20190908 Ver 1_Haywood County - B276 - Full Plan Set_20190708

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See Sheet 1 A For Index of Sheets (Not Included)
See Sheet 9 B For Symbology Sheet
PO y�
30 aao Meadow
Grove Ch.
1104
M
V
m 276
WHY WORRY BLVD
SCRUSO RD
R 1103
5
1110 PROJECT
1 OS
LOCATION
�4
110
BURNETTE COVE RD
SR 1104 1104
Q
VICINITY MAP
90% SUBMITTAL PLANS
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
HAYWOOD
BEGIN TIP PROJECT 17BP.14.R.176
-L- STA. 9+00.00
THIS PROJECT HAS NO CONTROL OF ACCESS.
COUNTY
LOCATION: REPLACEMENT OF BRIDGE No. 276
OVER B URNETTE CREEK
ON SR 1104 (BURNETTE COVE RD)
TYPE OF WORK. GRADING, DRAINAGE, WIDENING, CORED
BRIDGE AND PAVEMENT MARKINGS
END CONSTRUCTION
-D R 1- STA. 11 +20.00
/S STEPS
F `W
0
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END CONSTRUCTION
-DR2- STA. 10+23.00
END BRIDGE
-L- STA. 12+21.17
0
BURNETTE CREEK\/------ �
-L-
BEGIN BRIDGE
-L- STA. 11 +76.17
IWROW*06
SLAB
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STATE
STATE PROJECT REFERENCE NO.
SHEET
NO.
TOTAL
SHEETS
N.C.
17BP.14.R.176
I
STATE PROJ. NO.
F. A. PROJ. NO.
DESCRIPTION
17BP.14.R.176
WA
PE
17BP.14.R.176
WA
RIGHT-OF-WAY
17BP.14.R.176
WA
CONSTRUCTION
\10
END CONSTRUCTION
-DR3- STA. 10+33.00
END CONSTRUCTION
-L- STA. 15+05.00
Al�
'S F a ✓s� (D
s
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END TIP PROJECT 17BP.14.R.176
-L- STA. 13+94.00
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
GRAPHIC SCALES
50 25 0 50 100
DESIGN DATA77
ADT 2 011 = 6 0 VPD
9
V = 25 MPH*
FUNC CLASS —LOCAL
SUBREGIONAL TIER
*BRIDGE DESIGN
SPEED INVESTIGATION
PROJECT LENGTH
LENGTH ROADWAY PROJECT 17BP.14.R.176 = 0.085 MI
LENGTH STRUCTURE PROJECT 17BP.14.R.176 = 0.009 MI
TOTAL LENGTH PROJECT 17BP.14.R.176 = 0.094 MI
PREPARED IN THE OFFICE OF
�vSP USA
" SUITE
E 1500'EVILLE STREET
SUITE 15°°
RALEIUH NC 27601
TEL:[phone]
FAX:[phone]
LICENSE NO.F_0165
FOR THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
HYDRAULICS ENGINEER
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SIGNATURE:
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PLANS
50 25 0 50 100
2018 STANDARD SPECIFICATIONS
RONYELL THIGPEN, PE
RIGHT OF WAY DATE:
JUNE 30 2018
ROADWAY DESIGN c AR'1'',
ENGINEER \ o�;FESSIONgI.r�=;
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043A39 _
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P.E.
SIGNATURE:
PROJECT ENGINEER
HOLLY CHRISTENBURY
PROFILE (HORIZONTAL)
10 5 0 10 20
LETTING DATE:
JAN UARY 2 8 2 02 0
1
PROJECT DESIGN ENGINEER
NCDOT CONTACT: JOSH DEYTON, PE
DIVISION 14 BRIDGE PROGRAM MANAGER
PROFILE (VERTICAL)

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GENERAL NOTES: 2018 SPECIFICATIONS
INDEX OF SHEETS EFFECTIVE: 01-16-18
SHEET NUMBER SHEET
REVISED:
1
TITLE SHEET
GRADING AND SURFACING OR RESURFACING AND WIDENING:
lA
INDEX OF SHEETS, GENERAL NOTES, AND LIST OF
STANDARD DRAWINGS
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. WHERE NO GRADE LINES
2018 ROADWAY ENGLISH STANDARD DRAWINGS
113
CONVENTIONAL SYMBOLS
ARE SHOWN, THE PROFILES SHOWN DENOTE THE TOP ELEVATION OF THE EXISTING PAVEMENT
1C-1
SURVEY CONTROL SHEET
ALONG THE CENTER LINE OF SURVEY ON WHICH THE PROPOSED RESURFACING WILL BE
The following Roadway Standards as appear in "Roadway Standard Drawings" Highway Design
PLACED. GRADE LINES MAY BE ADJUSTED BY THE ENGINEER IN ORDER TO SECURE A
Branch -
N. C. Department of Transportation -Raleigh, N. C., Dated January, 2018 are
2A-1
PAVEMENT SCHEDULE, TYPICAL SECTIONS, AND
PROPER TIE-IN.
applicable
to this project and by reference hereby are considered a part of these plans:
WEDGING DETAILS
CLEARING:
STD.NO.
TITLE
3B-1
MISCELLANEOUS SUMMARIES (EARTHWORK, GUARDRAIL,
PAVEMENT REMOVAL, & SHOULDER BERM GUTTER)
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY
DIVISION
2 - EARTHWORK
3D-1
DRAINAGE SUMMARY
METHOD II.
200.02
225.02
Method of Clearing - Method II
4
PLAN
SUPERELEVATION:
225.04
Guide for Grading Subgrade - Secondary and Local
5
PROFILE SHEET
Method of Obtaining Superelevation - Two Lane Pavement
ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH STD.
TMP-1 THRU
TMP-5
TRAFFIC MANAGEMENT PLANS
NO. 225.04 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
DIVISION
3 - PIPE CULVERTS
SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
300.01
Method of Pipe Installation
PMP-1
PAVEMENT MARKING PLANS
SECTIONS.
300.10
Driveway Pipe Construction
EC-1 THRU
EC-5
EROSION CONTROL PLANS
SHOULDER CONSTRUCTION:
X-1A
CROSS-SECTION SUMMARY
DIVISION
4 -MAJOR STRUCTURES
X-1 THRU X-8
CROSS -SECTIONS
ASPHALT, EARTH, AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF
422.01
Bridge Approach Fills - Type I Standard Approach Fill
SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD. NO. 560.01.
S-1 THRU S-X
STRUCTURE PLANS
GUARDRAIL:
DIVISION
5 - SUBGRADE, BASES AND SHOULDERS
SN
STANDARD NOTE SHEET
560.01
Method of Shoulder Construction - High Side of Superelevated Curve - Method
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL.
DIVISION 8 - INCIDENTALS
806.01
Concrete Right -of -Way Marker
TEMPORARY SHORING:
806.02
Granite Right -of -Way Marker
840.00
Concrete Base Pool for Drainage Structures
SHORING REQUIRED FOR THE MAINTENANCE OF TRAFFIC NOT SHOWN ON THE PLANS
840.25
Anchorage for Frames - Brick or Concrete or Precast
WILL BE PAID FOR AT THE CONTRACT PRICE FOR "TEMPORARY SHORING".
840.29
Frames and Narrow Slot Flat Grates
840.35
Traffic Bearing Grated Drop Inlet - for Cast Iron Double Frame and Grates
SUBSURFACE PLANS:
840.46
Traffic Bearing Precast Drainage Structure
846.04
Drop Inlet Installation in Shoulder Berm Gutter
NO SUBSURFACE PLANS ARE AVAILABLE ON THIS PROJECT. THE CONTRACTOR SHOULD MAKE
862.01
Guardrail Placement
HIS OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS.
862.02
Guardrail Installation
862.03
Structure Anchor Units
END BENTS:
876.01
Rip Rap in Channels
876.02
Guide for Rip Rap at Pipe Outlets
THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS, DETAILS,
876.04
Drainage Ditches with Class 'B' Rip Rap
AND CROSS-SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE
EMBANKMENT OR EXCAVATION APPROACHING A BRIDGE.
UTILITIES:
UTILITY OWNERS ON THIS PROJECT ARE:
Power: Haywood EMC
Telephone: AT&T
ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS, EXCEPT
AS SHOWN ON THE PLANS.
RIGHT-OF-WAY MARKERS:
ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY CONTRACT IN
ACCORDANCE WITH SECTION 801 OF THE NCDOT STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES.
U
COCO
CDM
NCO
\cc
CO—

NO.
CD
N
N
N
BOUNDARIES AND PROPERTY.-
State Line
---- -----
County Line
Township Line
City Line
Reservation Line
Property Line
Existing Iron Pin
O
Computed Property Corner
X
Property Monument
ECM
Parcel/Sequence Number
123
Existing Fence Line
-x x x-
Proposed Woven Wire Fence
e-
Proposed Chain Link Fence
Proposed Barbed Wire Fence
Existing Wetland Boundary
- - - -WLB- - - -
Proposed Wetland Boundary
WLB
Existing Endangered Animal Boundary
EAB
Existing Endangered Plant Boundary
EPB
Existing Historic Property Boundary_HPB
Known Contamination Area: Soil
S �-
Potential Contamination Area: Soil
- S :X -
Known Contamination Area: Water
W �-
Potential Contamination Area: Water
- W :M -
Contaminated Site: Known or Potential
�
BUILDINGS AND OTHER CULTURE:
Gas Pump Vent or U/G Tank Cap
O
Sign
S
Well
W w
Small Mine
Foundation
0
Area Outline
Cemetery
fi
Building
School
Church
Dam
HYDROLOGY.-
Stream or Body of Water
Hydro, Pool or Reservoir
IF --
Jurisdictional Stream
,S
Buffer Zone I
_BZ 1
Buffer Zone 2
BZ 2
Flow Arrow
< -- ---
Disappearing Stream
Spring
Wetland
Proposed Lateral, Tail, Head Ditch
False Sump
FLOW
w
RAILROADS. -
Standard Gauge -
RR Signal Milepost
Switch
RR Abandoned
RR Dismantled —
STATE OF NORTH CAROILINA, DIVISION OF HIGHWAYS
CONVENTIONAL PLAN SHEET SYMBOLS
Note: Not to Scale *S. U.E. _
CSX TRANSPORTATION
0
MILEPOST 35
0
SWITCH
RIGHT OF WAY & PROJECT CONTROL:
Secondary Horiz and Vert Control Point
Primary Horiz Control Point C
Primary Horiz and Vert Control Point
Exist Permanent Easment Pin and Cap 0
New Permanent Easement Pin and Cap 0
Vertical Benchmark 11
Existing Right of Way Marker 0
Existing Right of Way Line
New Right of Way Line w
New Right of Way Line with Pin and Cap —
New
Right of Way Line with
R
Concrete or Granite R/W Marker
w
New
Control of Access Line with
c
Concrete C/A Marker
A
Existing Control of Access
New
Control of Access
Existing Easement Line
E
New
Temporary Construction Easement
E
New
Temporary Drainage Easement
TDE
New
Permanent Drainage Easement
PDE
New
Permanent Drainage / Utility Easement
DUE
New
Permanent Utility Easement
PUE
New
Temporary Utility Easement
TUE
New
Aerial Utility Easement
AUE
ROADS AND RELATED FEATURES:
Existing Edge of Pavement
Existing Curb —
Proposed Slope Stakes Cut
- - - C - -
Proposed Slope Stakes Fill
- - - F - -
Proposed Curb Ramp
ER
Existing Metal Guardrail
T T
Proposed Guardrail
T T T
Existing Cable Guiderail
n n n
Proposed Cable Guiderail
n n n
Equality Symbol
0
Pavement Removal
VEGETATION -
Single Tree
Single Shrub
Subsurface Utility Engineering
Hedge
Woods Line
Orchard
Vineyard
EXISTING STRUCTURES:
MAJOR:
Bridge, Tunnel or Box Culvert
Bridge Wing Wall, Head Wall and End Wall -
MINOR:
Head and End Wall
Pipe Culvert
Footbridge
Drainage Box: Catch Basin, DI or JB
Paved Ditch Gutter
Storm Sewer Manhole
Storm Sewer
UTILITIES.'
POWER:
Existing Power Pole
Proposed Power Pole
Existing Joint Use Pole
Proposed Joint Use Pole
Power Manhole
Power Line Tower
Power Transformer
U/G Power Cable Hand
Hole
H-Frame Pole
U/G Power Line LOS B
(S.U.E.*)
U/G Power Line LOS C
(S.U.E.*)
U/G Power Line LOS D
(S.U.E.*)
TELEPHONE:
Existing Telephone Pole
Proposed Telephone Pole
Telephone Manhole
Telephone Pedestal
Telephone Cell Tower
U/G Telephone Cable Hand
Hole
U/G Telephone Cable LOS B
(S.U.E.*) -
U/G Telephone Cable LOS C
(S.U.E.*) -
U/G Telephone Cable LOS D (S.U.E.*) -
U/G Telephone Conduit LOS
B (S.U.E.*)
U/G Telephone Conduit LOS
C (S.U.E.*)
U/G Telephone Conduit LOS
D (S.U.E.*)
U/G Fiber Optics Cable LOS
B (S.U.E.*)
U/G Fiber Optics Cable LOS
C (S.U.E.*)
U/G Fiber Optics Cable LOS
D (S.U.E.*)
0 0 0 0
Vineyard
CONC
) CONC WW
CONC HW
11 CB
O
-s
--- -T- - --
- -T-
T
-TC- - - -
-TC- -
TC
-T FO- - -
- -T FO- -
T FO
WATER:
Water Manhole
Water Meter
o
Water Valve
Water Hydrant
U/G Water Line LOS
B (S.U.E*)
- - - -W- - - -
U/G Water Line LOS
C (S.U.E*)
- -W- -
U/G Water Line LOS
D (S.U.E*)
W
Above Ground Water
Line
A/G Water
TV:
TV
Pedestal
TV
Tower
U/G
TV Cable Hand Hole
"H
U/G
TV Cable LOS B
(S.U.E.*)
- - - -TV- - -
U/G
TV Cable LOS C
(S.U.E.*)
- -TV- -
U/G
TV Cable LOS D
(S.U.E.*)
TV
U/G
Fiber Optic Cable
LOS B
(S.U.E.*)
- - - -TV FO- - -
U/G
Fiber Optic Cable
LOS C
(S.U.E.*)
- -TV FO-
U/G
Fiber Optic Cable
LOS D
(S.U.E.*)
TV FO-
GAS:
Gas Valve
Gas Meter
U/G Gas Line
LOS
B (S.U.E.*)
- - - -°- - - -
U/G Gas Line
LOS
C (S.U.E.*)
- -°- -
U/G Gas Line
LOS
D (S.U.E.*)
°
Above Ground
Gas
Line
A/G Gas
SANITARY SEWER:
Sanitary Sewer Manhole
Sanitary Sewer Cleanout
U/G Sanitary Sewer Line
Above Ground Sanitary Sewer
SS Forced Main Line LOS B (S.U.E.*)
SS Forced Main Line LOS C (S.U.E.*)
SS Forced Main Line LOS D (S.U.E.*)
MISCELLANEOUS:
Utility Pole
Utility Pole with Base
Utility Located Object
Utility Traffic Signal Box
Utility Unknown U/G Line LOS B (S.U.E.*)
U/G Tank; Water, Gas, Oil
Underground Storage Tank, Approx. Loc.
A/G Tank; Water, Gas, Oil
Geoenvironmental Boring
U/G Test Hole LOS A (S.U.E.*)
Abandoned According to Utility Records
End of Information
O
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ss
A/G Sanitary Sewer
-FSS- - - -
Fss

