE APPROPRIATE AGENCY.
D. LOCATION AND ELEVATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS ARE APPROXIMATE.
3. ALL MATERIALS FURNISHED AND WORK PERFORMED SHALL BE IN CONFORMANCE WITH CUMBERLAND COUNTY AND/OR PUBLIC
WORKS COMMISSION.
4. ALL WATER AND SEWER MAINS, LATERALS AND APPURTENANCES SHALL BE TESTED IN ACCORDANCE WITH PWC TECHNICAL
SPECIFICATIONS.
5. ALL DUCTILE IRON PIPE, IN SANITARY SEWER SERVICE, SHALL HAVE GRIFFIN PIPE "SEWPER" COAT OR PROTECTO 401 LINING.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RELOCATION OF EXISTING UTILITIES IF REQUIRED DURING INSTALLATION OF NEW
WORK.
7. ANY EXISTING UTILITIES IMPACTED BY THIS DEVELOPMENT SHALL BE ADJUSTED TO FINISHED GRADE IN ACCORDANCE
WITH PWC REQUIREMENTS.
GENERAL NOTES
1. THE CONTRACTOR SHALL HAVE A COMPLETE SET OF CONTRACT DOCUMENTS AS WELL AS ALL APPROVALS ON THE JOB SITE: AT ALL TIMES.
2, CONSTRUCTION AND MATERIAL SPECIFICATIONS SHALL CONFORM TO THE CITY OF FAYETTEVILLE AND NCDOT STANDARDS AND SPECIFICATIONS.
3, CONTRACTOR SHALL BE RESPONSIBLE FOR THE RECONNECTION OF DISTURBED UTILITY SERVICES ENCOUNTERED WITHIN 8 HOURS OF INTERRUPTED
SERVICE. CONTRACTOR SHALL NOTIFY USERS 24 HOURS PRIOR TO POSSIBLE INTERRUPTIONS OF SERVICE.
4. EXCEPT AS SPECIFICALLY STATED OR SHOWN, THE BASE SURVEY DOES NOT REPORT ANY OF THE FOLLOWING: EASEMENTS, OTHER THAN THOSE VISIBLE
DURING FIELD EXAMINATION OR AS IN DOCUMENTATION PROVIDED BY THE CLIENT OR ATTORNEY, BUILDING SETBACKS, RESTRICTIVE COVENANTS, ZONING
OR LAND USE REGULATIONS AND ANY FACTS THAT A TITLE SEARCH MAY DISCLOSE.
5, ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES UNLESS OTHERWISE NOTED.
6, PROPOSED BUILDING SETBACKS ARE AS SHOWN HEREON. IF NO SETBACKS ARE SPECIFIED, ANY STRUCTURES OR IMPROVEMENTS PLACED ON THIS
SUBJECT PROPERTY MUST COMPLY WITH RESTRICTIVE COVENANTS, ZONING, DOCUMENTS OF RECORD GOVERNING SUCH IMPROVEMENTS AND ANY
BINDING AGREEMENT BETWEEN THE DEVELOPER AND THE BUILDER/OWNER.
7, IF WETLAND AREAS ARE SHOWN ON THIS SUBJECT PROPERTY, THOSE AREAS WERE STAKED AND DETERMINED TO BE SUCH BY OTHERS. THE SURVEYOR'S
CERTIFICATION HEREON CERTIFIES TO THE LOCATION OF THOSE AREAS, AS STAKED BY OTHERS, BUT LOCATED UNDER THIS SURVEYOR'S SUPERVISION
AND PLATTED HEREON.
PROPOSED
■
W
•
S
8, SUBSURFACE AND ENVIRONMENTAL CONDITIONS WERE NOT EXAMINED OR CONSIDERED DURING THIS SURVEY. NO STATEMENT IS MADE CONCERNING THE
EXISTENCE OF UNDERGROUND CONTAINERS, WHICH MAY AFFECT THE USE OF THIS TRACT.
9, IF THE BASE SURVEY IS LABELED "ZERO LOT LINE" THERE ARE, IN ADDITION TO OTHER EASEMENTS SHOWN, MAINTENANCE EASEMENTS ON ALL INTERIOR
LOT LINES, SAID EASEMENTS BEING 10 FEET IN WIDTH AND UNLESS OTHERWISE NOTED, 5 FEET EACH SIDE OF SAID INTERIOR LOT LINE.
10. IF THE STREETS AND ROADS SHOWN ON THIS MAP ARE LABELED AS PRIVATE STREETS, THE FOLLOWING NOTICE APPLIES TO THOSE STREETS: NO PUBLIC
AGENCY IS PRESENTLY RESPONSIBLE FOR MAINTENANCE OF THE PRIVATE STREETS SHOWN ON THIS PLAT. PRIVATE STREETS ARE FOR THE USE OF ALL
OWNERS OF PROPERTY WITHIN THIS SUBDIVISION, THEIR GUESTS AND ALL REPRESENTATIVES OF GOVERNMENTAL AGENCIES FOR INGRESS AND EGRESS,
AND FOR THE CONSTRUCTION, INSPECTION AND MAINTENANCE OF PUBLIC STREETS, UTILITIES, AND DRAINAGE STRUCTURES. THE STREETS ARE THE SOLE
RESPONSIBILITY OF THE DEVELOPER AND/OR HOMEOWNERS ASSOCIATION.
11.CONTRACTOR SHALL VERIFY EXISTING ELEVATIONS AND GRADES IN FIELD AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO ANY CONSTRUCTION
OR GRADING ACTIVITY.
SITE CONSTRUCTION DRAWINGS
12.CONTRACTOR SHALL MAKE EVERY EFFORT TO SAVE PROPERTY IRONS, MONUMENTS, OTHER PERMANENT POINTS AND LINES OF REFERENCE AND
CONSTRUCTION STAKES. PROPERTY IRONS, MONUMENTS, AND OTHER PERMANENT POINTS OF REFERENCE DESTROYED BY THE CONTRACTOR SHALL BE
REPLACED BY A PROFESSIONAL LAND SURVEYOR AT THE CONTRACTOR'S EXPENSE.
13.CONTRACTOR SHALL INSTALL AND MAINTAIN MEASURES AS NECESSARY DURING CONSTRUCTION FOR EROSION AND SEDIMENTATION CONTROL AND
SHALL AT ALL TIMES ADHERE TO THE EROSION AND SEDIMENTATION LAWS AS PRESCRIBED BY THE NC DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES.
\
14.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL APPLICABLE CUMBERLAND COUNTY, CITY OF FAYETTEVILLE, AND NCDOT STANDARDS AND
SPECIFICATIONS.
\
15.00CUPATIONAL SAFETY & HEALTH ADMINISTRATION REGULATIONS (OSHA): CONTRACTOR SHALL ENSURE ALL CONSTRUCTION ACTIVITIES PROCEED
ACCORDING TO THE LATEST OSHA GUIDELINES.
\
16.AMERICAN WITH DISABILITIES ACT (ADA): CONTRACTOR SHALL ENSURE THAT ACCESSIBLE PARKING SPACES, ACCESS AISLES, RAMPS, AND ACCESSIBLE
ROUTES TO ALL ACCESSIBLE BUILDINGS (AS DETERMINED BY THE OWNER) MEET THE CURRENT MINIMUM REGULATIONS AS OUTLINED IN THE ADA
STANDARDS FOR ACCESSIBLE DESIGN. IF CONTRACTOR IS UNABLE TO MEET THE CURRENT MINIMUM REGULATIONS AS OUTLINED IN THE ADA STANDARDS
/ \
FOR ACCESSIBLE DESIGN, FOR ANY REASON, THE CONTRACTOR SHALL NOTIFY LARRY KING AND ASSOCIATES, RLS, PA, AND THE OWNER/DEVELOPER, IN
WRITING, PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITIES.
/ \
PWC UTILITY CONSTRUCTION NOTES:
/
1. ALL WATER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
\
2. ALL SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
/
3. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
4. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION.
/
5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE FOR ALL WATER OUTAGES.
/
6. CONSTRUCTION STAKING IS REQUIRED FOR ALL PWC WATER AND SEWER UTILITY INSTALLATIONS. CUT SHEETS, SIGNED AND SEALED BY A NC PLS, SHALL BE PROVIDED TO
THE PWC WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN ADVANCE OF CONSTRUCTION FOR PWC WATER AND SEWER UTILITIES.
7. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE JOB SITE. CONSTRUCTION ON PWC WATER AND SEWER UTILITIES CANNOT BEGIN
/ /
UNTIL THE CONTACTOR POSSESSES, ON SITE, A SIGNED AND SEALED CUT SHEET FROM THE PROFESSIONAL LAND SURVEYOR.
8. ALL NEW WATER AND SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE TESTED AND/OR DISINFECTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS
/
PRIOR TO PLACING INTO SERVICE.
9. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE PWC PROJECT COORDINATOR.
/
/
10. ALL DUCTILE IRON PIPE INSANITARY SEWER SERVICE SHALL HAVE AN INTERIOR LINING OF PROTECTO 401 OR APPROVED EQUAL,
/
11. ALL NEW MANHOLES ARE TO BE VACUUM -TESTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
12. CONTRACTOR SHALL ABANDON ("KILL -OUT") ANY EXISTING WATER SERVICES THAT WILL NOT BE UTILIZED BY CUTTING THE SERVICE AT THE MAIN, PLUGGING THE
CORPORATION, AND TURNING OFF THE CORPORATION. AT THE METER BOX, THE ABANDONED SERVICE IS TO BE CUT OR CRIMPED, AND BURIED A MINIMUM OF 3 FEET
BELOW GRADE.
13. CONTRACTOR SHALL ABANDON ("KILL -OUT") ANY EXISTING SEWER SERVICES THAT WILL NOT BE UTILIZED BY UNCOVERING THE EXISTING LATERAL AT THE MAIN, CUT
AND PLUG AT BOTH ENDS, REMOVE THE EXISTING CLEANOUT AND COMBINATION, AND PLUG THE TAP OR TEE AT THE MAIN. FOR LATERALS THAT CONNECT TO A
MANHOLE AND ARE TO BE ABANDONED ("KILLED -OUT"), THE LATERAL SHALL BE REMOVED FROM THE MANHOLE AND THE REMAINING VOID IN THE MANHOLE SHALL BE
FILLED WITH BLOCK AND MORTAR.
14. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED GRADE IN ACCORDANCE WITH PWC REQUIREMENTS.
ALL PROPERTY CORNERS DISTINGUISHED BY REBAR UNLESS OTHERWISE NOTED
ABBREVIATIONS
ADA = AMERICAN WITH DISABILITIES ACT
CB = CATCH BASIN
CL = CENTER LINE
DI = DROP INLET
DIP = DUCTILE IRON PIPE
EIP = EXISTING IRON PIPE
ER = EXISTING REBAR
EX = EXISTING
FEMA = FEDERAL EMERGENCY
MANAGEMENT AGENCY
FES = FLARED END SECTION
FIFE = FINISHED FLOOR ELEVATION
FH = FIRE HYDRANT
GB = GRADE BREAK
HP = HIGH POINT
INV = INVERT ELEVATION
JB = JUNCTION BOX
LF = LINEAR FEET
LP = LOW POINT
MH = MANHOLE
OSHA = OCCUPATIONAL SAFETY &
HEALTH ADMINISTRATION
PROP=PROPOSED
PVC = POLYVINYL CHLORIDE
RCP = REINFORCED CONCRETE PIPE
RM/ = RIGHT-OF-WAY
SR = SET REBAR
SS = SANITARY SEWER
STA = STATION
TBR = TO BE REMOVED
JUN 20, 2019
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
COVER
SHEET
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
Coo

OUTPARCEL SITE NOTES:
1. OWNER: CRAZY WOMAN READINESS TRAINING
EASTOVER, NC 28312
2. PIN:0444-21-3653
DB 10106, PG 251, DB 139, PG 50
3. TOTAL ACREAGE: 1OAC
4. ZONE: RR
5. EXISTING CONDITIONS SURVEY DATA
PROVIDED BY GEORGE L. LOTT SURVEYORS
LEGEND
EXISTING
DENOTES REBAR
OR BREAK IN
LINE O
CONCRETE MONUMENT
❑
WATER METER
GATE VALVE
Da
WATER LINE
—EX. W-
FIRE HYDRANT
ZYYI
SANITARY SEWER
MANHOLE
S�
SANITARY SEWER
CLEAN OUT
SANITARY SEWER
MAIN
EXSS—
CATCH BASIN
DROP INLET
❑
STORM DRAIN MANHOLE
(D
GAS LINE
—GAS—
FIBER OPTICS
FO—
ELECTRIC
E
PROPOSED
ALL PROPERTY CORNERS DISTINGUISHED BY REBAR UNLESS OTHERWISE NOTED
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
i
TERESA & KENNETH L
PIN 0444-12-455(
DB 8955, PG 053E
PB 101, PG 148
C (P)
CHARLES THIGPEN DRIVE
60 R/W SOIL _
60' INGRESS/EGRESS
ESMT PB 73 PG 35
S 43*39'17" W 801.67'
URSULA M. ABBOTT
PIN 0444-22-6282
DB 2973, PG 0079
PB 082, PG 189
RR
KENNETH BOLTON
PIN 0444-22-6088
DB 9071, PG 0306
PB 082, PG 189
RR
ISTING 16" DI WATER
DT LOCATED)
ROX. LOCATION
'E DISTANCE
CHARLES ROBERT LIVINGSTON
PIN 0444-32-0170
DB 9725, PG 0531
PB 120, PG 031
RR
EXISTING 16" DI WATER
I I NOT LOCATED)
APROX. LOCATION
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
SITE
PLAN
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C01

OUTPARCEL SITE NOTES:
1. OWNER: CRAZY WOMAN READINESS TRAINING
EASTOVER, NC 28312
2. PIN:0444-21-3653
DB 10106, PG 251, DB 139, PG 50
3. TOTAL ACREAGE: 1OAC
4. ZONE: RR
5. EXISTING CONDITIONS SURVEY DATA
PROVIDED BY GEORGE L. LOTT SURVEYORS
LEGEND
EXISTING
PROPOSED
DENOTES REBAR OR BREAK IN
LINE 0
CONCRETE MONUMENT
❑
WATER METER
GATE VALVE
Da
►�
WATER LINE
EX. W—
w
FIRE HYDRANT
SANITARY SEWER MANHOLE
r S;
SANITARY SEWER CLEAN OUT
•
SANITARY SEWER MAIN
EXSS
s
CATCH BASIN
0
DROP INLET
❑
0
STORM DRAIN MANHOLE
C
OD
GAS LINE
—GAS—
FIBER OPTICS
FO
ELECTRIC
E
ALL PROPERTY CORNERS DISTINGUISHED BY REBAR UNLESS OTHERWISE NOTED
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
TERESA & KENNETH L WOOD
PIN 0444-12-4550 /
DB 8955, PG 0536
PB 101, PG 148
C (P) --_
C
CHARLES THIGPEN DRIVE
60' R/W SOIL
60' INGRESS/EGRESS
ESMT PB 73 PG 35
S 43'39'17" W 801.67'
URSULA M. ABBOTT
PIN 0444-22-6282
DB 2973, PG 0079
PB 082, PG 189
RR
KENNETH BOLTON
PIN 0444-22-6088
DB 9071, PG 0306
PB 082, PG 189
RR
STING 16" DI WATER
T LOCATED)
,OX. LOCATION
DISTANCE
CHARLES ROBERT LIVINGSTON
PIN 0444-32-0170
DB 9725, PG 0531
PB 120, PG 031
RR
I_ EXISTING 16" DI WATER
NOT LOCATED)
I APROX. LOCATION
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE. -
FAX.
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
EXISTING
CONDITIONS
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GIL
checked by: JAN
sheet no.:
CO2

OUTPARCEL SITE NOTES:
1. OWNER: CRAZY WOMAN READINESS TRAINING
EASTOVER, NC 28312
2. PIN:0444-21-3653
DB 10106, PG 251, DB 139, PG 50
3. TOTAL ACREAGE: 10AC
4. ZONE: RR
5. EXISTING CONDITIONS SURVEY DATA
PROVIDED BY GEORGE L. LOTT SURVEYORS
UTILITY CONSTRUCTION NOTES:
1. ALL WATER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN
ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
2. ALL SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE INSTALLED AND TESTED IN
ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
3. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS.
4. CONTRACTOR SHALL FIELD VERIFY THE LOCATION OF EXISTING UTILITIES PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE FOR ALL WATER OUTAGES.
6. CONSTRUCTION STAKING IS REQUIRED FOR ALL PWC WATER AND SEWER UTILITY
INSTALLATIONS. CUT SHEETS, SIGNED AND SEALED BY A INC PLS, SHALL BE PROVIDED TO
THE PWC WATER RESOURCES ENGINEERING DEPARTMENT AND THE CONTRACTOR IN
ADVANCE OF CONSTRUCTION FOR PWC WATER AND SEWER UTILITIES.
