20081475 Ver 2_Site Plan_20130213

Strickland, Bev
From: tmurray @wkdickson.com
Sent: Wednesday, February 13, 2013 10:08 AM
To: Strickland, Bev
Subject: DWQ# 08 -1477 Kaplan, 08 -1476 Swift and 08 -1475 Lail Culvert Improvements
Bev
The requested files for the above referenced projects are included in this ftp link. Let me know if you need any
additional information. Thanks
Tom Murray
Files attached to this message
Filename Size
Kaplan 20110927.pdf 39 MB
Lail Swift 20110927.pdf 134 MB
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City of Raleigh Stormwater Project Manager:
Veronica High
CORPORATE . DRIVE
RALEIGH, s!
• • re•
Office Locations-.
North •' # # Georgia
South i i
NC LICENSE NO. F-0374
L�
.
SHEET INDEX
COVER
OF LOTS
- - --
GENERAL
NOTES
2
EXISTING
CONDITIONS
3
PHASE 1
SWIFT DRIVE
4
PHASE 2
LAIL COURT
5
DETAILS
6 -10
EROSION
CONTROL
11
SEWER
EROSION
CONTROL DETAILS
STREET
12 -13
TRAFFIC
CONTROL
SIDEWALK
14 -17
UTILITY
18 -22
STRUCTURAL
DETAILS
S1 —S7
City of Raleigh Stormwater Project Manager:
Veronica High
CORPORATE . DRIVE
RALEIGH, s!
• • re•
Office Locations-.
North •' # # Georgia
South i i
NC LICENSE NO. F-0374
L�
.
-'
1NUMBER
OF LOTS
o'.
OF LOTS BY
PH-ASE
NUMBER
OF
PUBLIC _
WATER
iPUBLIC
SEWER
1,PUBLIC
STREET
�PUBLIC
SIDEWALK
'1 1
*REMOVE AND REPLACE EXISTING
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6Mo.
THE CONTRACTOR SHALL SET AND ADJUST PROPOSED CURB ELEVATIONS AS NECESSARY TO ENSURE PROPER'
LONGITUDINAL G UDIN L GRIADE FOR DRAINAGE, . THE CONTRACTOR: SHALL RETAIN EXISTING PAVEMENT, UNLESS OTHERWISE
NOTED.
DRAINAGE STRUCTURES:
GRADES; ELEVATIONS AND LOCATION SHOWN ARE APPROXIMATE. AS DIRECTED BY THE ENGINEER, THEY MAY BE
ADJUSTED TO ACCOMMODATE UNFORESEEN CONDITIONS. WEEP HOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE
STRUCTURES. WEEP HOLES SHOULD BE ON T
8 CENTER WITH A MINIMUM OF 1 WEEP HOLE PER WALL. WEEP HOLES
ARE TO BE COVERED ON THE OUTSIDE OF THE STRUCTURE BY WASHED STONE AND FILTER FABRIC. STATION,
OFFSETS AND ELEVATIONS REFER TO THE CENTER OF DROP INLETS, MANHOLES,_ AND JUNCTION BOXES, AND THE
MIDPOINT OF THE GRATE FOR CATCH BASINS. UPON APPROVAL Y THE ENGINEER, CONTRACTOR B E E ACTOR MAY SUBSTITUTE
BRICK STRUCTURES WITH PRECAST STRUCTURES.
SUBSURFACE PLANS:
SUBSURFACE INVESTIGATIONS OF A LIMITED SCOPE ARE AVAILABLE FOR THIS PROJECT. CONTACT THE CITY TO
OBTAIN A COPY OF THE GEOTECHNICA:L REPORT IF DESIRED. IN ADDITION, THE CONTRACTOR SHALL MAKE
HI S /H R OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS_ THE CI T Y
IS NOT RESPONSIBLE FOR
SUBSTRUCTURE CONDITIONS ENCOUNTERED BETWEEN BORING LOCATIONS. CONTRACTOR TO REFERENCE REPORT
T! E
EN TL D "REPORT OF SUBSURFACE
E PROPOSED. CITY OF RALEIGH CULVERT UPGRADES ",
GEOTECHNOLOGIES PROJECT NO. 1- 06-- 1861 -EA.
TREES SHRUBS
AND HEDGES:
THE CONTRACTOR SHALL NOT V
REMO E ANY TREES PAINTED AND/OR . MARKED FOR
/ REMOVAL L UNLESS DIRECTED BY
THE PROJECT INSPECTOR.
THE CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING AROUND ALL TREES, SHRUBS AND HEDGES AS
SHOWN ON THE PLANS AND/OR AS DIRECTED BY THE PROJECT INSPECTOR. TREES AND SHRUBS THAT THE
CONTRACTOR IS REQUIRED TO REMOVE ARE SHOWN ON THE PLANS. THE CONTRACTOR SHALL SAVE ALL OTHER
TREES AND SHRUBS R S AN D HEDGES OUTSIDE THE CONSTRUCTION LIMITS UNLESS OTHERWISE DIRECTED BY THE
ENGINEER.
THE CONTRACTOR SHALL SATISFACTORILY DISPOSE OF THE SHRUBS AND /OR TREES. WHERE EVER TREE ROOTS
ARE IN THE WAY OF EQUIPMENT AND /OR DIRECTED BY THE ENGINEER, ROOT BRIDGING SHALL BE USED TO
PREVENT DAMAGE TO TREE ROOTS FROM EQUIPMENT.
TREE PROTECTION FENCE SHALL BE INSTALLED BEFORE ANY DEMOLITION OR CONSTRUCTION BEGINS IN THE AREA
AND SHALL NOT BE REMOVED UNTIL CONSTRUCTION' IS COMPLETED AND AS DIRECTED BY THE CITY, MAINTAIN
TREE PROTECTION FENCE THROUGHOUT CONSTRUCTION.
TREE PROTECTION FENCES SHALL BE INSPECTED AND APPROVED BY THE CITY.
LIVE STAKINGS NOTE:
LIVE STAKING WILL BE 'PLANTED ON THE BANKS OF CHANNEL. POSSIBLE TREES THAT WILL BE IN THE LIVE
STAKINGS INCLUDE: WILLOW OAK, RIVER BIRCH, ELDERBERRY, SILKY DOGWOOD, ARROWWOOD VIBURNUM, BEAUTY
BERRY, YELLOW POPLAR„ GREEN ASH, AND BLACK WILLOW. SEE PLANTING DETAILS ON SHEET 13 AND SPECIAL
PROVISIONS.
MAIL BOXES:
THE CONTRACTOR SHALL RELOCATE
'
ALL MAIL BOXES AS REQUIRED BY SECTION 107-12 OF THE NCDOT STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES. COORDINATE TI-11S WORK WITH THE U.S. POSTAL SERVICE, .
FENCES AND WALLS:
THE CONTRACTOR SHALL REMOVE FENCES AND WALLS AS NOTED ON THE PLANS AND /OR AS DIRECTED BY THE
ENGINEER. THE EXACT LOCATION AND DIMENSIONS TO THESE ITEMS TO BE REMOVED OR DISTURBED DURING
CONSTRUCTION SHALL B E RECORDED AND PHOTOGRAPH ED BY TH E CONTRACTOR PRI OR TO
CONSTRUCTION. THE
CONTRACTOR SHALL INSTALL TEMPORARY FENCES AS SHOWN ON THE PLANS AND/OR AS DI REC T ED BY THE
PROJECT INSPECTOR:
SIDE SLOPES
LIMITS OF PROPOSED SLOPES ARE INDICATED IN THE PLANS, DETAILS AND STANDARD DRAWINGS. THE MAXIMUM
FILL SLOPE SHALL NOT EXCEED A 2 1 (HORIZONTAL TO VERTICAL). UNLESS DESIGNATED BY THE ENGINEER. CUT
SLOPES GREATER THAN 2:1 WILL BE USED ONLY AS DIRECTED BY THE ENGINEER AND AT THE SPECIFIC'
LOCATIONS SHOWN ON THE PLANS. SEE TYPICAL CROSS SECTION DETAIL ON SHEET 13,
,�M �
THE CONTRACTOR SHALL SAW CUT EXISTING ASPHALT AND /OR CONCRETE SURFACES 'PRIOR TO REMOVAL UNLESS
OTHERWISE DIRECTED BY THE PROJECT INSPECTOR. SAW' CUT WIDTH SHALL BE 1 FOOT MINIMUM FROM THE
EXISTING EDGE OF PAVEMENT. SAW CUT PAVEMENT SHALL BE REPLACED AS WELL AS ADDITIONAL PAVEMENT
REQUIRED TO TIE -1N' TO FACE OF PROPOSED CURB AND GUTTER'.
EXISTING SANITARY SEWER AND WATER LINE:
FOR WATER AND SEWER LOCATES THE CONTRACTOR, SHALL COORDINATE WITH THE PROJECT INSPECTOR FOR THE
OPERATION OF ANY WATER VALVE.
THE CONTRACTOR SHALL NOT OPERATE ANY WATER VALVES. THE CONTRACTOR SHALL COORDINATE WITH THE
PROJECT INSPECTOR FOR THE OPERATION OF ANY WATER VALVE,
THE PROJECT INSPECTOR FROM THE CITY OF RALEIGH PUBLIC WORKS DEPARTMENT SHALL BE NOTIFIED BY THE
CONTRACTOR 48 HOURS PRIOR TO THE BEGINNING OF WATER AND /OR SANITARY SEWER WORK.
WHERE SANITARY SEWERS AND WATER LINES ARE ENCOUNTERED, THE CONTRACTOR SHALL USE CARE IN WORKING
AROUND OR NEAR THEM. IF AN EXISTING SEWER OR WATER LINE IS DAMAGED, THE CONTRACTOR SHALL
IMMEDIATELY REPLACE THE SEWER OR WATER LINE WITH PC 350 DUCTILE IRON PIPE AT HIS EXPENSE IN
ACCORDANCE WITH THE CITY OF RALEIGH UTILITY STANDARDS AND SPECIFICATIONS. THE CONTRACTOR SHALL
REPLACE A MINIMUM OF 10 FEET OF SANITARY SEWER LINE AND /OR WATER LINE WITH PC 350 DUCTILE IRON PIPE
WHEN DRAINAGE PIPE COMES WITHIN 18 INCHES OF SAID LINES VERTICALLY OR 10 FEET HORIZONTALLY.
ALL WATER VALVES, WATER BOXES, WATER METER BOXES', WATER' VAULTS, SANITARY SEWER MANHOLES, AND
CLEANOUTS IN THE CONSTRUCTION AREA ARE TO BE ADJUSTED TO THE FINISHED GRADE BY THE CONTRACTOR.
IF THE WATER METERS ARE TO BE RELOCATED HORIZONTALLY; THEY SHALL BE MOVED AS DIRECTED BY THE
PROJECT INSPECTOR. IF RELOCATED METER IS IN DRIVE OR SIDEWALK, CONTRACTOR WILL PROVIDE AND INSTALL
CONCRETE METER BOXES.
WATER AND SEWER LINES ARE TO REMAIN ACTIVE DURING CONSTRUCTION AT ALL TIMES. IF THIS IS NOT
POSSIBLE, THEN CONTRACTOR SHALL FOLLOW CITY OF RALEIGH POLICIES, PROCEDURES, STANDARDS AND
SPECIFICATION MANUAL.
SEWER LATERALS ARE TO BE RECONNECTED PER CITY OF RALEIGH SPECIFICATIONS
STOCKPILING NOTE:
NO STOCKPILING IS TO BE ALLOWED FOR THIS PROJECT
DATUM:
HORIZONTAL DATUM - NAD 83
VERTICAL DATUM - NAVD 88
CONTROL BENCH MARKS
#
NORTHING
EASTING
ELEV.
DESCRIPTION
1.
73471 6.07
208.8.167.2.2
328.33
NAIL SET BEHIND BACK OF CURB ON SOUTH SIDE OF
OCTAVIA STREET 30'+ /- FROM INTERSECTION WITH SWIFT.
2
734441.70
2088078.74
347.97
NAIL SET BEHIND BACK OF CURB AT NORTHWEST
INTERSECTION OF SWIFT DR. AND BRYN MAWR CT.
3
735171..33
2087728.86
335.07
NAIL SET BEHIND BACK OF CURB AT 3609 SWIFT DRIVE.
4
7348.30...48:.
2088000.69
330.57
NAIL SET BEHIND. BACK OF CURB AT SOUTHEAST INTERSECTION OF
SWIFT DR. AND LAIL CT. NEXT TO STORM DRAIN.
GENERAL UTILITIES NOTES:
METAL
N
NORTH /NORTHING
#
NUMBER
NAVD
ABAND
NTS
1. CONSTRUCTION METHODS AND MATERIALS SH A LL B E IN ACCORDANCE WITH THE CURRENT C ITY OF
O/H
_ABANDONED
RALEIGH STANDARDS AND SPECIFICATIONS, UNLESS. OTHERWISE NOTED.
A
AIR CONDITIONER
2. ALL CONTRACTORS WORKING ON CITY OF RALEIGH PROJECTS ARE REQUIRED TO OWN A COPY OF THE
A. D.
ALGEBRAIC DIFFERENCE
DESIGN MANUAL AND SHALL KEEP A COPY ON THE JOB SITE AT ALL TIMES.
PERMANENT
PG
3. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE PARTIES AND ASSURING
ASPH
ASPHALT
UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. CALL NC ONE -CALL
APPROX
APPROXIMATELY
(PREVIOUSLY ULOCO) AT 1- 800 - 632 -4949 FOR UTILITY LOCATING SERVICES 48 HOURS PRIOR TO
PROP
PROPOSED
COMMENCEMENT OF ANY WORK. CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF ALL EXISTING
B C
%
BACK OF CURB
UTILITIES PRIOR TO CONSTRUCTION.
BIT
BITUMINOUS
4. IF THE PROPOSED WATER AND/OR SANITARY SEWER MAIN IS INSTALL WITHIN 1 I A
f ED 2 N ANY DIRECTION
PERMANENT UTILITY EASEMENT
r
(VERTICALLY OR HORIZONTALLY) FROM GAS MAINS, THE CONTRACTOR: SHALL. CALL. PSNC GAS
BM
BENCH MARK
COMPANY AT 877 -776 -2427 AND INFORM THEM.
BOC
BOTTOM OF CHANNEL
5. EXIST. SANITARY SEWER LATERAL & WATER SERVICE LOCATIONS, IF SHOWN, ARE APPROXIMATE AND
RELOC
RELOCATE
ARE TO BE FIELD VERIFIED PRIOR TO CONSTRUCTION, NOT ALL WATER AND SEWER LATERALS ARE
BRG
BEARING
SHOWN. CONTRACTOR TO RELOCATE WATER AND SEWER LATERAL SERVICES AS NEEDED PRIOR TO
CB
CATCH BASIN
CONSTRUCTION.
SANITARY
SD
STORM DRAIN
C &G
CURB AND GUTTER
UTILITY COORDINATION. `
CL
CLEARANCE
SPLIT RAIL FENCE
C/L
CENTER LINE
CONTRACTOR' SHALL CONTACT NC ONE -CALL AT 1- 800 - 632 -4949 FOR UTILITY LOCATIONS PRIOR TO
CMP
CORRUGATED METAL PIPE.
CONSTRUCTION. CONTRACTOR SHALL ALSO NOTIFY THE CITY OF RALEIGH UTILITY COORDINATOR OF
SW
SIDEWALK
IMPENDING WORK..
CMPA
CORRUGATED METAL PIPE ARCH
TANGENT
CONC
CONCRETE
THE LOCATIONS OF EXISTING UTILITIES SHOWN ON THE PLANS ARE FOR THE USE OF THE CONTRACTOR IN
TEMPORARY
TP
PROVIDING PROTECTIONS FOR THE UTILITIES DURING CONSTRUCTION. THE CITY, DESIGN CONSULTANT,
CONST
CONSTRUCTION
AND /OR AGENT SHALL NOT BE HELD RESPONSIBLE FOR THE ACCURACY OR LOCATION, SIZE, DEPTH OR
COR
CITY OF RALEIGH
COMPLETENESS OF THE INFORMATION. BEFORE BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL
VC
VERTICAL CURVE
CONTACT EACH OF THE UTILITY OWNERS IN THE AREA OF CONSTRUCTION RELATIVE TO THEIR'. UTILITY
DC 'B
DOUBLE CATCH BASIN "
LOCATIONS.. THE CONTRACTOR' SHALL PROTECT ALL UTILITIES FROM DAMAGE CAUSED BY CONSTRUCTION
DB
DEED BOOK
OPERATIONS AND/ OR RELATED WORK OF THE CONTRACTOR OR HIS AGENTS. THE CONTRACTOR SHALL
WI TH
WM
HOLD THE CITY HARMLESS FOR ANY INCONVENIENCE OR DELAY CAUSED BY THE OPERATIONS OF OTHERS
DI
DROP INLET
PERFORMING T HE .ABOVE WORK_. NECESSARY ADJUSTMENT OR RELOCATION OF EXISTING UTILITIES, EXCEPT
DIA
DIAMETER
FOR CONTRACT IT PROVIDER. TH
EMS; WILL BE PERFORMED BY THE UTILITY SERVICE E CONTRACTOR SHALL
60p
SIXTY PENNY NAIL SET
COORDINATE HIS WORK WITH OTHERS IN ORDER TO PROVIDE SATISFACTORY PROGRESS OF THE PROJECT.
DW
DRIVEWAY
INCH
DIM
DIMENSION
PSNC NATURAL GAS REPRESENTATIVE MUST BE CONTACTED PRIOR TO AND DURING ANY CONSTRUCTION
EAST FASTING '
/
WITHIN THE AREA OF EXISTING GAS MAINS AT 877-776-2427. . .
E
THE CONTRACTOR SHALL COORDINATE TH E ADJUS T ME NT OR RELOCATION OF GA S MAINS WIT H PSNC.. PSNC
EA
EACH
MUST BE NOTIFIED TWO WEEKS IN ADVANCE OF CONSTRUCTION. ALL ADJUSTMENTS AND. RELOCATIONS WILL
£LE V
_
`
ELEVATION
ELE
BE
B`E PERFORMED BY PSNC_
_
EOP
EDGE OF PAVEMENT
A BELL SOUTH REPRESENTATIVE MUST BE C'ONTAC'TED PRIOR TO AND DURING ANY CONTRACTION WITHIN
ESMT
EASEMENT
THE AREA OF EXISTING BELL SOUTH CABLES.
ETCB
ELONGATED THROAT CATCH BASIN
THE CONTRACTOR SHALL SUPPORT AND PROTECT ANY EXISTING UNDERGROUND UTILITIES ENCOUNTERED
ERCP
ELLIPTICAL REINFORCED CONCRETE PIPE
DURING TRENCH EXCAVATION AND/OR PIPE INSTALLATION. CONTRACTOR TO USE 'EXTREME CAUTION WHEN
LINES.
EXIST
EXISTING
WORKING IN AREAS NEAR` POWER THE CONTRACTOR SHALL COORDINATE WORKING IN THE AREA OF
THE POWER LINES WITH PROGRESS ENERGY.
F/C
FACE OF CURB
EROSION CONTROL.
FES
FLARED END SECTION
FH
FIRE HYDRANT
F/L
.
FLOW LINE
SEE SHEETS 11, 12 AND 13 FOR EROSION CONTROL NOTES, PLANS, AND DETAILS.
FOC
FIBER OPTIC CABLE
TOTAL DISTURBED AREA: t 1.29 AC.
GV
GAS VALVE
MINIMUM EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE N.C. EROSION
HORIZ
HORIZONTAL
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
INT
INTERSECTION
CONTRACTOR' SHALL NOT DISTURB ANY AREAS OUTSIDE OF THE DESIGNATED LIMITS OF DISTURBANCE.
INV
INVERT
STORM DRAINAGE PIPE 4,, G N NV ES:
P GRADING NOTES:
IP
IRON PIN: SET
JB
JUNCTION BOX
L
LENGTH
PROJECT TOPOGRAPHY AND E X IST I NG CONDITIONS G R OU N D - CONTROLLED SURVEY PROVIDED BY WK
DICKSON. ADDITIONAL AND POTABLE WATER .LINE UTILITIES HORIZONTAL AND VERTICAL LOCATIONS, NOTED
LF
LINEAR FOOTAGE
ON PLANS, PROVIDED BY SO DEEP U.S., PC. ADDITIONAL EXISTING TREES, STORM DRAINAGE PIPES & SAN.
LT
LEFT
SEWERS VERIFICATION WAS PROVIDED BY WK DICKSON.
Ib
POUND
PIPE INVERT ELEVATIONS HAVE PRECEDENCE OVER SLOPES. HOWEVER, SLOPES SHALL NOT BE DECREASED
LP
LIGHT POLE
FROM THOSE SHOWN ON PLAN WITHOUT PRIOR APPROVAL FROM THE ENGINEER_
LN
LANE
A M
ALL STORM DRAINAGE _ OR GE P LPE TO BE CLASS 3 REINFORCED CONCRETE UNLESS OTHERWISE NOTED. PIPE
MAX
MAXIMUM
LENGTHS INDICATED ON PLAN ARE APPROXIMATE ONLY.
MH
MANHOLE
NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, TRENCHING, OR OTHER LAND
DISTURBING ACTIVITY SHALL BE PERMITTED BEYOND LIMITS OF GRADING WITHOUT PRIOR APPROVAL FROM
MIN
MINIMUM
THE PROJECT ENGINEER.
MONO
MONOLITHIC
SHALL IMMEDIATELY REPORT TO THE CITY OF RALE G DISC EP NCIES FOUND..
THE CONTRACTOR RALEIGH ANY DISCREPANCIES
mph '
MILES PER HOUR
BETWEEN ACTUAL CONDITION AND CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR INSTRUCTION FROM
THE CITY INSPECTOR PRIOR TO PROCEEDING:
ALL PROPOSED GRADES ARE FINISH GRADES.
TRAFFIC CONTROL:
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
FOR STREETS AND HIGHWAYS (MUTCD) AND THE TRAFFIC CONTROL PLAN SHEETS '14 -17, '
THE MOST DOWNSTREAM IMPROVEMENTS (SWIFT DRIVE CULVERT) ARE TO BE COMPLETED FIRST, THEN MOVE
TO THE NEXT IMPROVEMENT (LAIL COURT). CONTRACTOR SHALL NOT BEGIN WORK ON LAIL COURT UNTIL
SWIFT DRIVE IS REOPENED.
CONSTRUCTION PHASING:
THE FOLLOWING SEQUENECE DOES NOT INCLUDE ALL ACTIONS REQUIRED
BY THE CONTRACTOR, ONLY A BRIEF OVERVIEW OF THE PROJECT
SEQUENCE.
1. SWIFT DRIVE GABION EROSION CONTROL WILL BE ESTABLISHED PRIOR TO
START OF CONSTRUCTION. SEE SHEET 11 FOR EROSION CONTROL NOTES:
2. SWIFT DRIVE GABIONS TO BE INSTALLED.
3. SWIFT DRIVE EROSION CONTROL WILL BE ESTABLISHED PRIOR TO START
OF CONSTRUCTION. SEE SHEET 11 FOR EROSION CONTROL NOTES.
4. SWIFT DRIVE TRAFFIC CONTROL TO BE ESTABLISHED. SEE SHEET 15.
5. SWIFT DRIVE WATER LINE TO BE INSTALLED,
6. SWIFT DRIVE CULVERT TO BE INSTALLED.
7. SWIFT DRIVE ROAD TO BE REOPENED.
8. LAIL COURT EROSION ' CONTROL WILL BE ESTABLISHED PRIOR TO START OF
CONSTRUCTION. SEE SHEET 11 FOR EROSION CONTROL NOTES,
9. SWIFT DRIVE SANITARY SEWER TRAFFIC CONTROL TO BE INSTALLED. SEE
SHEET 16..
10. SWIFT DRIVE SANITARY SEWER TO BE INSTALLED.
11. LAIL COURT PROPOSED SEWER TO BE INSTALLED.
12. LAIL COURT TRAFFIC CONTROL TO BE ESTABLISHED. SEE SHEET 17,
13. LAIL COURT TEMPORARY ROAD TO BE INSTALLED. SEE SHEET 17.
14, LAIL COURT WATER LINE TO BE INSTALLED.
15. LAIL COURT CULVERT TO BE INSTALLED.
16. LAIL COURT TO BE REOPENED.
17. LAIL COURT TEMPORARY ROAD TO BE REMOVED.
18.. PERMANENT VEGETATION SHALL BE ESTABLISHED,
19. EROSION CONTROL MEASURES TO BE REMOVED.
MTL
METAL
N
NORTH /NORTHING
NAD 83
NORTH AMERICAN DATUM 1983
NAVD
NORTH AMERICAN VERTICAL DATUM 1988
NTS
NOT TO SCALE
O/H
OVER HEAD
OC
ON CENTER
PAVT
PAVEMENT
PC
PRESSURE CLASS
PERM
PERMANENT
PG
PACE
P
POINT OF INTERSECTION
PK
PK NAIL SET
PP
POWER POLE
PROP
PROPOSED
PDE
PERMANENT DRAINAGE EASEMENT
PT
POINT OF TANGENCY
PVI
POINT OF VERTICAL INTERSECTION
PUE
PERMANENT UTILITY EASEMENT
r
RADIUS
RCBC
REINFORCED CONCRETE BOX CULVERT
RCP
REINFORCED CONCRETE PIPE
RD'
ROAD
RELOC
RELOCATE
RT
RIGHT
R/W \ ROW
STREET RIGHT OF WAY
S
SOUTH
SAN
SANITARY
SD
STORM DRAIN
SIDE
STORM DRAINAGE EASEMENT
SF
SQUARE FOOT
S/R FENCE
SPLIT RAIL FENCE
SS
SANITARY SEWER
STA
STATION,
STD
STANDARD
SW
SIDEWALK
SY
SQUARE YARD
TAN
TANGENT
TCE
TEMPORARY CONSTRUCTION EASEMENT
TEMP
TEMPORARY
TP
TRAVERSE POINT
T/W
TEST WIRE
TYP
TYPICAL
U/G
UNDER GROUND
VC
VERTICAL CURVE
VERT
VERTICAL
VCP
VITRIFIED CLAY PIPE
W
WEST
W/
WI TH
WM
WATER METER
W VAULT
WATER VAULT
WV
WATER VALVE
YI
YARD INLET
60p
SIXTY PENNY NAIL SET
FOOT
INCH
d
h
,P
eve
•
sc
PDE PDE
BENCH MARK
SOIL BORING
IRF
IPF
SIGN
PHONE PEDESTAL
UNDERGROUND ELECTRIC LINE
POWER POLE
GUY WIRE
GAS METER
GAS LINE
CLEAN OUT
SANITARY MH
FLARED END SECTION
CURB INLET - STANDARD
DROP INLET -GRATE
WATER VALVE
PROPOSED WATER VALVE
WATER METER
SPRINKLE HEAD
H YD'
WATER
BOLLARD
TREE
BUSH
MONUMENT
LIGHT
UNDERGROUND PHONE
100 -YR FLOODPLAiN
OVERHEAD ELECTRIC LINE
HEAD WALL
WATER LINE
SIDEWALK
EDGE OF CONCRETE
CURB & GUTTER
FENCE
PROPOSED FENCE /HANDRAIL
STREAM CENTER LINE
EXISTING EASEMENT
GAS LINE
SANITARY SEWER
EXIST DRAINAGE EASEMENT
30' NEUSE BUFFER (ZONE 1)
20' NEUSE BUFFER (ZONE 2)
EXIST STRUCTURE
TREE REMOVAL
TREE PROTECTION
PROPOSED STORM MANHOLE
TEMPORARY CONSTRUCTION EASEMENT
SEWER UTILITY EASEMENT
PROPERTY MAJOR CONTOURS
PROPERTY MINOR CONTOURS
PROPERTY SAW CUT
EXISTING PROPERTY LINE
PERMANENT DRAINAGE EASEMENT
REMOVE AND REPLACE EXISTING CONCRETE
REMOVE AND REPLACE EXISTING ASPHALT
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BENCH MARK
SOIL BORING
IRF
IPF
SIGN
PHONE PEDESTAL
UNDERGROUND ELECTRIC LINE
POWER POLE
GUY WIRE
GAS METER
GAS LINE
CLEAN OUT
SANITARY MH
FLARED END SECTION
CURB INLET - STANDARD
DROP INLET -GRATE
WATER VALVE
PROPOSED WATER VALVE
WATER METER
SPRINKLE HEAD
H YD'
WATER
BOLLARD
TREE
BUSH
MONUMENT
LIGHT
UNDERGROUND PHONE
100 -YR FLOODPLAiN
OVERHEAD ELECTRIC LINE
HEAD WALL
WATER LINE
SIDEWALK
EDGE OF CONCRETE
CURB & GUTTER
FENCE
PROPOSED FENCE /HANDRAIL
STREAM CENTER LINE
EXISTING EASEMENT
GAS LINE
SANITARY SEWER
EXIST DRAINAGE EASEMENT
30' NEUSE BUFFER (ZONE 1)
20' NEUSE BUFFER (ZONE 2)
EXIST STRUCTURE
TREE REMOVAL
TREE PROTECTION
PROPOSED STORM MANHOLE
TEMPORARY CONSTRUCTION EASEMENT
SEWER UTILITY EASEMENT
PROPERTY MAJOR CONTOURS
PROPERTY MINOR CONTOURS
PROPERTY SAW CUT
EXISTING PROPERTY LINE
PERMANENT DRAINAGE EASEMENT
REMOVE AND REPLACE EXISTING CONCRETE
REMOVE AND REPLACE EXISTING ASPHALT
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PHASE 1 04-
'1101
NOW OR FORMERLY SWIFT DRIVE APPROX. 0* otly ... . ....... .