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NORTHCOMPUTED BY: Vm DATE: 6/11118
CHECKED BY: RS DATE: 6/11/18 • OF • •
DIVISIONOF
Note: Invert Elevations indicated are for Bid Purposes only and shall not be used for project construction stakeout.
See "Standard Specifications For Roads and Structures, Section 00
LIST OF PIPES, END WALLS, ETC. (FOR PIPES 48 INCHES & UNDER)
LINE &
STATION
0mmmmmmmommmmmmmommmmmmmmmmmmmmmo
Q.
Drainage Pipe
R. C. PIPE
CLASS III
R. C. PIPE
CLASSIV
.N.S.
STRUCTURES
NOTE:
TOTAL LIN. FT.
F R PAY
QUANTITY
FRAME,
GRATES
AND HOOD
.....
...______
ABBREVIATIONS
C.A.A. CORRUGATED ALUMINUM ALLOY
C.B. CATCH BASIN
C.S. CORRUGATED STEEL
D.I. DROP INLET
G.D.I. GRATED DROP INLET
H.D.P.E. HIGH DENSITY POLYETHYLENE
U.S. JUNCTION BOX
NARROW SLOT
R. C. REINFORCED CONCRETE
W S WIDE SLOT
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BEGIN APPROACH SLAB END APPROACH SLAB
-L- STA. 11 +65J7 -L- STA. 12+32•I8
�4' PS TRANSITION R=10'
0" PS TO I" PS
T APPROACH SLAB 4/*
o YPE 111 -
SBG
=20'
GREU T L -2
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BEGIN BRIDGE
-L - STA. 11 +76.17 GREU T L -2
24' -/0"
CLEAR END BRIDGE
RDWY -L- STA. 12+2/•I7
SKETCH SHOWING DIMENSION OF PAVEMENT
AND SHOULDERS IN RELATION TO PROPOSED
BRIDGE WIDTH
0 PAVED SHOULDER
BEGIN TIP PROJECT 178P°I4°R°I76
-L- STA. 9+00°00
FEDERAL NATIONAL MORTGAGE ASSN.
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BEGIN APPROACH SLAB END APPROACH SLAB
-L- STA. 11 +65J7 -L- STA. 12+32•I8
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0" PS TO I" PS
T APPROACH SLAB 4/*
o YPE 111 -
SBG
=20'
GREU T L -2
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BEGIN BRIDGE
-L - STA. 11 +76.17 GREU T L -2
24' -/0"
CLEAR END BRIDGE
RDWY -L- STA. 12+2/•I7
SKETCH SHOWING DIMENSION OF PAVEMENT
AND SHOULDERS IN RELATION TO PROPOSED
BRIDGE WIDTH
0 PAVED SHOULDER
BEGIN TIP PROJECT 178P°I4°R°I76
-L- STA. 9+00°00
FEDERAL NATIONAL MORTGAGE ASSN.
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0 +27.00
50.00 30.00
/ 25.00 O •,+27.00
+50.00 33.00
30.00
SPECIAL LATERAL 'V' DITCH I `"
STA. 10 + 25 TO STA. 11 + 00 -L- RT -_I �, w
SEE DETAIL A
SPECIA LATERAL 'V' DITCH
STA. 11 30 TO STA. 11 + 68 -L- RT
06 S0, SEE TAIL A
N
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0406
CL B I P
NTR 1 T N
5 SY G OTEXTI
+18.00 �^
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BEGIN CONSTRUCTION
-DR2-Sta° 10+23°00
-DRI -Sta• 10+35.20
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rn BEGIN CONSTRUCTION
-DR3-Sta° 10+33.00
LINE w/
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80,68' EST TONS = 24
cn A EST SY GEOTEXTILE = 53
o
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m 6
\' SPECIAL LATERAL 'V' DITCH
STA. 13 + 50 TO STA. 15 + 03 -L- LT
G SEE DETAIL A �X
+94.00
S 60.00 ➢ , '�
\ 9 `p O
+94.00
32.00
D TIP PROJECT 7BP•14•R.176
-L- STA. /3+94.00
v F +05.00
32.00
FIi �" BT F ✓s 2200 ROBERT DALTON SCOTT
DB RB 895 PG 2493
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25.00
F63.00 G'
;)5.00 +50.0 \cO�F L BM-2, ELEV. 2951.95'
22.50 Ali N ��o STA. 11+59.78 31.16' LT
1-63.00 P 03° i
56.52 27.000 \r7 9903, RR SPIKE SET IN BASE OF 46" TRIPLE ASH
PROJECT REFERENCE NO.
17BP°14°R°176
RAW/ SHEET NO.
ROADWAY DESIGN
ENGINEER
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SHEET NO.
4
HYDRAULICS
ENGINEER
`\\%% IC ARo t��i♦
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27876
♦j n% �/ G I NEEC,•' ��
DOCUMENT NOT CONSIDERED FINAL I
UNLESS ALL SIGNATURES COMPLETED
WSP USA
434 FAYETTEVILLE STREET
"
SUITE 1500
RALEIGH NC 27601
TEL: 1.91q.836.4040
FAX: [phone]
LICENSE NO. F-0165
DETAIL A
SPECIAL LATERAL 'V' DITCH
( Not to Scale)
Natural 1 Fill
Ground Z.� D Slope
Min. D= 1.0 Ft.
FROM STA. 10 + 25 TO STA. 11 + 10 -L- RT
FROM STA. 11 + 30 TO STA. 11 + 68 -L- RT
FROM STA. 13 + 50 TO STA. 15 + 03 -L- LT
DETAIL B
STANDARD 'V' DITCH
( Not to Scale)
Natural Natural
Ground A Ground
?.� D .
Min. D = 1.0 Ft.
FROM STA. 11 + 68 TO 12 + 08 -L- RT
DETAIL C
RIP RAP AT EMBANKMENT
( Not to Scale)
10'min.
Ditch 1.0'min. I 1
Grade
GEOTEXTILE
Type of Liner= 4 TONS,CL I Rip -Rap
Geotextile= 10 sy
FROM STA. 12 + 04 TO STA. 12 + 16 -L- RT
*NOTE: AREA BETWEEN PROPOSED BRIDGE AND DRIVEWAY
IS TO BE EXCAVATED TO REMOVE THE EXISTING BRIDGE.
THE AREA IS TO BE GRADED TO DRAIN INTO THE STREAM
FIELD NOTES:
NO EXISTING ROADWAY DITCHES WITHIN THE PROJECT LIMITS
EXISTING 24" CMP IN GOOD CONDITION
-DR3- TO BE GRADED AS SHOWN IN RSD 848.03.
�� 3o�gs38 w JACK STEVEN DEAVER, ET AL \��� 238'o�N �\ S
N 4° 59 00.0E N li° 39 �'% X
DB RB 774 PG 1411 8�oV7„w +48.00���\��� o0N0 �' i
BM -I, ELEV. 2984.08 O °' ` 3172
v � S> S +29.43 Gp i' N 2 26, N /0 SS,
STA. 5+63°10 112°52 RT N3
vi 11 l � 25.00
RR SPIKE SET IN BASE OF � 39„ .,
32" CHINESE CHESTNUT 206'
JOSEPH F. GLOVER CAROLYN R. SINGLETON/
DB 299 PG 234 DB 436 PG 2016 CV ���\ END CONSTRUCTION
ANDARD 'V' DITCH N N 203 669„ w �I -L- STA. 15+05.00
TA. 11 + 68 TO 12 + 08 -L- RT-14
�Q /
EE DETAIL C /q >
NO
n co Fip
CL I RIP RAP -L-PT Sta. I3+17°62
6 TON N Y 42' 00.0" E
c9 12 SY GEOTEXTILE
RIPRAP AT EMBANKMENT
STA. 12 + 08 TO
m STA. 12 + 16 -L- RT
SEE DETAIL C
-L- POC Sta• 12+61.48= 25' MILLING
/RESURFACING
-DRI - POT Sta. 10+00°00
-41
o v PAVEMENT REMOVAL
o�
r
��_ PAVED SHOULDER
L

00
0
N
oo�
c9C

STATE OF NORTE CAROLINA
DIVISION OF HIGHWAYS
TRANSPORTATION MANAGEME..NT PLAIN
HAYWOOD
BEGIN PROJECT
-L- STA. 9+00
COUNTY
�01
I '
END PROJECT
/L - STA . 13+94 + / -
is ------ - - - -- / �s - Js
BURNETTE � '
REEK '
SHEET NO.
I1VDEX OF SHEETS
TMP-1
SHEET
—NO.
TITLE
TMP-1
TITLE SHEET, VICINITY MAP
AND INDEX OF SHEETS
TMP-2
ROADWAY STANDARD DRAWINGS
AND LEGEND
TMP-3
GENERAL NOTES AND WRITTEN
PHASING
TMP-4
TEMPORARY TRAFFIC CONTROL
PHASE I
TMP-5
TEMPORARY TRAFFIC CONTROL
PHASE II
APPROVED:
PRELIMINARY DEANS
III® NOT USE FOR CONSTRUCTION
U
W
O

PROJ. REFERENCE NO.
I SHEET
NO.
17BP.14.R.1 761
TMP-2
ROAD WAY STANDARD DRAWINGS
THE FOLLOWING ROADWAY STANDARDS AS SHOWN IN "ROADWAY STANDARD DRAWINGS" -
PROJECT SERVICES UNIT - N.C. DEPARTMENT OF TRANSPORTATION - RALEIGH, N.C.,
DATED JANUARY 2018 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY
ARE CONSIDERED A PART OF THESE PLANS:
STD. NO. TITLE
1101.01
WORK ZONE ADVANCE WARNING SIGNS
1101.02
TEMPORARY LANE CLOSURES
1101.03
TEMPORARY ROAD CLOSURES
1101.04
TEMPORARY SHOULDER CLOSURES
1101.11
TRAFFIC CONTROL DESIGN TABLES
1110.01
STATIONARY WORK ZONE SIGNS
1110.02
PORTABLE WORK ZONE SIGNS
1130.01
DRUM
1135.01
CONES
1145.01
BARRICADES
1150.01
FLAGGING DEVICES
1170.01
POSITIVE PROTECTION
1180.01
SKINNY -DRUM
1205.01
PAVEMENT MARKINGS - LINE TYPES AND OFFSETS
1205.02
PAVEMENT MARKINGS - TWO-LANE AND MULTI -LANE ROADWAYS
1205.04
PAVEMENT MARKINGS - INTERSECTIONS
1250.01
RAISED PAVEMENT MARKERS - INSTALLATION SPACING
1251.01
RAISED PAVEMENT MARKERS - PERMANENT AND TEMPORARY
GENERAL
DIRECTION OF TRAFFIC FLOW
DIRECTION OF PEDESTRIAN TRAFFIC FLOW
---------- EXIST. PVMT .
NORTH ARROW
PROPOSED PVMT.
WORK AREA
TEMPORARY PAVEMENT MARKING
PAINT (4"
PA WHITE SOLID EDGE LINE
LEGEND
TRAFFIC CONTROL DEVICES
BARRICADE (TYPE III)
- CONE
DRUM SKINNY DRUM
�r TEMPORARY CRASH CUSHION
\ � FLASHING ARROW BOARD
FLAGGER
LAW ENFORCEMENT
TRUCK MOUNTED ATTENUATOR (TMA)
CHANGEABLE MESSAGE SIGN
TEMPORARY SIGNING
PORTABLE SIGN
STATIONARY SIGN
rJ STATIONARY OR PORTABLE SIGN
APPROVED:
DATE:
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
TRANSPORTATION
MANAGEMENT PLAN
ROADWAY STANDARD
DRAWINGS & LEGEND

GENERAL NOTES
PROJ. REFERENCE NO.
SHEET
NO.
17BP.14.R.176
I TMP-3
CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL
WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING ON THE SHOULDER
P HAS I N G NOTES
DRAWINGS, STANDARD DETAILS, AND ROADWAY DETAILS ARE NOT ATTAINABLE
ADJACENT TO A DIVIDED FACILITY AND WITHIN 10 FT OF AN OPEN
TO MEET FIELD CONDITIONS OR RESULT IN DUPLICATE OR UNDESIRED
TRAVEL LANE, CLOSE THE NEAREST OPEN TRAVEL LANE USING ROADWAY
OVERLAPPING OF DEVICES. MODIFICATION MAY INCLUDE: MOVING,
STANDARD DRAWING NO. 1101.02 UNLESS THE WORK AREA IS PROTECTED BY
PHASE I
SUPPLEMENTING, COVERING, OR REMOVAL OF DEVICES AS DIRECTED BY THE
BARRIER OR GUARDRAIL.
ENGINEER.
STEP 1:
INSTALL WORK ZONE ADVANCE WARNING SIGNS ON ALL ROADS ACCORDING
THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF
F)
WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING WITHIN A LANE OF TRAVEL
TO ROADWAY STANDARD DRAWING NO. 1101.01 WHERE WORK WILL BE
THE CONSTRUCTION PROJECT EXCEPT WHEN OTHERWISE NOTED IN THE PLAN
OF AN UNDIVIDED OR DIVIDED FACILITY, CLOSE THE LANE ACCORDING TO
OCCURRING NO MORE THAN THREE DAYS PRIOR TO BEGINNING CONSTRUCTION.
OR DIRECTED BY THE ENGINEER.
THE TRAFFIC CONTROL PLANS, ROADWAY STANDARD DRAWINGS, OR AS DIRECTED
BY THE ENGINEER. CONDUCT THE WORK SO THAT ALL PERSONNEL AND/OR
STEP 2:
USING ROADWAY STANDARD DRAWING NO. 1101.02, SHEET 14 OF 155
TIME RESTRICTIONS
EQUIPMENT REMAIN WITHIN THE CLOSED TRAVEL LANE.
AS NEEDED, SHIFT TRAFFIC AND INSTALL CONCRETE BARRIER. CONSTRUCT
IMPROVEMENTS UP T0, BUT NOT INCLUDING, THE FINAL LAYER OF SURFACECOURSE,
A) DO NOT CLOSE OR NARROW TRAVEL LANES AS FOLLOWS:
G)
DO NOT WORK SIMULTANEOUSLY WITHIN 15 FT ON BOTH SIDES OF AN OPEN
AS SHOWN ON SHEET TMP-4.
TRAVELWAY, RAMP, OR LOOP WITHIN THE SAME LOCATION UNLESS PROTECTED
ROAD NAME DAY AND TIME RESTRICTIONS
WITH GUARDRAIL OR BARRIER.
NOTE:
AUTOMATED FLAGGING OPERATIONS AND DEVICES WILL NEED TO BE ACTIVE
US 19 MONDAY THRU FRIDAY 6:00 TO 9:00 AM
FOR 24 HOURS FOR THE DURATION OF CONSTRUCTION. CONTRACTOR IS
AND 4:00 TO 8:00 PM
PAVEMENT EDGE DROP OFF REQUIREMENTS
RESPONSIBLE FOR DESIGN, MAINTENANCE, AND OPERATION OF ALL EQUIPMENT.
B) DO NOT CLOSE OR NARROW TRAVEL LANES DURING HOLIDAYS AND SPECIAL
H)
BACKFILL AT A 6:1 SLOPE UP TO THE EDGE AND ELEVATION OF EXISTING
PHASE II
EVENTS AS FOLLOWS:
PAVEMENT IN AREAS ADJACENT TO AN OPENED TRAVEL LANE THAT HAS AN
ROAD NAME
EDGE OF PAVEMENT DROP-OFF AS FOLLOWS:
STEP 1:
USING ROADWAY STANDARD DRAWING NO. 1101.02, SHEET 14 OF 15,
AS NEEDED, SHIFT TRAFFIC AND INSTALL CONCRETE BARRIER. CONSTRUCT
US 19
BACKFILL DROP-OFFS THAT EXCEED 2 INCHES ON ROADWAYS WITH
IMPROVEMENTS AS SHOWN ON SHEET TMP-5. INSTALL FINAL LAYER OF
POSTED SPEED LIMITS OF 45 MPH OR GREATER.
SURFACE COURSE AND FINAL PAVEMENT MARKINGS AND SHIFT TRAFFIC TO
HOLIDAY
THE FINAL TRAFFIC PATTERN. SEE FINAL PAVEMENT MARKINGS PLANS FOR
1. FOR ANY UNEXPECTED OCCURRENCE THAT CREATES UNUSUALLY HIGH TRAFFIC
BACKFILL DROP-OFFS THAT EXCEED 3 INCHES ON ROADWAYS WITH
MORE INFORMATION REGARDING LOCATION OF PAVEMENT MARKINGS.
VOLUMES, AS DIRECTED BY THE ENGINEER.
POSTED SPEED LIMITS LESS THAN 45 MPH.
STEP 2:
REMOVE LANE CLOSURE DEVICES AND SIGNS AFTER CONSTRUCTION
2. FOR NEW YEAR'S, BETWEEN THE HOURS OF 6:00 A.M. DECEMBER 31st
BACKFILL WITH SUITABLE COMPACTED MATERIAL, AS APPROVED BY THE
IS COMPLETE.
TO 8:00 P.M. JANUARY 2ND. IF NEW YEAR'S DAY IS ON A FRIDAY,
ENGINEER, AT NO EXPENSE TO THE DEPARTMENT.
SATURDAY, SUNDAY, OR MONDAY THEN UNTIL 8:00 P.M. THE FOLLOWING
TUESDAY.
I)
DO NOT EXCEED A DIFFERENCE OF 2 INCHES IN ELEVATION BETWEEN OPEN LANES
OF TRAFFIC FOR NOMINAL LIFTS OF 1.5 INCHES. INSTALL ADVANCE WARNING
3. FOR EASTER, BETWEEN THE HOURS OF 6:00 A.M. THURSDAY AND
"UNEVEN LANES" SIGNS (W8-11) 500 FT IN ADVANCE AND A MINIMUM
8:00 P.M. MONDAY.
OF EVERY HALF MILE THROUGHOUT THE UNEVEN AREA.
4. FOR MEMORIAL DAY, BETWEEN THE HOURS OF 6:00 A.M. FRIDAY TO
TRAFFIC PATTERN ALTERATIONS
8:00 P.M. TUESDAY.
J)
NOTIFY THE ENGINEER TWENTY ONE (21) CALENDAR DAYS PRIOR TO ANY
5. FOR INDEPENDENCE DAY, BETWEEN THE HOURS OF 6:00 A.M. THE
TRAFFIC PATTERN ALTERATION.
DAY BEFORE INDEPENDENCE DAY AND 8:00 P.M. THE DAY AFTER
INDEPENDENCE DAY.
SIGNING
IF INDEPENDENCE DAY IS ON A FRIDAY, SATURDAY, SUNDAY OR MONDAY
K)
INSTALL ADVANCE WORK ZONE WARNING SIGNS WHEN WORK IS WITHIN
THEN BETWEEN THE HOURS OF 6:00 A.M. THE THURSDAY BEFORE
40 FT FROM THE EDGE OF TRAVEL LANE AND NO MORE THAN THREE
INDEPENDENCE DAY AND 8:00 P.M. THE TUESDAY AFTER
(3) DAYS PRIOR TO THE BEGINNING OF CONSTRUCTION.
INDEPENDENCE DAY.
L)
PROVIDE SIGNING AND DEVICES REQUIRED TO CLOSE THE ROAD ACCORDING
6. FOR LABOR DAY, BETWEEN THE HOURS OF 6:00 A.M. FRIDAY AND
TO THE ROADWAY STANDARD DRAWINGS AND TRAFFIC CONTROL PLANS.
8:00 P.M. TUESDAY.
PROVIDE SIGNING REQUIRED FOR THE OFF -SITE DETOUR ROUTE AS SHOWN
7. FOR THANKSGIVING DAY, BETWEEN THE HOURS OF 6:00 A.M. TUESDAY TO
IN THE TRAFFIC CONTROL PLANS.
8:00 P.M. MONDAY.
M)
ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO ALTERING ANY
8. FOR CHRISTMAS, BETWEEN THE HOURS OF 6:00 A.M. THE FRIDAY
TRAFFIC PATTERN.
BEFORE THE WEEK OF CHRISTMAS DAY AND 8:00 P.M. THE FOLLOWING
TUESDAY AFTER THE WEEK OF CHRISTMAS.
LANE AND SHOULDER CLOSURE REQUIREMENTS
C) REMOVE LANE CLOSURE DEVICES FROM THE LANE WHEN WORK IS NOT BEING
PERFORMED BEHIND THE LANE CLOSURE OR WHEN A LANE CLOSURE IS NO
LONGER NEEDED OR AS DIRECTED BY THE ENGINEER.
D) WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING WITHIN 15 FT OF AN
OPEN TRAVEL LANE, CLOSE THE NEAREST OPEN SHOULDER USING ROADWAY
STANDARD DRAWING NO. 1101.04 UNLESS THE WORK AREA IS PROTECTED BY
BARRIER OR GUARDRAIL OR A LANE CLOSURE IS INSTALLED.
E) WHEN PERSONNEL AND/OR EQUIPMENT ARE WORKING ON THE SHOULDER
ADJACENT TO AN UNDIVIDED FACILITY AND WITHIN 5 FT OF AN
OPEN TRAVEL LANE, CLOSE THE NEAREST OPEN TRAVEL LANE USING ROADWAY
STANDARD DRAWING NO. 1101.02 UNLESS THE WORK AREA IS PROTECTED BY
BARRIER OR GUARDRAIL.
APPROVED:
DATE:
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
TRANSPORTATION
MANAGEMENT PLAN
GENERAL
WRITTEN
NOTES AND
PHASING

