SW6190505_PLANS - CARGILL N-S ROAD (AGENCY REVIEW 5-9-2019)

SITE CONSTRUCTION PLANS FOR:
CARGILL
NORTH -SOUTH ROADWAY AND TRUCK QUEUE LOT
OWNER
CARGILL, INC
FAYETTEVILLE PLANT
1579 UNDERWOOD ROAD
FAYETTEVILLE, NC 28312
PROJECT CONTACT: ANDY SEIFERT
[e-mail]
SHEET INDEX
1 COVER SHEET
2 OVERALL PLAN
3 WETLAND IMPACT MAP
4 PLAN / PROFILE
N-S ROADWAY STA 100+00 TO STA 114+00
5 PLAN / PROFILE
N-S ROADWAY STA 114+00 TO 118+04
UTILITY PLAN FOR NEW RESTROOM
6 PLAN / PROFILE
TRUCK QUEUE DRIVE STA 200+00 TO STA 214+04
7 GRADING PLAN - NORTHERN PORTION
8 GRADING PLAN - SOUTHERN PORTION
9 EROSION CONTROL PLAN
10 EROSION CONTROL NOTES
11 ROADWAY SECTIONS / TRUCK QUEUE TYPICAL DIMENSIONS /
PAVEMENT DESIGN
12 NCDOT STANDARD DRAWINGS
13 NCDOT STANDARD DRAWINGS / CONSTRUCTION DETAILS
14 CONSTRUCTION DETAILS
15 CONSTRUCTION DETAILS
North
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1579 UNDERWOOD ROAD
FAYETTEVILLE, NORTH CAROLINA
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MAY 91 2019
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
LEGEND OF ABBREVIATIONS
BC
BACK OF CURB
LP
LIGHT POLE OR LOW POINT
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
TIC
TOP OF CURB
EV
ELECTRICAL VAULT
T.C.E.
TEMPORARY CONSTRUCTION EASEMENT
EL
ELEVATION
TMH
TELECOMMUNICATION MANHOLE
ECM
EXISTING CONCRETE MONUMENT
TF
TRANSFORMER
EIP
EXISTING IRON PIN
TP
TELEPHONE PEDESTAL
EPK
EXISTING PK NAIL
TS
TOP OF SIDEWALK
FO
FIBER OPTIC
TSP
TRAFFIC SIGNAL POLE
FOM
FIBER OPTIC MARKER
TW
TOP OF WALL
FOB
FIBER OPTIC BOX
UC
UNDERGROUND COMMUNICATIONS
FH
FIRE HYDRANT
VB
VALVE BOX
GUY
GUY WIRE
WM
WATER METER
HP
HIGH POINT
WV
WATER VALVE
INV
INVERT
WCR
WHEELCHAIR RAMP
JB
JUNCTION BOX (STORM)
YI
YARD INLET
IPS
IRON PIN SET
LEGEND OF SYMBOLS AND LINES
PROPERTY CORNER
UTILITY POLE
LIGHT POLE
TELEPHONE PEDESTAL
GATE VALVE
WATER METER
FIRE HYDRANT
SEWER MANHOLE
SEWER CLEANOUT
CATCH BASIN
YARD INLET/DROP INLET
STORM JUNCTION BOX / MH
HANDICAP
SPOT ELEVATION
SIGN
ALIGNMENT CHANGE
PVI
DELTA
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6
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x
100.00
0
SIGN
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A
NOTE:
EXISTING FEATURES ARE SHOWN SHADED.
RIGHT OF WAY
PROPERTY LINE (ADJACENT)
BUILDING SETBACK LINE
CENTER LINE
LIMIT OF DISTURBANCE
UNDERGROUND ELECTRIC LINE
OVERHEAD ELECTRIC LINE
SANITARY SEWER (GRAVITY)
SANITARY SEWER (FORCEMAIN)
STORM DRAIN PIPE
WATER LINE
GAS LINE
COMMUNICATIONS LINE
FIBER OPTIC LINE
FENCE LINE
TREE LINE
DRAINAGE FLOW
CURB AND GUTTER
CURB AND GUTTER (SPILL)
CONCRETE PAVEMENT
ASPHALT PAVEMENT
GRAVELSURFACE
AGENCY REVIEW ONLY
project no. 18-010
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BUILT UPON AREA SUMMARY
11
PROPERTY
SF
AC
2,598,790
59.66
JURISDICTIONAL WATERS LOCATED ON THE PROPERTY
115,000
2.64
EXISTING B.U.A.
871,170
20.00
PROJECT AREA (PROPERTY MINUS JD WATERS AND EX. B.U.A.)
(CALCULATION PER 15A NCAC 02H .1003(1)(b))
1,612,620
37.02
EXISTING B.U.A. TO BE REMOVED BY THIS PROJECT
4,500
0.10
PROPOSED B.U.A.
381,660
8.76
oB.U.A. -
EXISTING B.U.A. TO BE REMOVEMF DIVIDED BY PROJECT AREA))23.4%
N /F
JOHN B SMITH, JR,
CURTIS B & SUELLEN S CARTER
TRUSTEES
0448-67-8942
y,
i NOTES
\ / / 1. THIS PROJECT IS FOR CONSTRUCTION OF A NEW ENTRANCE ROADWAY
/ \ (NORTH -SOUTH ROADWAY) INTO THE CARGILL FAYETTEVILL PLANT AND A NEW
TRUCK QUEUE PAVED LOT. THE N-S ROADWAY WILL HAVE CONNECTION TO
OILSEED ROAD (SR 2663) AND WILL REQUIRE A DRIVEWAY PERMIT FROM NCDOT.
CONTRACTOR TO COORDINATE PLANNED PLANT EQUIPMENT, SUCH AS PROBING
\ STATION, WITH THE CONSTRUCTION OF THIS PROJECT.
I \ NORTH 2• EXISTING 'BASE' INFORMATION SHOWN ON THESE CONSTRUCTION PLANS IS
DERIVED FROM SURVEY INFORMATION PROVIDED BY CARGILL. THIS 'BASE'
\ INFORMATION SHOWN REPRESENTS A COLLABORATION OF SURVEYS FROM
VARIOUS DATES. SURVEYS ARE ON NAD 83 AND NAVD 88 DATUMS. FOR CLARITY,
NOT ALL SURVEY INFORMATION PROVIDED BY CARGILL IS SHOWN ON THESE
I PLANS. THE CONTRACTOR IS URGED TO REVIEW ALL AVAILABLE SURVEY DATA
PROVIDED BY CARGILL PRIOR TO BEGINNING WORK. NO FIELD SURVEY HAS BEEN
�\ CONDUCTED BY J THOMAS ENGINEERING FOR THE PREPARATION OF THESE
\ 1\ CONSTRUCTION PLANS.
X f 3. PROPOSED LIMIT OF DISTURBANCE IS GREATER THAN ONE ACRE. A NCDEQ
EROSION CONTROL PERMIT IS REQUIRED PRIOR TO BEGINNING LAND
C x \ DISTURBANCE.
z
rl
r 4. JURISDICTIONAL WATERS TO BE IMPACTED BY THIS PROJECT. A US ARMY CORPS
X \� OF ENGINEERS 404 PERMIT AND NCDEQ 401 CERTIFICATION REQUIRED PRIOR TO
1 ANY IMPACTS TO THESE WATERS.
\+ \ 5. DEMOLITIONED ITEMS TO BE DISPOSED IN ACCORDANCE WITH LOCAL
7J
REQUIREMENTS.
0 6. CONTRACTOR SHALL NOT REMOVE EXISTING TREES / LANDSCAPING UNLESS A
CONFLICT WITH NEW CONSTRUCTION AND APPROVED BY THE OWNER.
7. OWNER RESPONSIBLE FOR OBTAINING TEMPORARY CONSTRUCTION EASEMENT
o (OR AGREEMENT) FROM ADJACENT PROPERTY OWNER(S) FOR ANY WORK THAT
MAY BE REQUIRED ON PRIVATE / PUBLIC PROPERTY(S).
8. UNDERGROUND UTILITIES SHOWN ON THESE PLANS ARE APPROXIMATE.
ADDITIONAL UTILITIES MAY BE PRESENT WITHIN THE WORK AREA. CONTRACTOR
TO LOCATE ALL UTILITIES PRIOR TO BEGINNING WORK.
\ 9. CONTRACTOR TO CONTACT POWER COMPANY WHEN EXCAVATING WITHIN 15, OF
� A � THEIR POWER POLES.
\ \ 10. CONTRACTOR TO REVIEW SITE ACCESS, MATERIAL STORAGE, AND STAGING
AREAS WITH OWNER PRIOR TO BEGINNING WORK SO TO MINIMIZE INTERFERENCE
WITH PLANT OPERATIONS.
- 1 \0 11. CONTRACTOR TO VERIFY QUANTITIES SHOWN ON THESE PLANS WITH ACTUAL
FIELD CONDITIONS. NOTIFY THE ENGINEER OF ANY DISCREPANCIES FOUND.
I o O O \ 12. SITE LIGHTING DESIGN BY OTHERS.
1 \ 13. STRUCTURAL ENGINEERING FOR ANY PROPOSED STRUCTURES BY OTHERS.
\ o
14. CONTRACTOR SHALL SEED AND MULCH ALL DISTURBED AREAS (EXCEPT AREAS
SPECIFIED TO BE PLANTED WITH SOD) UPON COMPLETION OF CONSTRUCTION.
SPECIES SHALL BE SIMILAR TO EXISTING GRASS ON -SITE.
\15. POURED IN PLACE CONCRETE SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF
1
EXISTING \ j \ 4,000 PSI, UNLESS SPECIFIED OTHERWISE.
DUMPSTER \` CONNECT TO EXISTIN \ \16. PAVEMENT MARKINGS ARE OWNER OPTION. G O O\
UNDERWOOD ROAD
F
j I I (PRIVATE)
---- —
f
EXISTING DRIVEWAY
(TO BE REMOVED)
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STA 118+04 = \
C/L EX UNDERWOOD RD �� \
.\t�
LOT 11
GRAVEL EXISTING \
1 EMPLOYEEYEE
PARKING \
STA 106+00 =
/ A
STA 200+00
a
A.
SEE DETAIL A-10 ON SHEET 10 A-IO t < < — \
\ FOR ROADWAY TYPICAL SECTION \ NEW DRIVEWAY TO
{ AT THIS LOCATION f + a xX x� EMPLOYEE PARKING \
— — 100 00 PLANT EXIT LANE n n ^ ^ x
x x x
LANDSCAPE ISLAND MEAL TRUCK LOT
CONNECT TO EXISTING r X x� x� (20 SPACES) EXISTING OFFICE / MAINTENANCE
x
OILSEED ROAD �► PLANT ENTRANCE LANE n x� x x x BUILDING
(NCDOT) I MEAL TRUCK LANE G �
X \
� � x BEAN TRUCK LOT (60 SPACES) ��
�► BEAN TRUCK LANE D 10
r X a x� x� X " NEW RESTROOM
— ---- X x � x x x X x �� �; (BY OTHERS)
x x xX
— A 10 x X � STA 214+03
=
C/L EX UNDERWOOD RD
J\\`� > C-La Y> y� y> ..y �y �y �y PROBE ISLAND 210+ —►
I \ C �_ I TRUCK QUEUE DRIVE —�� -- — _ — D-10 _ �� CONNECT TO EXISTING
SEE DETAIL E-10 ON SHEET 10 FOR — _ _ �� UNDERWOOD ROAD
TYPICAL DIMENSIONS OF TRUCK ---- ------ I \ (PRIVATE)
I QUEUE SPACES AND DRIVE AISLE /I � I
PROBE OPERATOR BOOTH I GRAVEL LOT I SEE DETAIL D-10 ON
I \
C-10 JURISDICTIONAL WATERS (BY OTHERS) SHEET 10 FOR ROADWAY
I -- J TYPICAL SECTION AT
EXISTING DRIVEWAY TURNOUT SEE DETAIL C-10 ON SHEET 10 L -- — — — — THIS LOCATION
p� (TO BE REMOVED) FOR ROADWAY TYPICAL SECTION \
\ AT THIS LOCATION \
GRADER'S TRAILER —
(BY OTHERS) o
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0448-68-0414 \
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10' FUTURE ROAD R/W_ __.--.--.--.---- — — --- — a
—— x x X X X x x�
X X X� x
—.-- — .--.— —
------- X X x X
-- — ___ — — X
x x— -- — — — — —
X x x
x x
— —
¢�X
EXISTING PLANT
a \�
x / �
o � o
x x x x x - x
13
--- --- ----- --- ------ --- --- --- --- ----- --- --- --- --- --- — --
RE g
TO MIDDLE ROAD
100 0 50 100 200
SCALE: 1" = 100'
101

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(SEE GRADING PLAN) I
ROCK OUTLET PROTECTION
(NCDOT STD DWG 876.02)
cni CONC. HEADWALL
0 (NCDOT STD DWG 838.01)
+ STA 115+87, 52' L
INV EL OUT = 85.5
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� a S08° 00' 37"E
393.63' 18" STORM
U 1 (PPER
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NOTES
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ROCK OUTLET
i
PROTECTION
I
(NCDOT STD
o�
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DWG 876.02)
