SW6191205_2020.01.08 Plans to DEQ SWM - Signed_1/9/2020

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FORT BRAGG
VICINITY MAP
CONTRACTOR PARKING
CONTRACTOR PARKING SHALL BE LIMITED TO THE CONSTRUCTION
SITE. ONLY PROPERLY IDENTIFIED COMPANY OWNED VEHICLES
WILL BE ALLOWED ON THE CONSTRUCTION SITE. ALL PERSONAL
AND PRIVATELY OWNED VEHICLES MUST PARK IN THE DESIGNATED
AREA LOCATED AT THE INTERSECTION OF MANCHESTER ROAD AND
CONNECTICUT ROAD. AT THE END OF THE CONSTRUCTION, THE
PARKING AREA FOR PRIVATELY OWNED VEHICLES MUST BE
RESTORED TO ORIGINAL CONDITION.
NORTH CAROLI NA
HOKE COUNTY
PROJECT SITE
CUMBERLAND
COUNTY
FORT BRAGG
GRAPHIC SCALE
CANTONMENT AREA
LANDFILL DISPOSAL REQUIREMENTS SOLID WASTE AND RECYCLING REQUIREMENTS ACP HOURS OF OPERATION
THE CONTRACTOR IS REQUIRED TO REMOVE ALL WASTE FROM THE SITE, AND IS RESPONSIBLE FOR DISPOSAL
1.
THE FORT BRAGG LAMONT CONSTRUCTION AND DEMOLITION (C&D) LANDFILL IS
AND OBTAINING ALL REQUIRED DISPOSAL PERMITS. THE WASTE DISPOSAL AREAS AT FORT BRAGG, TO INCLUDE
CLOSED AND WILL NOT BE ACCEPTING ANY C&D WASTE AND ASBESTOS WASTE.
7.
DRILLING MUDS
DEMOLITION LANDFILL SHOWN ON THIS SHEET, ARE CURRENTLY CLOSED AND UNABLE TO TAKE ANY CONTRACTOR
TO MANAGE DRILLING MUDS OFFSITE THAT CONTAIN ANYTHING OTHER THAN
WASTE. EXCESS BORROW MATERIAL MUST BE PROPERLY DISPOSED OF OFF -POST. REFER TO SPECIFICATION
2.
THE MUNICIPAL SOLID WASTE (MSW) TRANSFER STATION AT THE LAMONT
BENTONITE AND WATER, THEY MUST BE SAMPLED FOR APPENDIX I VOCS AND
SECTIONS 01 74 19.37 CONSTRUCTION AND WASTE MANAGEMENT AND 02 41 00 DEMOLITION FOR FURTHER
LANDFILL FACILITY IS CLOSED AND WILL NOT EXCEPT MSW AT THE FACILITY.
METALS USING THE SW-846 TEST METHOD 1311
INFORMATION.
ONCE DETERMINED TO BE NON -HAZARDOUS IN NATURE USING THE TESTING METHOD
3.
ALL CONTRACTORS SHALL USE A STATE CERTIFIED C&D LANDFILL OR SUB TITLE
ABOVE, THE MATERIAL MUST BE DEWATERED TO A POINT THAT IT WOULD PASS THE EPA
"D"
D LANDFILL OFF FORT BRAGG FOR THE DISPOSAL OF C&D WASTE, ASBESTOS
PAINT FILTER TEST (METHOD 9095) BEFORE IT CAN BE ACCEPTED AT A PERMITTED
SECURITY POLICIES AND PROCEDURES
WASTE AND MSW.
CONSTRUCTION AND DEMOLITION (C&D) OR MUNICIPAL SOLID WASTE (MSW) LANDFILL
AT NO TIME SHOULD DRILLING MUDS BE HAULED TO LAND CLEARING AND INERT DEBRIS
A. CONTRACTOR SHALL FOLLOW ATF SECURITY REQUIREMENTS AT ALL TIMES REFER TO SPECIFICATION
4.
THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN DATA OF ALL WASTE DISPOSED
(LCID) LANDFILLS OR BE STORED/STAGED, AND/OR PLACED AS FILL ON OTHER
PROPERTIES (NOT IDENTIFIED ABOVE) WITHOUT FURTHER CONSULTING THE SOLID
SECTION 01 00 60 FOR ADDITIONAL INFORMATION.
( C&D AND MS AND ALL MATERIALS RECYCLED OFF FORT BRAGG. THE
WASTE SECTION AS ADDITIONAL RESTRICTIONS SHALL APPLY.
DEPARTMENT OF THE ARMY (DA) AND THE NORTH CAROLINA DEPARTMENT OF
B. CONTRACTOR WILL BE GIVEN FULL ACCESS TO THE PROJECT SITE AS SHOWN ON THE PLANS, HOWEVER
ENVIRONMENTAL QUALITY (NC DEQ) REQUIRES MONTHLY AND ANNUAL REPORTING
8.
PALLETS
PERIODS MAY BE ENCOUNTERED WHEN NO CONTRACTOR OR SUBCONTRACTOR PERSONNEL WILL BE
OF ALL MATERIALS (WASTE AND RECYCLABLES) MANAGED BY FORT BRAGG. THE
- SERVICEABLE AND NON -SERVICEABLE PALLETS
ALLOWED ON THE CONSTRUCTION SITE. WORK STOPPAGES DUE TO THOSE EVENTS WILL BE HELD TO AN
FORT BRAGG ENVIRONMENTAL COMPLIANCE BRANCH, SOLID WASTE/RECYCLING
ABSOLUTE MINIMUM AND THE CONTRACTOR WILL BE GIVEN AS MUCH ADVANCED NOTICE AS POSSIBLE.
OFFICE IS RESPONSIBLE FOR COMPILING DATA INTO MONTHLY DIRECTORATE
9.
SCRAP STEEL
NOTICE OF WORK STOPPAGE AND RESUMPTION WILL BE RELAYED THROUGH THE ATF ENGINEERING TO
REPORTS TO BE CONSOLIDATED INTO REPORTS FOR THE DA AND THE NC DEQ. A
NO ITEMS REQUIRING DEMILITARIZED ACCEPTED
THE COR WHO WILL COMMUNICATE THIS INFORMATION TO THE CONTRACTOR, SUCH WORK STOPPAGE WILL
PROVIDED FORM FROM THE SOLID WASTE/RECYCLING OFFICE OR A CONTRACTOR
NO ITEMS WITH LIQUIDS IN THEM
NOT BE THE BASIS FOR A CLAIM AGAINST THE GOVERNMENT. THE GOVERNMENT HAS THE RIGHT TO
FORM SHALL BE FILLED OUT WITH THE TYPE OF WASTE OR RECYCLED MATERIAL,
INSTRUCT THE CONTRACTOR TO EVACUATE THE SITE WITHOUT ANY PRIOR NOTIFICATION AT ANY TIME AND
THE WEIGHT OF THE WASTE/MATERIAL (TONS OR POUNDS) AND THE CERTIFIED
10.
SCRAP ALUMINUM
MAY REFUSE ENTRY OF ANY OR ALL CONTRACTOR PERSONNEL.
FACILITY THE WASTE OR RECYCLABLES WERE DELIVERED. THIS INFORMATION IS
NO ITEMS REQUIRING DEMILITARIZED ACCEPTED
REQUIRED TO BE SENT TO THE FORT BRAGG SOLID WASTE/RECYCLING OFFICE BY
NO ITEMS WITH LIQUIDS IN THEM
C. THE CONTRACTORS PERSONNEL MUST WEAR IDENTIFICATION IN ACCORDANCE WITH ATF SECURITY
THE SECOND FRIDAY OF EACH MONTH. EMAIL TO JEFF SLOOP AT
POLICIES AT ALL TIMES.
JEFFERY.W.SLOOP. [e-mail] OR FAX TO [phone], ATTN: SOLID WASTE
11.
CARDBOARD TO BE RECYCLED
OFFICE.
A 40 YARD DUMPSTER IS AVAILABLE FOR CARDBOARD
D. ACCESS TO THE PROJECT AREA IS LIMITED TO NORMAL WORK HOURS (0730 TO 1600) UNLESS SPECIFICALLY
ALSO CARDBOARD CAN BE TAKEN TO THE FORT BRAGG RECYCLING
APPROVED BY THE CONTRACTING OFFICER FOR SPECIFIED PERIODS OF TIME OUTSIDE OF NORMAL
5.
THE LAMONT LANDFILL FACILITY RECYCLING AREA WILL ACCEPT RECYCLABLES
CENTER AT BLDG 3-1240, BUTNER AND REILLY ROAD
WORKING HOURS, EXCLUDES FEDERAL HOLIDAYS.
ITEMS.
- SHALL BE CLEAN OF TRASH, PLASTICS, STYROFOAM, WOOD, METAL, ETC.
CONCRETE, BRICK, AND BLOCK
E. IT IS A CRIME UNDER 18 USC 795 TO PHOTOGRAPH DEFENSE INSTALLATIONS WITHOUT FIRST OBTAINING
SHALL BE TESTED AND FREE OF ASBESTOS AND LEAD BASED PAINT TO BE
12.
CONTACT YOUR GOVERNMENT REPRESENTATIVE OR THE SOLID
THE PERMISSION OF THE COMMANDING OFFICER OF THE MILITARY INSTALLATION. IT IS ALSO A CRIME
RECYCLED
WASTE/RECYCLING PROGRAM AT 977-2502, 396-3372 OR 432-6412 FOR ADDITIONAL
UNDER 18 USC 797 TO REPRODUCE, PUBLISH SELL OR GIVE AWAY ANY PHOTOGRAPH PICTURE OR GRAPHIC
SHALL BE NO LARGER THAN 2' BY 2' PIECES OR EQUIVALENT
GUIDANCE.
REPRESENTATION OF A DEFENSE INSTALLATION WITHOUT FIRST OBTAINING THE PERMISSION OF THE
SHALL HAVE MINIMAL AMOUNT OF DIRT IN LOAD
COMMANDING OFFICER OF THE MILITARY INSTALLATION AND ATF.
SHALL HAVE MINIMAL AMOUNT OF ASPHALT
13.
STATE LAW AND FORT BRAGG REGULATIONS REQUIRES COVERING OF LOADS OF
SHALL HAVE NO REBAR PROTRUDING OUT OF THE CONCRETE
WASTE OR RECYCLABLES TO PREVENT LITTER.
