NCC220635_Site Plan or Location Map_20220204

OWNER INFORMATION
HARRINGTON PROPERTIES OF NC
PROJECT CONTACT: BRANDON HARRINGTON
2659 SAN LEE DRIVE
SANFORD, NC 27330
PHONE: [phone]
EMAIL. [e-mail]
SHEET INDEX
1 COVER SHEET
2 OVERALL CONSTRUCTION PLAN
3 PLAN / PROFILE
NEW ROADWAY
SANITARY SEWER OUTFALL
4 EXISTING CONDITIONS /
EROSION CONTROL PLAN (INITIAL PHASE OF CONSTRUCTION)
5 GRADING AND STORMWATER MANAGEMENT PLAN /
EROSION CONTROL PLAN (THROUGH CONSTRUCTION)
6 EROSION CONTROL NOTES
7 NCDOT STANDARD DRAWINGS
8 CITY OF SANFORD STANDARD DRAWINGS /
ADS STANDARD DRAWINGS FOR UNDERGROUND DETENTION
9 ROADWAY TYPICAL SECTIONS /
CONSTRUCTION DETAILS
10 CONSTRUCTION DETAILS
11 CONSTRUCTION DETAILS
12 CONSTRUCTION DETAILS
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CONSTRUCTION DRAWINGS FOR:
GOLF COURSE ROAD
RESIDENTIAL DEVELOPMENT
SANFORD, NORTH CAROLINA
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LOCATION MAP
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MARCH 22, 2021
* ISSUED FOR CONSTRUCTION 5/20/2021*
J THOMAs ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
N
LEGEND OF ABBREVIATIONS
BC
BACK OF CURB
LP
LIGHT POLE
CB
CATCH BASIN
N/F
NOW OR FORMERLY
CO
CLEAN OUT
P.E.
PERMANENT EASEMENT
CPP
CORRUGATED PLASTIC PIPE
PVC
POLYVINYL CHLORIDE PIPE
CMP
CORRUGATED METAL PIPE
PP
POWER POLE
C & G
CURB & GUTTER
RCP
REINFORCED CONCRETE PIPE
DI
DROP INLET
RRX
RAILROAD CROSSING
DIP
DUCTILE IRON PIPE
R / W
RIGHT OF WAY
EG
EDGE OF GRAVEL
SS OR SAN
SANITARY SEWER
EP
EDGE OF PAVEMENT
SSMH
SANITARY SEWER MANHOLE
EB
ELECTRICAL BOX
T.C.E.
TEMPORARY CONSTRUCTION EASEMENT
EV
ELECTRICAL VAULT
TMH
TELECOMMUNICATION MANHOLE
EL
ELEVATION
TF
TRANSFORMER
ECM
EXISTING CONCRETE MONUMENT
TP
TELEPHONE PEDESTAL
EIP
EXISTING IRON PIN
TS
TOP OF SIDEWALK
EPK
EXISTING PK NAIL
TSP
TRAFFIC SIGNAL POLE
FO
FIBER OPTIC
TW
TOP OF WALL
FOM
FIBER OPTIC MARKER
UC
UNDERGROUND COMMUNICATIONS
FOB
FIBER OPTIC BOX
VB
VALVE BOX
FH
FIRE HYDRANT
WM
WATER METER
GUY
GUY WIRE
WV
WATER VALVE
HP
HIGH POINT
WCR
WHEELCHAIR RAMP
INV
INVERT
YI
YARD INLET
JB
JUNCTION BOX (STORM)
IPS
IRON PIN SET
LEGEND OF SYMBOLS AND LINES
PROPERTY CORNER
C
RIGHT OF WAY
UTILITY POLE
PROPERTY LINE
LIGHT POLE
UTILITY EASEMENT
—
TELEPHONE PEDESTAL
T❑
T.C.E.
GATE VALVE
e
CENTER LINE
- -
WATER METER
®wM
LIMIT OF DISTURBANCE -
- - - - - - - -
FIRE HYDRANT
UNDERGROUND ELECTRIC LINE
UE
SEWER MANHOLE
.O
OVERHEAD ELECTRIC LINE
OHE
SEWER CLEANOUT
•
SANITARY SEWER (GRAVITY)
SAN
CATCH BASIN
®
SANITARY SEWER (FORCEMAIN)
FM
YARD INLET / DROP INLET
®
STORM DRAIN PIPE
STORM JUNCTION BOX / MH
WATER LINE
W
HANDICAP
F}
GAS LINE
GAS
SPOT ELEVATION
10000
COMMUNICATIONS LINE
T
SIGN
-
FIBER OPTIC LINE
FO
SIGN
ALIGNMENT CHANGE
O
FENCE LINE
PVI
&TREE
LINE
DELTA
0
DRAINAGE FLOW
CURB AND GUTTER
CURB AND GUTTER (SPILL)
NOTE:
EXISTING FEATURES ARE SHOWN
SHADED.
CONCRETE PAVEMENT
ASPHALT PAVEMENT
GRAVEL SURFACE
ISSUED FOR
CONSTRUCTION
JTE Project No. 18-007A

. — — — COMMON AREA
1/2" IRON PIPE
F_ FOUND NAIL AT BASE
10
�W
z
9
CIO
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N, 8
MICHAEL A. TALBOTT &
DONNA E. TALBOTT
D.B. 1257, PG. 508
' PC2, SL. 652
' PIN 9644-71-0670
NEW RETAINING
WALL (TYP)
--------- ;
C4)MMON AREP4
AND 1
STORMWATER 11
aETENTION
NEW STORMWATER CONTROL MEASURE (SCM)
(ADS STORMTECH UNDERGROUND DETENTION SYSTEM)
(SEE NOTE 21)
NEW RETAINING WALL (TYP) i
' — — (SEE NOTE 22) 1---------j
_ 5/8" REBAR SET
0.20' ABOVE GROUND
EIP E p a
+ BUILDING STRUCTURE
I t URTIS P. MULLINS &
/ \ WANDA J. MULLINS
D.B. 671, PG. 790
/ OT 4 P C SL 24-1
/NEIL L WHITE & \
CAROL D. WHITE
— D.B. 767, PG, 319
LOT 3, P.C. 7, SL. 24-1
PIN 9644-71-1259
PN�j R
\ \ PVG 5 G�
/
// /
\
PIN 96 -74 364
00
n
NEW ROADWAY
Q:,.. (SEE TYPICAL SECTION,
o. DETAIL A-9, SHEET 9)
2
1/2" IRON PIPE
FOUND NAIL AT BASE
BUILDING STRUCTURE
l�
\ Z
0
x
SANFORD SHRINE CLUB HOLDING CORP.
D.B. 343, PG. 48
PIN 9644-71 -6599
—� NEW STORM DRAINAGE SYSTEM
% (NP) 5/8" REBAR SET
O 0.20' ABOVE GROUND
� 101.81' N 87°OS'35" W
EIP 1 15' BUFFER & SANITARY SEWER EASEMENT
/ NEW 8" SEWER MAIN,
OUTFALL
\ \F JAMES A. WEBSTER
I
PAUL D. MARTIN, JR.
O
A
D
D.B. 1456, PG. 351
D.B. 970, PG. 784
PILOT 5, P.C. 7, SL. 24-1
TERESA C. HEINS
ti
\
LOT 11, P.C. 7, SLI. 24-1
y>
PIN 9644-71-3279
D.B. 447, PG. 435
\
\
y
PIN 9644-71-6310
p
LOT 10, P.C. 7, SL. 24-1
�A�l
PIN 9644-71-4298
/
G
TRANSFORMER
\GROUND
/
LIGHT POLE I
\ \
TELEPHONE PEDESTAL
___�SEWER
CLEANOUT
GAS LINE
(APPROX )
G / RAISED LANDSCAPED ISLAND
—
EX. MANHOLE
/
RIM= 339.53
INV. (BOWL)= 334.18
SHELF= 334.68
SANITARY SEWER CONNECTION /
TO EXISTING SYSTEM
I \ /
I \
1
1
1
I
1
1 � 1
I �
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. . . � — —
SITE DATA
PROPERTY OWNER OF RECORD / DEVELOPER:
HARRINGTON PROPERTIES OF NC LLC
2659 SAN LEE DRIVE
SANFORD, NC 27330
PHONE: [phone]
CONTACT: MR. BRANDON HARRINGTON
\ PROPERTY ID:
LEE COUNTY, NORTH CAROLINA
WEST SANFORD TOWNSHIP
\ LEE COUNTY PIN NO. 9644-71-3681
\ DEED REFERENCE: D.B. 1493 PG. 368
PLAT CABINET 2, SLIDE 652
\ ZONED R-6-C
\ 2.7 AC (CALCULATED AND BY DEED)
\
SITE INFO:
\
ZONING CLASSIFICATION:
\
R-6-C
TRACT PROPERTY ACREAGE:
2.7 AC +/- (FROM DEED)
\ PROPOSED NUMBER OF SINGLE FAMILY LOTS:
10 LOTS
\ LOT SIZE REQUIRED (BY PROPOSED ZONING):
6,000 SF
LOT SIZE, SMALLEST AS SHOWN:
7,269 SF
\ LOT WIDTH, MINIMUM AS SHOWN:
60 FT
FRONT SETBACK, MINIMUM:
20 FT
REAR SETBACK, MINIMUM:
20 FT
SIDE SETBACK, MINIMUM:
8 FT
ROADWAY OWNERSHIP PROPOSED:
PUBLIC (CITY)
ROADWAY R/W WIDTH PROPOSED:
60 FT (60 FT RADIUS ON CUL-DE-SAC)
ROADWAY LENGTH PROPOSED:
400 FT +/-
ROADWAY R/W AREA PROPOSED:
0.6 AC +/-
WATERLINE OWNERSHIP PROPOSED:
PUBLIC (CITY OF SANFORD)
WATERLINE LENGTH PROPOSED:
370 FT
WATERLINE DIAMETER PROPOSED:
6-INCH
SANITARY SEWER OWNERSHIP PROPOSED:
PUBLIC (CITY OF SANFORD)
SANITARY SEWER LENGTH PROPOSED:
559 FT
SANITARY SEWER DIAMETER PROPOSED:
8-INCH
IMPERVIOUS AREA PROPOSED
(ASSUMES 2,500 SF/LOT):
1.1 AC
0/6 IMPERVIOUS:
41%
DISTURBED AREA PROPOSED:
3.0 AC
NOTES
1. REVIEW AND APPROVAL OF THE PLANS DOES NOT RELIEVE THE OWNER, CONTRACTOR, OR DEVELOPER
FROM MEETING ALL THE REQUIREMENTS OF THE CITY OF SANFORD UNIFIED DEVELOPMENT
ORDINANCE, AND ANY OTHER STATE, AND FEDERAL REGULATIONS AND APPROVALS.
2. ALL IMPROVEMENTS OR EXTENSIONS OF PUBLIC INFRASTRUCTURE UNDER THE CITY'S JURISDICTION
SHALL BE IN STRICT ACCORDANCE WITH THE CITY OF SANFORD ORDINANCES, REGULATIONS,
POLICIES, REQUIREMENTS, AND SPECIFICATIONS.
3. PLANS BASED ON APPROVED PRELIMINARY SUBDIVISION PLAT PREPARED BY J THOMAS ENGINEERING,
DATED JANUARY 2019, AND APPROVED BY CITY COUNCIL ON FEBRUARY 19, 2019.
4. PROPERTY RE -ZONING TO R-6-C WAS APPROVED BY CITY COUNCIL ON FEBRUARY 19, 2019.
5. LOCATION / TOPOGRAPHIC FEATURES SHOWN ON THESE PLANS WAS PROVIDED BY THE OWNER'S
SURVEYOR. DATUM IS NAD 83, NAVD 88.
6. THE PROPERTY BOUNDARY SHOWN ON THESE PLANS WAS PROVIDED BY THE OWNER'S SURVEYOR.
7. OFF -SANITARY SEWER WILL BE INSTALLED WITHIN EXISTING UTILITY EASEMENTS (CITY) AND PUBLIC
R/W. THE EXISTING EASEMENT IS ON THE 'FINAL PLAT OF FAIRWAY WOODS SECTION 1' DATED
AUGUST 15, 1988.
8. FINAL LOCATION OF WATER METERS, FIRE HYDRANTS, AND WATER VALVES ARE TO BE DETERMINED BY
THE PROJECT DEVELOPER / CONTRACTOR WITH APPROVAL FROM CITY. APPROPRIATE BACKFLOW
PREVENTION IS REQUIRED FOR ANY IRRIGATION METERS INSTALLED.
9. THIS PROPERTY IS LOCATED IN ZONE 'X' ON THE FEMA FIRM MAP 37109644001 DATED 9/6/2006.
10. THE OWNER IS RESPONSIBLE FOR IDENTIFYING ANY STREAMS OR WETLANDS THAT MAY EXIST ON THE
PROPERTY THAT MAYBE JURISDICTIONAL TO THE US ACE. BASED ON A SITE VISIT, THERE APPEARS
TO BE NO JURISDICTIONAL WATERS OR WETLANDS PRESENT ON THE PROPERTY.
11. SEE PLAN / PROFILE SHEET FOR ADDITIONAL DESIGN AND LAYOUT INFORMATION.
12. CONTRACTOR TO VERIFY QUANTITIES SHOWN ON PLANS BASED ON ACTUAL FIELD CONDITIONS.
13. WATER SYSTEM CONSTRUCTION SHALL BE INSTALLED IN ACCORDANCE WITH CITY OF SANFORD
REQUIREMENTS AND SPECIFICATIONS. PVC WATER LINES SHALL MEET STANDARDS OF AWWA
C900-75. DIP WATER LINES SHALL MEET STANDARDS OF AWWA C150 AND BE THICKNESS CLASS 50.
CONTACT THE CITY OF SANFORD PRIOR TO BEGINNING WORK ON THE WATER SYSTEM.
14. PLACE TRACING WIRE (OR TAPE) ON ALL NON-METALLIC UTILITY PIPES, FOR THE ENTIRE LENGTH OF
THE PIPE.
15. ELECTRICAL POWER AND COMMUNICATION FACILITIES SHOULD CONFORM TO THE CURRENTLY
APPLICABLE NATIONAL ELECTRIC SAFETY CODE EXCEPT VERTICAL CLEARANCES SHALL BE NO LESS
THAN 18" IN ANY CASE.
16. ALL UTILITY STRUCTURES SHALL BE LOAD RATED FOR THE APPROPRIATE DEAD LOAD PLUS HL-93 LIVE
LOAD.
17. ALL INFRASTRUCTURE CONSTRUCTION TO BE ACCEPTED BY THE CITY OF SANFORD, AS REQUIRED.
CONTRACTOR TO COORDINATE WITH THE CITY OF SANFORD ON INSPECTION, TESTING, AND
REPORTING REQUIREMENTS PRIOR TO BEGINNING WORK.
18. NO SUBDIVISION NAME SIGNS OR MARKERS TO BE PLACED WITHIN THE R/W.
19. THE OWNER WILL PROPOSE TO ADD THE ROADWAY INTO THE CITY OF SANFORD SYSTEM. THE
CONTRACTOR SHALL FOLLOW THE TESTING REQUIREMENTS FOR THE ROADWAY CONSTRUCTION.
APPROPRIATE DOCUMENTATION MUST BE SUBMITTED TO THE CITY OF SANFORD.
20. OWNER TO COORDINATE WITH CITY OF SANFORD ON THE TIMING OF DRIVEWAY AND SIDEWALK
CONSTRUCTION.
21. THE PROPOSED UNDERGROUND STORMWATER CONTROL MEASURE (SCM) IS FOR QUANTITY CONTROL
(DETENTION). ITS PURPOSE IS TO HELP MINIMIZE IMPACTS TO DOWNSTREAM PROPERTIES DUE TO
INCREASED RUNOFF AFTER PROJECT CONSTRUCTION. STORMWATER CONTROL IS NOT A REQUIREMENT
OF THE CITY OF SANFORD OR NCDEQ. THE PROPOSED SCM SHALL BE CONSIDERED PRIVATE
INFRASTRUCTURE TO BE MAINTAINED BY THE HOMEOWNER'S ASSOCIATION.
22. THE RETAINING WALLS SHOWN ON THIS PLAN TO BE DESIGNED BY OTHERS. THE DESIGNER SHALL
COORDINATE WITH J THOMAS ENGINEERING FOR REVIEW OF THE PROPOSED DESIGN PRIOR TO
CONSTRUCTION.
23. SANITARY SEWER SYSTEM CONSTRUCTION SHALL BE INSTALLED IN ACCORDANCE WITH CITY OF
SANFORD REQUIREMENTS AND SPECIFICATIONS. PVC SEWER LINES SHALL BE SDR-26. DIP SEWER
LINES SHALL BE THICKNESS CLASS 50. DUE TO SEPARATION RULES, SEWER PIPE SPECIFIED AS DIP
MUST BE INSTALLED AND TESTED PER WATER MAIN STANDARDS. CONTACT THE CITY OF SANFORD
PRIOR TO BEGINNING WORK ON THE SEWER SYSTEM.
50 0 25 50 100
Milli
SCALE: 1" = 50'
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford,
North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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REVISIONS
20 MAY 2021:
ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
SEE SCALE BAR
JRT
Sheet:
Designed by:
JRT
2
1 2
Reviewed by:
J RT
of
Project Number:
Date:
18-007A
22 MAR 2021
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STD
PAVEMENT F
CONNECT TO EX. WATE
1-6"}
2
NEW ROADWAY
(SEE TYPICAL SEC_
DETAIL A-9, SHEE-
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REMOVE LANDSCAPE I�
AND PAVE ENTIRE �
(SEE DETAIL B-9, SHI
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(APPROX. LOCATION)
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NEW 6" WATER
SYSTEM
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: SS CO (LOT 1)
: SS CO (LOT 2)
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55 CO (LOT 4)
: SS CO (LOT 5)
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:
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.....
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INV = 351�4.' ...
INV_ 350.
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SS MH 04 AND
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2: STA 101+20 I STORMWATER
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NOTE*
WATER METERS AND SEWER CLEANOUTS SHALL
BE INSTALLED MINIMUM 10' OFF PROPERTY LINE
380
375
370
365
360
355
350
345
340
335
lY t /
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I
SEE CONTINUATION OF
SANITARY SEWER SYSTEM
OUTFALL PLAN/PROFILE
(THIS SHEET)
r
STORM INLET 01
(SEE SHEET 5)
PUBLIC UTILITY ESMT
(15' WIDE)
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\ STA 10+00
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TOP EL = 361.9
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PROPOSED
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EX. GROUND
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PLAN / PROFILE FOR NEW ROADWAY
375
370
365
355
350
345
340
335
104+00 104+50
NORTH
5
VERTICAL SCALE: 1" = 5'
0
50 0 25 50 100
HORIZONTAL SCALE: 1" = 50'
5 i 6
1 1103+00
SAN T SAN I SAN
..........