J
/
C. HEADWALL
(NCDOT STD DWG 838.01)— —
0,
STA 117+04, 42' L
/ w
INV EL OUT_7� 85.5
3
— SHOULDER
+00
. --___ --
18" S RM
TRUCK SCALE
_ _SH_OULDER —
o
ISIDE DITCH
o
1. SEE SHEETS 7 AND 8 FOR MORE INFORMATION ON GRADING.
2. PAVEMENT MARKINGS SHOWN ON THESE PLANS ARE OWNER OPTION.
I
CONNECTION TO
UNDERWOOD ROAD
(PRIVATE)
STA: 117+90.1
OFFSET: 0.0' L
STOP BAR AND no
STOP SIGN
0
s
CONC. HEADWALL
Q
(NCDOT STD DWG 838.01)
R1
STA 117+04, 26' R
INV EL IN = 85.9
GG
� O
REMOVE EXISTING
Q
DRIVEWAY
REMOVE EXISTING
X
70
18" DRAINAGE PIPE
AND RIP RAP
\n
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5
VERTICAL SCALE: 1" = 5-
0
50 0 25 50 100
HORIZONTAL SCALE: 1" = 50'
POINT STA: 117+32.31
LOW
LOW POINT EL= 88.40'
PVI STA: 117+30.00
PVI EL= 88.10'
K= 41.56
100.00, VC
pop
PROPOSED CENTERLINE
GRADE
EXISTING GROUND
oa
�°
SIDE DITCH (R)
L = 60'
D = 1'
SS = 6:1
LINER: GRASS
SIDE DITCH (R)
L = 115'
D = 1'
SS = 6:1
LINER: GRASS
SIDE DITCH (R)
L = 130'
D = V
SS = 6:1
LINER: GRASS
YI 01 NCDOT STD DWG
SIDE DITCH (R)
L = 110'
EXISTING 16"
(APPROXIMAT
840.04
5+30 34' RT
EL = 88.0
THROAT
INV OUT EL = 86.0
100 LF - 18" RCP @ 0.5%
(YI 01 - OUTLET)
CONC. HEADWALL
EXISTING
PROPOSED CENTERLINE
SS = 6:1
LINER: GRASS
A68 LF - 18" RCP (CLASS IV)
STA 117+04
@ 0.6%
GROUND
GRADE
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90
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WATER MAIN
80
75
70
118+00 118+50
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CONNECT TO EXISTING
DOMESTIC SERVICE (2" PVC) °
SAWCUT AND REPAIR CONCRETE WITH APPROPRIATE FITTING
SIDEWALK AS REQUIRED .,
CROSS EXISTING 8" FIRE
PROTECTION LINE e
EXISTING OFFICE / MAINTENANCE
BUILDING EX. CO
INV EL = 86.6
EXTEND EXISTING SANITARY a gPN
EXTEND EXISTING SEWER SERVICE (4" PVC) o
DOMESTIC WATER SERVICE — J
(1" PE TUBING) NEW CLEANOUT —
INV EL = 87.0
RELOCATE EXISTING UTILITIES
WHERE CONFLICTS WITH NEW °
CONSTRUCTION
°
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—
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1 1 NEW RESTROOM
O� (12' X 24')
(FIFE 91.5)
W w
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212+00
21211+00 TRUCK QUEUE DRIVE
0+ �.
UTILITY PLAN FOR NEW RESTROOM
30 0 15 30 60
SCALE: 1" = 30'
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
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW
ONLY
Scale:
Drawn by:
SEE SCALE BAR
JRT
Sheet:
Designed
by:
JRT
5 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019

N-S ROADWAY
SEE SHEETS 4 AND 5
ROADWAY INTERSECTION
STA 106+00 = STA 200+00
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2ook98,2 X X X X X X EXISTING OFFICE
BUIL I G MAINTENANCE „ . DI 03 °: \
S72° 40' 44 W PC 5! P. X X X X X %� v
98.21' N ^ X �` X X X X X X CONNECT NEW SIDEWALK
x X X X X X X TO EXISTING SIDEWALK — —
YI 02 DRAINAGE FLOW
00 X X (SEE GRADING PLAN) END CONCRETE GUTTER
7 AT EXISTING SIDEWALK
X X X X X X X
X oI
N X %� X X `< X TAPER TOP OF C& G
X w d
X o X X X X X 18" STORM n NEW RESTROOM (SEE GRADING PLAN) z
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(BY OTHERS) - CONNECTION TO
TAPER TOP OFC&G/
cn > > SIDEWALK % 6 CONCRETE SIDEWALK w UN (PRIVATE)
D ROAD
(PRIVATE)
?x ~a % y 2 - 6" 'SPILL' C & G ;n 214+0 3
> > y > %� y y 1076.74' 2230 LY - TRENCH DRAIN �'� 211+00 C/L �� 213+00 - X
� y 212+00 ; `� _STA.213+90.2
i y y y y v `� v 209+00 SEE NOTE #3 210 0 in a X OFFSET: 0.0'
i y v 207+00 208+00 __ -( i --_) -4 �� 20:1 EP TAPE w
206+00 �� EP a STOP BAR AND
205+00 — — — —
203+00 204+00 -
f - --- +-- c/L � —� � TRUCK QUEUE RIVE ' --
8:1 EP TAPER �� 5 TAPER STOP SIGN
PC STA: 200+98.21� � EP — — — — _ — — � g.i EP _ g►-IOULDER
\ — — — — — — — — _ — CONCRETE ISLAND STA: 211+87.8 \ co \ \
PT STA: 203+26.73 SHOULDER - — — — — - (FOR PROBE I \
OFFSET: 5. 0' R
R= 175.00' o ------ ----- 1 sTA: z13+o5.1
L = 228.52' __—_______----- II
y — — — STA: 207+27.8 STA: 210+27.8 OFFSET: 15.0' R \ ',
T = 133.84' OFFSET: 10.0' R OFFSET: 35.0' R 1
T = 13 49' 10" -- --- TA. 209+27.8 1 STA: 213+45.1
_ OFFSET: 35.0' R I PROBE OPERATOR OFFSET: 17.0' R
—� BOOTH (BY OTHERS)
7> GRADER'S TRAILER
1
�
OTHERS)
JURISDICTIONAL WATERS � (BY I---------� �
DRAINAGE FLOW L —
0 18" STORM
(SEE GRADING PLAN) DITCH 'B'
(SEE GRADING PLAN)
CONC. HEADWALL
(NCDOT STD DWG 838.01)
STA 210+18, 99' R \
INV EL OUT = 85.5
110
105
100
0' 1
85
.I
75
a
C
C
NOTES
1. SEE SHEETS 7 AND 8 FOR MORE INFORMATION ON GRADING.
2. PAVEMENT MARKINGS SHOWN ON THESE PLANS ARE OWNER OPTION.
3. SEE DETAIL D-13 FOR TRENCH DRAIN. GRATE TO BE NEENAH TYPE R-4999-CX, TYPE 'C' GRATE, OR
EQUAL. SLOPE INVERT OF CONCRETE TROUGH @ 2% TOWARD OUTLET PIPE.
5
VERTICAL SCALE: 1" = 5'
NORTH
0
50 0 25 50 100
HORIZONTAL SCALE: 1" = 50'
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211+00
212+00
213+00
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214+00
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
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW
ONLY
Scale:
Drawn by:
SEE SCALE BAR
JRT
Sheet:
Designed by:
JRT
6 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019

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BW = 5' IMPROVED SITE DRAINAGE AND STABLE SIDE
SS = 4:1 SLOPES (USACE AND NCDEQ PERMIT REQUIRED)
LINER: PER WETLAND RESTORATION PLAN
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AGENCY REVIEW ONLY
NORTH Scale: Drawn by:
SEE SCALE BAR JRT
Sheet: Designed by:
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Reviewed by:
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Project Number: Date:
SCALE: 1" = 40' 18-010 09 MAY 2019

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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
PROFESSIONAL ENGINEER'S SEAL
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Sheet:
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9 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019
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CONSTRUCTION SEQUENCE
1. PROJECT NARRATIVE: THESE PLANS ARE FOR THE CONSTRUCTION OF A NEW ROADWAY (NORTH -SOUTH ROADWAY) AND TRUCK QUEUE LOT ON THE CARGILL
PROPERTY.
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. NPDES STORMWATER NCGO1 PERMIT REQUIRED FOR THIS PROJECT IN ADDITION TO THE NCDEQ LAND DISTURBANCE PERMIT. SEE THE NCDEQ STANDARD
DETAILS ON SHEET 15 FOR SPECIFIC REQUIREMENTS: 'NCG01 SELF INSPECTION, RECORDKEEPING, AND REPORTING' AND 'NCGO1 GROUND STABILIZATION AND
MATERIALS HANDLING'.
4. KEEP NCDEQ LAND DISTURBANCE PERMIT AT SITE.
5. JURISDICTIONAL WATERS HAVE BEEN IDENTIFIED AND LOCATED ON THE PROPERTY BY THE OWNER. THE MAPPED LOCATION OF THESE JURISDICTIONAL WATERS,
PROVIDED BY THE OWNER, ARE SHOWN ON THE PLANS. SOME OF THE JURISDICTIONAL WATERS WILL BE IMPACTED AS A RESULT OF THIS PROJECT. THOSE
IMPACTS WILL BE PERMITTED THROUGH THE USACE AND NCDEQ.
PHASE 1
6. CONTACT THE FAYETTEVILLE REGIONAL OFFICE OF NCDENQ LAND QUALITY (910-433-3300) PRIOR TO BEGINNING ANY WORK ON THIS PROJECT.
7. STAKE THE LOCATION OF THE JURISDICTIONAL WATERS/WETLANDS WITHIN 100 FEET OF THE PROJECT LIMITS OF DISTURBANCE. ONLY IMPACTS PERMITTED
UNDER USACE 404 PERMIT AND NCDEQ 401 CERTIFICATION WILL BE ALLOWED. CONTRACTOR TO REVIEW THE PROVISIONS IN THOSE PERMITS CAREFULLY FOR
BEGINNING WORK. CLEAR AND GRADE ONLY IN AREAS WHERE EROSION CONTROL MEASURES WILL BE INSTALLED.
8. INSTALL THE TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON THE EROSION CONTROL PLAN.
9. INSTALL TEMPORARY SILT FENCE ALONG LOWER SIDES OF LIMIT OF DISTURBANCE AS SHOWN ON EROSION CONTROL PLAN.
10. INSTALL THE TWO (2) TEMPORARY SILT CHECKS IN THE TWO DRAINAGEWAYS AT THE EDGE OF THE LIMIT OF DISTURBANCE AS SHOWN ON THE EROSION
CONTROL PLAN.
11. CONSTRUCT SEDIMENT BASINS 01 AND SKIMMER BASIN 02. STABILIZE BASIN WITH ROCK PROTECTION OR LINERS WHERE CALLED FOR ON THE PLAN AND
TEMPORARY / PERMANENT SEEDING (PER SCHEDULE) ON REMAINING BASIN SLOPES. INSTALL ROCK OUTLET PROTECTION BELOW PIPE OUTLETS.
12. INSTALL TEMPORARY DIVERSIONS 01 - 02. THESE DIVERSIONS WILL CONVEY ON -SITE RUNOFF TO THE SKIMMER BASINS. STABILIZE WITH LINER AS SPECIFIED
ON EROSION CONTROL PLAN IMMEDIATELY UPON INSTALLATION OF THESE DIVERSIONS.
13. REMOVE TOPSOIL WITHIN LIMITS OF DISTURBANCE AND STOCKPILE IN AREA(S) SHOWN ON THE PLAN.
14. ROUGH GRADE SITE. UNDERCUT IS LIKELY. UNDERCUT AND FILL MATERIAL BROUGHT TO THE SITE MAY BE STOCKPILED IN THE AREA(S) SHOWN ON THE PLAN.