7. CONTRACTOR SHALL MAINTAIN A COPY OF THE SIGNED AND SEALED CUT SHEET ON THE
JOB SITE. CONSTRUCTION ON PWC WATER AND SEWER UTILITIES CANNOT BEGIN UNTIL THE
CONTACTOR POSSESSES, ON SITE, A SIGNED AND SEALED CUT SHEET FROM THE
PROFESSIONAL LAND SURVEYOR.
8. ALL NEW WATER AND SEWER MAINS, LATERALS, AND APPURTENANCES SHALL BE TESTED
AND/OR DISINFECTED IN ACCORDANCE WITH FAYETTEVILLE PWC STANDARDS PRIOR TO
PLACING INTO SERVICE.
9. CONTRACTOR SHALL COORDINATE TESTING AND INSPECTION WITH THE FAYETTEVILLE PWC
PROJECT COORDINATOR.
10.ALL DUCTILE IRON PIPE IN SANITARY SEWER SERVICE SHALL HAVE AN INTERIOR LINING OF
PROTECTO 401 OR APPROVED EQUAL.
11.ALL NEW MANHOLES ARE TO BE VACUUM -TESTED IN ACCORDANCE WITH FAYETTEVILLE
PWC STANDARDS.
12.CONTRACTOR SHALL ABANDON ("KILL -OUT") ANY EXISTING WATER SERVICES THAT WILL
NOT BE UTILIZED BY CUTTING THE SERVICE AT THE MAIN, PLUGGING THE CORPORATION,
AND TURNING OFF THE CORPORATION. AT THE METER BOX, THE ABANDONED SERVICE IS TO
BE CUT OR CRIMPED, AND BURIED A MINIMUM OF 3 FEET BELOW GRADE.
13.CONTRACTOR SHALL ABANDON ("KILL -OUT") ANY EXISTING SEWER SERVICES THAT WILL
NOT BE UTILIZED BY UNCOVERING THE EXISTING LATERAL AT THE MAIN, CUT AND PLUG AT
BOTH ENDS, REMOVE THE EXISTING CLEANOUT AND COMBINATION, AND PLUG THEE TAP OR
TEE AT THE MAIN. FOR LATERALS THAT CONNECT TO A MANHOLE AND ARE TO BE
ABANDONED ("KILLED -OUT"), THE LATERAL SHALL BE REMOVED FROM THE MANHOLE AND
THE REMAINING VOID IN THE MANHOLE SHALL BE FILLED WITH BLOCK AND MORTAR.
14.ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISHED
GRADE IN ACCORDANCE WITH PWC REQUIREMENTS.
LEGEND
EXISTING
PROPOSED
DENOTES REBAR OR BREAK IN LINE
0
CONCRETE MONUMENT
❑
WATER METER
GATE VALVE
Da
►�
WATER LINE
—EX. W—
w
FIRE HYDRANT
7y: If
SANITARY SEWER MANHOLE
�D
SANITARY SEWER CLEAN OUT
•
SANITARY SEWER MAIN
EXSS—
S
CATCH BASIN
WW
DROP INLET
❑
❑
STORM DRAIN MANHOLE
CD
GAS LINE
—GAS—
FIBER OPTICS
FO
ELECTRIC
E
ALL PROPERTY CORNERS DISTINGUISHED BY REBAR UNLESS OTHERWISE NOTED
TERESA & KENNETH L
PIN 0444-12-455(
DB 8955, PG 053E
PB 101, PG 148
C (P�
NOTES
1. CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO BEGINNING
CONSTRUCTION.
2. CONTRACTOR SHALL NOTIFY ENGINEER ABOUT ALL UTILITY CONFLICTS.
3. ALL WATER & SEWER MAINS, LATERALS AND APPURTENANCES SHALL BE INSTALLED AND TESTED
IN ACCORDANCE WITH THE PWC STANDARD DETAILS AND SPECIFICATIONS.
4. VERTICAL DATUM BASED ON NAVD88.
GRAPHIC SCALE HORIZONTAL DATUM BASED ON NAD83(2011)
so 0 25 so ioI -10 200 5. ALL WATER LATERALS SHOWN ON PLAN ARE 1" PE WITH 4" METER UNLESS OTHERWISE NOTED.
6. ALL FIRE HYDRANT LEGS WILL BE RJD►.
( IN FEET )
1 inch = 50 ft.
CHARLES THIGPEN DRIVE
60' R/W SOIL _
60INGRESS/EGRESS
ESMT PB 73 PG 35
- IC C
URSULA M. ABBOTT
PIN 0444-22-6282
DB 2973, PG 0079
PB 082, PG 189
RR
KENNETH BOLTON
PIN 0444-22-6088
DB 9071, PG 0306
PB 082, PG 189
RR
"X8 TAPPING
DDLE
'8" GV
A 0+15.78
)NTRACTOR TO VERIFY
RTICAL AND HORIZONTAL
)CATION OF EXISTING 16" DI
4TER MAIN BEFORE
INSTRUCTION
CHARLES ROBERT LIVINGSTON
PIN 0444-32-0170
DB 9725, PG 0531
PB 120, PG 031
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CRAZY
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READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX:
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
UTILITY
PLAN
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
CO3

OUTPARCEL SITE NOTES:
1.
OWNER: CRAZY WOMAN
READINESS TRAINING
EASTOVER, NC
28312
2.
PIN:0444-21-3653
DB 10106, PG 251, DB
139, PG 50
3.
TOTAL ACREAGE: 1OAC
4.
ZONE: RR
5.
EXISTING CONDITIONS SURVEY
DATA
PROVIDED BY GEORGE
L. LOTT SURVEYORS
STORM DRAINAGE NOTES
1. ALL PIPE SLOPES AND LENGTHS ARE HORIZONTAL DISTANCES
TO CENTER OF STRUCTURE.
2. CONTRACTOR SHALL REMOVE ALL SEDIMENT FROM BASIN UPON
COMPLETION OF CONSTRUCTION.
GENERAL SITE NOTES
1. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL
INSPECTIONS, CERTIFICATIONS, EQUIPMENT, ETC. THAT MAY BE
REQUIRED.
2. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS ARE
SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET,
TRANSITION, FITTING, ETC. THAT MAY BE REQUIRED FOR A
COMPLETE AND WORKING SYSTEM.
3. THE ENGINEER AND / OR OWNER DISCLAIM ANY ROLE IN THE
CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE
PROJECT AS SET FORTH IN THESE PLANS.
4. CONTRACTOR SHALL MAINTAIN AN "AS BUILT' SET OF DRAWINGS
TO RECORD THE EXACT LOCATION OF ALL PIPING PRIOR TO
CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE ENGINEER
UPON COMPLETION OF THE PROJECT WITH A COPY OF THE
TRANSMITTAL LETTER TO THE OWNER.
5. IF DEPARTURES FROM THE SPECIFICATION OR DRAWINGS ARE
DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH
DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO
THE ENGINEER FOR REVIEW. NO DEPARTURES FROM THE
CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE WRITTEN
PERMISSION OF THE OWNER.
6. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES
FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH
CAUSED BY HIM, HIS EMPLOYEES OR HIS WORK. ALL DEBRIS
SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS.
7. GEOTEXTILE FABRIC SHALL BE APPRVED BY ENGINEER.
8. CONTRACTOR TO PROVIDE PERMANENT GROUND COVER AT A
MINIMUM PER PERMANENT SEEDING SCHEDULE ON SHEET C-XX.
LEGEND
EXISTING
DENOTES REBAR OR BREAK IN LINE O
CONCRETE MONUMENT ❑
WATER METER
GATE VALVE
WATER LINE
FIRE HYDRANT
SANITARY SEWER MANHOLE
SANITARY SEWER CLEAN OUT
SANITARY SEWER MAIN
CATCH BASIN
DROP INLET
STORM DRAIN MANHOLE
GAS LINE
FIBER OPTICS
ELECTRIC
N
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( 1
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FO
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PROPOSED
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ALL PROPERTY CORNERS DISTINGUISHED BY REBAR UNLESS OTHERWISE NOTED
GRAPHIC SCALE
50 0 25 50 100 200
1 1 1 1 1 1
( IN FEET )
1 inch = 50 ft.
i
TERESA & KENNETH L W
PIN 0444-12-4550
DB 8955, PG 0536
PB 101, PG 148
C (P)
CHARLES THIGPEN DRIVE
60' R/W SOIL
60' INGRESS/EGRESS
ESMT PB 73 PG 35
S 43°39'17" W 801.67'
7
I URSULA M. ABBOTT
PIN 0444-22-6282
DB 2973, PG 0079
PB 082, PG 189
RR
KENNETH BOLTON
PIN 0444-22-6088
DB 9071, PG 0306
PB 082, PG 189
RR
:XISTING 16" DI WATER
NOT LOCATED)
�PROX. LOCATION
CHARLES ROBERT LIVINGSTON
PIN 0444-32-0170
DB 9725, PG 0531
PB 120, PG 031
RR
I'
IEXISTING 16" DI WATER
I NOT LOCATED)
APROX. LOCATION
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
DRAINAGE
PLAN
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C04

GROUND STABILIZATION *
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
Perimeter dikes,
swales, ditches
7 days
None
and slopes
High Quality
Water (HQW)
7 days
None
zone
Slopes steeper
If slopes are 10' or less in
than 3:1
7 days
length and are not steeper
than 2:1, 14 days are
allowed.
Slopes 3:1 or
7 days for slopes greater
flatter
14 days
than 50 feet in length
All other areas
NONE ( except for
with slopes flatter
14 days
perimeters and HQW
than 4:1
Zones)
lv V-1- TV bVAiZ * `Extensions of time may be approved by the permitting authc
OUTPARCEL SITE NOTES: Weather or other site -specific conditions that make compliance
1. OWNER: CRAZY WOMAN READINESS TRAINING (Section II.B (2)(b))
EASTOVER, NC 28312
2. PIN:0444-21-3653
DB 10106, PG 251, DB 139, PG 50
3. TOTAL ACREAGE: 10AC
4. ZONE: RR
5. EXISTING CONDITIONS SURVEY DATA
PROVIDED BY GEORGE L. LOTT SURVEYORS PURSUANT TO G.S. 113A-57(3)
CONSTRUCTION SEQUENCE Provisions for permanent ground cover sufficient t
1. Obtain all plan approvals and applicable permits. Approved erosion control plan, permit,
NPDES forms and a rain gauge should be placed on site and readily available to NCDENR restrain erosion must be accomplished for all distur ed
inspectors. areas within 14 working days or 90 calendar days
2. Prior to any land disturbing activities, install gravel construction entrances(s) as indicated on (whichever is shorter) following completion of
plan. Entrance(s) will be constructed of 2-3 inch stone, a minimum of 6" thick, 25 ft. wide construction or development.
and 50 ft. long. If the slope towards the road exceeds 2%, construct a ridge, 6-8 inches high
with 3:1 side slopes, across the foundation, approximately 15 ft. from the entrance to divert
run off away from the public road.
3. Install silt fence along wetlands and as indicated on plan as well as stone outlet protection
devices.
4. Install skimmer sediment basins.
5. Clear and grub site within limits of disturbance.
6. Rough grade site, clear easements for utility and drainage construction.
7. Construct drainage system as designed.
8. Install remaining utilities as approved. After utility installation, sow grass seed, fertilize and
mulch all areas left exposed. Temporary ground cover should be provided in 14 calendar
days. Permanent ground cover should be provided within 14 working days or 90 calendar
days, whichever period is shorter, past completion of construction.
9. Complete grading and paving according to plans.
10. Once street is paved and street rights -of -way ground cover established remove temporary
sediment traps and install permanent grass lined swales along with rip rap outlet stabilization.
Remove silt fence downstream of ditch outlets prior to installation of rip rap outlet
stabilization. Remove any accumulated sediment from the infiltration basin and scarify
bottom prior to installation of washed sand layer.
11. Permanent ground cover should be provided on completed lots within 14 working days or
90 calendar days, whichever period is shorter, past completion of construction.
12. Remove temporary measures for development only after all contributing drainage areas are
permanently stabilized and the threat of erosion no longer exists.
MAINTENANCE PLAN
1. It is the responsibility of the developer to inspect or have inspected all erosion control
measures no less than once a week and after each run off producing rain event. Any repairs
should be made immediately to retain all control measures. Z
2. Maintain the gravel pad of the construction entrance(s). The entrance(s) should be checked 41
daily to prevent sediment from leaving the construction site. Periodic topdressing with 2-3 J
inch stone may be required. Immediately remove all objectionable materials spilled, washed CA
or tracked onto public roads. ri
3. Inspect silt fences at least once a week and after each rainfall. If the fabric of a silt fence
collapses, tears, decomposes or becomes ineffective, replace immediately. Remove sediment
deposits as needed to provide adequate storage volume for the next rain event and to reduce 4
pressure on the fencing materials. Take care not to undermine the fencing materials when J,
cleaning. t
4. Inspect the barriers of hardware cloth and gravel inlet protection structures after each rainfall
and make repairs as needed. Remove sediment as necessary to provide adequate storage
volume for subsequent rains. When the contributing drainage area has been adequately
stabilized, remove the materials and any unstable soil, and either salvage or dispose of it.
Bring the disturbed area to proper grade, smooth and compact. Stabilize any bare area around
the basin.
5. Inspect all erosion control measures protection products at least once a week and after each
rainfall. Re -position product as needed to maintain control around the perimeter of the basin.
Ill -positioned products will result in sediment deposits into the drainage system. Cleaning
should take place in a dry period. Clean the area around the basin when inspection shows
debris and / or sediment deposits. To clean, remove all debris and sediment around the
structure; transport all trash to proper container and sediment to designated areas. Remove
bag for washing. Washing should take place in a protected area, away from streams, ditches
or drainage systems. Immediately replace product at the basin after cleaning. If the product
shows wear from traffic, replace immediately. remove measures when all contributing
drainage areas are permanently stabilized.
6. Inspect stone protection outlet w/check dams, and skimmer sediment basins after each
v
r
rainfall. Remove and restore original volume when sediment accumulates to about one-half
the design volume.
Check the structure for erosion, piping and rock displacement weekly and after each
significant rainstorm and repair immediately.
Remove the structure and any unstable sediment immediately after the construction site has
been permanently stabilized. All water and sediment should be removed from the basin prior
to dam removal. Sediment should be placed in designated disposal areas and not allowed to TERESA & KENNETH L W�
flow into streams or drainage ways during structure removal. PIN 0444-12-4550
7. All seeded area will be reseeded, fertilized and mulched as necessary to maintain a sense DB 8955, PG 0536
PB 101, PG 148
vegetative cover. Check for damage and wash away of materials after heavy rains. Repair C (P )
damaged, bare or sparse areas by filling any gullies and reseeding and mulching. Netting of
these areas may be necessary in areas of concentrated flow. If vegetation fails to grow, have a
soil test performed and reevaluate the choice of plant material. Inspect mulches after every
rainfall to check for rill erosion and dislocation of material. Where erosion is witnessed,
apply additional mulch. If necessary anchor mulches by taking with asphalt, netting or
crimping with a mulch anchoring tool. A disk with blades set nearly straight can be used as a
mulch anchoring tool.
SEE SHEET C08
FOR EROSION CONTROL DETAILS
DISTURBANCE AREA - 1.99ACRES
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
200
LEGEND
LOD LIMITS OF DISTURBANCE
SF SILT FENCE
TEMPORARY SEDIMENT BASIN
TYPICAL CONSTRUCTION ENTRANCE
165 PROPOSED CONTOURS
RIP RAP OUTLET
� TECTf617M IV E WAY
DESIGN Q= 2.77 CFS
Vel = 4.3 ft/sec
D50=0.5' (MIN.)
Dmax=0.75' (MIN.)
Apron Thickness = 0.68' (MIN.)
Do=1.5' 9
3Do=4.5' 10,5D4.5'
w=10.5'(min)
La=9'(min)
Use Class A Rip Rap with
fabric
SEE DETAIL SHEET FOR CROSS
SECTION.
CHARLES THIGPEN DRIVE
60' R/W SOIL _
60' INGRESS/EGRESS
ESMT PB 73 PG 35
S 43`39'17" W 801.67'
I URSULA M. ABBOTT
PIN 0444-22-6282
DB 2973, PG 0079
PB 082, PG 189
RR
KENNETH BOLTON
PIN 0444-22-6088
DB 9071, PG 0306
PB 082, PG 189
RR
-XISTING 16" DI WATER
NOT LOCATED)
�PROX. LOCATION
CHARLES ROBERT LIVINGSTON
PIN 0444-32-0170
DB 9725, PG 0531
PB 120, PG 031
RR
IEXISTING 16" DI WATER
-----(NOT LOCATED)
APROX. LOCATION
Know what's below.
Call before you dig.
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
EROSION
CONTROL AND
SEDIMENTATION
LAYOUT
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C05

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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE.