°o In
COMMON AREA
AND
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DETENTION
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SEE CONTINUATION OF SANITARY
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PLAN/PROFILE (THIS SHEET)
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Z OUTFALL TO EXISTING PUBLIC
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365
360
355
350
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330
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365
360
355
350
345
340
CORE EXISTING MANHOLE WALL
TO INSTALL NEW 8" DIP
REMOVE AND REPLACE EX.
330 SHELF AS REQUIRED
SS MH (665)
4: 12+48, C/L
I EL = 339.53
/ EL = 334.18
W INV IN EL (01) = 334.4
325
0
D
M
12+00 12+48
PLAN / PROFILE FOR SANITARY SEWER OUTFALL
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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REVISIONS
20 MAY 2021:
ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
SEE
SCALE BAR
JRT
Sheet:
Designed by:
JRT
3
12
Reviewed by:
J RT
of
Project Number:
Date:
18-007A
22 MAR 2021

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CONSTRUCTION SEOUENCE
1. PROJECT NARRATIVE: THE PURPOSE OF THIS PROJECT IS TO INSTALL INFRASTRUCTURE (ROADWAY, PUBLIC WATERLINE, PUBLIC SANITARY SEWER, STORM DRAINAGE, AND
STORMWATER CONTROL MEASURE) FOR CREATION OF 10 LOTS FOR RESIDENTIAL SINGLE FAMILY HOME CONSTRUCTION. THE DEVELOPER WILL, UNDER THIS PERMIT, DISTURB EACH
LOT (WITHIN THE LIMITS OF DISTURBANCE SHOWN) FOR NEW HOME CONSTRUCTION.
2. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL SELF INSPECTION PROGRAM: THE SEDIMENT POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE
THAT PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENT
CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. THE SELF INSPECTION PROGRAM IS SEPARATE
FROM THE WEEKLY SELF MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF INSPECTION REPORT IS THE
INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE CONDUCTED AFTER EACH
PHASE OF THE PROJECT, AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A 54.1 AND 15A NCAC 413.0131. THE SELF INSPECTION
REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FORM HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION_NEW.HTML. IF YOU HAVE ANY QUESTIONS OR CANNOT
ACCESS THE FORM, PLEASE CONTACT NCDEQ AT 919-791-4200.
3. EROSION AND SEDIMENT CONTROL PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. PER NPDES
REQUIREMENTS, A RAIN GAUGE, SELF -INSPECTIONS RECORDS, PERMIT, AND S&E PLAN ARE REQUIRED TO BE MAINTAINED ON SITE AND ACCESSIBLE DURING INSPECTION. IT IS
RECOMMENDED THAT THESE ITEMS BE PLACED IN A PERMITS BOX AT THE BEGINNING OR ENTRANCE OF PROJECT.
4. CONTACT NCDEQ DEMLR (919-791-4200) FOR PRE -CONSTRUCTION MEETING A MINIMUM OF ONE WEEK PRIOR TO CONSTRUCTION BEGINNING.
INITIAL PHASE OF CONSTRUCTION
5. SEE SHEET 4 FOR THE EROSION CONTROL PLAN, INITIAL CONSTRUCTION. STAKE THE LIMITS OF DISTURBANCE AS SHOWN ON THE INITIAL EROSION CONTROL PLAN. CLEAR ONLY
WHAT IS NECESSARY TO INSTALL THE TEMPORARY EROSION CONTROL MEASURES.
6. INSTALL THE TEMPORARY CONSTRUCTION ENTRANCE.
7. INSTALL THE TEMPORARY SILT FENCE AS SHOWN ON THE EROSION CONTROL PLAN. INSTALL TEMPORARY SILT FENCE OUTLETS WHERE CONCENTRATED WATER FLOW IS EXPECTED AND
AS SHOWN ON THE EROSION CONTROL PLAN.
8. INSTALL THE TEMPORARY ROCK SILT CHECKS WITHIN THE EXISTING ROADSIDE DITCH OF GOLF COURSE ROAD AS SHOWN ON THE PLAN.
9. INSTALL THE TEMPORARY SKIMMER BASIN 01. STABILIZE BASIN WITH TEMPORARY SEEDING ON SLOPES AND RIP RAP BELOW SKIMMER OUTLET, EMERGENCY SPILLWAY, AND ENTRANCE
CHANNELS IMMEDIATELY UPON CONSTRUCTION OF THE BASIN.
10. INSTALL TEMPORARY DIVERSIONS 01 - 02 TO DIRECT DRAINAGE FROM DISTURBED AREAS INTO THE ROCK LINED ENTRANCE CHANNELS OF THE SKIMMER BASINS. IMMEDIATELY LINE
THE TEMPORARY DIVERSIONS PER THE SCHEDULE ON THE PLAN.
PROJECT CONSTRUCTION
11. CLEAR AND GRUB THE REMAINING AREAS WITHIN THE LIMIT OF DISTURBANCE AS SHOWN ON SHEET 5, EROSION CONTROL PLAN, THROUGH CONSTRUCTION.
12. INSTALL THE TEMPORARY ROCK PIPE INLET SEDIMENT TRAP TYPE B AT THE EXITING DRIVEWAY CULVERT ON BRIDGEPORT CIRCLE AS SHOWN ON THE PLAN.
13. BEGIN ROUGH GRADING OF SITE. THE STOCKPILE AREAS ARE DESIGNATED ON THE EROSION CONTROL PLAN. ENSURE TEMPORARY SILT FENCE IS ALONG THE STOCKPILE PERIMETER AS
SHOWN ON THE EROSION CONTROL PLAN.
14. INSTALL THE TEMPORARY CONCRETE WASHOUT AREA.
15. INSTALL THE SANITARY SEWER SYSTEM AND SANITARY SEWER SERVICES FOR EACH LOT. DEWATER TRENCHES USING SILT BAGS ON THE OUTLET END OF THE PUMP EFFLUENT LINE.
16. INSTALL THE PERMANENT STORMWATER DITCH OFF -SITE TO CONVEY SITE DRAINAGE TO THE BRIDGEPORT CIRCLE DRAINAGE SYSTEM.
17. INSTALL THE STORM DRAIN SYSTEM. INSTALL APPROX. 24' LF OF 15" PIPE DOWNSTREAM OF INLET 02 AND DISCHARGE TO TEMPOARY DIVERSION 02. ONCE STORM INLETS 01 AND 02
HAVE BEEN COMPLETED, INSTALL TEMPORARY INLET PROTECTION. USE GUTTER GUARD ON INLET 02 ONCE THE CURB AND GUTTER IS INSTALLED.
18. CONTINUE ROUGH GRADING FOR ROADWAY, SIDEWALK, AND WATERLINE CONSTRUCTION. BRING THE ROADWAY UP TO WITHIN V OF SUBGRADE ELEVATION. THE SITE HAS BEEN
DESIGNED TO BALANCE, HOWEVER, FOR ANY BORROW AND WASTE ACTIVITY, THE RELATED BORROW OR WASTE ACTIVITY SHALL CONSTITUTE PART OF THE LAND -DISTURBING ACTIVITY
UNLESS THE BORROW OR WASTE ACTIVITY IS REGULATED BY THE MINING ACT OF 1971, OR IS A LANDFILL REGULATED BY THE DIVISION OF WASTE MANAGEMENT. IF THE
LAND -DISTURBING ACTIVITY AND RELATED BORROW OR WASTE ACTIVITY ARE NOT CONDUCTED BY THE SAME PERSON, THEY SHALL BE CONSIDERED SEPARATE LAND -DISTURBING
ACTIVITIES AND MUST BE PERMITTED EITHER THROUGH THE SEDIMENTATION POLLUTION CONTROL ACT AS A ONE -USE BORROW SITE OR THROUGH THE MINING ACT.
19. INSTALL WATER MAIN AND SERVICES AS SHOWN ON PLANS. DEWATER TRENCHES USING SILT BAGS ON THE OUTLET END OF THE PUMP EFFLUENT LINE.
20. REMOVE TEMPORARY CONSTRUCTION ENTRANCE, BRING ROADWAY TO SUBGRADE ELEVATION, AND COMPACT TO STANDARD.
21. INSTALL CURB AND GUTTER AND SIDEWALK (COORDINATE WITH DRIVEWAY CONSTRUCTION).
22. INSTALL ROADWAY STONE BASE, AND FIRST LAYER OF ASPHALT SURFACE COURSE.
23. BRING ALL AREAS OUTSIDE OF ROADWAY TO GRADE, EXCEPT FOR THE AREA AROUND TEMPORARY SKIMMER BASIN 01, WHICH WILL BE CONVERTED TO A PERMANENT SCM
(UNDERGROUND DETENTION SYSTEM). TEMPORARY DIVERSIONS MAY ALSO NEED TO BE ADJUSTED WITH THE EARTHWORK.
24. CONVERT TEMPORARY DIVERSIONS 01 - 02 TO PERMANENT SWALES. PROVIDE LINER PER PLAN.
25. FINE GRADE ALL AREAS OUTSIDE ROADWAY, EXCEPT FOR AREA AROUND TEMPORARY SKIMMER BASIN 01, AND PROVIDE TEMPORARY SEED.
FINAL PHASE OF CONSTRUCTION
26. CONTACT NCDEQ DEMLR TO NOTIFY THEM THAT PROJECT IS IN FINAL PHASE OF CONSTRUCTION.
27. CONVERT TEMPORARY SKIMMER BASIN 01 TO THE PERMANENT UNDERGROUND STORMWATER DETENTION. LIMIT WORK TO THIS AREA ONLY OF THE PROJECT SITE.
28. RE-ROUTE DRAINAGE COMING INTO THE BASIN AS NECESSARY. DEWATER BASIN THROUGH A SILT BAG. REMOVE SKIMMER BASIN.
29. INSTALL PERMANENT OUTLET PIPE (FROM UNDERGROUND DETENTION SYSTEM) AND HEADWALL. INSTALL THE RIP RAP OUTLET PROTECTION BELOW THE HEADWALL AND CONNECT TO
THE RIP RAP LINED STORMWATER DITCH (THAT CONNECTS TO BRIDGEPORT CIRCLE DRAINAGE SYSTEM).
30. INSTALL THE SEGMENTAL RETAINING WALLS. INSTALL THE RIP RAP DISSIPATOR BELOW THE 10' WIDE WALL NOTCH (DETENTION SYSTEM OVERFLOW)
31. EXCAVATE AND INSTALL THE UNDERGROUND DETENTION PIPE AND GRAVEL SYSTEM.
32. INSTALL THE 2 DROP INLETS SPECIFIED (03 AND 04) ON THE PLANS AND CONNECT TO UNDERGROUND SCM.
33. COMPLETE THE 15" RCP FROM THE STORM INLET 02 TO DROP INLET 03.
34. BACKFILL AND FINE GRADE ACCORDING TO THE GRADING PLAN.
35. INSTALL NEW LINING WHERE NECESSARY FOR THE PERMANENT SWALES.
36. PROVIDE TEMPORARY AND/OR PERMANENT SEEDING TO ALL DISTURBED AREAS PER THE SCHEDULE ON THIS SHEET. SURFACE ROUGHENING MAY BE REQUIRED ON STEEP SLOPES TO
KEEP SEED IN PLACE.
NOTE: PERMANENT GROUND COVER IS REQUIRED WITHIN 14 CALENDAR DAYS (7 CALENDAR DAYS FOR STEEP SLOPES) FOLLOWING CONSTRUCTION COMPLETION.
37. PROVIDE PERMANENT SEEDING / SOD TO THE ENTIRE SITE (WHERE TEMPORARY SEEDING WAS PLACED, IF ANY). INSPECT SITE FOR ANY AREAS THAT NEED RE -SEEDING AND MULCHING
TO ESTABLISH A GOOD GROUND COVER.
38. WHEN SITE IS COMPLETELY STABILIZED, REMOVE REMAINING SILT FENCE AND SILT FENCE OUTLETS. SEED ANY BARE SPOTS.
39. WHEN THE PROJECT IS COMPLETE, THE PERMIT -FEE SHALL CONTACT NCDEQ DEMLR TO CLOSE OUT THE EROSION CONTROL PLAN.
MAINTENANCE PLAN
THE SITE GRADING CONTRACTOR IS RESPONSIBLE FOR MAINTAINING EROSION CONTROL DEVICES THROUGHOUT THE PROJECT DURATION.
ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL OR RAINFALL > 0.5 INCHES IN 24 HOURS
BUT IN NO CASE LESS THAN ONCE EVERY 7 CALENDAR DAYS. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL DEVICES AS DESIGNED. RECORDS OF INSPECTIONS FOR
PREVIOUS 30 DAYS SHALL REMAIN ON SITE AND AVAILABLE FOR AGENCY INSPECTORS DURING NORMAL WORKING HOURS.
SKIMMER BASINS:
SEE SHEET 12
BAFFLES:
SEE SHEET 12
ROLLED EROSION CONTROL PRODUCTS (RECP):
SEE SHEET 12
SEDIMENT FILTER BAG:
PER MANUFACTURER'S RECOMMENDED SCHEDULE.
SILT FENCE:
1. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FT DEEP AT THE FENCE. THE FENCE SHALL BE REPAIRED AS REQUIRED TO MAINTAIN A
SUFFICIENT BARRIER.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, DECOMPOSE, TEAR, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. AFTER ALL AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT. GRADE AREA TO GRADING PLAN OR BLEND WITH ADJACENT
GRADES. STABILIZE AREA.
SILT FENCE OUTLET:
1. CLEAR THE HARDWARE CLOTH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. BE CAREFUL NOT TO DAMAGE OR UNDERCUT THE HARDWARE
CLOTH.
2. REPLACE STONE AS NEEDED.
TEMPORARY INLET PROTECTION:
1. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. BE CAREFUL NOT TO DAMAGE OR UNDERCUT THE WIRE MESH.
2. REPLACE STONE AS NEEDED.
CHECK DAM WITH WEIR:
1. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHECK DAM.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM FROM EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAM AS NEEDED TO: PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE CHECK DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO THE DAM AS NEEDED TO MAINTAIN THE DESIGN DIMENSIONS.
CONSTRUCTION ENTRANCE:
1. MAINTAIN GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE.
2. IMMEDIATELY REMOVE ALL MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY DIVERSIONS:
1. IMMEDIATELY REMOVE EXCESS SEDIMENT FROM FLOW AREA AND REPAIR DIVERSION RIDGE.
2. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
3. AFTER ALL AREAS HAVE BEEN STABILIZED REMOVE THE RIDGE AND THE CHANNEL AND GRADE ACCORDING TO GRADING PLAN OR BLEND WITH ADJACENT GRADES. STABILIZE AREA.
RIP RAP LINED DITCHES/CHANNELS/OUTLETS:
1. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
2. INSPECT FOR INDICATIONS OF DISPLACED ROCK, SCOUR HOLES, OR BANK FAILURES. MAKE REPAIRS IMMEDIATELY.
3. MAINTAIN VEGETATION ADJACENT TO THE ROCK LINING IN A HEALTHY, VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION AND SCOUR.
GRASS LINED DITCHES/CHANNELS/SWALES:
1. DURING GRASS ESTABLISHMENT PERIOD, INSPECT AFTER EVERY RAINFALL.
2. AFTER GRASS HAS ESTABLISHED, INSPECT PERIODICALLY AND AFTER HEAVY RAINFALL. IMMEDIATELY MAKE REPAIRS.
3. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
4. GRASS SHOULD BE MAINTAINED IN A HEALTHY VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION PROTECTION.
BUILDING WASTES HANDLING:
1. NO PAINT OR LIQUID WASTES TO BE DISCHARGED INTO STREAMS OR STORM DRAINS.
2. DEDICATED AREAS FOR DEMOLITION, CONSTRUCTION, AND OTHER WASTES SHALL BE LOCATED 50' FROM STORM DRAINS UNLESS NO REASONABLE ALTERNATIVES EXIST.
3. EARTHERN MATERIAL STOCKPILES SHALL BE LOCATED 50' FROM STREAMS UNLESS NO REASONABLE ALTERNATIVES EXIST.
4. CONCRETE MATERIALS AND WASHOUT AREAS MUST BE CONTROLLED SO THERE IS NO DISCHARGE TO SURFACE WATERS, WETLANDS, OR BUFFERS. SEE PLAN FOR LOCATION OF
CONCRETE WASHOUT AREA.
TEMPORARY SEEDING
PROVIDE TEMPORARY SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN THE FOLLOWING SCHEDULE:
GROUNDCOVER SCHEDULE
PERMANENT DITCHES --> IMMEDIATELY PER LINING SPECIFIED ON PLANS
SLOPES 4:1 OR STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8 INCHES.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, APPLY AT A RATE OF 1 TO 1 %2 TONS
PER ACRE ON COARSE -TEXTURED SOILS AND 2-3 TONS PER ACRE OF FINE -TEXTURED SOILS. APPLY LIME UNIFORMLY AND INCORPORATE
INTO THE TOP 4-6 INCHES OF SOIL. SOILS WITH PH HIGHER THAN 6 DO NOT NEED LIME.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY A 10-10-10
GRADE FERTILIZER AT 700-1,000 LB/ACRE. INCORPORATE FERTILIZER INTO THE TOP 4-6 INCHES OF SOIL. IF A HYDRAULIC SEEDER IS
USED, DO NOT MIX SEED AND FERTILIZER MORE THAN 30 MINUTES BEFORE APPLICATION.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, 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 THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON.
SEEDING:
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER. USE SEEDING RATES GIVEN IN TABLES.
BROADCAST SEEDING AND HYDROSEEDING IS ACCEPTABLE ON STEEP SLOPES WHERE EQUIPMENT CANNOT BE DRIVEN. HAND
BROADCASTING IS NOT RECOMMENDED.
SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND LEGUMES ON MORE THAN %2 INCH. BROADCAST
SEED MUST BE COVERED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRMED WITH A ROLLER OR CULTIPACKER. HYDROSEEDED
MIXTURES SHOULD NOT INCLUDE A WOOD FIBER MULCH.
MULCHING:
MULCHING IS REQUIRED UNDER THE FOLLOWING CONDITIONS:
• SEEDING IN FALL (WOOD FIBER MULCHES NOT ACCEPTABLE)
• SLOPES STEEPER THAN 3:1
• EXCESSIVELY HOT OR DRY WEATHER
• ADVERSE SOILS (SHALLOW, ROCKY, OR HIGH IN CLAY OR SAND)
• AREAS RECEIVING CONCENTRATED FLOW.
FOR CONCENTRATED FLOW AREAS (DITCHES, CHANNELS, SWALES, ETC.) ANCHOR MULCH WITH NETTING OR LIQUID ASPHALT AT A RATE OF
0.10 GALLON PER SQUARE YARD (10 GAL / 1000 SQ FT).
MAINTENANCE:
CONTRACTOR TO MONITOR GRASS ESTABLISHMENT. PROMPTLY RESEEED AREAS WHERE A HEALTHY, DENSE GROWTH DOES NOT
ESTABLISH. CONTRACTOR MAY NEED TO PROVIDE NETTING OR TEMPORARY LINERS TO AREAS WHERE GRASS CANNOT BE ESTABLISHED
DUE TO EROSION.
