20230828 e-mail attach bridge plans

PT 13+24.28 -L-
END BENT 1
FILL FACE @
(TYP.)
SUBSTRUCTURE
EXISTING
IDENTIFICATION
BRIDGE
STA. 14+02.00 -L-
BEGIN APPROACH SLAB
STA. 13+40.00 -L-
END BENT 2
FILL FACE @
STA. 14+53.13 -L-
W.P. #2
FILL FACE @ END BENT 2
END APPROACH SLAB
STA. 14+64.00 -L-
STA. 13+41.38 -L-
BEGIN FRONT SLOPE BEGIN FRONT SLOPE
STA. 14+62.05 -L- EXCAVATION
STRUCTURE
UNCLASSIFIED
EARTH BERM
1'-0"
EL. 429.32
RIP RAP BERM
1'-7"
EARTH BERM
1'-0"
EL. 428.54

R
T
L
D
P.I.
HORIZONTAL CURVE DATA -L-
= 2,374.67'
= 87.48'
= 174.87'
= 2°24'46.7"
= 4°13'10.5" (LT)
= 12+36.89 -L- W.P. #1
FILL FACE @ END BENT 1
STA. 13+50.88 -L-
90°00'00"
(TYP.)
90°00'00"
(TYP.)
RIP RAP
CLASS II
ARE THE AS-BUILT PLANS
I HEREBY CERTIFY THESE PLANS
DRY CREEKEL. 430.54
TO COLONIAL RIDGE DR.
RIP RAP BERM
1'-7"
EARTH BERM
1'-0"
EL. 427.70
RIP RAP BERM
1'-7"
EL. 429.70
EL. 428.92
RIP RAP BERM
1'-7"
EARTH BERM
1'-0"
(SR 1547)
TO ROCK REST ROAD
EL. 426.92
EL. 431.32
SECTION ALONG -L- STA. 13+40.00 -L-EXCAVATION
STRUCTURE
UNCLASSIFIED
430
420
410
450
440
13+00 14+00 15+00
400 END BENT 1 END BENT 2
(TYP.)
EXCAVATION
STRUCTURE
UNCLASSIFIED
EL. 436|GROUND
NATURAL
APPROXIMATEEL. 418|EL. 420|(05-12-17)
N.W.S. EL. 419.3EL. 433|EL. 420|EL. 417|EL. 419|EL. 424|EL. 419|EL. 424|EL. 433|EL. 422|EXCAVATION EL. 424.4
(TYP.)
SUBSTRUCTURE
EXISTING
(Q100) 430.4
W.S. EL.
FILL
FILL
FILL FACE @ END BENT 1
GRADE POINT EL. = 437.60
STA. 13+50.88 -L-
RIP RAP BERM
1'-7" MIN.(TYP.)1'-0"(TYP.)
(NORMAL TO CAP)
SLOPE 1•:1
(TYP.)
NORMAL TO CAP
FIX.
STRUCTURE EXCAVATION (TYP.)
1'-6" TO UNCLASSIFIED
FIX.
EL. 432.06
LOW CHORD
(TYP.)3'-6"(TYP.)
STEEL PILES
HP 12 X 53
FILL FACE @ END BENT 2
GRADE POINT EL. = 435.88
STA. 14+53.13 -L-
BEGIN FRONT SLOPE
GRADE POINT EL. = 435.74
STA. 14+62.05 -L-
BEGIN FRONT SLOPE
GRADE POINT EL. = 437.78
STA. 13+41.38 -L-EL. 428|EL. 431|EL. 433.69
LOW CHORDEL. 424|1'-0" MIN. EARTH BERM
(TYP.)
(NORMAL TO CAP)

SPAN A
S-1
REPLACES BRIDGE NO. 94 SHEET 1 OF 3STA. 14+64.00 -L-SEE DETAIL ``A'' (TYP.)
NATURAL GROUND
APPROXIMATE
{ -L-

51'-1•"

51'-1•"

102'-3" (FILL FACE AT END BENT #1 TO FILL FACE AT END BENT #2)
RETAIN EXISTING CONCRETE SILL
RETAIN EXISTING CONCRETE SILL
ON TOP OF SILL
CONCRETE COLLARS
REINFORCED
REMOVE EXISTING
TO REMAIN
CONCRETE SILL
VC = 180'
ELEV. = 439.13
P.I. = 12+60.00 -L-
(-)8.5478%(-)1.6809%
VERTICAL GRADE DATA -L-
PROPOSED GRADE
DRAINAGE (TYP.)
GEOTEXTILE FOR
N 24°04'55" W
13+00 14+00
15+00
RIP RAP (TYP.)
2'-0" THICK CLASS II EL. 433|PILES NOT SHOWN FOR CLARITY
PLAN
VC = 190'
ELEV. = 434.26
P.I. = 15+50.00 -L-
(-)1.6809%(+)1.1405%
VERTICAL GRADE DATA -L-
(TYPICAL EACH EXISTING INTERIOR BENT)
DETAIL A
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
DRAWN BY :
CHECKED BY :
DATE :
DATE :
DATE :DESIGN ENGINEER OF RECORD:
D. H. CARTER NOV 2017
NOV 2017
NOV 2017
M. T. NEIHEISEL
CHATHAM
M. T. NEIHEISEL
17BP.8.R.124
GENERAL DRAWING
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17
AND SR 1547
COLONIAL RIDGE DR.
ON SR 1520 BETWEEN
FOR BRIDGE OVER DRY CREEKPENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:25 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\300 401_001_17BP.8.R.124_SMU_GD_S01_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
IDENTIFICATION
BRIDGE
STA. 14+02.00 -L- 90°00'00"
(TYP.)
90°00'00"
LEGEND
(3:12 BATTER)
BATTERED HP 12x53 STEEL PILE
VERTICAL HP 12x53 STEEL PILE
AT END BENT 1
FILL FACE FILL FACE
AT END BENT 2

1'-4•"
END BENT 2END BENT 1
FOUNDATION LAYOUT
DIMENSIONS LOCATING PILES ARE SHOWN TO THE CENTERLINE OF PILES.
ALL PILES ARE HP 12x53 STEEL PILES.
GENERAL DRAWING
FOUNDATION LAYOUT

1'-4•"
W.P. #1
STA. 13+50.88 -L-
W.P. #2
STA. 14+53.13 -L-6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"S-2
SHEET 2 OF 3
{ -L-
(3:12 BATTER)
STEEL PILE
HP 12x53
{ BATTERED
STEEL PILES
HP 12x53
{ VERTICAL
STEEL PILES
HP 12x53
{ VERTICAL
(3:12 BATTER)
STEEL PILE
HP 12x53
{ BATTERED
FOUNDATION NOTES
CONCRETE OR GROUT IS REQUIRED TO FILL HOLES FOR PILE EXCAVATION AT END BENT NO. 1.
TO ELEVATION 420 FT. FOR PILE EXCAVATION, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
DRILLED-IN PILES ARE REQUIRED FOR END BENT NO. 1. EXCAVATE HOLES AT PILE LOCATIONS
DRIVE PILES AT END BENT NO. 1 TO A REQUIRED DRIVING RESISTANCE OF 190 TONS PER PILE.
PILES AT END BENT NO. 1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 113 TONS PER PILE.
FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
PILE POINTS, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
STEEL H-PILE POINTS ARE REQUIRED FOR STEEL H-PILES AT END BENT NO. 1 AND END BENT NO. 2. FOR STEEL
THE STANDARD SPECIFICATIONS.
RELEASE THE CONTRACTOR FROM PROVIDING DRIVING EQUIPMENT IN ACCORDANCE WITH SUBARTICLE 450-3(D)(2) OF
BLOW WILL BE REQUIRED TO DRIVE PILES AT END BENT NOS. 1 AND 2. THIS ESTIMATED ENERGY RANGE DOES NOT
IT HAS BEEN ESTIMATED THAT A HAMMER WITH AN EQUIVALENT RATED ENERGY IN THE RANGE OF 20 TO 45 FT-LBS PER
DRIVE PILES AT END BENT NO. 2 TO A REQUIRED DRIVING RESISTANCE OF 190 TONS PER PILE.
PILES AT END BENT NO. 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 113 TONS PER PILE.
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
DRAWN BY :
CHECKED BY :
DATE :
DATE :
DATE :DESIGN ENGINEER OF RECORD:
D. H. CARTER NOV 2017
NOV 2017
NOV 2017
M. T. NEIHEISEL
CHATHAM
M. T. NEIHEISEL
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:30 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0310 401_005_17BP.8.R.124_SMU_FL_S02_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
30 (ENGINEER SCALE)
FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIAL PROVISIONS.
LOCATION SKETCH
BENCH MARK #1 : BENCH TIE SPIKE IN 16" SWEET GUM, 71' RT. OF STA. 11+08.00 -L-, EL. 459.23
GENERAL NOTES: IDENTIFICATION
BRIDGE
STA. 14+02.00 -L-
90°00'00"
{ -L-
(TYP.)
SUBSTRUCTURE
EXISTING
WOODS
WOODS
S-3
SHEET 3 OF 3
Vertical scale = 7.089734773x (inv. 0.141049)
Horizontal scale = 8.423535886x (inv. 0.118714992)
(standard) typical section scaled up = DRY CREEKTO COLONIAL RIDGE DR.
(OLD NC 87)
SR 1520
(SR 1547)
TO ROCK REST ROAD
& PAY ITEM) (TYP.)
(ROADWAY DETAIL
GUARDRAIL
PROPOSED
STRUCTURE
PROPOSED
(ROADWAY SAG)
* OVERTOPPING OCCURS AT STA. 15+68.20 -L-
DESIGN DISCHARGE
FREQUENCY OF DESIGN FLOOD
DESIGN HIGH WATER ELEVATION
DRAINAGE AREA

OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE
FREQUENCY OF OVERTOPPING FLOOD
OVERTOPPING FLOOD ELEVATION

HYDRAULIC DATA
= 17.7 SQ MI
= 3,100 CFS
= 25 YR
= 428.2
= 4,488 CFS
= 430.4
= 8,800 CFS
= > 500 YR
BASE HIGH WATER ELEVATION
BASE DISCHARGE (Q100)
= 434.9 *
LUMP SUM
LUMP SUM
LUMP SUM
LUMP SUM
LUMP SUM
LUMP SUM
LUMP SUM
SUPERSTRUCTURE

END BENT NO. 2

END BENT NO. 1
TOTAL
CU.YDS.
TOTAL BILL OF MATERIAL
NO.LIN.FT.LIN.FT.
STEEL PILES
HP 12 X 53
7
14
7
RAIL
BARRIER
CONCRETE
VERTICAL
SQ.YDS.TONS LUMP SUM
LUMP SUM
LUMP SUM
BOX BEAMS
CONCRETE
PRESTRESSED
3'-0" X 3'-3"
NO.
11
LIN. FT.
11
7
7
14
LBS.
29.0
29.0
58.0
4,610
4,610
9,220
EA.
161
187
178
207
200
200 348 385 1,100
1,100
105
140
245
14+02.00 -L-
AT STATION
STRUCTURE
EXISTING
REMOVAL OF
14+02.00 -L-
AT STATION
EXCAVATION
STRUCTURE
UNCLASSIFIED
CONCRETE
CLASS A
14+02.00 -L-
AT STATION
SLABS
APPROACH
BRIDGE
STEEL
REINFORCING
STEEL PILES
HP 12 X 53
SETUP FOR
EQUIPMENT
PILE DRIVING
(2'-0" THICK)
CLASS II
RIP RAP
DRAINAGE
FOR
GEOTEXTILE
BEARINGS
ELASTOMERIC
7
14
7
EA.
POINTS
PILE
STEEL
IN SOIL
NOT
EXCAVATION
PILE
LIN. FT.
28
28
42
42
LIN. FT.
IN SOIL
EXCAVATION
PILE
ACTIVITIES, SEE SPECIAL PROVISIONS.
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION
PLANS.
ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY
SECTION 412 OF THE STANDARD SPECIFICATIONS.
CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED STRUCTURE EXCAVATION. SEE
DIRECTED BY THE ENGINEER. THIS WORK WILL BE PAID FOR AT THE
A DISTANCE OF 45 FT LEFT AND 41 FT RIGHT OF CENTERLINE ROADWAY AS
THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR
STATION 14+02.00."
INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING STRUCTURE AT
TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT SHALL BE
COMPLIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS PERTAINING
107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS RESULTING FROM
CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE
INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL
CONDITIONS AT THE PROJECT SITE.
EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL
DELAYS OR ADDITIONAL COST INCURRED BASED ON DIFFERENCES BETWEEN THE
CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY
FOR THE CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO
FROM THE BEST INFORMATION AVAILABLE. SINCE THE INFORMATION IS SHOWN
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS
ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
SUBMIT DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN
PREVENTS DEBRIS FORM FALLING INTO THE WATER. THE CONTRACTOR SHALL
REMOVAL OF THE EXISTING BRIDGE WILL BE PERFORMED IN A MANNER THAT
REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
OF THE PROPOSED BRIDGE, A LOAD LIMIT MAY BE POSTED AND MAY BE
STRUCTURAL INTEGRITY OF THE BRIDGE DETERIORATE DURING CONSTRUCTION
EXISTING BRIDGE IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE
BULKHEADS AND LOCATED AT THE PROPOSED SITE SHALL BE REMOVED. THE
ROADWAY OF 28'-0" ON TIMBER CAPS, POSTS AND CONCRETE SILLS, AND STEEL
1 @ 30'-4") WITH A STEEL PLANK DECK ON STEEL I-BEAMS AND A CLEAR
THE EXISTING STRUCTURE CONSISTING OF 3 SPANS (1 @ 30'-4", 1 @ 30'-0",
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE STANDARD NOTES SHEET.
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
``HEC 18 - EVALUATING SCOUR AT BRIDGES''
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH
OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
LUMP SUM
LUMP SUM
ASSESSMENT
ASBESTOS
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
DRAWN BY :
CHECKED BY :
DATE :
DATE :
DATE :DESIGN ENGINEER OF RECORD:
D. H. CARTER NOV 2017
NOV 2017
NOV 2017
M. T. NEIHEISEL
CHATHAM
M. T. NEIHEISEL
17BP.8.R.124
GENERAL DRAWING
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17
AND SR 1547
COLONIAL RIDGE DR.
ON SR 1520 BETWEEN
FOR BRIDGE OVER DRY CREEKPENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:36 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0330 401_010_17BP.8.R.124_SMU_LS_S03_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
LOAD AND RESISTANCE FACTOR RATING (LRFD) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE SERVICE III LIMIT STATE
MOMENT SHEAR MOMENT
LEVELVEHICLE(TONS) WEIGHT (W) LOAD RATING CONTROLLING (RF)RATING FACTORSMINIMUMTONS = W X RF FACTORS LIVELOADFACTORS (DF)DISTRIBUTIONRATING FACTOR SPANGIRDER LOCATIONSPAN (ft)LEFT END OFDISTANCE FROMFACTORS (DF)DISTRIBUTIONRATING FACTOR SPAN GIRDER LOCATIONSPAN (ft)LEFT END OFDISTANCE FROMFACTORS LIVELOADFACTORS (DF)DISTRIBUTIONRATING FACTORSPANGIRDER LOCATIONSPAN (ft)LEFT END OFDISTANCE FROMCOMMENT NUMBERRATING
LOAD
DESIGN
RATING
LOAD
LEGAL SVTTSTHL-93(Inv)N/A 1 1.035 --1.75 0.272 1.26 A EL 49.25 0.489 1.34 A EL 4.925 0.80 0.272 1.04 A EL 49.25
HL-93(Opr)N/A --1.633 --1.35 0.272 1.63 A EL 49.25 0.489 1.73 A EL 4.925 N/A ----------
HS-20(Inv)36.000 2 1.44 51.84 1.75 0.272 1.75 A EL 49.25 0.489 1.81 A EL 4.925 0.80 0.272 1.44 A EL 49.25
HS-20(Opr)36.000 --2.271 81.756 1.35 0.272 2.27 A EL 49.25 0.489 2.35 A EL 4.925 N/A ----------
SNSH 13.500 --3.413 46.079 1.4 0.272 5.19 A EL 49.25 0.489 5.59 A EL 4.925 0.80 0.272 3.41 A EL 49.25
SNGARBS2 20.000 --2.473 49.452 1.4 0.272 3.76 A EL 49.25 0.489 3.91 A EL 4.925 0.80 0.272 2.47 A EL 49.25
SNAGRIS2 22.000 --2.313 50.885 1.4 0.272 3.52 A EL 49.25 0.489 3.6 A EL 4.925 0.80 0.272 2.31 A EL 49.25
SNCOTTS3 27.250 --1.696 46.228 1.4 0.272 2.58 A EL 49.25 0.489 2.78 A EL 4.925 0.80 0.272 1.70 A EL 49.25
SNAGGRS4 34.925 --1.39 48.556 1.4 0.272 2.11 A EL 49.25 0.489 2.26 A EL 4.925 0.80 0.272 1.39 A EL 49.25
SNS5A 35.550 --1.361 48.398 1.4 0.272 2.07 A EL 49.25 0.489 2.27 A EL 4.925 0.80 0.272 1.36 A EL 49.25
SNS6A 39.950 --1.238 49.456 1.4 0.272 1.88 A EL 49.25 0.489 2.05 A EL 4.925 0.80 0.272 1.24 A EL 49.25
SNS7B 42.000 --1.178 49.496 1.4 0.272 1.79 A EL 49.25 0.489 2 A EL 4.925 0.80 0.272 1.18 A EL 49.25
TNAGRIT3 33.000 --1.506 49.709 1.4 0.272 2.29 A EL 49.25 0.489 2.46 A EL 4.925 0.80 0.272 1.51 A EL 49.25
TNT4A 33.075 --1.51 49.942 1.4 0.272 2.3 A EL 49.25 0.489 2.41 A EL 4.925 0.80 0.272 1.51 A EL 49.25
TNT6A 41.600 --1.224 50.926 1.4 0.272 1.86 A EL 49.25 0.489 2.09 A EL 4.925 0.80 0.272 1.22 A EL 49.25
TNT7A 42.000 --1.225 51.442 1.4 0.272 1.86 A EL 49.25 0.489 2.05 A EL 4.925 0.80 0.272 1.22 A EL 49.25
TNT7B 42.000 --1.254 52.657 1.4 0.272 1.91 A EL 49.25 0.489 1.96 A EL 4.925 0.80 0.272 1.25 A EL 49.25
TNAGRIT4 43.000 --1.203 51.711 1.4 0.272 1.83 A EL 49.25 0.489 1.91 A EL 4.925 0.80 0.272 1.20 A EL 49.25
TNAGT5A 45.000 --1.139 51.236 1.4 0.272 1.73 A EL 49.25 0.489 1.87 A EL 4.925 0.80 0.272 1.14 A EL 49.25
TNAGT5B 45.000 3 1.129 50.805 1.4 0.272 1.72 A EL 49.25 0.489 1.82 A EL 4.925 0.80 0.272 1.13 A EL 49.25
1
2
3
LIMIT STATE
STRENGTH I
DC
1.25
1.00
1.50
1.00
DWgg
SERVICE III
NOTES:
#
1
2
3
* * SEE CHART FOR VEHICLE TYPE
LEGAL LOAD RATING * *
CONTROLLING LOAD RATING
LOAD FACTORS:
I
EL
ER
- INTERIOR GIRDER
- EXTERIOR LEFT GIRDER
- EXTERIOR RIGHT GIRDER