PROJ. REFERENCE NO.
SHEET
NO.
17BP.14.R.176
TMP-4
_j
0
USE NCDOT RSD 1101.02
SHEET 14 OF 15 FOR SIGNS
AND DETAILS FOR AUTOMATED
FLAGGING OPERATION
NOTE: AUTOMATED FLAGGING OPERATIONS AND DEVICES WILL NEED TO BE ACTIVE FOR 24 HOURS
FOR THE DURATION OF CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR DESIGN, MAINTENANCE,
AND OPERATION OF ALL EQUIPMENT.
LOCATION/
EST. AVERAGE
MAX SHORING
SHORING
FROM STATION
TO STATION
OFFSET RANGE
SHORING
HEIGHT
TYPE
HEIGHT
ROADWAY/
11 + 62
11 + 78
6.8' LEFT OF -L- TO
4.75'
7.5'
BRIDGE
10.5' LEFT OF -L-
ROADWAY/
BRIDGE
12 + 00
12 + 25
16.8' LEFT OF -L-
5.15'
6.5'
S
p, ,
/ rol) QUANTITY = 71.25 SQ FT
\ TEMPORARY SHORING
\ • \ FROM STA. 11+625 6.8' LT ±
• \ TO STA. 1 1 +78 , 10.5' LT ±
• (SEE SHEET TMP-
� \' TEMPORARY SHORING
BEGIN CONSTRUCTION
-L- STA. 9+00 ±
11'
MIN. 2'1'3' 15'
SECTION A - A
FOR
NOTES)
BEGIN PORTABLE
CONCRETE BARRIER/ I
CRASH CUSHION
-L- STA. 11+27 ± I
J
4$0 W$01-- n ,
END PORTABLE
CONCRETE BARRIER/
CRASH CUSHION
-L- STA. 13+55 ±
END
-L-
CONSTRUCTION
STA. 13+94 ±
021 QUANTITY = 79.63 SQ FT
TEMPORARY SHORING
FROM STA. 12+005 16.8' LT ±
TO STA. 12+255 16.8' LT ±
I
(SEE SHEET TMP- FOR
TEMPORARY SHORING NOTES)
e�9NFT
\ Tic
45r Roq
• �S
..............
USE NCDOT RSD 1101.02 Y
SHEET 14 OF 15 FOR SIGNS
AND DETAILS FOR AUTOMATED /
FLAGGING OPERATIONS
i
FRIEUKDMIRW FLAN0
DO mou UZE FOR COOHSURMOUDOOH
APPROVED: DATE:
TRANSPORTATION
MANAGEMENT PLAN
TEMPORARY TRAFFIC CONTROL
PHASE I

PROJ. REFERENCE NO.
SHEET
NO.
17BP.14.R.176
TMP-5
USE NCDOT RSD 1101.02
SHEET 14 OF 15 FOR SIGNS
AND DETAILS FOR AUTOMATED
FLAGGING OPERATIONS
R \
Y \
r00,
BEGIN C
-L- STD
SECTION A
n
NOTE: AUTOMATED FLAGGING OPERATIONS AND DEVICES WILL NEED TO BE ACTIVE FOR 24 HOURS
FOR THE DURATION OF CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR DESIGN, MAINTENANCE,
AND OPERATION OF ALL EQUIPMENT.
R11-2
48" X 30"
SO,
USE NCDOT RSD 1101.02 �
SHEET 14 OF 15 FOR SIGNS
AND DETAILS FOR AUTOMATED
FLAGGING OPERATIONS
i
FRIEUKDMARW FLAN0
DO mou UZE FOR COOHSURMOUDOOH
APPROVED: DATE:
TRANSPORTATION
MANAGEMENT PLAN
TEMPORARY TRAFFIC CONTROL
PHASE II

STATE OF NORTH CAROLINA
TIP NO. SHEET NO.
17BP . 14 . R . 176 PMP -1
APPROVED:
SHEET NO.
INDEX
DESCRIPTION
DEPARTMENT OF TRANSPORTATION
PAVEMENT MARKING
HAYWOOD COUNTY
PMP-1 PAVEMENT MARKING PLAN TITLE
PMP-2 PAVEMENT MARKING PLAN
ROADWAY STANDARD DRAWING
THE FOLLOWING ROADWAY STANDARDS AS APPEAR IN "ROADWAY STANDARD DRAWINGS" -
PROJECT SERVICES UNIT - N.C. DEPARTMENT OF TRANSPORTATION - RALEIGH, N.C.,
DATED JANUARY 2018 ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE HEREBY ARE
CONSIDERED A PART OF THESE PLANS:
STD. NO. TITLE
1205.01 PAVEMENT MARKINGS - LINE TYPES AND OFFSETS
1205.02 PAVEMENT MARKINGS - TWO-LANE AND MULTILANE ROADWAYS
1205.04 PAVEMENT MARKINGS - INTERSECTIONS
1205.12 PAVEMENT MARKINGS - BRIDGES
1261.01 GUARDRAIL AND BARRIER DELINEATORS - INSTALLATION SPACING
1261.02 GUARDRAIL AND BARRIER DELINEATORS - TYPES AND MOUNTING
1262.01 GUARDRAIL END DELINEATION
1264.01 OBJECT MARKERS - TYPES
1264.02 OBJECT MARKERS - INSTALLATION
PLAN SUBMITTED TO: NCDOT
OSHUA DEYTON, PE
DIVISION 14 BRIDGE PROGRAM MANAGER
PLAN
PLAN PREPARED BY: WSP
RICHARD ODYNSKI, PE SR. TRAFFIC ENGINEER
DERRICK DOHM TRAFFIC ENGINEER
DATE:
SEAL
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DOCUMENT NOT CONSIDERED FINAL I
UNLESS ALL SIGNATURES COMPLETED

PAVEMENT MARKING SCHEDULE
CVMRnl
MARKING TYPE
LINEAR DISTANCE PAY ITEM
P8
PAINT
2 FT - 6 FT/SP
WHITE MINISKIP (4")
53
LF
27 LF
PA
PAINT
WHITE EDGELINE
(4")
935
LF
1870 LF
PI
PAINT
YELLOW DOUBLE
CENTER (4")
494
LF
1976 LF
BEGIN TIF PROJECT 17BF.1,4.R.176
T)
01,
L
c9
m
�9
CV
0
0
CD
m
N
o�
0
0rr-,
oocn
N = _
,z T
��z
—L — STA. /-� -�94.00
TIE TO EXISTING MARKINGS
ip 0 10 0 20 40

V
W
O
C
U
W
co
N
0
L
C
0
U
�M
o
00
OJL\oCD
N
CD L
�U j
m
co
M
co
co
See Sheet I -A For Index of Sheets (Not Included)
See Sheet I-B For Symbology Sheet
)
o�
43
o�
PROJECT
LOCATION 4
a
�A_
Mb✓O weWnoW
VICINITY MAP
GRAPHIC SCALE
0 20
PLANS
0 50
PROFILE (HORIZONTAL)
o to
PROFILE (VERTICAL)
Li 100 El 011 it
MISS
LOCATION: REPLACEMENT OF BRIDGE No. 276
OVER B URNETTE CREED
ON SR 1104 (BURNETTE COVE RD)
TYPE OF WORK: GRADING, DRAINAGE, WIDENING, CORED
BRIDGE AND PAVEMENT MARKINGS
/S C
°�K
d
END CONST
✓`� -DR1- ST
BEGIN TIP PROJECT 17BP.14.R.176
-L- STA. 9+00.00
THESE EROSION AND SEDIMENT
CONTROL PLANS COMPLY WITH
THE REGULATIONS SET FORTH
BY THE NCG-010000 GENERAL
CONSTRUCTION PERMIT EFFECTIVE
AUGUST 1, 2016 AND ISSUED BY
THE NORTH CAROLINA DEPARTMENT
OF ENVIRONMENT AND NATURAL
RESOURCES DIVISION OF WATER
RESOURCES.
END BRIDGE
0 -L- STA. 12+21.17
TION
. .1 20.00
D
/ STFjOS
S F
a
p
Prepored in the Office of:
wSP USA
434 FAYETTEVILLE STREET
SUITE 1500
IULEIGH NC 27601
TEL: [phone]
FAX: [phone]
LICENSE NO. F-0165
Designed bY'
RANA STANSELL, PE 3597
NAME LEVEL III CERTIFICATION NO.
/ 0
BURNETTE CREEK
✓s
0 _ r
e�
BEGIN BRIDGE
-L- STA. 11 +76.17
1
1
1
1
1
1
NkS
q
�c c 0
SLAB
END CONSTRUCTION
=�D R2- STA. 10I+23.00
\ EN6CbNSTRUCTION
B� -D R3- Sfi 10+25.00
o"` V
0 0`� 1160�
o �� F
\ -1
46
4b
Reylewed to the Office of. -
ROADSIDE ENVIRONMENTAL UNIT
1 South Wilmington St.
Raleigh, NC 27611
2018 STANDARD SPECIFICATIONS
Reyiewed byr
�TAT6
OATS P'Ra1B%T RBPMt$N( `Na
SHE'
NQ
TOTAL
�HEET�
NbOb
17BPVX17
E(
""a P aLINO.
R k Wt"'Na
D*61U ION
ON AND SEDIMENT MyVNTRQL MEA$UkB$
D&Wnab,h
y6ihporAry Silt ]Nt6h--------------------
ll-Otnpor4ry Did-Oroiioft --------------------------
T-6rtipor&ry Silt F6no ______----__
$poOal Control F�no-------
T�inportry 11�rzfis thJ Slop-o Drtin$----------------- s- +
Sil�jD jj�� )
t 1140, h ll yp-6 A ------------------------------
T-onipor:ry Ro& Silt Ch-64 Typo -A
T�rhporAry R-o4 Silt 0hok Type -A with
Mtwng 4tn4 Polyaoryloni+o (PAM)------------------
T�inporairy Ro6k Silt 044 Tyo-B
WAId6/ Coir Fib6r Whtt]6-------------------------------- -
Wattlo/ Ooir Fib6r Wittl�
with ]l olya,6ry➢arei4(PA
T�znpora.ry ]book Wirh-ont Darn Type-A'-----------
T&hporary Rork Wirw6hf Dazh Type-11 ----
R-o�k Pio InW &4izn�nt Trap Type -A --------- ---�
Rjo4 Pip Inks Wintof Trap TywR----- 0;
$(il➢iq Lin-----------------------------------------------�
pGi�l �illi�g ------------------------------
l-ook Ink f $�Jirhw Trap.
Typ A----------------------------------------------- A
J3
13 �yp------------------------------------------------ B
Typ� (----------------------------------------------- C
Skintih-6r B&s'in
Ti�ri6J --------------------------
-------�
THIS PROJECT CONTAINS
EROSION CONTROL PLANS
FOR CLEARING AND
GRUBBING PHASE OF
CONSTRUCTION.
END CONSTRUCTION
-L- STA. 15+05.00
END TIP PROJECT 17BP.14.R.176 �
-L- STA. 13+94.00
Roadway Standard Drawings
The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design
Unit - N. C. Department of Transportation - Raleigh, N. C., dated January 2012 and the latest
revison thereto are applicable to this project and by reference hereby are considered a part of
these plans.
1604.01
Railroad Erosion Control Detail
1632.01
Rock Inlet Sediment Trap Type A
1605.01
Temporary Silt Fence
1632.02
Rock Inlet Sediment Trap Type B
1606.01
Special Sediment Control Fence
1632.03
Rock Inlet Sediment Trap Type C
1607.01
Gravel Construction Entrance
1633.01
Temporary Rock Silt Check Type A
1622.01
Temporary Berms and Slope Drains
1633.02
Temporary Rock Silt Check Type B
1630.01
Riser Basin
1634.01
Temporary Rock Sediment Dam Type A
1630.02
Silt Basin Type B
1634.02
Temporary Rock Sediment Dam Type B
1630.03
Temporary Silt Ditch
1635.01
Rock Pipe Inlet Sediment Trap Type A
1630.04
Stilling Basin
1635.02
Rock Pipe Inlet Sediment Trap Type B
1630.05
Temporary Diversion
1640.01
Coir Fiber Baffle
1630.06
Special Stilling Basin
1645.01
Temporary Stream Crossing
1631.01
Matting Installation
I

PROJECT
I7BPJ4RJ76No. :�C �.
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
TEMPORARY ROCK SILT CHECK TYPE ' A' WITH `""""° `""""'
EXCELSIOR MATTING AND POLYACRYLAMIDE (PAM)
EXCELSIOR NOTES
MATTING
FLOW INSTALL TEMPORARY ROCK SILT CHECK TYPE A IN
B-
ACCORDANCE WITH ROADWAY STANDARD DRAWING N0. 1633-01.
SEDIMENT CONTROL STONE
USE EXCELSIOR FOR MATTING MATERIAL AND ANCHOR
MATTING SECTION AT TOP AND BOTTOM WITH CLASS B STONE.
�
A 4 n PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN
,c A SOIL SAMPLE FROM PROJECT LOCATION, AND FROM OFFSITE
L � r
t � � MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT
D ,' , ,"1 TO BE APPLIED TO EACH ROCK SILT CHECK.
Dq
00 00 0�-r
00�P 0 0
Fz''Do pa6_'q D C)
00 0 00 0
0 OD, INITIALLY APPLY 4 OUNCES OF POLYACRYLAMIDE (PAM)
r7 ✓TO TOP OF MATTING SECTION AND AFTER EVERY RAINFALL
t` 0 EVENT THAT EQUALS OR EXCEEDS 0.50 INCHES.
c
STRUCTURAL STONE -�'�
B�
PAM
(a oz.�
PLAN
00 00
INSET A
See Inset A
CLASS B STONE
2/3 CHANNEL i, MIN EXCELSIOR
WIDTH —.-r—y MATTING
y � _ � ... „
1' MIN .c12
- - H - 2' MIN
rIL=1 L=�F_II�iL=111�TI-R=
EXCELSIOR
MATTING
SECTION B-B CLASS B STONE
SECTION A —A
NOT TO SCALE

II9dVISdON
OF HIGHWAYS
NORTH CAROLINA
SOIL STABILIZATION
TIM.EFRAMES
SITE DESCRIPTION
STABILIZATION TIVE
TIVEFRAVE EXCEPTIONS
PERIMETER DIKES., SINALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HOW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3e1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2e1914 DAYS ARE ALLOWED,
SLOPES 3o1OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50'IN
LENGTH.
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4.1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HOW ZONES,

'P6
�
BEGI do1 17BF
-L - ST A. 9 +00.00
�� x \\\A\
G
ril
TROUT STREAM
BUFFER ZONE
GRIFFIN9 E 9z
38 PG 8 99 cam\
BEGIN CONSTRUCT ION
QRl Sta. II +20.00
,
,
♦
' G
re
� re ♦
z
TB TB
B B
VAL IF
aft' 14
i�-�► ��'
-
RVIOUS
• DIKE
PROJECT REFERENCE NO. SHEET NO.
17BP.R.14.176 Ec 41CONSr.4
RiW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER I ENGINEER
S
\29 \
l tG. l +40.93 BEGIN CONSTRUCT
8 3
19 to: 00.00 -DR2 -Sta. l0 +
TO 29,
UN 9'S �9� , ,'
TES 9,�
\\
40P
2 . BEGIN CONT UCT ION \\
♦ ' ' - 3-5to. l0 +0
4 -
Of
-DRI -Sta. 10 -Ff5.20
R3-SfG. /0+00.00
c
V
,66.1
-L- POC Sto. Y +.48
\ � / -DRI - POT Sta. l0+ � C
6N S'96 .
yTR ,1 I E� L- 5,
INSTALL DRIVEWAY PIPE DURING
CLEARING & GRUBBING PHASE
CLEARING AND GRUBBING
EROSION CONTROL FOR
CONSTRUCTION SHEET 4
NOTE:
PLACE TEMPORARY ROCK SILT CHECKS TYPE - A AT
DRAINAGE OUTLETS.
BRIDGE REMOVAL AND BRIDGE CONSTRUCTION SHALL BE PER
REQUIREMENTS IN THE NCDOT BEST MANAGEMENT PRACTICES
FOR CONSTRUCTION AND MAINTENANCE ACTIVITIES MANUAL
O \
Q a
F
6 V '
re ��
� r F
Te e END CONS" "RUCT ION
\T -L - STA. l5 +05.00 ,
11,111,
CONTRACTOR SHALL INSTALL AN ONSITE CONCRETE WASHOUT
STRUCTURE PER THE NCDOT DETAIL AND SPECIAL PROVISIONS.
ACTUAL LOCATION OF THE STRUCTURE SHALL BE DETERMINED
IN THE FIELD. CONCRETE WASHOUT STRUCTURE SHALL BE
MAINTAINED BY THE CONTRACTOR. ALL CONCRETE TRUCKS SHALL
USE THE CONCRETE WASHOUT STRUCTURE. NO WASHOUT OF
CONCRETE TRUCKS SHALL BE ALLOWED EXCEPT IN THE CONCRETE
WASHOUT STRUCTURE.
DEWATER AREA BEHIND IMPERVIOUS DIKES
INTO SPECIAL STILLING BASIN(S).