PERMANENT SEEDING
PROVIDE PERMANENT SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE COVERED BY PAVING, BUILDINGS, OR OTHER LANDSCAPING.
AREAS RECEIVING PERMANENT VEGETATION MUST BE STABILIZED WITHIN THE FOLLOWING TIMEFRAMES AFTER FINAL GRADE IS REACHED,
UNLESS TEMPORARY STABILIZATION IS APPLIED.
GROUNDCOVER SCHEDULE
PERMANENT DITCHES --> IMMEDIATELY (ROCK LINED)
SLOPES 4:1 OR STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
COMPLETE GRADING BEFORE PREPARING SEEDBEDS. IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8
INCHES.
SEEDBED REQUIREMENTS:
THE SOIL SHOULD MEET THE FOLLOWING MINIMUM CRITERIA FOR VEGETATION ESTABLISHMENT:
• ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY (AVAILABLE
WATER CAPACITY OF AT LEAST 0.05 INCHES OF WATER TO 1 INCH OF SOIL
• SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
• SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH OF ROCK OR IMPERMEABLE LAYERS SUCH AS
HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT
FEASIBLE.
• A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0-6.5.
• NO LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, AND TRASH. CLODS AND STONES MAY BE LEFT ON SLOPES
STEEPER THAN 3:1 IF THEY ARE TO BE HYDROSEEDED.
IF THE ABOVE CRITERIA CANNOT BE MET, SPECIAL SOIL CONDITIONERS OR TOPSOIL MAY BE APPLIED.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, FOLLOW RATES ON THE SEEDING
SPEC TABLE.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES ON
THE SEEDING SPEC TABLE.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, 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 THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON, SOIL TYPE, SLOPES, AND LAND USES. SEE SEEDING SPEC
TABLES IN PLANS FOR RECOMMENDED PERMANENT SEEDING MIXTURE.
SEEDING:
USE CERTIFIED SEED (INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION).
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. USE
SEEDING RATES GIVEN IN TABLES.
WHEN USING A DRILL OR CULTIPACKER SEEDER, SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES
AND LEGUMES ON MORE THAN 1/2 INCH.
WHEN BROADCAST SEEDING, SUBDIVIDE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH
SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA AND APPLY THE REMAINING SEED IN THE
SAME MANNER BUT AT RIGHT ANGLES TO THE FIRST PASS. COVER SEED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRM
WITH A ROLLER OR CULTIPACKER.
MULCH AREAS IMMEDIATELY AFTER SEEDING IN ACCORDANCE WITH RATES GIVEN IN TABLES. ANCHOR MULCH WITH NETTING OR
LIQUID ASPHALT AT A RATE OF 0.10 GALLON PER SQUARE YARD (10 GAL / 1000 SQ FT).
HYDROSEEDING:
SURFACE ROUGHENING IS REQUIRED. FINE SEEDBED PREPARATION IS NOT NECESSARY.
RATE OF WOOD FIBER APPLICATION SHOULD BE AT LEAST 2 TONS/ACRE.
APPLY LEGUME INOCULATES AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULATE TO HYDROSEEDER SLURRY.
APPLY LIME IN DRY FROM.
IRRIGATION:
IRRIGATE DURING DRY PERIODS OR TO SPEED DEVELOPMENT OF FULL COVER.
MAINTENANCE:
IF STAND IS INADEQUATE, RE-EVALUATE PLANT CHOICE AND QUANTITIES OF LIME AND FERTILIZER. REESTABLISH THE STAND AFTER
SEEDBED PREPARATION OR OVER -SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT
APPROPRIATE FOR PERMANENT SEEDING.
Table 6.1Ob
Seeding mixture
Temporary Seeding
Species Rate (Iblacre)
Recommendations for
German millet 40
Summer
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50lb/acre.
Seeding dates
Mountains -May 15 - Aug, 15
Piedmont -May 1 -Aug. 15
Coastal Plain -Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of sail tests or apply 4,000Iblacre ground
agriculturat limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000lb/acre straw. Anchor straw by tacking with asphalt, netting,
Maintenance
RefertiIize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table 6.10c
Seeding mixture
Temporary Seeding
Species Rate (Iblacre)
Recommendations for Fall
Rye (grain) 120
Seeding dates
Mountains -Aug. 15 • Dec. 15
Coastal Plain and Piedmont --Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 4,0001b/acre ground agricultural limestone
and 1,000 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4.000 Iblacre straw. Anchor straw by tacking with asphalt. netting,
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
Iblacre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15. overseed with 50 Iblacre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
Table 6.10a
Temporary Seeding
Recommendations for Late
Winter and Early Spring
Seeding mixture
Species Rats (lb/acre)
Rye (grain) 120
i
Switchgrass 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains --Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont -Jan. 1 - May 1
Coastal Plain -Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of sail tests or apply 4,000Iblacre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000 Iblacre straw. Anchor straw by tacking with asphalt, netting,
Maintenance
Refertilize if growth is no# fully adequate. Reseed, refertiIize and mulch
immediately following erosion or other damage.
RECOMMENDED PERMANENT SEEDING MIXTURE
SEED TYPE
SEEDING RATE
SEEDING SEASON
TALL FESCUE (BLEND)
200 LBS / ACRE
SEPTEMBER - MARCH
RYE GRAIN
40 LBS / ACRE
SEPTEMBER - MARCH
TALL FESCUE (BLEND)
200 LBS / ACRE
MARCH - SEPTEMBER
BERMUDAGRASS
25 LBS / ACRE
MARCH - SEPTEMBER
*SOD MAY BE USED IN PLACE OF PERMANENT SEEDING
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite
104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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REVISIONS
19 APR 2021:
COMMENTS FROM NCDEQ DEMLR
20 MAY 2021: ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed by:
JRT
6
12
Reviewed by:
J RT
of
Project Number:
Date:
18-007A
22 MAR 2021

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S. WIL fCWMS TO CONSTRUCT THE BOTTOM SUS. 11 Y
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�. OURS AID BUTTER WITH CATCH -111 ON STEEP GRADES I IQLN O EDGE OF HALL TO ALLOW '{ II.0 _ _. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 111.I I e a N
4 TOP p Q FOR VERTICAL ADJUSTMENT .� 1r� _
_ #ALL $SOME ON i IL l�l 1 SNBTALL BTOr_E DMYK6, OF A YIH[IYl OF 1 CUB3C FOOT OF
N0, iBN 6TCNE IRA O
a - 1 ' '� FG OR A$ Di CI
'• + • O CHHAIFLA ALL ERPOSEO DOWNERS } WEEP
HOLE SIRE ED BY YXE EN NEER.
a, n USE dN FLAT ELEY. EXPANSION JOINT -� 1 'L�� 1.'" AT EACH -
SRRAOES 2Af ANd IRAEA - ��
SECTION - BB .--. .. ._.------------------- F Y� -
1'`r, gyp" PLAN DIAMLNEI IGi i0 SG1LE.
$ m DEPRESSED ALMTER LINE $ SECTION - PP SECTION - MN SECTION S-B
KITH GRATE a FRAYS REMOVED
EXPANSION JOINT
ME C3 N In UR1 CK COP I NOI INCI DENTALI
FRANE,r3 RATE, &HOOD RSS'YI1 0
I Z
PLAN OF TOP $LA6 SEGTIDM S-S PLAN J � a 1�$ 2T�" 1,.� Hy
ELEVATION ❑ x n ❑ Cy Tn � WATER FLOW �- SAG � WATER FLOW � O 0 TOP ELEVATION
p
NORMAL CURB ,MAD GUTTER OR LIGHT GRADES W lt' m SECTION k-A LL G m lL. ~
'f. _ • BID. 94v.1$ FRAME 'y LU
E%PAnaidx JDrnr rAOR4V�L GUTTER LIFE m LL ' C TYPE "F" TYPE "E" TYPE „Orr TYPE - E C F 'jam i ORATE - - - - Fa RAR x W
8" X� E 4$ "N" PARS Fa RAR r-r _ = t _ 1 " x #" a I I•,6 W
TOP IGH
a a a Qa i s $•
}� r USE H OWNS 'R A e' a` a e" Q
1118W Rim- - ELEV. ©� K -K m N 1" ❑ -. ❑ 7 RAISE
FLOW ARROW 2 p OCL
hzuA}I� EPRESSED BITTER LINE 4ir
L MI N j RAISED FLOW AR30W 2341, � 0 � � I �[[r%%�����} I z ❑ � 0
EXPAf1$I:RN JOINT T r'�� �p 9 SECTION M O CC F © ljfi' �1IGfl �1 ��{1f}@j Q z
��I "' 000 JJJ vJ y Z d i OZ CF \\\\��ffJJ 2
SECTION R. R1 LU
D L NORMAL CURB AN❑ GLITTERONSTEEP GRADES ED W~ a a Z q 1 Y2 r� , x I h W
F
ED W L M �' 1-'-I rs 99 m n R DOWEL In L N
Q FRAME PLAN BEGTIDN • rld Q F' ® >8" (� a ,1 r+A Q W W afE NOTE DOWEL IEEE MOTEI MAX. PIPE THIS SIDE 1e } �.
QHIMLV DrOERECOME AXD &LUTITIEE FOR CONCRETE CATCH MKIN (MAE® ON I IN. 1113 X WITM ND fttsBm �. -2C W LLI rB" a LU
DIMENSIONS DP SOIL A'a P_PE CWER CIl.YDB. COAL, IN 1101i DEDBcrIDNe ❑ J-1 " 3'-O 5 ❑ us rn _
PIPE VAN WIDTH WIDTH RPAN YSN.. H67ONT dIYEXS10Y BARB•U W9-Y SASS-W TOTAL TOP BOTTOM ID-�- ONE PIPE a 1 1.7�0" 1 ,r L� " D
O A 6 C O H E F W. LENGTH W. ENaTR NO. EXGFH LOU, eLAe $LAB 'D1°� C.Y fl.C, r3 f r �� = R" 3P R Pn 1" r• F+ 1#R SECTION Y-Y
12" a d r s • .. .. 2'. 0' .. .. .. .. .. .. .. .. .. .. 0.2Bs 0.772 0.015 G-OUT ¢ a ,a "' R O 1 Tcc O DIEIEH$IOMS AND DWW7ITIE8 FOR DROP IMLETIBASED DH NIH. NEIOHT, H1 LI
1 1 SECTION 7C-7( Q
15" 9 O 2 Z a'•D 9.2% o.eDB O.022 D wa I t 7 „ n _ U. - - LL DIMENSIONS OF BOX d PIPE -1 YARD$ DEDUCTIONS FOR
2T 11 " 2' 11$,"rr
18' 3 0 2.2" W-3" 0.238 ] O,dB3 O.M6 �' Er• 1 2'-0' � � - PIPE SPAN Rim YIN. NM;IGNT CONC. IN BOX DNE PIPE
31' E' E" a-M O.EB@ 0,U51 O.Oae SI , 3'"0„ 3 " O� 4.n 11 `r 1 1,`„� p Y�x 1 SOT RIM MALL PER e,•e in ' I�
a$4^ ' 1 L O A S X w.w G.E. N.C. V
a0" a •a 2'•2" S' 4" M-,. 1 2 n' d" 4 1'•e" 2 S'-P" 3 S'•M" M 0.128 D, 921 '. .499 D.w2 0.P27 " SLAB FT, NT. y0 H
Oe a 4" 2.2" 5•,0" a-@ I•tl 4.0 4 1.11 5 31-03 TO 43 0.le, M350 1M4 0.132 0.P78 1�nRon 12" 3, 0" E'�O -G R�EEE D.EEB 0. 592 O.B75 R.RPB4 -
4z' 9 O" 2 2" 0'-E• E-3 , 8' S' 2' 4 }• 8" a 2'-11• S 2' „" .,,E 0.31a O.IBO 0.243 SECTION " KK ^2,•11 1�4" SECTION A -A L �-l�� 7 P is' E -s D.a4R o-02S D.ds6
le• B' D" 2' 2" b'-0" B•M ? D B'-2" 4 2.10 } 2 -1 ° •1 " 14e 0.952 D-PBS 0.91] " rr O O
N 9:0 E•P e•7 a-3 E•7 9.2 4 -IO 6 2-i1 a -11 41 O.140 O_SON 2. 7 0,2@7 0.401 TYPE • F q 1B" -O 0.814 0.050 R.RAS
SHEET 2 OF 2 R SHEET , OF 2 CT SECTION A -A SHEET 2 OF E P4" S•D 0.925 D.DBa dale$ O ��
• RISER HAS .228 CLRBItr' YARDS OF CONCRETE PER FOOT HEIGHT 840.02 N@00 ELEVATION 5ECTION - RR Q40.. 03 TYPE 6 � 840 O3 Dd" S'-d" P'•O" S-$ D.EE4 0.7EE D.9P5 Does 0.127 ET 1 OF f �
V V V V J $4d.14
Z 2 >�
o� 0a,PE,NRLMi[ p e'iD. 2 Z
r`1)z2" S'-®" Hr ry {' 7 H>- NOTES: QN
W
1
4 >~
1. CONSTRUCT THE P F E TAB FIRM All SLIP RESISTANT- CONSTRUCT THE R TYPE H IN FA NT MARKING r
1" DEPRESSION _N T�.gn � s Cj THREADED F � � MTIUIr STRIP � F S RAY SURFACE TO STABLE, r O C UC E CURB RAMP E ASSHOWN .OWN THE VETLE K hNS
1 �J1II� �•'jII 'IF`1n F No ANCHOR ANCHOR AHCHf1Rxe. cR.lows�''' wr[PpN� R.D2 YIY.] I„1¢ Lp PLANS OR AS DIRECTED BY THE EN©INEER.~
{� 'I I LLJ CS - 4 _ uea[Nc R0. Y OUCH 0.0{ wlf.i 0�ME fxOME.} O LU
Q I I�H � Q0�2= LLJ� Z S 0.oa ILRY. WJdNg NONt;
tl -RATE F O 2 2. LOCATE CUR LU
I in [2 AND NAME GRATE AND FRAME GRATE AND FRAME 1" DIA. C7py2 LC]Dq B RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOMi IN THE PAVEMENT MARRING PLANS. WHEN FIELD ADJI$•TYENTS REGUIRE LLJd g
F� E E Wa3W 1" W?q� LL . WOW= MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION UNIT OR LOCATE AS DIRECTED BY THE ENGINEER. ways
R f_G [� G N ~=0 APPROVED �Hoo•, • di7r00 3. COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SG A 4'x4' CLEAR SPACE AT THE BASE' OF THE CURB RAMP WILL FALL W ,` W0
j ` o j .D - m���w CONCRETE EPDXY F,• Zw X a'MrN- v oLu WITHIN THE PEDESTRIAN CROSSWALK LINES. rzr••[ Q
L7 i T -1---- -A ¢ BRICK WALL DD4 u N w
0 o iv O-RO MASONRY PRECAST Ohm [}E ` SECTION B-E3 oOm y¢UJ
Z N WALL 'V 4. SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM, OpN
o F7 CONCRETE 7 sre Z `7 a N
O IT Wo WALL dQ �4 Wp S. REFER TO THE PAVEMENT YANKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT fM Q
LAr t] a P OW Pnov TRANemOI p PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER. U,C3
SECTION G-G H BRICK MASONRY CONCRETE PRECAST CONCRETE �Ye 11 a O Q
LW 1'•4 Fes- CONSTRUCTION CONSTRUCTION CONSTRUCTION C. TERMINATE PARKING A MINIMUM OF 2D' BACK OF R PEDESTRIAN GROSS'NALK.
PLAN OF FRAME exnE 7. CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
CAST IRON SECTION A -A O
DETAIL SHOWING ANCHORAGE OF
N •t 8. CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.39% MAXIMUM.
PLAN OF GRATING LU 00 FRAME FOR GRATED DROP INLET W ISOMETRIC VIEW
¢o Q o14 <
F [mIrLK Q S. ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE M MAXIMUM,
21_8 n CAST IRON {� z ¢ w FAr L1411G I'N [GOB RAMP IO er INT o ¢ w
'� U. 11, ¢ rP b.D. IL 10. CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE. Q
MJ FJ RATE: A PORTION OF ME OR MOM RAMPS ILI IL
Oz MAY EXTEND dlT9'OE WE REUAN. 0 I-
2 d " NOTE: PRECAST Z O 'prE'� 2 1- 11. CONSTRUCT THE COUNTER SLOPE OF THE BATTER OR STREET AT THE BASE OF THE COIB RAMP A YWIIMNI OF 5% AND MAINTAIN A-
3 = CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL U 1. EHTEc`AaLE WMNIITD pME3 WILL c[P1rR 2'-0` LENGTH AND MEAL TnmX OF WE J y
p CONCRETE RAMP ROOM AS SA(A4 M TXE DETAILS. 3 O SMOOTH TRANSITION.
a Q g OR SUPERELEVATED SHOULDER OR PAVEMENT SLOPE. CONSTRUCTION U_ H I. E[TCC AeL[ XWM[MD DOMES WILL CONTRAST VIRIBILM ITN AOJGM,IW SURFACE, EITHER LI4NT•tll•ONX, pX JOIN e
i�rr r Man {Orr � � t6 DMH.OY,LSTfIT SEWENM,( CpYEgI1M TAM: EMPIRE PAW. i 1] n•
%"tl r•'B >'FS 1`B p m RIFNm 1 4•. r 0 q 12, CONSTRUCT IS LANDINGS FCR M OF S'x A MINIMUM OF UMS WITH A MAXIMUM%NA SLOPE OF 2% IN ANY DIRECTION, CONSTRUCT LANDINGS FOR a
1" I" 1 rr 1 r, ❑ W y CONCRETE ❑ LC R SING ❑ � � MEDIAN
ISLANDS A MINIMUM OF 5'>sb' WITH A WvfIYW SLOPE OF 2i IN ANY DIRECTION. ❑ �ML O O
¢ Qg CONSTRUCTION p O W R.un YVDTN uw Ie YARUN.! ExPANa1a. �nlNr ❑ = " 2"-3$" {j ¢ {_ - - m 73. TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL. BE A MINIMUM OF Br WIDE. CONSTRUCT MEDIAN ISLANDS ❑ CC LLI
13ig �•II 2r' L3] p r A X e p m j TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND. cc Q
Ys" err Y$" 1f1° a � Z W w @ O® d D e[p, L z [] ❑ DO z
I I - I I - H' BRICK MASONRY a F F b.n a e• a W aG•• a 14. SMALL GHANNELIUTION ISLANDS THAT CAN NOT PROVIDE A B'X3' LANDING AT THE TOP OF A RAMPS, WILL SE CUT THROUGH LEVEL WITH a d.