FAX -
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
PAVING
PROFILE FOR
STREET
0+00-5+80.21
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
_
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C06

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1. CONTRACTOR SHALL REPAIR ALL WATER LATERALS AND MAINS DAMAGED DURING
9. SEPARATION REQUIREMENTS:
CONSTRUCTION. THE CONTRACTOR SHALL REPORT IMMEDIATELY ALL WATER MAIN
A. LATERAL SEPARATION OF SEWERSAND WATER MAINS: WATER MAINS SHALL
AND LATERAL BREAKS TO THE FAYPWC PROJECT COORDINATOR. THE CONTRACTOR
BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWER
I I
SHALL INITIATE IMMEDIATE REPAIRS N ACCORDANCE WITH FAYPWC STANDARDS.
L CONDITIONS OR BARRIERS PREVENT A
MAIN/LATERAL, UNLESS LOCAL
CONTRACTOR SHALL NOT OPERATE FAYPWC WATER MAIN VALVES WITHOUT
10-FOOT LATERAL SEPARATION - IN WHICH CASE:
FAYPWC APPROVAL AND SHALL COORDINATE ALL VALVE CLOSINGS WITH FAYPWC.
2. THE CONTRACTOR SHALL NOT USE HOUSE HOSE BIBBS OR ANY O OTHER METHOD F
O O
I. THE WATER MAIN IS LAID IN A SEPARATE TRENCH WITH THE ELEVATION
BLOW OFF WHICH ALLOWS DOMESTIC WATER CONTAINING SEDIMENTS OR HIGH
OF THE BOTTOM OF TFIE WATER MAIN AT LEAST 18 INCHES ABOVE THE
LEVELS OF CHLORINE TO PASS THRU RESIDENTS METERS. THE CONTRACTOR
TOP OF THE SEWER MAIN/LATERAL; OR
SHALL BE RESPONSIBLE FOR ALL DAMAGES RESULTING FROM ALLOWING "DIRTY"
WATER TO ENTER RESIDENTS PLUMBING SYSTEM SUCH AS WATER HEATERS
ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER
STAINED CLOTHING CLOGGED SCREENS ETC.
MAINMTERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
3. WATER MAINS AND LATERALS SHALL BE INSTALLED UTILIZING A FAYPWC APPROVED
-
BENCH OF UNDISTURBkD EARTH AND WITH THE ELEVATION OF THE
CUT -SHEET INDICATING INSTALLATION DEPTH.
BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF
4. TRANSFER OF WATER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS:
THE SEWER MAIN/LATERAL.
A. INSTALL, TEST AND STERILIZE NEW MAIN AND LATERALS. LATERALS SHALL BE
INSTALLED 18" INSIDE RIGHT-OF-WAY UNLESS OTHERWISE DIRECTED BY FAYPWC.
B. CROSSINGWATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR
B. TRANSFER EXISTING METER TO NEW METER BOX AND TIE NEW WATER LATERAL
_A
A WATER MAIN TO CROSS OVER A SEWER MAINMTERAL, THE WATER MAIN
TO EXISTING DOMESTIC SERVICE UTILIZING BRASS FITTINGS. SAME METER
SHALL BE LAID AT SUCH AN EI-EVATION THAT THE BOTTOM OF THE WATER
NUMBER SHALL BE INSTALLED ON SAME ADDRESS AND/OR CUSTOMER, BLOW
MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAIN/LATERAL,
OFF SERVICE AT HOSE BIBB ON HOUSE ONLY AFTER METER HAS BEEN
UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL
TRANSFERRED.
SEPARATION - IN WHICH CASE BOTH THE WATER MAIN AND SEWER
C. AFTER ALL SERVICES ARE TRANSFERRED TO THE NEW SYSTEM, SHUT OFF VALVE
MAIN/LATERAL SHALL BE DUCTILE IRON IN ACCORDANCE WITH FAYPWC
ON EXISTING SYSTEM AND ABANDON EXISTING MAINS IN ACCORDANCE WITH
REQUIREMENTS.
FAYPWC DETAILS.
D. CONTRACTOR SHALL SUPPLY NEW METER BOXES AND DISPOSE F EXI TIN
O EXISTING
C. CROSSING WATER MAIN UNDERSEWER: WHENEVER IT IS NECESSARY FOR
METER BOXES.
A WATER MAIN TO CROSS UNDER A SEWER MAIN/LATERAL, BOTH THE WATER
MAIN AND THE SEWER MAIN/LATERAL SHALL BE DUCTILE IRON IN
5. WHEN MAIN IS NOT TO BE ABANDONED, CONTRACTOR SHALL UNCOVER OLD
ACCORDANCE WITH FAYPWC REQUIREMENTS. A FULL JOINT OF DUCTILE IRON
CORPORATION AT MAIN, CLOSE AND PLUG CORPORATION TO ABANDON OLD
PIPE SHALL BE INSTALLED ON THE WATER MAIN CENTERED AT THE POINT OF
SERVICE.
CROSSING.
6. CONTRACTOR SHALL ABANDON ("KILL-01-17) ANY EXISTING WATER SERVICES THAT
WILL NOT BE UTILIZED BY CUTTING THE SERVICE AT THE MAIN, PLUGGING THE
D. CROSSING STORM DRAINAGE LINES: A MINIMUM OF 12-INCHES OF VERTICAL
CORPORATION, AND TURNING OFF THE CORPORATION. AT THE METER BOX, THE
CLEARANCE SHALL BE MAINTAINED BETWEEN A WATER LINE CROSSING OVER
ABANDONED SERVICE IS TO BE CUT OR CRIMPED, AND BURIED A MINIMUM OF 3 FEET
A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS USED. IN ADDITION,
BELOW GRADE.
THREE ANDA HALF (3.5) FEET OF COVER MUST BE MAINTAINED OVER THE
7. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO
WATER MAIN OR IT SHALL BE DUCTILE IRON. IF DUCTILE IRON PIPE IS USED
FINISHED GRADE IN ACCORDANCE WITH FAYPWC REQUIREMENTS.
Q
THEN TWO AN A HALF 2.5 FEE T OF COVER MUST BE MAINTAINED OVER THE
( )
8. ALL WORK ON FAYPWC WATER UTILITIES (MAINS, LATERALS, ETC) SHALL BE
WATER MAIN AND A MINIMUM OF 4-INCHES OF VERTICAL CLEARANCE SHALL
PERFORMED BY A LICENSED UTILITY CONTRACTOR. THE FAYETTEVILLE PUBLIC
BE MAINTAINED BETWEEN THE WATER MAIN AND THE STORM DRAINAGE LINE.
WORKS COMMISSION SHALL OBSERVE AND APPROVE ALL WORK ON FAYPWC WATER
WHERE A WATER MAIN CROS. >ES UNDER A STORM DRAINAGE LINE THE
�. UTILITIES. ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH FAYPWC
MINIMUM OF TWELVE (12) INCIiES OF VERTICAL SEPARATION SHALL BE
li REQUIREMENTS.
MAINTAINED AND THE WATER MAIN SHALL BE DUCTILE IRON FOR A DISTANCE
OF 10-FEET ON EACH SIDE OF THE CROSSING.
FAYETTEVILLE
NO.
DATE
REVISION
WATER UTILITY NOTES
PUBLIC WORKS COMMISSION
FAYETTEVILLE N.C.
1
07l11
REVISED NOTES AND ADDED NOTE 6
SHEET NO,
DWG. NO. W,1
DWG. BY: FAYPWC
WATER RESOURCES
JRWWMWAJ
2
07/01/16
ADDED NOTE 6
1 OF2
DATE: JAN. 01, 2019
APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
3
01/01/18
ADDED NOTES 6,8
W 1-WATER-UTILITY-N OTES.dwg
- - 7-5/16" --
NOTES:
1
1.
VALVE BOX SHALL BE 3 PART SLIP -TYPE
2 rr
' HHnn
A O O A
D����
MANUFACTURED BY SIGMA CORPORATION
(VB-062), TYLER UNION (6855 SERIES), STAR
PIPE PRODUCTS (VB-0004), OR APPROVED
]
WATER
EQUAL.
,707a
?.
VALVE BOX SHALL BE 3-PIECE CLOSE
5-/,4" _
O O
SLIP -TYPE VALVE BOX
1-1 /2
-
WITHNED A MINIMST UM TON
HICKNESS OF 3A
SECTION "A -A"
PLAN
3.
VALVE BOX SHALL HAVE RAISED LETTERS
"WATER" CAST INTO COVER.
A.
VALVE BOX SHALL HAVE 3/8" HOLE DRILLED
IN TOP SECTION THRU WHICH A 1/4'k1-1/2"
rr
GALVANIZED BOLT SHALL BE USED TO
_ _ _
�- _ /
�%_ 11
/
A -- -
5-3/`f'r _ _
"
�'' - - -�-- 5-1 /4
DROP LID
SECURE A MINIMUM 12 GAUGE, SINGLE
STRAND, COATED COPPER OR COPPER CLAD
STEEL TRACER WIRE FOR NON-FERROUS
"
' '
PIPE. A 1/2" WASHER SHALL BE USED
BETWEEN NUT AND INSIDE OF BOX. TIGHTEN
-
�
HAND TIGHT.
2"
,,._.
C
] ---
--- -- 4'
min.
5.
SCREW TYPE VALVE BOXES ARE NOT
ACCEPTABLE.
'
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6.
DIMENSIONS SHOWN VARY BASED UPON
THE MANUFACTURER. ACTUAL DIMENSIONS
] m
SHALL BE APPROVED BY FAYPWC.
J
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m
7.
VALVE BOX SECTIONS ARE REQUIRED. THE
rJ
f
TOP
USE OF PIPE IN LIEU OF VALVE BOX
Q-�_
Vr SECTION
SECTIONS SHALL NOT BE PERMITTED.
=
Z
0.
TRACING WIRE SHALL BE INSTALLED
\
(V
E
OUTSIDE OF BOX.
' T-
3/�IF
ti I
U.
REFER TO FAYPWC DETAIL W.6 FOR
V
i
INSTALLATION REQUIREMENTS.
_. 1 1�,
-19"
�.._ ] ] BOTTOM
--„-- $n� ! SECTION
" -a 10-1/4"
TOP SECTION BOTTOM
FAYETTEVILLE NO. DATE REVISION
VALVE BOX PUBLIC WORKS COMMISSION ADDED N.T.S. FAYETTEVILLE N.C. 1 07109 NOTES NOTES 7, 8, AND CLARIFIED
SHEET NO. [DATE:
G. NO. W 7 DWG. BY: FAYPWC WATER RESOURCES 2 01/14 REVISED NOTES 1, 4, 6
1 OF 1 JAN. 01, 2019 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W7-VALVEBOX.dw9
NOTES:
-- - --
NOMINAL PIPE ' BRANCH SIZE
- -
APPROX. WT. LES.
1.
ALL MATERIALS SHALL BE IN ACCORDANCE WITH FAYPWC
SIZE (INCH)
STANDARDS.
--- - -
---
2.
TAPPING SLEEVES SHALL BE AS MANUFACTURED BY ROMAC,
4' 3 4 - -
2-- _-
SMITH-BLAIR, OR APPROVED EQUAL.
61. 3 4',6"
36,38,45
- _
8" 3 4 6 8'
42,44,48,66
3.
STAINLESS STEEL YAPPING SLEEVE MAY BE UTILIZED FOR ALL
10" : 3 4 6 8 10
45,48 55 70,80,
TAPPING OF MAINS UP TO AND INCLUDING 24" DIAMETER WITH 12"
12 3 ,4 ,6",8",10 ,12"
-
. 50,52,60,81,96,143
OR LESS BRANCH. BRANCH GREATER THAN 12" SHALL REQUIRE
_ 16' : 3 4 6 8",10 12'
_-24'
78,80 85 100,115,172 _
FULL BODY D.I. M.J. TAPPING SLEEVE (SEE DETAIL W.10).
3 4 6 8A 12'
85,87,90,100,145,230
4.
SHELL AND LUGS SIHALL BE STAINLESS STEEL PER ASTM A240, TYPE
-ANSI CLASS 150 LB. DRILLING
304 AND 304L.
FLANGE. DI FLANGE SHALL BE
COATED TO PROTECT
5.
BOLTS SHALL BE 516" UNC ROLLED THREAD, STAINLESS STEEL PER
AGAINST CORROSION
ASTM A 193 TYPE 304 4" NOM. PIPE SIZE SHALL HAVE MINIMUM 1/2"
FLANGE
GASKET .I-
BOLTS.
�-
Mltlt
6.
NUTS SHALL BE HEAVY HEX STAINLESS STEEL PER ASTM A-194, TYPE
�IR1uI'll
304.
11
7.
WASHERS SHALL BE STEEL AND PLASTIC LUBRICATING WASHER.
TEST PLUG -.
-SHELL
11
8.
GASKETS SHALL BE VIRGIN SBR PER ASTM D2000 MAA 610,
FULL
.- BOLTS
COMPOUNDED FOR WATER AND SEWER SERVICE.
CIRCUMFERENTIAL
GASKET
19.
FLANGE SHALL BE DUCTILE IRON PER ASTM 536, GRADE 65-45-12, OR
:- NUTS
STAINLESS STEEL PER ASTM A-240, TYPE 304.
10.
DIMENSIONS SHOWN ARE FOR REFERENCE AND MAY VARY BASED
UPON MANUFACTURER. SLEEVES SHALL BE SIMILAR IN NATURE TO
_ -
THAT SHOWN AND SHALL NOT DEVIATE IN ESSENTIAL DETAILS.
11.
PIPE SURFACES SHALL BE CLEANED THOROUGHLY TO PERMIT A
GOOD SEAL PRIOR "r0 INSTALLATION.
ARMORS --
12.
ALL TAPPING SLEEVES SHALL BE HYDROSTATICALLY PRESSURE
TESTED IN ACCORDANCE WITH FAYPWC SPECIFICATIONS. TEST
SHALL BE WITNESSED AND APPROVED BY FAYPWC PROJECT
-
COORDINATOR PRIOR TO BEGINNING TAPPING PROCESS.
13.
THE NUMBER OF BOLTS, NUTS AND WASHERS SHOWN ARE FOR
WASHERS -
ILLUSTRATION ONLY, ACTUAL QUANTITY SHALL BE AS
-
RECOMMENDED By THE SLEEVE MANUFACTURER FOR THE
LIFTER
BAR -'
REQUIRED SERVICE.
14.
SEE DETAILS W.9 AND W.17 FOR ADDITIONAL REQUIREMENTS.
STAINLESS STEEL TAPPING SLEEVE
FAYETTEVILLE
NO.
DATE
REVISION
N.T.S.
PUBLIC WORKS COMMISSION
FAYETTEVILLE N.C.
1
07/09
ADDED NOTES 2, 12, AND CLARIFIED
I
NOTES
DWG. NO. W. 11
DWG. BY: FAYPWC
2
07/13
REVISED NOTES 3, 12, 14
SHEET NO.
WATER RESOURCES
IOF1
DATE: JAN. 01,2019
APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
W11 SS-TAPPING-SLEEVE.dwg
10. WATER OUTAGES: THE CONTRACTOR SHALL SCHEDULE A COORDINATION MEETING
WITH THE FAYPWC PROJECT COORDINATOR AND PROJECT ENGINEER MINIMUM
OF THREE (3) WORKING DAYS PRIOR TO ANY PLANNED WATER OUTAGE. THE
COORDINATION MEETING SHALL BE CONDUCTED PRIOR TO ANY NOTICES BEING
ISSUED. ADDITIONALLY, THE CONTRACTOR SHALL LOCATE (VERTICALLY AND
HORIZONTALLY) ANY TILITIES WITHIN THE WORK AREA IN ACCORDANCE WITH
U
THESE CONTRACT DOCUMENTS THE . LOCATIONS OF ALL UTILITIES WITHIN THE
OC
WORK AREA SHALL BE DETERMINED PRIOR TO THE COORDINATION MEETING. ANY
CONFLICTS WITH THE PENDING WORK AND THE EXISTING UTILITIES SHALL BE
IDENTIFIED AND APLAN FOR RESOLVING ANY CONFLICTS SHALL BE PRESENTED.
THE PURPOSE OF THIS COORDINATION MEETING IS TO ENSURE THAT THE
CONTRACTOR HAS A GOOD UNDERSTANDING OF THE REQUIREMENTS RELATED TO
THE PENDING VERIFY THAT THERE ARE NO UTILITY CONFLICTS THAT WILL
OUTAGE,
PREVENT THE WORK FROM BEING COMPLETED ALL EQUIPMENT IS IN GOOD
WORKING ORDER ALL EQUIPMENT IS FUNCTIONAL ALL MATERIALS ARE ON SITE ALL NECESSARY TOOLS ARE ON SITE DISCUSS ANY NECESSARY CONTINGENCY
PLAN AND ANY OTHER ITEM NECESSARY TO ENSURE THAT THE FAYETTEVILLE
S, O S
PUBLIC WORKS COMMISSION HAS CONFIDENCE THAT THE WORK CAN BE
ACCOMPLISHED WITHIN THE GIVEN TIME PERIOD. SHOULD, FOR ANY REASON, THE
FAYETTEVILLE PUBLIC WORKS COMMISSION DEEM THAT THE CONTRACTOR IS NOT
PREPARED FOR THE PROPOSED OUTAGE, THE OUTAGE NOTIFICATIONS WILL NOT BE
DISTRIBUTED AND THE OUTAGE SHALL BE POSTPONED A MINIMUM OF TWO (2)
WEEKS. THE FAYETTEVILLE PUBLIC WORKS COMMISSION WILL PROVIDE WRITTEN
NOTIFICATION TO THE CONTRACTOR OF THIS DECISION. NO ADDITIONAL CONTRACT
TIME WILL BE GRANTED FOR THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE
WITHIN THAT TWO() WEEK PERIOD, 2 D THE FAYETTEVILLE PUBLIC WORKS
COMMISSION RESERVES THE RIGHT TO ASSESS LIQUIDATED DAMAGES, AS
OUTLINED IN THESE CONTRACT DOCUMENTS.