MICHAEL L & MARTHA R. LEMING 150 TO
3500 SWIFT DR NEAREST WV (EWVI
DB 4743, PG 849 0*
PIN # 783841591
BM 1976, VOL 11, PG 216
o"
ok f i
2 STORY HOUSE
FFE 337.03 3,31 - -
o j
NOW OR FORMERLY
PATRICK J. & SUSAN P. WARD TEL HON
��8' GUM 24" P11'N
3644 BRYN MAWR CT CABINET 1 0.
DB 4998, PG 47 -T—,* 167
PIN # 783842468
TOP -32797
CONCRETE
SAaKETB{ COURT,
BM 1976, VOL It, PG 216 <' 24" PI\1E
\N
CRTr AO� 0/-- INV OUT=320.77 I
ECK Cl
llp 17" PI 22' 1p;
ir� , 0D
IRE., 'UM
36" G
100-YR \7
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3"\Q DAF .54 IlNt
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0
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'N D
l/ I 1 STORY HOUSE OOD 0"
A CONCRLIEl
5 " (,�
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FFE 330.7 1100-00, )t *1-1 1 ( ­1
0 is -NV 324
6" DQGt 0 �Z --- /
28" G� 5" DOGWOOD N
N - DOGWOOD \�f \
C
p
12" MAGNOLIA
0 E­4
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675 -,,­--INV�= 321.61 1 6
DOG)NUOU
DOC"voo,
10 3" DOb%'OOD- E
6" DOGWOOD
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7 kl. SDI
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DECK &_Qw- - -­ I­ - -, - -, P4
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INV,= 321,54 -j 'r.
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14 PINE 7:�*
17" PIN
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4
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APPROX. 360 TO
C7 NEAREST WV
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o� 8- CLA S
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- - - - - SS - -- S .,o `EASEMENT acwmm
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BM -1976 RG 216- 7
NEUSE
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2 SS 3 CAR GARAGE BM
FFE 325.45
NOW OR FORMERLY-
CARPORT SUSAN WEIR
3615 OCTAVIA
DB 1816. PG 690
PIN # 783843600 5" )OC OOD�,-
NOW OR F014MERLY
ABBEY HIGGINS PHASE 2 NOW OR FORMERLY
3701 LAIL CT
DB 8383, PG 2559 DANIEL & ANNE LOPEZ CABRALTRUS'
PIN # 783840704 100-YR I N 3: CONCRETE .1 LKWAY 3700 LAIL CT
1 L AAIL COURT PG
FLOODPLAIN. o i I DB 5266, PIN # 783748858
109
EDAI", SEE NOTE 1. / 'lj J BM 1974, VOL 11, PG 170
(n I LOT 116-A
Zn I
I STORY HOUSE
1 STORY HOUSE I I FFE 334.67
FFE 334.15
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2 �"C u v . .....
CONCRETE OUTJ-323.88i
HEADWALL
se
20' DRAINAGF\ EASEMENT su-
2
0' DRAINAGE
_LM. 19_ 74 tG 170 INV.= 323,64 9 EASEMENT
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r- - r- INV.= 324.28 BM ' _ - ..
INV.= 323,69 11, PG 170
7-- SD---SD, -- I— .. ­ - - - - - -( 4W S' II TAK
60' RCP- 4" THE 20'
INV.= 324,19­
SLOPE
PROTECTION -o P
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INV :N=321.20 (E)
NV N=318.90 (NW)
INV OUT=318.75
NOTES:
1. 100-YEAR EXISTING CONDITIONS FLOODPLAIN.
SEE CITY OF RALEIGH FLOOD STUDY 045.
1 6
CIO
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15 INV.= 325.96'-
..... ..... . . I
TOP 333.0
INV IN=329.5
INV OUT=328.6
100- YR
. ....... FLOODPLAIN.
SEE NOTE 1.
o 20 , NEvv
ZUF-rrX-
15" RCP I >- ZONE 2
CA Co
J. 4-
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Mo — \ \\ \ NOW OR FORMERLY !
REMOVE AND \ <�, EDDIE J. & JUDY S. PITTS 12" I� SQII BORING D ®1.�
REPLACE 443 SY 035105 SWIFT 524 2 rRE SEE NOTE 11. L
_ • OF ASPHALT Qly \ rk L4 Rt!_i:.
p PAVEMENT PER R \ * '' 1 STORY HOUSE PIN # 783840622
STD.2�%41 . 332,31 _.. _. (SEE Nor€ 13} �z' rREE INSTALL HANDRAIL
° ° m Now OR FORMERLY DETAIL 2/6 `� ° u SEE DETAIL 4%9
/ APPROX. 150' TO 12 TEE[
MICHAEL L. & MARTHA R. LEMING �' ...
NEAREST WV (EWVI) r :. 1
3500 SWIFT DR \ \' _ _ REMOVE AND 12" IR•.T k } 3: " PIN
E�
DB 4743, PG 849 REMOVE AN ♦ O�
\ PIN 783841531
\ o REPLACE 139 LF OF ,�
REMOVE *AND BM 1976, VOL. 11, PG 219 REPLACE 105 U= - REMOVE EXIST::...
®_ N _: , f \ ' \ a 2' -6" CURB AND r _ y �. k HEADWALL:.
REPLACE CHAIN 2 6 CURB AND a \ o w° \ _.. TREE, i.I -
O \ \ \ /v \ GUTTER PER COR cz 6 ', t.
* LINK FENCE. GU PER COR '� \ ' Q STD. 20.21 SEEj --'ice .
— _..._ _. \ 0 c ( REMOVE CONCRETE
NOTE 8. STD. 20.21 \� DETAIL 1/6 3 a �.
3z' GUM 9, /' SLOPE PROTECTION
r _ ' - DETAIL 1 ®6 � \ � - � 011, \ LINE -S3- _ r-,'• .( , t ®.
O , \ \, d ...._, CONCRETE
.
i 2 STORY HOUSE p \T \ J
PROP CB -2 AND 4 LF a rah --\ j
FFE 337.03 -�'� 37.-. _. ,_. ' \sy ofy ( OF 18" RCP TO TIE / ( i ' N .
f \ cl, \ , . 0 INTO PROP 11' X 5.5' m 1$ KETI LL COURT
RCB
rvv
FEE
NOW OR FORMERLY < TELEPH \ \ '!r Q
PATRICK J. & SUSAN P. WARD \ \ s /� , 1ti� SEE DETAIL 4/6 r �" °SEE NOTE 3�
REMOVE CHAIN UNK- s . CABINE ! Q'p. o P
3644 BRYN MAWR CT _ ..._ 3 - ' / e PDE
De 4ss8, Pc 47 FENCE AND INSTALL
sir
x
PIN ?83842468 \ t/ TO _ t a
# HANDRAIL SEE. :. ,.�" � ! I f •►
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7 �A3 A [_ �¢ __�
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�= __� - -- E -. - -� -__ =- SEE NOTE 11. t t /tom REMOVE 43 LF' LINE -S4-
TIMBERS NEEDED
_ V€ - $FIFFER- . . e
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ZONE 1 < - °� FOR GABION ° o /
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CONTRACTOR SHALL -­x—j OAKI
_C 4" D'QG',`!OOD AWE 2-1
OORDINATE WITH HOMEOWNER
\REGARDING PROTECTION OR
REPLACEMENT M e PVC PIPEAK("
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DOGWOOD 20" CUM
SD
20' DRWAGE 15 INV.= 325.96
EASEMENT
BM 1974, VPL
170 r —
6+
11, PG -0
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340
338
336
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330
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324
322
320
318
316
0+00 0+50
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LINE - L3 -
3T 8" SANITARY
iER LINE
= 322.74
BE IED)
MIinstallations and other public facilities, including sidewalks
and handicap ramps, are to be constructed on all streets as
specified bity Code. These facilities have been approved by
the City of Raleigh and shall be installed unless a change is
authorized by written approval. Public Sanitary Sewer
Easements are to be recorded prior to final acceptance.
Transportation Services
Public Utilities
Stormwater
Planning
CAS O*!*&
g SEAL
ua
031
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400
3701 LAIL CT
AVE ENT PER COR STD.
6
NOW OR FORMERLY
DANIEL & ANNE LOPEZ CABRALTRUST
DB 8383, PG 2559
PIN # 783840704
2041 SEE DETAIL 2/6 3t CONCRETE WA WAY
0141
3700 LAIL CT
�2j
WE UTYRIOL"R-AMI.L. REMOVE AND REPLACE 126 LF
DB 5266, PG 109
PIN # 783748858
R
EXTENTS 1 OF2'-6* CURB AND GUTTER
BM 1974, VOL, 11, PG 170
PER CDR STD. 20.21 SEE
nL-IA^IA- ALM rm%r'nl A^L-
LOT 116—A
20' NEYSE
CONTRACTOR SHALL -­x—j OAKI
_C 4" D'QG',`!OOD AWE 2-1
OORDINATE WITH HOMEOWNER
\REGARDING PROTECTION OR
REPLACEMENT M e PVC PIPEAK("
0. 0
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SD
20' DRWAGE 15 INV.= 325.96
EASEMENT
BM 1974, VPL
170 r —
6+
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336
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320
318
316
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LINE - L3 -
3T 8" SANITARY
iER LINE
= 322.74
BE IED)
MIinstallations and other public facilities, including sidewalks
and handicap ramps, are to be constructed on all streets as
specified bity Code. These facilities have been approved by
the City of Raleigh and shall be installed unless a change is
authorized by written approval. Public Sanitary Sewer
Easements are to be recorded prior to final acceptance.
Transportation Services
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Planning
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FOR STANDARD 2'-6° CURB AND GUTTER THE CATCH BASIN ON THE UPHILL
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,�. -, _,::. _07 f.03: , : _, NOTE 1. THE GUTTER TO THE CATCH. BASIN -
:. � AND TACK: �ND TACK 16 7
io •: ,..... - •,.. ON THE DOWNHILL SIDE,. OF BANK G)
BOTTOM
° jj
� EXISTING PAVEMENT NEW Sf9.5A ASPHALT 2.5- MINIMUM EXISTING. PAVEMENT: SHALL .BEGIN 5. FROM � I fi �'
.03..E 03. \.. THE CATCH BASIN. I �f/ OF BANK W.
02 .D �. 10' -01 FLOW .LINE 2) STEPS SHALL BE INSTALLED 1N TOP I.OGK
2 4� o a c° a �
0 T e
.OB a Q "0. y G? -ter
ao .. Ill EXPANSION: CD O a o: o: a r3a � 7
! I
.. _ `;' ''! II. Q a.4 Q O !}. a. ,oG)o p �..: / //(((O-R pC. AT BASINS OVER 3 "..D DEPTH.
-
.... .a .� ._-. -. a_ _.o tY 0 0 GJ a 0 -. `�°TD _.. L L CATCH _S. S. 0. R IN EP ..... _
0 0 ` o a ° a ° ° aC?a aQq ELEVATION - 325.X7
n n o
m .. •.. ..:• ••. :.
JOINT 'CDC'aQ Q f7 C%cY Q t}- 2 2. G.i. PIPE OR PYC PIPE
Q
d° o a:0C3:a
� •:- •'.. ,: a� �'� ° � NEW ABC 12 MINIMUM DEPTH* C} C} O. ti DEPTH SHALL BE MEASURED: FROM THE ...
.OP � Q° o ° op. Oaf B• MIM..OYER 12' DEEP 12': MIN: TOP OF THE GUTTER TO THE INVERT ----. - !'- •+
e. n fl- uP T0.6' FROM TOPOF CURB.. I
L_. C} Q C3 a Qa >'�oao o. C?...o a O O.a. PJo O. OF THE CATCH BASIN.
03 01 ""e EXISTING ABC EXISTING ABC ® BOTTOM ROCK 09 05 l.JJ. , 3I SOLID CONCRETE BRICKS MAY BE ELEVATION `- 324.20s� •,; : .:
• •: :' :A USED IN AX4XB OR 4XBX 16 SIZES.
.. .. �.... I- ... EXISTING: SUBGR DE Ill -LI 1 -i I 1 -1 1 I d
-''f I3I
:OI -'" �.:'. 1 i1.t I� J �' I 1. 42 NCDOT APPROVED: PRECAST_ I ( � •:- A , .,
-. .05 FACE OF CURB �\ °: �[ F�T (T CONCRETE BOXES ACCEPTABLE f �! �(• '
• •.:. f' e .06. .:. �; .:° •'. `. - 1.11 -1 I11 -LI I -1 I'�"i: USING STANDARD 5` CASTINGS, .:. «:.. .;. ..:.,
5D DOMESTIC CASTING REQUIRED WITHIN
� •...„ -, .... ,,_ BB � + COMPACTED FILL � �
.�- -._._. 1.11 -III -1 STREET RIGHT OF WAY:.
06
cc 7• 30' hl I 1 =11 �'
l.05 x.11
x.61. • � . .. � .0- 7
U
o , 1 i l I I 3000
2-6' 2_ 6' 2­6' 2-6" P.S.I.
.07
1
.06 02. - L III IITI CONIC. I ! V 12 .08
6 UP TO 12 DEEP (,\ ° _ l.� • .. I /�,..:r,�h -' `.Y�
12' OVER 12` DEEP
_ % ° ° •. e T" ( • i I,_};.,. L.y A L.B. L.:,,.:.G : 2. THE. TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED TO A s• s•' s• r s: N PLACE 41
5 I l I DENSITY OF AT LEAST 959 OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE o A •+ to
° °' • - ° °
18" I 0 ' PLAN VEIW WITH AASHTQ: T -99 AS :MODIFIED BY NCDOT.. L__,. %° zp4. 0 ICI
MATERIAL .0 COMPACTED TO A DENSITY EQUAL TO 1009 OF THAT aDee 000 000 . - 114 ,0
? I /z• g 3 /q• 3. THE FINAL i OF FILL SHALL CONSIST OF ABC MATE L 0 ED Q L o-g °e°°9o- 7
I. 30. CURB & GUTTER 2. 30. VALLEY TYPE GUTTER: OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL. IN ACCORDANCE WITH AASHTO.. T -80 AS A CROSS t)
gON PIPES zr r i /:' SIDE WING WING 2
MODIFIED BY NCDOT. BITUMINOUS BASE OR BINDER MAY BE SUBSTITUTED IF APPROVED BY THE ENGINEER: -2- A5• PLAN ELEVATION TOP OF BANK CHANNEL
NOTES. _ _ L ON scope -IS• sE ow BANK WIDTH BANK WIDTH `�A o y
,,...:. , :,.:,.. 4.. THE: ENTIRE THICKNESSjVERTICAL EDGE OF THE CUT SHALL BE TACKED. Tor op C.B. : «( BOTTOM. C�: { P V
L. ID MAXIMUM BETWEEN. CONSTRUCTION JOINTS: : a „ , .P ° , a
F2 , .: °: 12 • • a . :..< {0 .e a., e.. .° SLIP RESISTANT CLEATS 6 7
,.... R. . °. • < ....: • _. • : < :.. .: .? EXISTS : ' SHALL BE REINSTALLED, BUT 7N: NO CASE SHALL � ++
15 MAXIMUM BETWEEN CONSTRUCTION JOINTS ... °. b :, 7 ,, .., .... ... T .• ,. a... T- 5. THE.. SAME DEPTH OF PAVEMENT MATERIAL WHICH L ,. WIDTH a)..
:. °..:... t7
T � � . • , . � ..... . , �. � 4� � REBAR CORROSION. „1.p m
ON MACHINE POURS. THE ASPHALT BE LESS. THAN 2 THICK. z <- s•Mlw:
fl• MWIMUM.. E• RESISTANT ><rl. N � Y
INSTALLED AN COMPACTED THOROUGHLY TO ACHIEVE : A_SMOOTH
6. THE ASPHALT PAVEMENT MATERIAL SHALL 8E. S ALLEO 6 ovER lr DEEP MATeRIac
2. I/2 EXPANSION JOINT EVERY 96.,.. I , 2' -s• a' L- Z
2 6 2 fi 12 F MINIMUM UP TO I , ® SRUBBERl: k-
LEVEL PATCH, ,FRoM TOP of case. z STREAM: BED _., .- w
3. 3000. PSI CONCRETE :MINIMUM, 4 SLUMP MAXIMUM. `- I �1 � s f 1 �reiASilcrl �:'"" v • ,
ELEVATION- - C9 � v�
* CONTRACTOR TO COORDINATE WITH CITY FIELD INSPECTOR TO U jl�'TYP.. ... 4.: LIQUID MEMBRANE CURING COMPOUND SNALL MEET _ ELEVATION SECTION A A
SECTION A -A SECTION B -B SECTION C C lP sreucmRE.ls " ., ': D:
ADJUST THE OF ABC BASE COARSE PAVEMENT T0: . _..- 325.20.
THE REQUIREMENTS OF SECTION ID26 -2 OF NCDOT - - -- - GREATER THAN Iz a
ENSURE FINAL PAVEMENT SURFACE ELEVATION MATCHES ._, ""'1 +� o G c
TO PXTEN NG 15
STANDARDS & SPECIFICATIONS FOR ROADS AND .. - - "' ••- � U +• � =.
SHEET 1 OF 2 SHEET 2 OF 2 .EXISTING PAVEMENT ELEVATION. > - I a 0
STRUCTURES: To EXTEND s
CITY OF RALEIGH BEYOND THE STRUCTURE C% 1 f :OF RALEIGH: e • � � -j 0 0
5. ALL CONSTRUCTION JOINTS SHALL BE FICLED. CITY OF RALEIGH NOTES:: CITY OF RALEIGH' -.�... � O 2 h
7 ,, PUBLIC WORKS DEPARTMENT . °- ..
0
.PUBLIC WORKS DEPARTMENT :.c
WITH JOINT FILLER AND SEALER IN ACCORDANCE PUBLIC WORKS DEPARTMENT PUBLIC. WORKS DEPARTMENT � 0 +,
< ... I= O)
6 FOOTER BOULDERS
s � r
f f ADDITION TO THE ABOVE CUR SECTION < ° -•
ITH N T ROADWAY STANDARD TAI 46.1 ° N OD flN E 0 E B
W COO O S O RD DE L & 0. ° ° .. � � . � D o
DATE. 713100 DRAWN BY. JTB o ° REVISIONS DA 7E. :5(6/06 DRAWN BY.- WDP : Q N Q Of
REVISIONS DATE. 7/3 {00 DRAWN BY JTB- REVISIONS DATE, 713100 PRAWN BY. JiB REVISIONS ° a a a. , ° .; _
THE JOINT MATERIAL SHALL CONFORM T0: SECTION:
°. . ° ° 5119 /Od JTT
a TRANSITION, THE GUTTER SLOPE TRANSITION sirs /oa JTT :. °.. °
5/t3l0 JTT 5/ 19104 JTT : n o °o ° .. ° e. °.. ° °. ° °. a. o
ASPHALT a° �.° ° , o ° °.° 5 OM
1028 2 OF NCDOT 5 STANDARD: SPECIFICATIONS FOR R CURB TRANSITION ° ° ° . ° ° °
b /5/06 JTT CURB fi /5 /Ofi JTT f/I710T IYDF 6f6/06 WOF
SHALL CONFORM TO NOTE 1 OF STD. 30.01 '- HEADER BOULDERS
ROADS AND STRUCTURES.. .AND T0.:2 6 PAVEMENT CATCH --
I /12/07 WAP 5/31/O7:JTT 3000 PSI CONCRETE 7/!7/07 YiDF � � I
6. ABC STONE REQUIRED UNDER ALL CURB & GUTTER. 5131107 JTT GUTTERS 2. TRANSITION NOT TO BE LOCATED WITHIN VALLEY GUTTER PATCH 5/31/07 JTT BASIN
SID: Ik 21121 THE CURB RADIUS.,. STD.. 20.21 STD. # 20.41 - DRAWING NOT 70 SCALE - SID. 34.01 .5'y Q `�
BOTTOM ROCK
bb �
ELEVATION = 324.20 p '
2 ASPHALT PAVEMENT PATCH 5' OM CATCH BASIN
FOOTER ROCKS CROSS SECTION
1 CURB AND GUTTER'S DETAIL
0: 6 NTS 6 NTS qA
NTS U
-r-.i
UPSTREAM BED
ELEVATION - 325.20
ELEVATION
VANE ELEVATION = 324.20.
- -- ___- BOULDER
12,, 12„ NOTES F o- TERM -- ___ TOP OF gAN{
MIN. MIN: k,
I 1. CROSS VANES SHALL BE CONSTRUCTED AS TWO (2) ROCK VANES ON 2' MIN A EXIS71 1fl'
OPPOSITE SIDES OF THE STREAM, WITH A CONNECTING CROSS
^ CHANNEL SILL SET AT THE PROPOSED INVERT OF THE STREAMBED. D Fy
SELECT CROSS VANE SHALL CONSIST OF VANE BOULDERS, SILL BOULDERS
TF BACKFILL AND FOOTER BOULDERS. EACH OF THE OUTSIDE ROCK VANES WILL I
MAKE UP 1/3 OF THE STREAM'S WIDTH. I M
2. A TRENCH SHALL BE DUG TO ENSURE THAT FOOTER ROCKS, CROSS
HEADER ROCKS AND A MINIMUM OF 1/3 OF THE WING HEADER ROCKS CLASS A STONE
ARE BURIED BENEATH THE STREAMBED SURFACE ELEVATION. FOOTER BOULDER
3. AN EXCAVATOR, WITH A BUCKET THAT CONTAINS A HYDRAULIC FILTER FABRIC TO EXTEND #5 STONE CLASS 'A' STONE
THUMB, SHALL BE USED TO PLACE BOULDERS' WITH THE SUPERVISION 1' BELOW BOTTOM FOOTER C7
#57 WASHED OF THE ENGINEER. BOULDER SECTION A -A VIEW
STONE AND 4. HEADER AND FOOTER BOULDERS SHALL BE APPROXIMATELY 30" X W
FILTER FABRIC 24" X 12' AS A MINIMUM SIZE. THE UPPER LIMIT FOR BOULDERS N
SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION OF
THE STRUCTURE. r '
5. FOOTER BOULDERS SHALL BE APPROVED BY THE ENGINEER WITH F+�f
- - - - - - _ - HEADER BOULDERS PLACED ON TOP PRIOR TO BACK FILLING OF THE ELEVATION 328.80± zi
OPENING TO BE FILL VOID WITH TRENCH. IN THE CENTER OR CROSS PORTION OF THE CHANNEL THE
CREATED BY CEMENTITIOUS HEADER BOULDERS SHALL BE PLACED SUCH THAT THE TOP OF THE
- - - - - - - - - - HEADER BOULDER IS AT AN ELEVATION EQUAL TO THE PROPOSED VANE BOULDERS
RCP /RCBC PRECAST NON- SHRINK GROUT f
CONCRETE SUPPLIER � EV 2 BED ELEVATION. EL = BANK
Y / 6. CROSS VANES SHALL BE CONSTRUCTED SO THAT ADJOINING I
b ' /l BOULDERS TAPER IN AN UPSTREAM DIRECTION, FROM THE BANKFULL
-- - - - - --
L
ELEVATION TO THE STREAM INVERT. THE UPSTREAM END OF THE --- °-
CROSS VANE IS SET AT AN ANGLE OF 35 TO 45 DEGREES TANGENT STREAM BED 7
PLACE BOX ON A LAYER OF 12 INCHES : --
COMPACTED SUBGRADE TO THE PROJECTED STREAM BANK DIRECTION. THE TOP ELEVATION OF ELEVATION !
4
OR UNDISTURBED OF #57 WASHED STONE.: FOUNDATION BOTH VANES WILL DECREASE TOWARD THE CENTER OF THE CHANNEL.
CONDITIONING MATERIAL PER NCDOT VANE HALL BE KEYED INTO
- MATERIAL 7. THE DOWNSTREAM END OF THE CROSS S E
STANDARDS (SEE NOTES FOR SELECT THE STREAMBANK AT THE BANKFULL ELEVATION. THE CROSS VANE !,- \kx.�
MATERIAL CLASS) AND /OR AS SHALL BE KEYED A MINIMUM OF FIVE FEET INTO THE STREAMBANK.
4- 7
DIRECTED BY THE ENGINEER THE UPSTREAM END OF CROSS VANE SHALL BE KEYED INTO THE
SAW -GUT RCP FLUSH STREAMBANK AT THE DESIGNED STREAMBED INVERT ELEVATION,
WITH INSIDE WALL OF 8. THE CROSS VANE SHALL BE COMPLETED BY THE PLACEMENT OF A Q e-
b o a ` > r
R'CPfRCBC NOTES: CROSS CHANNEL SILL AT THE DESIGN INVERT OF THE STREAMBED.. Z Z
CROSS CHANNEL BOULDERS SHALL BE PROPERLY SECURED BEHIND a� N La
1. THE PRECAST UNITS SHALL BE CAREFULLY POSITIONED ON THE PREPARED FOOTER BOULDERS, AND SHALL BE PLACED SO THAT THE SILL to F"
FOUNDATION, FEMALE END UPGRADE WITH MALE END FULLY INSERTED AND BOULDERS ARE LEVEL ACROSS THE CHANNEL. SILL BOULDERS SHALL N
PIPE OD FOOTER BOULDERS w W
NEW RCP /RCBC EACH JOINT CHECKED FOR ALIGNMENT. SATISFACTORY FITTING AND PROPER BE PLACED CLOSE ENOUGH TO ENSURE ROCK -TO -ROCK CONTACT <C x o>
EXISTING OR NEW CULVERT GRADE SHALL BE MAINTAINED AS THE WORK PROCEEDS. WITH NO SPACE BETWEEN ADJOINING BOULDERS. THE ELEVATION OF -
PIPE OD + 6"+ '' PROFILE VIEW B B VIEW
RCP STORM SEWER THE SILL SHALL BE AS DETERMINED ON THE PLANS, SPECIFICATIONS, '
2, CARE SHALL BE TAKEN DURING BACKFILL AND COMPACTION TO MAINTAIN AND CONSTRUCTION NOTES, OR AS DETERMINED IN THE FIELD BY THE h H
ALIGNMENT AND PREVENT DAMAGE TO THE JOINTS. UNITS THAT BECOME ENGINEER. O w
MISALIGNED, SHOW EXCESSIVE SETTLEMENT OR HAVE OTHERWISE BEEN �C
NOTES, DAMAGED BY THE CONTRACTOR'S OPERATION SHALL, AT THE DISCRETION 9. FOOTER BOULDERS SHALL BE INSTALLED AS SHOWN W THE PLANS w.a
AND DETAILS AND SHALL BE FIRMLY KEYED INTO THE STREAMBED..