F. FT. BRAGG AND ATF ARE DESIGNATED AS RESTRICTED AREAS, IMAGERY SURVEILLANCE PHOTOGRAPHY
AND VIDEO RECORDING ARE PROHIBITED WITHOUT INSTALLATION COMMANDER'S AND ATF CONSENT.
6.
TREES, LIMBS AND STUMPS
14.
ALL WASTE OR RECYCLABLE MATERIAL LOADS ARE SUBJECT TO BE INSPECTED OF
SHALL BE CUT TO 6 FEET OR LESS IN LENGTH
THEIR CONTENTS WHILE BEING PRESENT ON FORT BRAGG.
G. THE INTRODUCTION OF WEAPONS, AMMUNITION, EXPLOSIVES OR OTHER PROHIBITED ITEMS AND
IF THE TREE HAS A LARGE DIAMETER (EXAMPLE 3 FT. DIA.) IT SHALL BE CUT
PHOTOGRAPHY OF THE FACILITIES IS PROHIBITED WITHOUT SPECIFIC AUTHORIZATION FROM THE ATF
TO LENGTHS OF 3 FEET OR LESS
15.
NOTE: ALL RECYCLABLE MATERIALS GENERATED FROM A CONSTRUCTION OR
COMMANDER AND FT. BRAGG COMMANDER.
SHALL BE MINIMAL AMOUNT OF DIRT IN LOAD OR IN STUMP ROOTS
DEMOLITION JOB IS PROPERTY OF THE GOVERNMENT UNLESS THE CONTRACT
WILL EXCEPT GROUND WOOD CHIPS
SPECIFIES THAT THE CONTRACT CAN OBTAIN THE MATERIALS. ITEMS SUCH AS
NO TRASH IN LOAD
HVAC UNITS (FREON REMOVED), AIR HANDLERS, PIPING, METALS BEAMS, MOTORS,
VALVES, COPPER WIRE, ETC. THESE TYPES OF ITEMS SHALL BE TRANSPORTED TO
THE DPW RECYCLING CENTER (BUTNER AND REILLY ROAD) OR THE RECYCLING
AREA AT THE LAMONT LANDFILL FACILITY
ALCON
Beginning at 5 a.m., Monday, Jan. 7, some of Fort Bragg's access control points will
change their hours of operation.
The following ACPs will see significant changes to their operating hours:
* Reilly Road ACP - open from 5 a.m. to 9 a.m. to inbound and outbound traffic; open
from 3 p.m. to 6 p.m. to inbound and outbound traffic.
* Knox Street ACP - closed to all traffic.
* Knox Street Truck Plaza - open to commercial vehicles only from 5 a.m. to 9 p.m.
weekdays and 5 a.m. to 1 p.m. on weekends.
* Knox Street East / MMD - open from 5 a.m. to 9 a.m. to inbound and outbound
traffic; open from 3 p.m. to 6 p.m. to outbound traffic only.
* Butner Road ACP - open from 5 a.m. to 9 a.m. to inbound and outbound traffic;
open from 3 p.m. to 6 p.m. to outbound traffic only.
* Manchester Road ACP - open from 5 a.m. to 9 a.m. to inbound and outbound traffic;
open from 3 p.m. to 6 p.m. to outbound traffic only.
* Randolph Road ACP - will change to 24-hour operations.
Longstreet Road, Chicken Road, Yadkin Road, All American Freeway, Honeycutt Road,
Randolph Road, and Simmons Army Airfield access control points will be open 24 hours.
Thomas D. McCollum
Public Affairs Officer
USAG Fort Bragg
Phone: [phone] DSN: 236
Cell: 910 849-6813 Cell
Learn more at: www.bragg.army.mil
_ 3246
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0 BENCHMARK: SURVEY MARKER
- - -C- - - UNDERGROUND TELECOMM. LINE
O
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BOLLARD
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DEMOLITION
WATERLINE TO BE RELOCATED
HII H111111 1111111 illi. FENCE AND GATES TO BE REMOVED
DEMOLITION/ SITE CONSTRUCTION LIMITS
-x—x—x—x- PROPOSED CHAIN LINK FENCE
® ASPHALT PAVEMENT TO BE REMOVED
CONCRETE SIDEWALK TO BE REMOVED
GENERAL NOTES
1. EXISTING CONDITIONS BASED UPON A TOPOGRAPHIC SURVEY
PERFORMED BY NYFELER ASSOCIATES UNDER JOB NUMBER 1801 1 ,
DATED 5/16/2018 AND SUPPLEMENTED BY AERIAL PHOTOGRAPHY AND
FIELD OBSERVATION.
2. VERTICAL DATUM: NAVD88
3. HORIZONTAL AND VERTICAL DATUM ESTABLISHED WITH RTK SOLUTIONS
FOR GPS OBSERVED POINTS. CONTRACTOR SHALL PRESERVE ALL
TEMPORARY AND PERMANENT BENCHMARKS.
4. UTILITIES SHOWN ARE FROM FIELD LOCATED EVIDENCE. CONTRACTOR
SHALL FIELD VERIFY LOCATION OF ALL EXISTING IMPROVEMENTS.
5. RELOCATION OF WATER MAIN SHALL BE PERFORMED WITH
INFRASTRUCTURE IMPROVEMENTS BY AMERICAN STATE UTILITY SERVICES
(ASUS).
6. CONTRACTOR SHALL COORDINATE RELOCATION OF ELECTRICAL LINES BY
SANDHILLS UTILITY SERVICES. TO OUTSIDE OF BUILDING FOOTPRINT.
7. CONTRACTOR SHALL FIELD LOCATE (HORIZ. AND VERTICAL) EXISTING
CONCRETE ENCASED COMMUNICATION DUCT BANK AND COMMUNICATION
LINES. CONTRACTOR SHALL RELOCATE COMMUNICATION LINE AS
REQUIRED TO FACILITATE CONSTRUCTION OF THE WESTERLY INFILTRATION
AREA. RELOCATION SHALL BE COORDINATED AND APPROVED BY THE
DEPARTMENT OF PUBLIC WORKS. CONTRACTOR SHALL NOTIFY
DEPARTMENT OF PUBLIC WORKS IF THE CONCRETE ENCASED DUCT
BANK IS IN VERTICAL CONFLICT WITH THE EASTERLY INFILTRATION AREA.
1 8. CONTRACTOR MAY MAINTAIN WESTERLY PORTION OF EXISTING PARKING
LOT FOR LAYDOWN AND STAGING DURING INITIAL PHASE OF EROSION
AND SEDIMENT CONTROL.
KEYNOTES
O SAWCUT & REMOVE ASPHALT PAVEMENT ALONG TRAVEL LANE
O REMOVE CHAINLINK FENCE AND GATES
O NOT USED
O REMOVE DUMPSTER PAD (DUMPSTER REMOVAL BY GOV'T) PLAN
SAWCUT & REMOVE CONCRETE SIDEWALK NORTH
\A AT NEAREST JOINT
�'• •'�<••'Y g SAWCUT & REMOVE CONCRETE CURB & GUTTER
0 246-4----:P _ O EX. WATER LINE TO BE RELOCATED BY ASUS AS REQ, D
�;•• 08 Jan 20220•: TO FACILITATE SITE GRADING AND CONSTRUCTION.
';�F`'•:�0!N��•��� 8 INSTALL FENCE - THIS SEGMENT OF
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CONCRETE SIDEWALK
STORM DRAIN INLET
SITE CONSTRUCTION LIMITS
RETAINING WALL
—x—x—x— PROPOSED CHAIN LINK FENCE
GENERAL NOTES
1. LOADING DOCK WILL BE 46" HIGH. REFER TO STRUCTURE PLAN AND
DETAI LS.
2. SEE CONCRETE DETAILS ON SHEET C504
KEYNOTES
O CONCRETE SIDEWALK
O CONCRETE PAVEMENT
OTRASH RECEPTACLE/RECYCLE AREA, REINFORCED CONCRETE WITH
RETAINING WALL (REFER TO STRUCTURAL PLAN AND DETAILS)
O4 LOADING DOCK
O5 33' UNOBSTRUCTED SPACE
O ROLL -AWAY GATE
O7 STORM DRAIN STRUCTURE, MANHOLE OR INLET SEE SHEET CU100)
L
O8 REMOVABLE BOLLARDS-3 TOTAL SEE DETAIL 13/SHEET C-504)
O9 CHAINLINK FENCE PEDESTRIAN GAT (SEE DETAILS ON SHEET C-510
10
TANK PAD, REINFORCED CONCRETE
(REFER TO STRUCTURAL DETAIL
F4/S-501)
11
INFILTRATION AREA
0
12
CHAINLINK FENCE(SEE DETAILS
ON SHEET C-510)
13
NOT USED THIS SHEET
14
DOCK LEVELER
15
STANDARD INTEGRAL CONCRETE
CURB
16
CONCRETE RAMP INTO BUILDING
17
LOADING DOCK RETAINING WALL
(REFER TO STRUCTURAL DETAIL
B8/S-501)
18
BOLLARD (SEE DETAIL SHEET C-504)
19
FIRE HYDRAN
20
BACKFLOW PREVENTER
21
METER PIT
22
POST INDICATOR VALVE
23 STEPS AND WALK W/ HANDRAIL
(SEE ARCH. AND STRUCTURAL DETAILS)
24
RETAINING WALL (REFER TO STRUCTURAL
DETAIL E8/S-501)
25
GREASE SEPARATOR
26
CONCRETE FLUME WITH SPLASH APRON
PLAN
18" HEADER CURB, 30LF TOTAL
NORTH
BOLLARD STORAGE (SEE DETAIL SHEET C-504)
TIE BAR (SEE DETAIL ON SHEET C504)
_ 464
Jan-2a
�'•
S
30
PERMANENT BOLLARDS (SEE DETAIL SHEET
C-50A
US Army Corps
of Engineers
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DRAINAGE STRUCTURE NOTES
10 RIM 468 45 DROP 1 ®DOOPRIETEE COLLAR ®DOOPRIETEE COLLAR 12 W/ CONCLNCOLLARCESS POINT v✓
RIM = 470.40 - SEE DETAIL 4 ON SHEET C503
INV. = 464.50 (15" SD, E) ( )
12" CMP
SD
INV. = 467.42 (15
SD,
E)
Zj�
INV. = 466.75 (N)
_ 7
°
RIM EL.=468.90
O2 EXISTING INLET
RIM 468.34 ADJUST
O
DROP INLET W/
INV. = 466.50 (W)
CEFX
= 467.15
(S)
INV. EL. (N)=462.09
INV. EL. (E)=462.21
=
(FIELD
CONCRETE COLLAR
90
D OP INLET
= 465.00
(36" U.G. DETENTION)
AS REQ'D TO MEET
RIM = 470.15
RIM = 467.25
INV. EL. (S)=462.17
FINISHED ELEV.)