GIRDER LOCATION
DESIGN LOAD RATING (HL-93)
DESIGN LOAD RATING (HS-20)
DESIGN
LOAD
RATING
FACTORS
REQUIRED FOR DESIGN.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS

SERVICE III LIMIT STATES.
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
LRFR SUMMARY STANDARD
(NON-INTERSTATE TRAFFIC)
90° SKEW
100' BOX BEAM UNIT
LRFR SUMMARY FOR
S-4
ASSEMBLED BY :
CHECKED BY :
DATE :
DATE :
DRAWN BY : TMG 11/11
CHECKED BY : AAC 11/11
D. H. CARTER
M. T. NEIHEISEL
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:41 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0340 401_015_17BP.8.R.124_SMU_LR_S04_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
*
``VERTICAL CONCRETE BARRIER RAIL SECTION'' DETAIL.
THE PROFILE OF THE GUTTERLINE. FOR RAIL HEIGHT DETAILS AND ASPHALT THICKNESS, SEE THE
BARRIER RAIL AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE BARRIER RAIL FOLLOWS
THE MAXIMUM BARRIER RAIL HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT OF THE
TYPICAL SECTION
THROUGH VOIDS
HALF SECTION
AT INTERMEDIATE DIAPHRAGMS
HALF SECTION
NOTES
INCLUDED IN THE PRICE BID FOR THE PRECAST UNITS.
THE COST OF THE PERMITTED THREADED INSERTS SHALL BE
CONTRACTOR IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
THE PERMITTED THREADED INSERTS SHALL BE GROUTED BY THE
MAY BE USED AS AN ALTERNATE.
STANDARD SPECIFICATIONS. STAINLESS STEEL THREADED INSERTS
AND GALVANIZED IN ACCORDANCE WITH SECTION 1076 OF THE
SHALL BE SIZED BY THE CONTRACTOR, SPACED AT 4'-0" CENTERS
THE PERMITTED THREADED INSERTS IN THE EXTERIOR UNITS
DURING CONSTRUCTION.
FOR THE CONTRACTOR TO ATTACH FALSEWORK AND FORMWORK
THE PERMITTED THREADED INSERTS ARE DETAILED AS AN OPTION
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
TRANSVERSE REINFORCING STEEL.
WHERE NECESSARY TO CLEAR PRESTRESSING STRANDS OR
THE LOCATION OF THE VOID DRAINS MAY BE SHIFTED SLIGHTLY
THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH.
IN LENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR
AT MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAN 20 FEET
EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS REQUIRED
LOCATED AT EACH THIRD POINT BETWEEN BARRIER RAIL
SPECIFICATIONS. A VERTICAL CONTRACTION JOINT SHALL BE
IN ACCORDANCE WITH ARTICLE 825-10(B) OF THE STANDARD
BE TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND
VERTICAL GROOVED CONTRACTION JOINTS, •'' IN DEPTH, SHALL
APPLY EPOXY PROTECTIVE COATING TO BOX BEAM UNIT ENDS.
BEAM UNIT ENDS.
PRESTRESSING STRANDS SHALL BE CUT FLUSH WITH THE BOX
SHALL BE EPOXY COATED.
ALL REINFORCING STEEL IN VERTICAL CONCRETE BARRIER RAILS
A COMPRESSIVE STRENGTH OF NOT LESS THAN 5,500 PSI.
BEAM UNIT SHALL BE DONE WHEN THE CONCRETE HAS REACHED
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE BOX
SPECIFICATIONS.
TYPE M BOND BREAKER. SEE SECTION 1028 OF THE STANDARD
THE BACKER RODS SHALL CONFORM TO THE REQUIREMENTS OF
SHALL BE FILLED WITH NON-SHRINK GROUT.
THE 2•" ~ DOWEL HOLES AT FIXED ENDS OF BOX BEAM SECTIONS
THE TENSIONING OF THE STRANDS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER
IS NOT ALLOWED.
FLAME CUTTING OF THE TRANSVERSE POST-TENSIONING STRAND
PRICE BID FOR PRESTRESSED CONCRETE BOX BEAMS.
SHALL BE GRADE 60 AND SHALL BE INCLUDED IN THE UNIT
ALL REINFORCING STEEL CAST WITH THE BOX BEAM SECTIONS
ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
EXCEPT FOR SAMPLING REQUIREMENTS WHICH SHALL BE IN
GRADE 270 STRANDS AND SHALL CONFORM TO AASHTO M203
ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION
FIXED END
SECTION AT END BENT
SHEET FOR DETAILS
APPROACH SLAB''
SEE ``BRIDGE
9''2'-3''1'-0''1'-3''(SEE NOTES)
2•'' • DOWEL HOLES
& #8 DOWELS
À BEARING
SHEETS FOR DETAILS
SEE ``END BENT''
PREVENT BOND.
ROOFING FELT TO
2 LAYERS OF 30 LB.
BEARING PAD
ELASTOMERIC
VOID
BOX BEAM
SURFACE
WEARING
ASPHALT
1•"
2" ~ BACKER ROD
OPENING
FIXED END
SECTION AT END BENT
SHEET FOR DETAILS
APPROACH SLAB''
SEE ``BRIDGE
9''2'-3''1'-0''1'-3''(SEE NOTES)
2•'' • DOWEL HOLES
& #8 DOWELS
À BEARING
SHEETS FOR DETAILS
SEE ``END BENT''
PREVENT BOND.
ROOFING FELT TO
2 LAYERS OF 30 LB.
BEARING PAD
ELASTOMERIC
VOID
BOX BEAM
SURFACE
WEARING
ASPHALT
1•"
2" ~ BACKER ROD
OPENING
4"THREADED INSERT DETAIL
BY CONTRACTOR.
DETERMINED
RECESSED …". SIZE TO BE
EXTERIOR UNIT AND
CAST IN OUTSIDE FACE OF
PERMITTED THREADED INSERT
33'-0"
-L-
1'-0"30'-10" (CLEAR ROADWAY)1'-0"1"
GRADE POINT
0.02
0.02
(SEE ROADWAY PLANS)
ASPHALT WEARING SURFACE
@ { BRG.3'-9•"(TYP.)3'-3"*
(TYP.)
3'-0"POST-TENSIONING STRANDS
L.R. TRANSVERSE
2•" ~ HOLES FOR 0.6" ~
FINAL TENSIONING OF TRANSVERSE STRANDS
ALL ERECTION HAS BEEN COMPLETED AND AFTER
SHEAR KEYS TO BE FILLED WITH GROUT AFTER
CONCRETE BARRIER RAIL SECTION''
FOR DETAILS SEE ``VERTICAL
VERTICAL CONCRETE BARRIER RAIL (TYP.)
(TYP.)
CONST. JT.
1"
16'-6"16'-6"
11 PRESTRESSED CONCRETE BOX BEAM UNITS = 33'-0"
15'-5"15'-5"
S-5
SHEET 1 OF 5
MAA/TMGREV. 10/15
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : DGE 8/11
CHECKED BY : TMG 11/11
D. H. CARTER
M. T. NEIHEISEL
3•" @ { BRG. *
3•" @ { BRG. * 3•" @ { BRG. *
BOX BEAM UNIT
PRESTRESSED CONCRETE
3'-0" X 3'-3"
STANDARD
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:46 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0500 401_020_17BP.8.R.124_SMU_TS_S05_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
5•"
5•"
(TYP.)
90°-00'-00"
-L-
9" TO {
BRG. (TYP.)
100'-0" BOX BEAM UNIT LENGTH
FIX.FIX.
STRANDS (TYP.)
L. R. TRANSVERSE POST-TENSIONING
{ 2•" ~ HOLES FOR 0.6" ~
11"
(TYP.)
BOX BEAM UNIT)
VOID (TYP. EA.
2'-2" X 2'-3•"1"1'-0"BARRIER RAIL (TYP.)VERTICAL CONCRETE(TYP.)
(TYP.)
CONCRETE BARRIER RAIL
12-#5 B12 IN VERTICAL
(TYP.)
MAT'L. IN RAIL
{ •'' EXP. JT.
GUTTERLINE