1�
`C
e04J
� 0cv11v / Ir rrrv✓cC, i iicrr✓v.rr.ub L C J J L C I U o U r\ i r r i i v 9 C I H L \ /
-L- STA. 9+00.00 DB RB 888 PG 877
� \ O
BEGIN CONSTRUCTION
-DRI-Sto. 11+20.00
PROJECT REFERENCE NO. SHEET NO.
17BP.R.14.176 EC-51CONSr4
RiW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER I ENGINEER
=DRI = ta, 10+40.93 BEGIN CONSTRUCTION
" DR2 to. /0 +00.00 -DR2 -Sto. 10 +23.00
Te s BADE TO
DRAIN z
e eTe (*S E NOTE)
♦ J
Te O _TBTB-TB TB TB`TB _ ` ` ` E TB -TB- TB -TB _TB-7'B ` ` y
- - - BEGIN CONSTRUCTION ` / / -
oo
19A
INSTALL MATTING FOR
EROSION CONTROL IN THE
PROPOSED DITCH LINE.
STA 9 + 50 TO 11 + 00 —L— RT
STA 11 + 30 TO 12 + 08 —L— RT
STA 13 + 50 TO 15 + 03 —L— RT
►'�� W
00.00
IF
KRUM
an
INS 2970.60'
.' of
z�l "
I
INSTALL CLASS B RIPRAP IN THE
PROPOSED DITCH LINE.
STA 12 + 75 TO 13 + 50 —L— LT
cm a
PDE'�`S
HIV - • .c�; `�,
2 9,66 .
\ rB O w.
-L - POC to I2 +6/.48 = 0 .S
-DRI - POT Sta. /0 +00.00 00 c
Te
TB
re
T 1 ♦\\
B � \ O
46
® END TIP PROJECT 17BP.I4.R.176
eT
T B \
-L- 2 ST A.13+94.00
�� CO ere ` ♦ � \ OJ
\� \re �� ♦ere END COS TIO
TB C, STA. /5 +05.00.,,,
/ S '�

PLANTING DETAILS
SEEDLING / LINER BAREROOT PLANTING DETAIL
HEALING IN
1. Locate a healing —in site in a shady, well
protected area.
2. Excavate a flat bottom trench
12 inches deeo and orovide drainage.
3. Backfill the trench with 2 inches well
rotted sawdust. Place a 2 inch layer of
well rotted sawdust at a sloping angle
at one end of the trench.
4. Place a single layer of plants
against the sloping end so that
the root collar is at ground level.
5. Place a 2 inch layer of well rotte
sawdust over the roots maintaining
a sloping angle. _
6. Repeat layers of plants and sawdust
as necessary and water thoroughly.
DIBBLE PLANTING METHOD
USING THE KBC PLANTING BAR
1. Insert planting bar 2. Remove planting bar
as shown and pull handle and place seedling at
toward planter. correct depth.
AN
4. Pull handle of bar 5. Push handle forward
toward planter, firming firming soil at top.
soil at bottom.
PLANTING NOTES:
PLANTING BAG
During planting, seedlings
shall be kept in a moist
canvas bag or similar
container to prevent the
root systems from drying.
KBC PLANTING BAR
Planting bar shall have a
blade with a triangular
cross section, and shall
be 12 inches long,
4 inches wide and
1 inch thick at center.
ROOT PRUNING
All seedlings shall be root
pruned, if necessary, so that
no roots extend more than
10 inches below the
root collar.
3. Insert planting bar
2 inches toward planter
from seedling.
6. Leave compaction
hole open. Water
thoroughly.
OAW
*ATM Wtwe n N<`NQ
� O '
TOTAL
OHMM
NbOb
17BP.14.R.176
RF-1
�"ATB Mahl"a
a, PRQ&wa
ye*rr ON

W-AMRAG-L-00019,6/18/2018,R:\Roadway\XSC\R.176_earthwork xsc volume summary .xls
PROD. REFERENCE NO. SHEET NO.
STATE OF NORTH CAROLINA 17BP.14.R.176 X-1A
DIVISION OF HIGHWAYS
NOTE: EMBANKMENT COLUMN DOES NOT INCLUDE BACKFILL FOR UNDERCUT CROSS-SECTION SUMMARY
STATION -L-
UNCL. EXC. (CY)
UN. EMBT. (CY)
9+25.00
0
0
9+50.00
6
1
9+75.00
13
0
10+00.00
13
0
10+25.00
6
1
10+50.00
5
2
10+75.00
6
2
11 +00.00
6
2
11 +25.00
5
2
11 +50.00
13
2
11 +75.00
33
4
12+25.00
4
7
12+50.00
10
23
12+75.00
2
28
13+00.00
5
15
13+25.00
7
7
13+50.00
11
4
13+64.00
4
1
STATION -DR1-
UNCL. EXC. (CY)
UN. EMBT. (CY)
10+10.00
0
0
10+25.00
11
1
10+50.00
13
0
10+75.00
8
0
11 +00.00
8
0
11 +20.00
3
0
Approximate quantities only. Unclassified excavation, borrow
excavation, fine grading, clearing and grubbing, and removal of existing
pavement will be paid for at the lump sum price for "Grading".

NONE
No
No
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m
00
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-m-m
rA

11+25 11+50 11+75 12+00
(-)2.5843% A(-)4.0000%
PI = 11+42.00-L-
2990 EL. = 2974.52'
VC = 30'
2970
2950
FIX
W.P.#1
FILL FACE @ END BENT 1
STA. 11+74.87-L-
G R A D E DATA GRADE PT. EL. 2973.21
/- EL. 2975±
-7171T1�i 7I--------------------------------------
LOW CHORD
EL. 2970.63
HP 12 X 53 STEEL PILES--"'
(TYP.)
RIP RAP CLASS Il
(TYP.)
SPAN A
1 ' - 6 "
TO UNCLASSIFIED
STRUCTURE
EXCAVATION
(TYP.)
r'I 7n7z 4-
END BENT 1
ft
FIX
5'-0"
EARTH BERM
(TYP.)
0100
EL. 2972.4
NWS - o
EL.2967.2
(08/23/16) rn ~ '
. 2964 ±
EL. 2964 ±
4TE TO
EL. 2967.9
GRADE TO DRAIN
SECTION ALONG -L-
12+25 12+50 12+75 13+00
(-)4.0000/ A (-)7 4985%
PI = 12+54.00-L-
W.P.#2 EL. = 2970.04'
FILL FACE @ END BENT 2 VC = 50'
STA. 12+22.47-L-
GRADE PT. EL. 2971.30 GRADE DATA
--L. 2969 ±
---LOW CHORD----------------TiTmE I7L------------------------------EL.-2966+
EL. 2968.88
JWu- --�,
APPROXIMATE
EXCAVATE TO NATURAL GROUND
EL. 2966.3 LINE
GRADE TO DRAIN
END BENT 2
(SECTION TAKEN AT RIGHT ANGLES TO END BENTS)
(F ILL F ACE OD ENU BEN I 1 10 F ILL F ACE OD LNU BEN 1 2)
UNCLASSIFIED STRUCTURE EXCAVATION
HYDRAULIC DATA
DESIGN DISCHARGE = 500 CFS
FREQUENCY OF DESIGN FLOOD = 25 YEARS
DESIGN HIGH WATER ELEVATION = 2971.3
DRAINAGE AREA = 1.4 SQ.MI.
BASE DISCHARGE (0100) = 750 CFS
BASE HIGH WATER ELEVATION = 2972.4
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE = 2050 CFS
FREQUENCY OF OVERTOPPING FLOOD = 500+ YEARS
OVERTOPPING FLOOD ELEVATION = 2976.3
*OVERTOPPING WOULD OCCUR AT STA. 12+25 -L-
HORIZONTAL CURVE DATA
PI STA 12+74.77 -L-
0 = 32°-48'-28.2" (RT)
D = 37°-12'-18.2"
L = 88.18'
T = 45.34'
R = 154.00'
PROJECT No. 17BPc14cRa176
HAYWOOD rnuNTY
STATION:
SHEET 1 OF 3
11+98a67—L-
REPLACES BRIDGE No.2761
PLAN
(FOR CLARITY, PILES ARE NOT SHOWN IN PLAN VIEW)
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On-Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-001-17BP.14.R.176-SMU-GDOI.dgn

Z
O
H
H
U
H
N
Z
O
U
W
0
Q
H
N
Z
O
h-I
U
(
H
N
Z
O
U
h-I
W
0
Q
H
N
END BENT 1 END BENT 2
NOTES
FOR PILES, SEE GEOTECHNICAL SPECIAL PROVISIONS AND SECTION 450 OF THE STANDARD SPECIFICATIONS.
PILES AT END BENT 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 70 TONS PER PILE.
STEEL H-PILE POINTS ARE REQUIRED FOR STEEL H-PILES AT END BENT 1. FOR STEEL PILE POINTS, SEE
SECTION 450 OF THE STANDARD SPECIFICATIONS.
DRIVE PILES AT END BENT 1 TO A REQUIRED DRIVING RESISTANCE OF 117 TONS PER PILE.
FOUNDATION LAYOUT
(END BENTS ARE PARALLEL)
PILES AT END BENT 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 70 TONS PER PILE.
DRIVE PILES AT END BENT 2 TO A REQUIRED DRIVING RESISTANCE OF 117 TONS PER PILE.
STEEL H-PILE POINTS ARE REQUIRED FOR STEEL H-PILES AT END BENT 2. FOR STEEL PILE POINTS, SEE
SECTION 450 OF THE STANDARD SPECIFICATIONS.
PROJECT NO,
17BP.14.R.176
HAYWOOD
STATION:
SHEET 2 OF 3
COUNTY
11+98a67—L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On-Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-003-17BP.14.R.176-SMU-GD02.dgn

BM 1*1: STA 10+10o77—L—, 82.96" RT, ELEV.z 2984008% RR SPIKE IN BASE OF 32" CHINESE CHESTNUT TREE
NOTES
•� a
JS—...
_✓S
e
,s ,s �RNF r TE ✓s
js .. Js R
s ✓S\
WOODS EXISTING STRUCTURE #276
TO SR 1130
Ll\
STA. 10+40.93-DR1-
STA. 10+00.00-DR2-
! BRIDGE
STA.11+98.67 -L-
r-TEMPORARY SHORING
(TYP.)
�s
�s
— 60 °-00'-00" ✓s
(TYP.)
�s
L0CATION SKETCH
FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIAL PROVISIONS.
.'i
-DR1-
-DR2-
-DR3-
i
STA. 10+35.20-DR1-
STA. 10+00.00-DR3-
1
�POC STA. 12+61.48-L-
' POT STA. 10+00.00-DR1-
T0
SR
1103
PROPOSED GUARDRAIL
(TYP. AS SHOWN)
(ROADWAY DETAIL
& PAY ITEM) (TYP.)
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS.
THE EXISTING STRUCTURE CONSISTING OF A SINGLE SPAN 25'-6",WITH A CLEAR ROADWAY
WIDTH OF 19'-2"°TIMBER DECK WITH ASPHALT WEARING SURFACE ON STEEL I -BEAMS WITH
TIMBER CAPS, TIMBER POSTS AND SILL END BENTS AND LOCATED AT PROPOSED STRUCTURE
SHALL BE REMOVED. THE EXISTING BRIDGE IS PRESENTLY POSTED BELOW LOAD LIMIT.
SHOULD THE STRUCTURAL INTEGRITY OF THE BRIDGE FURTHER DETERIORATE, THIS LOAD
LIMITATION MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO
FALL INTO THE WATER. THE CONTRACTOR SHALL REMOVE THE BRIDGE AND SUBMIT PLANS
FOR DEMOLITION IN ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL CONTAINS LEAD,
THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE 107-1 OF THE STANDARD
SPECIFICATIONS. ANY COSTS RESULTING FROM COMPLIANCE WITH APPLICABLE STATE OR
FEDERAL REGULATIONS PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED
PAINT SHALL BE INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING STRUCTURE".
THE MATERIAL SHOWN IN THE CROSS -HATCHED AREA ON SHEET S-1 SHALL BE EXCAVATED
FOR A DISTANCE OF 25 FT (LEFT) AND 25 FT. (RIGHT) OF CENTERLINE ROADWAY AS
DIRECTED BY THE ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM
PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD
SPECIFICATIONS.
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE
BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOWN FOR THE
CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER
AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST
INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN
ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18 - EVALUATING SCOUR
AT BRIDGES".
ASPHALT WEARING SURFACE IS INCLUDED IN THE ROADWAY QUANTITY ON ROADWAY PLANS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES, SEE
SPECIAL PROVISIONS.
TEMPORARY SHORING WILL BE REQUIRED IN THE AREA INDICATED IN THE PLAN VIEW.
FOR LIMITS OF TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC, SEE TRAFFIC
CONTROL PLANS. FOR PAY ITEM FOR TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC,
SEE ROADWAY PLANS.
TOTAL BILL OF MATERIAL
REMOVAL OF
EXISTING
STRUCTURE (q�
STA.11+98.67 -L-
UNCLASSIFIED
STRUCTURE
EXCAVATION
CLASS A
CONCRETE
BRIDGE
APPROACH
SLABS
REINFORCING
STEEL
PILE DRIVING
EQUIPMENT SETUP
FOR HP 12 x 53
STEEL PILES
HP 12 X 53
STEEL PILES
STEEL
PILE
POINTS
VERTICAL
CONCRETE
BARRIER
RAIL
RIP RAP
CLASS B
RIP RAP
CLASS II
(2'-O" THICK)
RIP RAP
CLASS II
(3'-O" THICK)
GEOTEXTILE
FOR
DRAINAGE
ELASTOMERIC
BEARINGS
3'-0"X 1'-9"
PRESTRESSED
CONCRETE
CORED SLABS
ASBESTOS
ASSESSMENT
LUMP SUM
LUMP SUM
CU. YDS.
LUMP SUM
LBS.
No.
No.
LIN. FT.
EACH
LIN. FT.
TONS
TONS
TONS
SO. YDS.
LUMP SUM
No.
LIN. FT.
LUMP SUM
SUPERSTRUCTURE
LUMP SUM
90.00
LUMP SUM
9
405.00
END BENT 1
LUMP SUM
21.0
2651
5
5
125
5
11
18
29
53
END BENT 2
LUMP SUM
20.9
2543
5
5
175
5
-
16
29
39
TOTAL
LUMP SUM
LUMP SUM
1 41.9
ILUMP SUMI
5194
1 10
1 10
1 300
1 10
1 90.00
1 11
1 34
1 58
1 92
1 LUMP SUM
1 9
1 405.00
1 LUMP SUM
DESIGNED BY: S. NATARAJAN DATE : APR 2017
DRAWN BY: M. HOBBS DATE : APR 2017
CHECKED BY: N. PIERCE DATE : APR 2017
DESIGN ENGINEER
OF RECORD: - DATE : -
WSP USA Inc.
434 FAYETTEVILLE STREET
SUITE 1500
RALEIGH, NC 27601
TEL: [phone]
LICENSE NO. F-0165
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PRELO t UMARY
PLANS
DO NOT USE F O R
60O MS4RM64DOO M
PROJECT No. 17BPn14nRa176
HAYWOOD rnuNTY
STATION:
SHEET 3 OF 3
11+98a67—L—
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
GENERAL DRAWING
FOR BRIDGE ON SR 1104
(BURNETTE COVE RD)
OVER BURNETTE CREEK
BETWEEN
SR 1103 AND SR 1130
REVISIONS SHEET NO.
40. BY: DATE: NO. BY: DATE: S — 3
,j TOTAL
UU SHEETS
141 1 11 22
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On-Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-005-17BP.14.R.176-SMU-GD03.dgn

LOAD FACTORS:
LOAD AND RESISTANCE FACTOR RATING (LRFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE
SERVICE III LIMIT STATE
MOMENT
SHEAR
MOMENT
o
0
o
V)
CC
O
L_
Ir
Z
CC
O
H
H
:2CC
Q
Z
O
H
Q
Z
CC
O
H
Q
W
m
c� o
Z Z
U
X
o^
H
U
a
U
Of LL_
LL_ p
Q --
H
U
a
U
Of LL
W Q
p .-.
H D
U
a
U
CC W
L.L. O
M
H H
Q
H .�
Q
Q
H ..
Q
Q
Q
Q
Z
W
v
J H
J Q
L
3:
Q
Q (n
m to
L.L.
J
W p+
U Z ,}
m N
Li-
J
W p}
U Z �}
Q
Q to
co (n
Li-
J
_
W Q}
U Z �}
H
J
0 QC
� p
=Z
ii
0 QC
" 0-1
CD
CC
Z W
H CC
CD
Of
Z LU
0 CC
" QI
CD
Z W
Z
W
J
U
H
=CD N
CC Q
H H
(n
JO
Ld H
CCO
H H
Z
H
Z
W
Q
Q
H H Z
CCO
H H
Z
i--i
Z
W
Q
Q
H H Z
JO
W H
Of0
H H
Z
H
Z
W
Q
Q
IZ
- H
:2W
H Z
Z Q
Z H
LL
z
> U
(n U
H
Q
CC
cn LL_ Q
cn U
H
Q
0C
cn L_ Q
> U
cn U
H
Q
CC
cn L_ Q
=
W
W
Ld 0
00
H Q
O
H Q
H Q
Q
CL
H
H W CL
H Q
Q
CL
H
H W CL
H Q
H Q
Q
a_
H
H W CL
O
J
>
U J
fr
J L._
Q L._
Of
0
U
Q J 0
Q LL
CC
to
U
Q J to
J L.L.
Q L.L.
CC
to
U
Q J to
U
HL-93(Inv)
N/A
1
1.179
--
1.75
0.251
1.48
45'
EL
21.923
0.654
1.18
45'
EL
8.769
0.80
0.251
1.20
45'
EL
21.923
HL-93(Opr)
N/A
--
1.529
--
1.35
0.251
1.92
45'
EL
21.923
0.654
1.53
45'
EL
8.769
N/A
--
--
--
--
--
DESIGN
LOAD
HS-20(Inv)
36.000
2
1.36
48.973
1.75
0.251
1.82
45'
EL
21.923
0.654
1.36
45'
EL
8.769
0.80
0.251
1.47
45'
EL
21.923
RATING
HS-20(Opr)
36.000
--
1.763
63.484
1.35
0.251
2.36
45'
EL
21.923
0.654
1.76
45'
EL
8.769
N/A
--
--
--
--
--
SNSH
13.500
--
2.873
38.783
1.4
0.251
4.44
45'
EL
21.923
0.654
3.59
45'
EL
8.769
0.80
0.251
2.87
45'
EL
21.923
SNGARBS2
20.000
--
2.321
46.427
1.4
0.251
3.59
45'
EL
21.923
0.654
2.69
45'
EL
8.769
0.80
0.251
2.32
45'
EL
21.923
SNAGRIS2
22.000
--
2.277
50.09
1.4
0.251
3.48
45'
EL
17.538
0.654
2.55
45'
EL
8.769
0.80
0.251
2.28
45'
EL
21.923
SNCOTTS3
27.250
--
1.434
39.088
1.4
0.251
2.22
45'
EL
21.923
0.654
1.81
45'
EL
8.769
0.80
0.251
1.43
45'
EL
21.923
V'
SNAGGRS4
34.925
--
1.266
44.231
1.4
0.251
1.96
45'
EL
21.923
0.654
1.6
45'
EL
8.769
0.80
0.251
1.27
45'
EL
21.923
SNSSA
35.550
--
1.234
43.856
1.4
0.251
1.91
45'
EL
21.923
0.654
1.67
45'
EL
8.769
0.80
0.251
1.23
45'
EL
21.923
SNS6A
39.950
--
1.162
46.437
1.4
0.251
1.8
45'
EL
21.923
0.654
1.57
45'
EL
8.769
0.80
0.251
1.16
45'
EL
21.923
SNS7B
42.000
3
1.108
46.54
1.4
0.251
1.71
45'
EL
21.923
0.654
1.61
45'
EL
8.769
0.80
0.251
1.11
45'
EL
21.923
LEGAL
LOAD
TNAGRIT3
33.000
--
1.427
47.083
1.4
0.251
2.21
45'
EL
21.923
0.654
1.83
45'
EL
8.769
0.80
0.251
1.43
45'
EL
21.923
RATING
TNT4A
33.075
--
1.442
47.687
1.4
0.251
2.23
45'
EL
21.923
0.654
1.74
45'
EL
8.769
0.80
0.251
1.44
45'
EL
21.923
TNT6A
41.600
--
1.21
50.352
1.4
0.251
1.87
45'
EL
21.923
0.654
1.71
45'
EL
8.769
0.80
0.251
1.21
45'
EL
21.923
N
TNT7A
42.000
--
1.234
51.826
1.4
0.251
1.91
45'
EL
21.923
0.654
1.59
45'
EL
8.769
0.80
0.251
1.23
45'
EL
21.923
TNT7B
42.000
--
1.285
53.952
1.4
0.251
1.99
45'
EL
21.923
0.654
1.52
45'
EL
8.769
0.80
0.251
1.28
45'
EL
21.923
TNAGRIT4
43.000
--
1.224
52.616
1.4
0.251
1.89
45'
EL
21.923
0.654
1.46
45'
EL
8.769
0.80
0.251
1.22
45'
EL
21.923
TNAGTSA
45.000
--
1.138
51.23
1.4
0.251
1.76
45'
EL
21.923
0.654
1.52
45'
EL
8.769
0.80
0.251
1.14
45'
EL
21.923
TNAGTSB
45.000
--
1.111
1 50.015
1.4
0.251
1.72
45'
EL
21.923
0.654
1.38
45'
EL
8.769
0.80
0.251
1.11
45'
EL
21.923
0
0 0
LRFR SUMMARY
FOR SPAN 'A'
DESIGN
LOAD
LIMIT STATE
YDC
YDW
RATING
STRENGTH I
1.25
1.50
FACTORS
SERVICE III
1.00
1.00
NOTES:
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REQUIRED FOR DESIGN.
COMMENTS:
1.
2.
3.
4.
0
CONTROLLING LOAD RATING
0
DESIGN LOAD RATING (HL-93)
DESIGN LOAD RATING (HS-20)
LEGAL LOAD RATING
SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I
- INTERIOR GIRDER
EL
- EXTERIOR LEFT GIRDER
ER
-EXTERIOR RIGHT GIRDER
PROJECT No. 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
11+98a67 -L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-007-17BP.14.R.176-SMU-LRFR.dgn
STD. NO. 21LRFR1_60&120S_45L