F
SECTION' H-H n � U0 ~ O '1�" DIA. CONSTRUCTION W ,.4an H (� o THE SURFACE STREET. ( l
r S_ 2 r a } J 4" " 4" U CDDJ C4� D T a• H•• v' w r~n0 v
�� I err DIA• fig" } a z TXIA so,TDH. MORE R. ] ' .`X4 GEM a } O 15. CURS RAMPS WITH RETURNED CURBS MAY BE USED ONLY 04ERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE � � ~
a = tQ m = T,MW Hi. OF TKE AABE ➢,5 .S' 0.11 4.a' a CL } rN
DIA. DIA. C) ® CD} OfI4EttA ORNSNA_M LIW9. O IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED. a Z O ❑ M H (.% S 3. e,e a G' 4,4 IEEE RATE ,OI
2y$" ¢ CL
O �11W )„ la" I a �i Q Q d B s.D• 9,e' e B a.a7 W I p� 18. PLACE k i�" EXPANSION JOINT Yh1ERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHORN IN ROADWAY STANDARD DRAWING 848.01
3 -1 2,-1 " CC Lr0 - f. , 17. PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD. � vJ
MASONRY ANCHOR CONCRETE ANCHOR PRECAST FRAME AND GRATE INSTALLATION to JELLWILI Ln
FOR NORMAL CROWN AND e _ x-I+�'7 '17 "I''i� - 1S. CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
a 4" DIA. SOLT WITH PLATE " DIA. BENT BAR CONCRETE ANCHOR B - PAT= FROM FRONT EOSE OF SIOEALK �• N
LL SUPERELEVATED SECTIONS -- TO BACK POINT OF 12:1 (4 ION SLOPE. CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN. a..,
SECTION E - E SECTION F - F DIA. BENT BAR 7: Y, ::? yP�f: SIDE OF 3RUPEE.G pGP RW 1ME0 FOR ALL CO
EIDCWAF ROPES. PLAN VIEW
• MAq[ OF arpeY,Lle pRGF aTaRZREB FOR
e:DEwLH eLmEa G.u. +-�
SEIEET/LI OF I DETECTABLE WARNING BORES AN" RADD", sNEEr t dF 9 •�
840.1� SHEET CF 1
UJ
[4' MIN. FL09f1 M[DTN7
840. 25 s48 O5 EEr S OF 9 CL
4 X D OUTLET WIDITG41 OUTLET NAO DITGH J v V
D :LASS 'S' RIP RAP CLASS I RIP RAP CLASS 15, RIP RAP CLASS I RIP RAP 2 W 2 m ud rn
A TONS T - S,Y. TONS Y TONS S.Y. TONS ¢ ¢ GENERAL ROTES: F ¢ r �' r s- 'O
12" 2 5 5 2 5 i 4 2 1 T d g s
96 T`D, -UBE CLASS 'A' RIP RAP. 2�i NUN. SROUNp� L¢ , U =@g C.7 U
15" 2 7 7 3 7 1 5 3 2 O LLJ0. = {L1-'off _ > :3 2' FLDw ",., ` LL
16" S lO 8 4 lO 2 7 4 2 8 ®p¢S CONSTRUCT WIDTH AND SHAPE OF THE DITCHES AS EACKiILL LLvay=2 B- �,� c3®yx2 �.
W W= SHOWN OR DIRECTED BY THE ENGINEER. 2 •• A oc2 g
24" 5 14 15 7 15 3 11 7 4 12 FE•j V, I,•0., wQaeaez
- - - - - - 30" B 21 21 11 22 fi 18 11 7 17 d r 1•" -USE GE07EXTILE UNDER CLASS 'A' RIP RAP IF Q V ¢ �" -1 (N 'r-••II I- t5 O try F goo
35" l l 28 2G 15 3O 7 22 I6 TO 23 u~o -LE .xQ[ W SPECIFIED ON PLANS. - - - - LL 0 - 3 r STAPLES ON F ~ Z w F ~ Z LLJ
42' 15 37 3B 20 SB 10 28 22 13 30 O O m O ¢ [7 _ _ 10- r r 7 CENTERS 14 SEDIMENT CONTROL STONE y d N Q
r ❑ Z N *AS SPECIFIED ON PLANS. O V] A ,C, IN TRENCX p h
- - - - - 4B' - 49 28 5G 2B 17 36
5d' 8O 33 BP 36 21 4i p 1 s MAX. Ayi T; (Zr••'fl 1�•1 A Sao 4�;2 A H NQ„
60" 73 40 75 44 YB 56 c Wa❑ > lT} p❑ 9-4`:S ;2 98$ WU• ❑ z
72" - - B7 as 89 - - 11
s.1 32 6T STa°•LE lO^ 3., L-Brt YIN g 'gg NOTES REVISIONS o 72" - - 102 57 104 - - 64 3D 78 SLOPE DRAIN. BASE DITCH OR 9L ©� s"
NOTE: d X 0 +n BERM DRAINAGE OUTLET DITCH CHECK RDArrxNO SKALL RE STAPLES GH $�
FOR CALCULATION PURPOSES D W PLACED IN TREMOR V CENTERS � $ - � � USE CLASS B EROSION CONTROL STONE Q
CLASS IS' RIP RAP - 100 LEIS./FT a
CLASS I RIP RAP 105 LBS,IFTD J F•I AND SAGKFILLEO IN TRENCH s,'$a4;a FOR STRUCTURAL STONE. LU
2 X D ¢ BERM DITCH Cr DIAGRAV A STRUCTURAL STONE `a `� USE NO. 5 OR NO. 57 STONE FOR SEDIMENT Q
Q
H* MEDIAN DITCH M Q o = ® CONTROL STONE. o H
12' VERTICAL CURVE LL - LL LL
B LL-
BzW 20 MAY 2021: ISSUED FOR CONSTRUCTION LU
LU
A�a a # ^ Staple Check Pattern 4 P x j
PLAN 0 0 ca i0. 3' 4" J a O
Staple �[ p H LL
D SLOPE 1 ig :l OR FLATTER Q CL S,"� S' ¢ I j ❑ J
❑ Q MEDIAN DR BERM DITCH e ¢ x O
I I ❑ 7r� � z CO
p 1 r� Gr-❑�r `~° = B -., _. N Staple q•" z G Q
H 2 12' V.C. ROADWAY DITCH >. H �Y`4- x ¢ F 213 CARAMEL V MIS-
T P�pry acc C
D o 1-1 DIAGRAM i�c r WIDTH y tr1
4 LL B O C MATTING ON S[,OPES O 1 NI�i' . $ _ dY H = P MIN `� `� 12 Z
GEOTEXTILE [C
w � W DIAGRAM � �
SECTION A -A © a Q
PIPE OUTLET WITH DITCH �T � sMDULGER F=-I RIM SECTION B-8 p ILLI a
45 POINT NOTE: "D" VARIES WITH LENGTH Q SECTION A•A �
H- RIP RAP TO 70P OF PIPE 1 WAX. H - D + T) GEOTEXTILE AND RATE OF SIDE SLOPES. CC Tl I DETAIL ION AND
m STRAW, E[4E L6I011, COIN FIBER MT AND PERMANENT aOIL REIIIFORCEMENT MAT W
T= 15"' CLASS I RIP RAP, UNLESS OTHERWISE SHORN ON PLANS n C IPa11YI INSTALLATION Ala AS OINHCTHO. Ln
T= 12 CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SECTION B-B /. STAPLES "LL HE ND. 11 GAUGE STEEL WIRE FORMED INTO A °U' SHAPE WITH A MINE" MOUNT WIDTH OF 1
"137602
SIDE DITCH Elf011 AND NOT LESS WM 6 INCHES IN LENGTH.SHEET 1 OF 1PIPE OUTLET WITHOUT DITCH 87B 03 NOT TO SCALE 1631 .01 1633.Oi U
2ro J
NOTES Qa�
USE CLASS A EROSION CONTROL STONE W®„z
FOR STRUCTURAL STONE. EARTH BERM MOM O
USE NO. 5 OR NO. 57 STONE FOR �c3o Z
SEDIMENT CONTROL STONE. <xw Q
CONSTRUCT TOP OF BERM A MINIMUM OF PIPE 07QpA
ONE FOOT BELOW THE SHOULDER OR A++ 1A 2�� Q
DIVERSION POINT_ •-• !!��[C FLOW Wo Q
PROVIDE A TOTAL SEDIMENT TRAP 'ON Icy
VOLUME OF 3500� CUBIC FEET PER ACRE y; Ey W
OF DISTURBED AREA. SOME OF THE LU
ISSUED FOR
REQUIRED VOLUME MAY BE PROVIDED
BY UP OR DOWNSTREAM CONTROLS. CONSTRUCTION
STRUCTURAL STONE OLL
2r
a Scale: Drawn by:
SEDIMENT CONTSOL STONE. W W CC
PLAN o NTS J RT =
a W n
2' YIN, EARTH BERM r ?N
N
STRUCTURAL STONE O W Sheet: Designed y: O
} J J RT
12" MIN 18r• a
18" MIN. ROADWAY SHOULDER Reviewed by: Iy
¢ U 1
DIVFRSION POINT- ry'+ c?., YIN. - II <� FLOW a 7 of 12 JRT
CL
7'-6" MIN. _1 - c Project Number: Date: Ci
SEDIMENT CONTROL STONE PIPE-7 DA-24" PIPE MAX. I[C Qj
SECTION A -A
SHEET , of , 18-007A 22 MAR 2021
1635.02

Asphalt Surface
[V
CABCJ
2' - 6" CURB & GUTTER
Joint Sealer Top of Curb
Kr xc
Gutter Surfa
1/2"
* = 1/8" Radlus
TRANSVERSE EXPANSION JOINT IN CURB & GUTTER
Curve I! R=25', k7 = 24*05%8'
Give 21. RIB', 4 27"44'13'
Type 'A' Valley Curb
41 4 a
i1 a
o r.
30' I
Type V Valley Curb
2'-0'
0 i
1-112"
I
PLAN FRONT -
30'
STANDARD METHOD OF ENDING CURB & GUTTER - Type 'C' Valley Curb
Dwg. No. SID-R-ODI Dwg. No. sD-R-OD2
Concrete Curb and Gutter Date:07110114 Concrete -Valley Curb pate;07/Acn4
x
.j Seek: Not To Scala Stele: Hat 7o Scale
Cityof Sanford Engineering Dept - P.D. Box 3729 - Sanford, NC 27331 Drawn +nN.
g 9 p By: Staff City of Sanford Engineering Dept - P.O. Box 3729 -Sanford, NC 27331 pawn By. Staff
Cleanest Sewer Lateral (4'Typ)
Flow
Wye Feting
For All New
Construction
For Taps to Existing Lines
Femco Type Tapping
Saddles and Couplings With
Stainless Steel Straps
May Be used
F
7 I
(S e N to elow)Cleant
F ('Jae Note aglow)
F_
aI
C i
City Sewer Line
Min. 60 Above Grade in New Developments
variBS
C" Above Grade In caved Areas
2' Min. Depot
1 u
PVC or DIP Cleanout
(See Nate Below)
Min. 6' Above Grade In New Developments
vari25 0• Above Grade in Paved Areas
City Manhole
tea -
2' Min. Depth
centerline of Tap Shall Not Be Lower
Than Centerline of Sewer Main and a
Maximum erg' wove the center! lne
3' 141"', Max
Sewer Lateral (4• Typ] - MIn. 2% Grade
Flow
Centerline of Tap Shall Not Be Lower City Sewer line
i Stub col Glue rot Cap
Than Centerline of Sewer Mo In
Class 50 Ductile Iron Pipe
Sewer Lateral (4- Typ) - MIn. 2% Grade Or, PVC Schedule 40
Stub w/ Glue -on Cap Rom*
See drawing No. SO-S-DD9 for manhole detail
Femme Type Tappl ng
dles and Coupe
Class 50 Ductile Iron Roe Sadings
Or, PVC 5dledu:'e 40 City Sewer Une
Notes.
Notes'
1. Please contact the City of Sanford 0 919-777-1122 for specifications for commercial applicatllxls or 1. Please contact the City of Sanford 919-777-1122 for spedf cations for commenelal apphcatlons or
laterals over 6. 0. laterals over 6" 0.
2. Refer to City of Sanford drawing SD-R-303 for asphalt patch details If necessary. 2, Refer to Clty of Sanford drawing SD-R-003 for asphalt patch details If necessary.
3. All work with the street ROW shall he performed a Ilcensad utlll contractor.
3. All woHk wlthln the street ROW shall be performed by a licensed utility contractor, P
4. A]I sewer cleanout structures installed in asphalt or concrete shall be constructed with DIP risers and
Ph
4. All r I- n structures Installed YT asphalt r n shall r with DIP risers n sews c ea out It - castes sta ed asp a t o concrete be constructed cap.
Cl t secs e d fittings, a traffic -rated cast iron assembly, and corrosion resistant bronze cap. Cleanout assemblies
fittings, a traffic -rated cast Iron assembly, and corrosion resistant bronze cap. Cleanout assembles
Installed In non -paved surfaces shall N either DIP (as specified above, non-trafficretted) or PVC. Installed In non -paved surfaces shall be either DIP (as specified above, non -traffic -rated) or PVC.
f Dwg. No. So-S-003, Dwy. No, SD-S-002
Residential Sewer Tap Date: 10/16/2020 Sewer Tap Into Manhole Date: 10116/2D20
a-
�
Style: Not To Scale
r
~' Scale: Not To Scale
City of Sanford Engineering Dept - P.O. Box 3729 -Sanford, NC 27331 Drawn By; staff °vARlh�n" City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: staff
Notes:
1° Within the city limits Of Sanford or within the No thview Fire District, the 2)�' nozzles shall have city of
Sanford threads, as shown above (3.112' x B threads per inch). All other locations shall be National
Standard Thread.
Owg, No. SD-W-010
2.511 Hydrant Nozzle Threads Date:02/11/2020
I
Scale: Not To Scale
City of Sanford Engineering Dept - P.O, cox 3729 Sanford, NC 27331 Drawn By: staff
2"
XXXXM
1234
Stamped hydrant ID IL/I6" Bolt Hole
24 tit. Anal Narrow font
Nixes:
1. Hydrant tag shall be corrosion resistant solid brass; Pollard Water sku PP69242 or approved equal.
2, The City Of Sanford Engineering Dept. shall assign the unique hydrant Identifier. Format shall be
XXXX-12 d where XXXX name n four alpha r 12 41 3, ere s a street a e abbreviation, up t0 ou s p a characters, and 3 s a
four-dig
It It numerical Identifier.
LOwg. No- sp"w-011
Hydrant Tag pate:04/02l2020
Seale: Not Tv Scale
City (if Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 prawn By: staff
- saw Cut -I
Asp ha h Pavem ent
i Pipe 0 + 42.1
Saw Cut (Distressed Area + 1')
i I
I I
I I I
Distressed Area To Be Patched
L-___-__------
I
I
Typical Pavement Repair Patch
7Vplcal Utility Cut Patch
DbExssed Area + 1'
I Pipe 4 + 42"
Tack
3 #
N f1Y
q3q N#ry
N N
Exrspng Minimum 1" Surface Course
ask New Asphalt Exist.
iHMA[ - SF $.SA 0, Approved Fquel
Asphalt Surface
Res
Asphalt Thickness
2 n
_ i - •= �{--
¢ ,d 5 Binder Course PF`<` Y
i PHMAC 119 DB ar vved Equal z•
Exist. Base Course - Typically BABC -
I c�
New ABC, AASHTO.80 Bdst Depth + 1'(a' Min)
Granular Material or Rowable RII, AASHTo-T99
L---J
Utility Centered In Trench
Notes:
1. The pavement repair area shall be defined by a straight edge, preferably
a machined saw cut.
2. The asphalt pavement material shall be rolled and compacted to achieve a smooth level patch that
matches the existing grade.
A
Dwg, No. SD-R-003
Asphalt Pavement Patch
Data: 07rID/14
Scale: Not To Scale
_ x
�" "•
City of Sanford Englneering Dept - P.D. Box 3729 - Sanford, NC 27331
Drawn 9y: Serif
If manhole rim Is 3' or more above grade,
top section shell be same dlameter as manhole
Precast reinforced concrete
top w/ offset access.
Above Grade Manhole
Std, 7 0 manhole cover and frame - AASHTO H-20 loadings.
Cover shall be stamped SEWER. Frames shall be grouted In place.
Frames above grade shall be anchored In place with anchor bolts. Precast reinforced concrete
------- -- rode adjustment rill
c
w
u vt
All joints shall be sealed with
ConSeal and exterior mastic
wrap unless otherwise specified.
Grout Interlor joints, exterior
joints and lift holes.
Slip resistant steps 0 max. IS" spacing
c
Flexible rubber boots wlth water tight seals
shalbe used at influent and effluent pipes.
c
Sewer Lateral - 8" Min
c `�
Flow
c m
F�
Bride &. mortar or preformed concrete bench
wfth smooth, seml-dreular Invert channel -
Min. 6" seta cted
Slope Across Channel 0-2' Min. _ #67 stone base Pa
Notes:
1. Refer to City Of Sanford drawing SD-R-003 for asphalt patch details if necessary.
2. In paved or traffic areas manhole Frame and cover shall be at grade. In other non
-traffic areas
frame and cover shall be a min" of I" above grade.
Dwg. No, sD-S-00
Sanitary Sewer Manhole
IDate:1w16/2o20
Scale: Not To Scale
City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331
Drawn By: staff
Varies 5' - C• (Typ] varies
Utility Strip
u
1% Slope 1% Slope
4" min. (6" min. at Driveways & Street Intersections]
Campeaed Subgrade
SidewalkSidewalk w/Utilf�StrfoBehind CurbBehind Curb
Varies 5' - D" MO
3
[7
19k�
Compacted Subgrade
4" min. (6' min. at Driveways & Street Intersections)
Sidewalk at Back of Curb
1/4 of Slab Thickness
Trowelled Control Joint
Joint Flier ToP O Sidewalk
y 118" Radius
I-V,
Notes:
Concrete shall be 3000 PSI at 28 days,
Expansion joints shall be 1/2' and have a maximum spacing of 50'.
'in l kn
Contraction3o h- equals 1f4 of slab ttT c ass
Contrcl joint spacing shall be divided -into 5'f sections using a grooving tool.
�y, Dwg. NO. SO-R-004
I Sidewalk Date: D7/10114
+ Scale: Not To scale
�rNmrNn' City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
Finished Grade
FWshed
Grade
FinalUndisturbed
BaddN
Sol Final BaddtnPar
undistur6cd
Sp--.---
Per Spedncatims
sod
•i<:, .F t Mir
era SpatlrlCatlarfi
Compacted k
5 r r eys:.
_°.-.-T..°.+..-.`
a, to 12° Layara lNrx]
r n Y•
Sae Spetinmlio w
as 5pecilied
s
Initial Backnll
compacted m
Hsu"Li,I„o B'12' Layers(Max) to
Embedmart
a3 GPhwrhea
-
mated
'1 4H chino
4' Min
Mn. Side Clea-M
r 8' Min, Sid. Clearance
IT Pip. D.D. t7
Max- Side aedr.lhke
1i � me. Side clew a ¢e
Seddklo Rewired for WC
Baddlno R.aaulred for 01P
Notes:
I'e9 g 9 9. +,9
1. Trenches requiring shoring ebracin dimensions shall be taken from inside face of the short
and bracing compaded to minimal 95% proctor density for Class I material.