(TYP.)
CONCRETE BARRIER RAIL
12-#5 B12 IN VERTICAL
(TYP.)
MAT'L. IN RAIL
{ •'' EXP. JT.
(TYP.)
(TYP.)
#5 S6
&
#5 S5
#5 S6
&
#5 S5
6"6"
PLAN OF UNIT
8'-0"8'-0"21'-0"21'-0"21'-0"21'-0"30'-10" (CLEAR ROADWAY)11 PRESTRESSED CONCRETE BOX BEAM UNITS = 33'-0"7•"7•"
CONCRETE BARRIER RAIL)
8-#5 S6 @ 6" CTS. (TYP. EA. VERTICAL CONCRETE BARRIER RAIL)
8-#5 S6 @ 6" CTS. (TYP. EA. VERTICAL
122-#5 S5 @ 9" CTS. (TYP. EA. VERTICAL CONCRETE BARRIER RAIL AND EA. EXTERIOR BOX BEAM UNIT)
EA. EXTERIOR BOX BEAM UNIT)
CONCRETE BARRIER RAIL AND
8-#5 S5 @ 6" CTS. (TYP. EA. VERTICAL
EA. EXTERIOR BOX BEAM UNIT)
CONCRETE BARRIER RAIL AND
8-#5 S5 @ 6" CTS. (TYP. EA. VERTICAL
122-#5 S6 @ 9" CTS. (TYP. EA. VERTICAL CONCRETE BARRIER RAIL)
GUTTERLINE
VIEW FOR LOCATION) (TYP.)
(2'-2" SPLICE) (SEE BOX BEAM SECTION
6-#5 B6 IN BOX BEAM (2 BAR RUNS)
25'-1"24'-11"24'-11"25'-1"
2'-0"5'-6•"5'-6•"2'-0"
8'-0"21'-0"8'-0"
(TYP.)
VOIDS
(TYP.)
TRANSVERSE POST-TENSIONING STRANDS
{ 2•" ~ HOLES FOR 0.6" ~ L. R.
5•"
(TYP.)
5•"
(TYP.)
(TYP.)
11"
BOX BEAM UNIT)
VOID (TYP. EA.
2'-2" X 2'-3•"
DIAPHRAGM AND VOID LAYOUT
20'-1"20'-1"20'-1"20'-1"
21'-0"21'-0"21'-0"
100'-0"
STANDARD
90° SKEW
30'-10" CLEAR ROADWAY
PLAN OF 100' UNIT
S-6
SHEET 2 OF 5
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : DGE 8/10
CHECKED BY : TMG 11/11
MAA/TMGREV. 8/14
D. H. CARTER
M. T. NEIHEISEL
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:52 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0520 401_025_17BP.8.R.124_SMU_S1_S06_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
END ELEVATION

INTERIOR BOX BEAM SECTION
( STRAND LAYOUT NOT SHOWN)STRAND LAYOUT NOT SHOWN.)
SECTION SIMILAR EXCEPT SHEAR KEY LOCATION.
(INTERIOR BOX BEAM SECTION SHOWN-EXTERIOR
AND LOCATION OF DOWEL HOLES.
SHOWING PLACEMENT OF #5 & #4 ``A'' BARS
STRAND LAYOUT
0.6" ~ LOW RELAXATION
4" 7-#4 A2 3"
DOWEL HOLES
{ OF 2•'' ~ 7" 7"
2•" CL.

CHAMFER (TYP.)
3" X 3" 2'-3•"
2'-2"
3"

3"

5"
6" 3'-3" 5•" 1" CL. #4 S2
#4 S4
#4 S1
3'-0"

#4 S3
3•"1'-0"1'-0"1•" CL.CL.1‚" 2" CL.
5"
5"5" 8" 6" 6" 8"
4" 5-#5 A1 4"@ EQUAL SPACES BAR TYPES
ALL BAR DIMENSIONS ARE OUT TO OUT
BAR NUMBER SIZE TYPE WEIGHT WEIGHTLENGTH
INTERIOR UNITEXTERIOR UNIT
LENGTH
S1
S2
S5*
REINFORCING STEEL LBS.
LBS.
CU. YDS.
No.
STR
3
3
#4
#4
#4
BILL OF MATERIAL FOR ONE BOX BEAM SECTION
A1
A2
S3
S4
#5 5
0.6" • L.R. STRANDS
#4
#4 4
3
2
10
#5
* EPOXY COATED REINF. STEEL
LBS.
CU. YDS.
No.
1 7'-2"7'-2"
4'-10"4'-10"
8'-6"8'-6"
5'-8"5'-8"
5'-10"5'-10"
----
#5
5'-7"5'-7"
75 75
K1
K2
6#4
#4
7'-2"7'-2"
2'-7"2'-7"STR
1'-6"
1'-6"1'-6"2'-8"
1'-2"
TYP.
4TYP.2 3'-6"
10"
1 TOP OF UNIT
THIS LEG AT TYP.

2'-8"
3
1'-6"3"3"4"1'-1"6"6"S1S2S32'-7"
6
4•"4•"2'-10"9"2'-11"2'-10"

EXTERIOR BOX BEAM SECTION
( STRAND LAYOUT NOT SHOWN) 2'-3•"
2'-2"

5"
6" 3'-3" 5•" 1" CL. #4 S2
#4 S4
#4 S1
#4 S3
5"
2" CL.
CHAMFER (TYP.)
3" X 3"
3'-0"
3…"
CL.
#5 S5
VOID
9" 7" 2'-0" 7"9''
DOWEL HOLE
{ 2•'' ~
7-#4 A24"4"5-#5 A1
3"
3"

6"

#4 S1, S2 & S3
4'-6''
#4 S3 & S4
#5 S5
VOID
9"
2'-0"
9''
7-#4 A2

3"
3"

6"

#4 S1, S2 & S3
4'-6''
#4 S3 & S4
#5 S5
1•" CL.
1•" CL.3'-0"(TYP. EA. END)121-#4 S3 @ 9'' CTS.
PLAN OF BOX BEAM
{ BOX BEAM
(TYP.)
90°-00'-00"(TYP.)(TYP.) 7 SPA. @ 6'' CTS. 7 SPA. @ 6'' CTS.
6" 6"
1'-0"
5
7"
TYPICAL STRAND LOCATION
DEBONDING LEGEND
32( STRANDS REQUIRED)

2'-2" 2"3" 3"
9 SPA. @
2'' CTS.
4''4''2''2''2'-3•"2 SPA @
2'' CTS.3"4"2'-2"3"3"
6''6''61-#4 S1 & S2 @ 1'-6'' CTS.
138-#5 S5 IN VERTICAL CONCRETE BARRIER RAIL AND EXTERIOR BOX BEAM UNIT
(SEE PLAN OF UNIT FOR DETAILS)
#5 B6
#5 B6
#5 B6
#5 B6
#5 B6
#5 B6
#5 B6
#5 B6
#5 B6 #5 B6
#5 B6#5 B6
60-#4 S4 @ 1'-6'' CTS.1'-4•"44 164 164
12 637 637
15 72 72
10 17 17
81 460 460
81 307 307
141 455 455
60 234 234
138 840
32 32
840
2421 2421
19.6 19.47500 P.S.I. CONCRETE
100'-0"
10-#4 S1, S2 & S3 10-#4 S1, S2 & S3 2'-6"1'-9"5'-10"
FULLY BONDED STRANDS
ARTICLE 1078-7.
BOX BEAM. SEE STANDARD SPECIFICATIONS
THE SPECIFIED LENGTH FROM EACH END OF THE
BOND SHALL BE BROKEN ON STRANDS AS SHOWN FOR
STRANDS DEBONDED FOR 4'-0" FROM END OF GIRDER
STRANDS DEBONDED FOR 12'-0" FROM END OF GIRDER
( SQUARE INCHES )
AREA
( LBS. PER STRAND )
ULTIMATE STRENGTH
( LBS. PER STRAND )
APPLIED PRESTRESS
0.217
58,600
0.6" • L.R.
GRADE 270 STRANDS
43,950
SHEAR KEY DETAIL
NOTE: OMIT SHEAR KEY ON OUTSIDE FACE
…''
ƒ''ƒ''6''6''…''OF EXTERIOR BOX BEAMS.
B6 50'-11"50'-11"
FOR REINFORCING STEEL IN DIAPHRAGMS, SEE ``DOUBLE DIAPHRAGM DETAILS''.
FOR THREADED INSERTS, SEE ``THREADED INSERT DETAIL''.
FOR LOCATION OF DIAPHRAGMS, SEE ``PLAN OF UNIT''.
EXTERIOR UNIT SHOWN, INTERIOR UNIT SIMILAR EXCEPT OMIT #5 S5 BARS.
STANDARD
BOX BEAM UNIT
PRESTRESSED CONCRETE
3'-0" X 3'-3"
S-7
SHEET 3 OF 5
D. H. CARTER
M. T. NEIHEISELCHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : DGE 11/11
CHECKED BY : TMG 11/11
MAA/TMGREV. 9/14
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:24:56 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0521 401_030_17BP.8.R.124_SMU_S2_S07_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017