BORROW / DISPOSAL SITES MUST COMPLY WITH NCEQ LQS REQUIREMENTS.
15. PERFORM SOILS TEST TO DETERMINE THE SOIL AMENDMENTS AND RATES THAT WILL BE REQUIRED FOR SEEDING.
16. INSTALL STORM DRAINAGE SYSTEM, INCLUDING PIPES AND DITCHES. INSTALL THE ROCK OUTLET PROTECTION AT THE DOWNSTREAM OF EACH PIPE.
IMMEDIATELY INSTALL TEMPORARY INLET PROTECTION AROUND EACH BOX AND PIPE INLET UPON COMPLETION AND IMMEDIATELY INSTALL DITCH MATTING AS
SHOWN ON THE EROSION CONTROL PLAN.
17. FINE GRADE SITE.
18. INSTALL STONE BASE COURSE FOR ASPHALT AND CONCRETE PAVEMENT.
19. INSTALL CONCRETE PAVEMENT IN LOCATIONS AS SPECIFIED ON PLANS OR BY OWNER. INSTALL AT TEMPORARY CONCRETE WASHOUT AREA PER THE EROSION
CONTROL PLAN.
18. INSTALL PAVEMENT INTERMEDIATE COURSE.
19. INSTALL ASB SHOULDERS.
20. INSTALL GRAVEL AREAS.
21. FINE GRADE AREAS OUTSIDE OF THE PAVED AREAS AND RE -SPREAD TOPSOIL. IMMEDIATELY SEED DISTURBED AREAS NOT RECEIVING PAVEMENT OR OTHER
LANDSCAPE COVER. SEED PER THE SEEDING SCHEDULE (PERMANENT OR TEMPORARY) PROVIDED ON THIS SHEET. NOTE: PERMANENT GROUND COVER IS
REQUIRED PER THE SCHEDULE UNDER 'TEMPORARY SEEDING' AND 'PERMANENT SEEDING' ON THIS SHEET. SEE 'NCGO1 GROUND STABILIZATION AND
MATERIALS HANDLING' STANDARD DETAIL ON SHEET 15 FOR NCGO1 REQUIREMENTS.
22. CLEAN CONCRETE WASHOUT AREA AND REMOVE.
23. REMOVE TEMPORARY DIVERSIONS, AND SKIMMER / SEDIMENT BASINS. PUMP STANDING WATER OUT OF SKIMMER BASINS AS REQUIRED. PUMP EFFLUENT SHALL
BE DISCHARGED TO FILTER BAG.
24. GRADE ACCORDING TO THE PROPOSED CONTOURS (SEE GRADING PLAN ON SHEETS 7 AND 8) IN THE AREAS WHERE THE EROSION CONTROL MEASURES HAVE
BEEN REMOVED. IMMEDIATELY STABILIZE THE OTHER DISTURBED AREAS WHERE THE EROSION CONTROL MEASURES WERE REMOVED PER THE PERMANENT
SEEDING SCHEDULE PROVIDED ON THIS SHEET.
25. RESTORE JURISDICTIONAL WATERS (DITCH) PER WETLAND RESTORATION PLAN.
26. INSTALL PAVEMENT SURFACE COURSE.
27. CALL FOR INSPECTION FROM NCDEQ LAND QUALITY AFTER COMPLETION OF PHASE 1.
PHASE 2
28. ONCE ACCEPTABLE TO NCDQ LQS, REMOVE THE TWO (2) TEMPORARY SILT CHECKS AT THE DOWNSTREAM OF EACH DRAINAGEWAY.
29. REMOVE THE REMAINING SILT FENCE ALONG THE DOWNSTREAM PERIMETER OF THE SITE.
30. REMOVE THE INLET PROTECTION AROUND BOX AND PIPE INLETS. PROVIDE PERMANENT GROUND COVER IN THESE AREAS.
31. PROVIDE PERMANENT SEEDING, IF TEMPORARY SEEDING WAS DONE IN PHASE 1. ENSURE A GOOD THICK STAND OF GRASS COVER.
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 15
BAFFLES:
SEE SHEET 15
ROLLED EROSION CONTROL PRODUCTS (RECP):
SEE SHEET 15
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. SEE 'NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING' STANDARD DETAIL ON SHEET 15 FOR NCGO1 REQUIREMENTS.
TEMPORARY SEEDING
PROVIDE TEMPORARY SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN THE FOLLOWING SCHEDULE:
PERMANENT DITCHES --> IMMEDIATELY
SLOPES 4:1 AND STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
PERFORM SOIL TESTING AFTER ROUGH GRADING IS COMPLETE OF THE TOPSOIL THAT WILL BE SPREAD OVER THE AREAS TO BE SEEDED.
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 Y2 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 WITH A MINIMUM APPLICATION OF 4,000 LBS / ACRE. 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 AND 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.
PERMANENT DITCHES --> IMMEDIATELY
SLOPES 4:1 AND STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
PERFORM SOIL TESTING OF THE TOPSOIL THAT WILL BE USED FOR THE SEEDBED TO DETERMINE THE SOIL AMENDMENTS REQUIRED.
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. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY GROUND
LIMESTONE AT A RATE OF 3,500 LBS / ACRE.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY 10-10-10
FERTILIZER AT A RATE OF 1,000 LBS / ACRE.
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:
SEE RECOMMENDED SEEDING MIXTURE ON THE TABLE SHOWN ON THIS SHEET. CONTRACTOR TO CONSULT THE SEED SUPPLIER FOR
THIS PROJECT TO DETERMINE IF THE RECOMMENDED SEEDING MIXTURE AND SOIL AMENDMENTS SPECIFIED BY THIS PLAN IS
APPROPRIATE. THE FINAL SEEDING MIXTURE SELECTED SHALL BE APPROPRIATE BASED ON THE PLANTING SEASON, SOIL TYPE, SLOPES,
AND LAND USES. CONSULT WITH ENGINEER IF THE SEED SUPPLIER RECOMMENDS A MIXTURE THAT IS DIFFERENT THAN THAT
SPECIFIED ON THIS PLAN.
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 WITH SMALL GRAIN STRAW AT A RATE OF 4,000 LBS / ACRE. ANCHOR MULCH WITH
NETTING OR LIQUID ASPHALT AT A RATE OF 400 GAL / ACRE.
ROLLED EROSION CONTROL MATTING:
PROVIDE ROLLED EROSION CONTROL MATTING ON SLOPES 2:1 OR STEEPER AND GRASS LINED SWALES / DITCHES / CHANNELS AFTER
SEEDING IS COMPLETE. USE MULCH FOR ALL OTHER AREAS SEEDED.
HYDROSEEDING:
NO HYDROSEEDING FOR THIS PROJECT.
MAINTENANCE:
IRRIGATE DURING DRY PERIODS OR TO SPEED DEVELOPMENT OF FULL COVER.
IF STAND IS INADEQUATE, RE -SEED WHERE BARE SPOTS OR THIN COVER EXISTS. RE-EVALUATE SEED TYPE CHOICE AND QUANTITIES OF
LIME AND FERTILIZER. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT
SEEDING.
Table 6.1Ob
Temporary Seeding
Recommendations for
Summer
Seeding mixture
species Rate (Iblacre)
German millet 40
In the Piedment and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains -May 15 - Aug. 15
Piedmont -May 1 -Aug. 15
Coastal Plain -Apr. 15 - Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 4,000Ib/acre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4.000Iblacre straw. Anchor straw by tacking with asphalt, netting,
Maintenance
Refertilize 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 Fail
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 .4,000blacre 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 Rate (Iblacre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 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 soil tests or apply 4,000 Iblacre 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 not fully adequate. Reseed, refertilize 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
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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AGENCY REVIEW
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Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
JRT
10 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019
ii

VARIES
6: 1 Mn
U
VARIES 8'
I
SOD / LANDSCAPING
15, 2.5'
25'
PLANT EXIT LANE
LANDSCAPED ISLAND
III/FT
1/4"/FT
�
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\J PRjESXi � �
'— — — — — — — —
— — ----
—
SHOULDER
PROFILE GRADE —/
(NCDOT ASB, 10" THICK
2'-6" 'SPILL' C & G
'SPILL'
ROADWAY
2'-6" C & G
(SEE DETAIL F-11 AND G-11 FOR PAVEMENT DESIGN)
DITCH, IF SPECIFIED
(SEE GRADING PLAN)
TRUCK QUEUE SPACE
I EX. BUILDING
it
VARIES
6: 1 M, .'.
U
90,
2.5' 15'
PLANT ENTRANCE LANE
A-11 ROADWAY TYPICAL SECTION
SCALE: 1" = 5'
VARIES i 8' i 30' 8' VARIES, SEE GRADING PLAN
J PRIES, 1
6..i MAXi i
SHOULDER
(NCDOT ASB, 10" THICK)
— DITCH, IF SPECIFIED
(SEE GRADING PLAN)
U
NORTHBOUND LANE
1/4"/FT
SOUTHBOUND LANE
1/4"/FT
PROFILE GRADE
ROADWAY
(SEE DETAIL F-11 AND G-11 FOR PAVEMENT DESIGN)
SHOULDER
(NCDOT ASB, 10" THICK)
B-11 ROADWAY TYPICAL SECTION
ill =5'
3' 20'
SOUTHB UND LANE
EX. CONCRETE SIDEWALK
10, 10,
HALF LANE HALF LANE
VARIES - SEE GRADING PLAN VARIES - SEE GRADING PLAN
(1/8"/FT M 1 8"
8'
1 FT
VARIES, SEE GRADING PLAN
') (/ �FT MIN.) 17FT VARIES, SEE GRADING PLAN
(10:1 MAX)
7
PROFILE GRADE SHOULDER NCDOT ASB GRADATION SPEC
(8" STONE) Sieve Percent Passim
7.ROADWAY
(SEE DETAIL F-11 AND G-11 FOR PAVEMENT DESIGN) 1 1/2" 100
1/2" 55 - 95
#4 35 - 74
F&-711 ROADWAY TYPICAL SECTION
1"=5'
U
I
VARIES, 37' MIN. 32.5'
VARIES, SEE GRADING PLAN
(6:1 MAX)
6'
1/4"/FT
LANDSCAPED CONCRETE SIDEWALK
2'-6" 'SPILL' C & G
NORTHBOUND LANE
1/4"/FT
VARIES
NCDOT ASB GRADATION SPEC
Sieve
Percent Passing
1 1:`2"
100
1 '2"
55 - 95
;A
35-74
SOUTHBOUND LANE
1/4"/FT
--
PROFILE GRADE
ROADWAY
(SEE DETAIL F-11 AND G-11 FOR PAVEMENT DESIGN)
D-11 ROADWAY TYPICAL SECTION
ill =5'
>a
EX. DITCH/
VARIES
PROBE
STATION
TAPER
15'
MEAL TRUCK LANE
1/4"/FT
-►
ROADWAY
(SEE DETAIL F-11 AND G-11 FOR PAVEMENT DESIGN)
EXCAVATE EX. DITCH FOR IMPROVED
DRAINAGE AND STABLE SIDESLOPES
8'
1 "/FT
VARIES
6MA, 6 1j
SHOULDER
(NCDOT ASB, 10" THICK) DITCH, IF SPECIFIED
NCDOT ASB GRADATION SPEC (SEE GRADING PLAN)
Sieve Percent Passim
1 1/2" 100
1/2" 55 - 95
#4 35 - 74
J
10"
6"
3.:
1
15'
BEAN TRUCK LANE
SHOULDER
(NCDOT ASB, 10" THICK)
8' V VARIES, SEE GRADING PLAN
1��
in
VARIE==MAX)
NCDOT ASB GRADATION SPEC
Sieve
Percent Passing
100
1 2"
55 - 95
04
3 5 - 74
18'
MEN
E-11 TRUCK QUEUE DIMENSIONS
1"=20'
10" PORTLAND CEMENT CONCRETE
(4,000 PSI COMPRESSIVE, 650 PSI FLEX)
6" NCDOT CABC, TYPE I OR II
HIGH STRENGTH GEOTEXTILE FABRIC
(MIRAFI HP 270, OR EQUAL) (SEE NOTE 3)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN V BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. CONTRACTOR TO SUBMIT A PLAN SHOWING TYPE AND LOCATION OF JOINTS TO OWNER FOR APPROVAL.