INV. = 466.70 (15"
SD,
E)
INV. = 465.50 (15" SD, S) 13
ISTING
INLET
INV. =
462.72 (15" CMP, N)
INV. = 466.70 (15"
SD,
W)
RIM
= 468.66
INV. =
462.97 (12" CMP, E)
10
24" DIA. INLET/ACCESS POINT
INV.
= 465.11
(EX 15" CMP, S)
a
INV. =
463.50 (15" SD, W)
©
DROP INLET W/
W/ CONC. COLLAR
INV.
= 465.25
(15" SD, E)
(CORE & CONNECT)
CONCRETE COLLAR
(SEE DETAIL 4 ON SHEET C503)
(CORE
& CONNECT)
INV. -
464.00 (15" SD, S)
RIM = 470.50
RIM = 471.00
I
v
(CORE & CONNECT)
INV. = 466.40 (15"
SD,
E)
INV. = 465.00 (15" SD, N)
INV. = 466.40 (15"
SD,
W)
(36" U.G. DETENTION)
uo
ODROP INLET W/
CONCRETE COLLAR
7
O
STORMCEPTOR
1 1
24" DIA. INLET ACCESS POINT
/
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RIM =
470.90
(SEE DETAIL ON SHEET
C503)
W/ CONC. COLLAR
-
INV. =
465.80 (15" SD, N)
RE: 472.10
(SEE DETAIL^4 ON SHEET C503)
I o w
/
INFILTRATION AREA 1
r �^ TOMSFORMER FINISHED GRADE
68
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472.00 TOW
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-473- A
EX. WATERLINE \ c,
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BOW
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472.00
TOW
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UNDERGROUND DETENTION
/
(SEE DETAIL 2 ON SHEET C-503)
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DRAIN INLET
RIM EL.=471.10
INV FI 4F4 99
0-9015
- (3) 2 STEPS W/
HANDRAIL, (2R/1T)
475.92
FFE
TEMPORARY BENCHMARK
- N:498563.44
E:1891 157.91
IPA •d7r, 17
CONNEX BOX
LANDINGS
I 1 x 1 �� 472.50 X 472.96 472 6 X I I
1 1 1 °s s O 1 EX. FENCE
0 0 o / - - - - ° 472.50 w TO REMAIN
x
I I P G � � I o ° ` a n o 472.09 y 4 4 ----
I °
c472.56■ s s 472.56 ° s 472.09 /
471.94
47� s \ I I 472 i
1 7 471.60 s 472.00 471
r- - S -
I�� 1 I sD • 1 r-472.00 SD - - - - - -
�a ;Q.
12 S --- _ - F �3
x 472 471 -F- �.�.-.. 2..
s „ - • • ... ............. ¢�2.� .
EX. FENCE I � S 22 N15 SD_ """""
- - , F .�... 471.72................................................. .
... 471.6 1 4.................................................. 3
DRAIN INLET TO REMAIN - T Ss 8 - 30 �15 �"B CHMARK ......
F
RIM EL.=468.66 20 1 5 SD �...... ...... .N:498500.52 �2'^,1:5"SD:............................................................................. .
so �� ....... ......... 470.87 3 j ....E:1891020.87 .�. ................... - -C- - -
INV. EL.=465.1 1 - - - I - _ - ��® ... ,,...
�5D�470 �.. �.. 30 1.5»S.D-.... � EL:471.76................................................ - - -�- - - - -
„ J.K. ROD & CAP -C- 472.80
.................................................... ........... .., ........ ..................... _ - - - s�>_
AT CONCRETE HEADWALL
So I LEGEND
a 472.80
;472.65
a
472.75
BOOT WASH GRADING DETAIL
SCALE: 1 "= 10'-0"
y
SIGNS
X
FENCE
6 FFE
FINISHED FLOOR ELEVATION
E
OVERHEAD UTILITY LINE
LIGHT POLE
- - -E- - -
UNDERGROUND ELECTRIC LINE
UTILITY POLE
GUY WIRE
HP
HEAT PUMP
O WV
WATER VALVE
O WM
WATER METER
- - -Vv-- - -
UNDERGROUND WATER LINE
---0
FLAG POLE
O
SANITARY SEWER MANHOLE
SS
SANITARY SEWER PIPE
OD
STORM DRAIN MANHOLE
SD
STORM DRAIN PIPE
0
BENCHMARK: SURVEY MARKER
- - -C- - -
UNDERGROUND TELECOMM. LINE
O
TELECOMM. MANHOLE
O
BOLLARD
MB
MAILBOX
CENTERLINE SWALE
OE
ELECTRIC MANHOLE
PROPOSED
W
LPG
sD-
0 �
x472.96
472
KEYNOTES
CONCRETE VEHICULAR PAVEMENT
CONCRETE SIDEWALK
FIRE MAIN SERVICE LINE
WATER SERVICE
SANITARY SERVICE
LIQUID PETROLEUM LINE
STORM DRAIN PIPE
STORM DRAIN INLET AND STRUCTURE NUMBER
STORM MANHOLE
CENTERLINE DRAINAGE SWALE
DIRECTION OF FLOW/ GRADE
PROPOSED GRADE
PROJECT LIMITS
PROPOSED CONTOUR
OINFILTRATION AREA
1 FINISHED GRADE 467.50
APPROX. AREA = 1,894 SF
OCENTERLINE OF SWALE
W/ DIRECTION OF FLOW
O6" ROOF DRAIN AT 1/8"/FT MIN
SLOPE (TYPICAL)
O4 CONCRETE FLUME (SEE DETAIL, SHEET C-504)
OSTORM DRAIN OVERFLOW STRUCTURE
FOR INFILTRATION SYSTEM
O6 RIP RAP OUTLETS (3 TOTAL) AT ROOF
LEADER OUTFALL -
18"Wx24"Lx42"Wx6"D (MIN. DIMENSIONS)
(SEE DETAIL 6, SHEET C-502) PLAN
OINFILTRATION AREA NORTH
FINISHED GRADE=466.50
APPROX AREA=300 SF
�I
1 I
US Army Corps
of Engineers
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DEXISTING
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12"
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LEGEND
RIM
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EL.
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INV.
EL.
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INV.
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RIM EL.=471.10
INV. FI _=464.AA
475.92
FFE
TEMPORARY BENCHMARK
_ N:498563.44
E:1891 157.91
FI •d7r, 17
CONNEX BOX
EX. FENCE
TO REMAIN
PLAN
NORTH
_ \\ _ _
INV. EL. 15" CMP=464.88 = o _n 2o2Q_; � © GENERATOR
AT CONCRETE HEADWALL �� .FN� NE.���\ TERMINATION CABINET
NP����` 0 TELECOMMUNICATIONS 0 20 40
lD. ���``�\\ HANDHOLE 00119
ASPHALT
BUILDING LINE
Q. CONCRETE
y
SIGNS
X
FENCE
P FFE
FINISHED FLOOR ELEVATION
E
OVERHEAD UTILITY LINE
LIGHT POLE
- -E- - —
UNDERGROUND ELECTRIC LINE
UTILITY POLE
GUY WIRE
HP
HEAT PUMP
X WV
WATER VALVE
0 WM
WATER METER
- -w-- - —
UNDERGROUND WATER LINE
-�-0
FLAG POLE
O
SANITARY SEWER MANHOLE
SS
SANITARY SEWER PIPE
OD
STORM DRAIN MANHOLE
SD
STORM DRAIN PIPE
A.
BENCHMARK: SURVEY MARKER
- -C- - —
UNDERGROUND TELECOMM. LINE
O
TELECOMM. MANHOLE
®
BOLLARD
MB
MAILBOX
CENTERLINE SWALE
OE
ELECTRIC MANHOLE
•
SANITARY MANHOLE
CONCRETE VEHICULAR PAVEMEN
CONCRETE SIDEWALK
F
FIRE MAIN SERVICE LINE
W
WATER SERVICE
SS
SANITARY SERVICE
LPG
LIQUID PETROLEUM LINE
SD
STORM DRAIN PIPE
■
STORM DRAIN INLET
CENTERLINE DRAINAGE SWALE
DIRECTION OF FLOW
IMMEMMEM - - IMMEMMEM
SITE CONSTRUCTION LIMITS
GENERAL NOTES
1. LOADING DOCK WILL BE 46" HIGH. REFER TO STRUCTURAL PLAN
AND DETAILS FOR ADDITIONAL INFORMATION.
2. POINT OF CONNECTION FOR SANITARY SEWER SERVICE LATERAL(S),
POTABLE WATER SERVICE AND FIRE MAIN TO BE DETERMINED.
RELOCATION AND EXTENSION OF INFRASTRUCTURE SHOWN SHALL BE
PROVIDED BY AMERICAN STATE UTILITIES UNDER A SEPARATE WORK
ORDER AND SHOWN FOR INFORMATIONAL PURPOSES ONLY.