1. Wami to and tracer wire to be provided per s ecifications
n9 tie P P P
2. Embedment material must be Class I (no. 67 or no. 78 washed stone)
3. Orly for depths 3' to 10'
Dwg. No. SD-S-008
9
Pipe Trench Bedding for Sewer Mains
Date: 10116/2020
Scale: Not To Scale
err'
City of Sanford Engineering Dept - P.O- Box 3729 - Sanford, INC 27331
Drawn By: Staff
ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS
AASHTO MATERIAL
COMPACTION ! DENSITY
MATERIAL LOCATION
DESCRIPTION
CLASSIFICATIONS
REQUIREMENT
FINAL FILL: FILL MATER Al. FOR LAYER IU STARTS
FROM THE TOP OF THE U'LAYER TO THE BOTTOM
ANY SOIUROCK ANT ERIALS, NATIVE SOILS, OR PER
PREPARE PER SITE DESIGN SNOW EER'S PLANS.
❑
OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED
ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT
NlA
PAVED INSTALLATIONS MAY HAVE STRINGENT
GRADE ABOVE. NOT E THAT PAVEMENT SUBBASE
SUBGRADE REOVIREMENTS,
WTERMLAND PREPARATION REQUIREMENTS
MAV BE PART OF THE 'DLAYER
AASHTOM143'
BEGN COMPACT IONSAFTER 24°(600rnm) OF
INITIAL FILL: FILL MATERIAL FOR LAYER'C
GRANULAR 1AELLGRADEO SOIVAGGREGATE MrXTU R ES. 136%
'*-1•'A-2'4'''"3
MATERIAL OVER THE CHAMBERS IS REACHED..
C
STARTS FROM THE TDP OF THE EMBEDMENT
STONE ('a LAYER) TO 24-[00o cornABOVE THE
FINES OR PROCESSED AGGREGATE.
OP.)
COMPACT ADDITIONAL LAYERS IN 12-13W corm
MAX UrT$ TOAMIN.88% PROCTOR DENSITY rOR
TOP OF THECRAM@ER. NOT E TNAT PAVEMENT
MOST PAVEMENT SU SBASE MATERWLS CAN eE USED IN LIEU
M5H70M40'
WELL GRADED MATERIAL AND 05%RELATIVE
SUBBASE MAY BE A PART OF THE e LAYER.
OF THIS LAYER.
3.357. 4.07.6.511.57, B, BT, B$, 1, 7& Il aB.
DENSITY FOR PROCESSED AGGREGATE
0.10
MATERIALS.
EMBEMENT STONE: FILL SURROUNDING THE
MSHTG M43'
B
CHAMBERS. FROM THE FOUNDATION STONE rA°
CLEAN. CRUSHED, ANGULAR STORE
3,4
NO COMPACTION REQUIRED.
LAYER) TO THE'C LAYER ABOVE.
FOUNDATION STONE: FILL BELOW CHAMBERS
AASHTO M4G'
PLATE DOMPACT OR ROLL TOACHIEVE A FLAT
A
FROM THE SU RGRADE UP TO THE FOOT (BOTTOM)
OF THE CHAMBER
CLEAN, CRUSHED, ANGULAR STONE
34
SURFACE."
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR 04 STOH E wOt]I]LD STATE: -CLEAN, CRUSHED,
ANGULAR NO.4 (AASHTO k%3) STONE'.
2. STORMTECH OCMPACTION FMOU'REM ENTS AR E MET FORA' LOCATIC14 MATER LALS WHEN PLACED AND CAMPACTED W B' 00 mm)(MAX) LIFTS USING TWO FULL COVERAGESWITH A VIBRATORY COMPACTOR
3. VMERE INFILTRATION SURFACES MAY BE COMPROMISED BV COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING VATHOUT COMPACTION
EOUIPMENT. FOR SPECIAL LOAD DESIGNS. CONTACT $TORMTECH FOR COMPACTION REWIREMENTS
ADS GEOSYNTHETIC$ B01T NON-MVEN GEOTEXTILEALLAROUND PAVEMENT LAYER (MiGNED
CLEAN, CRUSHED, ANGULAR STONE IN A a S LAYERS r % BY SITE DESIGN ENGINEER;
D xzwr 7.n
PERIMETER STONE - e n¢-c. 24-
[SEE NOTE s7 [SC0 taco) MIN, 42.t m)
x 1r[300mmy MIN
II
EXCAVAT ION WALL
[CAN BE SLOPED OR VERTICAL]
ZA
Y1 i
II@
f rr
1 1 T `•°
i t , A r i
Il }
d '
r f' _____T DEPTH OF STONE TO SE CIM MINED
J _ _ _I - - - I- -
17' [3IXlmm) MN - - - -' BY SITE OES[GN ENGINEER VIM mm) MIN
h4?4500 SU BGRAOE SOILS - - 'r [330 mmi MIN 100-{2540 mmD 12-I3DO rnmATYP
END CAP (SEE NOTE 47
*FOR COVER DEPTHS GREATER THAN 7.0' (2.1 m) PLEASE CONTACT STORMTECH
NOTES:
1. MC•4500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF AETM F241E -STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATEK COLLECTION CHAMBERS-.
2. MCd500CHAMBERS SHALL BE DESIGNED IN ACCORRAN:E WRFM ASTM F27B7-STANDARD PRACTICE FOR STRUCTURAL DESIGN OFTHERIVIDPLASTIC CORRUGATED WALL STORM'WATER COLLECTION CHAMBERS'.
3. ACCEPTABLE RLL MATERIALS" TASLEABOVE PROVIDES MATERIAL LOCATIONS. DESCRIPTIONS. GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.
4. THE SITE DESIGN ENGINEER IS R€SPONSIBLE FOR ASSESSING THE BEARING RESISTANCE ALLOWABLE BEARING CAPACFY OF THE SUBGRAD E SO ILS AND THE DEPTH OF FOUNDATION STONE WTH
CONSIDERATION FOR THE iANGEOF EXPECTED SOIL MOISTURE CONDITIONS.
5. PERIMETER STONE MUST BE EXTENDED HORIZONTALLYTO THE EXCAVATION WALL FDR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
fix ONCE LAYER'V 15 PLACED. ANY SDI LRNATERLAL CAN BE PLACED IN LAYER'D' UP TO THE FNISHED GRADE. MOST PAVEMENT SUBBASE SOILS CON BE USED TO REPLACE THE MATERIAL REQUIRETA ENTS OF LAYER'V
OR'D' ATTHE SITE DESIGN ENGINEER'S DISCRETION
III
ui N N
Type A-1 Type B-1 7 cvPpa Ile l ` TYPe C-1 Type D-'r.��Yr -1
e same virlo06n In pre geeme" of thll bast[ ramp
Jia waIming ates ate. shall conform to the latest A.D.A. guldelmn .
h
Sidewalk 3b walk's • Sidewalk c cwplk
TYPe A-2 Type 5-2 Y y pe C-2 Type D-2 j Type E-2
ra 4 VI 2
Ln n t
r m
hea.cl.aM War"kq Ito of Slfl.aalk Iu.x" )
a4 Typ
4• ryv.
sod. xya• c a e
Typi[;al Cross Section -Type 1 Ramp§
fi' VUKY StoP • wldth vtncs Sideeelk - Y-0' R
oeoamele o4 rvn. TOP ar a � (a.x.nd3
�4"ryP
ser.x••dad Typical Cross Section - Type :2 Ramps
H'-W Mke '-a• M 510, Mtrh.
taro Tarl4rnolh clxla Trwmtwn Tkp orcut
���
gwp. vrt.. - IR:I Ma°r- (e.3N )J
r�,Nxr
Typical Sidewalk Geometry - All Ramps
GENERAL NOTES
I. All work shall be In accordance with all applicable local, state and/or federal statutes, or regulations.
2, Place wheelchair ramps at locations designated on the drawings or as directed by the Engineer.
3. Plates with detectable wa ming surface shall be a ran/mum of 2' x 3'.
4. Ramp grades shall not exomd 12:1 (8.33%) in relation to the grade of the street.
s. a B, C D & E ramps shall be a minlmum of 6• thick concrete.
Dwg. No. sp^R•005
Typical Wheelchair Ramps Date: 07/10/24
Scale: Not To Scale
�a
City of Sanford Engineering Dept - P,O, Box 3729 - Sanford, NC 2733L Drawn By: Staff
VertkaI valves ere shown For illustration.
Fi'ekl conditions will determine the use of angled,
vertical, horizontal ornny combination tocomplete the installation.
Licensed UtllityCant ractor I Property Owner/ Plumber
M aXI Cast Iron meter box
water
Meter, Gaskets & Lxpansion Wheel furnished by City
Inlet valve
_ 1
set Box on 2"x4"
See Note 1
Can cretc Bricks
Minimum 2' cover
where service crosses
ditch line
r
Smith -Blair double strap service saddle
I
�I
Dual check outlet valve
Pressure Regulator
as required
Pow
7_6' 467 Stone
below brick
Compression fitting corporation stop L Ford yoke - Model 502 {3!'4"], 504 (I')
Flow
2"x4" Concrete brick under
corporation stop for Support
Type K soft capper pl Pe.
C Water Une
Straps Selected by city Staff Based on Sol Cond pions
N Dtes:
1.
Refer to City of Sanford drawing SD-R-003 for asphalt patch details if necessary.
z.
Residential meters may be.. • or 1'.
�
r 4
3.
Piping shall be type X copper with appropriate sized Fittings.
4.
Place washed stone under and around pipe to protect corporation stop.
5.
Mueller or Ford brass valves, yoke fittings, and stops shall be provided.
Dwg. No.5p-w-001
Residential Water Tap & Meter
pate, D2,11np
Scale: Hot Te Stale
City of Sanford Engineering Dept - P.O, Box 3729 - Sanford, NC 27331
Drewn ay: Staff
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SHEET
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COVER. PIPE CONNECTION TO END
CAP WTH ADS G EOSYM HEMS BD 1T
NON -WOVEN GEOTExTiLE
$TORIrECH HIpHLY REDDMMEND3
F_EXSTO RAH PURE INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
SUMP DEPTH Tag BY
SfrE DESIGN ENGNEER
124• [DOD min] MN RECONUENDE01
See Note 3. cLAi
Ilk
a a o
a
lydrant:
to City of So Ticrd spedficattons for acceptable makes 2k mode s.
iVaried (2)2,'K," nozzles, (1) S' ,
SIDr2 COnne(11[x1.
Eye Bolt Flange Lug I
ILa
Typical Tie Rod Restraint m
2' IWO
IW 0 Concrete Collar a
Varies
a Hydrant shall be placed as close to R/W Ilse as Reid conditions permit 3 CIF 5of
- 057tone
O ■ Adjustable Valve Box
Thrust Blocking
■
+. valve w/ 2• s¢ operatng Nut
` In polyethylene Thrust hleekl
C Weber hWln sh eet Ing between nyd rant n0
sloe and thrust Mocking.
g
1. Refer to City of Sanford drawing SD-R-003 for asphalt patch details if necessary.
2. Entire hydrant leg shall have minimum of T-O' cover. Ductile Iron Cl 50 shall otherwise be used.
3. Within the city limits of Sanford or within the Northview Fire District, the 2%' nozzles shall have City of
Sanford threads 3.112' x 8 threads r inch). All other locations shall he National Standard "Thread.
( per )
4. Restrained joints required throughout fire hydrant assembly except where otherwise noted.
5. Hydrant weep hale shall be a minlmum of 2" above the concrete thrust block.
Dwg. No- SD-w-009
Fire Hydrant Assembly OWII/2010
Scale: Not To Scale
City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff,
W-4500 CHAMBER
drsii�io!iui. s�iiriir�riririvmrrrsvis�q rvssiiu.rsrriw
... Illllildl e
_ _
4" m A PPPREQUIRED 2 feA ORY PR1 CCESS E79 ffJ
USE FACTORY PR ECOR ED END CAP PART AF ,f
MC4SacR EPE24 BC OR MCASWREPE24SW F 777
MO.4500 ISOLATOR ROW DETAIL
cars
INSPECTION & MAINTENANCE
INSPECT I$OLATOH H[]'w FOR SEDIMENT
A. INSPECTION PORTS {IF PRESENT)
A-t REMOVElPEN LID P NYLOPLAST INLINE DRAIN
A.Z. REMOVE AND CLEAN FLEASTORM FILTER IF NSTA LLED
USNGA FLASH UGHT AND STADIA ROD, MEASURE DEFrH Of SEDIMENT AND RECORD ON MANTENAHCE LOG
A<+. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS[OPTIONAL)
A.5. IF SM1EA. 3" [B0 sari] PTi0GEE0 TO S TEP 2. IF NOT, PRCG EEC TO STEP 3.
B. ALL LSOLAEUTOR Ni ROISWSTOR RaOVE,
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM ENDOF ISOLATOR ROW
8.2. USNGA FLASH UGHT INSPECT DOVM THE ISOLATOR ROWTHROUGH OUTLET PIPE
1) MIRRORS ON POLES OR CAMERAS MAYBE USED Td AVOm A OONFINED SPACE ENTRY
a) FOLLOW OSHA REGULATIONS FOR OONFiNED SPACE ENTRY IF ENTERING MANHOLE
EL3- IF $EOMENT I$ AT, OR ABOVE. 3" 100 taco) PROCEED TO $7EP2- IF NOT, PROCEED TO -STEP 3.
STEP27 CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS
A. A FIXED CULVERT CLEMNGN02ZLE WTH REAR FACING SPREAD OF 45•(1.1 m) OR MORE IS PREFERRED
S. APPLY UkJLTiPLE PASSE$OF JETVAC UNTIL BACKFLu SH VWATER I$ CLEAN
C. VACUUM STRUCTURE SUMP AS REQUIRED
57EP3] REPLACE ALL COVERS. ORATE$.FILTERS. AND LI M: RECOR D Oe$ERVAT"S AN D ACTIONS.
'BTEP4) INSPECT AND CLEAN BASINS AND MkWOL ES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERY B MONTHS DURING THE FIRST YEAR OF OPERATION. ADIU ST THE INSPECTION INTERVAL BASED ON PREVIOUS
AT N F T A T AN RC H T R Tl N.
oBSERy ID 59 SEDaeIEPi CCUIhWU1 K]N D fl VrA E ELEVA O 5
2. CONDUCT JETTING AND VACTORNG ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
OPTIONAL INSPECTION PORT
MCAMIG ENDCAP
I
�lII Il _l
IiII dill tl
TWO LAYERS OF ADS OEOSYNTH ETICS 311%vrM 1AOVEN
GFOTFXTILE RFDNEFN FOUNDATION STONE MID CRAMSERS
1aX a..1 m] MN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
CONCRETE COLLAR
Ia- [e50-1 MN WIDTH
�- CONCRETE COLLAR NOT REQUIRED
PAVEMENT
j FOR UNPAVED APPLICATIONS
I
.F} f t•-.
CONCRETESLA@
a•i20)mm) MIN TH ICKN ESS
1271300 mmONYLOPLA.ST INLIN_
DRAN BODY W WU0 HINGED
_
COVER OR GRATE
-%
PART* 7712AGBIP°
.
SOLID COVER: 12e9CGG'
-,.Y°•'
GRATE: 12MCGS
FLEXSTORM CATCH IT
I -
'i
....•.. a"I15a mmO SOR35 PIPE
WITH USE OF PEN GRATE
Iry I
i
I
III I' 1
l r�•4300.MAMBER
U (15Dmm) IM8ERTA TEE
JI
PARTOOPAFBSTIP'
IN SM rA TEE TO BE C ENTERED
r `
IN VALLEY OF OOR ROGATIONS
I
+ `II III 1 +, 4
'THE PARTa 27124GWPKITCAN BE
I I
USED TO ORDER ALL NECESSARY
I
{
COMPONENTS FOR A SOUDUD
i
1 I
INSPECTION PORT IHSTALLATItON
MC-450D
6" INSPECTION PORT DETAIL
FJfS
J THOMAS ENGINEERING,
INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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27476. 1a
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REVISIONS
20 MAY 2021: ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
S
Designed b :
d
9 Y
JRT
8
12
Reviewed by:
JRT
of
Project Number:
Date:
18-007A
22 MAR 2021
U_

\ EX. GROUND
CUT 6:1 TYP (2:1 MAX)
FILL 6:1 TYP (2:1 MAX)
\ EX. GROUND -
tY U
60'
33' BC -BC
6' 5' 2.5' 2.5' 28' EP-EP
VARY 1 /4" / FT 1 " / FT
CONCRETE SIDEWALK
GRASS UTILITY STRIP
CONCRETE C & G
3'
1 /4" / FT
7\_ SEWER MAIN
1 /4" / FT
PAVED ROADWAY
(SEE DETAIL C-9)
WATER MAIN
3'
FK-97 ROADWAY TYPICAL SECTION
SCALE: 1" = 5'
1" ASPHALT SURFACE COURSE (FINAL OVERLAY), TYPE SF9.5A
1.5" ASPHALT SURFACE COURSE, NCDOT TYPE S9.513
- 8" CABC, NCDOT TYPE I OR II
COMPACTED SUBGADE
(98 /" MIN. STANDARD PROCTOR, TOP 1')
(95% MIN. STANDARD PROCTOR, BELOW TOP V)
NOTE: THIS DETAIL SHOWS THE MINIMUM PAVEMENT DESIGN THICKNESS. IT IS RECOMMENDED FOR OWNER'S
GEOTECHNICAL ENGINEER TO REVIEW SUBSURFACE CONDITIONS AND PROVIDE FINAL PAVEMENT
DESIGN BASED ON ACTUAL SOIL CONDITIONS AND ANTICIPATED TRAFFIC LOADING.
FC---9]ASPHALT PAVEMENT (NEW ROADWAY)
NTS
OPTIONAL CHAMF
UTILITY STF
16' MAX.
VALLEY GUTTER
PLAN VIEW
DRIVEWAY -
SEE GRADING PLAN FOR GRADES
MAX. GRADES SHOWN HERE
112" EXPANSION
JOINTS
VALLEY GUTTER 5' 0"
- x
5'— 0"
2 - 4%
�- -4%
PAVEMENT 5'-0
7 ���g
CONCRETE SIDEWALK 5'-0" �766
W/ 5" MINIMUM THICKNESS
TYPICAL SECTION
NOTES:
1. SEE SITE PLAN FOR DRIVEWAY LOCATIONS.
2. OWNER MAY CHOOSE TO ADD CHAMFER WHERE
DRIVEWAY TIES IN TO SIDEWALK.
3. ALSO SEE CITY OF SANFORD STANDARD DRAWING
FOR DRIVEWAYS. SHEET 8.