OF THE ENGINEER, BE REMOVED AND REPLACED BY THE CONTRACTOR AT 10. VANE BOULDERS SHALL BE PLACED IN A LINEAR FASHION SO AS TO is
1. THE ALIGNMENT OF ALL PIPES TIED IN TO THE MAIN RCPJRCBC IS SECTION 1
NO COST TO THE CITY. PRODUCE THE SLOPING CROSS VANE, AND SHALL BE PLACED WITH
TO BE PERPENDICULAR TO THE OUTSIDE FACE OF THE MAIN RCP /RCBC CULVERT, TIGHT, CONTINUOUS SURFACE CONTACT BETWEEN ADJOINING BOULDER. ROCK p c WEIR
3. ALL PRECAST UNITS SHALL BE PLACED PRIOR TO POURING HEADWALLS 6 ROCK CROSS
BOULDER SHALL BE PLACED SO AS TO HAVE NO SIGNIFICANT GAPS Q
2. PROVIDE 6" MINIMUM CLEARANCE BETWEEN MAIN LINE JOINTS AND EXTERIOR PRECAST UNITS SHALL BE UNDERMINED TO ALLOW FOR HEADWALL BETWEEN ADJOINING BOULDER.
PIPE OPENING: CONSTRUCTION. 11. VANE BOULDERS SHALL BE PLACED SO AS TO HAVE A FINAL SMOOTH 6 NTS °o Caw Q
SURFACE ALONG THE TOP PLANE OF THE CROSS VANE. NO VANE viq ¢ O
4: A MINIMUM OF 12" FROM OUTSIDE DIAMETER OF PIPE TO SIDE OF TRENCH BOULDER SHALL PROTRUDE HIGHER THAN THE OTHER BOULDER IN
MUST BE ALLOWED FOR #57 WASHED STONE. BACKFILLING OF TRENCHES THE BOULDER VANE. A 'COMPLETED CROSS VANE HAS A SMOOTH, 0 ~'
SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID: CONTINUOUS FINISH GRADE FROM THE BANKFULL ELEVATION TO THE
T
STREAMBED. ALJ. W Q T
5. ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 12. AS THE CROSS VANE IS CONSTRUCTED, THE CONTRACTOR SHALL
95% STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE CHINK ALL VOIDS BETWEEN THE FOOTER BOULDERS, AND BETWEEN! e D
100% STANDARD PROCTOR, THE FOOTER BOULDERS AND VANE BOULDERS, VOIDS SHALL BE
CHINKED WITH SMALLER ROCK SUCH THAT NO VOIDS GREATER THAN
6. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS. FOUR INCHES IN SIZE WILL BE PRESENT. ED - - AND
PIPE TIE. I CULVERT N TO 13. UPON COMPLETION OF THE CROSS VANE, A TRENCH SHALL BE DUG T Air �ry
G 7. ALL BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT MATERIAL. UPSTREAM OF THE VANE, AND A CEO- TEXTILE FABRIC (THAT
6 NTS (NCDOT CLASS 111, TYPE 2), EXCAVATED MATERIAL THAT MEETS OR EXCEEDS PREVENTS PASSAGE OF WATER) SHALL BE PLACED AS SHOWN IN
THAT STANDARD SHALL BE USED WHERE AVAILABLE. IN AREAS OUTSIDE SECTION A -A. THE TRENCH SHALL EXTEND A MINIMUM OF 1 FOOT
THE ROADWAY, BACKFILL SHALL CONSIST OF SELECT BACKFILL SUPPLIED BY BELOW THE LOWER FOOTER BOULDER AND CURVE UPWARD TO CREATE
T NT
HE CONTRACTOR.
A POCKET. Utlltty installations and other public facilities, including sidewalks a [�
14. THE FABRIC SHALL BE PLACED IN THE TRENCH AND WRAPPED OVER and handicap ramp S, are to be constructed on all streets as
THER OP OF THE HEADER BOULDERS WITH APPROXIMATELY 2 FEET OF specified by City ode. These facilities have been approved by w
15. ROCK FILL MATERIAL SHALL BE BACK FILLED AROUND THE FABRIC the City Of Raleigh and shall be installed unless a change is
AND TAMPED DOWN AS SHOWN IN THE DETAIL. THE EXCESS authorized by written approval. Public Sanitary Sewer
GEOTEXTILE FABRIC SHALL BE CUT OFF AT THE INTERFACE BETWEEN Easements are to be recorded prior to final acceptance. Lf
THE HEADER BOULDER AND THE SOIL. !ZI
16. THE CONTRACTOR SHALL UPON COMPLETION OF THE WORK RE -SHAPE Transportation Services
THE SLOPES AND STREAM BOTTOM TO THE SPECIFIED ELEVATIONS. O
Public Utilities
TRENCH DETAIL FOR a"
5 PRECAST BOX CULVERT .a
�qa4, ® °f� .yam Planning a
6 NTS a >J
S a
SHEET OF
di t
% 6 22
.08 I.- 6' is 24°
I
I }I
,. u.
4 SLOPE =1' / RT.
• IO" o ° ° • ° °
5 °. . ° 7
° T
I..
FACE OF CURB:...
BACK OF CllRB I N.
I
LIP: OF GUTTER I
I
�e I 1 I' =1 I ll' -1 I Ifl 4.:.,
NOTES;.
1. THE PAVEMENT SHALL BE :DEFINED BY A STRAIGHT EDGE :FORMED BY A MACHINED SAW CUT.
T-..� 6° f.,. -.- 6:'4•
STANDARD C.B. STEP
_u.
3 3 KEBABS
R' LONG'` _'..
r _
`e ( Jf- � .
5'. MIN. `✓' MIN.
PLAN. VIEW
O.
n
r7
tv
_ % ° ° •. e T" ( • i I,_};.,. L.y A L.B. L.:,,.:.G : 2. THE. TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED TO A s• s•' s• r s: N PLACE 41
5 I l I DENSITY OF AT LEAST 959 OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE o A •+ to
° °' • - ° °
18" I 0 ' PLAN VEIW WITH AASHTQ: T -99 AS :MODIFIED BY NCDOT.. L__,. %° zp4. 0 ICI
MATERIAL .0 COMPACTED TO A DENSITY EQUAL TO 1009 OF THAT aDee 000 000 . - 114 ,0
? I /z• g 3 /q• 3. THE FINAL i OF FILL SHALL CONSIST OF ABC MATE L 0 ED Q L o-g °e°°9o- 7
I. 30. CURB & GUTTER 2. 30. VALLEY TYPE GUTTER: OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL. IN ACCORDANCE WITH AASHTO.. T -80 AS A CROSS t)
gON PIPES zr r i /:' SIDE WING WING 2
MODIFIED BY NCDOT. BITUMINOUS BASE OR BINDER MAY BE SUBSTITUTED IF APPROVED BY THE ENGINEER: -2- A5• PLAN ELEVATION TOP OF BANK CHANNEL
NOTES. _ _ L ON scope -IS• sE ow BANK WIDTH BANK WIDTH `�A o y
,,...:. , :,.:,.. 4.. THE: ENTIRE THICKNESSjVERTICAL EDGE OF THE CUT SHALL BE TACKED. Tor op C.B. : «( BOTTOM. C�: { P V
L. ID MAXIMUM BETWEEN. CONSTRUCTION JOINTS: : a „ , .P ° , a
F2 , .: °: 12 • • a . :..< {0 .e a., e.. .° SLIP RESISTANT CLEATS 6 7
,.... R. . °. • < ....: • _. • : < :.. .: .? EXISTS : ' SHALL BE REINSTALLED, BUT 7N: NO CASE SHALL � ++
15 MAXIMUM BETWEEN CONSTRUCTION JOINTS ... °. b :, 7 ,, .., .... ... T .• ,. a... T- 5. THE.. SAME DEPTH OF PAVEMENT MATERIAL WHICH L ,. WIDTH a)..
:. °..:... t7
T � � . • , . � ..... . , �. � 4� � REBAR CORROSION. „1.p m
ON MACHINE POURS. THE ASPHALT BE LESS. THAN 2 THICK. z <- s•Mlw:
fl• MWIMUM.. E• RESISTANT ><rl. N � Y
INSTALLED AN COMPACTED THOROUGHLY TO ACHIEVE : A_SMOOTH
6. THE ASPHALT PAVEMENT MATERIAL SHALL 8E. S ALLEO 6 ovER lr DEEP MATeRIac
2. I/2 EXPANSION JOINT EVERY 96.,.. I , 2' -s• a' L- Z
2 6 2 fi 12 F MINIMUM UP TO I , ® SRUBBERl: k-
LEVEL PATCH, ,FRoM TOP of case. z STREAM: BED _., .- w
3. 3000. PSI CONCRETE :MINIMUM, 4 SLUMP MAXIMUM. `- I �1 � s f 1 �reiASilcrl �:'"" v • ,
ELEVATION- - C9 � v�
* CONTRACTOR TO COORDINATE WITH CITY FIELD INSPECTOR TO U jl�'TYP.. ... 4.: LIQUID MEMBRANE CURING COMPOUND SNALL MEET _ ELEVATION SECTION A A
SECTION A -A SECTION B -B SECTION C C lP sreucmRE.ls " ., ': D:
ADJUST THE OF ABC BASE COARSE PAVEMENT T0: . _..- 325.20.
THE REQUIREMENTS OF SECTION ID26 -2 OF NCDOT - - -- - GREATER THAN Iz a
ENSURE FINAL PAVEMENT SURFACE ELEVATION MATCHES ._, ""'1 +� o G c
TO PXTEN NG 15
STANDARDS & SPECIFICATIONS FOR ROADS AND .. - - "' ••- � U +• � =.
SHEET 1 OF 2 SHEET 2 OF 2 .EXISTING PAVEMENT ELEVATION. > - I a 0
STRUCTURES: To EXTEND s
CITY OF RALEIGH BEYOND THE STRUCTURE C% 1 f :OF RALEIGH: e • � � -j 0 0
5. ALL CONSTRUCTION JOINTS SHALL BE FICLED. CITY OF RALEIGH NOTES:: CITY OF RALEIGH' -.�... � O 2 h
7 ,, PUBLIC WORKS DEPARTMENT . °- ..
0
.PUBLIC WORKS DEPARTMENT :.c
WITH JOINT FILLER AND SEALER IN ACCORDANCE PUBLIC WORKS DEPARTMENT PUBLIC. WORKS DEPARTMENT � 0 +,
< ... I= O)
6 FOOTER BOULDERS
s � r
f f ADDITION TO THE ABOVE CUR SECTION < ° -•
ITH N T ROADWAY STANDARD TAI 46.1 ° N OD flN E 0 E B
W COO O S O RD DE L & 0. ° ° .. � � . � D o
DATE. 713100 DRAWN BY. JTB o ° REVISIONS DA 7E. :5(6/06 DRAWN BY.- WDP : Q N Q Of
REVISIONS DATE. 7/3 {00 DRAWN BY JTB- REVISIONS DATE, 713100 PRAWN BY. JiB REVISIONS ° a a a. , ° .; _
THE JOINT MATERIAL SHALL CONFORM T0: SECTION:
°. . ° ° 5119 /Od JTT
a TRANSITION, THE GUTTER SLOPE TRANSITION sirs /oa JTT :. °.. °
5/t3l0 JTT 5/ 19104 JTT : n o °o ° .. ° e. °.. ° °. ° °. a. o
ASPHALT a° �.° ° , o ° °.° 5 OM
1028 2 OF NCDOT 5 STANDARD: SPECIFICATIONS FOR R CURB TRANSITION ° ° ° . ° ° °
b /5/06 JTT CURB fi /5 /Ofi JTT f/I710T IYDF 6f6/06 WOF
SHALL CONFORM TO NOTE 1 OF STD. 30.01 '- HEADER BOULDERS
ROADS AND STRUCTURES.. .AND T0.:2 6 PAVEMENT CATCH --
I /12/07 WAP 5/31/O7:JTT 3000 PSI CONCRETE 7/!7/07 YiDF � � I
6. ABC STONE REQUIRED UNDER ALL CURB & GUTTER. 5131107 JTT GUTTERS 2. TRANSITION NOT TO BE LOCATED WITHIN VALLEY GUTTER PATCH 5/31/07 JTT BASIN
SID: Ik 21121 THE CURB RADIUS.,. STD.. 20.21 STD. # 20.41 - DRAWING NOT 70 SCALE - SID. 34.01 .5'y Q `�
BOTTOM ROCK
bb �
ELEVATION = 324.20 p '
2 ASPHALT PAVEMENT PATCH 5' OM CATCH BASIN
FOOTER ROCKS CROSS SECTION
1 CURB AND GUTTER'S DETAIL
0: 6 NTS 6 NTS qA
NTS U
-r-.i
UPSTREAM BED
ELEVATION - 325.20
ELEVATION
VANE ELEVATION = 324.20.
- -- ___- BOULDER
12,, 12„ NOTES F o- TERM -- ___ TOP OF gAN{
MIN. MIN: k,
I 1. CROSS VANES SHALL BE CONSTRUCTED AS TWO (2) ROCK VANES ON 2' MIN A EXIS71 1fl'
OPPOSITE SIDES OF THE STREAM, WITH A CONNECTING CROSS
^ CHANNEL SILL SET AT THE PROPOSED INVERT OF THE STREAMBED. D Fy
SELECT CROSS VANE SHALL CONSIST OF VANE BOULDERS, SILL BOULDERS
TF BACKFILL AND FOOTER BOULDERS. EACH OF THE OUTSIDE ROCK VANES WILL I
MAKE UP 1/3 OF THE STREAM'S WIDTH. I M
2. A TRENCH SHALL BE DUG TO ENSURE THAT FOOTER ROCKS, CROSS
HEADER ROCKS AND A MINIMUM OF 1/3 OF THE WING HEADER ROCKS CLASS A STONE
ARE BURIED BENEATH THE STREAMBED SURFACE ELEVATION. FOOTER BOULDER
3. AN EXCAVATOR, WITH A BUCKET THAT CONTAINS A HYDRAULIC FILTER FABRIC TO EXTEND #5 STONE CLASS 'A' STONE
THUMB, SHALL BE USED TO PLACE BOULDERS' WITH THE SUPERVISION 1' BELOW BOTTOM FOOTER C7
#57 WASHED OF THE ENGINEER. BOULDER SECTION A -A VIEW
STONE AND 4. HEADER AND FOOTER BOULDERS SHALL BE APPROXIMATELY 30" X W
FILTER FABRIC 24" X 12' AS A MINIMUM SIZE. THE UPPER LIMIT FOR BOULDERS N
SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION OF
THE STRUCTURE. r '
5. FOOTER BOULDERS SHALL BE APPROVED BY THE ENGINEER WITH F+�f
- - - - - - _ - HEADER BOULDERS PLACED ON TOP PRIOR TO BACK FILLING OF THE ELEVATION 328.80± zi
OPENING TO BE FILL VOID WITH TRENCH. IN THE CENTER OR CROSS PORTION OF THE CHANNEL THE
CREATED BY CEMENTITIOUS HEADER BOULDERS SHALL BE PLACED SUCH THAT THE TOP OF THE
- - - - - - - - - - HEADER BOULDER IS AT AN ELEVATION EQUAL TO THE PROPOSED VANE BOULDERS
RCP /RCBC PRECAST NON- SHRINK GROUT f
CONCRETE SUPPLIER � EV 2 BED ELEVATION. EL = BANK
Y / 6. CROSS VANES SHALL BE CONSTRUCTED SO THAT ADJOINING I
b ' /l BOULDERS TAPER IN AN UPSTREAM DIRECTION, FROM THE BANKFULL
-- - - - - --
L
ELEVATION TO THE STREAM INVERT. THE UPSTREAM END OF THE --- °-
CROSS VANE IS SET AT AN ANGLE OF 35 TO 45 DEGREES TANGENT STREAM BED 7
PLACE BOX ON A LAYER OF 12 INCHES : --
COMPACTED SUBGRADE TO THE PROJECTED STREAM BANK DIRECTION. THE TOP ELEVATION OF ELEVATION !
4
OR UNDISTURBED OF #57 WASHED STONE.: FOUNDATION BOTH VANES WILL DECREASE TOWARD THE CENTER OF THE CHANNEL.
CONDITIONING MATERIAL PER NCDOT VANE HALL BE KEYED INTO
- MATERIAL 7. THE DOWNSTREAM END OF THE CROSS S E
STANDARDS (SEE NOTES FOR SELECT THE STREAMBANK AT THE BANKFULL ELEVATION. THE CROSS VANE !,- \kx.�
MATERIAL CLASS) AND /OR AS SHALL BE KEYED A MINIMUM OF FIVE FEET INTO THE STREAMBANK.
4- 7
DIRECTED BY THE ENGINEER THE UPSTREAM END OF CROSS VANE SHALL BE KEYED INTO THE
SAW -GUT RCP FLUSH STREAMBANK AT THE DESIGNED STREAMBED INVERT ELEVATION,
WITH INSIDE WALL OF 8. THE CROSS VANE SHALL BE COMPLETED BY THE PLACEMENT OF A Q e-
b o a ` > r
R'CPfRCBC NOTES: CROSS CHANNEL SILL AT THE DESIGN INVERT OF THE STREAMBED.. Z Z
CROSS CHANNEL BOULDERS SHALL BE PROPERLY SECURED BEHIND a� N La
1. THE PRECAST UNITS SHALL BE CAREFULLY POSITIONED ON THE PREPARED FOOTER BOULDERS, AND SHALL BE PLACED SO THAT THE SILL to F"
FOUNDATION, FEMALE END UPGRADE WITH MALE END FULLY INSERTED AND BOULDERS ARE LEVEL ACROSS THE CHANNEL. SILL BOULDERS SHALL N
PIPE OD FOOTER BOULDERS w W
NEW RCP /RCBC EACH JOINT CHECKED FOR ALIGNMENT. SATISFACTORY FITTING AND PROPER BE PLACED CLOSE ENOUGH TO ENSURE ROCK -TO -ROCK CONTACT <C x o>
EXISTING OR NEW CULVERT GRADE SHALL BE MAINTAINED AS THE WORK PROCEEDS. WITH NO SPACE BETWEEN ADJOINING BOULDERS. THE ELEVATION OF -
PIPE OD + 6"+ '' PROFILE VIEW B B VIEW
RCP STORM SEWER THE SILL SHALL BE AS DETERMINED ON THE PLANS, SPECIFICATIONS, '
2, CARE SHALL BE TAKEN DURING BACKFILL AND COMPACTION TO MAINTAIN AND CONSTRUCTION NOTES, OR AS DETERMINED IN THE FIELD BY THE h H
ALIGNMENT AND PREVENT DAMAGE TO THE JOINTS. UNITS THAT BECOME ENGINEER. O w
MISALIGNED, SHOW EXCESSIVE SETTLEMENT OR HAVE OTHERWISE BEEN �C
NOTES, DAMAGED BY THE CONTRACTOR'S OPERATION SHALL, AT THE DISCRETION 9. FOOTER BOULDERS SHALL BE INSTALLED AS SHOWN W THE PLANS w.a
AND DETAILS AND SHALL BE FIRMLY KEYED INTO THE STREAMBED..
OF THE ENGINEER, BE REMOVED AND REPLACED BY THE CONTRACTOR AT 10. VANE BOULDERS SHALL BE PLACED IN A LINEAR FASHION SO AS TO is
1. THE ALIGNMENT OF ALL PIPES TIED IN TO THE MAIN RCPJRCBC IS SECTION 1
NO COST TO THE CITY. PRODUCE THE SLOPING CROSS VANE, AND SHALL BE PLACED WITH
TO BE PERPENDICULAR TO THE OUTSIDE FACE OF THE MAIN RCP /RCBC CULVERT, TIGHT, CONTINUOUS SURFACE CONTACT BETWEEN ADJOINING BOULDER. ROCK p c WEIR
3. ALL PRECAST UNITS SHALL BE PLACED PRIOR TO POURING HEADWALLS 6 ROCK CROSS
BOULDER SHALL BE PLACED SO AS TO HAVE NO SIGNIFICANT GAPS Q
2. PROVIDE 6" MINIMUM CLEARANCE BETWEEN MAIN LINE JOINTS AND EXTERIOR PRECAST UNITS SHALL BE UNDERMINED TO ALLOW FOR HEADWALL BETWEEN ADJOINING BOULDER.
PIPE OPENING: CONSTRUCTION. 11. VANE BOULDERS SHALL BE PLACED SO AS TO HAVE A FINAL SMOOTH 6 NTS °o Caw Q
SURFACE ALONG THE TOP PLANE OF THE CROSS VANE. NO VANE viq ¢ O
4: A MINIMUM OF 12" FROM OUTSIDE DIAMETER OF PIPE TO SIDE OF TRENCH BOULDER SHALL PROTRUDE HIGHER THAN THE OTHER BOULDER IN
MUST BE ALLOWED FOR #57 WASHED STONE. BACKFILLING OF TRENCHES THE BOULDER VANE. A 'COMPLETED CROSS VANE HAS A SMOOTH, 0 ~'
SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID: CONTINUOUS FINISH GRADE FROM THE BANKFULL ELEVATION TO THE
T
STREAMBED. ALJ. W Q T
5. ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 12. AS THE CROSS VANE IS CONSTRUCTED, THE CONTRACTOR SHALL
95% STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE CHINK ALL VOIDS BETWEEN THE FOOTER BOULDERS, AND BETWEEN! e D
100% STANDARD PROCTOR, THE FOOTER BOULDERS AND VANE BOULDERS, VOIDS SHALL BE
CHINKED WITH SMALLER ROCK SUCH THAT NO VOIDS GREATER THAN
6. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS. FOUR INCHES IN SIZE WILL BE PRESENT. ED - - AND
PIPE TIE. I CULVERT N TO 13. UPON COMPLETION OF THE CROSS VANE, A TRENCH SHALL BE DUG T Air �ry
G 7. ALL BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT MATERIAL. UPSTREAM OF THE VANE, AND A CEO- TEXTILE FABRIC (THAT
6 NTS (NCDOT CLASS 111, TYPE 2), EXCAVATED MATERIAL THAT MEETS OR EXCEEDS PREVENTS PASSAGE OF WATER) SHALL BE PLACED AS SHOWN IN
THAT STANDARD SHALL BE USED WHERE AVAILABLE. IN AREAS OUTSIDE SECTION A -A. THE TRENCH SHALL EXTEND A MINIMUM OF 1 FOOT
THE ROADWAY, BACKFILL SHALL CONSIST OF SELECT BACKFILL SUPPLIED BY BELOW THE LOWER FOOTER BOULDER AND CURVE UPWARD TO CREATE
T NT
HE CONTRACTOR.
A POCKET. Utlltty installations and other public facilities, including sidewalks a [�
14. THE FABRIC SHALL BE PLACED IN THE TRENCH AND WRAPPED OVER and handicap ramp S, are to be constructed on all streets as
THER OP OF THE HEADER BOULDERS WITH APPROXIMATELY 2 FEET OF specified by City ode. These facilities have been approved by w
15. ROCK FILL MATERIAL SHALL BE BACK FILLED AROUND THE FABRIC the City Of Raleigh and shall be installed unless a change is
AND TAMPED DOWN AS SHOWN IN THE DETAIL. THE EXCESS authorized by written approval. Public Sanitary Sewer
GEOTEXTILE FABRIC SHALL BE CUT OFF AT THE INTERFACE BETWEEN Easements are to be recorded prior to final acceptance. Lf
THE HEADER BOULDER AND THE SOIL. !ZI
16. THE CONTRACTOR SHALL UPON COMPLETION OF THE WORK RE -SHAPE Transportation Services
THE SLOPES AND STREAM BOTTOM TO THE SPECIFIED ELEVATIONS. O
Public Utilities
TRENCH DETAIL FOR a"
5 PRECAST BOX CULVERT .a
�qa4, ® °f� .yam Planning a
6 NTS a >J
S a
SHEET OF
di t
% 6 22

,
PROP 108 LF
OF GABION
WALL
y�
� 0101
.._
_ ._ _ ....... . = C0-\
oo-� 000000,
a +i
0 +50
,
s
= PROP 78 LF
60 _ , OF GABION'
t B SEE SHEET S -5 WALL
FOR BLOCK WALL -
. =' \ TIE IN DETAILS
LOD'"rw LQD: LOD LOD
o LOD <�
PLAN VIEW
1 " - ®lQ'
CVIf`r1Af(% l+f9A(®lr3CTC
'0 +00 0+25 0 +50
SECTION A ®A
is
u
vs
0
9
v
a
0
T
o aT .
ir
o
Q yNg
f r
p�pc
W
0
6 cao
326
325
324
323
322
321
320
319
318
317
0 +00
0 +25 0 +50
SECTION --
C3`yi�Sr
i
1
FOR
328
327
326
325
324
323
322
321
320
319
0 +00
SEE GABION ti
PROFILE 1 ON
SHEET 8
-
.' Q
�
2t
0f PROP CULVERT -
,, SEE SHEET 4
�3
17)
SOIL BORING D'--2
SEE GABION SEE ; "REPORT OF
PROFILE 2 ON SUBSURFACE
SHEET 8 INVESTIGATION: PROPOSED
\ CITY of RALE►GH CIj:YERT
- UPGRADES"
11
r'
CVIC`:rIA1/> r7NA1nDCTC >%A1Ai I
0 +25 0 +50
SECTION C--C
m
NOTES;
GABION
1, GABION FILL MATERIAL SIZE AND GRADATION SHALL BE STATED ON THE
NOTES'.
SHOP DRAWINGS.
I
2. CONTRACTOR TO SUBMIT SHOP DRAWINGS PRIOR TO CONSTRUCTION.
±'
5
3. GABION BASKETS SHALL BE POLYVINYL CHLORIDE (PVC) COATED
THE DESIRED ELEVATION OF BOTTOM
4. FOR ESTIMATING PURPOSES, ASSUME THE FILL MATERIAL WILL CONSIST OF
3" TO 8" DIAMETER- CLEAN, HARD STONE.
OF WALL. ADDITIONAL SOIL MAY HAVE TO
0
U
ASSEMBLY
BE REMOVED UNTIL THE REQUIRED SOIL
BEARING CAPACITY OF 2000 PSF IS
TO ASSEMBLE EACH GABION, FOLD OUT THE FOUR
U
z
SIDES AND THE ENDS; FOLD ADJACENT SIDES UP
T
Lp
AND JOIN EDGES WITH SPIRAL BINDERS; INSERT
FILLED WITH FOUNDATION
DIAPHRAGMS AT 3 -FOOT CENTERS AND FASTEN
U Y.
THEM TO THE BASE PANEL WITH SPIRAL BINDERS.
HEIGHT VARIES
PLACE THE EMPTY GABIONS IN THE DESIGNED
CONDITIONING MATERIAL AND COMPACTED
PATTERN ON THE FOUNDATION. WHEN THE ENTIRE
--
FIRST COURSE IS IN POSITION, PERMANENTLY
PROFILES ON
SECURE ADJACENT GABIONS BY INSTALLING VERTICAL
INSTALLING ON SOIL,
SPIRAL BINDERS RUNNING FULL HEIGHT AT ALL
LID DIAPHRAGM
CORNERS. SIMILARLY SECURE BOTH EDGES OF ALL
w
DIAPHRAGMS WITH SPIRAL BINDERS. CRIMP ENDS OF
a
ALL SPIRAL BINDERS.
FILLING
END
w
.a
A WELL GRADED STONE- FILL INCREASES DENSITY.
PLACE THE STONE IN 12 -INCH LIFTS WITH POWER
EQUIPMENT, UI T UT DISTRIBUTE EVENLY BY HAND TO
N B B
MINIMIZE VOIDS AND ENSURE A PLEASING
BACK------'-
APPEARANCE ALONG THE EXPOSED FACES. KEEP
BASKETS SQUARE AND DIAPHRAGMS STRAIGHT. THE
END
FILL- IN ADJOINING CELLS SHOULD NOT VARY IN
HEIGHT BY MORE THAN 1 -FOOT. LEVEL THE FINAL
STONE LAYER ALLOWING THE DIAPHRAGMS' TOPS TO
U
BE VISIBLE. LOWER LIDS AND BIND ALONG ALL
GABIONS' EDGES AND AT DIAPHRAGMS' TOPS WITH
FRONT
SPIRAL BINDERS. ALTERNATIVELY, TIE OR LACING
OQ
WIRE CAN BE UTILIZED FOR THIS OPERATION.