3. REFER TO SHEETS P-101, P-102 AND P-103 FOR POINTS OF
SERVICE TO THE BUILDING
KEYNOTES
O1
3000 GALLON LP TANK
O
WATER METER (SEE NOTE 2)
O
FIRE HYDRANT (SEE NOTE 2)
4O
CLEANOUT (SEE NOTE 2)
O5
30' AT/FP SETBACK
6O
INFILTRATION AREA
O7
STORM DRAIN STRUCTURE
O6"
ROOF DRAIN (USE 4"x6"
INCREASER AT BUILDING)
O6"
FIRE MAIN SERVICE
LINE (SEE NOTE 2)
10
GREASE TRAP
(BY OTHERS SEE NOTE 2)
11
4" SANITARY SEWER SERVICE
LINE (SEE NOTE 2 & 3)
12
SANITARY SEWER MAIN
(SEE NOTE 2)
13 2 WATER SERVICE
(SEE NOTE 2 & 3)
14 2 i WATER SERVICE
(BY OTHERS SEE NOTE 2)
15 1 'r" DIA GAS LINE TO LP TANK
(SEE NOTE 3)
16 STORM DRAIN PIPE (15", TYP)
17 POST INDICATOR VALVE WITH (2)
PERMANENT BOLLARDS SET 4'
CLEAR TO TRAVEL LANE
(SEE NOTE 2)
18 BACKFLOW PREVENTOR IN VAULT
(SEE NOTE 2)
19 SANITARY MANHOLE
(SEE NOTE 2)
20 6" FIRE MAIN SERVICE LINE
(SEE NOTE 2)
21 UNDERGROUND RETENTION PIPIN,
(SEE DETAIL SHEET C-503)
22 2"X4" INCREASER
23 2"X6" INCREASER
DEMARCATION POINT FOR
M
US Army Corps
of Engineers
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EX• I
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T 474
_
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N:498563.44
E:1891 157.91
PORTION OF EX. ASPHALT 1` — _ _ _ _ I C EL:475.17
1 I IN THIS AREA TO REMAIN 11 \
I 1 cn FOR STAGING DURING rr s e. ° 1
1 INITIAL EC PHASE PER TEMPORARY BENCHMARK
I NOTE 8, SHEET CD100� N:498525.83 I \ CONNEX Box
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LEGEND
SD
ASPHALT
BUILDING LINE
Q CONCRETE
SIGNS
X FENCE
P FFE FINISHED FLOOR ELEVATION
E OVERHEAD UTILITY LINE
LIGHT POLE
-E- - — UNDERGROUND ELECTRIC LINE
C-O-) UTILITY POLE
GUY WIRE
HP
HEAT PUMP
X WV
WATER VALVE
O W M
WATER METER
— - -w-- - — UNDERGROUND WATER LINE
-_-0 FLAG POLE
S
SANITARY SEWER MANHOLE
SS SANITARY SEWER PIPE
OD STORM DRAIN MANHOLE
SD STORM DRAIN PIPE
0 BENCHMARK: SURVEY MARKER
-c- - — UNDERGROUND TELECOMM. LINE
O TELECOMM. MANHOLE
® BOLLARD
MAILBOX
V1!-
CENTERLINE SWALE
PLAN
NORTH
J)
��;...
INV. EL. 15" CMP=464.88 \/p111\\\\\\\\� 0 20 40
AT CONCRETE HEADWALL 467
OE ELECTRIC MANHOLE
• SANITARY MANHOLE
SF SILT FENCE
TEMPORARY
x CONSTRUCTION
FENCE (8'HT.)
.. SITE OF
CONSTRUCTION
LI M ITS
EROSION CONTROL SEQENCING NOTES
INITAL PHASE
INLET PROTECTION
(SEE C-502)
1. RECEIVE PLAN APPROVAL FROM NC DEPARTMENT OF ENVIRONMENTAL
QUALITY (NCDEQ), FAYETTEVILLE OFFICE.
2. CONDUCT PRE -CONSTRUCTION MEETING FOR PROJECT TO REVIEW
STORM WATER POLLUTION PREVENTION AND SEDIMENT CONTROL
MEASURES. MEETING SHALL INCLUDE DISCUSSION OF ANTICIPATED
CONSTRUCTION PHASING OF THE PROJECT.
3. INSTALL STABILIZED CONSTRUCTION ENTRANCE. THE LOCATION MAY
VARY WITH APPROVAL AT THE PRE -CONSTRUCTION MEETING.
4. INSTALL TEMPORARY CONSTRUCTION FENCING AS SHOWN ON PLAN.
ATTACH SILT FENCE TO TEMPORARY CONSTRUCTION FENCE IN THE
LOCATIONS SHOWN AND AS DIRECTED BY NCDEQ, ENGINEER OF
RECORD OR THE CONTRACTING OFFICER DURING THE PRE -CON
STRUCTION MEETING. SEE DETAIL FOR SILT FENCE ATTACHMENT &
INSTALLATION.
5. INSTALL SILT FENCE OUTLET AND BAFFLE PER DETAILS.
6. CONTACT NCDEQ TO CONDUCT SITE INSPECTION PRIOR TO
CONTINUATION. STATE INSPECTOR SHALL BE GIVEN 48 HOURS
ADVANCE NOTIFICATION.
7. NOTES:
a. TEMPORARY DIVERSION DITCHES AND WATER BARS (IF USED)
SHALL BE REPAIRED/ RESHAPED AT THE END OF EACH WORK
DAY TO MATCH THE STATUS OF CONSTRUCTION.
b. PROVIDE GROUND COVER ON ALL AREAS THAT WILL NOT BE
DISTURBED BY CONSTRUCTION WITHIN SEVEN (7) CALENDAR
DAYS IN ACCORDANCE WITH THE STATE'S GROUND
STABILIZATION SCHEDULE.
c. CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN
AND CORRECT ALL EROSION CONTROL DEVICES AND
STRUCTURES TO INCLUDE NECESSARY REPARATION TO EXISTING
CONDITIONS OUTSIDE THE LIMITS OF CONSTRUCTION AS A
RESULT OF SITE CONSTRUCTION UNTIL SUCH TIME THAT FINAL
STABILIZATION IS DEEMED ACCEPTABLE BY NCDEQ AND THE
ENGINEER OR RECORD.
d. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE NC EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL, US DEPARTMENT OF
AGRICULTURE, AND THE COUNTY AS APPLICABLE
e. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY
BE REQUIRED COMMENSURATE WITH FIELD CONDITIONS.
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US Army Corps
of Engineers
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SHEET ID
C-500

2
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TEMPORARY BENCHMARK
N:498730.56
E:1890840.20
EL:466.49
^0
EXCAVATED [>ROP INLET PROTECTION (SEE N01 22 1
INL9f RIM ELEV = 4E
No BOTT04 BASIN ELEV = 4E
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INV. EL.=462.50
+NV. EL. F/L=464.21
1 12" CMP
% o SD SD
RIM EL.=468.90
INV. EL. (N)=462.09
INV. EL. (E)=462.21
INV. EL. (S)=462.17
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475.92
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TEMPORARY BENCHMARK
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CONCRETE PAVEMENT
F
FIRE MAIN SERVICE LINE
W
WATER SERVICE
SANITARY SERVICE
LPG
LIQUID PETROLEUM LINE
SD
STORM DRAIN PIPE
■
STORM DRAIN INLET
7-DAY GROUND STABILIZATION
(SEE SECTION E.c SHEET C-502A) 2
SILT FENCE
SF
TEMPORARY CONSTRUCTION FENCE (8'HT.)
x
CONSTRUCTION ENTRANCE
❑
HARDCLOTH AND STONE INLET PROTECTION
SITE CONSTRUCTION LIMITS
EROSION CONTROL SEQUENCING
INTERMEDIATE & FINAL PHASES 2
1. INSTALL DRAINAGE INLET NO. 1 AND DRAINAGE PIPE 1-2. INSTALL
EXCAVATED DROP INLET PROTECTION AT INLET 1 PER NC ESCPM NO. 6.50.
2. UPON APPROVAL OF THE SITE, ESTABLISH BUILDING PAD.
3. INSTALL DRAINAGE INLET NO'S 8, 9, 10 AND 12. INSTALL DRAINAGE PIPES
9-10, 10-12, 12-8 AND 8-13. INSTALL EXCAVATED DROP INLET
PROTECTION AT INLET 9 PER NC ESCPM NO. 6.50. INSTALL INLET
PROTECTION AT INLETS 10 AND 12.
4. NOTIFY NCDEQ AND ENGINEER OF RECORD UPON COMPLETION OF ITEMS
LISTED ABOVE. INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY
BE REQUIRED BY NCDEQ OR ENGINEER OF RECORD DEPENDING UPON
FIELD CONDITIONS.
FINAL PHASE
5. COMMENCE SITE GRADING AS REQUIRED FOR THE PROJECT.
6. INSTALL REMAINDER OF STORM DRAINAGE PIPES, STRUCTURES, AND INLET
PROTECTION AS SHOWN PER PLAN.
7. PROVIDE DRAINAGE INLET PROTECTION IMMEDIATELY FOLLOWING INSTALLATION
(TO INCLUDE PROTECTION OVER ANY PARTIALLY INSTALLED STORM DRAINS
AT THE END OF EACH WORK DAY). INLET PROTECTION MUST BE MAINTAINED
UNTIL FINAL STABILIZATION OF THE PROJECT SITE.
8. INSTALL AGGREGATE BASE COURSE, CONCRETE CURB AND PAVEMENT.
9. AFTER FINAL GRADING OF THE SITE, COMMENCE INSTALLATION OF
LANDSCAPE MATERIAL AND SEEDING. TEMPORARY SEEDING MUST BE
INSTALLED IN ACCORDANCE WITH STATE REQUIREMENTS.
10. REMOVE ANY EXCESS OR STOCKPILED FILL MATERIAL INCLUDING REMAINING
TOPSOIL. NOTIFY OWNER PRIOR TO RELOCATION.
11. REMOVE TEMPORARY CONSTRUCTION ENTRANCE/EXIT FOLLOWING PLACEMENT
OF AGGREGATE BASE COURSE FOR ROADWAY. IF NOT PLACED IN A PAVED
AREA, THE CONSTRUCTION ENTRANCE MAY REMAIN UNTIL AFTER ASPHALT
PAVEMENT INSTALLATION.
12. TRANSITION/ELIMINATE ROCK DAM AND BASINS UPON INSTALLATION OF
DRAINAGE SYSTEM AND FINAL STABILIZATION. TRANSITION, ELIMINATION, OR
REMOVAL OF A ROCK DAM AND BASIN IS SUBJECT TO APPROVAL OF
NCDEQ AND ENGINEER OF RECORD.
13. CONTACT NCDEQ AND THE ENGINEER OF RECORD TO CONDUCT FINAL SITE
INSPECTION UPON FINAL STABILIZATION OF SITE AND ESTABLISHMENT OF
VEGETATION.
14. REMOVE SILT FENCING AND TEMPORARY CONSTRUCTION FENCING ONLY
AFTER ALL EXPOSED SURFACES ARE FULLY STABILIZED AND THE SITE IS
PERMANENTLY SECURED PER DPW.