ONCE THE WATER OUTAGE NOTIFICATIONS HAVE BEEN ISSUED, A FOLLOW-UP
COORDINATION MEETING WITH THE FAYPWC PROJECT COORDINATOR AND PROJECT
ENGINEER SHALL BE HELD A MINIMUM OF 24 HOURS PRIOR TO THE SCHEDULED
OUTAGE. THE PURPOSE OF THIS MEETING IS TO VERIFY THAT THE CONTRACTOR IS
PREPARED TO PROCEED WITH THE OUTAGE, AND THAT ALL EQUIPMENT, MATERIALS,
TOOLS, AND ALL OTHER INCIDENTALS ARE ON THE PROJECT SITE AND FUNCTIONING.
IF FOR ANY REASON THE FAYETTEVILLE PUBLIC WORKS COMMISSION DEEMS THAT
THE CONTRACTOR IS NOT PREPARED, THE OUTAGE SHALL BE POSTPONED AND ALL
CUSTOMERS IMMEDIATELY NOTIFIED OF THE CANCELLATION. THE OUTAGE SHALL BE
POSTPONED A MINIMUM OF TWO (2) WEEKS. NO ADDITIONAL CONTRACT TIME WILL
BE GRANTED FOR THIS DELAY. SHOULD THE CONTRACT TIME EXPIRE WITHIN THAT
TWO() WEEK PERIOD, D, THE FAYETTEVILLE PUBLIC WORKS COMMISSION RESERVES
THE RIGHT T ASSESS LIQUIDATED DAMAGES, AS OUTLINED IN THESE CONTRACT
DOCUMENTS.
THE CONTRACTOR SHALL COMPLETE THE REQUIRED WORK AND RESTORE WATER
SERVICE WITHIN THE GIVENTIME PERIOD FOR THE OUTAGE. I O O OU AG F THE FAYPWC PROJECT
COORDINATOR DETERMINES THAT THE CONTRACTOR WILL NOT RESTORE WATER
SERVICE WITHIN THE APPR
OVED TIMEFRAME, THE FAYPWC PROJECT COORDINATOR
WILL DIRECT THE CONTR
ACTOR ON HOW TO RESTORE WATER SERVICE. THE
CONTRACTOR SHALL ADF
1ERE TO ALL INSTRUCTIONS GIVEN BY THE FAYPWC PROJECT
COORDINATOR.
SHOULD THE CONTRACTOR FAIL TO COMPLETE THE WORK WITHIN THE ALLOTTED TIME,
THE FAYETTEVILLE PUBLIC WORKS COMMISSION SHALL ASSESS A PENALTY OF 500 PER
15-MINUTE INTERVAL OR
ANY PORTION THEREOF UNTIL WATER SERVICE IS
RESTORED. THIS PENALTY WILL BE DEDUCTED FROM THE CONTRACTOR'S PAY
APPLICATION OR BE BILLED DIRECTLY TO THE CONTRACTOR. THE PENALTY MAYBE
WAIVED FOR CIRCUMSTANCES BEYOND THE CONTRACTOR'S CONTROL, AS DEEMED
BY THE FAYETTEVILLE PUBLIC WORKS COMMISSION. THE FAYPWC PROJECT
COORDINATOR AND/OR PROJECT ENGINEER RESERVE THE RIGHT TO CANCEL OR
POSTPONE THE OUTAGE AT ANY GIVEN TIME, IF DEEMED NECESSARY.
FAYETTEVILLE
NO.
DATE
REVISION
WATER UTILITY NOTES
PUBLIC WORKS COMMISSION
FAYETTEVILLE N.C.
1
07/11
REVISED NOTES AND ADDED NOTE 6
DWG. NO. W.1
DWG. BY: FAYPWC
WATER RESOURCES
2
07/01/16
ADDED NOTE 6
SHEET NO.
201`2
DATE: JAN. 01, 2019
1 APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
3
01/01/18
ADDED NOTES 6,8
W1-WATER-UTILITY-NOTES.dwq
2 RINGS OF NO. 3 REINFORCING
DEFORMED BAR AS SHOWN
A � 10 �►
C1.`,,�\\
WATER
1.� �--
/
--- SHADED PORTION OF
RING IS EXPOSED,
REMAINDER IS BURIED.
PLAN
N.T.S.
-GROUND
9 1/2
1/2" MIN.
3N I T= ? h
"
- . - • -_ 4MIN ' MIN.
VALVE BOX
-----24" DIAMETER MINIMUM --
SECTION A -A
N.T.S.
NOTES:
1. CONCRETE PROTECTOR RING SHALL BE 250OPSI
PRECAST REINFORCED CONCRETE.
2. VALVE BOX SHALL BE AT GRADE WITH
PROTECTOR RING EXTENDING 1/2" ABOVE
GRADE.
3. SEE GATE VALVE AND BOX DETAIL.
4. VALVE BOX PROTECTOR RINGS SHALL BE
INSTALLED AROUND VALVE BOX IN UNPAVED
NON -TRAFFIC AREAS AND SHALL NOT CREATE A
HINDRANCE TO MOWING OPERATIONS.
CUT _AWAY VIEW
N.T.S.
✓CV 1-111GIC
OR RING
VALVE BOX PROTECTOR RING FAYETTEVILLE NO. DATE REVISION
PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE N.C.
SHEET NO. I DWG. NO. W,$ DWG. BY: FAYPWC WATER RESOURCES
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
2" MIN. AT
FINALGRADE '. _
I
TRACER WIRE
NCDOT ---
CONCRETE
BRICK
2" BALL VALVE-
12" BRASS NIPPLE
2" SDR-21 PVC
- CONCRETE COLLAR IN PAVED AREAS
INSTALLED IN ACCORDANCE WITH FAYPWC
DETAIL W.6. CONCRETE PROTECTOR RING
IN NON -TRAFFIC AREAS INSTALLED IN
ACCORDANCE WITH FAYPWC DETAIL W.8.
CONCRETE THRUST BLOCK -
BLOCK
VALVE BOX TO BE INSTALLED IN
PER FAYPWC DETAIL
ACCORDANCE WITH FAYPWC DETAIL W.7.
- - --- _ 24" .-... ..
__.._-18"------ -
C
r-ASPHALT
„
--2 SLIP ON CAP
1
2" BRASS _ ,
4'±2"
90° ELBOW
-
'
_ -
, -METER BOX IN
A
ACCORDANCE
0
4" MIN
WITH FAYPWC
61.1"AX.
DETAIL WA
�
PROVIDE SOLID
METER BOX LID.
24' -
BRICK --
BRASS
--NCDOT
NIPPLE
A-LCONCRETE
BRICK
--2" SDR-21 PVC
(LENGTH AS
2" BALL VALVE --_ --
24"
REQUIRED. TWO
BRASS
PIECES MAX.)
NIPPLE
-- SCH 80
12" BRASS NIPPLE ---
MIPT
ADAPTOR
___--- C
2" BRASS
2" BRASS F.LP x PACK
90" ELBOW
JOINT FOR PVC
CONCRETE THRUST BLOCK
ADAPTOR
` SLOTTED VALVE BOX FITS PER FAYPWC DETAIL W.17 2" SDR-21 PVC "..
t
NCDOT
ON TOP OF 2" PIPE. NCDOT >
CONCRETE
CONCRETE BRICK TO BE
BRICK
PLACED UNDER VALVE BOX.
W8-CO NC-PROTECTOR-R I NG.dwg
NOTES:
1. ALL MATERIALS SHALL BE
APPROVED BY FAYPWC.
2. WHEN INSTALLED IN A PAVED AREA
METER BOX SHALL BE SET 1/4"
ABOVE FINISHED PAVEMENT
GRADE AND PAVEMENT
FEATHERED TO TOP OF BOX.
COMPOSITE METER BOX (FAYPWC
DETAIL WAB) SHALL BE USED IN
PAVED AREAS.
3. METER BOX SHALL BE IN
ACCORDANCE WITH FAYPWC
DETAILS. PROVIDE SOLID METER
BOX LID.
4. VALVE FOR BLOW -OFF TO BE
INSTALLED AFTER LAST SERVICE.
5. CENTER 2" SDR-21 PIPE IN METER
BOX.
6. BLOW -OFF ASSEMBLY NOT TO BE
RE -USED UNLESS APPROVED BY
FAYPWC.
T INSTALLATION SHALL BE
INSPECTED AND APPROVED BY THE
FAYPWC PROJECT COORDINATOR
PRIOR TO BACKFILL.
2" BRASS F.LP x PACK
JOINT FOR PVC
ADAPTOR
2" BLOW OFF ON FAYETTEVILLE NO. DATE I REVISION
2" WATER MAIN PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE N.C. 1 07/17 REVISED NOTES
SHEETNO. I
DWG. NO. W,15C I DWG. BY: FAYPWC WATER RESOURCES
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W15C-2-BLOWOFF.dwg
- METER BOX WITH
NOTES:
RECESSED AMR READING
1.
ALL MATERIALS TO BE APPROVED BY
SLID SET 1/4' ABOVE GRADE
FAYPWC.
n
VARIES 18
2.
SERVICE LATERAL SIZE 1 IDS
FINISHED GRADE____
-0
POLYETHYLENE UNLESS OTHERWISE
--
]
- -- ^_
[ _
_ _----
I'll
V _ ;,
AO
SPECIFIED.
PAVEMENT
,/
E
- I
��
E Q.
Q. E
-0
m
A
3.
WATER SERVICE LOCK VALVE TO BE
LOCATED 18" FROM SANITARY SEWER
CUNC CUF26 &GUTTER '
� O
EE
A
CLEANOUT STACK WHEN INSTALLED IN
E
r
-
z
SAME DITCH.
Z
m
4.
WHEN INSTALLED IN A PAVED AREA
C
_
,__!_-
METER BOX TO BE SET 1/4 ABOVE
"
G
1" FULL PORT ANGLE BALL E C
WITH ONE OR TWO STEPE G
FINISHED PAVEMENT GRADES AND
--_
--r--_.. ,_.. -T--- - ---i
PAVEMENT FEATHERED TO TOP OF BOX
COMPRESSION FOR IPS PE IISILET=
AND FEMALE METER TH DO
I
I -_I.
11
TO PROVIDE DRAIN AWAY FROM BOX.
Z -- 1 CC
SINGLE SWIVEL NUT WITH LOCK. ALL
5.
COMPOSITE METER BOXES SHALL BE
USED IN TRAFFIC AREAS SEE FAYPWC
STAINLESS
STEEL INSERTS SHALL BE STAINLESS
DETAIL W.46.
STRAP SADDLE STEEL
' 12" METER COUPLING
6.
INSTALL NCDOT CONCRETE BRICK BASE
=
WITH 3/4" FEMALE
WITH NO GAPS. DO NOT LAY BRICK ON
(�
-- BALL CORPORATION STOP
THREAD METER SWIVEL
PIPE. SEE INSET A.
-
WITH AWWA INLETS ONE
NUT x 3/4" MIPT
7.
WHERE ASPHALT CURB OR STRIP
M
OR TWO STEP STYLE
--v,x7-1/2" SPACER FOR
PAVEMENT EXISTS, THE LOCATION OF BOX
COMPRESSION FOR IPS PE,
DOMESTIC SERVICE,
SHALL E DIRECTED BY FAYPWC
WITH STAINLESS STEEL
1"x.10-3/4"SPACER FOR
REPRESENTATIVE.
INSERTS
IRRIGATION SERVICE,
B.
DISTANCE FROM TOP OF LOCK VALVE
V IPS POLYETHYLENE --
SPACER SHALL BE
OPERATING STEM TO TOP OF BOX SHALL
PIPE PE 4710, 250 PSI
FURNISHED BY FAYPWC
BE 8" MINIMUM TO 10" MAXIMUM.
-1
ASTM D2737 ASTM
9.
RESIDENTIAL METER BOX SHALL BE SET
�:::::::SIDR7
D3350-445574E
''--- NCDOT CONCRETE BRICK
18" FROM R/W TO CENTERLINE OF METER
WATER 0
METER BOX BASE SEE
BOX PERPENDICULAR TO THE RAN.
MC
INSET "A"
10.
COMMERCIAL METER BOX LOCATION
11-I 1vl1-I�
( BRICK METER
TRACING WIRE EXTENDED -.0
1 8" ----
UNLESS OTHERWISE NOTED.
BACK FILL .
D I BOX BASE
INTO METER BOX 6" AND EGl EQ
12. LATERAL SHALL NOT BE BACKFILLED UNTIL
,.
/-> , -1
WRAPPED AROUND LOCK - -�-- ----.
INSPECTED AND APPROVED BY FAYPWC
METER BOX
l: -- �­1.
I ,11�
.'I
VALVE _ _.__ --
PROJECT COORDINATOR.
,�
NCDOT.. "
I DBOTTOMIIrrrrO113.
.. 1 +1
WATER MAIN AND LATERAL SHALL PASS
N RETE O C
OF BOX
I
k
HYDROSTATIC AND STERILIZATION TESTS,
14. BARB FITTINGS ARE NOT
BRICK
11 -I
I
O1
-TYPE
gs-«
1
I
ACCEPTABLE.
-
1 "+ate � _
-= -----
, 'Ei
111
15. SHOULD IT NECESSARY TO CRIMP THE
-
BRICK METER BOX BASE
'--SPACER SHALL
VI
WATER SERVICE LATERAL, A FULL CIRCLE
SECTION "A -A"
INSET "A"
BE CENTERED
REPAIR CLAMP SHALL BE PLACEDON THE
-"-"
PLAN
IN METER BOX
CRIMPEDAREA.
FAYETTEVILLE
NO.
DATE
REVISION
I" WATER SERVICE LATERAL
PUBLIC WORKS COMMISSION
N.T.S.
FAYETTEVILLE N.C.
1
07/06
RESIZED METER COUPLING
DWG. NO.
W.2
I DWG. BY: FAYPWC
2
07/13
REVISED NOTE RE: TRACER WIRE
SHEET NO.
WATER RESOURCES
1 OF
ENGINEERING DEPARTMENT
DATE: JAN.
01, 2019
APPROVEDBY: J.E.G.
3
07/17
REVISED NOTES
6"A6" 6'x12' : 6'W4'
-
A 18" 30' 41
B 6 - " - 12' 24'
SIZE 6" DIA xOFFSET ,.
µ
NOTES:
TOP TO BE FLUSH WITH
VALVE BOX PROTECTOR RING
1.
ALL MATERIALS SHALL BE IN ACCORDANCE
FINISH GRADE
S G AND
SHALL E P
B LACED WHERE VALVE
WITH FAYPWC STANDARDS.
LEFT EXPOSED
IS LOCATED IN NON -TRAFFIC
2.
RESILIENT WEDGE GATE VALVE SHALL BE
AREAS- SEE VALVE BOX
AS MANUFACTURED BY MUELLER CORP.,
PAVEMENT
PRO CTOR RING DETAIL.
AMERICAN DARLING OR CLOW CORP.
n
2 MIN. A�
3.
ALL VALVES SHALL HAVE 2" SQUARE
Q
3000 PSI POURED IN
PLACE CONCRETE
dOLLAR
„
TURF 4 MIN.
�� 6" MAX. ',
FINAL G nnCC
R LJ�ACER WIRE'
4.
OPERATING NUT AND SHALL OPEN
COUNTERCLOCKWISE.
VALVE BODY BONNET AND GATE SHALL BE
A
IN ACCORDANCE WITH AWWA G509/C-515
...
,.
AND NSF61.
8"
5.
VALVE BODY AND BONNET SHALL BE
-
COATED ON ALL INTERIOR AND EXTERIOR
�.
' --LONCRETE COLLAR
SHALL BE PLACED
-
SURFACES WITH A FUSION BONDED EPDXY
IN ACCORDANCE WITH AWWA G550-90.
WHERE VALVE IS IN
6.
ALL VALVES 24" AND SMALLER SHALL HAVE
A TRAFFIC AREA.
SAFE WORKING PRESSURE F 250P I.
A S WO G SSU E O S
- VALVE BOX I I �--- -
--
7.
SEE VALVE BOX DETAIL FOR ADDITIONAL
II L;
SEE DETAIL I
1
l
INFORMATION.
- _______
'- - NCDOT CONCRETE
__-=
B.
SEE VALVE BOX PROTECTOR RING DETAIL
BRICK (4 REQUIRED
FOR ADDITIONAL INFORMATION.