BOTTOM
SUCCESSIVE COURSES
PLACE THE NEXT COURSE OF ASSEMBLED EMPTY
GABIONS ON TOP OF THE FILLED COURSE. STAGGER
z
THE JOINTS SO THAT THE VERTICAL CONNECTIONS
ARE OFFSET FROM ONE ANOTHER. BIND THE EMPTY
BASKETS TO THE FILLED ONES BELOW THE SPIRALS'
OR TIE WIRE AT ALL EXTERNAL BOTTOM EDGES. BIND
VERTICAL EDGES TOGETHER WITH SPIRAL BINDERS
AND CONTINUE WITH THE SAME STEPS AS FOR THE
FIRST LAYER. SUCCESSIVE- COURSES ARE PLACED IN
LIKE MANNER UNTIL THE STRUCTURE IS COMPLETE,
2,0" DIA. SCHEDULI
GALV. PIPE (LENGTH VAI
INSTALL ONE PIPE PER
e •
AS A FILLED WITH
BEDROCK TO PROVIDE
FLAT SURFACE (TYP.)
ANCHOR DETAIL
GABION
1.5'X3'X3'
OR
1' X 3' X 3'
SEE PROFILE ON SHEET 8
APPROX. 6 DEGREES ELEVATION POINT. SEE
PROFILES ON SHEET 8.
FILL VOIDS IN ROCK WITH
3600 PSI CONCRETE TO
PROVIDE- LEVEL SURFACE
-
N TS
WOVEN
GEOTEXTILE
FABRIC
3'x3'X6'
GABION
0
a
u
d
GABION
BASKET
NOTES'.
APPROX. 6 DEGREES
I
1: GENERALLY, SOIL WILL BE REMOVED TO
±'
5
E
THE DESIRED ELEVATION OF BOTTOM
c'
z
OF WALL. ADDITIONAL SOIL MAY HAVE TO
0
U
w
U
BE REMOVED UNTIL THE REQUIRED SOIL
BEARING CAPACITY OF 2000 PSF IS
FACE OF.
GABION
U
z
REACHED.
2. THE FOUNDATION MAY HAVE TO BE BACK
T
Lp
rn U
�e
FILLED WITH FOUNDATION
N
U
U Y.
a
HEIGHT VARIES
CONDITIONING MATERIAL AND COMPACTED
SEE GABION
err
TO 95% OF PROCTOR DENSITY.
3. BACKFILL A MINIMUM OF 2 FEET WHEN
PROFILES ON
m
INSTALLING ON SOIL,
SHEET 8
it
0
w
a
Uh�°v
CA
bb
`V Na
w
.a
4J, b`0
2,0" DIA. SCHEDULI
GALV. PIPE (LENGTH VAI
INSTALL ONE PIPE PER
e •
AS A FILLED WITH
BEDROCK TO PROVIDE
FLAT SURFACE (TYP.)
ANCHOR DETAIL
GABION
1.5'X3'X3'
OR
1' X 3' X 3'
SEE PROFILE ON SHEET 8
APPROX. 6 DEGREES ELEVATION POINT. SEE
PROFILES ON SHEET 8.
FILL VOIDS IN ROCK WITH
3600 PSI CONCRETE TO
PROVIDE- LEVEL SURFACE
-
N TS
WOVEN
GEOTEXTILE
FABRIC
3'x3'X6'
GABION
0
a
u
d
n
i
c
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o'
w
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±'
5
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6 2
(D (L
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Ut (o
�-4 -2 c
�
C2 M 0)
m
•
•
ml
No
mm
on
m
MMA
0.00 20.00 40.00 60.00 80.00
GABION PROFILE 1
m
m
iml
ml
322
w
100.00
GABION LEGEND
3' WIDE X 3' DEEP X 1' TALL
3' WIDE X 3' DEEP X 1,5' TALL
1
f "Z
�x
3' WIDE X 6' DEEP X 3' TALL
4h
— 1' TALL
3' DEEP FRONT
FACE
3' WIDE
S DEEP FRONT FACE 1.5' f TALL
—3' WIDE
LL
w
d
z
C
z
TOP OF
13ABION = 326.40:k
ae
C
0
0
TOP OF GABION
= 325.90±
44
oa
TOP OF GASI
325.40*
GOO
'o
C.4
TOP
OF GABION g
324.90±
0 :em
E wo
77
E 0q,
lilt
4)
0:5:5
1 3
O C04 <
cc): I 1
4�
0 z ° in
TOP OF GABION
= 324.40±
4"A
as
60
vil�,
1571
O
TOP 01
j
Z3
21
Y",
o 2
4
e,
A
!\7 777
?f
"Or
37
p ¢'..p..,
D
7
k, 3
77
ex"
B01
TOM OF GABION
= 320.40±
�Z—
BC
TTOM OF GABIO
BOTTOM OF
GABION 319.9)±
PROP VAINGWALL
SEE SHE
�! S-3 & S-41
100.00
GABION LEGEND
3' WIDE X 3' DEEP X 1' TALL
3' WIDE X 3' DEEP X 1,5' TALL
1
f "Z
�x
3' WIDE X 6' DEEP X 3' TALL
4h
— 1' TALL
3' DEEP FRONT
FACE
3' WIDE
S DEEP FRONT FACE 1.5' f TALL
—3' WIDE
LL
w
d
z
C
z
0
z
ae
C
0
0
iM
44
oa
GOO
'o
C.4
11
cozy oz,
04
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E wo
E 0q,
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0:5:5
1 3
O C04 <
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4�
0 z ° in
as
60
O
•

9
C71
,
J
v
f
0
9
Q
Q
ir
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0
01
r
0
a.
—
z 12
0 _ Co1
N
N
d 2
2
awd.o
�aa La
s
CULVERT ENDWALL CONTROL BURRI�D
- t'r a ...
A ,lA � ( � 1 EROSION CONTROL T
' t WITH IN SITU
3d ,w , <,;,� W ��,,
.� W I� [ (� NTR MATTING
o FIRST !� �` , , r I II„ .Il I�. A z
SOIL
i:�,.1.: �. ,. lE"
GRAVEL SUBSTRATE 50 50 Q
,,_.., �_ G EL SUB / EROSION CONTROL MATTING
Wbkf
UPSTREAM `"� _,,;:L�(, �.. , :; •� 1.« ;Ir<- I�:EI --�:-
•,: �° > n✓ �r.� .L�.. MIX OF CLASS A RIP RAP GRADE CONTROL ROCK A-
JOINT FILTER BLANKET AND # 5 STONE
50/50 MIX CLASS A/B q I BANKFULL ELEVATION 3
<s<
w� SECTION A —A RIP RAP
v
FIRST r,a . gin° nnlni
IIPgTRFAM a < «Ssc /—INVERT SET AT
° O
TYPE 2 FILTER 2.5' --•� --
4 FABRIC
CONSTRUCTION SPECIFICATIONS FLOW GRAVEL SUBSTRATE GRADE ,CONTROL ROCK
-•� O PROP 9X6 RCBC 50/50 MIX OF CLASS A 50f50 MIX CLASS B/1
1. ENSURE THAT THE SUBGRADE FOR TH FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHAWN IN THE PLAN:
O O RIP RAP AND # 5 STONE RIP RAP p
- T E _ _Q_ wbkf (JCO � 00 �
COMPACT' ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL, LOW AREAS
o O
a
FLOW
`GR DE CONTROL — S
CTION A —A
BY �, RIFFLE A C E
IN THE SUBGRADE ON UNDISTURBED :SOIL. MAY ALSO BE FILLED INCREASING THE RIPRAP THICKNESS. _ .
B O
O o
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED. GRADING LIMITS SHAWN ON THE PLANS. �-{� O CULVERT ENDwALL
O O o
00 0 0 0 0 0 0° 0 o 0 0 00 0
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
r
PROP 8X6 RC BC
+
1
BOTTOM OF BANK C ,
THE DAMAGED AREA, ANY CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FOOT, IF THE DAMAGE IS EXTENSIVE
2.5_
g
0
O Qaa �� O 0 RIFFLE GRADE z
REPLACE THE ENTIRE FILTER CLOTH. O� CONTROL BURRIED 0 Z
TOP OF BANK a 1 t WITH IN SITU 0
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER. A solL .0
° Q 3
5, THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER. --� -- FLOW ., ® h
VARIES TOP OF RIFFLE DOWNSTREAM END R o
OF RIFFLE (SEE a 0 2 ° O m
SEE PROFILE (SEE PROFILE FOR
PROFILE FOR
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD ANGULAR HIGHLY WEATHER RESISTANT AND v
ANGULAR, DESIGN ELEV.) SLOPE. VARIES DESIGN BED
WELL GRADED. DESIGN ELEV.)
RIFFLE GRADE CONTROL — PLAN VIEW' (SEE PROFILE`) suRFACE 0.5' •�N�
7. EXTEND RIPRAP TO FIRST UPSTREAM JOINT. o a Ay` +'¢Z21 O
CHANNEL DIMENSION AT RIFFLES / / / / , / /r / /i/ / / / fi /i / /r / /r/ / / / / /fi / /i / /i/ /, /r /j //, r// , ®a o
00 O O_ 00 � d
1`a =r C.) L)
8. CONSTRUCT THE APRON D A SHOWN ON THE PLAN WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT
0! , mrL.
E 0 GRADE -S S Q e Eo�� t�
BOTTOM WIDTH (Wb) 4 p c<IQrn F_ a o
THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT, a c,C, o ZE
20.0 a 2,00' MI 1.50' MIN
0
a
9. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH - . IF A C U RVE IS NEEDED TO FIT S I TE CONDITIONS, PLACE IT IN THE UPPER SE_C_ T I ON OF THE APRON. B ANKFULL WIDTH ( Wbkf ) a
�} b
.. .. .... .
_a
10. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. 45.o TYPE 2 FILTER 4#0# b
FABRIC.
MAINTENANCE
GRAVEL SUBSTRATE
50/50 MIX OF CLASS A O `
RIP RAP AND # 5 STONE GRADE CONTROL ROCK
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN
50/50 MIX GLASS IB /1 _
PLACE OR IF STONES HAVE BEEN DISLODGED'. IMMEDIATELY 'MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. RIP RAP =
RIP RAP ENERGY D I S S I P ATO R RIFFLE GRADE CONTROL PROFILE B -B
_ - _ -
rz z
9 N TS
2 RIFFLE GRADE CONTROL Coln
N TS
REG STATE PROJECT SHEET TOTAL h�
NO. SHEETS A B C,
N
9 9
(Block out)
(No Block -out)
7 1/2 ,. >, 5,, 7' -2''' 5" 3 >, 7 1/2
11"
L
TOP OF BANK
T
11/16 Did. holes for 13/16 " Dia. holes (typ)
lag screws (typ.)
End
tim
T_
1' - 3 1/2 10„ 6 spaces @ '11' = 5' - 6"
10" 1' - 3 1/2
1 1/
!.
(tYP
13 � + ® i "
%® 'I� ® �` i�,�>tr ; - ■.�
"
+
, ® :v. 4�1�^� ® ' 'mss - TAI �YI�T � -� T 9. a _ �M� 1'14 M -.:O .
• sit: a+ �.
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• •
.® ®�il�� a ®�irf�i�� ®.a?���� � � ® ` • _�...
° O
TYPE 2 FILTER 2.5' --•� --
4 FABRIC
CONSTRUCTION SPECIFICATIONS FLOW GRAVEL SUBSTRATE GRADE ,CONTROL ROCK
-•� O PROP 9X6 RCBC 50/50 MIX OF CLASS A 50f50 MIX CLASS B/1
1. ENSURE THAT THE SUBGRADE FOR TH FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHAWN IN THE PLAN:
O O RIP RAP AND # 5 STONE RIP RAP p
- T E _ _Q_ wbkf (JCO � 00 �
COMPACT' ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL, LOW AREAS
o O
a
FLOW
`GR DE CONTROL — S
CTION A —A
BY �, RIFFLE A C E
IN THE SUBGRADE ON UNDISTURBED :SOIL. MAY ALSO BE FILLED INCREASING THE RIPRAP THICKNESS. _ .
B O
O o
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED. GRADING LIMITS SHAWN ON THE PLANS. �-{� O CULVERT ENDwALL
O O o
00 0 0 0 0 0 0° 0 o 0 0 00 0
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
r
PROP 8X6 RC BC
+
1
BOTTOM OF BANK C ,
THE DAMAGED AREA, ANY CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FOOT, IF THE DAMAGE IS EXTENSIVE
2.5_
g
0
O Qaa �� O 0 RIFFLE GRADE z
REPLACE THE ENTIRE FILTER CLOTH. O� CONTROL BURRIED 0 Z
TOP OF BANK a 1 t WITH IN SITU 0
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER. A solL .0
° Q 3
5, THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER. --� -- FLOW ., ® h
VARIES TOP OF RIFFLE DOWNSTREAM END R o
OF RIFFLE (SEE a 0 2 ° O m
SEE PROFILE (SEE PROFILE FOR
PROFILE FOR
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD ANGULAR HIGHLY WEATHER RESISTANT AND v
ANGULAR, DESIGN ELEV.) SLOPE. VARIES DESIGN BED
WELL GRADED. DESIGN ELEV.)
RIFFLE GRADE CONTROL — PLAN VIEW' (SEE PROFILE`) suRFACE 0.5' •�N�
7. EXTEND RIPRAP TO FIRST UPSTREAM JOINT. o a Ay` +'¢Z21 O
CHANNEL DIMENSION AT RIFFLES / / / / , / /r / /i/ / / / fi /i / /r / /r/ / / / / /fi / /i / /i/ /, /r /j //, r// , ®a o
00 O O_ 00 � d
1`a =r C.) L)
8. CONSTRUCT THE APRON D A SHOWN ON THE PLAN WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT
0! , mrL.
E 0 GRADE -S S Q e Eo�� t�
BOTTOM WIDTH (Wb) 4 p c<IQrn F_ a o
THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT, a c,C, o ZE
20.0 a 2,00' MI 1.50' MIN
0
a
9. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH - . IF A C U RVE IS NEEDED TO FIT S I TE CONDITIONS, PLACE IT IN THE UPPER SE_C_ T I ON OF THE APRON. B ANKFULL WIDTH ( Wbkf ) a
�} b
.. .. .... .
_a
10. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. 45.o TYPE 2 FILTER 4#0# b
FABRIC.
MAINTENANCE
GRAVEL SUBSTRATE
50/50 MIX OF CLASS A O `
RIP RAP AND # 5 STONE GRADE CONTROL ROCK
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN
50/50 MIX GLASS IB /1 _
PLACE OR IF STONES HAVE BEEN DISLODGED'. IMMEDIATELY 'MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. RIP RAP =
RIP RAP ENERGY D I S S I P ATO R RIFFLE GRADE CONTROL PROFILE B -B
_ - _ -
rz z
9 N TS
2 RIFFLE GRADE CONTROL Coln
N TS
REG STATE PROJECT SHEET TOTAL h�
NO. SHEETS A B C,
N
- - w M
Notes:
N A o
2" 1. Use the Type A, blocked-out, System or
the Type B, non- blocked -out, system
as specified A
of NOTES ci W r"
her rail 2. Use weathering steel for all structural
t'V
steel and fastener hardware as specified. 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS, SEALED BY
4 A NORTH CAROLINA PROFESSIONAL ENGINEER, FOR g G„ MAX. C
---- -- 3. Place q terminal section (See Standards.
STEEL BACKED WOODEN GUARDRAIL:
617 -61 and 617 -62) on both approach' and
STEEL RAIL DETAIL trailing ends of barrier installations. o+
6'' x 3/8 x 9, 9„
N
13/16 " Did. hole (typ)
8 3/4 "(typ.) ' >, 6'> x 10" x 9' - 1 1 1/2 '' 2' -6"
3/4 x 8 1/2 Carriage 3 (typ,} N O? `OZ
Rough sawn timber rail \ 3" 3" 9 9" 3" 3" - -
bolt w- hex nut & washer (typ.) % (Yp) 1 2
/
Id1 1
91 91 Ill; 6' M 4. 1!1 111 111 Ijl , _
�!j Bd. 111 til 111 ila - . -o—
i 1
Type A
9 9
(Block out)
(No Block -out)
7 1/2 ,. >, 5,, 7' -2''' 5" 3 >, 7 1/2
11"
L
T -1
T
11/16 Did. holes for 13/16 " Dia. holes (typ)
lag screws (typ.)
End
tim
T_
1' - 3 1/2 10„ 6 spaces @ '11' = 5' - 6"
10" 1' - 3 1/2
1 1/
(tYP
- - w M
Notes:
N A o
2" 1. Use the Type A, blocked-out, System or
the Type B, non- blocked -out, system
as specified A
of NOTES ci W r"
her rail 2. Use weathering steel for all structural
t'V
steel and fastener hardware as specified. 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS, SEALED BY
4 A NORTH CAROLINA PROFESSIONAL ENGINEER, FOR g G„ MAX. C
---- -- 3. Place q terminal section (See Standards.
STEEL BACKED WOODEN GUARDRAIL:
617 -61 and 617 -62) on both approach' and
STEEL RAIL DETAIL trailing ends of barrier installations. o+
6'' x 3/8 x 9, 9„
N
13/16 " Did. hole (typ)
8 3/4 "(typ.) ' >, 6'> x 10" x 9' - 1 1 1/2 '' 2' -6"
3/4 x 8 1/2 Carriage 3 (typ,} N O? `OZ
Rough sawn timber rail \ 3" 3" 9 9" 3" 3" - -
bolt w- hex nut & washer (typ.) % (Yp) 1 2
/
Id1 1
91 91 Ill; 6' M 4. 1!1 111 111 Ijl , _
�!j Bd. 111 til 111 ila - . -o—
i 1
Type A
Type B
(Block out)
(No Block -out)
V -3"
11"
i
- - I GENERAL NOTES: I� z z as o
Q cV w
I 1 - 1 f nKl( r,r= T/l C)r•• 2Gllll f7 G` I !'`/IA AC]OCC CAI /C CTOCt\I('TLI aJ �: ff1

W,
r
3
v
9
0
0
m
a
to �>_ Q.
to
� Z tf3
Om Z N
%F CE P7
u► U
dU
O
0. 0)
0
ELEVATION P
= 330.60 t ELEVATION
= 327;50 f c1
15"
OIL ELEVATION ELEVATION OIL 12> * Q,
329.1.0 t = 329.10 ±--F
"' �-- -�. •.►„
SIMULATED 12' EXIST
1,50' CHANNEL WIDTH
5:00' 1.50' 9.0 0' 1.50' 5.00'
PROP 8' X 6' PROP 9' X 6' PROP 8' X 6'
RCBC RCBC RCBC �.
<
PROP 11' X 5.5' RCBC PROP 11' X 5.5' RCBC
0.50' Q'
r. .
® + APPROX PROP GROUND 0
„ t 1. 0
s
..,s °: -,.?< ... ,. -.... <,r , • <, < < ELEVATION = -
_322.80
lol
a._.
1.00' ®® ® ® _ _.. s, _:-..- - .� r� VATI
ELE L ON
OIL INV, = 18„
= 320.11 f
323.60
L] - OL INV. = 18„
c
APPROX PROP GROUND PROP 12" THICK
320.11 0 5
CONCRETE BAFFLE 0 a z
SEE DETAIL 3/10 ® w
LAIL DOWNSTREAM PROP CONCRETE M u
SWIFT DOWNSTREAM BAFFLE SEE DETAIL 3
NOTES: 3/10
NOTES:
1. SEE SHEETS S -6 & S -7 FOR STRUCTURAL DETAILSy
1 -. SEE SHEETS S-3 & S -4 FOR STRUCTURAL DETAILS �eu
HEIGHT MAY VARY BASED ON BOX WALL THICKNESS ,° z
* HEIGHT MAY VARY BASED ON B'O'X WALL THICKNESS' r--
g
<C o ov
°cooz1 o®
Z a 'D L
Fain - °ic°sc�
EU�� dgt
w
0 64 < � b o o
Uhtr. 0ZCS
OIL ELEVATION bA b
328.60 'y bb
ELEVATION 12" * Qj
= 331.00 ELEVATION
a 328,60 f
ELEVATION ELEVATION
329.50 t = 329:50 t
SIMULATED 12' EXIST \
1.50' �.._. 1.50' r
CHANNEL WIDTH /
5.00' 1.50' 9.00' 1.50' 5.00' ®/ 11%. / -�..1
PROP 11' X 5.5' RCBC PROP 11' X 5.5' RCBC
\t
PROP B'X6' PROP '9'X6' PROP 8'X6' //
RCBC RCBC RCBC ® �` 1.00'
0.50 -�- -- t°-. -, - - - - - - - - ELEVATION
<
< ..
.321.10. t
4j ELEVATION A -
323.00 t
1.00' INV.
OL 321,10 1 g.,
INV.
324.00 /•�
LAIL UPSTREAM PROP CONCRETE
PROP 12" THICK O
BAFFLE SEE DETAIL
CONCRETE BAFFLE APPROX PROP GROUND SWIFT UPSTREAM
SEE DETAIL 3/10
APPROX PROP GROUND. NOTES`.
NOTES: W
1. SEE SHEETS S -6 & S -7 FOR STRUCTURAL DETAILS 1. SEE SHEETS S -1 & S -2 FOR STRUCTURAL DETAILS N
HEIGHT MAY VARY BASED ON BOX WALL THICKNESS 1
* HEIGHT MAY VARY BASED ON BOX WALL THICKNESS
H
F-�
1
SWIFT CULVERT DETAILS
1 Q ,i
2 LAIL CULVERT DETAILS SCALE: 1 =4
1O SCALE, 19, ®q.'
r Z CQ a
NOTES. x o�
1. SEAL THE EXTERNAL JOINT WITH AN OUTSIDE SEALER- WRAP THAT IS AT LEAST 12 INCHES WIDE AND COVERS THE JOINT, COVERING THE �i x
TOP AND SIDES OF THE BOX SECTION. USE CONWRAP CS -212 FROM CONCRETE SEALANTS, INC., EZ -WRAP FROM PRESS -SEAL GASKET ®aaaautet ►tr *i �*�.. E-
CORPORATION, SEAL WRAP FROM MAR -MAC MANUFACTURING CO., INC., CADILLOC EXTERNAL PIPE JOINT FROM CADILLOC, OR AN `4®`* CA
\` APPROVED EQUAL FOR THE OUTSIDE SEALER WRAP'. IF THE OUTSIDE SEALER WRAP IS NOT APPLIED IN A CONTINUOUS STRIP ALONG THE ,�N% Q,� tot- #**
Qty
�L ENTIRE JOINT, A 12 INCH MINIMUM OVERLAP OF THE OUTSIDE SEALER WRAP IS PERMITTED. BEFORE PLACING THE OUTSIDE SEALER WRAP, ` dt.•'q , � ®•• s`
I a~ o CLEAN AND PRIME THE AREA RECEIVING THE OUTSIDE SEALER WRAP IN ACCORDANCE WITH THE SEALER WRAP MANUFACTURER'
RECOMMENDATIONS. THE SEALER WRAP MANUFACTURER INSTALLATION RECOMMENDATION SHALL BE INCLUDED WITH THE SHOP' DRAWINGS SEAL
r (� SUBMITTED FOR REVIEW. THE SEALER WRAP SHALL BE INSTALLED AS SHOWN IN FIGURE 1.
2. COVER THE SEALER WITH A 3 FOOT STRIP OF FILTER FABRIC CONFORMING TO TYPE 4 REQUIREMENTS IN SECTION 1056 OF THE NCDOT «� t•tc�� fib►' o cj Q Ca
STANDARD SPECIFICATIONS, .� �'tN�e � Z
3. CONCRETE BAFFLE TO BE INSTALLED ON BOTH ENDS OF PROPOSED BOX CULVERT.° got ® ¢�, o
a
e
s f
4. FASTEN BAFFLE TO BOX CULVERT BY PROVIDING #4 AT 9" O.C. VERTICAL. DRILL AND EPDXY INTO CULVERT MINIMUM 5" EMBEDMENT;
i
,r I PROVIDE MINIMUM OF TWO #4 AT 8 O.C. HORIZONTAL ON SIDES OF BOX. CULVERT WITH MINIMUM 5 EMBEDMENT AS SHOWN IN FIGURE 2.
IS TO BE IN STR11CT
i o II SEALER WRAP
AOMMANCE NTH THE MOST RECENT
r� f
CONCRETE BAFFLE QUANTITIES
SWIFT
LAIL
TOTAL
CONCRETE
0.77 CY
2.70 CY
3.47 CY
STEEL
REINFORCING
17 LBS
59 LBS
76 LBS
I
SRA`�
VVRAP R
1? x l
�I
d
d
dQd O A
da
PROP RCBC
dl
dQ
I
a�
a�
d
PROP 12" TACK
a
EDITION
TSTANDARDS D 1 e W
PROP RCBC
F
PROP 12" TACK
CONCRETE BAFFLE
W
Util`t installations and other public facilities, including sidewalks
be
and handicap ramps, are to constructed on all streets as
L
specified b City Code. These facilities have been approved b
by y
p • Y pp
the City of Raleigh and shall be installed unless is
a change
authorized by written approval. Public Sanitary Sewer
a
Easements are to be recorded prior to final acceptance.

Z
M
M
4)
< 0_c�
Mo. 0)
CONSTRUCTION SEQUENCE: PUMP-AROUND SEQUENCE:
EROSION CONTROL NOTES: REFER TO CONSTRUCTION PHASING ON SHEET 2 FOR OVERALL PROJECT PHASING.
1. REFER TO EROSION CONTROL NOTES AND GENERAL NOTES ON SHEET 2. CONTRACTOR TO SUBMIT SEALED SHOP DRAWINGS IF PROPOSED EROSION CONTROL
1. REFER TO GENERAL NOTES ON SHEET 2 1 DIFFERS FROM THAT OF APPROVED PLAN OR OVERALL CONSTRUCTION SEQUENCE.
2. THE CITY OF RALEIGH SHALL OBTAIN GRADING PERMIT FROM NCDENR-LAND QUALITY SECTION. 1, ONLY OPERATE ONE PUMP AROUND AND ONE DEWATERING OPERATION AT A TIME.
2. DISTURBED AREAS:
STORM D861NAQE IMEROVEMENTS 3. THE CITY OF RALEIGH SHALL CONDUCT THE PRE-CONSTRUCTION MEETING INCLUDING OWNER/ENGINEER, 2. BEGIN AT THE DOWNSTREAM END OF THE PROJECT.
28
-�3,591 '_
ASSOCIATED CONTRACTORS AND OTHER AFFECTED PARTIES.
3. PRIOR TO INSTALLATION OF GABION WALL, INSTALL IMPERVIOUS DIKE #1 AND #2,
X Ge
SWIFT & LAIL CULVERTS 1.29 AC PUMP AROUND #1, AND DEWATERING AND SILT BAG #1. X/ WM ­1 ­_
, - ot ,
4. AT THE BEGINNING OF THE WORK, INSTALL AND STABILIZE THE GRAVEL CONSTRUCTION ENTRANCES/EXIT 0 12" OLL
TOTAL 1.29 AC PATHS AT THE LOCATION OF THE WORK SITE. THE CONSTRUCTION ENTRANCES/EXIT PATHS SHALL BE 4. INSTALL GABION WALLS DOWNSTREAM OF SWIFT DRIVE.
INSTALLED AS SHOWN ON THE PLANS AND DETAILS OR AS DIRECTED BY THE PROJECT INSPECTOR. 5. UPON COMPLETION OF GABION WALLS, REMOVE IMPERVIOUS DIKE #1, PUMP AROUND
3. NO ON-SITE BURIAL OF VEGETATION OR CONSTRUCTION DEBRIS WILL BE #1, AND DEWATERING AND SILT BAG #1. 4� "51
PERMITTED. 5. AFTER ESTABLISHMENT OF THE CONSTRUCTION ENTRANCE/EXIT, ALL PERIMETER EROSION CONTROL MEASURES 6. INSTALL IMPERVIOUS DIKE #3, PUMP AROUND #2, AND DEWATERING AND SILT BAG #2.
4. ANY DISTURBANCE BEYOND THE CONSTRUCTION LIMITS SHOWN ON THE PLAN SHALL BE INSTALLED PRIOR TO CLEARING AND GRUBBING. 7. INSTALL SWIFT DRIVE CULVERTS. 0
IS A VIOLATION OF THE NORTH CAROLINA SPCA AND CONTRACT 6. PRIOR TO CLEARING AND GRUBBING/CONSTRUCTION, THE CONTRACTOR SHALL REQUEST AN ON-SITE 8. UPON COMPLETION OF SWIFT DRIVE CULVERT, REMOVE IMPERVIOUS DIKE #2, PUMP
SPECIFICATIONS. INSPECTION BY A CITY OF RALEIGH PROJECT INSPECTOR. UPON RECEIPT OF CERTIFICATE OF COMPLIANCE, AROUND #2, AND DEWATERING AND SILT BAG #2.