15. NOTES:
a. CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING ANY EROSION
AND SEDIMENTATION THAT MAY OCCUR DURING OR AFTER
CONSTRUCTION TO INCLUDE NECESSARY REPAIRS TO EXISTING
CONDITIONS OUTSIDE THE LIMITS OF CONSTRUCTION UNTIL SUCH TIME
THAT FINAL STABILIZATION IS DEEMED ACCEPTABLE BY NCDEQ AND
ENGINEER OF RECORD. REFER TO THE NC EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL FOR ADDITIONAL INFORMATION.
b. TEMPORARY DIVERSION DITCHES SHALL BE REPAIRED/RESHAPED AT THE
END OF EACH WORK DAY.
c. ROCK DAM & BASIN SHALL BE MAINTAINED IN GOOD OPERATING
CONDITION DURING CONSTRUCTION.
d. SEDIMENT SHALL BE REMOVED/HAULED FROM THE SITE UNLESS AN
APPROVED ON -SITE LOCATION IS IDENTIFIED BY THE OWNER. REMOVAL
AND HAULING SHALL BE AT NO ADDITIONAL COST TO THE OWNER.
e. ALL DISTURBED AREAS SHALL RECEIVE FINAL SEED AND STRAW IN
ACCORDANCE WITH THE SEEDING SCHEDULE UNLESS SOD IS INDICATED
f. REFER TO MAINTENANCE REQUIREMENTS ON SHEET C-502A FOR
ADDITIONAL INFORMATION.
SEEDING NOTE
1. SEE SHEET L-100 FOR SEED MIX.
PLAN
NORTH
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SHEET ID
C-501

4
Pipe Cutlet to Flat Area-
Ne Well-defined Channel
FIGURE NOTES:
1. La IS THE LENGTH OF THE RIPRAP APRON.
3d() A A
(1.8' MIN, 2.0' TYP.)
2. d= 1.5 TIMES THE MAXIMUM STONE DIAMETER
_ -
G
d ---
°
BUT NOT LESS THAN 6".
f
3. IN A WELL-DEFINED CHANNEL EXTEND THE
APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE
Plan
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC MUST BE
La
INSTALLED BETWEEN THE RIPRAP AND SOIL
FOUNDATION.
5. MEAN SPHERICAL DIAMETER = 0.8 FT.
---
Section AA Filter
blanket
NOTES
INC
DEQ EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,
SECTION #6.41 FOR MAINTENANCE REQUIREMENTS AND FOR ADDITIONAL INFORMATION.
F
CONSTRUCTION SPECIFICATIONS:
1.
ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS
THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED IN THE
SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY
INCREASING THE RIPRAP THICKNESS.
2.
THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
GRADING LIMITS SHOWN ON THE PLANS.
3.
FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND
BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR ANY
DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF
FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP SO THE
TOP LAYER IS ABOVE THE DOWNSTREAM LAYER A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4.
RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5.
THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE
MAXIMUM STONE DIAMETER.
6.
RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD
BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED.
7.
CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFILL AT THE
END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING
AREA OR SLIGHTLY BELOW IT.
8.
ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT
SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9.
IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS
WITH VEGETATION.
E
RIP RAP APRON AT PIPE OUTLETS
6
SCALE: NTS
Excavated area (as required)
Side slope 2:1"Ejl�
Accumuiated
' sediment
Weep holes !r Y4,;,
Excavate d depth, I I 1pr �Sl it Qtevel-supporlsd by
rnln t -max 2 Itl pewalermg 3 {tilll- hardware cloth to allow
below lop or rniel r t - ll drainage and restrict
d sediment movement.
Flow ��f■ri.� f Flaw
ZL
f•/V_,•`i�� Flow
Flow)
NOTES
1. REFER TO NC DEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6.50 FOR ADDITIONAL INFORMATION.
C 2. REFER TO PLAN SHEET FOR DEPTH, ELEVATION AND EXCAVATED AREA FOR EACH INLET.
3. CONSTRUCTION SPECIFICATIONS: CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL. GRADE THE APPROACH TO
THE INLET UNIFORMLY. PROTECT WEEP HOLES BY GRAVEL. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, SEAL WEEP
3 HOLES, FILL THE BASIN WITH STABLE SOIL TO FINAL GRADING ELEVATIONS.
EXCAVATED DROP INLET
SCALE: NTS
5
FINISH GRAD,
NATURAL C
_���OUND
FILL SLOPE
b 7
NO l
1. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK
AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK
OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
WHEN THE AREA PROTECTED IS PERMANENTLY
COMPACTED STABILIZED, REMOVE THE RIDGE AND THE
BERM CHANNEL TO BLEND WITH THE NATURAL GROUND
LEVEL AND APPROPRIATELY STABILIZE
2. REFER TO NCESCPDM SECTION #6.20 FOR
MAINTENANCE REQUIREMENTS AND ADDITIONAL
INFORMATION.
I I I, 1 I I-1 11=1 Imo/ 2' MIN.
TEMPORARY DIVERSION DITCH
SCALE: NTS
Inlet zone
25%of surface area
S'Cre5t Width
Inflow
Structure�
Riprap
or Slope Drain
Earthen f
embankment
with stabilized
side slopes
First Chamber Second Chamber
25% of surface area 25% of surface area
I
Drape baffle material overwire strand and
secure with plastir:ties at posts and on wire every 12'
4 Gauge Min High "
Tension Wire Strand
Shall Be Secured
To Post To Support
Baffle Material ONN
Baffle Mate
° If the temporary sediment basin will be
converted to a permanent stormwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
4ote:lnstall three (3) coirfil,er baffles in basins
tt dra inage outlets with a spacing of 114 the
aasin length. Two t2i coir fiber baffles can be
nstailed in the basins less than 20 (t in length
Nith a spacing of 1/3 the basin length.
■
Baffles
\NgT�RgC cR0
AND
Outlet zone
25% of surface area
Skimmer
Dewatering
(Where/
If Shown)
Emergency
Spillway
Ago
Extend 4 gauge wire to baan side or insulIT--post to anchor
baffle to side of basin and secure to vertical post
Variable Depth
secure bottarn of baffle to ground with
12'staplesat 12•ma)omurn spacing.
11 Gauge
aridscaping Staple
steel Post
2'-0° Depth
Baffle Material shadd be secured to the bottom
Figure 6.65b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
NOTES
INC DEQ EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION #6.65 FOR MAINTENANCE REQUIREMENTS AND
FOR ADDITIONAL INFORMATION.
PLANNING CONSIDERATION:
THE INSTALLATION SHOULD BE SIMILAR TO A SEDIMENT FENCE (DETAIL 2, THIS SHEET). THE FABRIC SHOULD BE 700 g/m2 COIR
EROSION BLANKET OR EQUAL. A SUPPORT WIRE ACROSS THE TOP WILL HELP PREVENT EXCESSIVE SAGGING IF THE MATERIAL IS
ATTACHED TO IT WITH APPROPRIATE TIES.
CONSTRUCTION:
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install the coir fiber baffles immediately upon excavation of the basins.
3. Install posts across the width of the sediment trap (Practice 6.62, Sediment Fence).
4. Steel posts should be driven to a depth of 24 inches and spaced a maximum of 4 feet apart. The top of the fabric
should be a minimum of 6 inches higher than the invert of the spillway. Tops of baffles should be a minimum of 2
inches lower than the top of the earthen embankment.
5. Install at least three rows of baffles between the inlet and outlet discharge point. Basins less than 20 feet in length may
use 2 baffles.
6. Attach a 9 gauge high tension wire strand to the steel posts at a height of 6 inches above the spillway elevation with
plastic ties or wire fasteners to prevent sagging. If the temporary sediment basin will be converted to a permanent
stormwater basin of a greater depth, the baffle height should be based on the pool depth during use as a temporary
sediment basin.
7. Extend 9 gauge minimum high tension wire strand to side of basin or install steel T-posts to anchor baffle to side of
basin and secure to vertical end posts as shown in Figure 6.65b.
8. Drape the coir fiber mat over the wire strand mounted at a height of 6 inches above the spillway elevation. Secure the
coir fiber mat to the wire strand with plastic ties or wire fasteners. Anchor the matting to the sides and floor of the
basin with 12 inch wire staples, approximately 1 ft apart, along the bottom and side slopes of the basin.
9. Do not splice the fabric, but use a continuous piece across the basin
10. Adjustments may be required in the stapling requirements to fit individual site conditions.
POROUS BAFFLES
SCALE: N.T.S.
S I 9 I 'I U
20' MAX.i-� PUBLIC STREET
EXISTING
GROUND Z PROVIDE 6" HUMP TO DIVERT
FLOW AWAY FROM STREET
SOIL STABILIZATION
FABRIC UNDER STONE
50' MIN.
(SEE PLAN L500)
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GENERAL NOTES:
1 • A STABILIZED ENTRANCE PAD OF 2"-3" DIA.-COARSE WASHED AGGREGATE (RAIL ROAD BALLAST) SHALL BE
LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET OR DRIVE
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE MAY BE USED AS A BASE FOR THE
CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC
STREET.WHEN WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH
DRAINS INTO AN APPROVED SEDIMENT BASIN.
6• SOIL STABILIZATION FABRIC (AS SPECIFIED BY THE DESIGNER) SHALL BE USED.
7. SEE NC DEQ EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION # 6.06 FOR MAINTENANCE
REQUIREMENTS AND ADDITIONAL INFORMATION.
STABILIZED CONSTRUCTING ENTRANCE
SCALE:
NTS
wire
fence
Cross -Section
View
Filter
Steel
fabric
Rackfill trench
Natural
Steel �
post
and compact
around
Post
�thoroughly
•are r • ` a e ae•
. a •}
a min °
• a++� • a
$^
Wire
fence
�� •�
o' ; •.: + �, • °�
min
\
24"
$' max, standard strength fabric with wire fence
6` max, extra straNth fabric without wire fend
mms
8" dam di 4"
foriowd"
remh
Plastic or
Mire ties
fabric
Natural
ground
GENERAL NOTES
SEE NC DEQ EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION # 6.62 FOR MAINTENANCE REQUIREMENTS AND ADDITIONAL INFORMATION.