2. SEAL JOINTS WITH A MONOELASTIC MATERIAL.
3. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
4. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
FF-1-11CONCRETE PAVEMENT
NTS
2" ASPHALT SURFACE COURSE, NCDOT TYPE S12.5C
3.5" ASPHALT INTERMEDIATE COURSE, NCDOT TYPE 119.00
12" CABC, NCDOT TYPE I OR II
HIGH STRENGTH GEOTEXTILE FABRIC
(MIRAFI HP 270, OR EQUAL) (SEE NOTE 1)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN 1' BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
2. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
G-11 L ASPHALT PAVEMENT
NTS
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte Avenue, Suite
104
Sanford, North
Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Scale:
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Sheet:
Designed
by:
JRT
11 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019

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CSP - AA$NTO Y36
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HOPE (MinimuRl fill) 2' for pipe Di6meter9. Z 12" and 5 8O" HOPE - 0.R$HTG Y2D4
Maximum fill 20' for pipe diameters 5 2d"
I 1 P P PVC - ASTY F9d9 or AASHTO YSD4
17' for pipe Dienete P6. L 30" and S 60"
PVC - (MlnimUm fill] 2, for pipe diameters ? 12" and 5 36" ROTES: FILL HEIGHTS SHORN WERE CALCULATED USING
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15 "
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SG
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42'
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4
d
2
S
-
5
2
2
2
3
3
4
4
2
5
3
- -
+J
2
M
GTY.
1
1
2
2
z
2
G
GTY.
2
2
3
3
a
4
TOTAL
L89.
9
9
14
ld
99
5S
65
12
12
19
19
23
77
92
A vR10x r0 L14" PER FOOT Of 'H' F • FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE 1
kqT LESS T` YINIMW COVER FOR ALL SIDE DRAIN PIPE H �- OPTIONAL- CONSTRUCTION JOINT ~ W ~ W
PiACFMENT OF BUT MUAIJ 12' V7
FILL NORMAL EARTH FOUNDATION ROCK FOUNDATION NOR CURE TIUH 2d UNSUITABLE MATERIAL FOUNDATION
LL
TO THE BOTTOM OF THE PAVEMENT STRUCTURE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
LL J
c LL
ELEVATION
RIGID PIPE
OTE
GENERAL MS:
DO NOT OPERATE I4FAVY IOUTPMENT OVER ANY PIPE CULVERT UNTIL TNF PIPE CULVERT HAS
®
Q O
RGP - - (Minimum fill) 1' for Class IV 6 CLASS V
d O
T.D. - THE MAx IMJM HORTTOTA. INS70F DIAMETER nWHISIOW BEEN PROPERLY EACLRILLED AND COVERED WITH AT LEAST 5'FEET Of APPRW® MATERIAL.
2' for Clean III A CLaeB II
a Z
O.D. - THE MAXIMUM HORIZONTAL OU131DE DIAMETER DIMENSION. - • - - SPRINGIAE OF PIPE
I•
. REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
LC `
r
H - THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT SELECT BACKFILL MATERIAL CLOW III OR CLASS II,
" (Ma%iMum fill] 1D' Class II pipe RCP - AA$HTG Y17O
Al, THE PIPE FROM THE TOP OF THE PIPE TO THE TOP BELOW SPRINGLINE.
'TAT
20' - Class III pipe
30' C1asa IV
OF THE EMAANIGENT AT POINT.
® FFPROIfEO' .WTI IARLE LOCAL MATERIAL ARKNE SPRINGLINE.
pipe
40' - 01a5G V pipe
- TAME CARE To FULLY MKIPACr HAUNCH ZONE OF PIPE RACKFILL. UNDISTURBED EARTH MATERIAL
I
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
(FOP f131S 40` a eG' U6B LRFD Direct I>t361gn Method)
LOOSELY PLACED SELECT MATERIAL CLASS [II GR CLASS II. TTPE 1 SELECT MATERIAL CLAaa Y OR YL FOR FOUID117IOM CONOITIONIIM ENCAPSULATE
AASHT0 LRFD BRIDGE DESIGN SPECIFICATIONS
DIMEMBIOMS AND GONGNETE OUAPRITIES
USING CONCRETE PIPE
COMMON DIMENSIONS
SINGLE PIPE
DOUBLE PIPE
D
H
8
G
T
S
L
YD4
M
L
M.
15"
3'-3"
}' B"
2' 9"
214"
9Y2"
5'-6"
0.7
2'-2"
7'-8"
1.0
1S"
W-7"
1'-10"
3'-2'
23y"
10'
V-4"
1.0
2'-7"
V-11"
1.3
24"
4'-2"
2' t •
a' ®••
s"
10"
8'-0"
is
3'-51,
11'-5"
2.0
SD'
5'-0'
2'-6'
4' 7"
4%,r
IlY2"
9'_2"
2.3
4'-8"
13'-5"
3.1
W"
W-S"
2'-B"
S'-a"
444"
11 �"
IT"-0"
3.4
6'-0'
16'-U"
4.9
42"
W-2"
V-1"
W-4"
51a1"
111 "12%6'
4.5
6`•1D"
,8"•S"
e.G
48"
B'-9"
S'-5'
7'-2"
51T{"
I
14'-4"
8.0
o
CC
W
we
i.i =
CrIn
z
CC = LI7
r
car
aQ
FOR PIPE BEppLING. LEAVE SECTION DIRECTLY BENEATH PIPE MIT}, TYPE Y GEOTEMTIlE AS DIRECTED BY THE EH6INEER. SHEET 2 OF • FILL HEIGHT I$ MEASURED FROM THE TOP OF THE PIPE SHEET OF SXE ET 1 CIF S SXE ET s CIF 3
IIICdPAOTED A9 PIPE $EATINfb AND BAL'SF ELL BILL V MINIMUM COVER FOR ALL SIDE DRAIN PIPE •BEE SHEET 3 eel p y�
MOOMPLISH COMPACTION. 30D " D TO THE BOTTOM OF THE PAVEMENT STRUCTURE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS ��� " O 1 B38 . 01 BSS - D li
Y _j V 2' WEEP HOLES
PLAN
2br-U I L An A- A
NOTES: USE PLAN "B" CONCRETE THROUMODUT.
z
PRONME ALL CATCH BASINS OVER S'-B' IN OEM WM S-EP9 12'
¢ ED
ON CENTER. USE STEPS WH CH COMPLY WITH STD. DRAMINO 840.88.
I- d
OPFOAAL CONeTHUCTIOW - MONOLITHIC POLAR, 2' K01MAY, OR ■4 AM DOWELS Aird
12" CENTERS AS 01RECTEO BY "HE ENDI NEW-
2 L;
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM BLAU.
LL z
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF 80, ADD TO SLAB
O CO =
AB SHOWN ON STD. NO. 8X0.0U.
^
F U p
FOR B'-O' IN HIIONr OR LEIB Use a" MALLS AND BOTTOM BLAB. OVER
L=Si
W-O" TO 18°-0" IN "EIGHT USE a" HALLS AM BOTTOM SLAG- ADUUST
OWA7ITIES ACCORDINGLY.
W
CONSTRUCT WITH PIPE CROWNS WATCHING.
CO!L O
U- J
d
O O
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
In
Z Hr <
INSTILL STONE CHAINS, OF A MINIMUM OF 1 CUBIC TOOT OF NO. Tam STONE IN A
F �°
FORM FABRIC HAD OR MNIAP, AT EACH WEEP HOLE OR Aa DIRECTED MY THE ENGINEER,
d 0
W
CNAMFER ALL EXPOSED CORNERS I"
❑
CRANING NOT TO SCALE.
"INCREASE THE SIZE OF THE a" oPENDIO TO a' MM., AS DIRECTE3 BY THE
ENGINEER BY ADDING 2- TG THE WALL HTEGHT ABOVE THE TOP ELEVATION, ADJUST
GUANTITIES ACCORDINGLY.
Z
M
dJ.
IF READ I
a
POP SLAB a
TOP SLAB .j
m
TOP ELEVATION ��_ CRITTER LINE
O =
LL
#4 SM 2 1 6".
^
CD H
LUI
CL
TOP ELEVATION
d a
CLR.
[❑ a .
o 101l"
❑ QGO
PIPE 1W1LL
"CLR. (THICKNESS VARIES
a a
' e4 RAR 2
SEE Narl
x
U) W _
0II
>_ C6 C4
GTE PART SECTION Y-Y
O
SECTION Y-Y
SHOWING RETAILS AT CIENIKG
LU
0
MIR.
DIIEMSION6 AND QUANTITTEe FOR CONCRETE
CATCH BASIN IBASEO
ON NIX. HEIGHT, H1
CC W
lox A PIPE
REINFdICINa
A @Or.
aINENBTON6
Cru TDB. CO,C.
]N !Ol[
TOTAL -.'IE9
BDa a aLFee
OEUNCTIOR
Ix1E PIPE
q�4
�-
0
NS
=2'-3"
MID1H
NE1O"r
BARS - X
BARS • Y
BARB - Z
e
H
NO•LFNGTH
NO LEMOTH
NO
LEHOTH
F
G
TUP
�.
MUITPT-m
LN. KDr.
IMmN iD
C.e.
R.D.
4' 9"
V-10'
P' 1
i
4
3 -O'
8 -D
a 4'=3"
B 4'-OA
2
4'-O"
4'-6"
9'•9"
5"
0-101
D.191
0. 271
0.271
0.250
a.250
27
27
1.046
1.1M
0,015
0.ma
0.OG2
D.fI46
lu
.3 EARS ..X" J 1 "
LR. EQUALLY SPACED CLR.
F
PLAN
PRECAST OR CAST IN PLACE TOP SLAB
F
04 BANS "Y" HANDLE 1" PIPE SLEEVE
n 03 BARS
EQUALLY SPACED 112" CLR.
SECTION V-V
O
94 BARS "Y"
11•j- CLR. EQUALLY SPACED
lit" CLR.
A3 IIMS "X"
I
SECTION W-W
11� "CLR
NJ RAG.
io 2 - 3" X 14" THICK
ROUND OR BOWE
CUT WASHER
ER
2 - HEX NUT
6 I
DETAIL OF HANDLE
COUNTERSINK PART WHERE HANDLE IS LOCATED 1"
AN0 ALLOW HANDLE TO MOVE VERTICALLY.
1" PIPE SLEEVE X 3" LONG.
PART SECTION
THOU COVER SHOWING HANDLE
#4 MR
N
A Aianm R
z
�ED
N L
IL _J
OOVj2
�Vd©CCU
wiz-�0_j
O O In d
a Z >C
y JUj H y W❑
E]
_
N
IJJ
a
m
O Z
LL v
�aW
0 HOi
a
�8Go
cr
cc
�=r
N W m
IL N
�Or
W
LU
V
Z
.O
V
840.04
I
YPLAN
WITH GRATE A FRAME REMOVED
SECTION X-X
WEEP HOLES GENERAL NOTES:
LADE CLA89 "B" DONCRETE OADUMbuT.
MWIDE ALL DROP INLETS OVER 3`.6" IN UOPTH WITH STEPS' t2"
ON CENTER. USE STEPS "ITC" COMPLY WITH STD. CAMINO. 340.06-
OPTIOWA CONSTRUCTION • MOHW.TTHTC POUR 2' KEYWAY OR W4 OFF DOWELS AT
X 12' CENTERS AS DIRFCTFO BY THE EM NEW
- ` UGE FORMS FOR THE CONO':RUCTIION OF THE BOTTOM SLAB.
J IF REINF ED ETE PIPE I T IN LA8 F % FIR T LF6 OON WNNO SSE BOTTOMS O BOX, P S
AS BROWN MXi $TD. N0, 840.00.
T WITH P P 1AT .
CDM4TRUC WF S E GRAINS gILN4
SEE STANDARD DRARINO 4110.25 FOR ATTACHMENT OF FRAMES AND GRATES HOT SHORN.
INSTALL 2" WEEPHDLES AS DIRECTED BY THE ENBINEER.
INSTALL STOWDRAINS, DF A MI MINIM OF 1 GBIC 1{px OF NO. Fall BipeE 1N A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CXAIFER ALL EXPOSED CORNERS 1".
ORMING NOT TO SCALE.
.vr lnuTlnyl ucn ifwJ
IP ELEVATION
840.16 FRAME
RATE
(SEE NOTE)
MAX. PIPE THIS SIDE - 10" °p
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON N. HEIGHT H)
DIMENSIONS
OF 80X
3 PIPE
CUBIC YARDS
CONE. IN 90%
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SL AN
WALL PER
FT Mli
P'I
a•I"--
C.M.