2•" CL.#4 K2
{ DIAPHRAGM
2•" CL. 1'-0"1'-2" 9" 10"10"10"SIDE)
(EACH
#4 A2 1'-1" PART SECTION AT RECESS
DETAIL ``C''
SECTION A-A 1'-0"9"10"10" 1'-2"#4 A2
2•" CL.
5•"

5•" 1'-0"1'-2"SEE DETAIL ``C''
GROUT (TYP.)
NON-SHRINK
FILL RECESS WITH1'-1" 10"1'-1" 1'-2"1'-0" 1'-1"VOIDS NOT SHOWN

(TYP.)
1" CL.
5•"5•"
11"
SECTION D-D
#4 K1 2-#4 K2
VIEW Y-Y
SHOWING ELEVATION VIEW OF GROUTED RECESS 5"5•"6"(TYP.)
5" X 5" X †" }
1" MIN. CL.
(TYP.)
(TYP.)
STRAND VISE
5"5•"6" 5•"6" 5•"6"
6"
5•"
STRAND (TYP.)
POST-TENSIONING
FOR 0.6" ~
2•" ~ HOLE
(DIMENSIONS SHOWN ARE TYPICAL FOR EACH VOID)
SECTION B-B
VOID DRAIN DETAILS
10"10"
DRAIN
{ VOID
DOUBLE DIAPHRAGM DETAILS
OF EXTERIOR BOX BEAM
END OF POST-TENSIONED STRANDS
GROUTED RECESS DETAIL AT
X X
2•" ~ HOLE)
#4 K1 (CENTER ABOUT
STRAND
POST-TENSIONING
2•" ~ HOLE FOR 0.6" ~
PART PLAN10"10"(TYP.)(TYP.)6"
(TYP.)
DIAPHRAGM
VOID
B
B
VOID DRAIN
{ 1" ~
DRAIN
{ 1" ~ VOID
6"
(TYP.)
6"
(TYP.)
6"
(TYP.)
DRAIN
{ 1" ~ VOID
(TYP.)
DRAIN
VOID
VOID
#4 K28"10"10"8"3-#4 K1PLAN A
A
D D
11"
5•"5•"
3-#4 A2
3-#4 A2
NON-SHRINK GROUT
FILL RECESS WITH
5•"
EXTERIOR BOX BEAM
OUTSIDE FACE OF
‚"‚"
VISE
STRAND
5" X 5" X †" }
SECTION X-X
Y Y
STRAND
POST-TENSIONING
{ 0.6" ~ L.R. TRANSVERSE
1"6"5•"FINAL CAMBER
DEAD LOAD DEFLECTION AND CAMBER
CAMBER ( SLAB ALONE IN PLACE )
SUPERIMPOSED DEAD LOAD
DEFLECTION DUE TO
** INCLUDES FUTURE WEARING SURFACE
**
STRAND
0.6" • L.R.
SHOWING PLAN VIEW OF GROUTED RECESS
STRAND (TYP.)
POST-TENSIONING
0.6" ~ L.R. TRANSVERSE
STRANDS
POST-TENSIONING
{ 2•" ~ HOLES FOR
3'-0" x 3'-3"
95' & 100' BOX BEAM UNIT (NC & SE)
#4 ``S'' BARS NOT SHOWN. #4 ``S'' BARS MAY BE SHIFTED SLIGHTLY TO CLEAR 2•" ~ HOLE.
STRAND
POST-TENSIONING
0.6" ~ L.R. TRANSVERSE
{ 2•" ~ HOLE FOR
2"
‡"
1„"
STANDARD
S-8
SHEET 4 OF 5
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : DGE 11/11
CHECKED BY : TMG 11/11
MAA/TMGREV. 8/14
D. H. CARTER
M. T. NEIHEISEL
BOX BEAM UNIT
PRESTRESSED CONCRETE
3'-0" X 3'-3"
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:02 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0522 401_035_17BP.8.R.124_SMU_S3_S08_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
À BEARING PAD
À 1‚'' • HOLES
4•"5•"4•"1'-10"2'-9"9"5•"1"- TYPE II -
BEARING PAD