-
AT EACH SECTION)
- -
9.
VALVE BOX SECTIONS ARE REQUIRED. THE
USE OF PIPE IN LIEU OF VALVE BOX
----MIN. 12 GAUGE, SINGLE
SECTIONS SHALL NOT BE PERMITTED.
-'
STRAND, COATED COPPER-----
r ---
TRACER WIRE (SHALL BE -
'
I--�
-----�
_
INSTALLED BETWEEN
' VALVES AND SHALL BE
INSTALLED ON ALL NON
METALLIC PIPELINES.)
ALV WATER SPLICES SHALL BE AL WATER
MAIN APPROVED BY THE MAIN
FAYPWC PROJECT
11.11, --- COORDINATOR.
VALVE IN TRAFFIC AREA VALVE IN NON -TRAFFIC AREA
GATE VALVE FAYETTEVILLE NO. DATE I REVISION
N.T.S. PUBLIC WORKS COMMISSION
FAYETTEVILLE N.C. 1 6106 ADDED NOTE NO.9
SHEETNO. I
DWG. NO. W,g I DWG. BY: FAYPWC WATER RESOURCES 2 7109 CLARIFIED NOTES
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W2-WLAT.dwg ' W6-GATEVALVE.dwg
NOTES:
1. SEE FIRE HYDRANT DETAIL W.13 FOR ADDITIONAL
REQUIREMENTS.
2. ALL VALVES AND HYDRANTS SHALL HAVE M.J.
CONNECTIONS WITH IRON RETAINING GLAND M.J.
RESTRAINT.
3. FIRE HYDRANT OFFSET CONNECTOR SHALL BE
PLACED AS APPROVED BY THE FAYPWC PROJECT
COORDINATOR.
4. OFFSET CONNECTOR SHALL NOT BE BACK FILLED
UNTIL INSPECTED AND APPROVED BY FAYPWC
PROJECT COORDINATOR.
z��
� w
�� N*(
O
--RESTRAINED
JOINT
�-AWWA C153 DI t -11
- - / OFFSET CONNECTOR
PIPE -- M.J. CONNECTION WITH IRON
., RETAINING GLAND M.J. RESTRAINT.
M.J. SPLIT- (SEE NOTE 2 AND FAYPWC
GLAND STANDARD RESTRAINING DETAIL)
m M.J. SPLIT-' p3� %
GLAND O.D. OF 6' -.._- ►. I '
AWWA ALVE
C153 DI
' PIPE=690" `'r
E.
.,,i► . I,'t
RESTRAINED
JOINT
- TOTAL LENGTH OF OS PIPE -
RESTRAINED JOINT FIRE HYDRANT FAYETTEVILLE NO. DATE REVISION
OFFSET CONNECTOR (STEEP BANK) PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE N.C. 1 07/09 REVISED NOTES 1, 2, AND 3
DWG. NO. W 14 DWG. BY: FAYPWC
SHEET No. WATER RESOURCES
1 OFz DATE: JAN. 01,2019 1 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W14-FH-OFFSET.dwg
-_ CONCRETE - - --_-
THRUST ' MINIMUM BEARING AREA EACH DIRECTION NOTES:
"I : BLOCK (TYP.) OF THRUST IN SQUARE FEET 1. THRUST BLOCKS SHALL BE
(based on soil supporting value of 2,000psf @ 200 psig test pressure) INSTALLED ON PVC WATER
h\� -_E E S -- __-- _--- - ' DISTRIBUTION LINES 6" THRU 12"
. PIPE TEES & 90° 45° ELBOW 22-1/2° DIAMETER IN THE MANNER SHOWN.
SIZE DEADENDS ELBOWS & CROSSES ELBOWS
,_ +_ -_ _ ___ __ -_-_ - SEE FAYPWC STANDARD ALTERNATE
6" 4 6 __ 3 2 RESTRAINING DETAIL W.18 FOR
8 7 10 5 3 ACCEPTABLE ALTERNATE
' - - -- - RESTRAINING SYSTEMS.
15 21 11 6
-1 L 12.._.. -_- _. _.. --_- .. 2. PIPE GREATER THAN 12INCH
DIAMETER SHALL REQUIRE
RESTRAINT JOINT PIPE FOR THE
THRUST UNDISTURBED PROPER LENGTH.
11
ELBOW BLOCK I"\ ,ASOIL 3. COMPACT FITTINGS ARE NOT
-- - M.J PLUG AREA OF ACCEPTABLE. STANDARD FITTINGS
�". BEARING SHALL BE USED WITH CONCRETE
- -` I THRUST BLOCKING.
_ __ ' ` ,/` 4. THRUST BLOCKS SHALL BE
--- - % I INSTALLED ON SEWER FORCE MAIN IN
a =. ; THE MANNER SHOWN.
f ' I 5. IF SAC-CRETE IS USED, MIXING MUST
SEE BLOW -OFF DETAIL FOR(%/(////j////�/////�'J�I)�/���``J ' - BE ON SITE UTILIZING A MECHANICAL
CLARIFICATION OF CONSTRUCTION ELBOW - MIXER.
REQUIRED AT DEAD ENDS. �� 6. NO CONCRETE SHALL BE PLACED ON
BOLTS. WRAP JOINT FITTINGS WITH
DEAD END PLASTIC.
HORIZONTAL BEND 7. CONCRETE SHALL BE A MINIMUM
-_--- --------- 3,000PSl.
8. ALL BEARING SURFACES SHALL BE
SIDE EXCAVATIONS -- AGAINST UNDISTURBED SOILAND
--SIDE EXCAVATIONS (TYPJ (TYP) SHALL BE APPROVED BY FAYPWC
PROJECT COORDINATOR PRIOR TO
PLACEMENT OF CONCRETE.
-- 9. USE OF RESTRAINED JOINT DUCTILE
.-------- -- -- .-- - -`------
_ w IRON WILL BE REQUIRED IF SOIL
CONDITIONS DO NOT ALLOW THE USE
OF THRUST BLOCKS.
10. ALL VERTICAL BENDS SHALL BE
RESTRAINED USING RESTRAINED
`I �` JOINT DUCTILE IRON PIPE.
11
�, CONCRETE
-ALL BEARING SHALL BE KEPT I I'
1 CLEAR OF PIPE
SURFACES 1I JOINTS (TYPJ
SHALL BE AGAINST 1 TAPPING SLEEVE
TEE UNDISTURBED CROSS AND VALVE
--- GROUND (TYP.)
_.._...
THRUST BLOCK DETAIL
CONCRETE THR
FAYETTEVILLE
NO.
DATE
REVISION
PUBLIC WORKS COMMISSION
N.T.S.
FAYETTEVILLE N.C. I
1
09/05
REVISED TABLE
DWG. NO. W.17
D.G. BY: FAYPWC
2
02107
ADDED NOTES 9AND 10
SHEET NO.
WATER RESOURCES
: JAN 01,
APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
3
07/13
ADDED TAPPING SLEEVE AND
SLEEVE AND
VALVE DETAIL
W17-THRUSTBLOCK.dwg
NOTES:
1.
SEE FIRE HYDRANT DETAIL W.13 FOR ADDITIONAL REQUIREMENTS.
6'SB' 602" 6'W4'
2.
ALL VALVES AND HYDRANTS SHALL HAVE M.J. CONNECTIONS WITH
IRON RETAINING GLAND M.J. RESTRAINT.
A 18" 30" 41'
3.
FIRE HYDRANT OFFSET CONNECTOR SHALL BE PLACED AS
B - 6" 12" -24'
APPROVED BY THE FAYPWC PROJECT COORDINATOR.
SIZE 6" DIA.xOFFSET
4.
OFFSET CONNECTOR SHALL NOT BE BACK FILLED UNTIL
_-__-- ___. __ -._ _..
INSPECTED AND APPROVED BY FAYPWC PROJECT COORDINATOR.
2�Ir
f w
O
&D
-RESTRAINED
JOINT
RESTRAINEDJOINT
'
...:...
VALVE
-AWWAC153DI
`
1 ---
--
OFFSET CONNECTOR
_`° ..�MPIPE
�,.
M.J. SPLIT--
3 5' : -CLASS 50 OR
GLAND '.
MIN. PRESSURE
m : 91
CLASS 350 DI
. SPLIT
M JGLAND
PIP (= ,°•F
M.J. CONNECTION WITH IRON
O.D. OF 6"---
- +
RETAINING GLAND M.J. RESTRAINT.
AWWA C153 DI
:>'�
(SEE NOTE 2 AND FAYPWC
PIPE=690'
,;a°
STANDARD RESTRAINING DETAIL)
1__-_ --_ ____'
,--AWWAC153DI
I;t
OFFSET CONNECTOR
RESTRAINED
PIPE
JOINT
A
- TOTAL LENGTH OF OS PIPE
--RESTRAINEDJOINT''
RESTRAINED JOINT FIRE HYDRANT
FAYETTEVILLE
NO.
DATE
REVISION
OFFSET CONNECTOR AT DITCH
PUBLIC WORKS COMMISSION
N.T.S.
FAYETTEVILLE N.C.
1
01/05
ADDED NOTES
SHEET NO.
DWG. NO. W. 14
DWG. BY: FAYPWC
WATER RESOURCES
2
07/09
REVISED NOTES 1, 2, AND 3
2OF2
DATE: JAN. 01,2019
1 APPROVED BY: J.E.G.
ENGINEERING DEPARTMENT
8"
MIN.
CONTINUOUS 12 GA. -
SINGLE STRAND COATED
COPPER WIRE OR
COPPER CLAD STEEL
TRACING WIRE REQUIRED
FOR ALL NON-FERROUS
PIPE (FROM VALVE BOX
TO VALVE BOX)
W14-FH-OFFSET.dwg
NOTES:
1. SUITABLE SOIL BEDDING IS DEFINED AS "NATIVE" SOIL
EXCAVATED FROM THE TRENCH, FREE OF ROCKS, FOREIGN
MATERIAL, AND FROZEN EARTH.
2. SUITABLE BEDDING MATERIAL SHALL EXTEND TO
UNDISTURBED TRENCH WALLS.
3. IF GROUND CONDITIONS WARRANT, IT MAY BE NECESSARY TO
BED DUCTILE IRON WATER MAINS IN SELECT BEDDING
MATERIAL (NO. 5 OR NO. 57 STONE) TO THE SPRINGLINE OF
THE PIPE. SUCH INSTALLATION SHALL BE AS DIRECTED BY
UNDISTURBED THE FAYPWC PROJECT COORDINATOR.
SOIL
I
I
i
8"
MIN.
--
- -- ---4" MIN. SUITABLE SOIL BEDDING
�i - FROM TRENCH EXCAVATION
(SEE NOTE 1)
--- SUBBASE SHALL BE UNDISTURBED
SOIL. WHERE SOIL IS DEEMED
UNSUITABLE BY THE FAYPWC
PROJECT COORDINATOR
AUTHORIZED AREA SHALL BE
UNDERCUT AND BACKFILLED WITH
SELECT BEDDING MATERIAL (SEE
NOTE 3).
FAYETTEVILLE NO. DATE I REVISION
WATER MAIN BEDDING DETAIL
PUBLIC WORKS COMMISSION N.T.S. FAYETTEVILLE N.C. 1 01/01/17EVISED NOTES
SHEET NO. DWG. NO. W.19 I DWG. BY: FAYPWC WATER RESOURCES 2 07/01/13 REVISED NOTE RE: TRACER WIRE
1 OF1 DATE: JAN. 01,2019 1 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W19-WATER-BEDDI NG.dwg
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX -
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
DETAIL
SHEET
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C07

TEMPORARY SEEDING SPECIFICATIONS
PURPOSE
To temporarily stabilize denuded areas that will not be brought to final grade for a period of
more than 21 calendar days.
Temporary seeding controls run off and erosion until permanent vegetation or other erosion
control measures can be established. In addition, it provides residue for soil protection and
seedbed preparation and reduces problems of mud and dust production from bare soil
surfaces during construction.
SPECIFICATIONS
Completegrading beforepreparingseedbeds and install all necessarye eros
ion control
practices, such as dikes waterways steep slopes s and basins. Minimize because the
P Y P Pa Y make
seedbed difficult and increase the erosion hazard. If soils become compacted
preparation P
during grading, loosen them to a depth of 6 - 8 inches using a ripper, harrow or chisel plow.
Liming-Applylime according to soil test recommendations. if the H of the soil is not known
9 P
an application of ground agricultural limestone at the rate of 1 to 1 Y2 tons/acre on
coarse -textured soils and 2-3 tons/acre on fine -textured soils is usually sufficient. Apply
limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or
higher need not be limed.
Fertilizer -Base application rates on soil tests. When these are not possible, apply a 10-10-10
PP Po PPY
grade fertilizer at a 7CO-1000 Ib/acre rate. Both fertilizer and lime should be incorporated into
the top 4-D inches of soil. If a hydraulic seeder is used, do not mix seed and fertilizer more
than 30 minutes before application.
Surface roughening -If recent tillage operations have resulted in a loose surface, additional
roughening may not be required except to break up large clods. If rainfall causes the surface
to become sealed or crusted, loosen it just prior to seeding by disking, raking, harrowing, or
other suitable methods. Groove or furrow slopes steeper than 3:1 on the contour before
seeding.
PLANT SELECTION
Select an appropriate species or species mixture from seeding tables at right.
SEEDING
Event apply seed using a done seeder broadcast drill eulti acker seeder or
Y PPY 9 cyclone (broadcast) P
h droseeder. Use seeding rates given in tables at right. Broadcast seeding and
Y n9 9 n9 9
h droseedin are appropriate for steep slopes where equipment cannot be driven. Hand
broadcasting is not recommended because of the difficulty in achieving a uniform
distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no
more than X inch. Broadcast seed must be covered by raking or chain dragging and then
lightly finned with a roller or cultipacker. Hydroseeded mixtures should include a wood fiber
mulch.
MULCHING
The use of an appropriate mulch will help ensure establishment under normal conditions and
is essential to seeding success under harsh site conditions. Harsh site condition include:
-seeding in fall for winter cover (wood fiber mulches are not considered adequate for
this use)
-slopes steeper than 3:1
-excessively hot or dry weather
-adverse soils (shallow, rocky, or high in clay or sand)
-areas receiving concentrated flow
If the area to be mulched is subject to concentrated water flow, as in channels, anchor mulch
with netting.
MAINTENANCE
Reseed and mulch areas where seedling emergence is poor, or where erosion occurs, as
soon as possible. Do not mow. Protect from traffic as much as possible.
REFERENCE: NC Erosion and Sediment Control Planning and Design Manual - Practice
6.10
TOPSOILING
Construction Specifications
Materials
1. Determine whether the quality and quantity of available topsoil justifies selective handling. Quality
topsoil has the following characteristics:
a. Texture -loam, sandy loam, and silt loam are best; sandy clay loam, silty clay loam, clay loam, and
sand are fair. Do not use heavy clay and organic soils such as peat or muck for topsoil.
b. Organic matter content - should be greater thari by weight.
c. Acidity - pH should be greater than 3.6 before liming, and liming is required if it is less than 6.0.
d. Soluble salts - should be less than 500 ppm.
e. Sodium - sodium absorption ration shoudl be less than 12.
2. The depth of material should be at least 2 inches. Soil factors such as rock fragments, slope, depth to
water table, and layer thickness affect the ease of excavation and spreading of topsoil.
3. Generally, the upper part of the soil, which is richest in organic matter, is most desirable; however,
material excavated from deeper layers may be worth storing if it meets the other criteria listed above.
4. Organic soils such a mucks and pests do not make good topsoil. They can be identified by their
extremely light weight when dry.
Stripping
1. Strip topsoil only from those areas that will be disturbed by excavation, filling, road building, or
compaction by equipment. A 4-6 inch stripping depth is common, but depth varies depending on the site.
Determine depth of stripping by taking soil cores at several locations within each area to be stripped.
Topsoil depth generally varies along a gradient from hilltop to toe of the slope. Put sediment basins,
diversions and other controls into place before slipping.
Stockpiling
1. Select stockpile location to avoid slopes, natural drainage ways and traffic routes. On large sites,
respreading is easier and more economical when topsoil is stockpiled in small piles located near areas
where they Will be used.
2. Use sediment fences or other barriers where necessary to retain sediment.
3. Protect topsoil stockpiles by temporarily seeding as soon as possible, no more than 21 calendar days
after the formation of the stockpile.
4. If stockpiles will not be used within 90 days they must be stabilized with permanent vegetation to control
erosion and weed growth.
Site Preparation
1. Before spreading topsoil, establish erosion and sedimentation control practices such as diversions, berms,
dikes, waterways and sediment basins.
2. Maintain grades on the areas to be topsciled according to the approved plan and do not alter them by
adding topsoil.
3. Where the pH of the existing subsoil is 6.0 or less, or the soil is composed of heavy clays, incorporate
agricultural limestone in amounts recommended by soil test or specified for the seeding mixture to be
used. Incorporate lime to a depth of at least 2 inches by disking.