NOTES
STAGE I TRAFFIC
(EXISTING STRUCTURE)
--------------------------------------------------------------------------
-------------------------------------------------------------------------------
-
VERTICAL CONCRETE BARRIER RAIL (TYP.)
1" I1'-0"
3'-0"
(TYP.)
13'-6"
12'-5"
ASPHALT WEARING
SURFACE (SEE
ROADWAY PLANS)
0.02
4 PRESTRESSED CONCRETE CORED
SLAB UNITS = 12'-0"
(STAGE II)
-L-
2,-2"
13'-6"
11'-9"
1'-0"
TEMPORARY GUARDRAIL ANCHORED
TO DECK (ROADWAY PAY ITEM
AND DETAILS)
ASPHALT WEARING
SURFACE (SEE
ROADWAY PLANS)
0.02
1'-10" 3'-0"
(TYP.)
5 PRESTRESSED CONCRETE CORED SLAB UNITS = 15'-O"
(STAGE I)
STAGE I
-L- ---d
27'-O" (OUT TO OUT)
13'-6"
24'-10" (CLEAR ROADWAY)
12'-5"
1'-6"
1 1
1'-0" 1 1"
1 1 1 1
0.0 2
1
-----------------------L--- - - - - -- '
STAGE II
STAGING SEQUENCE.
VERTICAL
CONCRETE BARRIER RAIL
FOR TEMPORARY GUARDRAIL DETAILS AND PAY ITEMS,
SEE ROADWAY PLANS.
PROJECT NO.
17BPc14cRc176
HAYWOOD rniiNTY
STATION:
11+98a67 —L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-009-17BP.14.R.176-SMU-STOl.dgn

1"
CONST. JT. —
(TYP.)
Fl"
C
�► C
12'-0"- STAGE II
1' - 0"
27'-0" (OUT TO OUT)
24'-10" (CLEAR ROADWAY)
15'-0" - STAGE I
12'-5" I 12'-5"
-L-
VERTICAL CONCRETE BARRIER RAIL (TYP.)
2%4" 6� BRG. FOR DETAILS SEE "VERTICAL
CONCRETE BARRIER RAIL SECTION"
2%4" BRG.
2%4" BRG.
GRADE PT.
ASPHALT WEARING
0.02 ANN_ FO_ B 0.02 SURFACE (SEE
ROADWAY PLANS)
00
O 0000 00 -`
nn
3'-0„ L* B 0.6" 0 L.R. TRANSVERSE
SHEAR KEYS TO BE FILLED WITH POST -TENSIONING STRAND
(TYP.) GROUT AFTER ALL ERECTION HAS IN 21/2" 0 HOLE
BEEN COMPLETED AND AFTER FINAL
TENSIONING OF TRANSVERSE STRANDS
TYPE V TYPE IV UNIT TYPE III TYPE II UNIT TYPE I
UNIT UNIT UNIT
�I�
9 PRESTRESSED CONCRETE CORED SLAB UNITS = 27'-0"
HALF SECTION HALF SECTION
THROUGH VOIDS
TYPICAL SECTION AT INTERMEDIATE DIAPHRAGMS
*-THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT
OF THE BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL
FOLLOWS THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT
THICKNESS SEE THE "VERTICAL CONCRETE BARRIER RAIL SECTION" DETAIL.
SEE SHEET 2 OF 5 FOR SECTION VIEWS A-A,B-B.AND C-C.
PERMITTED THREADED INSERT
CAST IN OUTSIDE FACE OF
EXTERIOR UNIT AND
RECESSED %". SIZE TO BE
DETERMINED BY
CONTRACTOR.
v ° °
D v v
o v °
THREADED INSERT DETAIL
3/8 „
• . . . ° °
°
�.
if
41
41
° .
SHEAR KEY DETAIL
FIXED END
61/2 "x 61/2 „X 3„
BLOCKOUT FOR
ASPHALT ANCHOR BOLT
WEARING
SURFACE 21/2" 0 HOLE
\ I
12 0
i VOIDS
6„ I I /-------- ----
SEE "BRIDGE '
APPROACH SLAB" I
SHEET FOR DETAILS �- - - - - - - -; rn
2 LAYERS OF 30 LB. i
ROOFING FELT TO
PREVENT BOND.!
11/2" QS BACKER ROD � ELASTOMERIC
i BEARING PAD
SEE "END BENT"
C 7/8" 0 X 3'-3" SHEETS FOR DETAILS
ANCHOR BOLT
SECTION AT END BENT
NOTE°OMIT SHEAR KEY ON OUTSIDE FACE
OF EXTERIOR CORED SLABS.
3%" CL.
M
0
0 r"
TYPICAL PLAN
(ANCHOR BOLT BLOCKOUTS)
0
61/2 "
Ia Ia
4" THREAD
(TYP.)
ANCHOR BOLTS
SECTION D-D
(FIXED)
C BRG. AND 21/2" 0
HOLE
F CORED
UNIT
�- 11/8" 0 HOLES
PLATE DETAILS - P1
(FIXED)
P1 (36 REQ'D)
BLOCKOUT DETAIL FOR ANCHOR BOLTS
3'-0"
10" 1'-41, 101,
5 S 3
#4 „B„
r,3-
N
`N + vo
o #4 S2
12" 0 VOIDS
N
3„ ]-
EXTc
SLAB SECTION
TYPE I AND TYPE V
(FOR PRESTRESSED STRAND LAYOUT, SEE
INTERIOR SLAB SECTIONS - TYPE II & IV.)
3, - 0„
1'-6" 1'-6"
$1/2„ 91/2„ 91/2„ $1/2„
No
1'-2" 4" 4111'-2„
3„ 3„
�N
N #5 S1
I° i IIIU °
. I 1 I. I•
#5 Si J I I I 1. L
IT ♦ ♦ F +<
N� #5 S1
END ELEVATION
C 21/2 " 0
HOLES
#5 S1
SHOWING PLACEMENT OF DOUBLE STIRRUPS
AND LOCATION OF DOWEL HOLES.
(STRAND LAYOUT NOT SHOWN.)
INTERIOR SLAB UNIT SHOWN -EXTERIOR SLAB
UNIT SIMILAR EXCEPT SHEAR KEY LOCATION.
3„
3'-0"
1'-6" 1'-6"
1 1'-4" 10" 10
11" .4"14 11" 3"
12" 0 VOIDS
N
O I N
114 S 2
O
t®t ttttf IF
t
3 7 7 3
2 SPA. 4 SPA. 2 SPA.
C� 2"CTS. 2" CTS. 2" CTS.
INTERIOR SLAB SECTION
TYPE II AND TYPE IV
(13 STRANDS REQUIRED)
Oc6`/ QS LOW
RELAXATION STRAND LAYOUT
❑® BOND SHALL BE BROKEN ON THESE STRANDS FOR A
DISTANCE OF 2'-0"FROM END OF CORED SLAB UNIT.
SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.
OPTIONAL FULL LENGTH DEBONDED STRANDS.
THESE STRANDS ARE NOT REQUIRED. IF THE
FABRICATOR CHOOSES TO INCLUDE THESE STRANDS
IN THE CORED SLAB UNIT, THE STRANDS SHALL
BE DEBONDED FOR THE FULL LENGTH OF THE UNIT
AT NO ADDITIONAL COST. SEE STANDARD
SPECIFICATIONS, ARTICLE 1078-7.
DEBONDING LEGEND
5„ 1'-2"
7" 7"
1'-0" TEMPORARY GUARDRAIL ASSEMBLY
3 ,-I „
0
1,-6„ I 1,-6„
10, I 1'-4" 10"
3" I 11" I 4„ 4„ 11„ 3„
#4 "B" L
12" 0 VOID
`V 8" 0 VOID
O
#3 BAR
Wl
#4 S2 1 0
00
3„ L3
INTERIOR SLAB SECTION
PROJECT No. 17BP.14eRe176
HAYWOOD COUNTY
TYPE III
(FOR PRESTRESSED STRAND LAYOUT, SEE STATION:
INTERIOR SLAB SECTIONS - TYPE II & IV.)
FOR TEMPORARY GUARDRAIL ANCHOR ASSEMBLY LOCATION, SHEET 1 OF 5
SEE SECTION OF ANCHOR ASSEMBLY LOCATION ON
"ANCHORAGE DETAILS FOR TEMPORARY GUARDRAIL ANCHOR
ASSEMBLY FOR TYPE III CORED SLAB UNIT" SHEET. np PAPTk
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-011-17BP.14.R.176-SMU-CSOl.dgn

HOLr rnn
TRANSVERSE S
A STRAND 1*1
0
UPSTATION
VIEW A -A
SEE SHEET 1 OF 5
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
SHEATHED WITH A
NON -CORROSIVE PIPE.
STRAND VISE
o
°o
.--
OUTSIDE FACE 1
OF TYPE I
CORED SLAB
HOLr rnn
TRANSVERSE S
UPSTATION
VIEW B-B
SEE SHEET 1 OF 5
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
SHEATHED WITH A
NON -CORROSIVE PIPE.
HOLr rnn
TRANSVERSE S
0
UPSTATION
19
VIEW C-C
SEE SHEET 1 OF 5
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
SHEATHED WITH A
NON -CORROSIVE PIPE.
A STRAND #1
x 5x 5"/x 5" x 5" I la°y ° I
°
STRAND #2
x 5" x 5"
o
STRAND #2 STRAND #2 STRAND VISE
%°��I I o I STRAND VISE
° °° °°a°
FILL RECESS FILL RECESS
WITH GROUT OUTSIDE FACE FILL RECESS
WITH GROUT 5i OF TYPE III
OUTSIDE FACE
/4 WITH GROUT
/4 /4 CORED SLAB 4 51 LV
OF TYPE V
1/4V4CORED SLAB
/A
11
UPSTATION
SECTION X-X
(TYPE I UNIT)
UPSTATION
SECTION Y-Y
(TYPE III UNIT)
GROUTED RECESS AT END OF
POST -TENSIONED STRAND CORED SLABS
STRAND 41 GOES THROUGH 5 CORED SLAB UNITS
(TO BE TENSIONED DURING STAGE I CONSTRUCTION)
STRAND #2 GOES THROUGH ALL 9 CORED SLAB UNITS
(TO BE TENSIONED DURING STAGE II CONSTRUCTION)
UPSTATION
SECTION Z-Z
(TYPE V UNIT)
PROJECT No. 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
SHEET 2 OF 5
11+98a67
-L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-013-17BP.14.R.176-SMU-CS02.dgn

H
H
W
C'
Q
I—
H
W
0
a
V)
%4" CHAMFER
0
N
N
a
Q
0
Q
w
J
U
0
-L-
3'-1" 8 SPACES Ca) 5'-0"CTS. = 40'-0"
FOR TEMPORARY GUARDRAIL ANCHOR ASSEMBLY LOCATION, SEE SECTION OF ANCHOR ASSEMBLY LOCATION ON
"ANCHORAGE DETAILS FOR TEMPORARY GUARDRAIL ANCHOR ASSEMBLY FOR TYPE III CORED SLAB UNIT" SHEET.
0
LIMITS OF ASPHALT
PAVEMENT (STAGE I)
AE
— C 21/2 " 0
DOWEL HOLES
#4 S8 (IN PAIRS)
1*4 S7 (IN PAIRS)
#4 S6 (IN PAIRS)
#4 S5 (IN PAIRS)
1*4 "S" BARS SPLAYED
() APPROX. EO. SPA.
#5 S3 Cq� 1'-O" CTS.
(a) b " U 1 5.
DETAIL "A"
(SIMILAR EACH END OF UNIT)
NOTE:EXTERIOR UNIT SHOWN - INTERIOR
UNIT SIMILAR EXCEPT OMIT #5 S3 BARS.
#4 S2 PAIRS
() 1'-0" CTS.
1'-91- SEE GROUTED RECESS
SEE DETAIL "C", DETAIL, VIEW B-B,
SEE SHEET 4 OF 5 SPLICE (SHEET 2 OF 5)
(TYP.) (TYP.)
— — — — — — — — — — —
Ak
.111
— — — — — — — — — — — — — — — — — — — — — — — — — — — I — — — — } — — — — — — —
-----------------------
E
0-7
---------------------�-y♦♦`�♦ L--------------------J--�\`i\-� L----------------------- V
\ k
„ 0.6" 0 L.R. TRANSVERSE
, 00 6'TE�N LIONINGNSTRAND `VERSE♦\��� #q B5 (TYP.)
3 11 POST -TENSIONING STRAND `♦, S 1 ", S S ���� (2 BAR RUNS) 3'-0"
IN 2/2 Qs HOLE (STRAND 2
IN 21/2" 0 HOLE (STRAND ``♦ ``` 1 -3 1 -3
• #1 -STAGE I) (TYP.) 4��` ��� TO BE TENSIONED IN q-,��, ��� �
♦� STAGE II) (TYP.)
�♦ ♦♦ \\ ♦�
----------------� \♦--------------------7♦\♦♦ F — — — — — — — — — — — — — — — — — —
L-----------------J L-------__-------------J L — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — ` ` — — — — — — — — — — — — — — — — — — \ \` ----------------
0 L — — — — — — — — — — — — — — — — — J L---- —------------ L-----------------
\ ♦\♦ q „ \- q
• ��. �.
1- 11 \ \\ 1 - U ♦ ♦\
3'-0" 12" 0 VOIDS
"`` (TYP. EA. SLAB
0� UNIT) ♦♦ ♦♦
3" - 5 �" ♦\\X),
\\ \\\ \\\
#5 S3 & 0 SEE DETAIL "B"
#5 S4 4 S \ SPLICE �; , (TYP.) GUTTERLINE
#
I—
I (T Y P.)
\ J \
\ ----��\_10-#5 B12 IN �� 10-#5 B12 IN_x
VERTICAL CONCRETE C 1/2"EXP. JT. SEE GROUTED RECESS VERTICAL CONCRETE
BARRIER RAIL MAT'L. IN RAIL DETAIL, VIEW A -A, BARRIER RAIL
SEE DETAIL "A„ (2 BAR RUNS) (SHEET 2 OF 5) (2 BAR RUNS)
(TYP.) (TYP.)
15'-0" 15'-0" 15'-0"
A
#4 S2
12" 0
VOIDS
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
IN 21/2" 0 HOLE (STRAND
#1 - STAGE I)
1*4 "S" PAIRS (SPACED AS SHOWN IN DETAIL "A") (TYP. EA. UNIT)
52-1*5 S3 (SPACED AS SHOWN IN DETAIL "A") (TYP. EA. EXT. UNIT)
52-1*5 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRIER RAIL)
22'-6"
\
♦\♦ ♦\ ♦\♦ ♦\ �� I `� r- — — — — — — —
\\ I 12" 0 VOIDS
I I
12" 0 VOIDS \ \\\
q„ q„
15'-0"
DETAIL "B"
15'-0"
#4 S11 BARS MAY BE SHIFTED AS NECESSARY
TO MAINTAIN 1" CLEAR TO GROUTED RECESS AND
21/2"0 TRANSVERSE POST -TENSIONING STRAND HOLES
(TYPE I UNIT SHOWN)
45'-0"
PLAN OF SPAN A
STAGE I CONSTRUCTION
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
IN 21/2" 0 HOLE (STRAND #2
TO BE TENSIONED IN
STAGE II)
22'-6"
o�
0
3'-11" •
600-00'-001,
(TYP.)
A
#5 S3 &
#5 S4
PROJECT No. 17BPc14cRc176_
HAYWOOD rniiNTY
STATION:
SHEET 3 OF 5
11+98a67
-L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-015-17BP.14.R.176-SMU-CS03.dgn

45'- 0"
LL
a
v^
z
x
LL
22'-6"
6" 1 52-#5 S3 (SPACED AS SHOWN IN DETAIL "A") (TYP. EA. EXT. UNIT)
I 52-#5 S4 (SPACED TO MATCH S3 IN VERTICAL CONCRETE BARRIER RAIL)
1*4 "S" PAIRS (SPACED AS SHOWN IN DETAIL "A") (TYP. EA. UNIT)
15'-0"
#5 S3 & SEE DETAIL "D"
#5 S4 10-#5 B12 IN (TYP.)
VERTICAL CONCRETE
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
IN 21/2" 0 HOLE (STRAND
#1 - STAGE I)
22'-6"
15'-0" 15'-0"
SEE GROUTED RECESS 10-#5 B12 IN
1/2"EXP. JT. DETAIL, VIEW C-C, VERTICAL CONCRETE
MAT'L. IN RAIL (SHEET 2 OF 5) BARRIER RAIL
(TYP.) (2 BAR RUNS)
0.6" 0 L.R. TRANSVERSE 3'-5"
POST -TENSIONING STRAND `��, SPLICE
IN 21/2" 0 HOLE (STRAND #2 (TYP.)
TO BE TENSIONED IN
\; STAGE II) (TYP.)
SPLICE
1'-0" 1'-3" 12" 0 VOIDS
(TYP. EA. SLAB
UNIT)
15'-0" 15'-0" C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
611 8„ IN 21/2" 0 HOLE (STRAND #2
TO BE TENSIONED IN
\ \ STAGE II)
------ r--------
1 12" 0 VOID
12" 0 VOID
#5 S3 &
#5 S4
DETAIL "D"\
#4 \%S" #4 S11 BARS MAY BE SHIFTED AS NECESSARY
TO MAINTAIN 1" CLEAR TO GROUTED RECESS AND
21/2"0 TRANSVERSE POST -TENSIONING STRAND HOLES
(TYPE V UNIT SHOWN)
\-#4 B5 (TYP.)
(2 BAR RUNS)
1,_0„ 1,_3„ 3 -p
------� \\\, F------------------� �,----------------� O
------� ---------------J ��\`L----------------�
--------� -- -----------------
----------------�
--------J L---------------------J L-----------------J
\ `F.
1'-0" 1'-3" 1'-0" 3'-11" `
60 °-00'-00"
(TYP.)
------------------------------------------------- L----------------------------------------------- ` L------------------------------------------------�
15'-0" 15'-0"
4" 1 4"
r- - - - - - - - -
8" 0 VOID 11 1 8" 0 VOID
12" 0 VOID 1 1 12" 0 VOID
DETAIL "C"
PLAN OF SPAN A
C 0.6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
IN 21/2" 0 HOLE (STRAND #2
TO BE TENSIONED IN
STAGE II)
STAGE II CONSTRUCTION
PROJECT No. 17BP.14cRc176
HAYWOOD
STATION:
SHEET 4 OF 5
11+98a67
COUNTY
-L-
#4 S11 BARS MAY BE SHIFTED AS NECESSARY
TO MAINTAIN 1" CLEAR TO GROUTED RECESS AND
21/2"0 TRANSVERSE POST -TENSIONING STRAND HOLES
(TYPE III UNIT SHOWN)
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-017-17BP.14.R.176-SMU-CSO4.dgn