R.C.
12"
9'-a"
2'-0"
2 -0
0. 222
0.22E
0.59E
0.015
0. 028
15"
2 •s
0,648
0=3
0,036
2'-1'
0.703
0,033
0.049
24
s D
0.814
6.as9
0.D05
3D"
3'•O"
-2'•O"
S -B
0.22E
0.22E
0.925
_
0.09E
11.127
#4 eAR
DOWEL
C�
�a
as
HZ4 ccU
LL. Z
O CDU,2
9-.L
r~n ~ o'LA
LL
ZO2�
FN
0Lu
I
Y�
PLAN
WITH COPING nEMOVEO
�7GWA 114FW A -A
GENERAL NOTES;
MORTAR JOINTS Y2" +1• ig' THICK.
USE CLASS "D" CONCRETE THROU6HOUT.
USE FORMS FON CONSTRUCTION OF THE BOTTOM SLAB.
USE W4 OM DOWELS AT 12" CENTERS.
Y1 DEDUCT FOR PIPEISI FROM T07AL CU. YOS. OF BRICK MASONRY•
PROVIDE ALL CATCH BASINS OVER W-S" IN DEPTH WITH STEPS 12'
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
USE BRICK OR CONCRETE BLOCK 1MIGH COMPLIES WITH THE REOLIIREYENTS
OF SECTION 840 OF THE STANDARD SPECIFICATIONS.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX ADD TO SLAB
AS SHORN ON STD. MD. 840.00.
F IN HEI HT R LE E ' Y04LL. ER ' " 1N HEIGHT. E
GR 8 -0 0 0 88 US 8 OV 8 -0USE
12" WALL TO el -D" FROM TOP LESS,
WALL AND 8" WALL FOR THE REMAINIG
W-0". OLIANTITES TO BE ADJUSTED ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 PON ATTACHMENT OF FRAMES AND GRATES.
00 NOT USE BRICK MASONRY DROP INLET IN LOCATIONS SUBJECT TO
TRAFFIC.
GHMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
vT,T•+m LAw+
flW E..EVAT[pl
STD- Mo.18
RAN, AND SAW
TE
SECTIONY-Y
DIMENSIONS AND GUANTIT7E8 FOR OXOF INLET BASED ON MEN. "EIGHT X1 K ,
DIMENSIONS
OF BOX
8 PIPE
CUBIC YMRBS
CONCRETE
CUBIC YARDS
BRICK MASONRY
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B-
_
H
BOTTOM
SLAS
WALL PER
FKAT HT._
Y1Q1490�HNYPOP.C•S•
MIN- Welun._ H
P.C.
12"
3'-O"
2'-0"
2'-0'
0.288
0.313
0.82P
0.029
O.D3P
15"
2`-3"
0.265
0.313
01600
q.031
0.047
,8"
2'-6"
0.268
D.313
0.673
0.044
0.065
24"
3'-O"
DIMS
D. 313
0.935
0.078
0. 1T3
S0"
3'-D"
_
P'•0"
9'8"
0.260
D.3,S
0.901
0.12E
0..T7G
L
6" DOWEL
KID
LU
J CL
Na
❑ _
5 a07
Win=
Tn L7 y
r F-I CV
�mr
cc CO
S- p `>- 3" "S' BARS B 11" CTa.
d� _ o THREADED d F r���_r*4d� d i e
" DEPRESSION 1F W� 1fig" M. �'�_ ANCHOR ANCHOR ANCHOR HZW CC ❑ C] 1 BAR CD L. HZ-I Dc C7 U
'tl IiJ�H-I U_JOFy LLJ," ' LLJON
,' • 7T�6" 1' - 7�tR" 1� H F ►1 o 8 ° x z GRATE AND FRAME GRATE AND FRAME GRATE AND FRAME 1 " DIA. o o n x z O o ° x z O o T' x z
II _ 1 1r+
FG o G -
}�04
OD
41
C� L� O'
I�
m�
W C.] 9" "r" BANG M 11 "Ora. 6" BAR DIMENS10N5 ARE OUT TO CUT "a" GARB N,1 Q ❑
O is d z " r CD N ❑ SPACE DOWEL "C" BARS AT A MAXIMUM OF 12" CENTERS. CD N ❑
z NOTE: PRECAST z❑ z F Z z z
Hy d h•i U HH Q MAXIMUM DEPTH OF THIS UNIT AS SHOWN I5 12'. HH Q
� _ ❑ CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL CONCRETE � I� � v � O
„ �, 4 a OR SUPERELEVATED SHOULDER OR PAVEMENT SLOPE. CONSTRUCTION 4 LL •... 1 _ � CONSTRUCT THE JUNCTION BOX IN ACCORDANCE WITH _ ''�,
❑ W ❑ CONCRETE ❑ d d ❑ ' .r SECTIONS 830, 832. 834 AND 840 OF THE STANDARD SPECIFICATIONS.
I,,- I ff I +, I r+ © N CONSTRUCTION ❑ O 0, .' _ - 4'-9" ❑ LU ❑ In
'_ 9$" ac pc Q. D[ °° ee O w cc 17 w
3 3 2'-3$$" d d EL a
16" ' W 'w r 3 a" N N
I �.•�1' I I 1„S+r j g„ I W, a.
Q LL �� H , BRICK MASONRY F d1 ' ..n. STEPS - SEE ❑ ❑
SECTION M- I„ ❑LLI� i g DID. 4 I 4+, CONSTRUCTION ~ W �� GENERAL NOTES
N v'. •. m rA H- V1 H
Do
3 _2 _� J_ a J w DIA.„,+ '¢ = o ;• a 2 a m a m
x DIA. DIA. t] U 12 PIPES SHOW Li w w
Z i SEE INSET "A"' FOR ILLUSTRATION Neel ZI) Neel Tn
F•1 H 2 rr
7�, I i plRl••••POSEB ONLY Q J Q LL O
21/S" I i :2 "- C7 d 1 U+ I 1 © O l v SMOTE" O LL C7
ccLu
GC I 6'•B" ° INSET "A'r LL p a o 3'-1 "' 2'1�$+ N N cc Cb MASONRY ANCHOR CONCRETE ANCHOR PRECAST FRAME AND GRATE INSTALLATION COLL
a PLAN OF BOTTOM SLAB CONCRETE BLOCK o ® x F
DIA. BOLT WITH PLATE �" DIA. BENT BAR CONCRETE ANCHOR FOR NORMAL CROWN AND O NOTE 1: CONSTRUCT SECTION "B" OF THE PROPOSED WALL 8" THICK. -^
LL f, SUPERELEVATED SECTIONS AND slcrroN ^A" 12" THICK.
DIA. BENT BAR NOTE 2: IF PROPOSED STRUCTURE EXCEEDS 12'-0" VERTICAL HEIGHT Aww
SECTION E - E SECTION F - F DESIGN WILL BE REQUIRED FOR APPROVAL. 9"
SNEE7 7 OF 7 �ia
NOTE 3: USE SINGLE EXCEPT DOUBLETMAT STEELING MAYS BEE10 IN LIEU "Y" 64R3 F 111d" SHEET 1 OF 2840.1B OF HOOK BARS IN BASE SLAB. CONCRETE a0TT0Y SLAB SECTION! TOP) -g B40 " 34 840.34
E C70zg APPROVED HC7� LL
��� ��
CONCRETE EPDXY rxl xW w g^
f tp LL p BRICK WALL LL O a e "'-^ CO LL "ZO•W GENERAL NOTES- on L` M❑+'WU
oorn WASONRY PRECAST noon °° 1 , opmCI oom�
z CONCRETE Z W DOWEL "COT 2
USE STANDARD OR JUMBO BRICK FOR WALL CONSTRUCTION. SOLIC
r HH WALL r HY 1 + r,-., CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION MATERIAL
I I w❑ Lu '_ m W❑
SECTION G - G o y o INCLUDE ALL ADJUSTMENTS TO WALLS, SLABS OR REINFORCING MATERIAL
�H I BRICK MASONRY CONCRETE PRECAST CONCRETE IN THE UNIT PRICE BID FOR EACH UNIT.
LV$3 a" 1'•41't" F+ CONSTRUCTION CONSTRUCTION CONSTRUCTION OPTIONAL MANHOLE PLAN INSTALL OPTIONAL MANHOLE IN POSITION AS DIRECTED BY THE ENGINEER,
PLAN OF FRAME If) SEE GENERAL NOTE s (WITHOUT TOP] CUT OR BEND ALL REBAR CROSSING THIS OPENING TO ALLOW 2" MINIMUM
FOR PLACEMENT AND CONCRETE COVERAGE. ENCLOSE THE OPENING WITH R A" BARS TIED TO
CAST IRON STEEL INFORMATION 7" 1 7SEE „ FOR MANHOLEDCOVER 6 FRAME TO THE REBAR MAT AND SET SD A MININUM OF 3" CONCRETE COVER IS
DETAIL SHOWING ANCHORAGE OF ®'-0„ HOOK 2, RADIUS HOCK X ATTAINED. REFERENCE STD. NO. 840.54 FOR MANHOLE INFORMATION.
0 BRICK MAY BE USED TO
oo FRAME FOR GRATED DROP INLET W FINISH GRADE ADJUST FMIff a GDYER go wI
PLAN OF GRATING Q w PLAN OF TOP SLAB rl,n BARS TO SURFACE ELEVATION MAX. 1' z PROVIDE JUNCTION BOXES WITH MANHOLES OVER 3'-6" IN DEPTH WITH
CAST IRON o Z O UL V) ¢ CONCRETE TOP BUAB LL = O STEPS PLACED ON 72''' CENTERS.REFERENCE STD. NO. 840.68.
VARIABLE ¢
to
RADIUS
40CI SPIKE 9" - r
0.0E SLOPE
d
� S d
HH�U
I I ✓I r3 rx- ''' " ?;: f'i T v3 ':1r.:r3 u.9 2° RADI 5 LL
J a HH Z
- Q�In=
:. _
f JOINT SEALER BASE COURSE VAR. LU O ❑ W•o
JOINT FILLER -]SURFACE COURSE 144" RADIUS F x k--- Z W
SHOWING EXPANSION JOINT Li J
5" MONOLITHIC CONCRETE ISLAND (SURFACE MOUNTED]
„ ON ASPHALT CONCRETE PAVEMENT
RADIOS
I-
i
USE ON ISLAND 9' WIDE OR GREATER) d
0
� - { _ G R) w
VARIABLE
0
9.1
0.0E SLOPE -
--.A°.t- f;%5•�;5•-`ri•s,y,.,.,A,.,M,y,
N
FOR PAVEMENT DEPTH.
r. .
JOINT SEALER
".;q
KE
LA IN ON
THE 'T•;• .r Y' .� .3 ✓ .I# ,; .
LAST LAYER OF
SHOWING GROOVED JOINT PAVEMENT SURFACE 1
COURSE SURFACE COURSE 2" RADIUS
PARTIAL LONGITUDINAL SECTIONS BASE COURSE BINDER COURSE 1h" RADIUS o
OR EXISTING PAVEMENT LL
OF PAVED ISLANDS 5" MONOLETHIG CONCRETE ISLAND (KEYED IN1 y
NOTE: ON ASPHALT CONCRETE PAVEMENT a
WHEN MONOLITHIC CONCRETE ISLAND IS ON TOP OF SURFACE (USE ON ISLAND LESS THAN 4' WIDE)
VARIABLE
COURSE, DRIVE 40d SPIKES INTO SURFACE UNDER MCMQLITHIC ❑ ui
1r" x 0" LNG DIA. DEFORM _
CONCRETE ISLAND. STAGGER SPIKES ON 2' CENTERS EACH WAY. BARS ON 24 C STAGGERED B" i•D� ❑
0.02 SLOPE W
IN THE CONCRETE PAVEMENT (ISLAND) AND CONCRETE ISLAND •'+ -+ +•.'..•; :��.':; + •'�.: "• W
(MONOLITHIC) PLACE 142" EXPANSION JOINTS AT 30' INTERVALS O
AND GROOVED JOINT$ I" DEEP AT 10' INTERVALS BETWEEN 1$$" RADIUS 2" RADIUS
Z
EXPANSION JOINTS. 5" MONOLITHIC CONCRETE ISLAND X O
(SURFACE MOUNTED) ON CONCRETE PAVEMENT O
LINE UP THE JOINTS IN THE CONCRETE PAVEMENT (ISLAIO) VARIABLE d
WITH THE JOIN73 IN THE CURB OR CURB AND GUTTER. JOINT SEALER
FILL AND SEAL THE TOP l" OF THE EXPANSION JOINTS AND JOINT FILLER
CURB AND GUTTER 4" CONC. COVER
THE EN71HE DEPTH OF GROOVED JOINTS WITH JOINT SEALER. AS CALLED FOR ON 0.02 SLOPE
PLANS.