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES
OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC
ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10�DO�NOT ATTACH TE FILTER
MPORARFABRIC
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ING
TREES.
SILT FENCE
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HARDWARE
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STORAGE ARE
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SCALE: N.T.S.
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PLAN VIEW
GENERAL NOTES:
1. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A
MANNER THAT IT WILL NOT ERODE.
2. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT
EROSION AND WATER POLLUTION ARE MINIMIZED.
3. THE SEDIMENT TRAP SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE
DRAINAGE BASIN HAS BEEN PROPERLY STABILIZED.
4. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1h INCH OR
A GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER
OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT
TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE
STONE AS NEEDED.
5. REFER TO NCESCPDM SECTION # 6.51 FOR ADDITIONAL INFORMATION AND
MAINTENANCE REQUIREMENTS.
4' max.
20"-24"
16" OF #5 or #57 HARDWARE CLOTH
WASHED STONE ON c (19ga-1/4"x1/4" WIRE MESH)
ALL SIDES OF INLET 5' STEEL POST TYP.
3 16" OF #5 or #57
2 (2' IN GROUND) 1 WASHED STONE ON
F(�W 16" MIN. 1 ALL SIDES OF INLET
12" MIN.
3'-4' -I
INLET PROTECTION (HARDWIRE CLOT
SCALE: NTS
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MAINTENA+VCE REQUIREMENTIS FOR EROSION ANQ SEDIMENT CONTROL MEASURES:
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TEMPORARY SEEDING (ESCPDM #6.10) -Reseed and mulch areas where seedling emergence is poor, or where erosion
occurs, as soon as possible. Do not mow. Protect from traffic as much as possible.
2 PERMANENT SEEDING (ESCPDM #6.11) - Reseed as required until final stabilization is achieved. Do not mow. Protect
from traffic as much as possible. Contractor shall review contractual responsibility for maintenance after initial
establishment of vegetative cover until final acceptance. A maintenance bond and/or warranty guarantee may be
required of the contractor.
SODDING (ESCPDM #6.12) - After the first week, water as necessary to maintain adequate moisture in the root zone
G and prevent dormancy of the sod. Do not remove more than one-third of the shoot in any mowing. Grass height
should be maintained between 2 and 3 inches unless otherwise specified. After the first growing season, established
sod requires fertilization, and may also require lime.
ROLLED EROSION CONTROL (ESCPDM #6.17) - Inspect Rolled Erosion Control Products ("RECP") at least weekly and
after each significant (1/2 inch or greater) rain fall event repair immediately. Good contact with the ground must be
maintained, and erosion must not occur beneath the RECP. Any areas of the RECP that are damaged or not in close
contact with the ground shall be repaired and stapled. If erosion occurs due to poorly controlled drainage, the problem
shall be fixed and the eroded area protected. Monitor and repair the RECP as necessary until ground cover is
established.
TEMPORARY DIVERSIONS (ESCPDM #6.20) - Inspect temporary diversions once a week and after every rainfall.
Immediately remove sediment from the flow area and repair the diversion ridge. Carefully check outlets and make
timely repairs as needed. When the area protected is permanently stabilized, remove the ridge and the channel to
blend with the natural ground level and appropriately stabilize it.
PAVED FLUME (ESCPDM #6.33) - Inspect flumes after each rainfall until all areas adjoining the flume are permanently
stabilized. Repair all damage noted in inspections immediately. After the slopes are stabilized, flumes need only
periodic inspection, and inspection after major storm events.
F OUTLET STABILIZATION (ESCPDM #6.41) - Inspect riprap outlet structures weekly and after significant (1/2 inch or
greater) rainfall events to see if any erosion around or below the riprap has taken place, or if stones have been
dislodged. Immediately make all needed repairs to prevent further damage.
EXCAVATED DROP INLET PROTECTION (ESCPDM #6.50) - Inspect, clean, and properly maintain the excavated basin
after every storm until the contributing drainage area has been permanently stabilized. To provide satisfactory basin
efficiency, remove sediment when the volume of the basin has been reduced by one-half. Spread all excavated
material evenly over the surrounding land area or stockpile and stabilize it appropriately
HARDWARE CLOTH AND GRAVEL INLET PROTECTION (ESCPDM #6.51) - Inspect inlets at least weekly and after each
significant (% inch or greater) rainfall event. Clear the mesh wire of any debris or other objects to provide adequate
flow for subsequent rains. Take care not to damage or undercut the wire mesh during sediment removal. Replace
stone as needed.
BLOCK AND GRAVEL INLET PROTECTION (ESCPDM #6.52) - Inspect the barrier at least weekly and after each significant
(% inch or greater) rainfall and make repairs as needed. Remove sediment as necessary to provide adequate storage
volume for subsequent rains. When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable soil, and either salvage or dispose of it properly. Bring the disturbed area to proper grade,
then smooth and compact it. Appropriately stabilize all bare areas around the inlet.
E TEMPORARY SEDIMENT TRAP (ESCPDM #6.60) - Inspect temporary sediment traps at least weekly and after each
significant (% inch or greater) rainfall event and repair immediately. Remove sediment and restore the trap to its
original dimensions when the sediment has accumulated to one-half the design depth of the trap. Place the sediment
that is removed in the designated disposal area and replace the part of the gravel facing that is impaired by sediment.
Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it is a
minimum of 1.5 feet below the low point of the embankment. Immediately fill any settlement of the embankment to
slightly above design grade. Any riprap displaced from the spillway must be replaced immediately. After all
sediment -producing areas have been permanently stabilized, remove the structure and all unstable sediment. Smooth
the area to blend with the adjoining areas and stabilize properly.
SEDIMENT BASIN (ESCPDM #6.61) - Inspect temporary sediment basins at least weekly and after each significant (%
inch or greater) rainfall event and repair immediately. Remove sediment and restore the basin to its original
dimensions when it accumulates to one-half the design depth. Place removed sediment in an area with sediment
controls. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping
and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the riser and pool
area.
SEDIMENT FENCE (ESCPDM #6.62) - Inspect sediment fence at least once per week and after each rainfall. Make any
required repairs immediately. Should the fabric of a sediment fence collapse, tear, decompose or become ineffective,
D replace it promptly. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and
to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout. Remove all fencing
materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage
area has been properly stabilized.
ROCK DAM (ESCPDM #6.63) - Check sediment basins after each rainfall. Remove sediment and restore original volume
when sediment accumulates to about one-half the design volume. Sediment should be placed above the basin and
adequately stabilized. Check the structure for erosion, piping, and rock displacement weekly and after each significant
(% inch or greater) rainstorm and repair immediately. Remove the structure and any unstable sediment immediately
after the construction site has been permanently stabilized. Smooth the basin site to blend with the surrounding area
and stabilize. All water and sediment should be removed from the basin prior to dam removal. Sediment should be
placed in designated disposal areas and not allowed to flow into streams or drainage ways during structure removal.
POROUS BAFFLES (ESCPDM #6.65) - Inspect baffles at least once a week and after each rainfall. Make any required
repairs immediately. Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose,
or become ineffective, replace it promptly. Remove sediment deposits when it reaches half full, to provide adequate
storage volume for the next rain and to reduce pressure on the baffles. Take care to avoid damaging the baffles during
cleanout and replace if damaged during cleanout operations. Sediment depth should never exceed half the designed
storage depth. After the contributing drainage area has been properly stabilized, remove all baffle materials and
unstable sediment deposits, bring the area to grade, and stabilize it.
C CONSTRUCTION ROAD STABILIZATION (ESCPDM #6.80) - Inspect construction roads and parking areas periodically for
condition of the surface. Top dress with new gravel as needed. Check road ditches and other seeded areas for erosion
and sedimentation after runoff producing rainfall.
Fshall
ON TO OPERATION: Any Stormwater Control Measure (to include but not limited to inlets, conveyance
tration beds, underground detention areas, and swales) that is impacted during the construction phase and
nal stabilization shall be cleaned prior to conversion to the intended and approved design state. "Cleaned"
nderstood to include but not limited to the removal of sedimentation, debris and materials not consistent
pproved design.
0
0 3
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 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.
SECTION E: GROUND STABILIZATION
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 50' 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, swales,
(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
ground stabilization shall be converted to permanent ground stabilization within 15
workingdays but in no case longer than 90 calendar days after the last land disturbing
Y g Y g
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
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
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. 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. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
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 s discharge of soaps, solvents detergents and other liquid wastes from
g p, g q
construction sites.
PORTABLE TOILETS
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 areas at least
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 silt 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.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
A HIGH
COHESIVE &
O O SANDBAGS (TYP.) SOIL BERRMMT ON
0 0 OR STAPLES
10 MIL
0 SILT FENCE SIDE SLOP UNIEIGC SANDBAGS (1YP.)
0 0.) OR STAPLES
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A
CLEARLY MARKED SIGNAGE
RL D SIGNA
SECTION A -A
CONCRETE NOTING DEVICE MIN.)
WASHOUT
1�ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL
BE MAINTAINED WHEN THE LIQUID AND/OR SOLID
REACHES 75X OF THE STRUCTURES CAPACITY.
PLAN
&CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
10'
AN DBAGS gam)
TT
{
10 MIL
PLASTIC LINING
LOW FILTRATION
1:1 SIDE SLOP
��o�
SOIL BERM
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-SANDBAGS ".)
OR STAPLES
NOTES,
1. ACTUAL LOCATION DETERMINED IN
D SIGNA
CLEARLY MARKED SIGNAGE
FIELD
CONCRETE NOTING DEVICE MIND
WASHOUT
2. THE CONCRETE WASHOUT
STRUCTURES SHALL BE MAINTAINED
WHEN THE LIQUID AND/OR SOLID
REACHES 75% OF THE STRUCTURES
CAPACITY TO PROVIDE ADEOUATE
PLAN
HOLDING CAPACITY WITH A MINIMUM 12
INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE
NEEDS TO BE CLEARY MARKED WITH
SIGNAGE NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
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
lot 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 least 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.
9. 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, PESTICIDES AND 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 water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19 I
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PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
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
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible 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 clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence 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 III, Section C, Item (2)(a) 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 storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance thattheywill be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
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 kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the 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&SC 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 E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the 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 to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for 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 twelve months. 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 required elements. 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 -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• 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).
(c) 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.
(d) Anticipated bypasses and unanticipated bypasses.