4. Immediately prior to spreading the topsoil, loosen the subgrade by disking or scarifying to a depth of at
least 4 inches, to ensure banding of the topsoil and subsoil. If no amendments have been incorporated,
loosen the soil to a depth of at least 6 inches before spreading the topsoil.
Spreading Topsoil
1. Uniformly distribute topsoil to a minimum compacted depth of 2 inches on 3:1 slopes and 4 inches on
flatter slopes. To determine the volume of topsoil required for application to various depths, use Table
6.04a. Do not spread topsoil while it is frozen or muddy or when the sugrade is wet or frozen. Correct any
irregularities in the surface that result from topsoiling or other operations to prevent the formation of
depressions or water pockets.
2. Compact the topsoil enough to ensure good contact wth the underlying soil, but avoid excessive
compaction, as it increases run off and inhibits seed germination. Light packing with a roller is
recommended where high-maintonence turf is to be established.
3. On slopes and areas that w it not be mowed, the surface may be left rough after spreading topsoil. A
disk may be used to promote bonding at the interface between the topsoil and subsoil.
4. After topsoil application, follow procedures for seedbed preparation, taking care to avoid excessive
mixing of topsoil into the subsoil.
TABLE 6.04 a Cubic Yards of Topsoil Required for Application to Various Depths
DEPTH (inches)
Per 1000 sq. ff.
Per Acre
1
3.1
134
2
6.2
268
3
9.3
403
4
12.4
536
5
15.5
670
6
18.6
804
Reference: NC Erosion and Sedimentation Control Planning and Design Manual,
Practice 6.04
TEMPORARY SEEDING RECOMMENDIONS FOR LATE MINTER AND EARLY SPRING
A
SEEDING MIXTURE:
Rye rein - 120lb/acre
Annual Lespedeza - 50 Wears
-Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
SEEDING DATES
Mountains - above 2500 ft.: Feb. 15 - Ma✓ 15
below 2500 ft: Feb. 1 - May 1
Peidmont- Jan. 1 - May 1
Coastal Plain - Dec. 1 -Apr. 15
SOIL AMENDMENTS
Follow recommendations of soil test or apply 2000 lb/acre ground agricultural limestone and 750 lb/acre
10-IG-10 fertilizer.
MULCH
Apply 4000 Ib/acre straw. An straw by tacking with asphalt, netting or a mulch anchoring tool. A disk
with blades set nearly straight can be used as a mulching tool.
MAINTENANCE
Reseed, refertilize and mulch immediately g erosion or following
Refertilize if growth is not fully adequate. R
other damage.
TEMPORARY SEEDING RECOMMENDA TJIONS FOR FALL
SEEDING MIXTURE:
Rye rain - 120lb/acre
SEEDING DATES
Mountains - Aug. 15 - Dec. 15
Peidmont - Aug. 15 - Dec. 30
Coastal Plain - Aug. 15 - Dec. 30
SOIL AMENDMENTS
Follow recommendations of soil test or apply 2000 lb/acre ground agricultural limestone and 7501b/acre
10-10-10 fertilizer.
MULCH
Apply 4000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk
with blades set nearly 9 as a mulching straight can be used 9
tool.
MAINTENANCE
To ress with 50 lb/acre of nitrogen in Mamh. If it is
Repair and refertilize damaged areas immediately. Pd
P 9
necessary to extend temporary ground cover beyond June 15, overseed with 50 Iblacre Lespedeza in late
February or early March.
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE:
German Millet - 40 Ib/acre
SEEDING DATES
Mountains - May 15 - Aug. 15
Peidmont - May 1 - Aug. 1
Coastal Plain - Apr. 15 - Aug. 15
SOIL AMENDMENTS
Follow recommendations of soil test or apply 2000 lb/acre ground agricultural limestone and 750 lb/acre
10-10-10 fertilizer.
MULCH
Apply 4000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk
with blades set nearly straight can be used as a mulching tool.
MAINTENANCE
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately following erosion or
other damage.
REFERENCE - NC Erosion and Sedimentation Control Planning and Design Manual - Tables 6.10a, 6.10b
6.10c.
PERMANENT SEEDING SPECIFICATIONS
PURPOSE
To reduce erosion and decrease sediment yield from disturbed areas, and to
permanently stabilize such areas in a manna that is economical, adapts to site
conditions, and allows selection of the most appropriate plant materials.
Areas to be stabilized with permanent vegetation must be seeded or planted within 15
working days or 90 calendar days after final grade is reached, whichever period is
shorter.
PLANT SELECTION
See table at right. Use cartified seed for permanent seeding whenever possible.
Certified seed is inspected by the North Carolina Crop Improvement Association.
Labeling of non{erdfied seed is required by law.
SEEDBED PREPARATION
Install necessary mechanical erosion control practices before seeding, and compete
radio according to the approved an.
grading n9 PPro W
Li fertilizer n should determined sell tests. When soil tests are not
Lim and erti a sects s ou d be dele red by so
available, follow rates suggested on table at right. Application miss ususety fall into
the following mages:
-Ground agricultural limestone
Light -textured, sandy soils: 1 -1)¢ tonslacre
Heavy -textured, der soils: 2-3 tons/acre
vY Yet
-Fertilizer
Grasses: 800-1200lb/acre of 10-10-10 (or equivalent) ( -)
Grass -legume mixtures: 800-12001blacre 510-10.
lime and fertilizer even) and incorporate into the 4.6 inches of soil b
APPY Y corpora top Y
disking or other suitable means. Operate machinery on the contour. When using a
hydroseeder, apply lime and fertilizer to a rough, loose surface.
Complete seedbed preparation by breaking up large clods and raking into a smooth,
uniform surface (slopes less than 3:1). Fill in or level depressions that can collect
water. Broadcast seed into a freshly loosened seedbed that has not been sealed by
rainfall.
MULCHING
The use of an appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site conditions. Harsh site
conditions include:
-slopes steeper than 3:1
-excessively hot or dry weather
-adverse sells (shallow, rocky, or high in day or sand)
-areas receiving concentrated water flow
n anchor
11 the area to be mulched is subject [o concentrated water flow, as in channels, bl ,
mulch with netting.
g
IRRIGATION
Moisture is essential for good seed germination and seedling establishment.
Supplemental irrigation can be very helpful in assuring adequate stands in dry seasons
a to speed development of full cover. Water application rates must be carefully
controlled to prevent rani Inadequate or excessive amounts of water can be more
hamnful than no supplemental water.
MAINTENANCE
General) a stand of vegetation cis be determined to be fur established until soil
y vegela mat N
cover has been maintained for are full year past planting. Inspect seeded areas for
failure and make necessary repairs and reseedings within the same season, if
possible.
Reseeding -If a stand has inadequate cover, re-evaluate choice of plant materials and
quantities of lime and fertilizer. Re-establish the stand after seedbed preparation or
over -seed the stand. Consider seeding temporary, annual species U the time of year is
not appropriate fa permanent seeding.
If the vegetation fails to grow, have soil tested to determine it acidity or nutrient
imbalance is responsible.
Fertilization -On the typical disturbed she, full establishment usually requires
relertllizabon in the second growing season. Fine turf requires annual maintenance
fertilization. Use soil tests if possible or follow the guidelines given for the specific
seeding mixture.
REFERENCE - NC Erosion and Sediment Control Planning and Design Manual -
Practice 6.11
Table 6.14a Mulching Materials and Application Rates
MATERIAL
RATE PER ACRE
QUALITIY
NOTES
Organic Mulches
Straw
1-2 tons
Dry, unchopped
Should come from wheat or oats
unweathered, avoid
spread by hand or machine; must
weeds
be tacked down
Wood chips
5-6 tons
Air dry
Treat with 12 Ibs nitrogen/ton.
Apply with mulch blower, chip
handler, or by hand. Not for use in fine
turf.
Wood fiber
0.50-1 tons
Also referred to as wood cellulose,
May be hydroseeded. Do not use in
hot dry weather.
Bark
35 cubic yards
Air dry, shredded or
Apply with mulch blower, chip handler
hammer -milled, or
or by hand. Do not use asphalt tack.
chips
Com stalks
4-6 tons
Cut or shredded In 4-6
Apply with mulch blower or by hand.
inch lengths
Not for use in fine turf.
Sericea
1-3 tons
Green or dry; should
lespedeza
contain mature seed
seed -bearing
stems
Nets and Mah
Jute Net
Cover Area
Heavy, uniform; woven
Withstands waterflow. Best when used
of single jute yam
with organic mulch.
Fiberglass net
Cover Area
Withstands waterflow. Best when used
with organic mulch.
Excelsior Mat Cover Area Withstands waterflow.
(Wood Fiber)
Fiberglass roving 0.50-1 tons Continuous fibers of Apply with a compressed air ejector.
drawn glass bound Tack with emulsified asphalt at a rare
together with a non- of 25-35 gal/1000 sf
toxic agent
Chemical Stabilizers
Aquatain Follow manufacturers Not beneficial to plant growth
Aerosproy instructions
Curasol AK
Pertoset SB
Terra Tack
Crust 5W
Genaqua 743
M-145
REFERENCE: North Carolina Erosion and Sediment Control Planning and Design Manual, Practice 6.14
SURFACE ROUGHENING
Construction SDecirications
FOR WELL -DRAINED SANDY LOAMS TO DRY SANDS: LOW
MAINTENANCE
MIXTURE:
Pensacola Bahiagrass - 50 Iblacre
Sericea lespedeza - 301b/acre
Common Bermucagrass - 101b/acre
German millet- 101b/acre
SEEDING NOTES:
1. Where a neat appearance is desired, omit sericea.
2. Use common Bermudagrass only on isolated sites where it
cannot become a pest. Bermuda rass may be replaced with
Pe 9 Y P 5
Iblacre centipedegrass.
SEEDING DATES;
Apr 1 - July 15
SOIL AMENDMENTS
Apply lime and fertilizer according to soil tests, or apply 3000 Ib/acre
agricultural limestone and 5001b/acre 10-10-10 fertilizer. ground erg
MULCH
Apply 4000 Iblacre grain straw or equivalent cover of another
suitable mulch. Anchor by tacking with asphalt, roving or netting or
by crimping With a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
MAINTENANCE
Refertllize the followingApril with 50 Ib/acre nitrogen. Re
AP og Peat as
growth requires. May be mowed only once a year. Where a neat
9 e9 Y Y Y
appearance is desired, omit sericea and mow as often as needed.
REFERENCE - NC Erosion and Sediment Control Planning and
Design Manual, Table 6.11t
WELL to POORLY DRAINED SOILS with GOOD MOISTURE
RETENTION; LOW MAINTENANCE
MIXTURE:
Tall Fescue - 80 lb/acre
Pensacola Bahiagrass - 50 Ib/acre
Sericea lespedeza - 30 lb/acre
Kobe lespedem -10lb/acre
SEEDING NOTES:
1. From Sept. 1 - Mar. 1, use unscanfied sericea and.
2. On poorly drained sites omit sericea and increase Kobe t
Pce Y o 30
Ib/acre.
3. Where a neat appearance is desired omit sericea and incr
ease
Kobe to 40 Ib/acre.
NURSE PLANTS
Between Apr. 15 and Aug5 add 10lb/acre German millet
P 9 or 15
Iblacre Sudangmss. Pdorto May 1 or after Aug. 15, add 251b/acre
rye (grain).
SEEDING DATES;
Early spring - Feb. 15-Mar. 20(best) Feb. 15- Apr. 30 (possible)
Fall - Sept. 1 - Sept. 30 (best) Sept. 1 - Oct. 21 (possible)
SOIL AMENDMENTS
Apply lime and fertilizer according to soil tests, or apply 3000-5000
Iblacre ground agricultural limestone (use the lower rate on sandy
soils) and 10001b/acre 10-10-10 fertilizer.
MULCH
Apply 4000 Iblacre grain straw or equivalent cover of another
suitable mulch. Anchor by tacking with asphalt, roving or netting or
by camping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
MAINTENANCE
If growth is less than fully adequate, refertilize in the second year,
according to soil test or topdress with 5001b/acre 10-10-10 fertilizer.
Mow as needed when sericea is omitted from the mixture. Reseed,
fertilize and mulch damaged areas immediately.
REFERENCE - NC Erosion and Sediment Control Planning and
Design Manual, Table 6.11p
CUT SLOPE ROUGHENING FOR AREAS NOT TO BE MOWED
1. Stair -step grade or groove cut slopes with a gradient steeper than 3:1
2. Use stair -step grading on any erodible material soft enough to be ripped with a bulldozer. Slopes consisting of soft rock
with some subsoil are particularly suited to stair -step grading.
3. Make the vertical cut distance less than the horizontal distance, and slightly slope the horizontal position of the "step" in
toward the vertical wall.
4. Do not make individual vertical cuts more than 2 feet in soft materials or more than 3 feet in rocky materia.'s.
5. Groove using any appropriate implement that can be safely operated on the slope, such as disks, tillers, spring harrows or
the teeth on a front-end loader bucket. Do not make such grooves less than 3 inches deep nor more than 15 inches apart.
FILL SLOPE ROUGHENING FOR AREAS NOT TO BE MOWED
1. Place fill slopes with a gradient steeper than 3:1 in lifts no to exceed 9 inches, and make sure each lift is property
compacted. Ensure that the face of the slope consists of loose, uncompacted fill 4 to 6 inches deep. Use grooving to
roughen the face of the slopes.
2. Do not blade or scrape the final slope face.
CUTS. FILLS AND GRADED AREAS THAT WILL BE MOWED
1. Make mowed slopes no steeper than 3:1.
2. Roughen these areas to shallow grooves by normal filling, disking, narrowing or use of cultipacker-sdeeder. Make the fihai
pass of any such tillage implement n the contour.
3. Make grooves, formed by such implements, close together (less than 10 inches) and not less than 1 inch deep.
4. Excessive roughnes is undesirable where mowing is planned.
ROUGHENING WITH TRACKED MACHINERY
1. Limit roughening with tracked machinery to sandy soils to avoid undue compaction of the soil surface. Tracking is
generally not as effective as the other roughening methods described. Operate tracked machinery up and down the slope
to leave horizontal depressions in the soil. Do not back -blade during the final grading operation.
SEEDING
Immediately seed and mulch roughened areas to obtain seed germination and growth.
Maintenance
Periodically check the seeded slopes for rills and washes. Fill these areas slightly above the original grade, then reseed and
mulch as soon as possible
REFERENCE: North Carolina Erosion and Sediment Control Planning and Design Manual, Practice 6.03
TEMPORARY DIVERSION
Coarse
TEMPORARY DIVERSION FOR VEHICULAR CROSSING
TEMPORARY DIVERISIOIN BERM
(NOT TO SCALE)
REFERENCE - NC Erosion and Sediment Control Planning and Design Manual - Practice 6.20
s
NCDOT #:
washed st
19-gauge hardware
cloth,(y mesh openings)
Filtered
Water
Hardware Cloth & Gravel Inlet Protection
Reference: NC Erosion and Sedimentation Control Planning and Design Manual - Practice 6.51
PURPOSE
To protect work areas from upslope runoff and to divert sediment -laden water to appropriate
traps or stable outlets.
DESIGN CRITERIA
Drainage area - 5 acres or less.
Capacity - peak runoff from 10-yr. storm
Ridge Design -
Side slope: 2:1 or flatter
3:1 or flatter where vehicles cross
Top Width: 2 ft. minimum
Freeboard: 0.3 ft. minimum
Settlement: 10 % of total fill height minimum
Channel Design -
shape: parabolic, trapezoidal or V-shaped
side slope: 2:1 or flatter
3:1 or flatter where vehicles cross
- II increasing grade is referred. Sudden decreases in
Grades Either a uniform or a gradua
lly 99 P
9
Id be expected to cause overtopping. A lar grade accumulate sediment and shoU pa increase 9
in may erode.
9 Y
Temporary diversions designed to function 1 year or more, or they may be constructed anew
at the end of each day's grading operation to protect new fill. Diversions that are to serve
longer than 30 working days should be seeded and mulched as soon as they are constructed
e to preserve dike height and reduce maintenance.
Wherever feasible build and stabilize 9
diversions and outlets before initiating other
land -disturbing activities.
CONSTRUCTION SPECIFICATIONS
1. Remove and property dispose of all trees, brush, stumps and other objectionable
material.
2. Ensure that the minimum constructed cross section meets all design requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation plus the
specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and cleanout.
5. Vegetate the ridge immediately after construction, unles it will remain in place less than
30 working days.
MAINTENANCE
once a week and after eve rainfall. Immediately
Inspect temporary diverisons at least every P P ry
•and repair the diversion ridge Careful) check outlets
remove sediment from the Flow area , e P 9 Y
and make timely repairs as needed. When the area protected is permanently stabilized,
remove the ridge and the channel to blend with the natural ground level and appropriately
stabilize it.
jNCDO1 #5 or #57
washed stone
-------------
CONSTRUCTION SPECIFICATIONS
1. Un'formly grade a shallow depression approaching
the inlet.
2. Drive 5-foot steel posts 2 feet into the ground
surrounding the inlet Space posts evenly around the
perimeter of the inlet, a maximum of 4 feet apart.