GRUBBING/CONSTRUCTION MAY BEGIN. 9. INSTALL IMPERVIOUS DIKE #4, PUMP AROUND #3, AND DEWATERING AND SILT BAG #3.
5. PLEASE REFERENCE THE CITY OF RALEIGH STANDARDS INCLUDED ON THE
EROSION CONTROL SHEETS. 7. PERFORM GRADING OPERATIONS IN A MANNER AND SEQUENCE SO AS TO REDUCE UNNECESSARY 10. PERFORM GRADING BETWEEN SWIFT DRIVE AND LAIL COURT.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION DISTURBANCE OF SURFACE COVER. 11. UPON COMPLETION OF GRADING BETWEEN SWIFT DRIVE AND LAIL COURT, REMOVE
IMPERVIOUS DIKE #3, PUMP AROUND #3, AND DEWATERING AND SILT BAG #3. J
CONTROL MEASURES RELATED TO THE CONSTRUCTION SITE. MAINTENANCE PLAN:
7. AT A MINIMUM, EROSION CONTROL MEASURES SHALL BE INSTALLED IN 12. INSTALL IMPERVIOUS DIKE #5, PUMP AROUND #4, AND DEWATERING AND SILT BAG #4.
13. INSTALL LAIL COURT CULVERTS (INCLUDING TEMPORARY CULVERTS).
ACCORDANCE WITH APPLICABLE STATE AND LOCAL REGULATIONS. ADDITIONAL 1. ALL TEMPORARY EROSION CONTROL AND SEDIMENT CONTROL PRACTICES WILL BE INSTALLED AS NOTED ON
EROSION CONTROL MEASURES MAY BE REQUIRED BY LOCAL GOVERNING 14. UPON COMPLETION OF LAIL COURT CULVERTS, REMOVE IMPERVIOUS DIKE #4 AND #5,
THE EROSION CONTROL DETAILS. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL
AGENCIES. PUMP AROUND #4, AND DEWATERING AND SILT BAG #4.
PRACTICES AS DESIGNED.
0
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE IMMEDIATE REMOVAL OF
2. TRAPPED SEDIMENT SHALL BE PROPERLY REMOVED FROM THE EROSION CONTROL MEASURES AND PROPERLY
ANY SOIL TRACKED INTO THE PUBLIC RIGHT-OF-WAY.
DISPOSED OF.
9. THE LOCATIONS OF SOME EROSION CONTROL MEASURES MAY HAVE TO BE
ALTERED FROM THOSE SHOWN ON THE PLANS IF DRAINAGE PATTERNS VEGETATIVE PLAN:
CHANGE DURING CONSTRUCTION.
10. SEE SHEET 12&13 FOR SEEDING AND STABIUZA11ON DETAILS. 1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETA11ON IS (D
ESTABLISHED. THE CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AT THE END OF EACH 0
0!
11. THE CONTRACTOR SHALL NOT REMOVE PAVEMENT UNTIL EROSION CONTROL WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING PROPERLY. k
20""ID T
MEASURES ARE INSTALLED AND OPERATING. , ill, I� 1/ 1 /
2. DISTURBED AREAS NOT AT FINAL GRADE AND LEFT IDLE SHALL BE TEMPORARILY VEGETATED PER THE
GROUND COVER SCHEDULE SHOWN ON DETAIL 6/12. UPON COMPLETION OF FINAL GRADING, PERMANENT
12. NO STOCKPILING SHALL OCCUR OVERNIGHT. REMOVE AND PROPERLY
DISPOSE OF ALL DEBRIS FROM STOCKPILE AT THE END OF EACH WORKING VEGETATION SHALL BE ESTABLISHED PER THE GROUND COVER SCHEDULE SHOWN ON DETAIL 6/12. GRADED
DAY. SLOPES SHALL BE ESTABLISHED PER THE GROUND COVER SCHEDULE SHOWN ON DETAIL 6/12.
3. ALL OTHER DISTURBED AREAS WILL BE STABILIZED BY PERMANENTLY VEGETATING WITH SEED AND MULCH
13. THE CONTRACTOR SHALL INSTALL AND MAINTAIN PUMP AROUND AND
IMPERVIOUS DIKE AS NEEDED. AS RECOMMENDED BY THE PERMANENT SEEDING SPECIFICATIONS DUE TO THE RESTRAINTS ON THE LENGTH A
pf
OF IMPROVEMENTS AND/OR DURATION OF EXPOSED DISTURBED AREAS.
4. ONCE PERMANENT VEGETA11ON IS ESTABLISHED, THE CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION IN
ORDER TO OBTAIN A CERTIFICATE OF COMPLETION. AFTER APPROVAL, ALL REMAINING TEMPORARY EROSION
0
L�
d
Z
Uj
W
Z
0
Z
0 '0
OZU)
iv \ . ­1 1 1 1 . I I I W 11 46� i - I I -,/) ju 1Vr_V'x Opp- PC 4
(n 24 rowl
�1 'Y� olw_' 1p"' OAK o,'R�14ER-BVFFER
N, D, 16" PINF .
DEWMING AND �711i
V. J�'
SILT SAO I ­"" -i", DOC
DEWATERINO AN :t 0" cum
SEE DETAIL 7/1 SILT BAG# L LLL _1_LLLLL4L� 18" e?
L
C)
Y' PINE
MAGNO.1A --SEE DETAIL 7 1:
0 . ... . .....
4�
ETE
2rDRAIP.All:
20" DRAINAG
BM 1974, 1.70 EASEM7ENTYQL
17'� GML,`J HEADWALL
3'; DM6.0D_
4
2_ 11, Itu
'�7: --SD V 15" OAK
IA
SO
SLOPE
'­6
14 P, N Qu GNOUY
5� G G�
G
G - - -
BUPTf
G - - - - - - - - -
qu� CATCH BASIN G-- T - - - - - T C14
G-L- -T - - - - - -
INLU PROTECTION Otk 1;.: Z
Z U� Vt-
WOOD)
............. 9 -SEE DETAIL 5/12
PINF 9 0-
U
PS r
C�
IMPERMOU�
SEE DETAIL 8j1 Ox. 190- TO
0 'r r - - -
1A _0 I
,A W_ NEAREST WV SS
I "__- �!­C/'-'� , , "' - -A .
J
AN-D V ------- 1 ---- W_ C
'A"
APPROX. 360' TO --7-L-W- N.
NEAREST WV
SEE DETAIL 7/12 --W----- �7--- A/C
- - - - PUMP ARDIJ __SS
SS Q__ A\
moo SS - __SS ow W -W ----- W _7E '-4 20' A(F
;00'00 --Wf
W_ "--p U--= 1�2p 7UVD? WF,
4" GEOAR ____-SS - - - - SS- 1W
SS ----- SS ----- SS--- 1 GE
UDAP SS -- - - - - - - - I __SS- - - - - SS 12" OA ZONE 2
----- SS---- SS .000�
20' SANITARY PROPOSED SILT FEISICE -
CFDAR W ow- Cn
SEWER'EASEMENT 114" OAK
IMPERVIOUS DIKE #1 AROUN COR STID 40.02
CATCH BASIN
AfR S�M DETTAMJIL 2 BM_1�76 F_G 216:
e
SEE DETAIL 8/12 SEE DETAIL 1/12 y
PUMP AROUND #3 INLET PROTECTION 4- APP
a Z
PROPOSED SEE DETAIL 5/12 < N
C) OQ
SEE DETAIL 7/12 (n Z
STOCKPILE AREA . .. .. . (n
CONCRETE DRIVEWAY- 0 0
SEE EROSION
CATCH BASIN
Lr
CONTROIL NOTE 12.. K
CONSTRUCTION INLET PROTECTION
CONTRACTORTO
'j� ENTRANCE 41TS OF
SEE DETAIL 5/12 IMPERVIOUS DIKE #4
COR STD 40.21 DISTURBANCE PROTECT DIS04ARGE IMPERVIOUS DIKE #5 IL
Z
7 SEE SHEET 4/12 1.29 AC HOSE VATHIN LIMITS SEE DETAIL 8/12
SEE DETAIL 8/12 3. 0 M
OF TEMPORARY ROAD M
PUMP AROUND
#4
C5 CL
SEE DETAIL 7/12 CURB INLET PROPOSED SILT FENCE Ljj
SEDIMENT FILTER COR STD 40.02
SEE DETAIL 5/12 SEE DETAIL 1/12
3 CAR ARAGE C-noy BM
A9 11
C)
-LOD-LOD- LIMITS OF DISTURBANCE/CONSTRUCTION LIMITS CHANNEL GRADING LIMITS
PUMP AROUND AND DEWATERING LINES (SEE DETAIL 7/12) SWIFT DRIVE AND LAIL COURT ALL CONSTRUCTICIIN IS TO BE IN STPACT
STREAM BANK STABILIZATION WITH PLANTINGS EROSION CONTROL PLAN ACCORDANCE WITH THE MOST FIE(MNT
DEWATERING SILT BAG (SEE DETAIL 7/12) (SEE SHEET 13 FOR DETAILS) SCALE: l')-20) EEXMN OF CITY OF RALEO-I AND NC
DOT STANDARDS AND SPECIRCAMNS 6TO
SEDIMENT FENCE (SILT FENCE, SEE DETAIL 1/12) MIA installations and other public facilities, including sidewalks
and andicap ramps, are to be constructed on all streets as
SEEDING (BOTH TEMPORARY AND PERMANENT)(SEE DETAIL 6/12) specified by City Code. These facilities have been approved by
the City of Raleigh and shall be installed. unless a change is
COIR FIBER MATTING authorized by written approval. Public Sanitary Sewer
L Easements are to be recorded prior to final acceptance.
IMPERVIOUS DIKE (SEE DETAIL 8/12) 0. 10 A A­ 2%. Transportation Services
TEMPORARY GRAVEL CONSTR. Public Utilities
ENTRANCE/EXIT (SEE DETAIL 4/12)
TREE'PROTECTION (SEE DETAIL 9/12) #get I Stormwater
INLET SEDIMENT FILTER (SEE DETAIL 5/12) Planning SHEET OF
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SEE DETAIL 5/12 SEE DETAIL 1/12
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-LOD-LOD- LIMITS OF DISTURBANCE/CONSTRUCTION LIMITS CHANNEL GRADING LIMITS
PUMP AROUND AND DEWATERING LINES (SEE DETAIL 7/12) SWIFT DRIVE AND LAIL COURT ALL CONSTRUCTICIIN IS TO BE IN STPACT
STREAM BANK STABILIZATION WITH PLANTINGS EROSION CONTROL PLAN ACCORDANCE WITH THE MOST FIE(MNT
DEWATERING SILT BAG (SEE DETAIL 7/12) (SEE SHEET 13 FOR DETAILS) SCALE: l')-20) EEXMN OF CITY OF RALEO-I AND NC
DOT STANDARDS AND SPECIRCAMNS 6TO
SEDIMENT FENCE (SILT FENCE, SEE DETAIL 1/12) MIA installations and other public facilities, including sidewalks
and andicap ramps, are to be constructed on all streets as
SEEDING (BOTH TEMPORARY AND PERMANENT)(SEE DETAIL 6/12) specified by City Code. These facilities have been approved by
the City of Raleigh and shall be installed. unless a change is
COIR FIBER MATTING authorized by written approval. Public Sanitary Sewer
L Easements are to be recorded prior to final acceptance.
IMPERVIOUS DIKE (SEE DETAIL 8/12) 0. 10 A A­ 2%. Transportation Services
TEMPORARY GRAVEL CONSTR. Public Utilities
ENTRANCE/EXIT (SEE DETAIL 4/12)
TREE'PROTECTION (SEE DETAIL 9/12) #get I Stormwater
INLET SEDIMENT FILTER (SEE DETAIL 5/12) Planning SHEET OF
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TEMPORARY SEEDING AND MULCHING FOR STREAM BANK STABILIZATION
TEMPORARY SEEDING SCHEDULE FOR OVERBANK AREAS
SUMMER SEASON WINTER SEASON
W MAX. 50% BROWNTOP MILLET 50% BARLEY HORDEUM
VARIABLE AS DIRECTED. BY THE ENGINEER SEEDING ( 40 LBS /ACRE OF: 50: LBS /ACRE OF: z
DESIGN CRITERIA
NOTES RATE PLANTING RATE MIXTURE. (BRACHIARIA RAMQSA) VULGARE)
1, PLACE STONE TO THE LINE AND DIMENSION SHOWN IN THE PLAN ON A FILTER FABRIC: * % 1
THE DRAINAGE AREA IS UNITED TO ONE HALF ACRE. BLENDED TALL FESCUE r� p f 50q PEARL MILLET 50% WINTER RYE (SECALE Q,
KEEP A MAXIMUM HEIGHT OF 2FEET AT THE CENTER OF THE DAM. FOUNDATION.. 240 LBS ACRE.
2.. .KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW .NATURAL. GROUND LEVEL KEEP THE CENTER OF THE CHECK .DAM AT LEAST 9 INCHES LOWER THAN THE BITER: AT LEAST TYPES': PENNISETUM GLAD GUM1 GEREALE R
MIN. 10 GA.
EDGES AT NATURAL GROUND ELEVATION, WHERE THE DADA ABUTS A THE CHANNEL BANKS. ( / ( /
- 3. EXTEND $TONE AT' !EAST A.5 FEET BEYOND: THE .DITCH BANK TO' K£EP WATER FROM CUTTING. (�
LINE WIRES MIN. E 12 Eft GA:. ENSU THE SIDE HE MAXI U THE DAM AT 2:1 OR FLATTER £ :JAN 1 MA:1. 7. rJj
.SILT FENCE FABRIC INTERMEDIATE p .AROUND THE ENDS Of THE CHECK DAM;
ENSURE THAT THE MAXIMUM EPACING BETWEEN HAMS PLACES E D TOE R THE: SEEDING W
4. :SET SPACING :BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER WIRES P 7 A d ELEVATION A THE T OF DOWNSTREAM AM DAM. -
INSTALLED TO. SECOND U S ICI M DAM OW THE S AL NG ON S E. OP THE DO 5 E KOBE c (� 50 S ACRE APRIL 1 OCTOBER q OCTOBER. 1 APRIL 1.
OA M IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM: KOBE LESPEDEZA.. LB / I. B 1 C
WIRE FROM TOP STABILIZE OUTFLOW AREAS ALONG THE CHANNEL TO RESIST EROSION
USE NCDOT CLASS. B STONE AND LINE THE UPSTREAM SIDE OF THE :DAM:: WITH 5. PROTECT THE CHANNEL AFTER THE LOWEST: CHECK DAM FROM HEAVY FLOW THAT COULD.
e ,) :CAUSE EROSION.
GRADE
NCDOT _5 OR. 57 STONE.
K R [THAT THE CHANNEL. REACH ABOVE THE MOST :UPSTREAM 1SSTABLE.
6. MAESU E H T
PORARY SEEDING WILL BE REQUIRED 0 ALL STREAM
SEEDING N
KEY T K A EXTEND N T ABUTMENTS A DEEDING . SEEDING I Lg REQUIRED O AL TEMPORARY E HE STONE INTO NE DITCH BANS NO E TEND BEYOND HE BU 5 TEMPORARY W WILL BE N L �I
OTHER AREAS OF THE CHANNEL SUCH AS :CULVERT :ENTRANCES BELOW 7. ENSURE THAT OTHE 4Q J ACRE
, AUG G 5 GERMAN MILLET LB
MINIMUM fl FEET AVOID WASHOUT FROM OVERFLOW AROUND THE DAM. 1 AU _ 1
H AM ARE NOT SUBJECT DAMAGE OR BLOCKAGE FROM STONES, CHECK DAMS, - AMENDMENTS S AMRESTORATION A DISTURBED FALLOWING RESTORATION AREAS DISTURBED FALLOWING ALL LAND
-- _ __�_�_-- _ - - -_� _ _THE ARE SDSTU B
11111 -1(ii = 11111 -iIlil -dill- 11111 = 11111= 11111_VIII - 1!(11= 11111 = 11111 _IIIiI_IIIII11111= 11111_IIII1= 11111 =11111 11111 =11'
ilai lull Ell AUG 15 - DEC 31 RYE (GRAIN) 120 LBS /ACRE ALL LAND DISTURBING ACTIVITIES; DISTURBING ACTIVITIES.
ALL SOIL IN PLANTING AREAS SHALL BE TESTED AND ALL SOIL IN PLANTING AREAS SHALL BE TESTED AND
IIII 111 12' of NCDOT -5 THE RATE OF FERTILIZATION AND LINING SHALL BE IN THE RATE OF FERTILIZATION AND LINING SHALL BE IN
1.5'MIN: OR 'S7 WASHED STONE'
1111 FRONT VIEW _ III( 1.5; *N '2_,O S ON N ACCORDANCE WITH THE TEST RESULTS.
nl = 11 $ q Ep �}EL g.A ACCORDANCE WITH THE TEST RESULTS.
9 MN Q � A�P�Y 0 LBS /AC �ROUtVD BICULTURAL LIMESTONE, 1,000 LBS /ACRE W
NOTES:. CLASS 6 RIP RAP p�Q OP- E-'
Post 10 -10 -10 FERTILIZER; AND 500 CBS.. ACRE OF 20 PERCENT SUPERPHOSPHATE OR
STEEL - - -- - - - - -- 000 T Z/ P__
ao�- THE PLANTING OF ANY SPECIES OF FESCUE GRASS THE PLANTING OF ANY SPECIES OF FESCUE GRASS
a8 np Q ,
z MAx AT
0 DIVALENT IN ADDITION TO THE INDICATED FERTILIZER.
SEE N. SILT FENCE PRACTICE 8E STANDARDS ILL. O: EQ...
WOVEN WIRE FABRIC IS ALWAYS REQUIRED: dQ
g A
_ CENTER ALONG OR ADJACENT TO STREAMS AND CHANNELS ALONG OR .ADJACENT TO STREAMS AND CHANNELS IS
SEE N.C. STATE. DENR PRACTICE STANDARDS &SPECIFICATION$
SILT FENCE GEOTEXTILE FABRIC � FOR REPAIR OF SILT FILTER CLOTH v a
p O. p4 ppv. SS WIC
SEDIMENT FENCE SET FOR CONDITIONS WHERE PRACTICE APPLIES:. FENCE FAILURES, USE C�`.' "VQ p.... PROHIBITED UNLESS OTHERWISE APPROVED BY THE.
v IS PROHIBITED UNLESS OTHERWISE APPROVED BY PR
PLANNING CONSIpERA7lONS &DESIGN: CRITERIA, iNOWEVER FLOW N0. 7 WASHED : 7 0 [Q��
fl "V
/ 5 S ED S ONE, U �7p �C] �O�OO
v APPLY 4,000 LBS ACRE GRAIN STRAW MULCH TO SERVE AS COVER: FOR SEEDING.
SHALL NOT RUN PARRALLEL WITH THE TOE. OF THE FENCE). x FOR ANCHOR' WHEN SILT '4 D 0� / THE 'ENGINEER.: ENGINEER.
PROVIDE STONE: OUTLETS AT LOW POINTS. SEE DETAIL II/12.. H FENCE. IS PROTECTING. FILTER CLOTH
g FILL SLOPE 4' To r�-1 ANCHOR STRAW BY TACKING WITH LIQUID ASPHALT AT A RATE OF 400 GAL /ACRE
CATCH BASIN. IN EACH
ROVING; O
CASE THE SILT FENCE F A
OR EMULSIFIED ASPHALT A RATE Q 300 GAL CAE, ROVfNG, OR NETTING. ALL AREAS SHALL BE MULCHED FOR EROSION ALL. AREAS SHALL. BE MULCHED FOR ERASION CONTROL
IS TO BE PROPERLY PLAN VIEW CROSS - SECTION VIEW / 7
L ENTRENCHED & THE CONTROL UPON COMPLETION OF CONSTRUCTION UPON COMPLETION OF CONSTRUCTION ACTIVITIES OR AS
STONE SHALL BE AT ulOro. m
....GRADE.
C USE JUTE, EXCELSIQR MATTING, ENGJNEER APPROVED TURF REINFORCING MATTING ACTIVITIES OR AS DIRECTED BY THE ENGINEER. DIRECTED BY THE ENGINEER.
A MINIMUM Of I6 �
ABOVE GRADE AT THE �� s TO COVER THE BOTTOM OF CHANNELS AND DITCHES AS INDICATED ON THE PLANS n
N C =1I {II = DIRECTION OF FLOW ° b
'- - 6° MIN. COVER &: BETWEEN 60: 45 ° c L = THE. DISTANCE SUCH THAT ELEVATION - OR AS DIRECTED BY THE ENGINEER. SUCH PRODUCTS SHALL BE SECURED. BY N "d
° � n o 4' A. AND B ARE OF EQUAL ELEVATION
y � N , II OVER SKIRT DEGREES. ° y CHECK DAM STAPLES OR STAKES AS INDICATED IN THE DRAWINGS OR AS DIRECTED BY THE
y Z
., p VIII VIII ANCOR SKIRT A$ m 1 -o °° o °o¢ A B
07(5
D g ° °o sa ENGINEER.
DIRECTED BY ENGINEER. � w A p r «r °¢6 ','f
o III1 -11P' m o - «> llir_ «lr�lr�l= lrrl_ «r L °sa¢¢¢ •s r vl
0 °°a
# ° rn SIDE VIEW a n rb- «!r rrlr(trl ° ° ' °¢' Sg °` 0 U
F m «rr «ir- r «r, «« GROUND COVER SCHEDULE
NOTES: �.1
p +7 D o T PURPOSE: T0. REDUCE EROSION IN A. CHANNEL BY REDUCING SIDE VIEW ly.. N U.
o a z �, z, 1. GROUND COVER WHEREVER LAND DISTURBING ACTIVITY IS
r`J M 164 o
n '� m
70 41 .-
I. I N T U. f CHECK K. AM IN INTERMITTENT OR PERENNIAL STREAMS.
TA AR TEMPORARY SILT FENCE DD D S EG D E
STANDARD D D E M L. E E UNDERTAKEN.. ON A TRACT cQMPRISING MORE THAN ONE 1' ACRE A
SITE AREA DESCRIPTION STABILIZATION TIME FRAME STABILIZATION TIME FRAME EXCEPTIONS () _ v
SEE DENR STANDARDS &SPECS. GROUND COVER SUFFICIENT TO :RESTRAIN EROSION MUST BE PLANTED L o. 0.
FOR COMPLETE DESIGN CRITERIA & MAINTENANCE C.
w : :
-N o.
PERIMETER DIKES, SWALES, DITCHES AND OR PROVIDED PER THE GROUND DOVER SCHEDULE SHOWN HERE. a x
SLOPES 7 DAYS NONE 0.1 v
2. GRADED SLOPES AND FILLS - PER THE GROUND COVER SCHEDULE Qn
NIGH QUALITY WATER (HQW) ZONES 7 DAYS NONE SHOWN HERE, OR AT THE COMPLETION OF ANY PHASE OF GRADING, Wo U') q
WHICHEVER PERIOD IS SHORTER, SLOPES SHALL BE PLANTED' OR IA -&a NO :~ C
914 �,
IF SLOPES ARE 10 OR LESS IN LENGTH AND ARE NOT o i ® mO A c _z
OTHERWISE PROVIDED WITH GROUND COVER DEVICES OR SIRUGTURES v ,. L
p I SLOPES STEEPER THAN 3.1 7 DAYS = a N o0
S T A N D A R Q TEMPORARY SILT T I- E N C E CHECK DAM STEEPER THAN 2° 1, 14 DAYS ARE ALLOWED SUFFICIENT TO RESTRAIN EROSION. © 3� ° 0 v
EOfa� �r
2 N TS N TS SLOPES 3 :1 OR FLATTER 14 DAYS 7 DAYS FOR SLOPES GREATER THAN 50 FEET IN 0 8<6 o 0
LENGTH v ems.... o z+n
ALL OTHER' AREAS WITH SLOPES FLATTER
THAN 4:1 14 DAYS NONE (EXCEPT FOR PERIMETERS AND HWQ 'ZONES)
•ICI.
P-M
99 CAI
b
6 SEEDING SCHEDULES Q�
N TS y
W
TYPICAL RIP RAP CHANNEL NOTES. ♦mil y;, ..:..
50' MIN. SANDBAG BARRIERS SHALL BE CONSTRUCTED OF LAYERS OF SANDBAGS. FOR THE
213 w =1111 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP' EXAMPLE SHOWN, THE BOTTOM LAYER SHALL CONSIST OF 3 ROWS OF BAGS; THE MIDDLE T
VIII. BUT SUFFICIENT TO KEEP NOTES: -.ER HA' CONSIST F 7:
- :Ill_- TO ENSURE CONSTRUCTION ENTRANCE IS USED;. "
- = a W
LAYER SHALL CONSIST OF 2 ROWS OF BAGS AND THE 'TOP LAY SHALL 0 S S 0
..___._._.� =1� SEDIMENT ON SITE FLOW ROW OF BAGS. THE RECOMMENDED DIMENSION OF A FILLED SANDBAG SHALL. BE
11111 - !!Ilia d = I =piR - 1.. EXCAVATION SHALL BE :PERFORMED ONLY IN
1111= 000. o,. 0oa 0 000 APPROXIMATELY 0.5 FT `X 0.5 FT X 1.5 FT, :CONTRACTOR SHALL STACK BAGS HIGHER. IF
11111- -III oo° °00$00°0$000: `00000.00 $oo°�? 2.. IF CONSTRUCTION ON THE SITES ARE SUCH THAT DRY AND/OR ISOLATED SECTIONS OF NECESSARY..
IS Ili II - 0 - IIII[= IIII -III - llll�ll ll= Iilellill o $000 00000 00 0 ° 000°$.. /
-n° THE MUD' IS NOT REMOVED BY THE VEHICLE TRAVELING CHANNEL,
6' 7 f k•. I_F= o°o ° 25' OR FULL WIDTH
-`x'11 -r,,,_ r"--- FILTER FABRIC OR :m :0 o $ OVER THE STONE,. THEN THE TIRES OF THE 2. IMPERVIOUS DIKES SHOULD .':BE USED. TO
nL GRAVEL BEDDING FILTER FABRIC OR :x o. oa: 2' - 3' STONE TO BE USED OF PROPOSED STREET' ISOLATE WORK AREAS FROM: STREAM FLOW. FLOW
GRAVEL BEDDING w oA o o VEHICLE MUST BE WASHED BEFORE ENTERING THE INTAKE HOSE
o (SURGESTONE OR: o OR ENTRANCE, 3. THE CONTRACTOR SHALL NOT DISTURB MORE CLASS'A
• o o PUBLIC ROAD.
PARABOLIC- SHAPED WATERWAY WITH STONE CENTER DRAIN Z D °oo °o RAILROAD BALAST I 000 WHICHEVER IS AREA THAN GALA BE STABILIZED IN ONE STONE
(SHAPED BY BULLDOZER) TRAPEZOIDAL { °oo°oo ° °$ o GREATER. WORKING DAY. :A MAXIMUM OF 1000 FEET MAY {
5 _.E. B.. 8U_LD. 00 0 °°0. °oo go 3., IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS BE DISTURBED AT ANY ONE TIME. PUMP AROUND: B
°o °Q�d o 000°000 oo O° pOgoo °0°06° ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
Soo 0 0o
WILL CLEAN THE AREA AND INVOICE THE FINANCIALLY DETERMINING PUMP SIZE SUFFICIENT TO PUMP WORK
W RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL BASE (FLOW. THE 2 -YEAR: PEAK FLOW IS AREA 7�. ~//��
NOTE: 239;000 GPM. DE- WATERING. L V1'
ICI_ .RESPONSIBILITY FORM.. 5. DIKE MUST BE CONSTRUCTED OF
®1!111- 1111fIJIJjs_ d TO BE. USED WHERE EXCESSIVE STORMWATER PLAN NON- ERODIBLE. MATERIALS. SUCH AS PUMP A_ A
- IIIIL- {pH -"'^
IT- I
� �� X04° to. Iz,.
VELOCITIES PROHIBIT VEGETATIVE : LININGS.
: : SANDBAGS SEE DETAIL 8/L2.
1B' 11[- ._ II -1uF- ..IMPERVIOUS. �%.