(e) 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 Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
•
Within 24 hours, an oral or electronic notification.
deposition in a
•
Within 7 calendar 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 permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(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(b)-(c) above
(c) Anticipated
o
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
•
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
•
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
e
Within 24 hours, an oral or electronic notification.
with the conditions
o
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 or the
been corrected, the anticipated time noncompliance is expected to
environment[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(1)(6).
•
Division staff may waive the requirement for a written report on a
case -by -case basis.
N C1G0 I SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01 / 19
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ELEVATION IN FIELD
(WASHED #57 S
11' TRENCH WIDTH (MIN.)
NOTES:
1. PROVIDE 36" MIN. WIDTH BETWEEN PIPES OR AS REQUIRED FOR
COMPACTION OF WASHED STONE/ PIPE BEDDING
2. FILTER FABRIC SHALL BE NON -WOVEN POLYPROPYLENE WITH AN
APPARENT OPENING OF AN 80 US SIEVE OR GREATER AND A
MIN. TENSILE STRENGTH OF 200 Ibs.
3. SELECT BACKFILL SHALL BE TESTED & APPROVED BY
GEOTECHNICAL ENGINEER PRIOR TO INSTALLATION
EXFILTRATION TRENCH DETAIL
SCALE: NTS
CONTRACTOR MAY
USE UP TO ONE
COURSE OF BRICKS
TO SET FRAME TO
GRATE
`TOP SLAB
/ 3" MIN.
EACH SIDE
O 2" TYP.
(1.5" CLR)
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SECTION A -A
NOTES:
1. THE CONCRETE CAP SHALL BE CONSTRUCTED SO THAT LOAD IS
TRANSMITTED TO THE SOIL, AND NOT THE RISER.
2. THE FLEXIBLE JOINT MATERIAL (RECYCLED VINYL OR EQ.) TO BE L - - - - - - - - - - - - - - - --
STIFF ENOUGH SO THAT THE CONCRETE CAN NEVER ENGAGE WITH
RISER CORRUGATIONS. Q
3. CONCRETE SHALL BE 3,000 PSI AT 28 DAYS Q
A 4. FABRICATOR SHALL PROVIDE LADDER WITHIN RISER. INLET DETAIL -PLAN
5. CONCRETE TOP SLAB SHALL BE 5" THICK IN NON -TRAFFIC AREAS
AND 7" THICK IN TRAFFIC AREAS.
3
FILTER FABRIC WITH
A 24" MIN. OVERLAY
12 MIN.
PIPE BED
-'--REINFORCEMENT
SHOWN ONLY FOR
CLEAR DISTANCE
FROM EDGE OF SLAB
BASE COLLAR/ SLAB
(6"H x 6"W)
USE FLEXIBLE JOINT
MATERIAL TO PREVENT
CONCRETE FROM
CONTACTING THE
IN ANY WAY
OPENING CAST
INTO TOP SLAB FOR RING
(OR FRAME) AND GRATE
CULVERT/CONVEYANCE
PIPE / UNDERGROUND
DETENTION
15" TO INL 0. 9
a I. 465.00
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A
24"X24" GRATE OR 24" C
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(SEE PLAN)
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15" TO STORMCEPTOR/
STRUCTURE 7 @
I.E. 465.88
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DETENTION FA DETAIL
SCALE: NTS
2-#5 BARS AT OPENING
CONCRETE
TOP SLAB W/ #4 BARS
AT 6" C.C.E.W. (NOT
SHOWN) - SEE NOTE 5.
2 ADDITIONAL BARS ® 5"
MAX O.C. EACH SIDE OF
OPENING
72"
TOP SLAB DETAIL - PLAN
I� TOP SLAB
INLET RISER DETAIL (INLETS 10, 11 AND 12)
SCALE: NTS
J
A
FLOW
BA
PLAN VIEW B-B
SOLID COVER OR
ORATE INLET
CONTRACTOR TO GROUT TO
FINISHED GRADE
B
INLET PIPE
(OW MAX)
VortSentry-
TROUGH
A
EQ BAFFLE
CONTRACTOR TO PROVIDE
GRADE RINGSIRISERS
B
OUTLET PIPE
(OXX" MAX)
VORTSENTRY HS DESIGN NOTES
V5H3 RATED TREATMENT CAPACITY IS SHOWN IN THE TABLE BELOW- OR PER LOCAL REGULATIONS, MAXIMUM HYDRAULIC INTERNAL BYPASS
CAPACITY VARIES. CONTACT YOUR CONTECH REPRESENTATIVE FOR ADITIONAL INFORMATION.
THE STANDARD SOLID COVER CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW.
CONFIGURATION OPTION DESCRIPTION
GRATE INLET {NO INLET PIPE)
GRATE INLET WITH INLET PIPE
VORTSENTRY HS GENERAL INFORMATION
Total
Typical Total
Distance Rim
Typical
Typical Depth
Approximate
Model
Manhole
Treatment
to Outside
Distance Rim
Below Invert
Minimum
Maximum Pipe
Diameter (ID)
Flow Rate
Bottom
to Invert
(inside)
Distance Rim
Diameter jID}
A
g
C
to Invert
FT
mm
CFS
US
FT
m
FT
m
FT
mm
FT
m
IN
mm
H535
3
900
0.55
15.6
10.18
3.10
4.08
1.24
5.58
1702
3.00
0.01
18
450
H348
4
T200
1.20
34.0
13.25
4.94
8.00
1.83
6.75
2057
4,00
1.22
24
800
H560
5
1500
2.20
62.3
15.13
4.01
6.50
1.98
7.96
2426
4.82
1.47
30
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H572
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3.70
104.E
16.56
5.05
8.75
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9.15
2788
5.59
1.70
36
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HS84
7
2100
5.80
158.6
18.85
5.75
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10.35
3156
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8.10
220.4
20.87
6.36
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FRAME AND COVER FRAME AND GRATE
(DIAMETER VARIES) (24' SQUARE)
N.T.S. N.T.S.
GENERAL NOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTEO OTHERWISE.
2. DIMENSIONS MARKED WITH ()ARE REFERENCE DIMENSIONS. ACTUAL OIMENSICNS MAY VARY.
3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR
CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. w .CunlechES.mm
4. VORTSENTRY HS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMA1113N
CONTAINED IN THIS DRAWING.
5. STRUCTURE SHALL MEET AASHTO H520 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING, ASSUMING
GROUNOWATER ELEVATION AT. OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO
CONFIRM ACTUAL GROUNDWATER ELEVATION.
INSTALLATION NOTES
1. ANY SUB -SASE, BACKFILL DEPTH, ANDIOR ANTI -FLOTATION PROVISIONS ARE SITESPECIFIC DESIGN CONSIDERATIONS
AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.
2. CONTRACTORTO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE
VORTSENTRY HS MANHOLE STRUCTURE (LIFTING CLUTCHES PROVIDED).
3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL 57 RUCTURE SECTIONS AMC ASSEMBLE STRUCTURE.
4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.
5, CONTRACTORTO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT. HOLDING WATER TO FLOWLINE
INVERT MINIMUM. IT 15 SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.
VORTSENTRY HS DETAIL
SCALE: NTS
SITE SPECIFIC
DATA REQUIREMENTS
STRUCTURE ID
WATER QUALITY FLOW RATE (CFS)
'
PEAK FLOW RATE (CFS)
R ETUR N PERIOD O F PEAK FLC%V(YR S)
'
PIPE DATA
I.E.
MATERIAL
DIAMETER
INLET PIPE 1
OUTLET PIPE
I
RIM ELEVATION '
.ANTFFLCTATION BALLAST
WIDTH
HEIGHT
NOTESISPECIAL REQUIREMENTS:
' PER ENGINEER OF RECORD
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SHEET ID
C-503

1 2 3 4 5 6 7 8 9 10
HAND TOOLED JOINT (DEPTH = d/4)
THE SUBGRADE IN PAVED AREAS SHALL BE Y4" RADIUS SEE PLAN 1 /4" RADIUS
ROADBED BELOW (B) SHALL BE I
PROOF -ROLLED WITH A LOADED DUMP TRUCK OR PROOF -ROLLED AND UNSTABLE CONCRETE
° ° °
SIMILAR PNEUMATIC TIRED VEHICLE WITH A AREAS REMOVED. ROADWAY PAVEMENT
LOADED WEIGHT OF AT LEAST 20 TONS. ANY EMBANKMENT MATERIAL SHALL (SEE NOTES) lo;n US Army Corps
IDENTIFIED UNSTABLE AREAS SHALL BE REPAIRED. BE COMPACTED TO A DENSITY OF Of Engineers
G AT LEAST 95% OF THE MAX. DRY DENSITY PAVEMENT JOINT AND
AREAS THAT RUT OR PUMP SHALL BE UNDERCUT PCC PAVEMENT
TO STABLE SOILS OR AN EVALUATION MADE BY (AASHTO T99) EXCEPT FOR THE FINAL 12 OR SIDEWALK TYPICAL REINF. -
AS DEFINED BY (B) PERPENDICULAR ITO NS A NTS SEE SPECIFIC JOINT DETAILS
THE DEVELOPER'S ENGINEER OR QUALIFIED 1 2 3 w
GEOTECHNICAL FIRM TO DETERMINE IF SOME �?�T�RL JOIN TOTHER METHOD OF SUBGRADE STABILIZATION IS A Compacted SEE GRADING PLAN Q
( ) APPROPRIATE. Aggregate Base �2 FINISHED PAVEMENT GRADE
PROPER EVALUATION OF SOILS IS Course
REQUIRED BY GEOTECHNICAL ENGINEER TO 0 SUBGRADE COMPACTION N N
APPROVED METHODS OF STABILIZATION SHALL DETERMINE IF THE MINIMUM REQUIRED ,Z w
INl l I If1F 1 !UP CTAPII 17ATION OF HII:H PI ACTII ITY I I I —I I I —I I I � AnnorrIATr DAcr A" r%ni iocr � � L
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CLAYS OR EXCESSIVELY WET SOILS, THE USE OF FOR THE SOILS AND USES PLANNED.