BILL OF MATERIAL
FOR ONE
45' CORED SLAB UNIT
STAGE I
STAGE II
TYPE I UNIT
TYPE II UNIT
TYPE III UNIT
TYPE IV UNIT
TYPE V UNIT
BAR
NUMBER
SIZE
TYPE
LENGTH
WEIGHT
LENGTH
WEIGHT
LENGTH
WEIGHT
LENGTH
WEIGHT
LENGTH
WEIGHT
B5
4
#4
STIR
23'-3"
62
23'-3"
62
23'-3"
62
23'-3"
62
23'-3"
62
Si
8
#5
3
4'-6"
38
4'-6"
38
4'-6"
38
4'-6"
38
4'-6"
38
S2
92
#4
3
5'-4"
328
5'-4"
328
5'-4"
328
5'-4"
328
5'-4"
328
S3
54
#5
1
5'-7"
314
5'-7"
314
S5
4
#4
3
5'-5"
14
5'-5"
14
5'-5"
14
5'-5"
14
5'-5"
14
S6
4
#4
3
5'-6"
15
5'-6"
15
5'-6"
15
5'-6"
15
5'-6"
15
S7
4
#4
3
5'-7"
15
5'-7"
15
5'-7"
15
5'-7"
15
5'-7"
15
S8
4
#4
3
5'-9"
15
5'-9"
15
5'-9"
15
5'-9"
15
5'-9"
15
REINFORCING STEEL
LBS.
487
487
487
487
487
EPDXY COATED
REINFORCING STEEL
LBS.
314
314
5000 P.S.I. CONCRETE
CU.
YDS.
6.7
6.7
7.4
6.7
6.7
0.6" 0
L.R. STRANDS
No.
13
13
13
13
13
BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL
STAGE I
BAR
BARS PER TYPE I UNIT
TOTAL NO.
SIZE
TYPE
LENGTH
WEIGHT
• B12
40
40
#5
STIR
13'-0"
542
• S4
54
54
#5
2
7'-2"
404
i
i
EPDXY COATED REINFORCING STEEL
LBS. 946
CLASS AA CONCRETE CU.YDS. 5.8
TOTAL VERTICAL CONCRETE BARRIER RAIL LN.FT. 45.00
STAGE II
BAR
BARS PER TYPE V UNIT
TOTAL NO.
SIZE
TYPE
LENGTH
WEIGHT
• B12
40
40
#5
STIR
13'-0"
542
• S4
54
54
#5
2
7'-2"
404
EPDXY COATED REINFORCING STEEL
LBS. 946
CLASS AA CONCRETE CU.YDS. 5.8
TOTAL VERTICAL CONCRETE BARRIER RAIL LN.FT. 45.00
CO
c�
r
00
i
M
J
Q =rr
Q
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a-
LJj =
J LL
Of, =
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Uj 0�
Uj v
V)
�LL
cn z
w Y
I —I u
rr- �--
Q=
>�
1'-0"
1" 10" 1"
2" CL. MIN.
DESIGNED BY: S. NATARAJAN DATE : MAR 2017
DRAWN BY: M.J.OSTRISHKO DATE : MAR 2017
CHECKED BY: N.A. PIERCE DATE : APR 2017
DESIGN ENGINEER
OF RECORD: - DATE : -
L
D
J
n
C01
ASPHALT WEARING
SURFACE
CONCRETE RELEASE STRENGTH
UNIT
PSI
45' UNITS
4000
GRADE 270 STRANDS
0.6" 0 L.R.
AREA
( SQUARE INCHES )
0.217
ULTIMATE STRENGTH
58,600
( LBS. PER STRAND )
APPLIED PRESTRESS
43,950
( LBS. PER STRAND )
CORED SLABS REQUIRED
STAGE I
NUMBER
LENGTH
TOTAL LENGTH
TYPE I
1
45'-0"
45'-0"
TYPE II
3
45'-0"
135'-0"
TYPE III
1
45'-0"
45'-0"
STAGE II
NUMBER
LENGTH
TOTAL LENGTH
TYPE IV
3
45'-0"
135'-0"
TYPE V
1
45'-0"
45'-0"
TOTAL
9
405'-0"
SECTION S-S
AT DAM IN OPEN JOINT
(THIS IS TO BE USED ONLY
WHEN SLIP FORM IS USED)
DEAD LOAD
DEFLECTION
AND CAMBER
3'-0"x 1'-9"
45' CORED
SLAB UNIT
0.6" 0 L.R.
STRAND
CAMBER ( SLAB
ALONE IN PLACE
DEFLECTION DUE TO
SUPERIMPOSED DEAD LOAD
I „
/8 +
FINAL CAMBER
Y4
*K INCLUDES FUTURE WEARING SURFACE
C I/2" EXP. JT. MAT'L. S
HELD IN PLACE WITH
GALVANIZED NAILS.
NOTE: OMIT EXP. JT. CHAMFER 34"'
MAT'L. WHEN SLIP FORM
IS USED)
(SEE "PLAN OF
"FOR SPACING)
ELEVATION AT
Y4" IPICHAMFER
S
EXPANSION JOINTS
VERTICAL CONCRETE
BARRIER RAIL DETAILS
FIELE
#5
Q0
Q0
11
CV
7„
BAR TYPES
ao
V)
Ln
V)
Ln
V)
CV
N N
O M Q
w
7 Y4
ALL BAR DIMENSIONS ARE OUT TO OUT
if BEARING PAD
8"
1" 0 HOLES
SEARING PAD
- TYPE I -
FIXED END
( TYPE I - 18 REQ' D )
ELASTOMERIC BEARING DETAILS
ELASTOMER IN ALL BEARINGS SHALL BE 50 DUROMETER HARDNESS.
1,-0„
1" 10" 1"
END VIEW
FIELD BEND
"B" BARS
0
FIEL
Cut
#5 c
2'-0,"
4-#5
I. VIVJ 1 a U I .
SIDE VIEW
END OF RAIL DETAILS
NOTES
ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRADE
270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPLING
REQUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE
GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
PRESTRESSED CONCRETE CORED SLABS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE 21/2"0 HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WITH NON -SHRINK GROUT.
THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF TYPE M
BOND BREAKER. SEE SECTION 1028 OF THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST, AN INTERNAL HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS. AT LEAST
SIX WEEKS PRIOR TO CASTING CORED SLABS, THE CONTRACTOR SHALL SUBMIT
TO THE ENGINEER FOR REVIEW AND COMMENT, DETAILED DRAWINGS OF THE
PROPOSED HOLD-DOWN SYSTEM. IN ADDITION TO STRUCTURAL DETAILS,
LOCATION AND SPACING OF THE HOLD-DOWNS SHALL BE INDICATED.
ALL REINFORCING STEEL IN THE VERTICAL CONCRETE BARRIER RAIL SHALL
BE EPDXY COATED.
PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE CORED SLAB UNIT
ENDS.
APPLY EPDXY PROTECTIVE COATING TO CORED SLAB UNIT ENDS.
GROOVED CONTRACTION JOINTS,I/2" IN DEPTH, SHALL BE TOOLED IN ALL
EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE WITH ARTICLE
825-10(B)OF THE STANDARD SPECIFICATIONS.A CONTRACTION JOINT SHALL
BE LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL EXPANSION
JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED AT MIDPOINT OF
BARRIER RAIL SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO
CONTRACTION JOINTS ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10
FEET IN LENGTH.
FLAME CUTTING OF THE TRANSVERSE POST -TENSIONING STRAND IS NOT
ALLOWED.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN THE REQUIRED STRENGTH SHOWN IN THE
"CONCRETE RELEASE STRENGTH" TABLE.
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION FOR THE
CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK DURING CONSTRUCTION.
THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS SHALL BE
SIZED BY THE CONTRACTOR, SPACED AT 4'-0"CENTERS AND GALVANIZED
IN ACCORDANCE WITH SECTION 1076 OF THE STANDARD SPECIFICATIONS.
STAINLESS STEEL THREADED INSERTS MAY BE USED AS AN ALTERNATE.
THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE CONTRACTOR
IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
THE COST OF THE PERMITTED THREADED INSERTS SHALL BE INCLUDED IN
THE PRICE BID FOR THE PRECAST UNITS.
AT ALL FIXED ENDS OF CORED SLAB UNITS, NUTS FOR ANCHOR BOLTS ARE TO
BE TIGHTENED FINGER TIGHT AND THEN BACKED OFF I/2 TURN. THE
THREAD OF THE NUT AND BOLT SHALL THEN BE BURRED WITH A SHARP
POINTED TOOL.
ANCHOR BOLTS, NUTS, WASHERS AND PLATES SHALL BE GALVANIZED IN
ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A449.NUTS SHALL
MEET THE REQUIREMENTS OF AASHTO M291-DH OR AASHTO M292-2H.WASHERS
SHALL MEET THE REQUIREMENTS OF AASHTO M293.SHOP DRAWINGS ARE NOT
REQUIRED FOR ANCHOR BOLTS, NUTS, WASHER AND PLATES. SHOP INSPECTION
IS REQUIRED. 17 B P a 14 R a 17 6
PROJECT NO.
HAYWOOD
W SY USA Inc.
434 FAYETTEVILLE STREET
SUITE 1500
RALEIGH, NC 27601
TEL: [phone]
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PRIELONUMARV
PLAMS
[DO moo USE FOR
C OO I`iIn sTRUC TUCH
STATION:
SHEET 5 OF 5
11+98a67
COUNTY
—L—
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
3/_O// X 11_9/1
PRESTRESSED CONCRETE
CORED SLAB UNIT
600 SKEW
REVISIONS SHEET NO.
40. BY: DATE: NO. BY: DATE: S — 1 O
TOTAL
SHEETS
2 1 22
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-019-17BP.14.R.176-SMU-CS05.dgn
LICENSE NO. F-0165

POST AND GUARDRAIL
ANCHOR ASSEMBLY
NOTES
H
w
0
a
V)
D)
SECTION OF ANCHOR ASSEMBLY LOCATION
(TYPE III UNIT OF STAGE I)
THE #3 BARS ARE INCIDENTAL AND THEIR COST SHALL
BE INCLUDED IN THE PRICE BID FOR THE PRESTRESSED
CONCRETE CORED SLABS.
12'-O" (APPROACH SLAB)
1* i M A ii r it l A /1 r A e- 1 I- 7 //
PLAN
-
SIDE VIEW
ELEVATION
0.375" 0
WIRE STRUT
THREADED STEEL FERRULE
-0 FIT 1" 0 X 2 1/4" BOLT
JITH ROUND WASHER
RPW
TEMPORARY GUARDRAIL ANCHOR ASSEMBLY
(9 ASSEMBLIES REQUIRED IN THE TYPE III CORED SLAB UNIT)
(6 ASSEMBLIES REQUIRED IN THE APPROACH SLABS)
45'-0" (CORED SLAB LENGTH)
2'-1" 4'-0" 4'-0" 5'-0" 8 SPA. na 5'-O" CTS.
TEMPORARY GUARDRAIL ANCHOR ASSEMBLY (TOTAL 15 REQUIRED)
1'-11" 3'-1"
LIMITS OF ASPHALT
8"- VOID PAVEMENT (STAGE I) 8'"VOID
LiL:j
—�
W.P. #1 `♦
H ♦ �
H FILL FACE (a) �♦ ♦�
'-'
w Q
z END BENT 1 , ♦
o 0-
`
12'-0" (APPROACH SLAB)
5'-0"
1'-11"I 3'-1"
8" VOID
THE TEMPORARY GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS:
A. FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF ASSHTO M169,
GRADE 12L14 AND SHALL HAVE A MINIMUM LENGTH OF THREADS OF 21/2".
B. 4 - 1" (-� X 21/4" BOLTS WITH WASHERS. BOLTS SHALL CONFORM TO THE REQUIREMENTS OF
ASTM A307. BOLTS AND WASHERS SHALL BE GALVANIZED. AT HE CONTRACTOR'S OPTION,
STAINLESS STEEL BOLTS AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE PO X 21/4"
GALVANIZED BOLTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY THE
ENGINEER.
C. WIRE STRUTS SHOWN IN THE TEMPORARY GUARDRAIL ANCHOR ASSEMBLY DETAIL ARE THE
MINIMUM ALLOWABLE SIZE AND SHALL HAVE A MINIMUM TENSILE STRENGTH OF 100,000 PSI.
TEMPORARY GUARDRAIL ANCHOR ASSEMBLY WITH BOLTS SHALL BE ASSEMBLED IN THE SHOP. BOLT
THREADS MAY BE RECUT AS NECESSARY TO INSURE FIT.
THE COST OF THE TEMPORARY GUARDRAIL ANCHOR ASSEMBLY COMPLETE IN PLACE,SHALL BE
INCLUDED, AS APPLICABLE, IN THE UNIT CONTRACT PRICE BID FOR 3'-O" X 1'-9" PRESTRESSED
CONCRETE CORED SLAB OR LUMP SUM PRICE BID FOR APPROACH SLABS.
FERRULES TO BE PLUGGED DURING THE CASTING OF THE CORED SLAB UNITS OR POURING OF
APPROACH SLAB AS RECOMMENDED BY THE MANUFACTURER.
AT THE CONTRACTOR'S OPTION, FERRULES WITH OPEN OR CLOSED ENDS MAY BE USED.
PAYMENT FOR TEMPORARY GUARDRAIL,POST AND POST PLATES IS INCLUDED IN ROADWAY
PAY ITEMS.
4'-0" 4'-0" . 1 11"
---------------------- --- -
-------------------------
♦♦ — —I `
` W.P. #2
12" V O I D `♦
`\�♦ (TYP, EXCEPT ♦ `,
AS NOTED) `♦ Q FILL FACE
END BENT 2
,.
RAIL POST SPACING FOR TEMPORARY GUARDRAIL -STAGE I
-L-
APPROACH SLAB
CONST. JOINT
(TYP.)
N
N
PROJECT No, 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-021-17BP.14.R.176-SMU-TGRAOI.dgn

NOTES
GUARDRAIL
CHOR ASSEI
C 1%16" 0 HOLES (
1/4" HOLD-DOW
F+E
PLAN
ro
M
r
M
r
n
1/4" HOLD-DOWN F
C GUARDR�
ANCHOR ASS
Q0
SECTION E—E
Fr1R 10('ATToKi r1F M lApnPATl AK11"H P
DLT
GUARDRAIL ANCHOR ASSEMBLY DETAILS
ELEVATION
PLAN
LOCATION OF
ANCHORS FOR GUARDRAIL
END BENT 1 SHOWN, END BENT 2 SIMILAR.
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A 1/4" HOLD DOWN PLATE AND
7 - 7/8" 0 BOLTS WITH NUTS AND WASHERS.
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36.AFTER
FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE
WITH AASHTO M111.
BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL
BE GALVANIZED. (AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS, NUTS
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE 7/8" 0 GALVANIZED BOLTS,
NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
REQUIREMENTS OF ASTM A307.THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
THE ENGINEER.)
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF
ATTACHMENT, SEE SKETCH.
AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
SHARP POINTED TOOL.
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
THE 11/4" 0 HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
TO THE SATISFACTION OF THE ENGINEER.
BEGIN OF CORED --
SLAB UNITS @
END BENT 1
END OF CORED
SLAB UNITS Cq�
END BENT 2
SKETCH SHOWING
POINTS OF ATTACHMENT
DENOTES GUARDRAIL ANCHOR ASSEMBLY
PROJECT NO.
17BP.14eRe176
HAYWOOD rniiNTY
STATION:
11+98a67 —L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-023-17BP.14.R.176-SMU-gro0l.dgn
STD. NOa GRA3