E-9 CONCRETE DRIVEWAY APRON
NTS
2. 5' , I . 2.5' - / 5'
FT 1//4
CONCRETE SIDEWALK
GRASS UTILITY STRIP
CONCRETE C & G
CATCH BASIN
INSTALL PAVEMENT OVERLAY OVER ENTIRE
6' PAVEMENT CROSS SECTION
EX. GROUND _ / 1.5" ASPHALT SURFACE COURSE NCDOT TYPE S9.5B
1 /4"/FT
CUT 6:1 TYP (2:1 MAX) EX GROUND ,--(-TYP)
VAR \
� EX. LANE
FILL 6:1 TYP (2:1 MAX)
- EX. GROUND /
T-0"
STD 2'- 6" CURB
AND GUTTER --, JOINT
2'-O"
TRANSITION
V-6"
TAPER
w
UO
U
UL
J
O
50'
EX. LANDSCAPED
EXCAVATE EXISTING LANDSCAPED ISLAND AND PLACE J
FULL DEPTH ASPHALT PATCH
4" ASPHALT BASE COURSE NCDOT TYPE B25.OB
2.5" ASPHALT INTERMEDIATE COURSE NCDOT TYPE 119.013
EXISTING 6" WATER MAIN (CITY OF SANFORD)
(APPROXIMATE LOCATION AND DEPTH)
D
..D
'VALLEY' GUTTER
�00000000 ° •
u Q.
NOTE:
ISOMETRIC
1. TO BE USED WHERE NCDOT STANDARD CATCH BASINS
ARE USED IN THE CURB LINE.
D-9 TRANSITION OF VALLEY GUTTER AT CATCH BASIN
NTS
4"-6" TOPSOIL RESTORED TO
ORIGINAL GRADE AND SEEDED OR
SODDED AS INDICATED ON
DRAWINGS.
AS REQUIRED
REMAINING TRENCH BACKFILL
BELL OD + 12" MIN. COMPACTED FOR COMPACTION OF
BELL OD + 24" MAX. BACKFILL. SEE APPLICABLE
PAVEMENT PATCH DETAIL FOR
UNDISTURBED PAVED AREAS.
SOIL — y
I Ld
H
0 1=
III Ld II
Ld CONTINUOUS 12 GA. TRACER WIRE
REQUIRED FOR ALL NON—FERROUS
I AIR I
12 II I PIPE
III
II� I=III
II I BACKFILL LIGHTLY TO 12" ABOVE
PIPE IN 6" LIFTS
-III —II:
4'= • �� � nY ,•:�!` FORCEMAIN MATERIAL SHALL BE AS
= I I- SPECIFIED AND SHOWN ON THE
DRAWINGS.
I II I I I Ell
I I I I I —II 4" MIN SUITABLE LOOSE
SOIL BEDDING FROM TRENCH
EXCAVATION OR BORROW SELECT MATERIAL
(SEE NOTES 4 & 5)
UNDISTURBED SOIL
1 /4"/FT
(TYP)
EX. LANE
NEW ROADWAY
SEE DETAIL X-X
GOLF COURSE ROAD IMPROVEMENTS AT
F-6-97 INTERSECTION WITH NEW ROADWAY
SCALE: 1" = 5'
NOTES:
1. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
EXCAVATIONS IN OSHA "SAFETY AND HEALTH
REGULATIONS FOR CONSTRUCTION", CHAPTER XV11 OF
TITLE 29, CFR, PART 1926. THE CONTRACTOR SHALL
HAVE A COMPETENT PERSON ON SITE AT ALL TIMES
DURING EXCAVATION AND BACKFILLING.
2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL
OPEN CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE
MAINTAINED AT THE MINIMUM PRACTICAL WIDTH.
3. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 3' OF
COVER MUST BE MAINTAINED FOR MAINS 8" & SMALLER
& 3.5' FOR MAINS GREATER THAN 8" UNLESS SHOWN
OTHERWISE ON THE PLAN PROFILE.
4. LOOSE SOIL IS DEFINED AS "NATIVE" SOIL EXCAVATED
FROM THE TRENCH, FREE OF ROCKS, FOREIGN
MATERIAL, AND FROZEN EARTH.
5. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED
TRENCH WALLS AND TRENCH BOTTOM. SELECT MATERIAL
(BORROW) USED FOR BEDDING WILL NOT BE PAID FOR
UNLESS SPECIFICALLY APPROVED BY THE ENGINEER AND
ONLY FOR THE AUTHORIZED QUANTITY.
6. BEDDING MATERIAL SHALL BE PROPERLY RODDED AND
COMPACTED AROUND THE PIPE HAUNCHES.
7. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT
THE OPTION OF THE ENGINEER AND DEFICIENCIES SHALL
BE CORRECTED BY THE CONTRACTOR AT NO
ADDITIONAL COST TO THE OWNER. THE ENGINEER MAY
HAVE COMPACTION TEST PERFORMED AFTER THE
BACKFILL IS COMPLETE. CONTRACTOR SHALL BE
REQUIRED TO EXCAVATE TO VARIOUS ELEVATIONS FOR
DENSITY TESTING EXCAVATION, BACKFILL AND
RECOMPACTION SHALL BE PERFORMED AT NO
ADDITIONAL COST TO THE OWNER.
F_F_-79 WATERLINE BEDDING
NTS
RE
Ln
NOTES
1. GRASS LINED
F-6-79 DRAINAGE SWALE
NTS
J THOMAS ENGINEERING,
INC.
CIVIL
ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford,
North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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REVISIONS
20 MAY 2021:
ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed by:
JRT
9
12
Reviewed by:
J RT
of
Project Number:
Date:
18-007A
22 MAR 2021

' I^" `'TEFL
2
aJ
c
DNCRETE BLOCKING MUST HAVE ITS
tiv mi L FACE (A+B) BEARING AGAINST
UNDISTURBED SOIL.
PLAN - 90°. 45°, 22 1 /2 11 1 /4° SECTION 1-1 PLAN - DEAD END OR TEE
TABLE OF MINIMUM DIMENSIONS
R
6'-0"
2'-0" 12'-0"
TIE
RODS
-0" 2„
ANCHOR BLOCK
V
4" TO 10" DIA. C�
2" TO 24" DIA.
GALVANIZED PIPE
SPACERS
x
z �
BLOCK NOT '
SHOWN THIS SIDE
PROFILE SECTION PROFILE
SECTION 2-2 TABLE OF MINIMUM DIMENSIONS
11 1/4' BEND
22 1
2°
BEND
45°
BEND
90'
BEND
TEE
-DEAD END
DIA.
A
B
C.Y.
A
B
C.Y.
A
B
C.Y.
A
B
C.Y.
A
B
C.Y.
4"
1'-4"
1'-4"
.19
2'-0"
1'-4"
.25
1'-6"
1'-4"
.19
6"
1'-4"
1'
4"
.19
2'-2"
1'-8"
31
S-4"
1'-10"
.44
2'
6"
2'-10"
54
8"
1'-4"
1'-4"
.18
2'-0"
1'
8"
.29
3'-3"
1'-10"
.43
3'-6"
2'-3"
.56
3'
4"
2'-3"
.52
10"
1'-8"
1'-8"
.26
2'-8"
1'-10"
.38
4'-0"
2'-3"
.61
5'-8"
3'-0"
1.07
4'-6"
2'-8"
.77
12"
2'-0"
1'-9"
.42
3'-4"
2'-0"
.91
5'-0"
2'-8"
1.52
6'-8"
S-4"
2.38
5'-6"
3'-2"
1.92
14"
2'-3"
2'-0"
.74
4'-0"
2'-3"
1.13
5'-8"
3'-2"
2.00
8'-0"
4'-0"
3.26 1
6'-6"
3'-8"
2.49
16"
2'-8"
2'-3"
90
4'-6"
2'-8"
1.44
6'-6"
3'-8"
2.57
9'-2"
4'-8"
4.22
7'-6"
4'-0"
3.01
18"
3'-3"
2'-6"
1.46
4'-9"
S-2"
2.36
7'-4"
4'-0"
4.03
10'-0"
5'-4"
6.83
8'-2"
4'-8"
4.99
20"
3'-6"
2'-8"
1.62
5'-3"
3'-8"
2.92
8'-2"
4'-6"
4.91
11'-2"
6'-0"
8.45
8'-9"
5'-4"
6.01
24"
4'-8"
3'-0"
2.68
6'-8"
4'-0"
4.64
10'-2"
5'-2"
8.29
13'-0"
7'-4"
14.43
11'-4"
6'-
0"
10.37
DIMENSION C
DIMENSION D
DIMENSION E
NOTES: BLOCKING DESIGN BASED
ON
WORKING PRESSURE 200
PSI AND
4"-10"
DIA=2'-8"
4"-10" DIA.=1'-4"
FOR ALL DIAMETERS
100 PSI WATER HAMMER
AND
12'-16"
DIA.=4'-0"
12"-24" DIA.=2'-8"
E=D/2+4'
SOIL BEARING 3000 PSF.
18"-20"
DIA.=5'-4"
24"
DIA.=6'-8"
ALL MECHANICAL JOINTS
SHALL
BE WRAPPED WITH 6 MIL
PLASTIC
PRIOR TO PLACING CONCRETE.
ADDITIONAL BLOCKING AS
DIRECTED
BY THE ENGINEER.
THRUST
BLOCKING:,
Fk-710
FOR HORIZONTAL WATERLINE BENDS
NTS
20 1 /8'
i
19 1/4"
.......2
i��i�i�i�
..........
..........
......... .
■
C
17 1/4"
I I
5 3/4" 5 3/4"
SECTION B-B
T
5 1/4"
zt
SECTION A -A
1 1/2"
1/4"
M
SECTION C-C
MINIMUM AVERAGE
WEIGHT
FRAME 50 LBS.
COVER 20 LBS.
[b--lo] WATER METER BOX
NTS - City of Sanford
SAG BENDS
1A 1 4W BE
D]
22 1 2' BEND
DIA.
C Y.
A
A45°
BENDC.Y.
4"
1'-0"
1'-4"
.06
6"
1'-0"
1'-3"
.06
1'-0"
2'-8"
.12
8"
1'-0"
1'-0"
.05
1'-0"
2'-4"
.12
1'-8"
3'-3"
.27
10"
1'-0"
-
.07
1'-3"
3'-0"
.20
2'-3"
S-6"
.41
12
1'-0"
2'-0"
.11
1'-4"
3'-8"
27
S-0"
4'-0"
67
14"
1' 4"
2'-0"
.16
2'-0"
4'-0"
.47
3'-9"
4'-3"
.93
16
2'-0"
2'-0"
.25
2'-3"
4'-3"
59
4-8
4-6 4'-6"
1.30
18"
2'-0"
2'-4"
.30
2'-8"
4'-6"
.78
5'-9"
4'-8
1.74
20"
2'-3"
2'-8"
.41
3'-3"
4'-8"
1.03
5'-9"
5'-8"
2.21
24"
2'-6"
3'-6"
65
4'-0"
5'-4"
1.58
6'-0"
7'-9"
3.44
*
QUANTITY SHOWN
FOR EACH ANCHOR BLOCK
**DOUBLE NUT
EACH
ROD EACH END
REINFORCING
FOR
SAG BENDS
11 1/4' BEND -
#4
@ 8 1/2" C/C
22 1/2' BEND -
#4
@ 5 1/4" C/C
45" BEND -
#6
@ 6" C/C
�^x,r7R
[OR "1016]
SECTION
11
1 4°
22 1
2° 45°
90'
BENDS
X
I
V
I Y
I N
I C.Y.*
TIE RODS -
NO. AND SIZE **
1'-0"
5'-8"
1'-0"
3'-3"
1.36
2-3/4"
Dia.
1'-0"
6'-0"
1'-0"
3'-4"
1.48
2-3/4"
Dia.
1'-0"
6'-3"
1'-0"
3'-8"
1.70
2-3/4"
Dia.
1'-0"
6'-6"
1'-0"
4'-3"
2.05
4-3/4"
Dia.
1'-0"
6'-8"
1'-0"
6'-6"
3.21
4-
3/4"
Dia.
1'-0"
7'-0"
1'-0"
7'-0"
3.11
6-3/4"
Dia.
NOTE: BLOCKING DESIGN BASED ON WORKING PRESSURE 200 PSI
AND 100 PSI WATER HAMMER AND SOIL BEARING 3000 PSF.
ALL MECHANICAL JOINTS SHALL BE WRAPPED WITH 6 MIL
PLASTIC PRIOR TO PLACING CONCRETE
ADDITIONAL BLOCKING AS DIRECTED BY ENGINEER
THRUST BLOCKING
13-10 FOR VERTICAL WATERLINE BENDS
NTS
TANDARD VALVE BOX
DP SECTION
;E:
HEAVY WEIGHT
SST IRON
PE FOR
',TENSIONS
AB -IN SOIL
'E GASKET
STANDARD VALVE BOX
BOTTOM SECTION
PAVEMENTI
ao
oa.
oa o a
VALVE
COVER
2-0"W X 2'-0"L X 0'-6"D
CONCRETE PAD OR
PROTECTOR RING*
VALVE BOX
COVER PAVEMENT
o D p
C a �j
D � C�
TAMPED
BACKFILL
VALVE BOX
NOT TO
CONTACT
WATER MAIN
NOR VALVE
TAMPED
BACKFILL
WATER WATER
VALVE
LINE LINE
`TAMPED
* USE PROTECTION RING IN BACKFILL
SHOULDER OF ROAD.
FE_-_101 VALVE BOX
NTS - City of Sanford
* IF MINIMUM 10' LATERAL SEPARATION CANNOT BE MAINTAINED THEN
BOTTOM OF WATERLINE SHALL BE A MINIMUM 18" ABOVE TOP OF SEWER
LINE
WATEF
MAIN
SANITARY
SEWER MAIN
* IF MINIMUM 18" VERTICAL SEPARATION CANNOT BE
MAINTAINED THEN BOTH THE SEWER MAIN AND THE WATER
MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE
W/JOINTS SET 10' ON EITHER SIDE OF POINT OF CROSSING
PARALLEL LINES
Z
DIP SANITARY
00
SEWER MAIN
DIP WATER MAIN
�I 10' MIN.-�-10' MIN. f�
* BOTH WATER AND SEWER MAINS ARE TO BE DUCTILE
IRON PIPE FOR A DISTANCE OF 10' EACH SIDE OF
CROSSING. IF SEWER MAIN IS PVC, WATER MAIN IS TO BE
ENCASED IN EITHER A WATER -TIGHT STEEL OR DUCTILE
IRON PIPE ENCASEMENT
CROSSING WATER UNDER SEWER
* IF MINIMUM 18" VERTICAL SEPARATION CANNOT BE
MAINTAINED THEN BOTH THE SEWER MAIN AND THE WATER
MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE
W/JOINTS SET 10' ON EITHER SIDE OF POINT OF CROSSING
SANITARY
SEWER MAIN
CROSSING WATER OVER SEWER
F 170 WATER AND SEWER SEPARATION
NTS
2 RINGS OF #3
REINFORCING
DEFORMED BAR AS
/ - SHOWN
..
WATER ::•1::: I I
II 1 .... t # I I
NOTES
1. CONCRETE PROTECTOR RING SHALL BE 2500 P.S.I. PRECAST
REINFORCED CONCRETE
2. VALVE BOX SHALL BE AT GRADE W/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 HINDERANCE TO MOWING OPERATIONS.
\ \ SHADED PORTION OF RING IS EXPOSED
PLAN REMAINDER IS BURIED
GROUND
9-1/2" MIN.
1/2"
.'� .. TI
.�. s•� 2" MIN. 4" MIN.
VALVE B X
24" DIAMETER MIN.
SECTION A -A
CUT AWAY VIEW
FF_-_170 VALVE BOX PROTECTOR RING
NTS
oc'"c 'RCED CONCRETE
TOR RING
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite
104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
✓ i6
747
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PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
20 MAY 2021:
ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed by:
JRT
10
12
Reviewed by:
JRT
of
Project Number:
Date:
18-007A
22 MAR 2021

MIN. 10 GA.
LINE WIRES
8' MAX.
I— III
I I I—
II 11= III
IIII IIII III IIII
IIII IIII III I:III
�IIII�I IIII
FRONT VIEW
NOTE:
-USE SILT FENCE ONLY WHEN DRAINAGE AREA
DOES NOT EXCEED 1/4 ACRE AND NEVER IN
AREAS OF CONCENTRATED FLOW
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
TOP
PR(
FILTER FABRIC A
SECTION VIEW
FILTER FABRIC
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
O N
= UPSLOPE
En
z
N
M
— BACKFILL TRENCH
I�IIIIII
II OVER SILT FENCE
_14
b III IIII
2-1/2 GA.
MEDIATE
S
GRADE
FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT
FENCE IS PROTECTING
CATCH BASIN.
FA-11 TEMPORARY SILT FENCE
NTS
PERSPECTIVE VIEW
LINE WEIR WITH
CLASS B RIP RAP
(1.5' THICK) 2
1
_WEIR LENGTH
(SEE PLAN)_
WEIR SECTION
LINE CHANNEL WITH
CLASS B RIP RAP
(1.5' THICK) 2
1
TOP OF DAM
DITCH AND BURY
FILTER FABRIC EDGE
(MIN. 12" OF FABRIC)
_W.
FILTER FABRIC DITCH AND BURY
WIPWll�iia FILTER FABRIC EDGE
BOTTOM (MIN. 12" OF FABRIC)
WIDTH*
*BOTTOM WIDTH SHALL EQUAL THAT OF THE TEMPORARY DIVERSION, HOWEVER SHALL BE 2' MIN,
ENTRANCE CHANNEL SECTION
NCE CHANNEL WITH
AND CLASS B RIP RAP
LES
PROTECT WEIR WITH
FABRIC AND CLASS
TOP OF
MUST BE
ABOVE l
THE WA:
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF 1" DIAMETER
WASHED STONE
4' MIN. — SILT FENCE
LJ
STEEL FENCE POST
SET MAX 2' APART
MIN. 18" INTO SOLID
GROUND
S FILTER FABRIC
ON GROUND
SECTION VIEW
BURY WIRE FENCE AND HARDWARE CLOTH
BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
B-11 TEMPORARY SILT FENCE OUTLET
NTS
�LENGTH @ TOP OF STORAGE
(SEE SCHEDULE)
iv x iv
6" THICK ROCK PAD
FOR SKIMMER TO REST ON
PERSPECTIVE VIEW
UUKT VVIKL r- NUL,
FILTER FABRIC,
AND HARDWARE
CLOTH IN TRENCH
4
°OS
NOTES:
TS
j
1.
NO SILT FENCE ALLOWED. POROUS BAFFLE LIKE JUTE REQUIRED.
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF
2.
DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
THE SPILLWAY
/
3.
WOOD POSTS ARE NOT ACCEPTABLE
4.
USE STAPLES V APART TO ATTACH FABRIC
O "HOG WIRE"
BOTTOM OF BAFFLE IN
6" X 6" TRENCH AND
5.
BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
FILLED WITH SOIL AND
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR).
COMPACTED
F6-_1 1 TEMPORARY SKIMMER BASIN
NTS
HOG WIRE ATTACHED
TO POSTS WITH LENGTHS
OF WIRE
COIR FIBER BAFFLE INSTALLATION
RUCKS UNLOAD
FROM HERE
PLAN
NOTES:
1. INSTALL SIGN INDICATING LOCATION OF
CONCRETE WASHOUT AREA.