III -'` SIZE OF STONE MUST BE DETERMINED BY I w
6 Y ®11 :FILTER FABRIC OR APPROPRIATE DESIGN PROCEDURE. SEOUENC€ OF CONSTRUCTION FO TYPICAL PUMP_ DIKE $ '_J B: aN
1 {lll_II! GRAVEL BEDDING AROUND1�
_n. DIMENSIONS FOR d & W VARIES ACCORDING NEW CONSTRUCTION :PLAN OF SANDBAG FLOW. CHECK:
TO DESIGN. 1. INSTALL STILLING BASIN AND STABILIZED i/II
V- SHAPED WATERWAY WITH STONE CENTER DRAIN OUTFALL USING CLASS A RIP RAP AT THE IMPERVIOUS �yl
RIP RAPS DEPTH AS PER DESIGN: OR REFER 70 EXISTING ROADWAY 35 MIN. 15 MIN.
SHAPED BY MOTOR GRADER) TABLE. DOWNSTREAM END OF THE DESIGNATED DIKE
PROJECT WORKING AREA. $ Fj
�� 6_11111 CLASS A DISCHARGE HOSE o � t2" MIN.: 2 AROU DN PUMP SHALL INSTALL
TEMPORARYEPIPING 12 STONE SEE. NOTE 0 s £ o 000 o°. o oo o o Soo °0000 0 : o 00 SEE[ NOTE GROUND LEVEL
°v % 6 MIN. 0 0 00$ ° S 8 °°°° THAT WILL CONVEY THE BASE FLOW FROMNOTE: HOSE SHOULD BE
A.. 3 �yi
TABLE t = I UPSTREAM OF THE WORK AREA TO THE SILT BAG - y jl' I`
LOWEST POINT
IIF ( II j j { II !- 99 STABILIZED OUTEALL. LOCATION k "` ARE OUTSIDE OF WORK o �r
0 0 o ICI I� I�IfII IIIII��III AREA 1
o z ro STONE CLASSIFICATION RIP RAP DEPTH z ro I 3. INSTALL UPSTREAM IMPERVIOUS DIKE AND
A 9° °°, c III IIII� BEGIN PUMPING OPERATIONS FOR STREAM
18` v m FABRIC UNDER STONE
CLASS 1 24` m ° 4: NISTALL THE DOWNSTREAM IMPERVIOUS DIKE. C)
CLASS (
GLASS 2 24 ° °36° K AND DEWATERiNG PUMPING APPARATUS IF 1 EARTH SURFACE C
\ .. NEEDED TO DEWATER THE ENTRAPPED AREA.. STABILIZED OUTFACE S O�F�. , ••• r
0 mo o �.1 p p p O °. CR ®SS SECTION- TH€ PUMP AND: HOSE FOR THIS PURPOSE: CLASS A. STONE SECTION. A -A
° o
RIP I P i \ A I LINED CHANNELS o' Z � ° a SHALL BE OF SUFFICIENT SIZE TO DEWATER FILTER FABRIC FLAT BOTTOM DITCH
m A -1 -I m b - THE WORK AREA. THIS WATER WILL ALSO BE
c� �? ro ro NOTE: END OF FLOW CHECK AT GROUND LEVEL T0
# .
= a r # x7 ai PUMPED TO AN OUTFALL STABILIZED WITH
z ?? D C � - DISCHARGE BE HIGHER THAN THE LOWEST POINT OF FLOW'
n y Z n -3 Cy. CLASS A RIP RAP.
o m -0 a Z Z o m o °a m S 5. THE CONTRACTOR SHALL PERFORM CULVERT HOSE CHECK. SUFFICIENT SANDBAGS ARE TO BE
M y > z CONSTRUCTION ENTRANCE WORK IN ACCORDANCE NTH THE PLAN. EXISTING PLACED TO PREVENT SCOURING:
w - :.m
� Z � "{ 6, THE CONTRACTOR SHALL EXCAVATE ANY GROUND
ACCUMULATED SILT AND DEWATER BEFORE
t 1 FORM IMPERVIOUS BARRIER
REMOVAL OF THE IMPERVIOUS DIKE. WHEN
15' TO 20' WEAVE IN 20 MIL PLASTIC TO
m m DEWATERING AREA, ALL DIRTY WATER MUST MIDDLE LAYER
BE PUMPED THROUGH A SILT BAG. REMOVE STABILIZED TOP LAYER
IMPERVIOUS DIKES, PUMPS, AND TEMPORARY OUTFALL CLASS BOTTOM LAYER'
FLEXIBLE HOSE /PIPING STARTING WITH THE A STONE EARTH SURFACE
DOWNSTREAM DIKE FIRST.
7, ONCE THE WORKING AREA IS COMPLETED;
REMOVE ALL RIP RAP AND IMPERVIOUS DIKES
CONSTRUCTION ENTRANCE AND STABILIZE DISTURBED AREAS WITH SEED
•1 RIP RAP LINED CHANNELS
AND MULCH. FILTER FABRIC
8. ALL WORK IN CHANNEL MUST BE COMPLETED `- •TRENCH 0.25' DEEP
8" OF CLASS A STONE
�2)
N •�-� � � N TS BEFORE REMOVING IMPERVIOUS DIKE. ENDS OF BAGS IN ADJACENT ONLY WHEN PLACED' O �[
:I ROWS BUTTED SLIGHTLY ON EARTH SURFACE 04 y, r
SILT BAG PROFILE. TOGETHER Z 0
.=
EXISTING CHANNEL. N W
SECTION B -B h E
W W U tV R
7 TEMPORARY PUP AROUND DETAIL 8 IMPERVIOUS DIKE Q
QJ2 N TS 12 N TS
TO BE USED AT LAIL AND TO BE USED AT LAIL AND
SWIFT CULVERT CROSSING SWIFT CULVERT CROSSING .a
Li
40• • FOR REPAIR OF SILT -
Q
FENCE FAILURES, USE
b: No. :57 WASHED STONE.
TREE PROTECTION AREA T FOR ANCHOR WHEN SILT
19• FENCE IS PROTECTING f3a SY1
�'. 00 NOT ENTER CATCH BASIN. d' C5
a ® ,Z
WARNING SIGN DETAIL a' MAX* 0 Z
BLOCK AND GRAVEL CURB INLET SEDIMENT FILTER vAR1Ae a As o1RECr£H aY THE EN NE£R A� ® #�,�N CAR r'�% p ; W
STEEL POST / /1
WOVEN WIRE FABRIC # ## (y os• °�:�•sP(/
A. TWO CONCRETE BLOCKS SHALL BE PLACED ON THEIR SIDES ABUTTING THE CURB AT WARNING SIGN tea, •• + °�� +•
SILT FENCE GEOTEXTtLE FABRIC TREE PROTECTION AREA i •/ o I� J
EITHER SIDE OF THE INLET OPENING. A 2" x 4 STUD SHALL BE CUT AND PLACED # * �' '9 r'Y
THROUGH THE OUTER HOLES OF THESPACER BLOCKS TG BRACE THE FRONT BLOCKS. •Q `'
w MIN. to GA, 00 NOT ENTER MIN. 12 -1/2 GA. ° 2
FRONT BLOCKS ARE PLACED ON THEIR SIDES ACROSS THE NLET ANO ABUTTING THE: ;; ": LINE WIRES °► • i�.,
m. FILL SLOPE INTERMEDIATE w II.
SPACER BLOCKS: 4 z WIRES: ° • A73 tYATJ
B. HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 OPENINGS. SHALL BE PLACED f SILT FENCE FABRIC. ;` ..wL + '•ice
INSTALLED TO SECOND •° •
OVER THE OUTSIDE VERTICAL FACE (WEBBING) OF THE BLOCKS TO PREVENT FILTER GRaoE a e yh a
GRADE WIRE FROM TOP ®�r]
STONE FROM BEING WASHED THOUGH THE HOLES IN THE BLOCK. " '• ~ v iR
C. NCDOT y5 WASHED STONE SHALL BE PILED AGAINST THE WIRE TO THE TOP OF THE = -11V1 Ilill- VIII- IIiII- VIII- IhI1- llul�llil`IIVI -VIII- VIII = VIII= INI =INI =1111! =11!11 11111 = [III =L ♦®
-1111= _ _
BLOCK. G' MW. COYER _ _ _ _ _ _
ro OVER SKIRT s IIIi.
D CHEEK DEVICE AFTER EACH RAIN. REPLACE WASHED STONf IF 1T CLOGS WITH .SEDIMENT.. o
E %TEND WIRE K MIN. INTO TRENCH
OVERFLOW AND ANCHOR SKIRT AS T^ 0
DIRECTED BY ENGINEER.• 'qi {I 2� 111
WIRE MESH SEDIMENT LADEN FiLTEREO WATER: VIII :FRONT VIEW ,Tn III POST SILT :FENCE �� �. ME IN 84
RUNOFF y'7 y 9P 8e SIDE VIEW - - SEDIMENT ( I w
CURB INLET age$ ;� SILT FENCE
-. CONTROL --- - •••-.¢ - fi MIN
NOTESo- -
{� --.•�2
f. WARN NC SIGNS T0. BE MADE Of :DURABLE. WEATHERPROOF MATERIAL STONE ACCORDANCE WH THE p�
q o �
m 2. LETTERS TO BE 3 HIGH MINIMUM, CLEARLY LEGIBLE AND $PACED AS DETAILED. :T
q� $` a, �. •_.,.. .a. FLOW: 11 3' MAX
a® o.- I T ¢ - T 2 3. SIGNS A SIG BE PLACED ND OF MAXIMUM INTERVALS. °��.,,_,
e SED MEN
a9 44. 6 Soe od e o ceaoea �9so. ¢ :. °o ,.: LATER THEREAFTER:
� eCe yo: 4a a'abaeaaaeaa eQ a. a� aeao. \ . , .. ,, m q 4, PLACE A SIGN kT EACH END. OF. UN£AR TREE PROT €CTION: AND 50 ON CE TOP
4 a eeA. � 0 2 �
�a�QEi °�m� 1MIRE SCREEN 5. FOR THEE PROTECTION AREAS LESS THAN 2O0 IN PERIMETER, PROVIDE NO LESSTHAN ONE SIGN PER PROTECTION dREA; VIEW WT G " " `--(:URB INLET N 6.. FOR TR: SIGNS SECURELY TO FENCE: POSTS :AND FABRIC:
GRAVEL FlLTER. CONCRETE BLOCK 2 z 4 STUD BRACE 7. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATIONOF PROJECT: STRUCTURAL D T
-D -i "•': : 9. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS. NOTE: STONE: ■ C
(D Z �. A 9, PLACE A SIGN: AT EACH END. OF LINEAR. TREE PROTECTION. AND 50' ON CENTER. THEREAFTER SILT FENCE STRUCTURAL STONE .SHALL BE'. CLASS B. RIP RAP STONE
(A -, N p o Tj. 10. FOR CONDITIONS WHERE PRACTICE APPLIESt. PLANNING CONSIDERATIONS ( HOWEVER: FLOW SHALL NOT RUN PARALLEL SEE DETAIL 1/12 FOR EROSION CONTROL PURPOSES.
Z : ° �. WITH THErFENCE) AND DESIGN: CRITERIA. ` ° ° ° `
n Utility Installations and other ublic facilities includin sidewalks a
0 m n. 1 I. END OF SILT FENCE NEEDS TO BE TURNED UPHILL. SEDIMENT CONTROL STONE IN :STONE OUTLETS SHALL BE: . p 3 a%
U P IFICATION SEOIMENTS FENCE SECTION. I�
# 12. SEE N.C. STATE DENR PRACTICE & 5. EC.... :.�..:T NO. 5 N: 7 T y
NOTES APPLICABLE AT CURB INLETS WHERE AN OVERFLOW O �.� � � OR O. 5 S ONE and tlandlCap ramp s, are to be constructed on all streets as �I.
CAPABILITY IS: NECESSARY. TO PREVENT EXCESSIVE PONDING: IN Z M A FOR CONDITIONS: WHERE PRACTICE APPLIES, PLANNING CONSIDERATIONS.. t'+
47
ra NT -FNC s£CnDN. � �. STON T' F HA PR:. Vl AT A � eClfled b.- VI Code. base faC11:ItIeS. have :been a:. Ln
FRONT OF THE. INLET. �-rLZ1 o �3�[ I3. SEE N.C. STATE DENR FRAGTFCE &SPECIFICATION SEHI E 5 E E E OU LE S S LL BE 0 DED LL LOW IYiNG p pprQV�d b�I !�'1
M fn � n ^� PA A $L. WITH THE FENCE) POINTS. LOCATIONS OF STONE OUTLETS HAVE BEEN ° �{L /� � `
p. Z M O Z [HOWEVER FLOW SHALL NOT RUN R LL the City :of 1 Laleigh. and shall be Installed unless a change Is: ° C)
n n �+ �""'�" INDICATED A7 MAJOR TOW LYING AREAS: CONTRACTOR
M m RESPONSIBLE FOR LOCATING. .AND INSTALLING OUTLETS AT tt bl S
STANDARD TEMPORARY SILT / TREE PROTECTION FENCE THESE AREAS AS WELL AS LOCAL LOW LYING SPOTS. authorlZed by Written appr ®Val. Pt1bIIC Sanitary Sewer
1' - 6" MIN Easements are to be recorded prior to final acceptance. a
FRONT VIEW
Transportation Services a
5 CATCH BASIN INLET PROTECTION Public Utilities
11 SILT FENCE STONE OUTLET DETAIL
12 N T TREE PROTECTION FENCING Stormwater SHEET OF
1 �
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TO EXISTING OR PROPOSED REGULATORY OR WARNING SIGNS WILL SE MADE BY OTHERS (STATE OR CITY FORCES) UNLESS OTHERWISE
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3- INSTALL SIGNS BEFORE THE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SAME CALENDAR ;DAY.
4 -USE ADDITIONAL TYPE III BARRICADES IN STAGGERED LOCATIONS SUPPLEMENTED WITH SIGN R11 -4 "ROAD CLOSED TO THOU TRAFFIC°
IN THE EVENT THAT TRAFFIC MUST BE MAINTAINED BEYOND THE :DETOUR POINT.
LEGEND
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STATIONARY SIGN 6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE OTRIPESDOWNAARD IN THE DIRECTION TOWARD WHICH TRAFFIC MUST
HEET 1 OF B * DIRECTION OF TRAFFIC FLOW TURN IN DETOURING.
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3- INSTALL SIGNS BEFORE THE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
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4 -USE ADDITIONAL TYPE III BARRICADES IN STAGGERED LOCATIONS SUPPLEMENTED WITH SIGN R11 -4 "ROAD CLOSED TO THOU TRAFFIC°
IN THE EVENT THAT TRAFFIC MUST BE MAINTAINED BEYOND THE :DETOUR POINT.
LEGEND
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STATIONARY SIGN 6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE OTRIPESDOWNAARD IN THE DIRECTION TOWARD WHICH TRAFFIC MUST
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3- INSTALL SIGNS BEFORE THE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SAME CALENDAR ;DAY.
4 -USE ADDITIONAL TYPE III BARRICADES IN STAGGERED LOCATIONS SUPPLEMENTED WITH SIGN R11 -4 "ROAD CLOSED TO THOU TRAFFIC°
IN THE EVENT THAT TRAFFIC MUST BE MAINTAINED BEYOND THE :DETOUR POINT.
LEGEND
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STATIONARY SIGN 6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE OTRIPESDOWNAARD IN THE DIRECTION TOWARD WHICH TRAFFIC MUST
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PANEL. AND STOP DAR. 12 ":X 6"
GENERAL NOTES
1 -IF NECESSARY USE THIS STD FOR CROSS -ROAD$ AS SHOWN OR FOR "T" INTERSECTIONS ON TWO -LANE, TWO-WAY AND MULTILANE.
UNDIVIDED AND DIVIDED ROADWAYS.
2- INSTALLATION OF DETOUR ROUTING PANELS : TEMPORARY ROUTE MARKERS DES TINA T IO N SIGNS, AND AY NECESSARY MODIFICATIONS
TO EXISTING OR PROPOSED LAT
OS REGU ORY OR WARNING SYGNSWILL BE MADE BY OTHERS ( STATE OR CITY FORCES) UNLESS OTHERWISE
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE IS REQUIRED TO BE PROVIDED TO STATE FORCES BEFORE`
A ROADWAY IS CLOSED TO TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, AND TO
INFORM LOCAL EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER. PARTIES AFFECTED BY THE ROAD CLOSURE:.
3- INSTALL SIGNS BEFORE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SANE CALENDAR DAY.
4- POSITION BARRICADES SUCH THAT THE STRIPES ARE SLOPED DOWNWARD IN THE DIRECTION TOWARD WHYOH TRAFFIC MUST TURN IN
DETOURING.
LEGEND: 5 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR :LESS THAN ONE DAY; OR FOR :EMERGENCIES. IN THIS CASE:, NO
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UNDIVIDED AND DIVIDED ROADWAYS.
2- INSTALLATION OF DETOUR ROUTING PANELS : TEMPORARY ROUTE MARKERS DES TINA T IO N SIGNS, AND AY NECESSARY MODIFICATIONS
TO EXISTING OR PROPOSED LAT
OS REGU ORY OR WARNING SYGNSWILL BE MADE BY OTHERS ( STATE OR CITY FORCES) UNLESS OTHERWISE
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE IS REQUIRED TO BE PROVIDED TO STATE FORCES BEFORE`
A ROADWAY IS CLOSED TO TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, AND TO
INFORM LOCAL EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER. PARTIES AFFECTED BY THE ROAD CLOSURE:.
3- INSTALL SIGNS BEFORE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SANE CALENDAR DAY.
4- POSITION BARRICADES SUCH THAT THE STRIPES ARE SLOPED DOWNWARD IN THE DIRECTION TOWARD WHYOH TRAFFIC MUST TURN IN
DETOURING.
LEGEND: 5 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR :LESS THAN ONE DAY; OR FOR :EMERGENCIES. IN THIS CASE:, NO
F STATIONARY SIGN STOP BAR IS NECESSARY.
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GENERAL NOTES
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UNDIVIDED AND DIVIDED ROADWAYS.
2- INSTALLATION OF DETOUR ROUTING PANELS : TEMPORARY ROUTE MARKERS DES TINA T IO N SIGNS, AND AY NECESSARY MODIFICATIONS
TO EXISTING OR PROPOSED LAT
OS REGU ORY OR WARNING SYGNSWILL BE MADE BY OTHERS ( STATE OR CITY FORCES) UNLESS OTHERWISE
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE IS REQUIRED TO BE PROVIDED TO STATE FORCES BEFORE`
A ROADWAY IS CLOSED TO TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, AND TO
INFORM LOCAL EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER. PARTIES AFFECTED BY THE ROAD CLOSURE:.
3- INSTALL SIGNS BEFORE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SANE CALENDAR DAY.
4- POSITION BARRICADES SUCH THAT THE STRIPES ARE SLOPED DOWNWARD IN THE DIRECTION TOWARD WHYOH TRAFFIC MUST TURN IN
DETOURING.
LEGEND: 5 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR :LESS THAN ONE DAY; OR FOR :EMERGENCIES. IN THIS CASE:, NO
F STATIONARY SIGN STOP BAR IS NECESSARY.
:DIRECTION OF TRAFFIC FLOW
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UNDIVIDED AND DIVIDED ROADWAYS.
2- INSTALLATION OF DETOUR ROUTING PANELS : TEMPORARY ROUTE MARKERS DES TINA T IO N SIGNS, AND AY NECESSARY MODIFICATIONS
TO EXISTING OR PROPOSED LAT
OS REGU ORY OR WARNING SYGNSWILL BE MADE BY OTHERS ( STATE OR CITY FORCES) UNLESS OTHERWISE
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE IS REQUIRED TO BE PROVIDED TO STATE FORCES BEFORE`
A ROADWAY IS CLOSED TO TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, AND TO
INFORM LOCAL EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER. PARTIES AFFECTED BY THE ROAD CLOSURE:.
3- INSTALL SIGNS BEFORE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SANE CALENDAR DAY.
4- POSITION BARRICADES SUCH THAT THE STRIPES ARE SLOPED DOWNWARD IN THE DIRECTION TOWARD WHYOH TRAFFIC MUST TURN IN
DETOURING.
LEGEND: 5 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR :LESS THAN ONE DAY; OR FOR :EMERGENCIES. IN THIS CASE:, NO
F STATIONARY SIGN STOP BAR IS NECESSARY.
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PIN # 783842468
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RESTRAINING GLAND
INSERTION VALVE WITH CAP
RODDED TO THRUST COLLAR
N TS
STANDARD UTILITYNOTES.
1. ALL MATERIALS & CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH CITY OF RALEIGH DESIGN STANDARDS, DETAILS &
SPECIFICATIONS (REFERENCE: CORPUD HANDBOOK, CURRENT EDITION)
2. UTILITY SEPARATION REQUIREMENTS:
• A DISTANCE OF 100' SHALL BE MAINTAINED BETWEEN SANITARY SEWER & ANY PRIVATE OR PUBLIC WATER SUPPLY SOURCE SUCH AS AN
IMPOUNDED RESERVOIR USED AS A SOURCE OF DRINKING WATER. IF ADEQUATE LATERAL SEPARATION CANNOT BE ACHIEVED, FERROUS
SANITARY SEWER PIPE SHALL BE SPECIFIED & INSTALLED TO WATERLINE SPECIFICATIONS. HOWEVER, THE MIND" SEPARATION SHALL
NOT BE LESS THAN 25' FROM A PRIVATE WELL OR 50' FROM A PUBLIC WELL
• WHEN INSTALLING WATER &/OR SEWER MAINS, THE HORIZONTAL SEPARATION BETWEEN UTILITIES SHALL BE 10'. IF THIS SEPARATION
CANNOT BE MAINTAINED DUE TO EXISTING CONDITIONS, THE VARIATION ALLOWED IS THE WATER MAIN IN A SEPARATE TRENCH WITH THE
ELEVATION OF THE WATER MAIN AT LEAST 18" ABOVE THE TOP OF THE SEWER & MUST BE APPROVED BY THE PUBLIC UTILITIES DIRECTOR.
ALL DISTANCES ARE MEASURED FROM OUTSIDE DIAMETER TO OUTSIDE DIAMETER
• WHERE IT IS IMPOSSIBLE TO OBTAIN PROPER SEPARATION, OR ANYTIME A SANITARY SEWER PASSES OVER A WATERMAIN, DIP MATERIALS
OR STEEL ENCASEMENT EXTENDED IWON EACH SIDE OF CROSSING MUST BE SPECIFIED & INSTALLED TO WATERLINE SPECIFICATIONS
• 5.0'MINIMUM HORIZONTAL SEPARATION IS REQUIRED BETWEEN ALL SANITARY SEWER & STORM SEWER FACILITIES, UNLESS DIP MATERIAL
IS SPECIFIED FOR SANITARY SEWER
• MAINTAIN 18" MIN. VERTICAL SEPARATION AT ALL WATERMAIN & RCP STORM DRAIN CROSSINGS; MAINTAIN 24" MIN. VERTICAL SEPARATION
AT ALL SANITARY SEWER & RCP STORM DRAIN CROSSINGS. WHERE ADEQUATE SEPARATIONS CANNOT BE ACHIEVED, SPECIFY DIP
MATERIALS & A CONCRETE CRADLE HAVING 6" MIN. CLEARANCE (PER CORPUD DETAILS W-41 & S49)
• ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER & SEWER FACILITIES WITH 18" MIN. VERTICAL SEPARATION REQUIRED
3. ANY NECESSARY FIELD REVISIONS ARE SUBJECT TO REVIEW & APPROVAL OF AN AMENDED PLAN &/OR PROFILE BY THE CITY OF RALEIGH PUBLIC
UTILITIES DEPARTMENT PRIOR TO CONSTRUCTION
4. CONTRACTOR SHALL MAINTAIN CONTINUOUS WATER & SEWER SERVICE TO EXISTING RESIDENCES & BUSINESSES THROUGHOUT CONSTRUCTION
OF PROJECT. ANY NECESSARY SERVICE INTERRUPTIONS SHALL BE PRECEDED BY A 24 HOUR ADVANCE NOTICE TO THE CITY OF RALEIGH PUBLIC
UTILITIES DEPARTMENT
5. 3.0' MINIMUM COVER IS REQUIRED ON ALL WATER MAINS & SEWER FORCEMAINS. 4.0' MINIMUM COVER IS REQUIRED ON ALL REUSE MAINS
6. INSTALL 1/4" COPPER WATER SERVICES WITH METERS LOCATED AT ROW OR WITHIN A 2`X2' WATERLINE EASEMENT IMMEDIATELY ADJACENT
7. INSTALL 4" PVC SEWER SERVICES @ 1.0% MINIMUM GRADE WITH CLEANOUTS LOCATED AT ROW OR EASEMENT LINE & SPACED EVERY 75 LINEAR
FEET MAXIMUM
8. PRESSURE REDUCING VALVES ARE REQUIRED ON ALL WATER SERVICES EXCEEDING 80 PSI; BACKWATER VALVES ARE REQUIRED ON ALL
SANITARY SEWER SERVICES HAVING BUILDING DRAINS LOWER THAN 1.0' ABOVE THE NEXT UPSTREAM MANHOLE
9. ALL ENVIRONMENTAL PERMITS APPLICABLE TO THE PROJECT MUST BE OBTAINED FROM NCDWQ, USACE &/OR FEMA FOR ANY RIPARIAN BUFFER,
WETLAND &/OR FLOODPLAIN IMPACTS (RESPECTIVELY) PRIOR TO CONSTRUCTION.
10.NCDOT ENCROACHMENT AGREEMENTS ARE REQUIRED FOR ANY UTILITY WORK (INCLUDING MAIN EXTENSIONS &/OR SERVICE TAPS) WITHIN
STATE ROW PRIOR TO CONSTRUCTION
I LGREASE INTERCEPTOR / OIL WATER SEPARATOR SIZING CALCULATIONS & INSTALLATION SPECIFICATIONS SHALL BE APPROVED BY THE CORPUD
FOG PROGRAM COORDINATOR PRIOR TO ISSUANCE OF A BUILDING PERMIT. CONTACT TIM BEASLEY AT [phone] OR
TIMOTHY,[e-mail] FOR MORE INFORMATION
12.CROSS-CONNECTION CONTROL PROTECTION DEVICES ARE REQUIRED BASED ON DEGREE OF HEALTH HAZARD INVOLVED AS LISTED IN
APPENDIX-B OF THE RULES GOVERNING PUBLIC WATER SYSTEMS IN NORTH CAROLINA. THESE GUIDELINES ARE THE MINIMUM REQUIREMENTS.
THE DEVICES SHALL MEET AMERICAN SOCIETY OF SANITARY ENGINEERING (ASSE) STANDARDS OR BE ON THE UNIVERSITY OF SOUTHERN
CALIFORNIA APPROVAL LIST. THE DEVICES SHALL BE INSTALLED AND TESTED (BOTH INITIAL AND PERIODIC TESTING THEREAFTER) IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS OR THE LOCAL CROSS-CONNECTION CONTROL PROGRAM, WHICHEVER IS MORE
STRINGENT
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THE FOLLOWING SEQUENCE IS RECOMMENDED TO FACILITATE THE WATER LINE CONSTRUCTION.
a MM%NIN WIN- 1. To tkiy WAITAX-2 LINE WORK THE CONTRACTOR WILL COORDINATE WITH THE CITY OF RALEIGH PUBLIC
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Public
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The C t
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ial Coristructions methods used r t is ro ect shall
conform to the standards and specific tions • thje City's
Public Utilities Handbook.
City
• Raleigh
Public Utilities Department Permit #
Authorization to Construct
Date
Public
Water Distribution / Extension System
The C t of Raleigh consents to the connection and extension
of the 8tv's public water system as shown on this plan. The
material Constructions methods used for this pro 'ebt shall
e
conform to the standards and specifications of th' City's
Public Utilities Handbook.
City f Raleigh
Public Utilities Department Permit #
Authorization to Construct
Date
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THE FOLLOWING SEQUENCE IS RECOMMENDED TO FACILITATE THE WATER LINE CONSTRUCTION.
a MM%NIN WIN- 1. To tkiy WAITAX-2 LINE WORK THE CONTRACTOR WILL COORDINATE WITH THE CITY OF RALEIGH PUBLIC
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The C t
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ial Coristructions methods used r t is ro ect shall
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Public Utilities Handbook.