12" X
SHEAI
i
0
i
0.0373 SLOPE A
EL. 2971.11—\ I +1
EL. 2971.20
#4 B2 TO PROJECT
3'-O" INTO STAGE II
CONST. —�
0 JOINT
N
12" X 31/2 ",
SHEAR KEY
c\, EL.2967.18
114 B2 (EACH FACE)
G1'11:31
38'-2"
EL. 2972.96
TOP OF WING
#4 B3 UNDER #4 B2 (LEVEL)
OVER PILES Ca) 4'-0"CTS.
(6 REO'D)
CONST. JT.
cr
w
Ln a
U
OUR #2
PPER PART
F WING
POUR # 1
CAP, LOWER PART
OF WING &
CONCRETE COLLARS
TOP OF PILE
ELEVATIONS
O2969.09
Q�
2968.77
O2968.46
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR ANCHOR BOLTS.
THE CONCRETE IN THE SHADED AREA OF THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF A.
FOR WING DETAILS, SEE SHEET 3 OF 4.
ANCHOR BOLTS SHALL MEET THE REOUIREMENTS OF ASTM A449 AND SHALL BE
GALVANIZED. NO SEPARATE PAYMENT WILL BE MADE FOR THE ANCHOR BOLTS AND
THE COST OF MATERIALS AND INSTALLATION SHALL BE INCLUDED IN OTHER PAY
ITEMS.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT THE LENGTHS OF
THE #9 "B" BARS AT THE CONSTRUCTION JOINT MAY NEED TO BE ADJUSTED DUE
TO THE TYPE OF MECHANICAL BUTT SPLICE CHOSEN BY THE CONTRACTOR. NO
ADDITIONAL PAYMENT WILL BE MADE FOR ANY ADJUSTMENTS.
MECHANICAL COUPLERS SHALL BE USED TO JOIN THE 119 "B" BARS IN BOTTOM AND
TOP OF CAP IN STAGE I WITH THE #9 "B" BARS IN THE BOTTOM AND TOP OF
CAP IN STAGE II. THE LOCATION OF THE COUPLERS SHALL BE STAGGERED ON
ALTERNATING BARS BY 1 FOOT AND THE BARS SHALL BE CUT ACCORDINGLY TO
ALLOW A MINIMUM OF 1'-O" AND A MAXIMUM OF 2'-O" EXTENSION INTO STAGE II
CONSTRUCTION.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT THIS
ANCHOR BOLT MAY BE PLACED IN STAGE I OR DRILLED AND GROUTED IN
STAGE II.
STAGE II
PLAN
CAP
STAGE I
SECTION THRU SHEAR KEY
MECHANICAL COUPLER-"
Lp\
LP
4j0
\\— EL. 2966.34
(TYP. #9 BARS)
41�2„
A
/,,-#4
3"HIGH BEAM BOLSTER
&WTIO OF CAP
119 B1 TO PROJECT
1.
B2
-
C� 5'-0"CTS.
G
PROJECT NO.
17BPc14cRc176
1'-O" MIN. TO 2'-O" MAX.
2'-O" MIN. (OVER PILES)
7
8
#
5- 4 S1 & S2
EMBEDMENT --
7 7
#
12- 4 S1 & S2
(TYP4-#4 EA
7 (TYP. EA. PILE)
��
H
A Y W O O
D COUNTY
(� 7 T S.
(TYP.)
(a� 8 CTS. (TYP. EACH BAY)
#4 S1 & S2
(TYP.)
11+98a67 —L—
STATION:.
„
gl/2
8,_6„
8,_6„
1-4
SHEET 1 OF 4
C HP 12 X 53 STEEL PILES
3
0
ELEVATION
9
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A, SEE SHEET 2 OF 4.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 4.
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-025-17BP.14.R.176-SMU-EB101.dgn

Kf:1WA
NOTES
POUR #
UPPER PAR
OF WIN
POUR #3
CAP, LOWER PART
OF WING &
CONCRETE COLLARS
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 4.
-L-
��
1-44 "B" B)
EA. FACE
TOP OF PILE
ELEVATIONS
Q2969.72
E02969.41
1'-0" 11" 10"
1'-71//„ -
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY TO CLEAR
ANCHOR BOLTS.
THE CONCRETE IN THE SHADED AREA OF THE WING SHALL BE
POURED AFTER THE ERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 4 OF 4.
FOR WING DETAILS, SEE SHEET 3 OF 4.
ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM
A449 AND SHALL BE GALVANIZED. NO SEPARATE PAYMENT
WILL BE MADE FOR THE ANCHOR BOLTS AND THE COST OF
MATERIALS AND INSTALLATION SHALL BE INCLUDED IN
OTHER PAY ITEMS.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT
THIS ANCHOR BOLT MAY BE PLACED IN STAGE I OR DRILLED
AND GROUTED IN STAGE II.
C 7/8" O X 3'-Y ANCHOR BOLT
SECTION A -A
MOB0141AWIP
17BP.14eRe176
HAYWOOD rniiNTY
(CONCRETE COLLAR NOT SHOWN FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL.") STATION:
SHEET 2 OF 4
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-027-17BP.14.R.176-SMU-EB102.dgn

#4 K1
rM
rr
O
J
U
N
O
J
U
N
3"
1 2'-01/4„ I 91_01,
PLAN OF WING(W1
I (LA. FAUL) I I "�
PLAN OF WING (W2
STAGE II STAGE I
#4 V1 BARS (EA. FACE) 3" 3" #4 V1 BARS (EA. FACE)
ELEVATION OF WING W1
STAGE II
EL.2966.34 (LEVEL)
WING DETAILS
ELEVATION OF WINUGW2
STAGE I
2,_01/4„
E)
E
a
LL
a
LL
rr-
Q
#
9
2,,CL. 2,,CL.
V)
a I-
C� U
N
00
rM
W
W L
U
U Q
a
L
J Y
J U
LL CO
= N
2
V
# # C°
'O N
,� a I-
'� a_ U
(n
00
Ln
T 1T1f7-1 �"1
-#4 V1
FILL FACE
CONST. JT.
3"HIGH B.B.
SECTION X—X
1,_0„
#4 V1
ONST. JT.
J nlun o.o.
SECT ION Y—Y
PROJECT No. 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
SHEET 3 OF 4
11+98a67 —L-
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-029-17BP.14.R.176-SMU-EB103.dgn

MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF #78M STONE.
BAGS SHALL BE OF POROUS-
FABRIC,SECURELY TIED.
GRADE TO DRAIN
TOE OF SLOPE
6"( MIN.) PIPE
FOR DRAINAGE
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED
STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED
PIPE WILL NOT BE ALLOWED.
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.
BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-
MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.
NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE
COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE
BID FOR THE SEVERAL PAY ITEMS.
TEMPORARY DRAINAGE AT END BENT
C BEARING
1"X 8"X
ELASTOMERI
PAD (TYPE I
CORED
2'-6" SLAB UNIT
DETAIL "A"
DESIGNED BY: S. NATARAJAN DATE : APR 2017
DRAWN BY: M.J.OSTRISHKO DATE : APR 2017
CHECKED BY: N.A. PIERCE DATE : APR 2017
DESIGN ENGINEER
OF RECORD: - DATE : -
BACK GOUGE
DETAIL B
BACK GOUGE
DETAIL A
v
PILE VERTICAL PILE HORIZONTAL
O
00
x o p„ T p I/s„
O
0
OR VERTICAL
600"100
p„ T p I/8 1 1
DETAIL A o
0
A DETAIL B
POSITION OF PILE DURING WELDING.
PILE SPLICE DETAILS
-- --
r r
PILES
-__ CONCRETE COLLARS
FILL FACE
2'-0" 0 CONCRETE COLLAR
(TYP. EACH PILE)
PLAN
CONCRETE
11 COLLAR
C HP 12 X 53
STEEL PILE
BAR TYPES BILL OF MATERIAL
STAGE I
O BAR NO. SIZE TYPE LENGTH WEIGHT
HK. B1 8 #9 1 26'-3" 714
B2 14 #4 STIR 25'-0" 234
B3 6 #4 STIR 2'-5" 10
B1 1'-3" 25'-Oil
H3 20 #4 3 8'-10" 118
B4 1'-3" 16'-1"
K1 8 #4 STIR 3'-3" 17
S1 31 #4 4 10'-5" 216
q„
S2 31 #4 5 3'-2" 66
S3 12 #4 6 6'-6" 52
3 �- O V1 26 #4 STIR 6'-2" 107
OCP
REINFORCING STEEL 1534 LBS.
8'-8" H2 CLASS A CONCRETE BREAKDOWN
ql/2" 2-_5" 41/211 POUR #1 CAP, PART
COLLARS 10.8 C.Y.
WINGSHK. HK. Y
= POUR 112 UPPER PART OF 1.1 C.Y.
C 5 WINGS
O 1'-3" LAP TOTAL CLASS A CONCRETE 11.9 C.Y.
q0 BILL OF MATERIAL
STAGE II
BAR NO. SIZE TYPEI LENGTH WEIGHT
© B4 8 #9 1 17'-4" 471
2'-5" B5 14 #4 STIR 16'-1" 150
B3 4 #4 STIR 2'-5" 6
1'-8" 0 H1 10 1 114 2 9'-91, 65
H2 10 #4 2 9'-4" 62
ALL BAR DIMENSIONS ARE OUT TO OUT. K1 8 #4 STIR 3'-3" 17
END BENT 1 - STAGE I END BENT 1 - STAGE II S1 22 114 4 10'-5" 153
HP 12 X 53 STEEL PILES HP 12 X 53 STEEL PILES S2 22 #4 5 3'-2" 47
N0: 3 LIN. FT. = 75 N0: 2 LIN. FT. = 50 S3 8 #4 6 6'-6" 35
STEEL PILE POINTS NO:3 STEEL PILE POINTS NO:2
V1 27 #4 STIR 6'-2" 111
REINFORCING STEEL 1117 LBS.
CLASS A CONCRETE BREAKDOWN
POUR #3 CAP, LOWER PART 8.0 C.Y.
OF WINGS & COLLARS
II II POUR #4 UPPER PART OF 1.1 C.Y.
II I II WINGS
II II TOTAL CLASS A CONCRETE 9.1 C.Y.
II II
VBOTTOM OF CAP
II I II
ELEVATION
CORROSION PROTECTION FOR STEEL PILES DETAIL
W SY USA Inc.
434 FAYETTEVILLE STREET
SUITE 1500
RALEIGH, NC 27601
TEL: [phone]
LICENSE NO. F-0165
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PRELONUMARV
PLAMB
DO NOT USE FOR
C OO f`iIn sTRUC TOOa
PROJECT No. 17BP.14eRe176
HAYWOOD rniiNTY
STATION:
SHEET 4 OF 4
11+98a67 -L-
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
END BENT 1
DETAILS
REVISIONS
BY: I DATE: I N0. BY: I DATE:
SHEET NO.
S-16
TOTAL
SHEETS
22
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-031-17BP.14.R.176-SMU-EB104.dgn
F1

NOTES
0
c
w
�LL_
LQ
U
EL. 2970.(
EL. 296(
BOTTOM C
& WII
C HP 12 X 53
i
PLAN
0.0373 (SLOPE
ELEVATION
r�0
m
'OUR #2
'ER PART
WINGS
POUR # 1
'AP, LOWER
F OF WINGS &
:RETE COLLARS
Qo
0-)
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO ANCHOR BOLTS.
THE CONCRETE IN THE SHADED AREA OF
THE WING SHALL BE POURED AFTER THE
VERTICAL CONCRETE BARRIER RAIL IS
CAST IF SLIP FORMING IS USED.
FOR PILE SPLICE DETAILS,SEE SHEET 3 OF 3.1
FOR WING DETAILS, SEE SHEET 2 OF 3.
ANCHOR BOLTS SHALL MEET THE REQUIREMENTS
OF ASTM A449 AND SHALL BE GALVANIZED. NO
SEPARATE PAYMENT WILL BE MADE FOR THE
ANCHOR BOLTS AND THE COST OF MATERIALS
AND INSTALLATION SHALL BE INCLUDED IN
OTHER PAY ITEMS.
TOP OF PILE
ELEVATIONS
O2967.95
O2967.64
O2967.32
O2967.00
O2966.68
PROJECT No. 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
SHEET 1 OF 3
11+98a67 —L—
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A, SEE SHEET 3 OF 3.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 3 OF 3.
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-033-17BP.14.R.176-SMU-EB201.dgn
STD. NO. EB_27_6OS4

#4 K1
N
#
O
n
3"
1 2'-01/4„ I 91_01,
PLAN OF WING(W1
(LA. F AUL)
PLAN OF WINGI
#4 V1 BARS (EA. FACE) 3" 3" #4 V1 BARS (EA. FACE)
ELEVATION OF WING(W1
EL.2966.05 (LEVEL)
WING DETAILS
ELEVATION OF WING M2
2,_0114„
E)
E
a
LL
a
LL
rr
Q
#
9
2,,CL. 2,,CL.
V)
a I-
C� U
N
00
rn
W
W L
U
U Q
a
L
J Y
J U
LL CO
= N
2
V
# # C°
'O N
,� a I-
'� a_ U
(n
00
Ln
T 1T1f7-1 �"1
-#4 V1
FILL FACE
CONST. JT.
3"HIGH B.B.
SECTION X—X
1,_0„
#4 V1
ONST. JT.
J nlun o.o.
SECT ION Y—Y
PROJECT No. 17BPc14cRc176
HAYWOOD rniiNTY
STATION:
SHEET 2 OF 3
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-035-17BP.14.R.176-SMU-EB202.dgn
STD. NO. EB_27_6OS4

MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF #78M STONE.
BAGS SHALL BE OF POROUS-
FABRIC,SECURELY TIED.
GRADE TO DRAIN
TOE OF SLOPE
6" ( MIN.) PIPE
FOR DRAINAGE
1-#4 B2
EA. FACE
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED
STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED
PIPE WILL NOT BE ALLOWED.
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
ACCUMULATIONS AT BAGGED STONE WHEN SO DIRECTED BY THE ENGINEER.
BAGS SHALL BE REMOVED AND REPLACED WHENEVER THE ENGINEER DETER-
MINES THAT THEY HAVE DETERIORATED AND LOST THEIR EFFECTIVENESS.
NO SEPARATE PAYMENT WILL BE MADE FOR THIS WORK AND THE ENTIRE
COST OF THIS WORK SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE
BID FOR THE SEVERAL PAY ITEMS.
TEMPORARY DRAINAGE AT END BENT
(TYP.)
CORED
SLAB UNIT
MUM
DETAIL "A"
8"X 2,_6"
DMERIC BRG.
YPE I) (TYP.)
ti
BEARING
CONCRETE
r ; COLLAR
,'% PILES &
CONCRETE COLLARS •-__-
FILL FACE
2'-0" 0 CONCRETE COLLAR
(TYP. EACH PILE)
PLAN
HP 12 X 53
STEEL PILE
ELEVATION
1'-0" 11" 10"
SECTION A -A
(CONCRETE COLLAR NOT SHOWN FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL.")
BOTTOM OF CAP
CORROSION PROTECTION FOR STEEL PILES DETAIL
DESIGNED BY: S. NATARAJAN DATE : APR 2017
DRAWN BY: M.J.OSTRISHKO DATE : APR 2017
CHECKED BY: N.A. PIERCE. DATE : APR 20107
DESIGN ENGINEER DRAWN BY WJH 12111
OF RECORD: - DATE : - CHECKED BY : AAC 12/11
BACK GOUGE
DETAIL B
BACK GOUGE
DETAIL A
V PILE HORIZONTAL
PILE VERTICAL
0
0o
x o 0", TO I/s„
0
0
OR VERTICAL
600 +10 0
-0
lAri z 0" T O I/s'"
DETAIL -A
0
0 DETAIL B
POSITION OF PILE DURING WELDING.
PILE SPLICE DETAILS
BAR TYPES
No 4"
HK. 1 HK.
1' 3 37'
- - O
"" -8 "" 1' 3"
4 ",
9'-1" H1
3 C9_ 8 -8 H2
O
Y
2
8"_2„ H3
4 I/2," 2, _ 5 ", 4 I/2,"
HK. HK.
5
O
/-1'-3" LAP
2'-5"
1'-8" 0
ALL BAR DIMENSIONS ARE OUT TO OUT.
END BENT 2
HP 12 X 53 STEEL PILES
N0: 5 LIN. FT. = 175
STEEL PILE POINTS NO:5
W SY USA Inc.
434 FAYETTEVILLE STREET
SUITE 1500
RALEIGH, NC 27601
TEL: [phone]
LICENSE NO. F-0165
BILL
OF MATERIAL
FOR
END
BENT 2
BAR
NO.
SIZE
TYPE
LENGTH
WEIGHT
B1
8
#9
1
40'-2"
1093
B2
28
#4
STIR
20'-2"
377
B3
10
#4
STIR
2'-5"
16
H1
10
#4
2
9'-9"
65
H2
10
#4
2
9'-4"
62
H3
20
#4
3
8'-10"
118
K1 1 16 1 #4 1 STIR 1 3'-3" 1 35 1
S1
52
#4
1 4
1 10'-5"
362
S2
52
#4
5
3'-2"
110
S3
20
#4
6
6'-6"
87
V1 1 53 1 #4 1 STR 1 6'-2" 1 218 1
REINFORCING STEEL
(FOR END BENT 2) 2543 LBS.
CLASS A CONCRETE BREAKDOWN
(FOR END BENT 2)
POUR #1 CAP, LOWER PART 18.7 C.Y.
OF WINGS & COLLARS
POUR #2 UPPER PART OF 2.2 C.Y.
WINGS
TOTAL CLASS A CONCRETE 20.9 C.Y. 1
PROJECT No. 17BP.14eRe176
HAYWOOD COUNTY
STATION:
SHEET 3 OF 3
11+98.67
-L-
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
DOCUMENT NOT CONSIDERED FINAL SUBSTRUCTURE
UNLESS ALL SIGNATURES COMPLETED END BENT 2
DETAILS
PRIELONON&RV
PLb%H3
DO moo USE FOR
C OO f`iIn sTRUC4UOa
REVISIONS
BY: I DATE: 1NO.1 BY: I DATE:
SHEET NO.
S-19
TOTAL
SHEETS
22
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-037-17BP.14.R.176-SMU-EB203.dgn
F1
STD. NO. EB_27_6OS4

TO SR 1130
Q0
v
SHOULDER LINE
n
F—
SHOULDER LINE
W.P. #1
C BRIDGE
STA. = 11+98.67-L-
RIP RAP CLASS II
(TYP.)
S�OQ PtiN
AS MR .
5'-0"
(TYP.) END BENT 1
EL.2968.78 (LEFT)
EL.2967.36 (RIGHT)
END BENT 2
---- EL. 2967.02 (LEFT)
O ' EL.2965.60 (RIGHT)
GROUND LINE
GEOTEXTILE
0
M
SECTION H-H
-L-
RIP RAP CLASS B
(TYP.)
PLAN
60 °-00'-00"
(TYP.)
SHOULDER LINE
W.P. #2
EXTENDED
TANGENT
-DR1-
POC STA.12+61.48-L-
POT STA.10+00.00-DR1-
`-PC STA. 12+29.43-L- Tp SR llp
3
�C
:]N
c SHOULDER LINE
END BENT 1
EL.2973.95 (LEFT)
EL.2972.53 (RIGHT)
END BENT 2
EL.2972.18 (LEFT)
EL. 2970.71 (RIGHT)
W I N G W A L L
SLOPE 2:1 (RIGHT)
(TYP. AT END BENT 1
& END BENT 2)
SLOPE TO DRAIN (LEFT)
(TYP. AT END BENT 1
& END BENT 2)
GEOTEXTILE
SECT ION C-C
`O
r
ESTIMATED QUANTITIES
BRIDGE
RIP RAP
RIP RAP
RIP RAP
GEOTEXTILE
STA.11+98.67 -L-
CLASS B
CLASS II
CLASS II
FORR DRAINAGE
GE
(2'-0" THICK)
(2'-0" THICK)
(3'-0" THICK)
TONS
TONS
TONS
SQUARE YARDS
END BENT 1
11
18
29
53
END BENT 2
-
16
29
39
GROUND LINE
PROJECT No. 17BPc14cRc176
HAYWOOD COUNTY
STATION: 11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\176P.R176.430276\Structures\Drafting\DGN's\401-039-17BP.14.R.176-SMU-RROI.dgn