BAR TYPE
BAR DIMENSIONS ARE OUT TO OUT3'-4"6"
7ƒ"
1
FIXED END
ELASTOMERIC BEARING DETAILS
ELASTOMER IN ALL BEARINGS SHALL BE 60 DUROMETER HARDNESS.
VERTICAL CONCRETE BARRIER RAIL DETAILS
10"
1'-0"
1"1"
CONST. JT.
2'-0"7"7"6"
SIDE VIEWEND VIEW
``B'' BARS
FIELD BEND 6" CTS.
& S6 @
#5 S5
4-#5 S5 #5 S5 & S6
(TYP.)
#5 S5
#5 S6
FIELD CUT
#5 S6
#5 S6
CUT
FIELD
FIELD CUT
6" CTS.
& S6 @
END OF RAIL DETAILS
WHEN SLIP FORM IS USED)
(NOTE: OMIT EXP. JT. MAT'L.
PLACE WITH GALVANIZED NAILS.
À •" EXP. JT. MAT'L HELD IN
ELEVATION AT EXPANSION JOINTS
3-#5 S5
#5 ``B'' BARS
1"
2" CL.
3…"
SECTION THRU RAIL3'-9•"@ { BRG.@ MIDSPANRAIL HEIGHT'' TABLE)ASPHALT THICKNESS &VARIES (SEE ``GUTTERLINE1'-4•"3'-6"SLOPED FACE2"
(TYP.)VARIESFACEVERTICAL1'-0"
10"1"1"
#5 S5
#5 S610"7•"9"6"6"3"12-#5 ``B'' BARSCHAMFER
CHAMFER
ƒ"
ƒ"
CONST. JT.
S
S
SECTION S-S 6"2•"
2"
2•"
2•"
WHEN SLIP FORM IS USED)
(THIS IS TO BE USED ONLY
AT DAM IN OPEN JOINT
EXTERIOR B.B.
TOTAL
LENGTH LENGTH
TOTAL
2 200'-0"
9 900'-0"
11 1100'-0"
BOX BEAM UNITS REQUIRED
100'-0"
100'-0"INTERIOR B.B.
NUMBER
(TYPE II - 22 REQ'D)
BAR SIZE TYPE LENGTH WEIGHT
CLASS AA CONCRETE
LBS.
CU.YDS.
* EPOXY COATED REINFORCING STEEL
*#5
*#5 STR
LN. FT.
BARS PER PAIR OF EXTERIOR UNITS
TOTAL VERTICAL CONCRETE BARRIER RAIL
2461
7'-2"2063
4524
S6
200.0
BILL OF MATERIAL FOR VERTICAL CONCRETE BARRIER RAIL
96
276
24'-7"B12
1
100' UNIT
25.9
STANDARD
BOX BEAM UNIT
PRESTRESSED CONCRETE
3'-0" X 3'-3"
S-9CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : DGE 10/11
CHECKED BY : TMG 11/11
MAA/TMGREV. 4/15
D. H. CARTER
M. T. NEIHEISEL
SHEET 5 OF 5
SEP 2017
SEP 2017
GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHT
@ MID-SPAN
ASPHALT OVERLAY THICKNESS
@ MID-SPAN
RAIL HEIGHT
2…"3'-8…''100' UNITS
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:06 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0600 401_040_17BP.8.R.124_SMU_BR_S09_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
PLAN
À GUARDRAIL
ANCHOR ASSEMBLY
1'-6"À 1ˆ" ~ HOLES (TYP.)
‚" HOLD-DOWN }3•"3Ž"3Ž"3•"11"
4"4"
ANCHOR ASSEMBLY
À GUARDRAIL
4''
4''
E
E
FOR LOCATION OF GUARDRAIL ANCHOR
ANCHOR ASSEMBLY
À GUARDRAIL
FINISH GRADE
ASSEMBLY, SEE ``PLAN'' BELOW
ELEVATION1'-11''FILL FACE
NOTES
TO THE SATISFACTION OF THE ENGINEER.
WILL NOT BE PERMITTED. ANY CONCRETE DAMAGED BY THIS WORK SHALL BE REPAIRED
THE 1 ‚'' ~ HOLES SHALL BE FORMED OR DRILLED WITH A CORE BIT. IMPACT TOOLS
CONCRETE BARRIER RAIL TO CLEAR ASSEMBLY BOLTS.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE VERTICAL
CONTRACT PRICE BID FOR VERTICAL CONCRETE BARRIER RAIL.
THE COST OF THE GUARDRAIL ANCHOR ASSEMBLY SHALL BE INCLUDED IN THE UNIT
SHARP POINTED TOOL.
AFTER INSTALLATION, THE EXPOSED THREAD OF THE BOLT SHALL BE BURRED WITH A
ATTACHMENT, SEE SKETCH.
GUARDRAIL IS TO BE ATTACHED TO THE END OF BARRIER RAIL. FOR POINTS OF
THE GUARDRAIL ANCHOR ASSEMBLY IS REQUIRED AT ALL POINTS WHERE APPROACH
THE ENGINEER.)
REQUIREMENTS OF ASTM A307. THE USE OF THIS ALTERNATE SHALL BE APPROVED BY
NUTS AND WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL
AND WASHERS MAY BE USED AS AN ALTERNATE FOR THE ‡'' ~ GALVANIZED BOLTS,
BE GALVANIZED. (AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS, NUTS
CONFORM TO THE REQUIREMENTS OF AASHTO M291. BOLTS, NUTS AND WASHERS SHALL
BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
WITH AASHTO M111.
FABRICATION, THE HOLD-DOWN PLATE SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE
THE HOLD-DOWN PLATE SHALL CONFORM TO AASHTO M270 GRADE 36. AFTER
7 - ‡'' ~ BOLTS WITH NUTS AND WASHERS.
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A ‚'' HOLD DOWN PLATE AND
END BENT #1 SHOWN, END BENT #2 SIMILAR.
PLAN
ANCHORS FOR GUARDRAIL
LOCATION OF
1'-10"
4"
4"
4"
4"
1'-10"
ANCHOR ASSEMBLY
{ GUARDRAIL
ANCHOR ASSEMBLY
{ GUARDRAIL
FILL FACE
GUARDRAIL ANCHOR ASSEMBLY DETAILS
SECTION E-E
ASSEMBLY
ANCHOR
À GUARDRAIL
‚" HOLD-DOWN }
WASHERS (TYP.)
WITH ROUND
{ ‡" ~ X 1'-2" BOLT
3•"3Ž"3Ž"3•" 1'-11"(TYP.)
1‚" ~ HOLE
*DENOTES GUARDRAIL ANCHOR ASSEMBLY
POINTS OF ATTACHMENT
SKETCH SHOWING
*
*
*
*
{ -L-
END BENT 1
FILL FACE @
END BENT 2
FILL FACE @
STANDARD
BARRIER RAIL
FOR VERTICAL CONCRETE
DETAILS
GUARDRAIL ANCHORAGE
S-10CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : MAA 5/10
CHECKED BY : GM 5/10
REV. 1/15 MAA/TMG
MAA/GM
MAA/GM
REV. 12/5/11
REV. 6/13
D. H. CARTER
M. T. NEIHEISEL
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:11 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\0601 401_045_17BP.8.R.124_SMU_GR_S10_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
1'-0"2'-9"W1
(TYP.)(TYP.)1'-9"(TYP.)(TYP.)(TYP.)
1'-3"
FILL FACE
1'-0"
W2
11"
(TYP.)(TYP.)
1'-10"1'-2"11"
90°-00'-00"1'-4•" TO{ PILES& DOWELSTO { BRG. 1'-10•"39'-0"
-L-
19'-6"19'-6"
PLAN
CONCRETE COLLARS
PART OF WINGS &
CAP, LOWER
POUR #1
PART OF WINGS
BACKWALL & UPPER
POUR #2
#4 K1 (TYP.)
(LEVEL)
TOP OF WING
(TYP.)1'-0"(10 REQ'D)
OVER PILES @ 4'-0" CTS.
#4 B3 UNDER #4 B2
2'-0" MIN.
EMBEDMENT
(TYP.)
4-#4 S3
(TYP. EA. PILE)
A
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
#4 K2 (EACH FACE)4'-0"(TYP.)1'-0"TOP OF WING
(LEVEL)
4-#9 B1
(TYP.)
8"
(TYP.)
8"
(TYP. EACH BAY)
@ 8" CTS.
8-#4 S1 & S2
(TYP. EACH END)
#4 S1 & #4 S2
(TYP.)
8"
6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"
3" HIGH BEAM BOLSTER
@ 5'-0" CTS.
A
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
#4 B2 (EACH FACE)
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
(OVER PILES)
4-#4 B2
1
{ HP 12 X 53 STEEL PILES
{ HP 12 X 53 STEEL BRACE PILES
2 3 4 5 6 7
SEE DETAIL ``A''
(SHEET 4 OF 4)BACKWALL1'-0"16'-9"15'-0"17-#4 V2 @ 1'-0" CTS. (EA. FACE)16-#4 V2 @ 1'-0" CTS. (EA. FACE)
17-#4 U1 @ 1'-0" CTS.16-#4 U1 @ 1'-0" CTS.
WORKLINE
(TYP.)
CONST. JT.
2'-4"2'-4"16'-2"16'-2"
MAT'L. (TYP.)
1" EXP. JT.
ELEVATION
SEE ``CORROSION PROTECTION FOR STEEL PILES DETAIL'', SHEET 4 OF 4.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
FOR SECTION A-A, SEE SHEET 4 OF 4.
WINGS NOT SHOWN FOR CLARITY.
1
2
3
4
5
ELEVATIONS
TOP OF PILE
6
7
NOTES
FOR WING DETAILS, SEE SHEET 3 OF 4.
FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4.
CAST IF SLIP FORMING IS USED.
VERTICAL CONCRETE BARRIER RAIL IS
THE WING SHALL BE POURED AFTER THE
THE CONCRETE IN THE SHADED AREA OF
NECESSARY TO CLEAR DOWELS.
STIRRUPS IN CAP MAY BE SHIFTED AS
SUBSTRUCTURE
END BENT No. 1
-2.0% SLOPE
S-11
SHEET 1 OF 4
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : WJH 12/11
CHECKED BY : AAC 12/11
REV. 4/15 MAA/TMG
D. H. CARTER
M. T. NEIHEISEL
W.P. #1
EL. 437.63
EL. 433.54
EL. 435.74
& WING
BOTTOM OF CAP
EL. 429.54
EL. 436.06
EL. 436.38
EL. 438.24
EL. 434.32
& WING
BOTTOM OF CAP
EL. 430.32
431.57
431.69
431.81
431.93
432.05
432.17
432.29
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:16 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1100 401_050_17BP.8.R.124_SMU_E01_S11_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
#4 K1 (TYP.)
(LEVEL)
TOP OF WING
(TYP.)1'-0"(10 REQ'D)
OVER PILES @ 4'-0" CTS.
#4 B3 UNDER #4 B2
2'-0" MIN.
EMBEDMENT
(TYP.)
4-#4 S3
(TYP. EA. PILE)
A
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
#4 K2 (EACH FACE)4'-0"(TYP.)1'-0"TOP OF WING
(LEVEL)
4-#9 B1
(TYP.)
8"
(TYP.)
8"
(TYP. EACH BAY)
@ 8" CTS.
8-#4 S1 & S2
(TYP. EACH END)
#4 S1 & #4 S2
(TYP.)
8"
6'-0"6'-0"6'-0"6'-0"6'-0"6'-0"
3" HIGH BEAM BOLSTER
@ 5'-0" CTS.
A
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
#4 B2 (EACH FACE)
(2'-5" MIN. SPLICE)
(2 BAR RUNS)
(OVER PILES)
4-#4 B2
1
{ HP 12 X 53 STEEL PILES