FOR JOINTS IN THE CURB AND/OR CURB AND GUTTER, SEE SURFACING -
STANDARD NO. 846.01 J,R¢•D n TI a.0 4 BASE COURSE ,1•6 p &
`- PAVED CONCRETE ISLAND SHEET , DF ,
Si�7 i!1
a x n
A-+
PLAN
OUTLET
WIDITCH
OUTLET
WID DITCH
D
CLASS '8' RIP RAP
CLASS I RIP RAP
CLASS W RIP RAP
CLASS I RIP RAP
TONS
3 -
S.Y.
TONS
- -V-
TONS
r
S.Y.
TONS
r -
12"
2
5
5
2
5
1
4
2
1
4
15"
2
7
7
3
7
1
5
3
2
8
18"
3
10
3
4
10
2
7
4
2
8
24"
5
14
iB
7
1S
3
11
7
4
12
301,
8
21
21
11
22
5
16
11
7
17
36"
11
28
29
TS
30
7
22
1 16
10
23
42
1S
37
38
20
39
10
28
22
13
30
4 "
B
4 9
26
50
28
iT
38
5 a"
60
33
G 2
3 B
21
47
60"'
73
40
75
44
26
56
56"
87
48
89
54
32
67
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102
57
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FOR CALCULATION PURPOSES _
CLASS B' RIP RAP 100 LE
CLASS I RIP RAP 105 LB
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PIPE OUTLET WITH DITCH
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4.
ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE
CLEANED UP IMMEDIATELY.
5.
LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF
INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE
FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
6.
NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO
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ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
[phone]
phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Date:
18-010
09 MAY 2019

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USE S' STEEL POST, INSTALLED
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MULTI -DIRECTIONAL FLOW MOLE STEEL TYPE. SINGLE -DIRECTIONAL FLOW
SHEET S OF 7
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INCH NND MDT LESS TWW B INCHES In LEYSTH.
NOT TO SCALE
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1630.06
1631.01
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STONE.
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PROVIDE A TOTAL SEDIMENT TRAP
VOLUME OF 3600t CUBIC FEET PER ACRE
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SEDIMENT CONTROL STONE.
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Q
OF DISTURBED AREA. SOME OF THE
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INSTALL FIBER BAFFLES
UPSTREAM SIDE OF SEDIMENT DAM IN
aB:L $
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USE NO. 5 OR NO. 57 STONE FOR SEDIMENT
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SECTION 'SPILL' C & C
NOTES:
1. CURB AND GUTTER TO BE CONSTRUCTED IN 10 FOOT LENGTHS.
2. 1/2" EXPANSION JOINTS SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED
50 FEET, AT THE ENDS AND MID -POINT OF RETURNS, AND AT ANY POINT
WHERE THE NEW CURB AND GUTTER ABUTS OTHER CONCRETE STRUCTURES.
3. 5' LONG TRANSITIONS SHALL BE PROVIDED BETWEEN NORMAL GUTTER AND
'SPILL' GUTTER, UNLESS OTHERWISE NOTED ON THE PAVING PLANS.
4. 'SPILL' TYPE CURB AND GUTTER SHALL BE USED EVERYWERE IN PROJECT.
5. CURB AND GUTTER SHALL BE PLACED OVER CABC LAYER PER DETAIL.
A-13 L 2'- 6" 'SPILL' CONCRETE CURB AND GUTTER
NTS
BACK OF CURB
SCORE FULL WIDTH OF
CURB AND GUTTER
EDGE OF PAVEMENT
1 N
6" 2'-
TOP OF CURB
PRnFII F
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2'-640
2'-0" 6-40
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NTS
PLAN VIEW
NO. 4
PROPOSED SIDEWALK
(CONCRETE 3000 P.S.I.)
EXPANSION JOINT 0.02'/FT
CONTRACTION JOINT _ J
CURB AND GUTTER
TYPICAL SECTION
JOINT FILLER 1/4" SIDEWALK SURFACE
4" .1 /8' RADIUS',
1 /2„
EXPANSION JOINT
[C-'131 SIDEWALK ADJACENT CURB AND GUTTER
NTS
CONCRETE ISLAND (FOR PROBE)
D-13 TRENCH DRAIN
NTS
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 50 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. THE CONCRETE THICKNESS SHALL BE 6 INCHES AT LOCATIONS OF
DRIVEWAY CROSSINGS AND IN THE HANDICAP RAMPS.
J THOMAS
ENGINEERING,
INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
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Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
JRT
13 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019

TOP
PR(
FILTER FABRIC A
NCE CHANNEL WITH
\ND CLASS B RIP RAP
'LES
J I VIVO HI"fC VIV
TOP OF BERM
5
EL = SEE SCHEDULE
PROTECT WEIR WITH FILTER
WEIR EL -
FABRIC AND CLASS B RIP RAP
SEE SCHEDULE
FILTER FABRIC-
_
4" OR 6" PVC
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5',3'xi 8"
6" THICK STONE APRON
LENGTH Q TOP OF STORAGE
(SEE SCHEDULE)
SKIMMER
(SEE DETAIL B-14)
18"MIN
RETRIEVAL
ROPE
---------
10' x 10'
6" THICK ROCK PAD
FOR SKIMMER TO REST ON
w
w
0
75% OF BOTTOM LENGTH
50% OF BOTTOM LENGTH
25% OF BOTTOM LENGTH-
COIR FIBER BAFFLE
METAL POST, WOVEN WIRE
FABRIC BACKING AND COIR
TOP OF FIBER NETTING (TYP.)
STORAGE EL = SEE SCHEDULE
" 3' -1
i I-I1
BASIN BOTTOM EL = SEE SCHEDULE
BOTTOM LENGTH
(SEE SCHEDULE)
PERSPECTIVE VIEW
PERSPECTIVE VIEW
1.5
oFTwF
OST FN
NOTES:
LINE WEIR WITH
CLASS B RIP RAP
(1.5' THICK) 2
1.
NO SILT FENCE ALLOWED. POROUS BAFFLE LIKE JUTE REQUIRED.
TOP OF DAM
TOP OF BAFFLE SHOULD BE 6"
1=III=III=III=III=III=11- 1
HIGHER THAN THE BOTTOM OF
2.
DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
THE SPILLWAY
:III-11 _ -
II
3.
WOOD POSTS ARE NOT ACCEPTABLE
IIII _
FILTER FC
ABRIII=
DITCH AND BURY
-I'WEIR
FILTER FABRIC EDGE
4.
USE STAPLES V APART TO ATTACH FABRIC
-III-i
LENGTH
(MIN. 12" OF FABRIC)
O "HOG WIRE"
(SEE PLAN)
BOTTOM OF BAFFLE IN
6" X 6" TRENCH AND
5.
BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
WEIR SECTION
FILLED WITH SOIL AND
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR).
COMPACTED
LINE CHANNEL WITH
CLASS B RIP RAP
(1.5' THICK) 2
1
FILTER FABRIC ���11111=- —DITCH AND BURY
=III=1 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
NOTES:
1. SEE EROSION CONTROL PLAN FOR BASIN SCHEDULE. CONTRACTOR TO VERIFY
FINAL ELEVATIONS WITH ACTUAL FIELD CONDITIONS.
2. THE BERM AND KEY TRENCH SHALL BE CONSTRUCTED OUT OF GOOD CLAY FILL
MATERIAL, FREE OF WOODY VEGETATION, ROCKS, AND OTHER OBJECTIONABLE
MATERIAL, AND COMPACTED TO 98% OF MAXIMUM DRY DENSITY (8" LIFTS).
3. THE RISER, BARREL, DRAIN, AND TRASH RACK SHALL BE CONSTRUCTED OF
CORRUGATED ALUMINUM PIPE, ALUMINIZED STEEL, OR REINFORCED
CONCRETE. THE CONTRACTOR SHALL DESIGN THESE STRUCTURAL
COMPONENTS.
4. CONSTRUCT THE DAM HEIGHT 10% HIGHER THAN THE DESIGN HEIGHT TO
ALLOW FOR SETTLEMENT.
5. CONSTRUCT THE RISER / BARREL AT THE SAME TIME AS THE BERM
EMBANKMENT. CARE SHOULD BE TAKEN TO COMPACT WELL AROUND THE
BARREL PIPE.
6. ALL CONNECTIONS SHALL BE WATERTIGHT.
7. A PORTION OF THE RISER SHALL BE SET INSIDE THE CONCRETE ANCHOR WHEN
IT IS CAST (AT LEAST 1/2 THE ANCHOR THICKNESS). THE BOTTOM OF THE
RISER SHALL BE FILLED WITH CONCRETE TO THE BARREL INVERT LEVEL.
RIP RAP OUTLET PROTECTION
NCOT STD DWG 876.02
APPROACH
CHANNEL
2" PVC DRAIN
(NON -PERFORATED)
HOG WIRE ATTACHED
TO POSTS WITH LENGTHS
OF WIRE
COIR FIBER BAFFLE INSTALLATION
FA__174 TEMPORARY SKIMMER BASIN (BASIN 02)
NTS
ALL SIDES OF PIPE AND 2'v
BELOW BOTTOM OF PIPE
10,
TOP WIDTH
C/L
ANTI -VORTEX
PLATES
KEY TRENCH
(3' BELOW EX. GROUND, 5' WIDE AT BOTTOM)
C-14 TEMPORARY SEDIMENT BASIN (BASIN 0 I )
NTS
LEVEL PORTION CONTROL SECTION
I
i
_ FLOW WATER
SURFACE
BERM CONTROL SECTION
FREEBOARD (1' MIN)
BERM SPILLWAY INVERT ELEV / EXIT SECTOR
MIN 20/6 L = 15'
EMBANKMENT EMBANKMENT
EXTEND LINER V BELOW
22'
SPILLWAY INVERT S �
NOTE: 100'
NEITHER THE LOCATION NOR
ALIGNMENT OF THE CONTROL APPROACH PROFILE ALONG CENTERLINE
SECTION HAS TO COINCIDE CHANNEL
WITH THE CENTERLINE OF THE L = 3'
PLAN DAM.
EXPANDED SHEET
METAL MESH
EMERGENCY SPILLWAY (FOR SEDIMENT BASIFL-1-41
NTS
VALVE HANDLE FOR POND DRAIN
SKIMMER DEWATERING DEVICE
(SEE DETAIL B-14)
TOP RISER ELEV
TOP OF STORAGE ELEV
BASIN BOTTOM / BARREL INV. ELEV
OVEREXCAVATED 1' FOR �SEDIMENT STORAGE
— — — — — — — — — —
ATTACH SKIMMER TO POND DRAIN
4" DIA. POND DRAIN WITH VALVE
5' x 5' x 1' THICK CONCRETE ANCHOR
4
RIP RAP LINED 1
WEIR LENGTH (SEE SCHEDULE) _ I RIP RAP OUTLET PROTECTION
NCDOT CLASS 'B' RIP RAP
CROSS SECTION AT CONTROL SECTION
ROCK LINED
ENTRANCE CHANNEL
(PROTECT WITH CLASS B RIP RAP
UNDERLAIN WITH FILTER FABRIC)
PVC END CAP
F
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pvr Fi Rn%Ai
END CAP
>IN
IE
"C" ENCLOSURE
\TER ENTRY UNIT
PVC VENT PIPE
*HED PIPE
PLANA.)
SCHEDULE 40 PVC PIPEE PLATE
(SEE PLAN FOR DIA.)N FOR DIA.)
FLEXIBLE HOSE
END VIEW
FRONT VIEW
6-14 SKIMMER DEWATERING DEVICE
NTS
75% LENGTH
50% LENGTH
25% LENGTH
4•
[BAFFLES WITH METAL POST, @F2 tilyx
WOVEN WIRE FABRIC BACKING AOSTSF,y
AND COIR FIBER NETTING (TYP.)