2. AFTER ALL CONCRETE FOR JOB IS
PLACED, REMOVE WASTE COLLECTED IN
PIT AND DISPOSE OF PROPERLY.
3. INSTALL 10 MIL PLASTIC SHEETING TO
LINE WASHOUT AREA AS SHOWN ON THE
SECTION. ANCHOR SECURELY IN PLACE.
BERM TRUCKS UNLOAD
FROM HERE
N
LASTIC LINER
SECTION A
Ft-111 TEMPORARY CONCRETE WASHOUT AREA
NTS
FAP
UNDERLAIN WITH FILTER FABRIC)
PVC END CAP
F
1 Vr- VICVV
P\/(-. FI ROW
Lieu �.r�r
"C" ENCLOSURE
kTER ENTRY UNIT
PVC VENT PIPE
SCHEDULE 40 PVC PIPE
\ (SEE PLAN FOR DIA.)
'IN SCHEDULE 40 PVC PIPE
IE (SEE PLAN FOR DIA.)
FLEXIBLE HOSE
\ ORIFICE PLATE
(SEE PLAN FOR DIA.)
PVC TEE
FRONT VIEW
FE-11 SKIMMER DEWATERING DEVICE
NTS
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite
104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
M
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PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
20 MAY 2021: ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed by:
JRT
11
12
Reviewed by:
JRT
of
Project Number:
Date:
18-007A
22 MAR 2021

100' STABILIZED ROAD LEAVING SITE
BUT SUFFICIENT TO KEEP SEDIMENT ON -SITE
NOTES:
A) MINIMUM WIDTH OF CONSTRUCTION ENTRANCE PAD SHALL BE 20 FT
B) STONE SHALL BE NCDOT CLASS A STONE AND 12" THICK.
C) THE ENTRANCE SHALL BE MAINTAINED TO PREVENT TRACKING OR FLOW-
ING OF SEDIMENT ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE
PERIODIC TOP DRESSING WITH ADDITIONAL STONE AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
D) INSTALL PADS WHERE SHOWN ON PLANS OR OTHERWISE DIRECTED
BY ENGINEER.
FA---121 TEMPORARY CONSTRUCTION ENTRANCE
NTS
GROUND 5TABIL17ATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity bets considered compliant the Ground Stabiliz
ation and Materials Handling
sections of the NCG01 Construction General Permit Sections E and F respectively). The {
permittee shall comply with the Erosion and Sediment Contro plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
Y p
eg n$J
may not apply depending on site conditions and the delegated authority having`n sdktion.
Y PPY p 8 8 N l
Required Ground Tim r m equ ed G ou d of a es
Stabiltxe within this
Site Area Description
many calendar
Timeframa variations
days after ceasing
g
land disturbance
a Perimeter dikes
11
swales ditches and
7
None
perimeter slopes
(b Qua Water
Q I High
7
None
4
iWiH Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
31
7
not steeper Ihan 2:1, 14 days are
allowed
-7 daysforslopesgreaterthan 50' in
4 en hand with slo es steeper than .1
fit P P
-7 P
days for erimeter dikes swales
Qd) Sbpes 3:1 to4:1
14
ditches, perimeter slopes and HCIW
Zones
-10 days for Falls lake Watershed
-Ida Vs for p erimeterdikes swales
P e A eas with 510 eS (} p
ditches rimeterslo s and H Zones
, Pe Pe
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is sera slope
p
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
racticable but in no case er than 90 calendar days after the last land disturbin
p ong Y 8
activity Temporary ground stabilization shall be maintained i'la manner to render the
surface stable against accelerated erosion until ermarent round stabilization Is achieved.
� P 8
r n n Stabilize the ground sufficle tl so that rain tali rret dis oil a the soil. Use one of the
g Y g
i I below: techniques n the table be vr:
• I am Rar cYgrass Seed Caverndwi th straw or
■ Per marenE grass, Sted-red with straw r
other mulches and Lacklfl rs
otherm iches aIackifier s
: HYdroseedtnA
a Geotextile fabrki such as Permanent sal
■ Rolled erosion control products with or
reinforcement matt ng
without temporary grass seed
. Hydroseeding
o Appropriately applied straw or other mulch
a Shrubs or other permanent plantings cmred
a Plastic sheeting
with mulch
• uniform and evenly distributed ground cover
sufficiem to restrain erasion
• Structural methods such as concrete, asphalt or
retainingwalls
. Rolled erosion control products with grass seed
1. Select f locc u I a nits tha: are appropriate far the sots being exposed during
construction, selecting from the NCDWR List ofApproved PAMS/Flocculantz.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply ill occulants at the concentrations specified in the NC D WR List of Approved
PAIMS/Flocculonts and in accordance with the manufacturer's instructions.
4. Provide pending area for containment of treated Storrmwaterbefore discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant caner
a surrounded by secondarycontainmentstructures.
6
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discha rge of fl u ids.
2. Provide-dripPans under any stored equipment,
3. identity leaks andrepair feasible, or remove leaking equipment m. the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste recycle when possible) .
( Yc P �
I i n n nfr i r 5. 'Remove lea vehicles and co stru.no a ui met from se um I the oblem
H Q P P
has been corrected.
6. ON used fuels lubricants coolants hydraulic petroleum products
'ng Y
to a recycling or disposal center that handles these materials.
LITTER BUILDING MATE RIALAND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste conta i ners.
2. Provide a sufficient number and size of waste containers (e.g dum ster, e. trash
P
receP tacle i tip r] o m on si - t contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonablY available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
fro, u land areas and does not drain dlrectl to a storm drain m streaor wetland.
P Y
S. Cota.r waste con ainers at the and of each war da Yand before storm events or
Provide sentn arY containment. Repair or replace damaged waste contain ors
6, Anchor all lightweight items in waste containers during times of high winds.
7. Emptywaste containers as needed to prevent overflow. (Jean u immediately if
p P Y
containers overflow.
8. Dispose waste off -site at an approved disposal - sal facility.
P pP Po
9. O n bus s da de n u and dispose of waste 1n designated waste containers.
O u es ys, a p sp
PA INT AN 0 OTH ER LIQUIDWASTE
1. Do not dum pal and other quid waste into storm drains streams or wetlands.
A Pa Q ,
2. Locate pa washouts at least fee- away from storm drain inlets and surface
P Y
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes In a controlled area.
4. Containment must be labeled, sited and placed a ppropriate ly fo r the needs of site.
P'r v tFe discha a of son s solvents deter nits and other li uid w from
S rev" a wastes o
P, q
corstruction sites.
PORTABLE TOILETS
1. I nstaII ❑ ble toilets ❑n level round a least 50 feet away fro m storm drain portable a t e a s
P L Y
streams or wetlands unless there is no alternative reasonebly available. ilable. If 50f t
ao
offset is oat attainable rovide relocation of aria ble toilet behi nd silt fence or lace
,P P P
on a ravel pad and surround with s nd bags-
2. s. a w a
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r period i 2, Provide ,Lakin or anchor o1 portal toilets darts a ads of high winds or in high
g rtg P 8 P H g
foo: traffic areas.
3. Monitor portable toilets far leaking and properly dispose of an leaked material.
p 8 P P Y P Y
Util ze a licensed sanitary waste hauler to remove leaking nortab a toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet awayfrom storm drain Inlets sediment basins e•Imeter sediment controls
,P
anc surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence instal led along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access po nt when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage test h n l ques t hat wl l l restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
4fi' a NORTH CAROLI N 4
t Environmental Quality
NCG01 GROUND STABIILIZATION AND MATERIALS HANDLING
COnstT i cction 1. Clear, grub, and strip the area under die antuml mcu. of all vegetation and
mat mat. Remove all surface soil containinghigh amounts of tic matter
P
S ecificatitlns
and ,toe 7e ae dis se of it r] Haul all objectionable material ro the
� Po P� 3v ]
desiputsxf disposal area. Place temporary sediment contra measures below
basin as needed
2. E.nsure asaf fill material for the embanlnnent is free of mots, wood
vcgetstiml, [xgrmic IoatW, ark]d er rdrje at Iahle material. Place rile fill in
lifts not to exceed 4 inches, and machine ckanpact it. over fill the eulbau ofusat
6 inches to a] low for settlement.
3. Shape the basin to the specified dunensions. Prevent the skirmnbng device
from sating into the mud by exenvating a skin]low pit under the skinmrer or
providing a low support under doe ilk imrner ofstone or tianher.
4. Place the barrel (typically 4-inch Schedule 40 PVC' pipe) on a firm,. smooth
fiaundatuan of ntipervintss snit. Do not ass, pia- i- real ri,d xuh .is satin
gra%Tl, or cnLshed slope as backflll amurd the pipe. Place The fill nurterial
around die pipe spillway in 4-irl layers and compact ittinder chid around
the pipe to at least the same density as the adjacent anbankrnalL Care must
be Luken col to raise the pipe from the firm contact with its fouidation when
conva0big unlaur thu pipe haunches..
Piece ruin i ntuu depth of 2 feet of ca lc upacted bac-Mill ovwr the pipe spillway
bcrore •aanssiug it with aotostruetion eyuipnxnL In she rase should the pipe
conduit be installed by cutting a tral through the dmn after tie anbanlmheut
is cnI uplea.
5. Assemble the skimmer following the man INCILI ors instructions, or as
designed-
6. Lay the =.iibt.d skarmux on tt. both . oaf t}.; basin w[W ll s flexible
joint at the inlct of the barrel pipe. Attach the flexible joint to the banal pipe
and position the skinnier over the excavated 't or support- Be sureto attach
]� Pm uPEw
arope to the skimmer and anchor itto the side of the basin. This will be used
o pull dhu skims., ur the side for namt,,,.-,.
7. Earthen spillways-lnsuall the spi Llw'ay m wndisti" sail to the greatest
extent possible. Theachievement of planned elevations, grade, design width,
and enrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined witb lamivated pfuxdo or
impeni,uable geotextile fabric. The fabric must be wide and long enough to
eovror the bottom and sides aad extend unto the top of the dmn for anchoring
let a trench. The tdps may be secured with 8-inch slaptes or pins. The fabric
smut he lung anc gk to caters I ,I ura rino slop ant cast onto table ground-
TIm w0fliof die Fabric must Im One piece t joined ar splaccd, ofl ise
water can gel tinder the fabric. If the I-ilth of dx fabric, is, msuf 6c 1 far the
entire kngda of die spillway, multiple saclions, spanning the camplete width,
may be used. llm upper sections) should overlap die lower secuort(s) so
thM water eaunet flow udder the fabric. Secure the upper edge add sides
of die labrie in a Iferich with staples ar piths. (Adapted frwu' :A Manua] for
Designing, Installing cud Maintaining Skimmcr Sedimnt Basins." February;
199% L W. Fairckhda R son.).
9. Inlet-Discluul,; „alcr mtn We h.tsin in u mmalcr to Pruden[ erosion- Its,:
temporary slope drmns or dhvasinns with tanlct protection to divert sediment-
laden water to the upper end of rim pool area to improve basin trap efficiency
(Refercesces: Rr ngff C,oM r1,111eaP,ees cord thrilled nPreerdon).
9. Erosima-l1ru]-Constna:t I.I. stnuxute sO teat die disturbed urea is
minnmi,cd. Divert swface water away from hare, orecuti Complete the
embattlement hcfiric i]!e am is dc.arW. Stabilise the cnagency spillway
nnbarllunent and all olher disturbed areas above the cr sl of the p meiP al
spillway immediately after construction eferencces; Sw gar. Stabstactfion .
sP Y Y (R I J
I0. InlstalI porous baffles as specified i-n Practice 6.65, Porow Baffles.
11. After all the sediment -producing areas have been emimnutl stabil izcd.
Pro $ P Y
rernove the structure and all the wtstable sedilloont. smooth Ile area to
blend with the adjoining areas andstabilize properly (Rcfurcuccs: Snnjacr
Stob'Itz-nrtan).
Maintenance luspcet skimmer scdinant basins at. ]casf wcddy and after each significhwt
(one-half inch or greater) rainfall event and repair immediately. Reanove
sediment anncl restore the bnsm to its original dimensions when sediment
accwiru tales to acre -half are height oft]. first haflie- Pull rice .skmnncr I.
One side so that the sediment undeiscatb it can be excavated. Excavate the
sadunem front the enlire basin, viol. just arm Ind Zile sizinuria or the first cell.
Make sure vegetation growing in die bacon of the basin does not hold down
die skinuner.
Repair like baffles if they are damaged. Re anchoir the bafflesif water is
flowing widemcath or around than.
If die ,"inotr Ls clogged with trash and d.m is watra' in tke basin, usually
jerking on the rope will snake die skvnntner bob up and down and dislodge
the dchris And restore now. If doe des nut work, phdl tie skamuer usrrr nn
IN side (If the basin and narnssu thl, rkbris. Also cluck Lill, uriiicc viside the
skimmer to sco if it is cloggul If u, rcnnow fine klebris
If the skimmur com or barrel phpu is ch)ggvd. the Orifice can be ruinavcd anal
the obstruction cleared with a plumber's snake or by fl-ml ung with water. Be
sun: and replan; the ordi- lscfae repositioning dhc Ainnul
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the Rd] width of the spillw7ty. ('heck the cmbankmou,
spillways, and owlet far erosion damage, and inepcet The embankment for
piping hind scil]emout. Mail all tuxcssary rvp in inmudiatcly. Rranivc ❑II
trash and other debris from me skimmer and pool areas.
Freenig weather can result in ice foaming in the basin. Some spocial
precautiitms should be Ud um in thu winter to prevent the skinumcr Bourn
plugging with ice.
6,64.9
TEMPORARY SKIMMER BASINS
DISCHARGE LINE
FROM PUMP
9d" MIN
B-12 TEMPORARY DIVERSION
NTS
SEDIMENT FILTER BAG
(BAG SIZE BASED ON MANUFACTURER'S RECOMMENDATIONS)
LAY ON 6-12" THICK BED OF 2"-3" DIA. STONE
STONE BE[, .- h­r v- h
FD_-_121 TEMPORARY SEDIMENT FILTER BAG
NTS
901711E CONCRETE WASMH
SYRdCTLRE WITH LRER
.��
#4
LR -� -
y
- -.
p, .-
grsalt Yi 4kV_'1 'ems
nr
altar ml.I& *WW'T stvtcruar aaovr g vll
CONCRETE WASHOUTS
1. Do not discharge concrete or oement slurry from the site.
2, Dispose of, or recWa settled, hardened one rate residue in accordance with local
and state solid waste regulations and at an approved fac ill
tY
3. Manage washout from mortar mixers n accordance with the above iterr and in
addition place the mixer and associated materials on impervious barrier and within
lot p erlmeterslItfence.
4. Install temporary concrete washouts Par local requirements, where applicable. If an
po ry P q PP
alternate method or product is to be used, contact your approval authority for
review and approval. If lo❑tal standard details are not available use one of ffetwo
types of temporary care washouts provided on this detail-
S. o c to
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i Do not use concrete washouts fordewaterin or storing defective curb or sidewalk
8 g
sections. Stormwateraccumulated within the washout may not be pumped into or
Y P mP
receiving
discharged to the storm drain system or ecely n surface waters Liquid waste must
r8 Y 8 Q
be um ec out and removed from project.
P P P I
& Locate washouts at least 50 feet from storm drain inlets and surface waters unless It
can be shown that no other alternatives are reasonably available. Ate minimum
install protection of storm drain inlets closesttotha wash out which could receive p {}
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
a rovin author"
PP $ nY
L i S. Install at least one sign directing concrete trucks to the washout within the project
g H P 1
limits. Post signage on the washout itself to identify this location.
9. Remove leavingsfrom thewashoutwhen atePProximatel 75 caP ac itlto limit
overflowevenY. Replace the tar- sandbags other temporary stru Mural
S C e P
P Pr 8 P rY
components when no longer functional. When utilizing alternative or proprietary
products, is follow manufacturer's instructions,
10. At the com letior of the concrete work remove remainin8 leavings s and dis ose of
R P
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICI DES AND ROD ENTICIDES
1. Store and apply herbicides, pesticides and rodenticides In accordance with label
restrictions,
r herbicides, i i no r n'i i in their ri in 1 n in with h 2 Store he ,des est c des a ode , c des 4 e o a ❑o to ors t the
.P g
label, which lists chi rections for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not stare herbkIdes, pesticldes and rode rcIcldes In areas where flooc ing Is
possible or where they may spill or lea< into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area Immediately.
4. Do not stockpile these materials onsite.
HAZARDOUSAND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary cortainment.
3. Do not stare hazardous chemicals, drums or begged materials directly on the ground.
EFFECTIVE; 04/01/19
Construction Cnndructinn
Specifications riven if properly designed, if not properly installed, RfCP's will probably
not function as desired. Proper installation is imperative. Even if properh•
installed, if not properly timed and nourished, vegetation will probably not
w asdesired. Pro seed*e stun selection is also im ive.
grow �' get Point
Grade the surface of installation areas so drat the ground is smooth and k-w•
1,11hen stedirt3 prior to irtstallation, follow the steps for seed bed fd`CP ar,n „n
soil amenthn ents and seeding in Se eta &arbibzanon 6.1 All $ullienil6.
and an other disturbed areas must be fine ded 'or to Installation. Spread
Y tiro Pr P71-
se, bcftreRECP iwtalWion.pmportam Remoeveall large rocks, dirt olotts.
stumps, roots, grass clumps, trash, and other obstructions from the soil surface
to allow for direct contact bclwcen the soil surface and the RECP)
Toren inal anchor trenches are required at RECP ends and intermittent trenches
must he constructed acres% channels at 2'-foot intervals. Tennitml anchor
trenches should he a minimum of l..0
inches in hand 6 inches in Ysi tlr do d
fA ,
while intermittent trenches need be, only 6 inches deep and 6 it ilm wide.
frLslallation for Slopes- Place the RECP 2-3 feet trier tht trip of the slopc
and into an excavated and trench measuring approximately 12 inches deep
by 6 inches wide. Pin the RFX P at I foot intervals alo% the botu,m of the
trench, bacld'ill, and compact. Unroll the RECP doxm (or along) the slopc
maintaining direct contact between the soil and the RECP. Overlap adjacent
rolls a minimum of 3 inclves. Pin the RECP to the ground using staples or
pins it a 3 foot center-te-center pattern Less frequent staphrelpin ring is
acceptable on matkraae slopes.
Rrr:. 6V6
PART III
SELF -INSPECTION RECORDKEEPING AND REPORTING
SECTION A.SELFINSPECTION
Self -Inspections are requlrec during normal business hours in accordance with the table
below. When adverse weather or
site conditions would cause the safety of The ins ection
'�Y P
r I inspection
Bonne to be in'ea and the
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m I ntil h n in n
s ectla a be delayed u t the next bus ass da o
P Y ate Y
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0Inch occurs outside of no*mal business hours, the se, f-Inspection shall be
performed upon commencement of the next business day. An t me when inspections
Pe Po Y Y p
were Bela ed shall be noted 1n the Inspection Re no rd.