{ HP 12 X 53 STEEL BRACE PILES
2 3 4 5 6 7
CONCRETE COLLARS
PART OF WINGS &
CAP, LOWER
POUR #1
PART OF WINGS
BACKWALL & UPPER
POUR #2
PLAN
1'-0"2'-9"W2(TYP.)(TYP.)1'-9"(TYP.)(TYP.)39'-0"
(TYP.)
1'-3"
1'-0"
-L-
19'-6"19'-6"& DOWELSTO { BRG. 1'-10•"1'-4•" TO{ PILES90°-00'-00"
11"11"
(TYP.)(TYP.)
1'-10"1'-2"
(SHEET 4 OF 4)
SEE DETAIL ``A''
FILL FACE
BACKWALL1'-0"15'-0"16'-9"17-#4 V2 @ 1'-0" CTS. (EA. FACE)16-#4 V2 @ 1'-0" CTS. (EA. FACE)
17-#4 U1 @ 1'-0" CTS.16-#4 U1 @ 1'-0" CTS.
WORKLINE
W1
(TYP.)
CONST. JT.
2'-4"2'-4"16'-2"16'-2"
MAT'L. (TYP.)
1" EXP. JT.
ELEVATION
SEE ``CORROSION PROTECTION FOR STEEL PILES DETAIL'', SHEET 4 OF 4.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY.
FOR SECTION A-A, SEE SHEET 4 OF 4.
WINGS NOT SHOWN FOR CLARITY.
1
2
3
4
5
ELEVATIONS
TOP OF PILE
6
7
NOTES
FOR WING DETAILS, SEE SHEET 3 OF 4.
FOR PILE SPLICE DETAILS, SEE SHEET 4 OF 4.
CAST IF SLIP FORMING IS USED.
VERTICAL CONCRETE BARRIER RAIL IS
THE WING SHALL BE POURED AFTER THE
THE CONCRETE IN THE SHADED AREA OF
NECESSARY TO CLEAR DOWELS.
STIRRUPS IN CAP MAY BE SHIFTED AS
END BENT No. 2
SUBSTRUCTURE
-2.0% SLOPE
S-12
SHEET 2 OF 4
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : WJH 12/11
CHECKED BY : AAC 12/11
REV. 4/15 MAA/TMG
D. H. CARTER
M. T. NEIHEISEL
W.P. #2
EL. 435.91
& WING
BOTTOM OF CAP
EL. 427.92
EL. 431.92
EL. 434.12 EL. 434.44
EL. 434.76
EL. 436.52
EL. 432.70
& WING
BOTTOM OF CAP
EL. 428.70
429.95
430.07
430.19
430.31
430.43
430.55
430.67
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:22 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1101 401_055_17BP.8.R.124_SMU_E02_S12_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
3"10-#4 V12" CL. 2" CL.FACE
FILL
2 SPA. @SPA. AS SHOWN(EA. FACE)10" CTS.PLAN OF WING W1
2" CL. 2" CL.1'-9"2 SPA. @SPA. AS SHOWN1'-0"
#4 K1
15'-0"
16'-9"
15'-0"
16'-9"
14-#4 V1 @ 1'-0" CTS. (EA. FACE)10-#4 V114-#4 V1 @ 1'-0" CTS. (EA. FACE)
2'-9"
1'-9"
(TYP.)1'-0"2" CL.2" CL.3"
2'-9"
1'-9"1'-0"
2" CL.
(TYP.)
#4 K1
1'-9"
FACE
FILL
2" CL.(EA. FACE)10" CTS.PLAN OF WING W21'-0"2" CL.2" CL.3"POUR #1POUR #2TOP OF WING
CONST. JT.
#4 V1 BARS (EA. FACE)
(SPACED AS SHOWN ABOVE)
(LEVEL)16-#6 H1 (EACH FACE)3"3" HIGH B.B.
@ 5'-0" CTS.
BOTTOM OF WING
(LEVEL)7 SPA. @6" CTS.#4 K1 (EA. FACE)
ELEVATION OF WING W1 ELEVATION OF WING W2 POUR #1POUR #216-#6 H1 (EACH FACE)3"BOTTOM OF WING
(LEVEL)
3"
TOP OF WING
(LEVEL)
#4 V1 BARS (EA. FACE)
(SPACED AS SHOWN ABOVE)
#4 K1 (EA. FACE)7 SPA. @6" CTS.X
X 3" HIGH B.B.
@ 5'-0" CTS.
CONST. JT.
Y
Y
#6 H1 #6 H1
7 SPA. @6" CTS.7 SPA. @6" CTS.8"8"8"8"3'-4"2'-4"2'-4"3'-4"MAT'L
1" EXP. JT.MAT'L
1" EXP. JT.
WING DETAILS
SECTION X-X
#4 V13"3" HIGH B.B.
FILL FACE
1'-0"
2" CL.2" CL.16-#6 H1 (EACH FACE)#4 V1
CONST. JT.3"3" HIGH B.B.
1'-0"
2" CL.2" CL.16-#6 H1 (EACH FACE)7 SPA. @6" CTS.SECTION Y-Y
FACE
FILL7 SPA. @6" CTS.7 SPA. @6" CTS.7 SPA. @6" CTS.CONST. JT.
SUBSTRUCTURE
WING DETAILS
END BENT
S-13
SHEET 3 OF 4
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
CHECKED BY : AAC 12/11
DRAWN BY : WJH 12/11 REV. 4/15 MAA/TMG
D. H. CARTER
M. T. NEIHEISEL
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:27 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1102 401_060_17BP.8.R.124_SMU_E03_S13_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
3
5
1HK.HK.HK.1'-3'' LAP
HK.HK.
4
BAR TYPES
1'-3"1'-3"
4•"4•"4•"8"1'-8" ~
2'-5"
2'-5"
2
14'-8"
ALL BAR DIMENSIONS ARE OUT TO OUT.
HP 12 X 53 STEEL PILES
END BENT No. 1
HP 12 X 53 STEEL PILES
END BENT No. 2
38'-6"3'-7•"BILL OF MATERIAL
POUR #1
POUR #2
TOTAL CLASS A CONCRETE
OF WINGS & COLLARS
CAP, LOWER PART
4610 LBS.
21.3 C.Y.
7.7 C.Y.
29.0 C.Y.
(FOR ONE END BENT)
REINFORCING STEEL
(FOR ONE END BENT)
CLASS A CONCRETE BREAKDOWN
FOR ONE END BENT
BAR
B1
NO.
8
SIZE
#9
TYPE
1
LENGTH
41'-0"
WEIGHT
1115
B2 28 #4 STR 385
B3 10 #4 STR 2'-5"16
D1 22 #8 STR 2'-3"
H1 64 #6 2
K1 12 #4 STR 2'-11"23
S1 50 #4 3 10'-5"348
S2 50 #4 4 3'-2"
S3 28 #4 5 6'-6"
V1 76 #4 STR 7'-8"389
15'-4"
20'-7"
1474
V2 66 #4 STR 5'-9"254
U1 33 #4 3'-8"6
132
K2 12 #4 STR 20'-7"165
81
PART OF WINGS
BACKWALL & UPPER
106
122
1'-6"6
8"
HP 12 X 53 STEEL PILES
SETUP FOR
PILE DRIVING EQUIPMENT
HP 12 X 53 STEEL PILES
SETUP FOR
PILE DRIVING EQUIPMENT
NO: 7 NO: 7
NO: 7NO: 7
DETAILS
END BENT No. 1 & 2
SUBSTRUCTURE
45
60
4560
POSITION OF PILE DURING WELDING.
DETAIL B
0'' TO „''
0'' TO „''0'' TO „''0'' TO „''PILE SPLICE DETAILS+10°-0°10°
0°
BACK GOUGE
BACK GOUGE
DETAIL A
DETAIL B
DETAIL A
PILE VERTICAL
OR VERTICAL
PILE HORIZONTAL
SHEET 4 OF 4
S-14
BAGGED STONE SHALL REMAIN IN PLACE UNTIL THE ENGINEER DIRECTS THAT
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
BAGGED STONE AND PIPE SHALL BE PLACED IMMEDIATELY AFTER COMPLETION
PIPE WILL NOT BE ALLOWED.
IT BE REMOVED. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF SILT
OF END BENT EXCAVATION. PIPE MAY BE EITHER CONCRETE, CORRUGATED
STEEL, CORRUGATED ALUMINUM ALLOY, OR CORRUGATED PLASTIC. PERFORATED
FOR DRAINAGE
MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF #78M STONE.
BAGS SHALL BE OF POROUS
TOE OF SLOPE
6" ( MIN.) PIPE FABRIC, SECURELY TIED.
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : WJH 12/11
CHECKED BY : AAC 12/11
REV. 4/17 MAA/THC
D. H. CARTER
M. T. NEIHEISEL
NOT IN SOIL
PILE EXCAVATION
IN SOIL
PILE EXCAVATION
LIN. FT. = 28
LIN. FT. = 42
LIN. FT.= 105
NOT IN SOIL
PILE EXCAVATION
IN SOIL
PILE EXCAVATION
LIN. FT. = NONE
LIN. FT. = NONE
LIN. FT.= 140
(TYP. EACH PILE)
PLAN
COLLAR
CONCRETE
BOTTOM OF CAP
ELEVATION
CONCRETE COLLARS
{ PILES &1'-4•"1'-6"2'-0"
STEEL PILE
{ HP 12 X 53
FILL FACE
2'-0" ~ CONCRETE COLLAR
CORROSION PROTECTION FOR STEEL PILES DETAIL
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
{ BEARING
FILL FACE
DETAIL ``A''
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
11"11"
1'-10"
(TYP.)
1'-3" ABOVE CAP
TO PROJECT
#8 D1 DOWELS1'-4•"1'-4•"
2'-9"4•"4•"9"1'-10•"PAD (TYPE II) (TYP.)
ELASTOMERIC BRG.
1" X 9" X 2'-9"
{ BOX BEAM
SEP 2017
SEP 2017
SECTION A-A
SEE ``CORROSION PROTECTION FOR STEEL PILES DETAIL.'')
(CONCRETE COLLAR NOT SHOWN FOR CLARITY.
2'-9"
12
3
{ HP 12 X 53
STEEL BRACE PILE 4'-0"2'-3"2'-0"#4 S2
4-#9 B1
2-#9 B1
2-#9 B1
#4 S1
1'-2"11"{ HP 12 X 53
STEEL PILE
#4 B3
3" HIGH B.B.
8"2" CL. (TYP.)8"
8"
#4 S3
OVER PILES
4-#4 B2 @ 4" CTS.
1'-4•"1'-4•"
{ #8 D1 DOWEL
4 SPA. @ 7"1'-10•"1'-3"CONST. JT.
#4 U1
#4 V2
2" CL.
11"
FILL FACE
1'-0"2'-1•"6"5"6"6"10•"10•"EA. FACE
1-#4 B2
EA. FACE
1-#4 K2
GRADE TO DRAIN
STEEL PILE POINTS STEEL PILE POINTS
NO: 7 NO: 7
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:32 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1103 401_065_17BP.8.R.124_SMU_E04_S14_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
STA. 14+53.13 -L-
W.P. #2
FILL FACE @ END BENT 2 W.P. #1
FILL FACE @ END BENT 1
STA. 13+50.88 -L-
90°00'00"
(TYP.)
S-15
RIP RAP DETAILS
C
C
C
C
RIP RAP
CLASS II
FILL FACE
EARTH BERM
1'-0" MIN.
NORMAL TO CAP NORMAL TO CAP
EARTH BERM
1'-0" MIN.
RIP RAP
CLASS II
SHOULDER LINE
SHOULDER LINE
FILL FACE19'-6"19'-6"2:11ƒ":12:12:12:11ƒ:11•:1
1•:11ƒ:11•:1
1•:1 1ƒ:1
END BENT 1 END BENT 2
EL. 430.54
EL. 428.92 STA. 14+64.00 -L-STA. 13+40.00 -L-RIP RAP BERM
1'-7" MIN.
RIP RAP BERM
1'-7" MIN.
NORMAL TO CAP NORMAL TO CAP
C
C
FRONT SLOPE LINE
C
C
{ -L-19'-6"19'-6" SQUARE YARDSTONS
ESTIMATED QUANTITIES
(2'-0" THICK)
CLASS II
RIP RAP
END BENT 1
END BENT 2
FOR DRAINAGE
GEOTEXTILE
STA. 14+02.00 -L-
BRIDGE @
161
187
178
207
SHOULDER LINE
SHOULDER LINE
SECTION H-H MIN.3'-6"GEOTEXTILE
GROUND LINE
2'-0"SLOPE 1•: 1
1'-0"2'-0"