3. Surround the posts with wire mesh hardware cloth.
Secure the wire mesh to the posts at the top, middle
and bottom. Placing a 2-foot flap of the wire mesh
under the gravel for anchoring Is recommended.
4. Place clean gravel (NCDOT #5 or #57) on a 2:1
slope with a height of 16 inches around the wire, and
smooth to an even grade.
5. Once the contributing drainage area has been
stabilized, remove accumulated sediment, dispose
of properly and establish final grading elevations.
6. Compact the area properly and stabilize with
groundcover.
MAINTENANCE
Inspect inlets at least weekly and after each
significant V inch or greater) rainfall event. Clear the
mesh wire of any debris or other objects to provide
adequate flow for subsequent rains. Take care not to
damage or undercut the wire mesh during sediment
removal. Replace stone as needed.
ROCK BAG
ROCK BAG/ TUBE OR CURB INLET DRAIN FILTER INSTALLATION
GENERAL INSTALLATION REQUIREMENTS: (SEE INDIVIDUAL MANUFACTURERS FOR DETAILS INSTALLATION INSTRUCTIONS)
e INSTALL THE INLET PROTECTION AS SHOWN ABOVE. EACH
END OF THE TUBE SHOULD BE SECURED AT BACK OF BASIN.
e THE TUBE SHOULD BE CLEANED IF A VISUAL INSPECTION SHOWS SILT AND DEBRIS BUILD
UP AROUND THE TUBE
e TO REMOVE THE TUBE, LIFT OUT OF THE OPENING.
ROCK BAG/SEDIMENT FILTERING BAG SPECIFICATIONS
BAG MATERIAL• HI DENSITY POLYETHYLENE -COVERING FIBER MATRIX BLANKET
INTERIOR R M.
8' PEA GRAVEL
WEIGHT (DR LBS
**USE A OWER WASHER OR STRONG HOSE FOR CLEANING**
FLOW TEST RESULTS:
FREE FLOW WATER (NO DEBRIS) 30 GPM
SAND 29 GPM
TOP SOIL 28 GPM
CLAY 24 GPM
EXAMPLES OF ROCK BAGS:
ROCSOC BY MARATHON MATERIAL, INC.
SILT SIFTER BY POLLUTION SOLUTIONS, INC.
EXAMPLE(S) OF CURB INLET FILTRATION TUBE
GUTTERBUDDY BY ACF ENVIRONMENTAL
CATCH-ALL BY MARATHON MATERIALS, INC.
3d
s max standard strength fabric w/ wire fence
Steel 6x maextra strength fabric w/o wire fence
Past Z
....:................... .
wire ._
Fence -t ! - -`-}-
Wire
Fence
Steel
Post -Z
at N urai
Ground
Titer Fabric
LJ
8" down & 4"
Z_
forward along
the trench
Filter
Fabric Ball trench and
compact
thoroughly
Upslope
Tb
Plastic a
Wire Ties
(� Natural
Ground
Natural
Ground
Sediment Fence
Reference: NC Erosion and Sedimentafion Control Planning and Designctice Manual Pra6.62
Construction
1. Construct the sediment barrier of standard strength or extra
strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence dce g snot exceed 24
inches above the ground surface. (higher fences may impound
volumes of water svffiecient to cause failure of The slurcture.)
3. Construct the fitter fabric from a continuous roll cut to the length
of the barrier to avoid joints. When joints are necessary, securely
fasten the filter cloth only at a support post with 4 feet minimum
overlap to the next post.
4. Support standard stregth filter fabric by wire mesh fastened
securely to the upslope side of the posts. Extend the wire mesh
support to the bottom of the trench. Fasten the wire reinforcement,
then fabric on the upslope side of the fence post. Wire or plastic zip
ties should have minimum 50 pound tensile stregth.
S. When a wire mesh support fence is used, space posts a
maximum of 8 feet apart. Suppprt posh should be driven securely
into the ground a minimum of 24 inches.
6. Extra strengthfilter fabric with 6 feet post spacing t
P Po 9
does no
require mesh support fence. Securely fasten the filter fabric directly
to past. Wire or plastic zip ties should have minimum po p p 50 pound
tensile strength.
7. Excavate a french approximately 4 inches wide and 8 inches
deepalong the proposed line of posts and upslope the g p po po pope from e
boner.
8. Place 12 inches of the fabric along the bottom and side of the
trench.
9. Backfill the trench with soil placed v c doer the filter fabric and
compact. Thorough compaction of the backfill is critical to silt
fence performance.
10. Dec not attach filter fabric to existing trees.
MAINTENANCE
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 avoi undermining t d ertnin rig the fence d rang cleanout.
4. Remove all fencing material and unstable sediment deposits and
bring the area to grade and stabilae it after the contributing
drainage area has been property stabilized.
OUTLET TO FLAT AREA WITH NO WELL DEFINED CHANNEL
NOTE:
In both figures, the thickness of riprap is a shown in plans
(minimum thickness is 1.5 times the maximum stone diameter.
CONSTRUCTION
1. Excavate subgrade below design elevation to allow for thickness of filter and riprap. Install
riprap tp minimum thickness of 1.5 times maximum stone diameter. Final structure should be to
lines and elevations shown in plan.
2. Construct apron on zero grade. If there is no well defined channel, cross section may be level
or slightly depressed in the middle. In a well defined channel, extend riprap and filter fabric to the
top of the bank or as shown on plans. Blend riprap smoothly to the surrounding land.
3. Apron should be straight and property aligned with the receiving stream. If a curve is necessary
to fit site condtions curve the apron near the upstream stream end.
P
4. Compact any fill used in the subgrade to the density of surrounding undistrubed material.
Subgrade should be smooth enough to protect fabric from tearing.
5. Instal a continuous section of extra strength filter fabric on smooth, compacted foundation.
6. Protect filter fabric from tearing while placing riprap with machinery. Repair any damage
immediately by removing riprap and installing another secfion of filter fabr c. Upstream section of
fabric should overlap downstream section by a minimum of 1 ft.
7. Make sure top of riprap apron is level with receiving stream or slightly below it. Riprap should
not restrict the channel or produce an overall.
8. Immediately following installation, stabilize all disturbed areas with vegetation as referenced in
seeding schedules.
h
I
Section A -A
Fitter Blanket
OUTLET TO WELL DEFINED CHANNEL
MAINTENANCE
1. Inspect riprap outlet structures after heavy rains for erosin at sides and
ends of apron and for stone displacement.
2. Make repairs immediately using appropriate stone sizes. Do no place
stones above finished grade.
3. Repair any damage to filter fabric by removing the riprap and placing
another piece of filter fabric overthe damaged area. All connecting joints
P 9 9
should overlap by at least one foot. If the damage to the fabric is extensive
replace entire filter cloth.
OUTLET STABILZATION STRUCTURE
(not to scale)
REFERENCE: NC Erosion and Sediment Control Planning and Design Manual, Practice 6.41
Know what's below.
Cal before you dig.
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
DETAIL
SHEET
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no,:
Cos

TOP OF FILL
TOP OF FILL TOP OF FILL
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F-
GROUND LINE - H GROUND LINE H GROUND LINE - H
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COMPACT AFrR
COMPACT AFTER
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�a 6 PRIOR TO
_ - a PLACED
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W
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PLACEMENT OF
&I PRIOR TO
TYPE 2 PLACEMENT OF
O C
';', y:. •; t FILL
_}____
'::7':'. •ra GEO7Ex7ILE -;; •; .: FILL
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I D. 6 MIN. _1
NOT LESS THAN 6' I.O./6 MIN.
I.D./6 MIN. u,•
NOT LESS =
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=_
1- 5
CIL
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3' NOT LESS THAN 6"
3,2" PER FOOT OF '
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BUT NOT LESS THAN 12'
ROCK O.D. + 3' NOR MORE THAN 24" O.D. + 3'
NORMAL EARTH FOUNDATION
ROCK FOUNDATION AS DIRECTED BY ENGR�NSUITABLE
IMATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL
TOP OF FILL TOP OF FILL
-
MIN. D.D. MIN, O.D. _
-- H
M H MIN. 0.0.
-- YIN. O.D. MIN. O.D. MIN. O.D.
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!. GROUND LINE r•r
GROUND LINE -r
--TYPE 2
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COMPACT AFTER' c - - -
n '. r.y'• • -PIPE IS PLACED
.• .- ... .• .- t
❑ Z 11
COMPACT AFTER
PIPE IS PLACED T-I.D.10 MIN.
S PRIOR 70 NOT LESS THAN 6"
R T
PR 0 & ID
� -
PLACEMENT OF -
rr a,r, In =rN�rr� r•dn•-nr r, FILL n_fu=n cur �r-T /r.�n-_ur
_ _
❑ L1J
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❑ CL DE
PLACEMENT OF �. *
FILL O.D. 2' L D./6 YIN.
I.D./6 MIN. AS DIRECTED
NOT LESS THAN 6" MIN. O.D, MIN. O.D. 8Y ENGINEER
Z
X
NOT LESS THAN 6"
O.D.+ 2' /L Fool 'H'
NORMAL EARTH FOUNDATION
ROCK FOUNDATION NOT PEN
BUT NOT LESS T1�!') 12"
2"
NOR MORE THAN 24
H-
LL U_
UNSUITABLE MATERIAL FOUNDATION
PIPE ABOVE GROUND
¢ o
GENERAL NOTES:
0
I.D. . THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION.
DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
Q O
O
O.D. - THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION.
-- --- - -• SPRINGLINE OF PIPE
LU
H • THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT
SELECT BACK -ILL MATERIAL CLASS III OR CLASS II, TYPE 1
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP
l!_l�
lL1J !� ABOYE AND BELDW SPRINGLINE.
OF THE EMBARKMENT AT THAT POINT
® APPROVED SUITABLE LOCAL MATERIAL.
=•TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL.
"Fy„= u'Er UNDISTURBED EARTH MATERIAL
.r;,. LOOSELY PLACED $ELECT MATERIAL CLASS III OR CLASS II, TYPE
1
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE
SELECT MA Y V FOR FOUNDATION CONDITIONING- ENCA
MATERIAL CLASS OR I NG PSULATE
SHEET 1 OF 3
UNOOMPACTED AS PIPE SEATING AND BACKFTLL WILL WITH TYPE 2 GEOTr..XTILE AS DIRECTED BY THE ENGINEER.
ACCOMPLISH COMPACTION,
30G.01
FLEXIBLE
PIPE
F. r
Round Corrugated Steel Pipe
Round Corrugated Aluminum Pipe
Q Q
2 213 x
%0 corrugation ='
2 2/3 x Y5 corrugation
Diameter Minimum cover
Maximum Height of Cover
(feet)
Diameter Minimum cover Maximum Height of Cover (feet)
LL _J
O O = Z
inches inches
(Ga) 16 to 12 10
a
inches inches (Ga) 16 14 12 10
8
W Q Z ^i
12 12
204 258
12 12 123 155 218 281
344
F- U < O i
1s 12
162 204
15 12 96 123 174 224
275
H I
18 12
135 169 239
18 12 81 102 144 187
228
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GO O
21 12
115 145 204
21 12 59 87 123 160
195
o O LU
24 12
100 126 178
24 12 60 76 108 139
171
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30 12
79 100 142
27 12 67 95 123
151
>
$6 12
65 83 117 152
3D 12 60 85 111
136
(IT�?
cm
42 12
55 70 100 130
160
36 12 50 71 92
113
❑
48 12
4$ $1 87 113
139
42 12 60 78
96
54 12 54 77 100 123 48 12 52 68 84
60 12
69 90
111
54 12 46 50
74
Be 12
61
100
60 12 50
62
72 12
74
91
Be 12
51
78 12
81
72 12
41
84 12
69
_ _
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0
*" FOR DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TD
P-4
0
O
ROADWAY DESIGN MANUAL OR MANUFACTURERS SPECIFICATION.
<
J
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
Z -,i UJ
CSP - AASHTO M36
,•W-11
HOPE * (Minimum fill)
2' for pipe diameters >- 12" and S 60"
CARP AASHTO M194
HOPE - AASHTO M29
col
Q N <
0 Z
• (Maximum fill)
20' for pipe diameters <- 24"
PVC - ASTM P949 or AASHTO M304
F-�
F„4
17' for pipe diameters e 30" and
<_ 60"
❑ IT-
PVC - * (Minimum fill)
2' for pipe diameters >_ 12" and < 36"
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
LU =
<
* (Maximum fill)
30' for pipe diameters >_ 12" and
<_ 35"
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
H
0.LLJ
Z H
a"
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
T_
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
{L --1
RIGID PIPE
o U_
RCP - (Minimum fill)
1' for Class IV & CLASS V
O 0
2' for Class III &Class II
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
I_
* (Maximum fill)
10' - Class II pipe
RCP . AASHTO M170
a,l
20' - Class III pipe
3D' - Class IV pipe
40' - Class V pipe
(For fills > 40' & < So`
use LRFD Direct ffesign Method)
NDTES: FILL HEIGHTS SHOWN WERE CALCULATED USINGAASHTO
4RFD BRIDGE DESIGN SPECIFICATIONS
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
SHEET 3 OF 3
. 1300,01 I
TO THE BOTTOM OF THE PAVEMENT STRUCTURE IN ACCOFDANCE WITH THE STANDARD SPECIFICATIONS
TOP OF FILL TOP OF FILL TOP OF FILL L O
Q
GROUND LINE H GROUND LINE H GROUNO LINE FH WIZ -I
-- •-.--- O O GO y Z E
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IT-C) COD
COMPACT AFTER r Q F »
•{/-/''�\•I PIPE IS PLACED _ w COMPACT AFTER = Z L
PIPE IS
PLACED
TYPE 2 f _..... fi PRIOR TD L -U
rr FILL • GEOTEXTILE PWDEMENT OF O O �
".r:': •: ...
�Inar-. r= r I.D.l6 MI ir, • t-- H I
N NOT LESS - 0-
I.O. 6 MI .
I.D.16 MTN. � _ ,rn=rrr�ur_ ,x =rq- THAN 6" rh rnErn=nr=ru=,r r= rR=+r(•-_rn •r FARTLU I,
NOT LESS THAN 6" 3' NOT LESS THAN 6" Y2" PER F007 OF - r 0 i
BUT NOT LESS THAN !2"
ROOK D.D. + 3' NOR MORE THAN 24" D.D. + 3'
NORMAL EARTH FOUNDATION ROCK FOUNDATION AS DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL TOP OF FILL TOP OF FILL
0
HV H H O
U 1
_ GROUND LINE GROUND LINE Z
MIN. O.D NIN. 0.0MIN. O.D. MIN. O.D. MIN. 0.0.
GROUND LINE _ - TYPE X - 7. _ L¢L LU
'-^�" 1 - - T• _ GEOTEXTSLE -
1 -r
COMIL
PACT AFT ER1r ' g .. _ - F•R
-�• -PTP2 IS PLACED •'y-.ru� rr
MIN. - _ & eRIOR TO O
T -
PLACEMENT OF Ir
LtJ
NO LE THAN S$ 6" r
r Ern= n r- FI_L _ - _ u r Ern- i- -
/r 1r a-Irr_, _ _ -• _ _ r _., _-ru�rrr=n �rn;v r- rn=rn-rrny Q
• I.D. l6 MTNJ iCL
�AS DIRECTED ❑ H�
COMPACT AFTER O.D. + 2' L D.LE MIN. NOT LESS THAN 6" MIN. C.D. MIN. C.O.i BY ENGINEER Z O
PIPE I$ PLACED NOT LESS THAN Be D.O.* 2'
S PRIOR TO Y2" PER FOOT OF W ¢ �
PLACEMENT OF BUT NOT LESS THAN 12"
FILL NORMAL EARTH FOUNDATION ROCK FOUNDATION NOR MORE THAN 24" UNSUITABLE MATERIAL FOUNDATION
0 LL
PIPE ABOVE GROUND o
GENERAL NOTES:
a
L.D. THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS < O
BEEN PRDPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL. O
O.D. THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - SPRINGLINE OF PIPE
LU
i
H THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ® SELECT SACKF%L MATERIAL, CLASS III OF. GLASS IT,
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP BELOW SPRINGLINE.
OF THE EMBANKMENT AT THAT POINT.
® APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLINE.
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BAMFILL. nr-rrr u'-r UNDISTUR6E0 EARTH MATERIAL f
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II. TYPE 1
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING, ENCAPSULATE
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER. SHEET 2 DF 3
ACCOMPLISH COMPACTION.
I
11 PROPOSED\ \
DRIVE \
20'-0" MIN. DRIVE PIPE
VARIABLE FROM 12' 0" TO 16'-D" VAR, VAR.
WIDTH
4
DRIVEWAY TYPICAL SECTION VU 6IUE ULAMETI
BLEND INTERSECTING
SLOPES
f
I
I
I
I
X LEND INTERSECTING
SLOPES
t_1
PROP. PIPE
SEE NOTES 1.
i-• _ VARIABLE
SLOPE SLOPE
ISOMETRIC OF END PIPE TREATWIENT
USE AT LOCATIONS AS DIRECTED BY THE ENGINEER
GENERAL NOTES:
ALL DIMENSIONS GIVEN ARE FOR MINIMUM CONDITIONS- PROPER
ENGINEERING JUDGEMENT MUST BE USED IN DETERMINING DRIVEWAY
LOCATIONS, WIDTHS, AND PIPE LENGTHS.