Y P
F wo .o <Y
In Burl normrt
l
I cHvn records must
n+Pe include:
businesshours)
1 PMn
{ ] gauge
Dail Y
Doll min1.11.moans.
y
maintained In
If no daily rain gauge e6xrwatlonx are made dud.g weekend Or
and -kin
e a
d h a rainfall Inf ma t fwl a rkds, and no dtddlraFd a Dr npn 's
r x v
order
available record the cumulative rain moasumne st for thasc url-
attendee days (and this will det rmine If a site s eaoIs
rceded . Days on which no ramfan accuradshall be c ded as
-aCPO" TNC nrCe rN use another raln^mOnRerl dosiw
pent y ng
owed b the DW
iz} last
At Ira t once r
s n c.:at
r A- n Of In
t. wtnr tc to sot measures specxed.
Measures
7calendar da- rr
x. Darm.nd time or the ins Pact an,
and within 24
1, name or the panto pe rforming the Inspection,
hours of a min
4. indication of whether t he measures, were o m
Pe rang
ewemt a 1.0 o th M
propal d
24 hours
S. 0.`sor cr.P ion Of root nitna[h[t nccd for thr
S. Descr pum, evdenceardd[c Gi corroc [ ivp, [ ns taken
1. Identtrcation et the dot ha nee outtal is PmKcted,
{315tormwatn
At least once au
discharge7calendar
dos
r
2. oat dtime of the in Ira
outtalk fsoaxl
and vkthtn a4
a. tan of dormm. the Ins ton.
w,r:a pa a oar
hours at a ram
!'ndh f
0. EvMcnct o cnan a swrmvater palliation, such as o I
event s 1..0 In ch In
shoe ,floatingor uspended solids ordhcoloratlon,
24 hours
5. Indleatbn of Wsible socins rlt leaving the sift
a Descr tidence and do Mcorrect-act] tantaken.
4 Waimeter or
[ }
At least once r
vd
nwitubl soul .atran s `curd wtsdc sore nlmts then a record
,
sit.
7 rale.dar days
ottlse talowing shall be made.
and WIMP 24
L Actw.s taken :O Clean up W stabilize the sediment that has lelt
hours Ora rain
the src m cs,
evert i 1.0 In ch In
2. [rest Rtd evidence and date of corrective artlans taken and
24 hours
An of atlas as to the acd-taken mcontrd future
relea_
[r. 9-- are
+]
At least ones e
y r
i he e m - xetlond his Increased wast6lc sedlmentas
I t. or+ ar c
werkmdsonfi[t
7 calendar da '
r
stream has 5 lift mtr¢a5ed turbidity from the construction
v
r onshe
and within 2 6
stows. th o the following shall be made v a
[ where
hours ofa rain
L Des[r id evidence and date of corrective actdns taker, and
P 4
azcesslble }
ants l.0 inch In
_
required Po appropriate
L Records of then aired re its to the date OlsisWn
a< han
cofitee per rart n.I.section [. Iton f Ilalor this Pcrmlt
rn m mrc.
GGround Aler ouch hase
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1. Th u alto-Insrallrtlon ar CrimMer E&SC
v a+ t o
e
xta l mrran wBr■dtoa
e I m onil ruebInginsIuIr$aom
rotasorts
rim ff c tdn Icton a all larr6disiurb'ri s. v �s
artivoV. construction or red.walaprent, Pennshan
ground - r).
z. t]oku■hant.,*.. that the required p-c d itablllraibn
mcaswts have been provided within the rtoulrcd
nmeframe or an ass provided that they will be proved as
neon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
l.' 'c NORTH
�1 En virof
STEEL POS
I
16" MIN. #5 OR #57
WASHED STONE
4' MAX.
HARDWARE CLOTH
OPENINGS)
Ft--121 TEMPORARY INLET PROTECTION
NTS
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The a roved E&SC Ian as well as a approved deviation shall be kept on the site. The
PP P cry PP P
approved E&SC plan must be kept up-to-date th roughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
hem to Document Documentation Requlrameru[s
(a1 Each E&SC Measure has been Installed Initial and date each E&SC Measure on a copy
and does not si nihcantydev.ia a. �r m the ofthe approved E&SC Plan or t4m fateBatt
locations, dimensions and relative elevations and sign an inspect on rgpurtthat li5tseach
shown on the approved E&SC Plan. E&SC Measure shown on the approved E&SC
Plan. This documentation is re_ uiteupon the
initial installation of the E&SC Mcmureser ff
the E&SC Measures are modified after Initial
loots E' Cation.
b A phase of radio has been com feted.
t] P d g p
Initial and date a co off the a roved E&SC
PY PP
Plan or complete, date and sign an inspection n
report to indicate completion of the
construction phase.
{c) Ground over is located and installed
Initial and date a copy of the approved E&SC
inaaccordance ce with the approved rovel E&SC
Plan or complete, daze and sign a n ins ection
Plan.
report to 1ndi cat a ccmpkancc with approved
ground cover speeffica bans.
d The ma ❑teri-e and -ta air
t] P
Complete, date and si an ins ection re art.
P gr P P
requirements for all E&SC Measures
have beenPe rformed.
(e)Corrective actions rchave e-n take n
Initial and date a copy of the approved E&SC
to E&SC Measures
Plan or complete, date and sign an in spectfon
report to Ifull care the completion of the
corrective action.
2. ii nalDocumentation
Add tP a
In addition to the E&SC Ilan documents above, the following Items shall be kept an the
site
and available fora agency ins ectors at all times dum$ normal business hours unless the
$ P
Division provides a site -specific exemption based on unique site conditions that make this
re4 Are ment not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made during the previous 30 days. The permittee shall record
r the required observations an the Inspection Record Form Provided by the Division or
a similar inspectior form that includes all the required elements. Use of
electronically-availab€e records it lieu of the required paper copies will be allowed if
shown to provide equal access and utlIity as the hard -copy records.
r c All da a used to complete the Notice of Intent and alter inspection records shall be
[} P P
maintained for a period of three years after project completion and made ava Ila ble
upon request. [40 CFR 122.411
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C• REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
a Visible sediment deposition in a stream or we land.
ll p
11 011spb ills if:
. They are 25 gallons or more,
,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• The cause sheen an surface waters (regard of volume or
Y { 8 �.
• They are with in100feet ofsurface waters(regardless ofvol ume).
f reportable
a Releases o hazardous substances in excess of a crab a uantities under Section 311
{) Po Q
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Sect on 102 of CERCLA
Ref: 40 CFR SD2A 143.213,85,
{ } or G.S.G
b Antici ated b ssesand unantici ated asses.
l 1 P YPa P nYP
Icj Noncompliance with the conditions of this permit that may endanger health or the
nvironme e of
2. Reporting Tlmeframes and Other Requirements
After a rmittee becomes aware of an ocou,rence that must be re ported,he shall contact
pe
then ro riate Division regional office within the timefraesand in accordance with the
Pp P re 8 m
other fool re merits fisted below. Occurrences outside normal business hours may also be
reported to the D vision's Emergency Res rise ersonnaI at BUD 662-7956 800
p rS Y Po P (BUD) , I 1
858-0368 or 919r733-3300.
occurraince Reporting Timefranies (After, Discovery) and other Regul remwns
a Vl sible sedi ment . .
J Within 24 hours an oral or electronic notification.
)
deposition in a within Tealeadar days, a report that contains a desorption of the
stream or wetland sediment and anions taken to address the cause of the deposition.
Dl vision staff me wa lve the re utreme it for a written report on a
Y A P
case -by -case basis.
• If the stream is named on the NC 303t I lit as m aired for sediment -
5 p
related rzu h rrm a it d to erl rm d i i ni l
lest e e tte. nw be, e. o a -ultra
P Y mr P
m omto n ins c [ions or a I more strin ent practices if staff
8• Pet up a
lance
determine that additionhl requirements are needed toassure com lance
4 comp
.i th the `ederal or state rm pa i rod -waters cc.d tipns.
b 1 sp ill � an - s on. The notification d a Within 74 hours an oral or electronic notification.
f I D
release of shall Include intermit tion about the date time nature volume and
.
hazardous location of the spill or release.
substances per Item
1(b)-fcl .h-e
fc) Anticipated
a A report or feuse ten days Before the date of Our bypass, #passible.
bypasses [40 CFR
The repot shall include an evaluation of the anticipated quality and
122.41(m)131]
effect oIthe bypass.
_
d Unantici ted
f 1 pa
. within 24 hours an oral or electronic notification -
bypasses [40 CFR
a Within 7arlrndvr days, a report that includes an evaluation of the
122.41(mj(311
oak and effect of the by ass.
ie] No ntompliannr a Within 14 hours, an oral w electronic notification -
with The corditi ons • Within 7arlendvr days, a report that contains a description of the
oI th s perm't that noncompllance, and its causes: the period of noncompliance,
may endanger including exact dates aril times, and if the noncompliance has not
health or the been corrected, the anticipated time noncomp lance is expected to
environmen.140 continue, and steps taken or planned to reduce, eliminate, and
CFR 122..41{lil prevent reoccurrence of the noneampllance. [40 CFR 122.41(I)16).
a DI vision :tuff may waive the requirement for a written report on a
case-by-tase basis.
NCG01 SELF -INSPECTION, RECORDKEEPING AND RE -PORTING I EFFECTIVE: 04/01/19
lnsla8ation in Channels- Excavate terminal Ircmitcs (I 2 inchP
cs dce and 6
bmcheswide)across the channel at the upper and lower end orthe lined channel
sections. At 25-foot intervals along the channcl, anchor the RECP across the
channel either in 6 imh by 6 inch trenc}ncs or by installing two closely spacs•cl
rows of anchors. Excavate longitudinal trenches 6 inches deep and W rtdc al.r
long
channel edges (above water line) in which to bury the outside RFCP cdgcs.
Place the first RECP at the dax•nslrcam end of the clartriol. Place the end of
the first RECP in the terminal trench and pin it at 1 foot intervals along the
bottom of the trench
Pion: The RECP should be placid upside down in the trench with the roll on
the downstream side of the bench.
Once pinned and backlilled. the R11CP is deployed by wrapping over the
top of the trench and unrolling upstreamif the channel is wider than the
provided rolls lace nds of adjaccist rolls in the terminal trcrsc oval
)T , P ] aPP2TY5
3' e the ad scent calls a minimum of . inches Pun al l fool anicr als, lwdkfill, and
1
compact. Unroll the RrCP in the upstream direction until reaching the first
inwiti itlen[ trcnch. fold the RECP back over itself, positioning the roll un
tht downstream side of the tench, and allowing th, mat to conform to the
trench.
Then pin the RFCP (two layers) to the bottom of the trench, bwkf!IL and
compact. Continue up the channel (wrapping over the top of the intermittent
trench) repeating this step at otter intermittent trenches, uuuil reaching the
u ppertermmal trench.
At the upper terminal trench, allow the RFCP to conform to the trench,.
secure with pins or staples• backfill, compact and then bring the mat 1,"c1:
over the top of the trench and onto the existing mat (2 to 3 feet overlat) ;n arc
m and ,
duwmslream duectlon), pin at I Fool Intervals across tire W he C RI1
starting installation of a new roll, begin in a ranch or stringlap ends of rolls
a minimum of 1 foot with upstream RECP on top to prevent uplitiistg Place
the outside cdges of the RECP(s) m longitudinal trenches. put, back€ill, and
compacl
Anchoring Devices -II gauge, at least 6 inches length by 1 inch width staples
or 1- inch m imm tlm length woolen stakes are rocamm coded for anchoring the
RECP to the ground.
IJrive staples or pins so that the top of the staple or pin is flush with the ground
surface. Anchor cash RECP every 3 feel along its center. Long,itudiial
overlaps must be sufTiciont to accommodate a row of anchors and mifmn
along the entire length of overlap and anchored cvery 3 foot a]ong the overlap
Icngth. Roll tolls may be spliced by Overlapping 1 foot (in the dircclim of
], ,w water Row•ith the upsUcometnpslope mat priced on top of the downstream'
downslope RECP. This overlap should be anchored at 1 foot spacing across
the RECP Whcn installing multiple width mats heal scanned in the factory; all
factoty seams and field overlaps should be similarly anchored.
6.17.9
Figure 5.17d Temporary Channel Li ners;'Ahshington slate Depaltment of Ecology
Excurrafe chorine Ito design
Overlap Er' min. grad¢ and cross-s¢ctivn
4
I � - ;
Design th ,�i
a
'rryt 9 �P 'Ail _
r Len r tr na l
y - 9
tr h
'-� anchor anc
overeat channel 2" to allow buAung 'F. & .,La�"
duringseedbedpreporation ) a
II 6" -
-
P
Typical ImstallaTldn
- with erosion control
blankets or turf
reinforcememr mots
Intermittent check s let Longitudinal anchor trench
Shingle -kip spliced ends or begin new
roll in art intermittent check slot
Prepat•e soil trod apply lead befit
i nsteiI ling b lockets, mots or off)el"'
rr. r
temporary eharYel liner sy _
4
+a
f'
t
-L1l
NOTES!
L Design veld ties exceeding 2 ft/sec require temporary blankets, mats or slmllor liners to protect
seed and sol I u ntll vegetation becomes established.
2. Cars, -lined charnels with design vebcftlies exceeding 6 ft/sec should include turf rei nforGe rine nt
mars
6.17,10 Rat. 606
Figure 6.1?a Channel Installation and Slope Irnslallation; Washington State Ecology Department
inol mchor
Terminal sladLan ltud
trench L darel anchor trench hf
5ta
if
Wslot or 2F
intervals
r
Inftinl damsel r• Trtermittent
anchor, trench check slot
NOTE:
L Check slots to be construct ad per monufocturers specifications.
2. Staking or stapling layout per manufacturers specifications.
Slope surface shall be smooth before
If there is a berm at the top of
phtoernenf for proper sail oowc&.
slope, anchor upsiope of the berm
Stapling pot -rem oil Iwo 2„ overl
ap
Anchor in fi"xW Mn Trench
a per mnufact rers
_}'
,and staple of 12" inttarvals.
rec'slmmertdanorls.
F___­ 1liljn 6" overlap.
r
Staple overlaps
mdoc. B" spad fig.
be not stt•etch blmkets/matting tight-d low
Bring material doors to a level area,
turn the end under a and staple at I
The rolls to conform to any imetiddriti09.
intervals
Por slopes less than 3H:1V, rolls
Lime, ferti line, lend seed before Installation Plortling
may be ploced in horizontal strl
of shrubs, trees, etc. should occur after installation
r. 605
ROLLED EROSION CONTROL PRODUCTS (R.E.C.P.
Construction
1. {trade the basin an, thai the bottom is level Earl to back and side to side.
2. Install posts or saw horses across the width ofthe sedir l tris lice
Specification P P
P
6.62, Seddnsefu Fence).
3, Sitxl pasts should be tlrhvon to a depth of 24 inches, spaced a maximum
of 4 feet apart saki instal k:d up the sides of to bagi as well. Tin: tap of the
fabric should be 6 inches higher thn the invrr ofthc spillway. TOFsofbafcs
should be 2 incises lower than tin: top of the berms.
4. install at leas[ three rows of haffl T hrtwecn the inld and .,[let dL,FrharW
oat lla%ins lees shah _0 feet m erigdr may 1 l]]e%. Fro a y use 2 xnf
3. Whenusurg posts, add a support wire or rope across the lop of the measure
to revent sagging,
P gE &
6. Wraproes material likt jute backed coir material over a sawhorse or
Po 1 by
the top wire. Hammer rebar into the sawhorse legs for anchoring. "I he fabric
should have five to le, percent ❑peraings in die weave. Attach fabric to a rope
mid a support strue lurk wills ai ti win: or sba l-
uPlw P P
7. The bottom and sides ofthe fabric should be anhchured in a trench or lamed
P
With g iIdl eansdmh control uialtih sea les.
g P
S fabric, h - Fair r s t busin.
n.
T7a rent s Ile. the c td use a un u RL lace olio,. ,e y. I
P P
Maintenance Inspect baffles at Iwo Once a week and after each rainfall. Make any required
repairs immediately.
reps
Be sum lomeinlainaccessto the babies. Should the fabric ofa barite collapse,
[ear, decompose, or become incffWive lace it tl .
t y PO replace PT�P
Remove stchfor t deposits what it reaches half full to ptewide adequate
storage voluuae for the next raw and to reduce pressure on the baffies. Take
rare to avoid damaging rite bafflcs during dcanouu Sediment dnpd, should
never execedhalf the designedstora • d th.
f;L depth -
After cr the contributingdrainage area. has been rl stabilized,remtrve all
Aft.
g P� Y
bafflematerials and unstable sedmcnt deposits, bring the area to goods, and
vabi liar it.
S,,16-u midH criers
References
7YoPr
6.607evffPo 1 rar ySedfmcsu Ti
nk'
6.61 SeriharenYBasins,
6.62 Serdarerrl Fence
6,43 .L . 3 Rnr Armour
c645 .wont r Sew.ry Baw r k v mr
dfrLaughfin, Richard-SodiFaccm. Brie., to Impnowr usserdBarum" N.
C•. Stare Unlverstty Cooperative awriston Service Facr Sheer AG H'_439-JR
1905.
SYrflivrm, Brron. CirrofHigh POiarE•msian Cannel Specificwioaxr.
71rturr, C S, J. Colawank mrdR. A. kLc mghhn. 2004. Hy4u iyrrm,nir
¢rvesumenn of voraturs r^vpr_r afha011i a irr n sedr'merrt deem ion pond
7Yrauacrdmu oftfna ASAE. VoL 47t3).• 741.749,
6.65.5
TEMPORARY BAFFLES
Maintenance I. Inspect Rolled Erasion Control Products at least weekly and after each
significant 12 inch or greater) rainfall event repair immediately
2. Cord contact with the ground must be maintained; and erosion must not
occur beneath the REl--P.
3. Any a$
areas. of the RECP that are damaged or not in close contact with the
ground shall be repaired and sta led
gt I� P
4. If erosion occurs due to poorly controlled drainage, the problem shall be
fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until groundcover is
established.
References S[ueSue. C. roe). TRL' lalvironntenlal, Inc. 'Y;reen Fhgmeering, Design
principles andapplications using rolled erosion control products'
Storm Hater idfmtagemem Manual for iyesaeain 4Vashingaon, Washington State
a,partment of Eoe lobv Wata uaht Pr m
http:,'rwww. ecy.wagovvogmm s)wy'storm wattr'indux.html
Erosion Control Technohngy Council, hap: dwww,ectc.org
Row. 6 07
J THOMAS ENGINEERING, INC.
CIVIL
ENGINEERING & PLANNING
143
Charlotte Avenue, Suite
104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
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REVISIONS
20 MAY 2021:
ISSUED FOR CONSTRUCTION
ISSUED FOR
CONSTRUCTION
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed by:
JRT
12
12
Reviewed by:
JRT
of
Project Number:
Date:
18-007A
22 MAR 2021
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