NOTES
w
c�
a
v, BEGIN
9--- mm
SLAB
rn
~
m
a
m
Q
J
N
J
V)
LL-
O
H
O
�
w
0
a0
�
�
O
a
N
II
m
V)
i
N
U
z
cD
~
U
m
N
In
#
m
�Q0
N
i
01
N
l'-3" 11-1*4 Al (a) 1'-0"CTS. 9"
(TOP OF SLAB)
1'-3" 11-1*4 A2 (q) l'-O" CTS. 9"
(BOTTOM OF SLAB)
3"
#4 Al OR #4 A2
TO PROJECT A MIN.
2'-2" INTO STAGE II
W.P. #1
-L-
IF$i0
9" 11-1*4 Al (c) l'-O" CTS. 1'-3"
(TOP OF SLAB)
9" 11-#4 A2 Q 1'-0"CTS.
(BOTTOM OF SLAB)
3"
3" `�♦ W.P. a
♦
ZTEMPORARY GUARDRAIL �♦ 600-00'-00"
9 ANCHOR ASSEMBLY (TYP.) (TYP.)
(FOR LOCATIONS SEE
SHEET 5-11) �♦
♦
FILL FACE (a) ��♦
(BOTT40F END BENT 1 `�` '*4A2 OR
SLAB)
#4A1
(TOP OF
SLAB) `
o� Ni
� H
�} N
PLAN Cad END BENT 1
51/4" CONTINUOUS
PROPOSED HIGH CHAIR UPPER (CHCU)
ASPHALT Q 3'-0"CTS. ACROSS SLAB
PAVEMENT
I (V
0OF A- A. a -----w—
IROADWAY
\"*
#6B2 Q
APPROVED WIRE BAR
SUPPORTS (Z 3'-O" CTS.
APPROXIMATE--'
1: 1 SLOPE
(TO BE DETERMINED
BY THE CONTRACTOR)
t NORMAL TO END BENT 4"0 PERFORATED
H E 4
#4A1
U
N
#4 Al OR 1*4 A2
TO PROJECT A MIN.
2'-2" INTO STAGE II
�♦ w w w
3"
9„
♦ 60 °-00'-00"
` (TYP.)
♦
�♦ FILL FACE Q
�,.--END BENT 2
♦
♦
♦
#4A1 OR `♦ #4A1
#4A2 `� (TOP OF
♦ SLAB)
♦ N
N
END
APPROACH
SLAB
#4A2
(BOTT. OF
SLAB)
PLAN END BENT 2
f���,�d����iL���I�T►9� � - �1��iLl��il:1•:Ie� �`�u�LI�•�1:L�
t2 : 1 SLOPE
L T
SELEC
MATERIAL
(CLASS V
OR CLASS VI)-7
GEOTEXTILE
3'-0"
SECTION THRU SLAB
(TYPE II - MODIFIED APPROACH FILL)
rn
m J
Q N
J
V) L.L.
O :2
O
CL
O ~
O
m
~ V)
U �-
m
N
In m
#
N a1 i
N
FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4"0 DRAINAGE PIPE,
AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS.
GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS SECTION 1056.
SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI)SHALL BE IN
ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.
SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF
BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB.
FOR THE 4"0 DRAINAGE PIPE OUTLET(S),SEE ROADWAY STANDARD DRAWINGS.
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL
BE PAVED.SEE ROADWAY PLANS.
APPROACH SLAB GROOVING IS NOT REQUIRED.
SECTION N-N
R
CLASS "B" STONE
FOR EROSION CONTROL
---------- ---------
TEMP. SLOPE DRAIN
2'-0"MIN. 1'-0"
EARTH 4-1 MIN. FUTURE
DITCH S _ SHOULDER
BLOCK I I
I I
I I
APPROACH I I
3'-11/2„
END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
TEMPORARY
SLOPE
DRAIN
ELBOW
TOE OF FILL
CLASS "B" STONE
FOR EROSION CONTROL
SLAB 7
OSECTION R-R
Z H
R PZNN H
:2
000,
P�
z pP�P
S �--� �, 12"MIN.
R4J
c� FLOW LINE
END OF EROSION RESISTANT MATERIAL —ram
APPROACH
SLAB 1'-6"MIN.
CORED
NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB
SLAB
THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
t V-1�/2"
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE
EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT
PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL
1'/2" BACKER ROD
MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.
THE SLOPE DRAIN SHALL CONSIST OF A NON -PERFORATED
2 LAYERS OF 30 LB.
TEMPORARY DRAINAGE PIPE,12 INCHES IN DIAMETER.
ROOFING FELT TO
PREVENT BOND
I
PLAN VIEW
�IM
f URB
BRIDGE DECK
CAP FLOW LINE ONLY WITH
EROSION RESISTANT MATERIAL
BACKFILL EXCAVATION HOLE
AND GRADE TO DRAIN
NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
TEMPORARY DRAINAGE DETAIL
3"EROSION RESISTANT
MATERIAL OVER PIPE
EARTH DITCH BLOCK
N
T— --------
4'-0" MIN.
FILL SLOPE
SECTION S-S
TEMPORARY BERM AND SLOPE DRAIN DETAILS
(TO BE USED WHEN SHOULDER BERM GUTTER IS REOUIRED)
SPLICE LENGTHS
BAR
SIZE
EPDXY
COATED
UNCOATED
#q
2,-0„
1' 9"
#5
2'-6„
2'-211
#6
1 31-10"
2'-7"
PROJECT No. 17BP.14eRe176
HAYWOOD COUNTY
STATION:
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-041-17BP.14.R.176-SMU-ASOI.dgn

1 9' - O'•
191 - O'•
NOTES
h-I
W
0
Q
F-
IN
h-1
w
a
N
V- 3"
11-1*4 Al (4) 1'-0" CTS.
9"
V- 3"
(TOP OF SLAB)
11-n4 A2 (a) 1'-0"CTS.
9"
(BOTTOM OF SLAB)
N -41
3"
9"
11-#4 Al Q 1'-0"CTS.
1'-3"
9"
(TOP OF SLAB)
11-1*4 A2 (a) 1'-O" CTS.
1'-3"
3"
(BOTTOM OF SLAB)
N -41
`
mQ
a
J
o� 3
N-*j �♦
�` N 4J
L.L.
0
�♦
` -
O
~
O
m
♦
♦♦
♦♦
`♦�
'
U
U
FILL FACE C�-`♦
FILL FACE e
r.
Z
END BENT 1 n4A1 OR
♦� END BENT 2
`a
`O
''
♦♦ tt 4 A 2
x♦
m
N
m
#4A1`
1*4A1 OR
�♦♦
Qo
l4A2
(TOP OF `♦♦
#4A2
(BOTT. OF
SLAB) ♦`
`♦
N
cv
SLAB)
♦
�♦
` W.P. #1
♦
♦ CONST. JT.
BEGIN
APPROACH
SLAB �♦ �♦ �♦
3"
`9„
#4A2
(BOTT. OF
SLAB)
4 (TOP OF
SLAB) ,
CONST. JT.
♦
W.P. #2
60 °-00'-00" �♦ �♦ �♦
(TYP.)
600-00'-00"
(TYP.)
In
om a
Q J
J N
N
O
F-
O ~
O
F-
Co
N
F— F-
U U
is
m N
m
Qo
tt
M �
N N
j
END
APPROACH
SLAB
FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4"0 DRAINAGE PIPE,
AND SELECT MATERIAL BACKFILL, SEE ROADWAY PLANS.
GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS SECTION 1056.
SELECT MATERIAL BACKFILL (CLASS V OR CLASS VI)SHALL BE IN
ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.
SELECT MATERIAL BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF
BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB.
FOR THE 4"0 DRAINAGE PIPE OUTLET(S),SEE ROADWAY STANDARD DRAWINGS.
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED TO
DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE AND SHALL
BE PAVED.SEE ROADWAY PLANS.
APPROACH SLAB GROOVING IS NOT REQUIRED.
8„
N
Q
SECTION N-N
3'-11/2„
END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
BRIDGE DECK
5
PLAN END BENT 1 PLAN (q-) END BENT 2
GAP p��
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS �p g
51/4" CONTINUOUS
PROPOSED HIGH CHAIR UPPER (CHCU)
ASPHALT Q 3'-0"CTS. ACROSS SLAB
PAVEMENT
' IA #561
N
I (V
f I \ -.1
00F I A 1 "
ROADWAY
\'-*
#6B2 Q
APPROVED WIRE BAR
SUPPORTS (a) 3'-O" CTS.
APPROXIMATE--'
1: 1 SLOPE
(TO BE DETERMINED
BY THE CONTRACTOR)
t NORMAL TO END BENT 4"0 PERFORATED
H 4
n4A1
U
N
t2 : 1 SLOPE
LSELECT
MATERIAL
(CLASS V
OR CLASS VI)-7
GEOTEXTILE
3'-0"
SECTION THRU SLAB
R
CLASS "B" STONE
FOR EROSION CONTROL
-- - - - - - - ----- - - - - - -
TEMP. SLOPE DRAIN
2'-0"MIN. 1'-0"
EARTHMIN. FUTURE
DITCH S _ SHOULDER
BLOCK I I
I I
I I
APPROACH I I
SLAB
� z
R PZN �c\, H
� p NLO� :2
0 ,
o z G pP PSP� S iv
R4J
FLOW LINE
END OF EROSION RESISTANT MATERIAL
APPROACH
SLAB 1'-6"MIN.
CORED NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB
SLAB THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
t V-1�/2" DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE
EROSION RESISTANT MATERIAL SHALL BE EITHER 1)ASPHALT
PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL
V— 1'/2" BACKER ROD MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.
THE SLOPE DRAIN SHALL CONSIST OF A NON -PERFORATED
2 LAYERS OF 30 LB. TEMPORARY DRAINAGE PIPE,12 INCHES IN DIAMETER.
ROOFING FELT TO
PREVENT BOND PLAN VIEW
CIS
w
ELBOW
TEMPORARY
SLOPE
DRAIN
4'-0"
ELBOW
TOE OF FILL•
CLASS "B" STONE —7
FOR EROSION CONTROL
SECTION R-R
—'' LZN�
F �0`N
CAP FLOW LINE ONLY WITH
\ EROSION RESISTANT MATERIAL
BACKFILL EXCAVATION HOLE
AND GRADE TO DRAIN
NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
AFTER THE BACKFILLING OF THE END BENT EXCAVATION,
GRADE TO DRAIN TO THE BOTTOM OF THE SLOPE AND PROVIDE
EROSION RESISTANT MATERIAL, SUCH AS FIBERGLASS ROVING
OR AS DIRECTED BY THE ENGINEER TO PREVENT SOIL EROSION
AND TO PROTECT THE AREA ADJACENT TO THE STRUCTURE.
THE CONTRACTOR WILL BE REQUIRED TO REMOVE THESE
MATERIALS PRIOR TO CONSTRUCTION OF THE APPROACH SLAB.
TEMPORARY DRAINAGE DETAIL
3"EROSION RESISTANT
12" MIN. I MATERIAL OVER PIPE
EARTH DITCH BLOCK
N
4'-0" MIN.
FILL SLOPE
SECTION S-S
TEMPORARY BERM AND SLOPE DRAIN DETAILS
(TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)
SPLICE LENGTHS
BAR
SIZE
EPDXY
COATED
UNCOATED
# q
2"-0"
1 `9„
#5
21-6„
-211
21
#6
1 31-10"
2'-7"
PROJECT No. 17BPc14cRc176_
HAYWOOD rniiNTY
STATION:
11+98a67 —L—
6/19/2018
J:\188360C - 2015 W Divisions Planning & Design On- Call\I188360C Group 3 Bridges\17BP.R176.430276\Structures\Drafting\DGN's\401-043-17BP.14.R.176-SMU-AS02.dgn

DESIGN DATA-.
SPECIFICATIONS - - - - - - - - - - - - - - - - - A.A.S.H.T.O. (CURRENT)
LIVE LOAD - - - - - - - - - - - - - - - - - - - - SEE PLANS
IMPACT ALLOWANCE - - - - - - - - - - - - - - - - SEE A.A.S.H.T.O.
STRESS IN EXTREME FIBER OF
STRUCTURAL STEEL - AASHTO M270 GRADE 36 - - 20,000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50W - - 27,000 LBS. PER SO. IN.
- AASHTO M270 GRADE 50 - - 27,000 LBS. PER SO. IN.
REINFORCING STEEL IN TENSION - GRADE 60 - - -
CONCRETE IN COMPRESSION - - - - - - - - - - - -
CONCRETE IN SHEAR - - - - - - - - - - - - - - - -
STRUCTURAL TIMBER - TREATED OR UNTREATED
EXTREME FIBER STRESS - --
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER - - - - -
EQUIVALENT FLUID PRESSURE OF EARTH - - - - -
MATERIAL AND WORKMANSHIP-.
24,000 LBS. PER SO. IN.
1,200 LBS. PER SO.IN.
SEE A.A.S.H.T.O.
1,800 LBS. PER SO.IN.
375 LBS. PER SO. IN.
30 LBS. PER CU. FT.
(MINIMUM)
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
THE 2018 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"OF THE
N.C.DEPARTMENT OF TRANSPORTATION.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL
BE HOT ROLLED.
CONCRETE-.
UNLESS OTHERWISE REQUIRED ON PLANS,CLASS A CONCRETE SHALL BE
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
CONCRETE CHAMFERS-.
UNLESS OTHERWISE NOTED ON THE PLANS,ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4"WITH THE FOLLOWING EXCEPTIONS:
TOP CORNERS OF CURBS MAY BE ROUNDED TO 11/2"RADIUS WHICH IS BUILT
INTO CURB FORMS; CORNERS OF TRANSVERSE FLOOR EXPANSION JOINTS
SHALL BE ROUNDED WITH A 1/4"FINISHING TOOL UNLESS OTHERWISE REQUIRED
ON PLANS;AND CORNERS OF EXPANSION JOINTS IN THE ROADWAY FACES
AND TOPS OF CURBS AND SIDEWALKS SHALL BE ROUNDED TO A 1/4"RADIUS
WITH A FINISHING STONE OR TOOL UNLESS OTHERWISE REQUIRED ON PLANS.
DOWELS -.-
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS,SHALL
BE EMBEDDED AT LEAST 12"INTO THE OLD CONCRETE AND GROUTED INTO
PLACE WITH 1:2 CEMENT MORTAR.
STANDARD NOTES
ALLOWANCE FOR DEAD LOAD DEFLECTIONS SETTLEMENT,
ETC.IN CASTING SUPERSTRUCTURES. -
BRIDGES SHALL BE BUILT ON THE GRADE OR VERTICAL CURVE SHOWN ON PLANS.
SLABS, CURBS AND PARAPETS SHALL CONFORM TO THE GRADE OR CURVE.
ALL DIMENSIONS WHICH ARE GIVEN IN SECTION AND ARE AFFECTED BY DEAD LOAD
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
ON PLANS. IN SETTING FORMS FOR STEEL BEAM BRIDGES AND PRESTRESSED CONCRETE
GIRDER BRIDGES, ADJUSTMENTS SHALL BE MADE DUE TO THE DEAD LOAD DEFLECTIONS
FOR THE ELEVATIONS SHOWN. WHERE BLOCKS ARE SHOWN OVER BEAMS FOR BUILDING
UP TO THE SLAB, THE VERTICAL DIMENSIONS OF THE BLOCKS SHALL BE ADJUSTED
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
ORDINATE, AND ACTUAL BEAM CAMBER. WHERE BOTTOM OF SLAB IS IN LINE WITH
BOTTOM OF TOP FLANGES, DEPTH OF SLAB BETWEEN BEARINGS SHALL BE ADJUSTED
TO COMPENSATE FOR DEAD LOAD DEFLECTION,VERTICAL CURVE ORDINATE,AND
ACTUAL BEAM CAMBER.
IN SETTING FALSEWORK AND FORMS FOR REINFORCED CONCRETE SPANS, AN
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,
AND PERMANENT CAMBER WHICH SHALL BE PROVIDED FOR IN ADDITION TO THE
ELEVATIONS SHOWN. AFTER REMOVAL OF THE FALSEWORK, THE FINISHED STRUCTURES
SHALL CONFORM TO THE PROFILE AND ELEVATIONS SHOWN ON THE PLANS AND
CONSTRUCTION ELEVATIONS FURNISHED BY THE ENGINEER.
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
FALSEWORK OR FORMS IS STARTED.
REINFORCING STEEL-.
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 TO CENTERS OF BARS OR ARE OUT
TO OUT AS INDICATED ON PLANS.
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
INDICATED ON THE PLANS. WHEN BAR SUPPORT PIECES ARE PLACED IN CONTINUOUS
LINES, THEY SHALL BE SO PLACED THAT THE ENDS OF THE SUPPORTING WIRES SHALL
BE LAPPED TO LOCK LEGS ON ADJOINING PIECES.
STRUCTURAL STEEL-.
AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8"O SHEAR STUDS FOR THE
3/4"0 STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
THE RATE OF 3 - 7/8" 0 STUDS FOR 4 - %4" 0 STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8"O STUDS
ALONG THE BEAM AS SHOWN FOR %4" O STUDS BASED ON THE RATIO OF 3 - 7/8" O
STUDS FOR 4 - %4"0 STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-0".
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/6"IN THICKNESS AND
DO NOT EXCEED A WIDTH EQUAL TO THE FLANGE WIDTH LESS 2"OR A THICKNESS
EQUAL TO 2 TIMES THE FLANGE THICKNESS. THE SIZE OF FILLET WELDS SHALL CONFORM
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS "BRIDGE WELDING CODE".
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY %16INCH OR
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
OR METALLIZING.
HANDRAILS AND POSTS-.
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB,UNLESS OTHERWISE SHOWN
ON PLANS. THE METAL RAIL AND TOPS OF CONCRETE POSTS USED WITH THE ALUMINUM
RAIL SHALL BE BUILT PARALLEL TO THE GRADE OF THE CURB.
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
AS MANUFACTURED FOR BRIDGE RAILING. CASTINGS SHALL BE OF A UNIFORM APPEARANCE.
FINS AND OTHER DEFORMATIONS RESULTING FROM CASTING OR OTHERWISE SHALL BE
REMOVED IN A MANNER SO THAT A UNIFORM COLORING OF THE COMPLETED CASTING SHALL
BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON -UNIFORM COLORING WILL
NOT BE ACCEPTED.CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
SPECIAL NOTES-.
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
SPECIFICATIONS ARTICLE 105-4.
ENGLISH
REV. 6-16-95 EEM (✓) RGW REV. 5-7-03 RWW GO JTE REV. 10-1-11 MAA (✓) GM 6/19/2018
REV. 8-16-99 RWW (✓) LES REV. 5-1-06 TLA (✓) GM REV. 12-17 MAA (4) THC$$$$$$$$$$$$$$$$$$$$$$$DGN$$$$$$$$$$$$$$$$$$$$$$$
HobbsM
JANUARY9 1990
STD. NO. SN