FACTORS SUCH AS VEHICLE TURNING RADIUS, TRAFFIC VOLUMES,
DRIVEWAY SKEW, OFFSET DISTANCE OF PIPE FROM EDGE OF PAVEMENT
PIPE DEPTHS, AND DESIGN SPEED SHOULD BE CONSIDERED IN DETERMINING
DRIVEWAY WIDTHS.
NOTE:
1. THESE AREAS ARE TO BE USED TO BLEND THE INTERSECTING SLOPES TO THE PROPOSED DITCH.
PART SECTION
6" WALL
PART SECTION
OF END ELEVATION
L
PART SECTION
6" WALL WITH 4" LIP
GENERAL NOTES:
USE THIS STANDARD WITH ALL DRAINAGE STRUCTURES
USING REINFORCED CONCRETE PIPE SET IN BASE SLAB.
PLAN
�. DITCH PROPOSED DRIVEWAY
__--FINISH GRADE
SECTION X-X
F_ a
PART SECTION
8" WALL
PART SECTION
8" WALL WITH 4" LIP
TABLES OF QUANTITIES FOR PIPE SET IN PAD
PIPE
D
"W"
DIM
DIM
"T"
DIM
C.Y. QUANITTIES
41 EEN L IS
12„
1611
20„
12"
1'-1%g"
O'-7%8"
0'_2"
0.005
0.007
D.008
8,,
Or"2„
0.006
0.008
0.010
1811
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0' 2"
0.007
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24"
1'-83/"
1'-01-18"
0'-3"
0.011
0.014
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30"
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1'-23/4"
0'-3 1f
0.014
0.015
0.023
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2'-33/4"
1' 5�8'r
0`-4"
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2'-71/a"
1'-7"
0'-51/4"
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0.030
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48"
2'-10%"
1'-8�"
0'-54/4'''
0,028
0.038
0.047
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1'-105/2"
0'-61/4"
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0.056
0.071
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2'-21/4"
0'-71/4"
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GENERAL NOTES
1. THE CONTRACTOR SHALL HAVE A COMPLETE SET OF CONTRACT DOCUMENTS AS WELL AS ALL
APPROVALS ON THE JOB SITE AT ALL TIMES.
2. ALL MATERIALS AND APPURTENANCES FURNISHED, WORK PERFORMED, AND TESTING REQUIREMENTS
ASSOCIATED WITH THE PROPOSED WATER DISTRIBUTION SYSTEM EXTENSION SHALL COMPLY WITH THE
MOST RECENT VERSION OF THE EASTOVER SANITARY DISTRICT DESIGN AND CONSTRUCTION
STANDARDS.
3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACCURATELY LOCATE BOTH HORIZONTALLY AND
VERTICALLY ALL EXISTING UTILITIES PRIOR TO THE START OF CONSTRUCTION (NC ONE CALL CENTER
1-800-632-4949). COST TO REPAIR DAMAGED UTILITIES SHALL BE BORNE BY THE CONTRACTOR. ANY
LOCATION OF UNDERGROUND UTILITIES AS SHOWN ARE BASED ON VISIBLE EVIDENCE AND DRAWINGS IF
PROVIDED TO THE SURVEYOR. LOCATION OF UNDERGROUND UTILITIES AND STRUCTURES MAY VARY
FROM LOCATIONS SHOWN HEREON, AND ADDITIONAL BURIED UTILITIES MAY EXIST. CONTACT THE
APPROPRIATE UTILITY COMPANIES FOR INFORMATION REGARDING BURIED UTILITIES.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE RECONNECTION OF DISTURBED UTILITY SERVICES
ENCOUNTERED WITHIN 8 HOURS OF INTERRUPTED SERVICE. CONTRACTOR SHALL NOTIFY USERS 24
HOURS PRIOR TO POSSIBLE INTERRUPTIONS OF SERVICE.
5. EXCEPT AS SPECIFICALLY STATED OR SHOWN, THE BASE SURVEY DOES NOT REPORT ANY OF THE
FOLLOWING: EASEMENTS, OTHER THAN THOSE VISIBLE DURING FIELD EXAMINATION OR AS IN
DOCUMENTATION PROVIDED BY THE CLIENT OR ATTORNEY, BUILDING SETBACKS, RESTRICTIVE
COVENANTS, ZONING OR LAND USE REGULATIONS AND ANY FACTS THAT A TITLE SEARCH MAY
DISCLOSE.
6. ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES UNLESS OTHERWISE NOTED.
7. PROPOSED BUILDING SETBACKS AREAS SHOWN HEREON. IF NO SETBACKS ARE SPECIFIED, ANY
STRUCTURES OR IMPROVEMENTS PLACED ON THIS SUBJECT PROPERTY MUST COMPLY WITH
RESTRICTIVE COVENANTS, ZONING, DOCUMENTS OF RECORD GOVERNING SUCH IMPROVEMENTS AND
ANY BINDING AGREEMENT BETWEEN THE DEVELOPER AND THE BUILDER/OWNER.
8. IF WETLAND AREAS ARE SHOWN ON THIS SUBJECT PROPERTY, THOSE AREAS WERE STAKED AND
DETERMINED TO BE SUCH BY OTHERS. THE SURVEYOR'S CERTIFICATION HEREON CERTIFIES TO THE
LOCATION OF THOSE AREAS, AS STAKED BY OTHERS, BUT LOCATED UNDER THIS SURVEYOR'S
SUPERVISION AND PLATTED HEREON.
9. SUBSURFACE AND ENVIRONMENTAL CONDITIONS WERE NOT EXAMINED OR CONSIDERED DURING THIS
SURVEY. NO STATEMENT IS MADE CONCERNING THE EXISTENCE OF UNDERGROUND CONTAINERS,
WHICH MAY AFFECT THE USE OF THIS TRACT.
1 O.IF THE BASE SURVEY IS LABELED "ZERO LOT LINE" THERE ARE, IN ADDITION TO OTHER EASEMENTS
SHOWN, MAINTENANCE EASEMENTS ON ALL INTERIOR LOT LINES, SAID EASEMENTS BEING 10 FEET IN
WIDTH AND UNLESS OTHERWISE NOTED, 5 FEET EACH SIDE OF SAID INTERIOR LOT LINE.
11. IF THE STREETS AND ROADS SHOWN ON THIS MAP ARE LABELED AS PRIVATE STREETS, THE
FOLLOWING NOTICE APPLIES TO THOSE STREETS: NO PUBLIC AGENCY IS PRESENTLY RESPONSIBLE
FOR MAINTENANCE OF THE PRIVATE STREETS SHOWN ON THIS PLAT. PRIVATE STREETS ARE FOR THE
USE OF ALL OWNERS OF PROPERTY WITHIN THIS SUBDIVISION, THEIR GUESTS AND ALL
REPRESENTATIVES OF GOVERNMENTAL AGENCIES FOR INGRESS AND EGRESS, AND FOR THE
CONSTRUCTION, INSPECTION AND MAINTENANCE OF PUBLIC STREETS, UTILITIES, AND DRAINAGE
STRUCTURES. THE STREETS ARE THE SOLE RESPONSIBILITY OF THE DEVELOPER AND/OR
HOMEOWNERS ASSOCIATION.
12.CONTRACTOR SHALL VERIFY EXISTING ELEVATIONS AND GRADES IN FIELD AND NOTIFY ENGINEER OF
ANY DISCREPANCIES PRIOR TO ANY CONSTRUCTION OR GRADING ACTIVITY.
13.CONTRACTOR SHALL MAKE EVERY EFFORT TO SAVE PROPERTY IRONS, MONUMENTS, OTHER
PERMANENT POINTS AND LINES OF REFERENCE AND CONSTRUCTION STAKES. PROPERTY IRONS,
MONUMENTS, AND OTHER PERMANENT POINTS OF REFERENCE DESTROYED BY THE CONTRACTOR
SHALL BE REPLACED BY A PROFESSIONAL LAND SURVEYOR AT THE CONTRACTOR'S EXPENSE.
14.CONTRACTOR SHALL INSTALL AND MAINTAIN MEASURES AS NECESSARY DURING CONSTRUCTION FOR
EROSION AND SEDIMENTATION CONTROL AND SHALL AT ALL TIMES ADHERE TO THE EROSION AND
SEDIMENTATION LAWS AS PRESCRIBED BY THE NC DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES.
15.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL APPLICABLE EASTOVER SANITARY SEWER
DISTRICT AND NCDOT STANDARDS AND SPECIFICATIONS. (SEE NOTE 2)
16.00CUPATIONAL SAFETY & HEALTH ADMINISTRATION REGULATIONS (OSHA): CONTRACTOR SHALL
ENSURE ALL CONSTRUCTION ACTIVITIES PROCEED ACCORDING TO THE LATEST OSHA GUIDELINES.
17.AMERICAN WITH DISABILITIES ACT (ADA): CONTRACTOR SHALL ENSURE THAT ACCESSIBLE PARKING
SPACES, ACCESS AISLES, RAMPS, AND ACCESSIBLE ROUTES TO ALL ACCESSIBLE BUILDINGS (AS
DETERMINED BY THE OWNER) MEET THE CURRENT MINIMUM REGULATIONS AS OUTLINED IN THE ADA
STANDARDS FOR ACCESSIBLE DESIGN. IF CONTRACTOR IS UNABLE TO MEET THE CURRENT MINIMUM
REGULATIONS AS OUTLINED IN THE ADA STANDARDS FOR ACCESSIBLE DESIGN, FOR ANY REASON, THE
CONTRACTOR SHALL NOTIFY LARRY KING AND ASSOCIATES, RLS, PA, AND THE OWNER/DEVELOPER, IN
WRITING, PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITIES.
50' R/W
LOCATE C8U ONLY
IN CROSSHATCH AREA.
(DO NOT INSTALL IN
"THROAT" OF CUL-DE-SAC)
EDGE OF
TRAVEL LANE
ROADWAY -
CENTERLINE
CONCRETE
"An
FOR
CRU (PER USPS)
1116U CBU
(ACCESS FROM PAD)
5'
IMIN
-ADA RAMP LOC.
SEE FIGURE 8 PAGE 46, "NCDOT SUBDIVISION ROADS MINIMUM CONSTRUCTION
STANDARDS JANUARY 2010" FOR LOCAL AND COLLECTOR ROAD DIMENSIONS.
ca
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NOTE:
MAINTAIN RN4 OFFSET
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FIGURE 4
CBU PLACEMENT FOR SHOULDER SECTION RESIDENTIAL SUBDIVISION STREETS
CUL-DE-SAC
Section 3
Asphalt Pavement Design . 2018
Figure 3-3
ASPHALT Mix TYPES
Mix Type ESAL R n e(MIIlIon) Binder PG G a e
SA-1
Surface Course
Less than 0.3
64-22
S 4.75A
Surface Course
Less than 1.0
64-22
S iS-B
Surface Course
O to 3
64,22
S 9.5C
SurfaceCourse
3 to 30
64-22
S T51)
Surface Course
More than 30
76-22
119.00 Intermediate Course ALL 54.22
B 25.00 Base Course IALL �d-22
3 3 PAVEMENT LAYFR DEpIy GU(DEUNES (FOR PAVEMENT DESIQN PURPOSES)I'i
/isvatot,'(
Mix Type
Single lift Depths Minimum -Maximum °1
Maximum Layer Total Depths
2.0 In
2.0 in
5A-1
0.5 - 1.0_In_
S4.75A
0.5 - 1.0 in
-
S9.SB
1.0 - 1.5 in
1.5 - 2.0 in
3.0 in
59.5C, D
3.0In
119.0 C
2,5 - 4.0 in
4.0In
B25.0 C
3.013i- 5.5 in
No Restrictions
ass
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gz
I'I From NCDOT Pavement Design Section.
121 Minimum layer thickness is at least 3 times the nominal maximuor aggregate size.
Or For 025.00 placed on unstabilized subgrade, minimum lift thickness is 4.0 in. (100 man).
3.4 APPLICATION RATES OF SPREAD PER INCH DEPTH
Ot
1r1
Mix Type
Rate (Ibs/sy/In)I'I
sections for the
rates maybe used
Single Layer Thickness/Rate I�1
depth.
SA-1
100
0.75 in @ 75 lbs/sy
54.75A
100
0.75 in @ 8S Ibs/sy
S9.SB
110
1.251n @ 138lbs/sy
S9.51., D
112
1.50 in @ 168lbs/sy
119.0C
114
2.50 in @ 285 Ibs/sy
82S.00
114
3.00 in @ 342 lbs/sy
specified average rate and approximate
for leveling courses.
Always refer to
Approximate
the contract and/or typical
Minim urn Thickness; lower
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ROLLING 2:1
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TYPICAL CROSS SECTION -SHOULDER SECTION
NTS
3-3
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Call before you dig.
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cmnberland
state: NC
DETAIL
SHEET
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C09

VARIES 2'
VARIES
7"
RIPRAP
GEOTECH
LINED
FABRIC
SWALE TYPICAL RIP RAP
LINED SWALE
RIP RAP GRADATION Scale:
NITS NOTE
d50 = 6"
dmax = 9"
DITCH HEIGHT
OF SWALE 1.50'
thickness = 13.5"
Rip Rap Channel —Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area, and dispose of properly.
2. Excavate the channel, and shape it to neat lines and dimensions shown on
the plans plus a 0.2—foot overcut around the channel perimeter to allow for
bulking during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so that surface water may
enter the channel freely.
4. The procedure used to establish grass in the channel will depend upon the
severity of the conditions and selection of species. Protect the channel with
mulch or a temporary liner sufficient to withstand anticipated velocities during
the establishment period (Appendix 8.05).
Rip Rap Channel —Maintenance Requirements
During the establishment period, check grass —lined channels after every rainfall.
After grass is established, periodically check the channel; check it after every
heavy rainfall event. Immediately make repairs. It is particularly important to
check the channel outlet and all road crossings for bank stability and evidence
of piping or scour holes. Remove all significant sediment accumulations to
maintain the designed carrying capacity. Keep the grass in a healthy, vigorous
condition at all times, since it is the primary erosion protection for the channel
(Practice 6.11, Permanent Seeding).
INFILTRATION BASIN
SCALE: 7 "=30'
ASIN CONSTRUCTION NO
Care should be used during installation to minimize
compaction of soil on the bottom and walls of infiltration
devices since this will reduce the permeability at the soil
interface. To avoid compacting the drainage media, light
equipment and construction techniques that minimize
compaction should be used.
A minimum of one observation well shall be included in the
design of an infiltration system to periodically verify that the
drainage media is fully draining. The monitoring well shall
consist of a 4— to 6—inch—diameter, perforated polyvinyl
chloride (PVC) pipe with a locking cap. The well should be
placed near the center of the facility or in the general
location of the lowest point within the facility, with the invert
at the excavated bottom of the facility.
A construction sequence must be followed that reflects the
need to stabilize the infiltration device. The longevity of
infiltration devices is strongly influenced by the care taken
during construction.
Once site is stabilized with permanent ground cover, scarify
the soil in the bottom of the basin and install the washed
sand.
SAND MEDIA NOTES
Uniform sand (i.e., uniformity coefficient of 2 or smaller) is
preferable as a drainage medium. Uniform materials have high
porosity and large storage capacities so less material is
required. The porosity of the material should be determined
by laboratory tests and be certified by the supplier. Drainage
media materials should be hard, durable, inert particles, free
from slate, shale, clay, silt, and organic matter. The material
shall be washed, and it is recommended that it be
double —washed.
The bottom of infiltration basins and trenches must be lined
with a layer of clean sand with a depth of 8 inches , unless
the native soil is equivalent (1-2% fines or less).
THREADED CAP
BASIN
0
BOTTOM wo
8" WASHED a)
SAND C ...
INSERT 12"-15"INTO SOIL
SUBGRADE \�\/\Ix
\
SUBGRADE C/C/C�j/C/C/C
/C//C//C//C
483EfNATION WELT_
NTS
RIP RAP BERM NOTES
1. Use Class I rip rap.
2. Minimum 3' wide at top. 3:1 side slopes or flatter.
3. Alternative: Contractor may use gabion baskets with Class
I rip rap. Minimum 3' wide basket.
Know what's below.
Call before you dig.
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Owner:
CRAZY
WOMAN
READINESS
TRAINING
2033 TAILWIND COURT
EASTOVER, NC 28312
PHONE:
FAX.-
Project:
FOUR
SIERRA
RANCH
tax id #: 0444-21-3653
township: ROCKFISH
county: Cumberland
state: NC
STORMWATER
MANAGEMENT
DETAILS
CONSTRUCTION
DOCUMENTS
job no.: P18-049
date: 6/20/2019
drawn by: PDM/JAN
survey by: GL
checked by: JAN
sheet no.:
C-1 0