City
• Raleigh
Public Utilities Department Permit #
Authorization to Construct
Date
Public
Water Distribution / Extension System
The C t of Raleigh consents to the connection and extension
of the 8tv's public water system as shown on this plan. The
material Constructions methods used for this pro 'ebt shall
e
conform to the standards and specifications of th' City's
Public Utilities Handbook.
City f Raleigh
Public Utilities Department Permit #
Authorization to Construct
Date
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3700 LAIL CT
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CONSTRUCTION SEQUENCE - PROP SEWER LINE.
� � I THE FOLLOWING SEQUENCE IS RECOMMENDED TO FACILITATE THE SEWER
$. CLAY LINE CONSTRUCTION. CONTRACTOR SHALL PROVIDE A SANITARY SEWER
Q,� I BYPASS PUMPING PLAN SEALED BY A PROFESSIONAL ENGINEER.
- -wi 1. THE CONTRACTOR SHALL HAVE ALL BYPASS PUMPING OPERATION,
w SYSTEM COMPONENTS AND APPURTENANCES ON SITE AND IN PLACE,
-- -- - - AS PER THE SANITARY SEWER BYPASS PLAN SUBMITTED TO AND
APPROVED BY THE CITY OF RALEIGH PUBLIC UTILITIES DEPARTMENT,
3 i U PRIOR TO BEGINNING WORK ON THE SEWER LINE.
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2. CONTRACTOR SHALL SIZE BYPASS PUMPS TO CONVEY A MINIMUM OF
225GPM FOR LINE -L4- AND A MINIMUM OF 315GPM FOR LINE -L5-.
APPROX. 170' TO
Q NEAREST WV 3, ONCE THE TEMPORARY BYPASS PIPING HAS BEEN INSTALLED AND
j \ { APPROVED BY THE CITY INSPECTOR, THE CONTRACTOR MAY CONTINUE
WITH SEWER CONSTRUCTION.
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5. THE CONTRACTOR SHALL MEET WITH A PUBLIC UTILITIES
W a REPRESENTATIVE ON SITE PRIOR TO CONSTRUCTION. THE CITY
REPRESENTATIVE WALL DETERMINE THE CONDITION OF EXISTING
MANHOLES ALONG SWIFT DRIVE AND DETERMINE IF NEW MANHOLES
-- (MH 1 do 3) ARE REQUIRED OF IF THE EXISTING ONES WILL BE USED.
6. INSTALL PROP. SANITARY SEWER PIPE AND PROP. MANHOLES.
RIM 32s 78i dt PROVIDE WATERTIGHT JDVER IJEK (vx 5IU. 5-20 I
INV IN 3218x PER COR STD. S -26 $ 0 7. CONTRACTOR SHALL INSTALL 6 LF OF PC 350 DIP WITH TRANSITION
INV IN=321 88 t \ COUPLINGS AT NEW MANHOLES WHICH TIE INTO EXISTING CLAY LINES.
INV OUT = 321.78 4 \\
WATER LINE C ,,, STRUQMON SEQUENCE: 8. ONCE THE SEWER LINE HAS BEEN COMPLETED, TESTED, AND
THE FOLLOWING SEQUENCE IS RECOMMENDED TO FACILITATE THE WATER LINE CONSTRUCTION, APPROVED BY THE CITY INSPECTOR, THE BYPASS PIPING AND PUMPS
SHALL BE REMOVED.
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EXISTING PAVEMENT 2" MINIMUM EXISTING PAVEMENT
EXISTING
SUBGRADE 1' -0
COMPACTED FILL
IN 6" LIFTS
PIPE
REFER TO W -3
NOTES:
1, The pavement cut shall be defined by a straight edge
and cut with an approved saw cut machine.
2, The trench subgrade material shall be backfilled
with suitable material and compacted to a density
of at least 95%% of that obtained by compacting a
sample of the material in accordance with AASHTO
T -99 as modified by NCDOT.
3. The final 1' of fill shall consist of ABC
material compacted to a density equal to 100%
of that obtained by earn pacting a sample of the
material in accordance with AASHTO T -80 as
modified by NCDOT.
4. The entire thickness / vertical edge of cut
shall be tacked.
5. The some depth of pavement material which exists
shall be reinstalled but in no case shall
u e
the asphalt be Less than 2" thick,
6. The asphalt pavement material shall be installed
and compacted thoroughly with a smooth drum roller
to achieve a smooth level patch,
7. Refer to City of Raleigh standards for
trenches and pipe bedding, W -3.
for additional details,
8. No Hand Patching allowed. - - -..__
DEPARTM'I
9. Pavement cuts within NCDOT ROW
shall conform to the approved on site STAN
encroachment permit. ^
UNDISTURBED SOIL
THRUST COLLAR - PPC„
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3" MIN. Y BAR 3 >, MIN.
CLEARANCE "Q" CLEARANCE
REINFORCING REQUIREMENTS
THRUST COLLAR, AND THRUST SCHEDULE
NOTES:
1. SEE STANDARD DETAIL W -9 FOR THRUST BLOCK LOCATIONS.
2. CONCRETE SHALL BE 3000 PSI AND TRANSIT MIXED,
3. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER,
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION SHALL BE THE MINIMUM WIDTH
AS SHOWN ON STANDARD DETAIL W -3,
5. BACKFILL TAMPED IN 6" LIFTS PER CITY OF RALEIGH
STANDARD DETAIL W 3.
- DEPARTMENT OF PUBLIC UTILITIES
6. THRUST COLLAR MUST BE FACTORY
WELDED ON BOTH SIDES ALONG BOTH THRUST BLOCKING DESIGN DATA
EDGES OF COLLAR AROUND CIRCUMFERENCE. FOR WATER MAINS
DWG, NO. REVISIONS DATE REVISIONS DATE
W-7
RRH -21 -00
I.D. PIPE REBAR S72E. "X" BAR LENGTH "X" BAR WEIGHT "Y" BAR LENGTH "Y" BAR WEIGHT NO. REQUIRED
6 "- - 3fi" y5 2'. -Z "+ O.D. PIPE 9.043 LBS /FT 1' -1" L5 LBS. EACH X -24,. Y -12
�8" greater (/6 3''0 °+ OD PIPE 7_5G2 LBS/FT
I
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8$ 8° °� ¢o •g °.
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e$ 4
A
"B"
C 6 " -76 ",
20" 24 ",
30" 36 ",
48"
48" greater
a.,.
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A
"B"
C 6 " -76 ",
20" 24 ",
30" 36 ",
48"
Lp PIPE
A
"B"
C 6 " -76 ",
20" 24 ",
30" 36 ",
48"
48" greater
a.,.
1' -3"
i.9 LBS. EACH
X -24,. Y -t2
Lp PIPE
A
"B"
C 6 " -76 ",
20" 24 ",
30" 36 ",
48"
48" greater
a.,.
fi »....
UNDISTURBED SOfI.,
6 " OF #67 STONE f SIDE
>
WHEN ROCK 0,, O. D, OF PIPE 6" CLEARANCE
OR WATER IS
ENCOUNTERED
NOTES:
1. Trenches requiring shoring a nd bracin g, dimensions shall be
taken from th e inside face: of the shoring and bracing.
2. No rocks or boulders 4" or
larger to be used in backfill.
3. All backf }II material shall be
suitable native material
4. Backfill shall be tamped in 6" CITY
lifts.
_®
DEPARTMENT,
5. Achieve 95% compaction in
backfill, TRENCH BOTTOM Dll
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CITY OR RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
STANDARD THRUST :BLOCK.. INSTALLATION
FOR VALVES AND DEAD END MAINS
DWG. N0. REVISIONS DATE REVISIONS DATE
� � Y; G. A. 4 -12 -9 D.W.C. 9 -7 -99
6 -92 RRH 3 -31 -0
PROPERTY MINIMUM 36" HORIZONTAL CLEARANCE
LINE FROM ANY OBJECT.
/FIRE HYDRANT, PUMPER NOZZLE TO
BE POINTED TOWARDS FIRE TRUCK ACCESS.
0 TRAFFIC FLANGE BETWEEN
2" 6" ABOVE GRADE
5' 3' -6" CURB AND GUTTER
� -L I IWALK
.,. � PAVEMENT
A
� VALVE BOX 6" GATE VALVE
co COMPACTED BACKFILL CONC. THRUST.
(.TAMPED IN 6" LIFTS:)'.. BLOCK
F �
6" MIN. BRANCH PIPE
a .:. VMAIN
CON C. SETTING SLAB 3 ` 4" HOT DIPPED
�11- 0j, 1' 3 "x 1' -3 "x 4" THICK. GALVANIZED BRIDLE
ROD MAY BE COUPLED
3000 P.S.I. CONCRETE ONCE,
THRUST BLOCKING 7 CU. FT. CRUSHED
NOTES;
STONE MIN. ' NDISTURBED EARTH.
1. FIRE HYDRANT SHALL BE AS MANUFACTURED: MUELLER, AMERICAN DARLING; KENNEDY; M & H,
WATEROU:S, CLOW, .EAST JORDAN IRON WORKS, OR US PIPE.
2. BRANCH :PIPE SHALL BE .DUCTILE IRON AWWA C150 -96:
3. 6" GATE VALVE SHALL BE AWWA G'500 -86 OPEN LEFT.
4. STEEL RODS AND BOLTS SHALL BE 3/4" NOT DIPPED GALVANIZED.
5, FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSTION,
6. RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20FT THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE
E
SHALL BE INSTALLED NO MORE THAN 10FT FROM HYDRANT AND POURED IN CONCRETE.
7. FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW. Ln
ANYTIME SITE WORK, CONSTRUCTION, ROAD WORK,
OR ANY OTHER. WORK CHANGES THE GRADE OF
THE FIRE HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR ADJUSTING:
THE FIRE HYDRANT TO STAY WITHIN COMPLIANCE.
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DEPARTMENT OF PUBLIC UTILITIES
STANDARD FIRE HYDRANT
INSTALLATION DETAIL
S DATE 'REVISIONS C
4 -6 -04
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tNATIONAL NOZZLES
**
RALEIGH CHANGES TO
NATIONAL STANDARD THREADS
** STORZ NOZZLES FOR
TOWNS STATED,
f \
-I- I
/1
NOTES:
1. RALEIGH PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
2. KNIGHTDALE, & ROLESVILLE PUBLIC HYDRANTS
SHALL BE PAINTED RED W /SILVER OPERATING NUTS.
3. ZEBULON PUBLIC HYDRANTS SHALL BE PAINTED RED: WJ
SILVER BONNETS AND OPERATING NUTS.
4. WAKE FOREST AND GARNER PUBLIC AND PRIVATE HYDRANTS TO BE
I :PAINTED SAFETY YELLOW WJSILVER CAPS AND OPERATING NUTS.
5. OPERATING NUTS ON HYDRANTS CONNECTED TO PUBLIC MAINS LARGER THAN 12" SHALL:
I BE PAINTED BLACK..
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
RALEIGH, K'NIGHTDALE, ZEBULON, GARNER
WAKE FOREST,.. & ROLESVILLE
STANDARD EIRE HYDRANT WITH
5" STORZ PUMPER NOZZLE
DWG. `N O. REVISIONS+ DATE 'REVISIONS DATE
- - ABB 7-21-01
W_- 5
Al
RRH 3-31-0 DHL 2-18-08
REACTION BEARING AREAS FOR HORIZONTAL_ WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
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11 1/4' 1;108 1 1 1 1 1 1 2 1
22 1/f 2,207 1 2 2 1 1 1 3 1
- 450 4,328.. 2 3 3 1_ 1 2 _ 5 1
900 7,996 2 4 5 1 1 2 8 1
PLUG 5,655. 2 3 4 1 1 2 6 1
P.P.
11 1/40 11970 1 1 2 1 1 1 2 1
22 1/f 3,922 7 2 3 1 1 1 4 1
450 7,694 2 4 5 1 1 2 8 1
90° 14,215 4 8 9 2 2 4 15 2
PLUG 10,053 3 5 6 2 2 3 10 1
12"
- 11 1/401 4,433. _ 2_ _ -3- 3 1 1 2 5 1
r
22 112° 8,820 3 5 6 2 2 3 9 1.
450 17.,.312 5 9 11 3 3 5 18 2
901) 31,983 8 16 19 4 4 8 32 4
PLUG 22,6.19 6 12 14 3 3 6 23 3
16') ,
11 11,19 7,881 2 4 5 1 1 2 8 1
22 ]If 15,691 4 8 10 2 2 4 16 2
450 30;779 8 1 -6 19 4 4 8 31 4
90° 56,861 15 29 35 8 8 15 57 6
PLUG 40,213 10 21 25 5 5 10 41 5
REACTION BEARING AREAS: ARE IN SQUARE: FEET CITY OF RALEIGH
MEASURED: IN A VERTICAL PLANE IN THE
TRENCH SIDE AT AN ANGLE OF 90 °TO THE THRUST DEPARTMENT OF PUBLIC UTILITIES
VECTOR. -
„ _ THRUST BLOCKING DESIGN
USE 6 - 900 BEND VALUE FOR HYDRANTS FOR I �-y
ADDITIONAL SAFETY FACTOR, QUANTITY TABLE
ui
DWG. N0. REVISIONS. DATE REVISIONS ,4ti T 0,0
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CON C. SETTING SLAB 3 ` 4" HOT DIPPED
�11- 0j, 1' 3 "x 1' -3 "x 4" THICK. GALVANIZED BRIDLE
ROD MAY BE COUPLED
3000 P.S.I. CONCRETE ONCE,
THRUST BLOCKING 7 CU. FT. CRUSHED
NOTES;
STONE MIN. ' NDISTURBED EARTH.
1. FIRE HYDRANT SHALL BE AS MANUFACTURED: MUELLER, AMERICAN DARLING; KENNEDY; M & H,
WATEROU:S, CLOW, .EAST JORDAN IRON WORKS, OR US PIPE.
2. BRANCH :PIPE SHALL BE .DUCTILE IRON AWWA C150 -96:
3. 6" GATE VALVE SHALL BE AWWA G'500 -86 OPEN LEFT.
4. STEEL RODS AND BOLTS SHALL BE 3/4" NOT DIPPED GALVANIZED.
5, FIRE HYDRANTS WILL BE INSTALLED IN TRUE VERTICAL POSTION,
6. RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20FT THEN A MECHANICAL RESTRAINING GLAND WITH A REBAR CAGE
E
SHALL BE INSTALLED NO MORE THAN 10FT FROM HYDRANT AND POURED IN CONCRETE.
7. FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROW. Ln
ANYTIME SITE WORK, CONSTRUCTION, ROAD WORK,
OR ANY OTHER. WORK CHANGES THE GRADE OF
THE FIRE HYDRANT, THE PERSON RESPONSIBLE
FOR THE WORK IS RESPONSIBLE FOR ADJUSTING:
THE FIRE HYDRANT TO STAY WITHIN COMPLIANCE.
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DEPARTMENT OF PUBLIC UTILITIES
STANDARD FIRE HYDRANT
INSTALLATION DETAIL
S DATE 'REVISIONS C
4 -6 -04
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GROUND LINE
tNATIONAL NOZZLES
**
RALEIGH CHANGES TO
NATIONAL STANDARD THREADS
** STORZ NOZZLES FOR
TOWNS STATED,
f \
-I- I
/1
NOTES:
1. RALEIGH PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
2. KNIGHTDALE, & ROLESVILLE PUBLIC HYDRANTS
SHALL BE PAINTED RED W /SILVER OPERATING NUTS.
3. ZEBULON PUBLIC HYDRANTS SHALL BE PAINTED RED: WJ
SILVER BONNETS AND OPERATING NUTS.
4. WAKE FOREST AND GARNER PUBLIC AND PRIVATE HYDRANTS TO BE
I :PAINTED SAFETY YELLOW WJSILVER CAPS AND OPERATING NUTS.
5. OPERATING NUTS ON HYDRANTS CONNECTED TO PUBLIC MAINS LARGER THAN 12" SHALL:
I BE PAINTED BLACK..
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
RALEIGH, K'NIGHTDALE, ZEBULON, GARNER
WAKE FOREST,.. & ROLESVILLE
STANDARD EIRE HYDRANT WITH
5" STORZ PUMPER NOZZLE
DWG. `N O. REVISIONS+ DATE 'REVISIONS DATE
- - ABB 7-21-01
W_- 5
Al
RRH 3-31-0 DHL 2-18-08
REACTION BEARING AREAS FOR HORIZONTAL_ WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
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900 7,996 2 4 5 1 1 2 8 1
PLUG 5,655. 2 3 4 1 1 2 6 1
P.P.
11 1/40 11970 1 1 2 1 1 1 2 1
22 1/f 3,922 7 2 3 1 1 1 4 1
450 7,694 2 4 5 1 1 2 8 1
90° 14,215 4 8 9 2 2 4 15 2
PLUG 10,053 3 5 6 2 2 3 10 1
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- 11 1/401 4,433. _ 2_ _ -3- 3 1 1 2 5 1
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450 17.,.312 5 9 11 3 3 5 18 2
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PLUG 22,6.19 6 12 14 3 3 6 23 3
16') ,
11 11,19 7,881 2 4 5 1 1 2 8 1
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450 30;779 8 1 -6 19 4 4 8 31 4
90° 56,861 15 29 35 8 8 15 57 6
PLUG 40,213 10 21 25 5 5 10 41 5
REACTION BEARING AREAS: ARE IN SQUARE: FEET CITY OF RALEIGH
MEASURED: IN A VERTICAL PLANE IN THE
TRENCH SIDE AT AN ANGLE OF 90 °TO THE THRUST DEPARTMENT OF PUBLIC UTILITIES
VECTOR. -
„ _ THRUST BLOCKING DESIGN
USE 6 - 900 BEND VALUE FOR HYDRANTS FOR I �-y
ADDITIONAL SAFETY FACTOR, QUANTITY TABLE
ui
DWG. N0. REVISIONS. DATE REVISIONS ,4ti T 0,0
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ALL AREAS GIVEN IN SQUARE FEET.
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PLUG 5,655. 2 3 4 1 1 2 6 1
P.P.
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PLUG 10,053 3 5 6 2 2 3 10 1
12"
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PLUG 22,6.19 6 12 14 3 3 6 23 3
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11 11,19 7,881 2 4 5 1 1 2 8 1
22 ]If 15,691 4 8 10 2 2 4 16 2
450 30;779 8 1 -6 19 4 4 8 31 4
90° 56,861 15 29 35 8 8 15 57 6
PLUG 40,213 10 21 25 5 5 10 41 5
REACTION BEARING AREAS: ARE IN SQUARE: FEET CITY OF RALEIGH
MEASURED: IN A VERTICAL PLANE IN THE
TRENCH SIDE AT AN ANGLE OF 90 °TO THE THRUST DEPARTMENT OF PUBLIC UTILITIES
VECTOR. -
„ _ THRUST BLOCKING DESIGN
USE 6 - 900 BEND VALUE FOR HYDRANTS FOR I �-y
ADDITIONAL SAFETY FACTOR, QUANTITY TABLE
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SECTION C -C
NOTES:
1. COVER 'WEIGHT: 13 LBS + /'- 5%
2. LIDS TO BE COATED WITH
BITUMINOUS COAL TAR COATING
3. HOLE SHALL BE FITTED WITH A
METAL GROMMET
1.8" 0 PRE- DRILLED HOLE 7/8"
B
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NOTES:
1. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
JOINT FITTINGS.
CITY OF RALEIGH
2. SEE STANDARD REACTION BLOCK
SEE W -10 AND
DEPARTMENT OF PUBLIC UTILITIES
TABLES, W - -1.0 AND W -11 FOR
SEE W -10
AREA OF CONCRETE REQUIRED.
437 — 24" STANDARD TAPPING'
W -11 FOR
SLEEVE AND VALVE ASSEMBLY
DWG, NO,
REVISIONS DATE I REVISIONS DATE
W-14
3 -1 -87 1 D, W, G. 9 -7 -99
CONCRETE
Y.C.A. 2-31 -9h RRH 5-31-00
1/4"
SECTION C -C
NOTES:
1. COVER 'WEIGHT: 13 LBS + /'- 5%
2. LIDS TO BE COATED WITH
BITUMINOUS COAL TAR COATING
3. HOLE SHALL BE FITTED WITH A
METAL GROMMET
1.8" 0 PRE- DRILLED HOLE 7/8"
B
A
WATER � T T
00 00
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METER
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SECTION A —A n
TEE
GATE VALVE
3/4" ALL- THREAD
STEEL ROD, (CUT TO
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ROD REQUIREMENTS
BRANCH SIZE
NO. OF RODS
4"
2
6"
2
82
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6
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CONCRETE
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ROD REQUIREMENTS
BRANCH SIZE
NO. OF RODS
4"
2
6"
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82
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6
24"
6
30„
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36"
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NOTES:
1. STEEL RODS AND BOLTS SHALL BE 3/4" HOT DIPPED GALVANIZED.
2. SEE STANDARD THRUST BLOCK. TABLES W -10 AND W -11 FOR CONCRETE.
3. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL FITTINGS.
4. THIS RODDING REQUIREMENT DOES NOT APPLY TO FIRE HYDRANTS.
CARRIER PIPE
3/8" STEEL PLATE, TYP
3/8 "x4" STEEL
PLATE, TYP
5/8 "0 A325 BOLT
CASING PIPE
3/16 V 4 j
1" RAID ON ALL CORNERS
NOTE:
1) USE A MINIMUM OF TWO SPIDERS PER PIPE JOINT
ONE FOURTH OF THE PIPE JOINT LENGTH IN FROM
BOTH THE BELL AND SPIGOT ENDS.
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
PIPE ALIGNMENT GUIDE
DWG. N0. REVISIONS DATE REVISIONS DATE
W -40 RRH -31 -00
A.B.B. 4 -16 -0
23
1� I "
MANHOLE FRAME AND COVER
COVER 120 LBS. MINIMUM
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ti1ADE IN NSA
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33 1/4"
LAGSHIELDS MAY ONLY BE USED 5/8"X3" ,LAGSHIELD IN HOLE
IN ROADWAY APPLICATIONS, DRILLED INTO CONE OR
NOTES; RING WITH ANCHOR SUNK TO
1) ALL MANHOLE FRAMES SHALL BE DESIGN DEPTH, AND 5/8 "X3" HOT DIPPED GALVANIZED° I
BE DOMESTICALLY CAST :
2) FRAME SHALL BE A MINIMUM LAG BOLT AND WASHER_
WEIGHT OF 182 LBS.
3') COVER SHALL WEIGH A CITY OF RALEIGH
MIN. OF 120 LBS. DEPARTMENT OF PUBLIC UTILITIES
4) MANHOLES WITHIN PAVED
SURFACES SHALL BE STANDARD MANHOLE COVER
CONSTRUCTED IN ACCORDANCE
WITH S -29. n, r
FINISHED
\I-K\
GRADE
BIACKFILL KIIVIIFNAL UNDISTURBED SOIL
6" #67 STONE -----MINIMUM SIDE
WHEN ROCK IS 6" O.D. OF PIPE 6" CLEARANCE
ENCOUNTERED 12" O.D. OF PIPE' 12>, - MAXIMUM SIDE
CLEARANCE
NOTES:
1. Trenches requiring shoring and bracing, dimensions shall be taken from the
q 9 9 9
inside face of the shoring and bracing.
2. No rocks or boulders 4" or larger to be used in initial backfill.
3. All backfill material shall be suitable native material.
4. Backfill shall be tamped in 6" lifts in traffic areas, 12" in
non -traffic areas.
5. Achieve 80% compaction in non- traffic areas, and 95% compaction in
traffic areas..
6. If in easement 4" topsoil, and CITY OF RALEIGH
12" clean select fill is required. DEPARTMENT OF PUBLIC UTILITIES
7. No boulders 8" in diameter or TRENCH BOTTOM DIMENSIONS & BACiFILLING
greater allowed in final backfill. REQUIREMENTS FOR DUCTILE IRON
AND REINFORCED CONCRETE PIPE. �®
DWG. NO. REVISIONS I DATE REVISIONS jil
-4 3 -1 -87 RRH►
D.W.G. 9 -3 -99;
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NEW MANHOLES USE AN APPROVED BITUMINOUS
BASE SEALANT THAT SHALL BE APPLIED TO
SEE C.O.R. STANDARD S -25 THE TOP OF THE CONE SECTION TO PROVIDE
FOR MANHOLE FRAME AND COVER A WATER TIGHT SEAL.
' 0 v 2'- tl 4
oa
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24" MAX
CO�
p ECCENTRIC M.H. CONE MAY
r? BE USED ON 8" , 10" AND
o . °. 12" SEWER MAINS;
J D
D D °` MANHOLE CONE AND BARREL
p SECTIONS SHALL BE AS PER
p p a ASTM. STANDARDS
9 4' -6' DIA. AS p °
REQUIRED w °.
m pa
a' Q° � "0" RING SEAL
o D i I4'OR RAM —NECK
4„ i
DA RUBBER BOOT
�. a '�, .4, LATERAL INVERT SHALL NOT
o BE LOWER THAN MAIN SPRING-
...
a' p o o Q,'Q LINE. MANHOLE NEEDS TO BE
ABOVE 100 YEAR FLOOD PLAIN
v D' OR SEALED AND VENT TO BE 1''
6"1 ABOVE 100 YEAR FLOOD PLAIN.
WHEN MANHOLE TOPS ARE IN
EXCESS OF 3' ABOVE GRADE.
9" OUTSIDE STEPS MUST BE
PROVIDED. SEE STANDARD
SECTION A -A S -28 FOR STEP DETAIL. IN
NON TRAFFIC AREAS, TOP OF
FRAME AND COVER SHALL BE
INSTALLED A MIN. OF 1' ABOVE
FINISHED GROUND SURFACE.
SEE SEWER DESIGN SECTION
a.
D Q
A MIN. 9" COMPACTED #67 STONE
BASE TO BE INSTALLED
UNDER NEW MANHOLE.
IN NON TRAFFIC AREAS, TOP OF
FRAME AND COVER SHALL BE
'o INSTALLED A MIN, OF 1' ABOVE
l FINISHED GROUND SURFACE.
�-T2 BARS AT 8" CTS --
T
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REINFORCED CONC. FOOTING FOR
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I­—T1 BARS AT 8" CTS---d
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7' o' =---I
REINFORCED CONIC. FOOTING FOR
5' PRECAST 'MANHOLE
I--T2 BARS AT :8'' CTS—
0 '0
10 Q
1
0_1
m
REINFORCED CONC. FOOTING FOR
6' PRECAST MANHOLE
�--T1 OR T2 BAR --
1- STRAIGHT BAR
BILL OF MATERIAL FOR 4 MANHOLE
BAR
SIZE
I LENGTH
N0,
WT. LBS.
T2
#5
5' -6"
18
103
CL. "A" CONCRETE TOTAL CU. YDS.
1,000
BILL OF MATERIAL FOR 4' MANHOLE
BAR
SIZE
LENGTH
NO.
WT, LBS.
T1
#5
6' -6"
24
136
CL. "A" CONCRETE TOTA
BILL OF MATERIAL FOR 4' MANHOLE
BAR
SZE
LENGTH
N0.
WT. LBS.
T2
#5
7' -6"
24
165
CL. "A" CONCRETE TOTAL CU. YDS._ 1,778
* ALL BASES ARE MINIMUM 9" THICK
ECCENTR'{'C
BUSHING
MAINTAIN
CONTINUOUS
FLOWUNE
PVC OR
VC /TC PIPE
AGGREGATE STONE
BEDDING, MIN. 8" TOP
& SIDES, 6" BOTTOM,
TYPICAL
m
FLOW. I
SECTION
PIPE TRANSITION COUPLING
FOR CONNECTING PIPES OF
UNEQUAL DIAMETER
DUCTILE IRON PIPE
CASING
w
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PIPE, DIP
MANHOLE FRAME AND COVER
MINIMUM A/C WEIGHT
1 ' LETTERING FRAME 262
RECESSED FLUSH OVER 170
COVER 120 LBS. MINIMUM
Q� 0
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TOTAL 432
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TYPICAL- LIFTING. DEVICE
0.3750
S�Z
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20
NOTE. COVER SHALL READ
"CONFINED SPACE — DO NOT
50
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0.3750
ENTER... PERMIT REQUIRED" AS
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1 0.3750
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PLAN SHOWN ON S -25.