TOP OF -=III-III 7
STORAGE
I �-
BOTTOM OF BAFFLE IN
6" X 6" TRENCH AND
FILLED WITH SOIL AND
PERSPECTIVE VIEW COMPACTED
NOTES:
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF
THE SPILLWAY
HOG WIRE ATTACHED
1. NO SILT FENCE ALLOWED. POROUS BAFFLE LIKE JUTE REQUIRED. TO POSTS WITH LENGTHS
OF WIRE
2. DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
3. WOOD POSTS ARE NOT ACCEPTABLE BAFFLE INSTALLATION
4. USE STAPLES V APART TO ATTACH FABRIC
0 "HOG WIRE"
5. BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR).
D-14 BAFFLE (IN SEDIMENT BASIN)
NTS
i
-77
W
M
3 �0
3:1
(TYP)
A
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.
TRUCKS UNLOAD
FROM HERE 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
PLASTIC LINER
F-14 TEMPORARY CONCRETE WASHOUT AREA
NTS
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW
ONLY
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
JRT
14 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
09 MAY 2019

GROUND STABILIZATION 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 being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction,
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
if slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 5O' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
10 days for Falls Lake Watershed
-7 days for perimeter dikes, s-ales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
round stabilization shall be converted to permanent round stabilization as soon as
g p l;
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
. T emporary grass seed covered with straw or
other mulches and tackifiers
A Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
Permanent Stabilization
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
reinforcement matting
• Hydroseeding
• Shrubs or other permanent plantings covered
with mulch
Uniform and evenl distributed ground cover
Y 6+
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
1, Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC ❑WR List of Approved PAMS/Floccufants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures,
3. Apply flocculants at the concentrations specified in the NCDWR List of Approved
PAMS/Flocculonrs and in accordance with the manufacturer's instructions.
4, Provide ponding area for containment of treated Stormwater before discharging
offsite.
S. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identifyleaks and repair as soon as feasible or remove leaking equipment from the
P � g
Project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to 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
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands,
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area,
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
1, Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2, Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3, Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit,
EARTHEN STOCKPILE MANAGEMENT
1 Show stockpile locations on plans. Locate earthen -material stockpile arear at le
ast
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with slit fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point 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 techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
«-.
` °
��``' t y NORTH CA NA
1� Environmental Quality
NCG01 GROUND STABILIZATION AND MATERIALS HANDLING I EFFECTIVE: 04/01/19
ONSIT€ CONCRETE WASIWT
STRUCTURE WITH LINER
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+ I°lfl4c_ - .n..W.
n" MAY fl' °� -
afi_ml GRAI& L6FJT S�T1111111,12E AWVr CWh%4WIT
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3, Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
tot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6, Locate washouts at [east 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
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
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
% Remove leavings from the washout when at approximately 75%capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout,
HERBICIDES, PESTICIDESAND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface Ovater. If a spill occurs, clean area immediately.
4, Do not stockpile these materials ons)te.
a
i - rit v 1. Clear - and sin he area under the cmbanidncn. of all vegetation and
Construction � �� P g
coot mat. Remove all surface soil containin iti h arnowrts of tic matter
Specifications g g or$att
and stockpile or dis m of it properly. Haul all ob'ecxiorrable material to the
kP Po ProFM Y
t
dexiill p P aahal dis ptasal area. Place tern orary sedinn:ut control nreasurGs below
basin as needed
2. Ewt¢c lira[ fill material fs the cmbanktnent is free of rods, woody
ve taticah r amc n.altra aril d uh'er.-1 .hl. onatenal. plea-. ire lilt in
, i
liit$tuH tot CXOWd 9 iuche5, Mid maahnnc. curupuet it over fill the ernbankrutit
6 inches to allow for settlement
3. Shapethe bmiu to the specified dunensions. Prevent Ilse skinmrii device
p g
from settling into the mud by excavating a slmlktw pit carder die skiinmer or
P
rovidb.g a low support under die skinnieror ofstone tbiber.
4. Place the barrel (typically flinch Schedule 40 PVC pipe) on a finrt,. smooth
foundal ,n of hmpr. vac irw.anil. Do nun use ota nhal- col arc], es aeohe
Fwr
t
ravel or crttdoed stone as backilli arvmd the i Place the fill material
8 pips,
amutd the pipe spillway in 4-inch layers and compact it under and orotmd
tho pipe to w Icast the same density as the a4iacem embankment Care must
be Laken rrol to raise the pipe ftoin the fimr contact widt its fowidadon when
,mup ping uudtT the pi hounder..
Placea mairnuar depth of 2. feet of compacted backfill ovrer the pipe siillw•ay
befure crossing it with tals1=6e1). equipntent In au wive should the pipe
conduit be iistaded by cutting a trench through Ux dam after the embankment
its cnrnpler..
5. Assemble the skimmer following the mamufmcuuces instructions, or as
designed.
6. Lay if.. iw�s ..thlul skinunm on the Iwteorn of tlx bias in will. Lire. tlexibi,
joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe
and position the sk hm nor over the excavated pit or support. Be sut+e to attach
a rope to the skimmer and anchor it to the side ofthe basin. This will be used
to pul[ dha skim.... to d.-,,id. Psi ... intv.nn-
7. Eanism spillways -postal] die spil.hvay in wdLm rl l soil to the greatest
extent pc ssihie. fie achievement of planned. diva ious, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. Tlx: spillway should be liuet with lammialad plastic or
impermeable geotexlile fabric The fabric must be wide and long enough to
covv-r dic bwnom turd silks and extend onto die top of the damn for amclwring
in a tree h Tht edprs may Inc secured with 8-bich stapl s or puts. Tat fabric
Hooch 1-lit ­1111gh t st..l It- [I.. .111P..I -it auto Itch].grirunl.
T]m wilt, cif the rihric .mist be muic pits.. not i.nncd Hr xphc tl, cAhmmise
water cm gel tuukr 11w fabric. If the laaiglh of Ilex fabric tv insuf it Gieat for the
Cmirc I It of ire spillway, multiple &actions, spanning the compl'eie width,
may be toed 'Itne upper sectton(s) should overlap (be lower secuorX so
that waw cannot Am, under the fabdc. Secure the upper odge and sicks
of die fabric in a Ircach with staples or I. (Adapted frwu "A Nianunl for
Designing, Installing and Maintaining Skitnmcr Sediment Basins." Pcbruary,
199% J. w, Fairc&htt & Sena),
8. Ink;L:-f)iscluuy'e; w4lcri.no tl.. harm in u rnruarcrto Pn. xnl-.i.l.. tire;
temporary slope drains or diversinns with outlet protecrion to divert sediment-
laden water W the upper end of the pool area to improve basin trap efficiency
(Refemtces! Rurp(1'Gawm1 Ak,., trres and Clsidel P)vrecdm)_
rut. 61t6
9. Erasion coatml--Conshact the structure so that the disturbed area is
minimi7,cd. Dncrt swfttce water away from here areas. Compete the
embankment belfare tlx area is seared. Stabilim the emergrricy spillway
embankment and all other disturbed areas above the crestof the principal
spillway bnmediarcly after construction (Refcreno s; Swf7ce.SraN1iwfiou).
10. Install porous baffles as sp,xified is Practice. 6.65, Pmuct Baffles.
11. After all the sediment -producing areas have beenpermumently stabilized,
remove the structure and all ire unstable stduuent. Snwoti the area to
hbcricl wilh Arc adjoining anrx and stahilvc properly (Rcfcrctivw Sngr •r
,S1abdiaarwn).
Maintenance Inspca-t skimmer sctimwnt hasius at ]cast wedcly aril afi,r meth sagpihva 1
(one-half inch or greater) rainfall event and repair immediately. Remove
sediment and reslorc the basin to its onigiral dimensions .ben seditnenl
woumulat&s to one-half the height of the first baffle. Pull tiro skimmer m
one side so dot the sediment widen a nth it can be excavated. £•aacawle the
sediment from the entire basin, not just around the skirnmor or the firm cell.
Ntake sure vegetation growing in tie bottom of the basin does rot hold down
die skintrer.
Repair the baffles if they Oro dmiapd- Re-atchor die bafles if water is
flowing widemeadh or around them.
If tie skinmier is clogged with trash anal fhert is water in dte basin, awially
jerking to dte rope will make the skbumeir bob up and do.n and dislodge
ire debris and restore flow. if dais dries rxrt weak, poll die skinnier over to
die sick of the basin aad remove tho debris. Also check the orilice iis'dc the
skimmer to see if it is ckhgged; ifso remove tie debris.
If the skims a rani ors baml pipe i, ch egged, tin: enlist scan l.- mcmoved aril
the obstruction cleared with a pluuber's snake or by Ruuhnig with water. Bc
stue alai replace the arilic. hc1m. repositimiiing ire skkrmrer.
Check the fabric lined spillway For damage and make soy required repairs
with fabric that spurs the frill width of the spillway. Check the enibaukincnl,
spilhvays, and owlet for erosion damage, and itisped the etubank cent for
piping and sehlement Nfakc all necessary repairs immediately. Remove all
[cosh aria other debris from the skimmer and pail arras.
Freezing weather care mull in ice forming in the basin. Some spmial
pnc utiens should be tulmn it the wmtcr to pavcmt the skinuncr ficnn
plugging with ice.
6.64M
SKIMMER BASINS
Construction 1. tirade ire basin so that the bottom is level front to back and side to site.
2, install posts or saw horses across the width ofthe swiimenl tin tice
Specification P P t?'rac
6.625rviinruri Fence),
3, Stab should be driven m a. & of 24 inches . seed a maximma
posts l� . sP
of 4 feet all aril imtal&rd u ire sidca .fda:1 a bi m well. T. to of tire.
P P
fabric should be 6 inches higher than the inircrr ofthe spillway; Tops ofbaAics
should be 2 iwls� tow," than tlw top of Ibe terms.
4. l at 1- st th l cows of rxiRl •s h the urn t said outl t dL I Install u+. rue u ctwcm c e sc
point llasins less than 20 fort in length may use 2 Kamm-
3, Wbett us add a support wire ox across the to of the measure
mg �P
to m,writ sagging.
P gg $
A 6. Via musmatenal like'ule backrd b coir mains] over a sawhorse er
P Op , ! y
the top wire. Hammer rebar into the saw4narse legs far anchorbig. The fabric
should have five to ten percent openings in die weav& Attach fabric to a rope
antl a support struct n, with zip tics, wire, or stnplus.
7. The bottom and sides ofthc fabric should be anchored in a treuch a pinned
widi 8-vicli emsiath control matting staples.
Ill D. rxn sph" the fabric, but xw a c.rflim[al.: pimv acr s din basin.
Ins ct bafles at Ieasl once a week will after each rainfall. , lake an required
Make
Maintenance Pe y
repairs innnediately.
Re sum Lo maintainaccess to t e baffles. Slxould die fabric ofa baffle collapse,
tear, decompose, or become frtcf ieci , replace it promptly.
Retrieve sediment deposits when it reaches half full to pHw ide adequate
storage voluac for the nerd mat and to reduce pressure on the baffles. Take
uwrn to avoid dL tagi.g the baffles darting clearwut. Sedimerht dapdi should
never exceed half the deslgued storage depth.
After the corutbuting drainage array has been properly stabilized, remove all
baffle materials and unstable se"rem deposits, bring (he area to gmde, atit
nabi liza iu
References s-d6neidts.N-daat­
6-60 Temytorary Se&wv Tiuy
0.61 Sec&rrtenl Basins
6.62Ser&aar1Fac .
6.63 Rani 1)amr
6,648ki..- Se&nw_nl Dwin
HeLaughlin, Richard "SvdFacv: Ba0i 10 finirmw,Sedw,w Bash.," N.
C Scare UnlversflyCmperwNe Errennon Service Fact Sheet.lGW-439-59,
2005.
54i7 , Brfan. Cln, ofHlgh PoinfEt wn cvuhvisp"yicarions.
Th. min, C. S., J Cufarw-, mtdR. A. bfeLoughlrn. 2004- Hyr3nodyrmmic
ress smmw of,•atiaar tyl afba,(]ies in a strd+Wn1,*1evian Pond
PauacirN ofthaASAE.fbl.47(3).•741.7dp.
6.65.5
TEMPORARY BAFFLES
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers undercover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
Construction Condrucfion
w' h .
Even if n tl deli d if not properly installed, RiCT s ill roha.l
Specifications r' '� y s1C P "� y `� P y
not function as desired. Proper installation is im ratrre Ewen if rb'
� Rd I>roPe .
install if not o r timed and noun ve tation wi11 probably not
dot, shed,
Pr Pe h Fie Pr ,
o avdesnred Pit vend a tatwn selattdn is also tin ..raft e
gr trey gC pe
Gradc the surface of installation areas so that the ground is smooth and loosc.