GEOSYNTHETIC OR GEOGRID MATERIAL, OR OTHER REDUCTION IN PAVEMENT STRUCTURE
STABILIZATION METHODS AS APPROVED BY THE WILL BE ALLOWED PURSUANT TO CBR
ENGINEERING DIRECTOR. TESTING OF THE SOILS. (B)
r,FnrFCNN1ca1 FIRM SHALL PRnv1nF FNrwFFR ��,,,,•�r,�•, „�^,,,,,m„r•,re
_ —_ —_
[if
Compacted
subgrade
-
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CONTROL JOINT 12" EXPANSION JOINT
J�" TOP Y" WIDE BROOM FINISH
x 1/4 OF PAD DEPTH CONCRETE PAVEMENT
CLASS A3
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SUBGRADE PRIOR TO IMPORT OF AGGREGATE I_I I I_I I I_I 2' < a Q ° s"x6" No. s MIN. 1. CONTRACTION JOINTS EVERY 5'-0", EXPANSION JOINTS EVERY 25'-0".
BASE COURSE. DESIGN MAY BE ADJUSTED BY — — w EXPANSION JOINTS TO BE SEALED WITH CAULK PER SPECIFICATIONS.
ENGINEER OF RECORD IN ORDER TO MEET FIELD (A) 100% MAX. DRY DENSITY (AASHTO T99) CONCRETE a o ao 0 0 0 0 0 0 0 0 0 °o 0 0 0 4" COMPACTED AGGREGATE
CONDITIONS. o 0 0 0 0 0 0 0 0 0 0 0 0 0
F (B) 100% MAX. DRY DENSITY (AASHTO T99) COMPACTED SUBGRADE 2. (3) - #5 REBAR ARE REQUIRED AT ALL TRENCH CROSSINGS.
PAVEMENT SECTIONS 3 REINFORCED CONCRETE PAVEMENT 4 CONCRET�ES IDEWALK DETAIL T
E BAR
SCALE: NTS NTS NTS
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—III III= 3„ TYP B STEEL POST o
" I I I=I CAREFULLY COMPACTED ��
1. CONSTRUCTION SHALL CONFORM TO ACI COMMITTEE REPORT PUBLICATION -III III- BACKFILL 9 STANDARD PROCTOR °
330R-08 UNLESS STATED OTHERWISE. — DENSITY A A
E 2. SAWCUTS FOR CONTRACTION JOINTS SHALL BE MADE WITHIN 8 HOURS OF =III III= 3" 3" 3"
CONCRETE POUR. FEI
WELDED POST CAP
COMPACTED
3. ALL CONCRETE SHALL BE 6" MINIMUM THICKNESS UNLESS OTHERWISE NOTED. DWG SUBMIT SHOP I v GRANULAR MATERIAL 8 N 3" TYP.
DWG FOR APPROVAL _ � L � ` TTO
4. THE SPACING OF JOINTS SHALL BE UNIFORM AND SUCH THAT THE LENGTH >
1 /4 0 MIN. I I o
OF A PANEL MAY NOT EXCEED THE WIDTH BY MORE THAN 25%. MAXIMUM _ _ 2�i ° z o 0 0
JOINT SPACING SHALL BE 12' O.C. SEE PLAN SHEET FOR PROPOSED JOINTS. — —III-_ • • • /\i a a ° bi o °Qf
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I —III —III —III —I 3\\// a Q N Q
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5. ALL ODD SHAPED SLABS SHALL BE REINFORCED WITH 6"X6"/10X10 WWF. CLASS B 6"� 0�/i�%�/i0/i\\/i D _j N_ Z N_ w
3.5" O.D. SCH. PRIMED TUBE COMPACTED GRANULAR BEDDING B fJ /\� � O °' O 6' o
6. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI PAINTEOSW/ 2HOP FIELD OATS LOAD FACTOR 1.9 PLAN VIEW 2-#3 BARS O o
AT 28 DAYS. OWNER SELECTED COLOR o
STEEL STORAGE SECTION B-B
7. VEHICULAR TRAFFIC SHALL REMAIN OFF SLAB FOR 3 DAYS MINIMUM AFTER FINISHED GRADE , I I I= RACK NI
POUR. TRUCKS SHALL REMAIN OFF OF THE SLAB FOR A MINIMUM OF 7 6" MIN. -I I I I NOTES: N
co
DAYS AFTER POUR AND THE CONCRETE HAS REACHED 75% OF THE DESIGN I I_ m m o =
STRENGTH. -III 1 ISLOI = e e 3„ TYP. 1. AGE KS E CARBON 0 � m z Q I- w U)
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1111
STORAGE RAC SHALL B
COMPACTED STEEL AND PAINTED BLACK. w - w O z
D — I ALL SIDES z z z
_ BACKFILL 95%
8. ISOLATION JOINTS SHALL BE USED WHEN PROPOSED PAVEMENT ABUTS FIXED O I I— STANDARD 2. STORAGE RACKS SHALL BE SIZED � Q m w w M = Lu o
OBJECTS SUCH AS LIGHT POLES INLETS WALLS AND THE EXISTING
=I I PROCTOR TO HOLD THE QUANTITY OF w = _ a- N z
> � ° � —
95% COMPACTED
- — DENSITY FINISHED GRADE REMOVABLE BOLLARDS FOR THE
PAVEMENT EDGE. A THICKENED EDGE SHALL BE USED WHEN ABUTTING I I (-
CONNECTING TO THE EXISTING PAVEMENT EDGE. / SUBGRADE ° SITE.
I=1 I I —III —III — I I III=III—III— i� �O\\ °10/\\/O\/O\/O\ 3. INSTALL RACKS PER
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// // // // //
\\ \\ \\ \\ \\ \\ ` MANUFACTURER SPECIFICATIONS.
9. CONTRACTOR MAY USE THICK DIAMOND OR TRAPOZOIDAL SHAPED STEEL � 3600 PSI \ \ \ \ \ \ \
I
'8 � o a ° 0.5 0 / / / / / / 0 0
„ 1 / / / / / i DETAIL SHOWN FOR INFORMATIONAL
\ \ \ \ \ \
cv - CONC. FOOTING \\ \\ \ \\ \\ \\ \\ \\ \\ `: \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ w < Lo
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PLATES FOR CONSTRUCTION JOINTS FOR PAVEMENTS 7 OR LESS IN a II - ,i/ PURPOSES AND DESIGN INTENT. Q
p a a = SHAPED BOTTOM LOAD FACTOR 1.5 N #3 BARS CONCRETE BASE z z = _j v
THICKNESS. - CLASS z v _j w o
10. CONSTRUCTION JOINTS SHALL BE USED BETWEEN AREAS OF CONCRETE w � _ o
IT
0 12" O.C. COMPACTED SUBGRADE
5"OF#5 woz �C0=
PLACED AT DIFFERENT TIMES SUCH AS BETWEEN WORK DAYS. - o
' - WASHED STONE O 0
O O SECTION A -A o� U Y
STANDARD BEDDING DETAILS
11. SUBGRADE IS ASSUMED TO HAVE A CBR VALUE OF 6. CONTRACTOR SHALL �O�O� = o z w w w
ATTAIN PROCTOR OF EXISTING MATERIAL PRIOR TO COMPACTION TO VERIFY i FOR SANITARY SEWER & STORM PIPES REMOVABLE BOLLARD STORAGE PAD
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ADEQUACY OF IN -SITU MATERIAL WITH THIS ASSUMPTION. SUBGRADE SHALL - 18" 7 SCALE: NTS 2 SCALE: NTS j Jo w of
BE COMPACTED TO 98% OF MODIFIED DRY DENSITY. REFER TO ° o LU
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GEO-TECHNICAL REPORT FOR ADDITIONAL INFORMATION AND PROOF ROLL LO w
C RECOMMENDATIONS. IT
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TO OPENING 4, 48"O.C. TO /
SPLASH APRON NEXT BOLLARD
CONCRETE PAVEMENT NOTES PERMANENT BOLLARD TH" MIN.
A B A THICKNESS 4" MIN. 0
5 SCALE: NTS 6 NTS STEEL POST
SECTION A -A~"
FLOW HANDLES
U
Q
to Q LL
z U
RECESS SPLASH APRON O z
PROPOSED CONCRETE EXISTING ASPHALT 1 " BELOW FINISH GRADE
8-3/4" B OF CHANNEL FLOW LINE U
1/2"R Z 3'+ CURB w I J
B w g = WIDTH* NEW FINISHED GRADE 0 0( Q
0 6" HIGH CURB z lr z I j
1 (SEE PLAN) NOTES: � m a_ p
z PLAN VIEW Q Q
OF
w NOTES N 1 POSTRAND SL IALS E EAND SHALOLNBE HOT
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W
DIPPED GALVANIZED OR AS U
1. JOINT SPACING SHALL BE PROVIDED TO PREVENT UNCONTROLLED DETERMINED BY MANUFACTURER. O LL
3"R 53tz" MIN. 6"� 0 LL
o SECTION B-B THICKNESS GROUND TUBE 0
RIEREF. PLAN FOR PAVEMENT CRACKING. 2. EXACT BOLLARD TYPE TO BE z
*REFER TO PLAN FOR 00 PROVIDE 1 " DIAMETER COORDINATED WITH FT BRAGG. z
CURB LOCATIONS
2-#5 CONT. 2. CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR WEEP HOLE IN Q
CONCRETE FOOTING 3. PAINT WITH ONE COAT YELLOW
FORMED BY OTHER APPROVED METHODS. WHERE SUCH JOINTS ARE NOT TRAFFIC PAINT OR AS DIRECTED
FORMED BY TEMPLATES, A MINIMUM DEPTH OF 1 1 /2" SHALL BE PROVIDE 6"x6", 3" BY CONTRACTING OFFICER.
PREPARED SUBGRADE
SEE PAVING GENERAL NOTES 1 P-Opp 6" OBTAINED.
THICK LAYER OF
16" SQ. 57 STONE UNDER ����
3. ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT SEALER. WEEP HOLE. ``�� �\A
A 4. SPLASH APRON SHALL BE SET WITHIN FLOW CHANNEL (FIELD VERIFY
\���•••• si•, / SHEET ID
LOCATION) AT GRADE. �_ •:
464
PROPOSED CONCRETE / = 08Jan 20Z0-: s
)�N
NTEGRAL CURB EXISTING PAVEMENT TRANSITION FLUME BOLLARDN���.�,� 9 SCALE: NTS 8.!!Il!0VABLE ('0 • • • • • ��� C-504
SCALE: NTS
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