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MADE I N U F
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28 1/4"
2 3' 4 s s Q
1 3/8" —26 1/4"
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25 1/16" 9 q
2 11/16"
BUTYL —NEK OR
APPROVED �7 s
SEALANT / � % 22"
J
BETWEEN FRAME
Q Z w
7 1/2" GASKET
1 FACE OF} COVERICAL
RING MUST BE
ANCHORED !N
24> ACCORDANCE
28"
3 WIT H S -25
00
AND COVER
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NOTES: 5/8 "X3" LAGSHIELD IN HOLE
DRILLED INTO CONE- OR
m
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1) ALL MANHOLE FRAMES SHALL BE RING WITH ANCHOR SUNK TO
BE DOMESTICALLY CAST DESIGN DEPTH, AND 5/8 "X3"
5 /8" 0
STAINLESS STEEL ROD
2) FRAME SHALL BE A MINIMUM HOT DIPPED GALVANIZED
WEIGHT OF 182 LBS. WITHIN LAG BOLT AND WASHER.
PUBLIC ROW AND 160 LBS.
L
TYPICAL LIFTING DEVICE SECTION A
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WITHIN EASEMENTS_
3) COVER SHALL WEIGH A CITY OF RALEIGH
MIN. OF 120 LBS DEPARTMENT OF PUBLIC UTILITIES
4) ALL MANHOLE FRAMES OUTSIDE
OF PAVED SURFACES SHALL BE
BOLTED TO THE CONE STANDARD MANHOLE COVER
SECTION OR RING WITH A
MINIMUM OF 4 BOLTS PER REVISIONS DATE REVISIONS DATE
DWG. N.Q.
FRAME. S —� 3 -1 -87 3 -1 -87 A.B.B. 2 -9 -05
RRH 3-30-0 -
oa w
TOP OF COVER CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
MANHOLE FRAME AND
WATERTIGHT COVER
DWG. NO. REVISIONS DATE REVISIONS DATE
_ _ ABB 8 -29 -0
87 3-30—OD
S —�� RRH
I
M
ECCENTR'{'C
BUSHING
MAINTAIN
CONTINUOUS
FLOWUNE
PVC OR
VC /TC PIPE
AGGREGATE STONE
BEDDING, MIN. 8" TOP
& SIDES, 6" BOTTOM,
TYPICAL
m
FLOW. I
SECTION
PIPE TRANSITION COUPLING
FOR CONNECTING PIPES OF
UNEQUAL DIAMETER
DUCTILE IRON PIPE
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¢ DEPARTMENT OF PUBLIC UTILITIES
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1- TYPICAL SANITARY SEWER
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o 0 DWG, NO, REVISIONS DATE REVISIONS DATE
0 Y.C.A. 2 -31 -91 RRH 3-30
S -30 Y.C.A. 6 -92 A.B'.B. 4-8—
NON — SHRINK GROUT
BULKHEAD AT EACH
END OF CASING PIPE —�
STYROFOAM PLUG TO
ASSIST GROUT PLACEMENT,
ALL AROUND
STEEL CASING PIPE
DIP CARRIER PIPE --
FINISHED GRADE
8'' r
I
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PROVIDE PLASTIC SHEET
BOND — BREAKER BETWEEN
CARRIER PIPE AND GROUT,
ALL ,AROUND
PROVIDE 2" 0 GALS STEEL DRAIN
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SEE CAST- IN- PLACE-
CONCRETE WINGWALL
SHEET FOR DETAILS
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& FOOTING
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26-Y4`0 STRUCTURAL INSERTS an l' -O" CTS. IN ROOF SLAB OF PRECAST BOX END UNITS WITH #6 D1 BARS IN HEADWALL
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r r
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CAST -IN -PLACE
L------------------------------------------------------ CONCRETE END - --
CURTAIN WALL -- �-----------------------------------------------
A 26 - #4 D2 FIELD BEND BARS Q 1' -0 "CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS
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CAST -IN -PLACE #6 D1 BAR
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3 - #8 S2
DAYTON /RICHMON 1' -0''
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INSERTS "0 TYPE F -56
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TOTAL= 26
DETAIL A — CAST -IN —PLACE
CONCRETE HEADWALL
SWIFT UPSTREAM -END ELEVATION
*HEIGHT AND LENGTH MAY VARY BASED ON
PRECAST BOX WALL AND SLAB THICKNESS
"
NOTES:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES "OF THE
N.C. DEPARTMENT OF TRANSPORTATION.
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED Y4:
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A "CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN -PLACE CONCRETE SHALL BE POURED IN THE
FOLLOWING ORDER:
1. WING FOOTINGS, AND CURTAIN WALL.
2. HEADWALLS, WINGWALLS.
ELEVATIONS ON PLANS SHALL BE VERIFIED WITH THE
KAPLAN,LAIL & SWIFT CULVERT IMPROVEMENTS PROJECT PLANS
AS PREPARED BY WK DICKSON. SEE DETAIL A
41_00 41_0„ , ------
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(SEE
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MISC.
UNIT
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TYPE
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1
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CONCRETE WINGWALL
SHEET FOR DETAILS
CAST -IN- PLACE —/
CONCRETE WINGWALL
& FOOTING
u
CO
3" 0 WEEP HOLES
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r r
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L------------------------------------------------------ CONCRETE END - --
CURTAIN WALL -- �-----------------------------------------------
A 26 - #4 D2 FIELD BEND BARS Q 1' -0 "CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS
1' -3"
3„ 3"
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INSERTS "0 TYPE F -56
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TOTAL= 26
DETAIL A — CAST -IN —PLACE
CONCRETE HEADWALL
SWIFT UPSTREAM -END ELEVATION
*HEIGHT AND LENGTH MAY VARY BASED ON
PRECAST BOX WALL AND SLAB THICKNESS
"
NOTES:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES "OF THE
N.C. DEPARTMENT OF TRANSPORTATION.
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED Y4:
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A "CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN -PLACE CONCRETE SHALL BE POURED IN THE
FOLLOWING ORDER:
1. WING FOOTINGS, AND CURTAIN WALL.
2. HEADWALLS, WINGWALLS.
ELEVATIONS ON PLANS SHALL BE VERIFIED WITH THE
KAPLAN,LAIL & SWIFT CULVERT IMPROVEMENTS PROJECT PLANS
AS PREPARED BY WK DICKSON. SEE DETAIL A
41_00 41_0„ , ------
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6 'Y4"
SEE CAST -IN -PLACE
CONCRETE WINGWAL
SHEET FOR DETAILS
Lo
CAST -IN- PLACE —/
CONCRETE WINGWALL
& FOOTING
* 26` -1Y2"
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— TOP OF HEADWALL
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If
I I
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CONCRETE HEADWALL - -�''�-
r- -r
r r
r r
r r
r
r r
r r
r r
r r
r r
r r
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CULVERT (BY OTHERS) CULVERT (BY OTHERS) �-
r r �
r r
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r r
t I a
r CAST -IN -PLACE
r CONCRETE END --
-----------------------------------------
CURTAIN WALL-�-
a
cc
A 26 - 4 D2 FIELD BEND BARS Q 1' -O "CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS
1' -3"
3" - 3"
J
V a
a M
4 - #4 Gl
CAST -IN -PLACE #6 01 BAR
CONCRETE HEADWALL
3 - #8 S2 ® �'
DAYTONIRICHMON 11-0" 1 13`CL.
STRUCTURAL CONNECTION
INSERTS -`0 TYPE F -56
0 R
2 STRUT EQUAL@ 1' -0" CTS
LENGTH = 4�/ "
NO. REQ'D = 36 PER HEADWALL
TOTAL= 26
DETAIL A - CAST -IN -PLACE
CONCRETE HEADWALL
SWIFT DOWNSTREAM —END ELEVATION
RECAST BOXY LENGTH D SLAB THICKNESS N
PRECAST BOX CULVERT
ROOF SLAB
PRECAST BOX CULVERT
FLOOR SLAB
4"
1
CAST -IN -PLACE 1' -0" MIN.
CONCRETE END
CURTAIN WALL
to
a
#4 D2 FIELD BEND
J
g"
DETAIL B - CAST -IN -PLACE
CONCRETE END CURTAIN WALL
NOTES:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES "OF THE
N. C. DEPARTMENT OF TRANSPORTATION.
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED Y4":
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A "CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN- PLACE CONCRETE SHALL BE POURED IN THE
FOLLOWING ORDER•
'IT 1Oht,, h
m O h O h
MISC.PRECAST
UNIT
BILL OF
BOX END
MATERIAL
BAR
NO.
SIZE
TYPE
$
LENGTH
WEIGHT
C
N
j
D2
26
#4
STR
�
3' -4"
58
l
IN
tn
to
W
TOTAL REINFORCING STEEL D2
FOR 1 END CURTAIN WALL
BEND BARS
58 LBS.
26 INSERTS X 1 HEADWALLS =
26 TOTAL
6 'Y4"
SEE CAST -IN -PLACE
CONCRETE WINGWAL
SHEET FOR DETAILS
Lo
CAST -IN- PLACE —/
CONCRETE WINGWALL
& FOOTING
* 26` -1Y2"
26 -y4" O STRUCTURAL INSERTS nv l' -0" CTS. IN ROOF SLAB OF PRECAST BOX END UNITS WITH #6 Dl BARS IN HEADWALL
— TOP OF HEADWALL
A EL. = 327.53 0 DOWNSTREAM END
If
I I
r CAST -IN -PLACE r
CONCRETE HEADWALL - -�''�-
r- -r
r r
r r
r r
r
r r
r r
r r
r r
r r
r r
(2)11 0 X 5'-6" PRECAST BOX (2)11 0 X 5'-6" PRECAST BOX
CULVERT (BY OTHERS) CULVERT (BY OTHERS) �-
r r �
r r
11,_0,1
TOP OF END CURTAIN WALL
EL. 320.11 0 DOWNSTREAM END
r r
t I a
r CAST -IN -PLACE
r CONCRETE END --
-----------------------------------------
CURTAIN WALL-�-
a
cc
A 26 - 4 D2 FIELD BEND BARS Q 1' -O "CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS
1' -3"
3" - 3"
J
V a
a M
4 - #4 Gl
CAST -IN -PLACE #6 01 BAR
CONCRETE HEADWALL
3 - #8 S2 ® �'
DAYTONIRICHMON 11-0" 1 13`CL.
STRUCTURAL CONNECTION
INSERTS -`0 TYPE F -56
0 R
2 STRUT EQUAL@ 1' -0" CTS
LENGTH = 4�/ "
NO. REQ'D = 36 PER HEADWALL
TOTAL= 26
DETAIL A - CAST -IN -PLACE
CONCRETE HEADWALL
SWIFT DOWNSTREAM —END ELEVATION
RECAST BOXY LENGTH D SLAB THICKNESS N
PRECAST BOX CULVERT
ROOF SLAB
PRECAST BOX CULVERT
FLOOR SLAB
4"
1
CAST -IN -PLACE 1' -0" MIN.
CONCRETE END
CURTAIN WALL
to
a
#4 D2 FIELD BEND
J
g"
DETAIL B - CAST -IN -PLACE
CONCRETE END CURTAIN WALL
NOTES:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES "OF THE
N. C. DEPARTMENT OF TRANSPORTATION.
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED Y4":
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A "CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN- PLACE CONCRETE SHALL BE POURED IN THE
FOLLOWING ORDER•
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1. WING FOOTINGS, AND CURTAIN WALL.
2. HEADWALLS, WINGWALLS. �•' �`••.,�y s
s S E A L
ELEVATIONS ON PLANS SHALL BE VERIFIED WITH THE 22072 r
KAPLAN, LAIL & SWIFT CULVERT IMPROVEMENTS PROJECT PLANS �, 2••.• • �,,
AS PREPARED BY WK DICKSON. err nrY A TI s �h,9
Sl CULVERT END @ SECTION A —A
DOWNSTREAM END
FILTER FABRIC
DRAIN W %SFIIDTEROFABRIC �
EDGE IOF WEEP HOLES ALONG 3"0 PVC PIPE
LENGTH OF CULVERT BOX WEEP HOLE
AND WING WALLS
6 0SQUARE OF ALUMINUM OR GALVANIZED U!
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STEEL HARDWARE FILL FACE OVER `�
WEEP PIPE WITH CONSTRUCTION ADHESIVE.
WEEP HOLE DETAIL
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EMOVE EXIST
MU WALL UP
REAATION IN
TO�STEP-
HATCHED
8'�H X F8'EW I XT 16 �
CONSTRUCT NEW CMU CONCRETE MASONRY
WALL CORNER UNIT (CMU) RETAINING
WALL. WALL TO REMAIN
(TYP.)
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------------------------------------- - - - - -- I-- - - - - -- - - - -- -'
EXISTING NORTH CMU RETAINING EXISTING CONCRETE FOOTING AND CMU WALL ♦„
WALL AND FOOTING TO BE REMOVED TO REMAIN (SEE GENERAL NOTE NO. 2)
(APPROX.87 LF)
REPLACE EXISTING RETAINING CONSTRUCT CMU WALL CORNER
WALL WITH PROPOSED GABION WALL
(SEE SHEETS 7 & 8 OF THE LAIL & SWIFT
CULVERT IMPROVEMENTS PROJECT PLANS AS
PREPARED BY WK DICKSON FOR GABION
WALL DETAILS.)
EXISTING CMU BLOCK RETAINING WALL ELEVATION - STREAM FACE
(NORTH WALL)
ELEVATION VIEW
GENERAL NOTES:
1. FOR THE LOCATION OF THE REMOVAL OF 87 LF OF EXISTING
RETAINING WALL,PROPOSED GABION WALL AND ELEVATIONS
SEE SHEETS 4,7 & 8 OF THE LAIL & SWIFT CULVERT
IMPROVEMENTS PROJECT PLANS AS PREPARED BY WK DICKSON.
2. CONTRACTOR SHALL BE REPONSIBLE FOR PROTECTING STRUCTURAL
INTEGRITY OF REMAINING EXISTING CMU WALL.
CONCRETE FOOTING
0
1. THE MINIMUM* COMPRESSIVE STRENGTH OF CONCRETE SHALL BE
cn
3,000 PSI AFTER 28 DAYS.
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0 2. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 60
DEFORMED BARS. FY -60 KSI. ALL REINFORCING SHALL BE
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PLACED IN ACCORDANCE WITH LATEST ACI. MIN. SPLICE
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SHALL BE 40 BAR DIAMETERS.
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3. THE #4 DOWELS SHALL BE DRILLED AND EMBEDDED AT LEAST
12 "INTO THE OLD CONCRETE FOOTING AND GROUTED INTO t°
a PLACE WITH 1:2 CEMENT MORTAR.
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STRUCTURAL MASONRY
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1.COMPRESSIVE STRENGTH CONCRETE OF MASONRY UNITS:
U) (CMU) UNITS 1500 PSI ON NET AREA. MORTAR SHALL
BE TYPE S, CONFORMING TO ASTM C270, GROUT SHALL
CONFORM TO ASTM C46.
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BILL OF MATERIAL
2. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C90,
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NO.
SIZE
LIGHTWEIGHT, TYPE N. WITH A MINIMUM COMPRESSIVE
LENGTH
WEIGHT
(LBS)
B1
STRENGTH OF 1500 PSI ON THE NET AREA OF THE BLOCK.
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3. ALL CELLS OF CMU UNITS SHOWN WITH REINFORCING
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STEEL SHALL BE FULLY GROUTED.
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71_31.
4. WHERE CONCRETE FILL IS SHOWN IN HOLLOW MASONRY
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UNITS OR IN A CAVITY, USE FINE GROUT (CONCRETE)
3,_10„
20
D1
WITH A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI.
#4
STR
2' -6"
COMPACT WELL AND FILL ALL VOIDS ENTIRELY. MAXIMUM
TOTAL REINFORCING
STEEL
HEIGHT TO WHICH MASONRY SHALL BE LAID BEFORE
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FILLING IS 4' -8':
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5. MASONRY REINFORCING SHALL BE OF THE SAME GRADE
AND DETAILS AS LISTED FOR CONCRETE.TIE IN
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POSITION AND PLACE CONCRETE AROUND REINFORCING
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DURING MASONRY CONSTRUCTION.DO NOT PUSH
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REINFORCING DOWN INTO PREVIOUSLY PLACED CONCRETE
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FILL.
A 3' -2" FOOTING WI
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PROPOSED CMU--
WALL CORNER
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CMU WALL CORNER
#5 V1 BAR,
1 BAR PER CELL
PROPOSED ' D X 3" H
NEW GABION WALL
BASKETS (TYP.)
(SEE SHEETS 7 & 8 OF THE LAIL
& SWIFT CULVERT IMPROVEMENTS
PROJECT PLANS AS PREPARED BY
WK DICKSON FOR GABION
WALL DETAILS.)
TOP OF NEW EXISTING POR
8" H X 8" W X 16" CMU WALL TO
CONCRETE BLOCK UNITS (SEE GENERAL
8„ (TYP.)
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NOTE N0. 2)
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PROPOSED CMU RETAINING WALL END CORNER AT GABION WALL
FRONT ELEVATION - STREAM FACE
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BAR TYPES
BILL OF MATERIAL
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2,_10
BAR
NO.
SIZE
TYPE
LENGTH
WEIGHT
(LBS)
B1
4
#5
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4' -10"
20
B2
6
#5
STR
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71_31.
38
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5
#5
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3,_10„
20
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#4
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2' -6"
5
TOTAL REINFORCING
STEEL
100 LBS
CONCRETE QUANTITY 0.6 CY
ALL BAR DIMENSIONS ARE OUT TO OUT.
�— PROPOSED 11" THICK
CONCRETE FOOTING
#5 L1 BARS,
1 BAR PER CELL
i Vl BAR (TYP.) "....
I PER CELL
CMU RETAINING WALL END CORNER
PLAN VIEW
EXISTING CMU
RETAINING WALL
(SEE NOTE X3)
8"
#5 B2
(TYP.)
ELEVATION VIEW
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22072
ifOR '0 •
SECTION B -B
ELEVATION VIEW
SHEET OF
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SECTION B -B
ELEVATION VIEW
SHEET OF
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NOTES:
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"OF THE
N. C. DEPARTMENT OF TRANSPORTATION.
*NOTE: PRECAST BOX MANUFACTURER SHALL FABRICATE THE PRECAST BOX END
UNITS WITH EXPOSED REBAR AND INSERTS AS REQUIRED IN THESE PLANS UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED Y4':
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A"CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN -PLACE CONCRETE SHALL BE POURED IN THE
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FOLLOWING ORDER:
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1. WING FOOTINGS, AND CURTAIN WALL.
281_311 2. HEADWALLS, WINGWALLS. .�� •.��
71/2" 28-Y4" 0 STRUCTURAL INSERTS Q 1' -0" CTS. IN ROOF SLAB OF PRECAST BOX END UNITS WITH #6 Dl BARS IN HEADWALL 7%2"
ELEVATIONS ON PLANS SHALL BE VERIFIED WITH THE 1 1 SEAL
KAPLAN LAIL & SWIFT CULVERT IMPROVEMENTS PROJECT PLANS = o? 22072 's
TOP OF HEADWALL AS PREPARED BY WK DICKSON. SEE DETAIL A�
EL. = 330.60 0 DOWNSTREAM END S q$,
SEE CAST -IN -PLACE A EL. = 331.00 Q UPSTREAM END ��__,�` �'g,�,,� .......
SHEETEFORWDETAILS �rl
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CAST -IN -PLACE i i S��Qu(T yp, y
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CONCRETE HEADWALL-1-1- i
aio tir
ROOF SLAB°,
° 1" EXP. JT. MAT'L
° 8' -0" X 6, -D "PRECAST BOX \ -- g' -O" X 6` -0" PRECAST BOX 8' -O" X 6' -0n PRECAST BOX ' CID
° i ° PRECAST BOX
% ° CULVERT (BY OTHERS) CULVERT (BY OTHERS) CULVERT (BY OTHERS) ° ; END UNIT
° (BY OTHERS)
tD ° i °
�i_vn 9i_On sr_On
TOP OF END CURTAIN WALL '
i 30 0 WEEP HOLES
3" 0 WEEP HOLES i EL. _ 322.60 C� DOWNSTREAM END i 3" 0 WEEP HOLES `
EL. = 323.00 Q UPSTREAM END (SEE DETAIL) CONST, JT.
� ° (SEE DETAIL)
FLOOR SLAB W
L- - -- CAST -IN -PLACE ----------------------------------------------------------- -- -1 - - --
CONCRETE END _ ° ° i 0 l ?
CURTAIN WALL w oz c� ; ,r,►y
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CAST -IN PLACE A w SEE DETAIL B a
&FOOTING
CONCRETE WINGWALL # c "r
28- 4 D2 FIELD BEND BARS C� I 0 CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS 00
Ll CULVERT END C SECTION A -A
H
LAIL DOWNSTREAM END ELEVATION
(UPSTREAM END SIMILAR)
o HEIGHT AND LENGTH MAY VARY BASED ON m
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PRECAST BOX WALL AND SLAB THICKNESS o a w m
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Q 4 - #4 G1 a a CAST -IN -PLACE _[Z-O" MIN. FILTER FABRIC
CONCRETE END
i % #6 D1 BAR CURTAIN WALL °
Q ' CAST -IN -PLACE .� 1'x 1' CRUSHED STONE [--�
-° CONCRETE HEADWALL .' E�
Q # N �' #4 D2 FIELD BEND- DRAIN W/ FILTER FABRIC
� 3- 8 S2 r CONTINUOUS ALONG BOTTOM E-�
EDGE OF WEEP HOLES ALONG 3 "0 PVC PIPE � a/
co Q AND WING WALLS RT BOX DO WEEP HOLE
Y --
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Q ___ _ a
_ 6 "SQUARE OF ALUMINUM OR GALVANIZED - -- - - �
DAYTON/RICHMOND 1 0 3 CL. PRECAST BOX CULVERT
`- " " STEEL HARDWARE CLOTH t4 x 4 MESH) co W
co cr STRUCTURAL CONNECTION v ANCHORED FIRMLY TO FILL FACE OVER
ROOF SLAB
INSERTS "0 TYPE F -56 � WEEP PIPE WITH CONSTRUCTION ADHESIVE.
2 STRUT OR EQUAL( i' -0" CTS ' Ono
LENGTH 4% " 8„
NO. REQ'D = 8 PER HEADWALL
co o TOTAL= 56
CD DETAIL A - CAST -IN —PLACE DETAIL B CAST —IN- -PLACE WEEP HOLE DETAIL
SHEET OF
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W CONCRETE HEADWALL CONCRETE END CURTAIN WALL
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MISC. PRECAST BOX END
UNIT BILL OF MATERIAL
BAR
NO.
SIZE
TYPE
LENGTH
WEIGHT
D2
56
#4
STR
3' -4"
125
TOTAL REINFORCING STEEL D2 BEND BARS
FOR 2 END CURTAIN WALLS 125 LBS.
28 INSERTS X 2 HEADWALLS = 56 TOTAL
ALL REINFORCING STEEL SHALL BE DEFORMED. DIMENSIONS RELATIVE TO
PLACEMENT OF REINFORCING ARE TO CENTERS OF BARS UNLESS OTHERWISE INDICATED
IN THE PLANS. DIMENSIONS ON BAR DETAILS ARE OUT TO OUT AS INDICATED ON PLANS.
REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM 615.
3 "0 WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH
THE NCDOT STANDARD SPECIFICATIONS.
DIMENSIONS FOR THE WING LAYOUT AS WELL AS ADDITIONAL
REINFORCING STEEL EMBEDDED IN BARREL ARE SHOWN ON
WING SHEET.
THE CONCRETE FOR THE HEADWALLS, WINGS AND END CURTAIN
WALLS SHALL BE CLASS "A"CONCRETE AS PER THE NCDOT
STANDARD SPECIFICATIONS.
CAST -IN -PLACE CONCRETE SHALL BE POURED IN THE
`•O O I-1 O 1"
, N n Cc) In
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FOLLOWING ORDER:
r r er errie�i
1. WING FOOTINGS, AND CURTAIN WALL.
281_311 2. HEADWALLS, WINGWALLS. .�� •.��
71/2" 28-Y4" 0 STRUCTURAL INSERTS Q 1' -0" CTS. IN ROOF SLAB OF PRECAST BOX END UNITS WITH #6 Dl BARS IN HEADWALL 7%2"
ELEVATIONS ON PLANS SHALL BE VERIFIED WITH THE 1 1 SEAL
KAPLAN LAIL & SWIFT CULVERT IMPROVEMENTS PROJECT PLANS = o? 22072 's
TOP OF HEADWALL AS PREPARED BY WK DICKSON. SEE DETAIL A�
EL. = 330.60 0 DOWNSTREAM END S q$,
SEE CAST -IN -PLACE A EL. = 331.00 Q UPSTREAM END ��__,�` �'g,�,,� .......
SHEETEFORWDETAILS �rl
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,--
CAST -IN -PLACE i i S��Qu(T yp, y
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CONCRETE HEADWALL-1-1- i
aio tir
ROOF SLAB°,
° 1" EXP. JT. MAT'L
° 8' -0" X 6, -D "PRECAST BOX \ -- g' -O" X 6` -0" PRECAST BOX 8' -O" X 6' -0n PRECAST BOX ' CID
° i ° PRECAST BOX
% ° CULVERT (BY OTHERS) CULVERT (BY OTHERS) CULVERT (BY OTHERS) ° ; END UNIT
° (BY OTHERS)
tD ° i °
�i_vn 9i_On sr_On
TOP OF END CURTAIN WALL '
i 30 0 WEEP HOLES
3" 0 WEEP HOLES i EL. _ 322.60 C� DOWNSTREAM END i 3" 0 WEEP HOLES `
EL. = 323.00 Q UPSTREAM END (SEE DETAIL) CONST, JT.
� ° (SEE DETAIL)
FLOOR SLAB W
L- - -- CAST -IN -PLACE ----------------------------------------------------------- -- -1 - - --
CONCRETE END _ ° ° i 0 l ?
CURTAIN WALL w oz c� ; ,r,►y
00
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CAST -IN PLACE A w SEE DETAIL B a
&FOOTING
CONCRETE WINGWALL # c "r
28- 4 D2 FIELD BEND BARS C� I 0 CTS. IN FLOOR SLAB OF PRECAST BOX END UNITS 00
Ll CULVERT END C SECTION A -A
H
LAIL DOWNSTREAM END ELEVATION
(UPSTREAM END SIMILAR)
o HEIGHT AND LENGTH MAY VARY BASED ON m
OD
PRECAST BOX WALL AND SLAB THICKNESS o a w m
w Q Q (o
W W 0 ~
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CO PRECAST BOX CULVERT to ° m
n n FLOOR SLAB z m ¢ W o
3 3 m 0 a
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v 4" a
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Q 4 - #4 G1 a a CAST -IN -PLACE _[Z-O" MIN. FILTER FABRIC
CONCRETE END
i % #6 D1 BAR CURTAIN WALL °
Q ' CAST -IN -PLACE .� 1'x 1' CRUSHED STONE [--�
-° CONCRETE HEADWALL .' E�
Q # N �' #4 D2 FIELD BEND- DRAIN W/ FILTER FABRIC
� 3- 8 S2 r CONTINUOUS ALONG BOTTOM E-�
EDGE OF WEEP HOLES ALONG 3 "0 PVC PIPE � a/
co Q AND WING WALLS RT BOX DO WEEP HOLE
Y --
O o0
Lo
Q ___ _ a
_ 6 "SQUARE OF ALUMINUM OR GALVANIZED - -- - - �
DAYTON/RICHMOND 1 0 3 CL. PRECAST BOX CULVERT
`- " " STEEL HARDWARE CLOTH t4 x 4 MESH) co W
co cr STRUCTURAL CONNECTION v ANCHORED FIRMLY TO FILL FACE OVER
ROOF SLAB
INSERTS "0 TYPE F -56 � WEEP PIPE WITH CONSTRUCTION ADHESIVE.
2 STRUT OR EQUAL( i' -0" CTS ' Ono
LENGTH 4% " 8„
NO. REQ'D = 8 PER HEADWALL
co o TOTAL= 56
CD DETAIL A - CAST -IN —PLACE DETAIL B CAST —IN- -PLACE WEEP HOLE DETAIL
SHEET OF
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W CONCRETE HEADWALL CONCRETE END CURTAIN WALL
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