AA hen seeding prior to installation, follow the steps for seed bat preparation,
soil amendmentx and seeding m Surface Stabilizabon, 6. L All gullies, rills,
and an other disturbed areas must be fine dial ' to installation. Spread
Y � �° Pre
seed befare RECP installation. (Important: Remove all large rooks, dirt clods,
stumps,root grass slum trash and other obstructions from the soil surface
s. Fa f�
to allow for direct Cori Between the soil svrfmc and ills RECP)
Terminal anchor trantdtes we required at RECP ends and intermittent tenches
must he constructed across channels of 25-foot intervals.. Tennimil anchor
trenches should be a minimum o 12 inches in depth and 6 inches in width f ddpt h ,
while intermittent trenches creed be only 6 inches deep and 6 irtclws wide.
Imiallation fur Slopes- Place the III 2-3 feetawcr the top of the slope
aril tau an excav sled end trench measuring approximately 12 inches deep
by 6 inches wide. Pin the Iat I foot intervals along the bottom of the
lronch, backfill], and compact. Unroll the RECP down (or along) the slope
maintaining direct contact between the soil and the I Overlap adjacent
rolls a minimum of 3 inches. Pin the RECP to the ground using staples or
pins in a 3 foot center -to -center patem Less frequent staplinglpirming. is
aceeputble on moderate slopes.
ncv. 6 V6
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
are Self -inspections required during normal business hours in accordance with the table
P q g
below. When adverse weather or
site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement
of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect (d urn rig normal
Inspection records must Include:
buslisess,outx
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily min gauge observations are made during weekend or
good working
holiday periods, and no mdividualday rainfall information is
order
available, record the cumulative rain measurement for those un-
'nended days (art[ this will determine If a $ite inspection is
Ieededl. Days m which no rainfall occurred shall be recorded as
-Zero.' Till permit" may use another rain -monitoring device
ap roved b the Division.
(2) E&SC
At least once per
1, Identification ofthe measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
andwithin 24
3, Name of the person performin g the inspection,
hours of a rain
4" Indication of whetherthe measures were operating
event? 1.0 inch in
property,
24 hours
5. Description of maintenance needs for the measure,
fit. Doscri tion, ovidonce, antl date. of corrective actions taken.
(3) Stormwater
At least once per
1. Idcmthcmton of the dischergc outfalls Inspected,
discharge
7calendar days
2. Date and time of the inspection,
outfalls [Boast
and within 24
3. Name of the person performin g the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as 00
evemcg 1.0 Inch In
sheen, floatingor suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Desert ption, evidence, and date of corrective actions taken,
(4) Perimeter of
At Mast on cc per
Nvisible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
h ors oa ram t
0
the ithorns.
ere
event> 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. Anexplanation as to the actions taken to control future
releases.
(5) streams or
At least once per I
If the stream or wetland has increased visible sedimentation or a
wetlandsonsbte
7 calendar days
stream hasvisiileinereasedturbidity from, theconstruction
or otfsite
andwithin 24
activity, then a record of the following shall Abe made:
(where
hours of a rain
L Descrl ptbe n, evldc rice and date of corrective actions taken- and
accessible)
event? 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional office per Part ill, section C, rem (2)(a) of this permit
of this permit.
(6) Ground After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization of grading
measures, clearing and grubbing, installation of stone
measures
drainage facilities, wmpletier of all land -disturbing
activity, construction or redevelopment, permanent
ground covert.
2. Documentation that the required ground stabilization
measures have beer ovideci within the requited
W q
timeframe or an assurance that they will be provided as
_.soon ay possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
t "3 �''} NORTH CAROLINA
a�f' Environmental Quality
.r -
fnslallatiors in Chanrurls- Kua ate icrmrna! lrenclu:s (1 _ tnch+as deep oral 6
inchesn'ide) across the channel at the tipper and lower end ofthe lined channel
sections. At _S-Cool intervals along the channel anchor the RECP across the
charnel either in 6 inch 6 inch trenches or by msstalli Iwo closet
by na y spaced
roux of anchors Excavate l tttd nag trenches 6 riches die and outdo alon
R
channel es above water line in which to the outside RECP edges.
�g b r � d&es.
Platt the Fist RE _r Pat the dowrnsticam end of the chamicl Place the slat of
the first RE .P in the terminal trench and in it at 1 foot intervals al the
p `�
bmtom of the trench.
Notes The RECP should be placed upside down in the trench with the roll on
the downstream side of the benoh,
Once finned and backfi)led the RfiCP is sin I od its
P poi b Y wry i PP rig c,va' t
to of the trench and unrolli u stream. if the channel is wider than the
P � P
provided rolls, pine aids of adjacent rolls in the terminal bench, overlapping
the ,Awonl rolls a minimum of 3 inches Pin at i foot intCTMIs. badtli11. avid
coin ct. Unroll the RECP in the am direction until reaching the first
Fro upstream rig
intermittent trench. Pold the RECP back over ilsetC Pori rig inom the roll on
She do.nisircam side of ills trench, and all[ wing die mat it conform to the
trench.
Then On the RECP (two layers) to the bottom of the trench, backfill, and
compact. Continue up the channel (wrapping over the lop of the imermittent
trench) repeating this step.. at odor intermittent trenches, until reaching the
upper lean ina I trench.
At the upper terminal trench allow the RECP to conform to the trench,
PPc � h,
secure with pins or staples, backfill, compact and then bring the mat back
over the top of the trench and onto the existing mat (2 to 3 feet merlap in the
downstream djreclionj, and pin at I foot intervals across the RECP. When
starting installation ofa new roll, begin in a trench or shingle -lap ends of ri
a minimum of 1 foot with upstream RECP on top to prevent uplifting Place
the omsidd edges of the RL•'CP(s) in longitudinal trencius. pin, backfill, alai
Cornpxra
Anchoring 13tvices-I I gauge, at least 6 inches length by 1 inch width staples
or 12 inch m intm wn lcrry*th wooden stakes are racomm etrded for anchoring the
RECP to the ground.
Drive staples or pins so that the top of the staple or pin is flush with the ground
s Iaoc. Anchor each RECP every 3 f6vt along its center. Longitudinal
overlaps must be sufficient to accommodate a row of anchors and uniform
along the entire length of overbil and anchored every 3 feet along the overlap
length. Roll crxls may be spliced by ervcrlapping. I Coot (in the direction of
water ll with the upsucanvupslope mat placed on top of the dow'nsucam,'
ECP. This overlap should be anchored m 1 foot spacing across cl w lope R
the RECR when installing multiplc width mats heal seamed in the factory; all
factory slams and field overlaps should be similarly antlered.
6.17.9
PART I I I
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
hani Document Documentation Requirements
[a) Each E&SC Measure has been installed Initial and date each E&SC Measure on a copy
and does not slgnificantlydevlate from the ofthe approved E&SC Plan or complete, date
locations, dimensions and relative elevations and sign an inspection report that lists each
shown on the approved E&5C Plan. E&SC Measure shown on the approved E&SC
Plan. This documentation is required upon the
initial installation of the E&SC Measures or if
the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been completed. Initial and date a copy of the approved I
Plan or complete, date and sign an inspection
report to indicate completion ofthe
construction phase.
(c) Ground cover is located and installed Initial and date a copy of tie approved II
In accordance with the approved E&SC Plan or complete, date and sign an inspection
Plan. report to indicate compliaice with approved
ground cover specifications.
(d) The maintenance and repair Complete, dale and sign a inspection report.
requirements for all E&SC Measures
have been performed.
le) Corrective actions have been taken Initial and date a copy of tie approved E&SC
to E&SC Measures. Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action-
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make this
requirement 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
the required observations on the Inspection Record Form provided by the Division or
a similar inspection form that includes all the requiredelements.Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -co records.
P q Y hard -copy
c All data used to complete the Notice of Intent and older inspection records shall be
() P P
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.411
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C. REPORTING
1. Occurrences that must be reported
Perrrtrees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Cil spills if:
i They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-C368 or [phone].
Occurrence ReportingTlmeframes (After Discovery) and Other Requirements
a visible sediment
4 . Within 74 hours an oral all electronic notification.
(1 I
deposition in a
. Within 7 rolendor days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the IoL nittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure conpliance
with the federal or state impaired watarsconditibons.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(bl-(q above
(c) Anticipated
• A report of feast ten days before the date of the bypass, lfpossible.
bypasses 140 CFR
The report shall include an evaluation of the anticipated quality and
122.41(3
1(rn}1
effect of the bypass,
(d) unanticipated
Within 24 hours, an oral or electronic notification.
asses[40 CFR
bypasses
Within 7cuferrdardays a report that includes an evaluation of the
122.41(m)(3)]
quality and effect ofthe bypass.
(a) Noncompliance
• Within 24 hours, an oral ar electronic notification.
with th a conch ti on s
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
Including exact dates and times, and if the noncompliance has not
health orthe
been corrected, the anticipated time noncompliance is expectedto
emrirenraent[40
continue, and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance, [40 CFR 122.41(l)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING
Fgll IL17d Temporary Channel Unam Washington State Department of Ecdlogy
overt ft' min.
_1
Overdrt channel 2'to alto
duringseedbed ation
R
roper
F
6"
f
Intermittent check slot
51ringle-Icq spliced ends or begin new
roll in on irite rnittem check slot
Prepwi
instal li
tempi
Excavate dnmuwl to design
grade and crass -section
i
I n depth
M
9 �P J►
1.6wjitudinal
anchor french
Typical Irntallation4� ,
with erosion control
blankets all turf
reinfcrcemem mots
Longitudinal anchor trench
NOTES:
L Design velodties exceeding 2 fusee require temporary blankets, mats or similar liners to protect
seed and soi I until vegetation becomes established.
2. Gross -lined channels with design velocities exceeding 6 ftlsec should include turf reinforcement
mots
Il l +.ill
Rev. 696
Figure &17e Channel Installation and Slope Installation; Washington State Eodogy Department
Lon9ltudnal anchor chor
Terminab slo
pe e and
¢tdamel anchor trench
Stake art 3'-5'
intervals
r . ;Iilif y l
r+
Initial dronnel M P Trnermittem
anchor trench check slot
NOIll
L Check sIors to be oonstructed per manufocturers specillons,
2. Staking all Stapling layout per manufacturers specifications..
Slope surface shall be smooth before
If there is a berm of the top of
placement for proper sail caerl
slope, anchor upsiape of the berm,
Ntin. 2"
Stapling pm°rern as overlap
�`�� � Anchor in 6"x6'Mn Trench.
per nxr mufachers _ +
and stopk at 12' intervals.
recommeride horn. +
} On 6" overlap.
Staple overlaps
mox. 5" sped rig.
0a rat stretch blanketslmotti tight -allow
n9 ti gh►'
firing mocrerial down to a level area,
turn the end under 4' and staple at 12'
th a rot is to conform to ory it regularbti es.
inRervals-
For slopes less than 3KIv, rolls
Lime, fertilize, and seed before Installation Plarrhing
may be placed in horiiorttal stops.
of shrubs, trees, etc should occur after installation
6W &17.11
ROLLED EROSION CONTROL PRODUCTS (R.E.C.P.)
EFFECTIVE: 04/01 / 19
Inspect Rolled Erosion Control Products at least weekly and after each
Maintenance 1.
significant (10. inch or greater) rein fall event repair immediately.
1, Good contact with die ground must be maintainer, and erosion must not
occur beneath the Rfi('r.
3. Any areas of the RECP that are damaged or not in close contact with the
ound shall be r ired and stapled.
sr � led. P
4. rs n if ere teas occurs due ui cxxl � controlled drainage. the problem shall be
P } g
fixed and the eroded area R rotecled.
S Monilm and repair the RECP as necessary until ground cover is
cslablished.
v.
S toe C. Joel. Tltf' Environmental], Inc.��irea'n IttCC
References
Drag �g �8, Design
prirwiplos and applicalicns using rolled erosion control produce:"
Storm Water himMerri Manual for Western Washington. Wwhibgtan State
Department of Ecology, Water Quality Prog
ram
-�;iv - hv! 'v
t fi
htl . v wwvti; tort a rr cows stormwal�r�tmlc�..html
P y 8 r� q
Erosion Control Tochnology Council, hop ,wwwv.ectc.oM
R++, WV
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
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW ONLY
Scale:
Drawn
by:
NTS
JRT
Sheet:
Designed
by:
JRT
15 15
Reviewed by:
JRT
of
Date:
Project Number:
18-010
09 MAY 2019
0)
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