NORMAL TO CAP
EARTH BERM
1'-0" MIN.
NORMAL TO CAP
RIP RAP BERM
1'-7" MIN.
END BENT 1: EL. 430.54 (LT) & EL. 431.32 (RT)
END BENT 2: EL. 428.92 (LT) & EL. 429.70 (RT)
SHOULDER LINE
EL. 431.32 EL. 429.70
1'-0"2'-0"

SLOPE 1•: 1
2'-0"BERM RIP RAPPED
{ SECTION
NORMAL TO CAP
RIP RAP BERM
1'-7" MIN.MIN.3'-6"GEOTEXTILE
GROUND LINE
END BENT 1: EL. 430.93
END BENT 2: EL. 429.31
NORMAL TO CAP
1'-0" MIN. EARTH BERM
SLOPE 2:1
SECTION C-C VARI
ESEL. VARIES
2'-0"MIN.3'-6"GEOTEXTILE
GROUND LINE
WINGWALL
HH
HH
FRONT SLOPE LINE
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
DRAWN BY :
CHECKED BY :
DATE :
DATE :
DATE :DESIGN ENGINEER OF RECORD:
D. H. CARTER NOV 2017
NOV 2017
NOV 2017
M. T. NEIHEISEL
CHATHAM
M. T. NEIHEISEL
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:36 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1300 401_070_17BP.8.R.124_SMU_RR_S15_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
PLAN @ END BENT #1 PLAN @ END BENT #2
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS
SLAB)
(BOTT. OF
#4A2
SLAB)
(TOP OF
#4A1
END BENT #1
FILL FACE @
SLAB)
(BOTT. OF
#4A2
SLAB)
(TOP OF
#4A1
END BENT #2
FILL FACE @
N
N
-L-
(TYP.)
90°-00'-00"
(TYP.)
90°-00'-00"
#4A2
#4A1 OR
#4A2
#4A1 OR
12'-0"12'-0"64-#5B1 @ 6" CTS. (TOP OF SLAB)64-#6B2 @ 6" CTS. (BOTTOM OF SLAB)4"30'-10" (CLEAR ROADWAY)8"CURB8"CURB15'-5"15'-5"11-#4A1 @ 1'-0" CTS.
(TOP OF SLAB) (2 BAR RUN)
11-#4A1 @ 1'-0" CTS.
(TOP OF SLAB) (2 BAR RUN)64-#5B1 @ 6" CTS. (TOP OF SLAB)64-#6B2 @ 6" CTS. (BOTTOM OF SLAB)32'-2"6" BEVEL
1'-3"
1'-3"4"4"4"3'-0"6" BEVEL
1'-3"
1'-3"
9"
3"
9"
3"
11-#4A2 @ 1'-0" CTS.
(BOTTOM OF SLAB) (2 BAR RUN)
11-#4A2 @ 1'-0" CTS.
(BOTTOM OF SLAB) (2 BAR RUN)
3"
9"
9"
3"
9"
9"
BILL OF MATERIAL
BAR NO.SIZE TYPE LENGTH WEIGHT
A2
A1
B1
B2
STR
STR
STR
STR
*
*
*
LBS.
LBS.
C. Y.
REINFORCING STEEL
REINFORCING STEEL
EPOXY COATED
CLASS AA CONCRETE
BAR NO.SIZE TYPE LENGTH WEIGHT
A2
A1
B1
B2
STR
STR
STR
STR
*
*
*
LBS.
LBS.
C. Y.
REINFORCING STEEL
REINFORCING STEEL
EPOXY COATED
CLASS AA CONCRETE
APPROACH SLAB AT EB #1
APPROACH SLAB AT EB #2
#4
#5
#6
#4
#5
#6
#4
#4
26 16'-11"294
29126
64
64 11'-8"
16'-9"
26
26
64
64
16'-11"
16'-9"
11'-8"
294
291
745
1121
1412
1039
11'-2"745
1121
1412
1039
11'-2"
17.0
17.0
NOTES
SECTION THRU SLAB2'' CL.2 : 1 SLOPE
BARS
#4 ``A''
PROPOSED
PAVEMENT
ASPHALT
MIN.2"@ 3'-0'' CTS. ACROSS SLAB
5‚'' CONTINUOUS HIGH CHAIR UPPER ( CHCU)
BARS
#4 ``A''BARS
#5 ``B''
BARS
#6 ``B''
BY THE CONTRACTOR)
(TO BE DETERMINED
OR STEEPER
1•: 1 SLOPE
NORMAL TO END BENT
ROADWAY
STONE
#78M
BACKFILL
APPROVED WIRE BAR
SUPPORTS @ 3'-0" CTS.
6"8"4" CL.1'-2''GEOTEXTILE BOX BEAM1'-1•"
PREVENT BOND
ROOFING FELT TO
2 LAYERS OF 30 LB.
ROD
2" BACKER
OPENING
1•"1'-4"APPROACH SLAB GROOVING IS NOT REQUIRED.

AND SHALL BE PAVED. SEE ROADWAY PLANS.
TO DRAIN THE WATER AWAY FROM THE FILL FACE OF THE BRIDGE
AREA BETWEEN THE WINGWALL AND APPROACH SLAB SHALL BE GRADED

DRAWINGS.
FOR THE 4" ~ DRAINAGE PIPE OUTLET(S), SEE ROADWAY STANDARD

BACKWALL FROM OUTSIDE EDGE TO OUTSIDE EDGE OF APPROACH SLAB.
#78M STONE BACKFILL IS TO BE CONTINUOUS ALONG FILL FACE OF

ACCORDANCE WITH STANDARD SPECIFICATIONS SECTION 1016.
#78M STONE BACKFILL (CLASS V SELECT MATERIAL) SHALL BE IN

SPECIFICATIONS SECTION 1056.
GEOTEXTILE SHALL BE TYPE 1 IN ACCORDANCE WITH THE STANDARD

PIPE, AND #78M STONE BACKFILL, SEE ROADWAY PLANS.
FOR BRIDGE APPROACH FILL INCLUDING GEOTEXTILE, 4" • DRAINAGE
PVC PIPE
SCHEDULE 40
4" ~ PERFORATED
3'-0"6"1'-8"CURB DETAILS
CURB
SLAB
APPROACH
3'-1•"
SHOULDER BERM GUTTER
END OF CURB WITHOUT
A NIARDOTEDRG
FLOW LINE
EPOLSFOMOTTOBOT
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
CAP FLOW LINE ONLY WITH
EROSION RESISTANT MATERIAL
BACKFILL EXCAVATION HOLE
AND GRADE TO DRAIN
BRIDGE DECK
SLAB
APPROACH
12"FILL SLOPE
ELBOW
ELBOW
DRAIN
SLOPE
TEMPORARY
TOE OF FILL
SECTION S-S
SECTION R-R
EROSION RESISTANT MATERIAL
TO PIPE INLET
GRADE TO DRAIN
1'-6" MIN.
FLOW LINE
PLAN VIEW
TEMPORARY BERM AND SLOPE DRAIN DETAILS
R
TEMP. SLOPE DRAIN
1'-0"
MIN.
R
2'-0"MIN.2'-6" MIN.S
S
4'-0"
EARTH DITCH BLOCK
À
2'-0"MIN.
NOTE:
TEMPORARY DRAINAGE PIPE, 12 INCHES IN DIAMETER.
THE SLOPE DRAIN SHALL CONSIST OF A NON-PERFORATED
MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER.
PLANT MIX, TYPE 1 OR TYPE 2, MIN. 2" DEPTH, 2) EROSION CONTROL
EROSION RESISTANT MATERIAL SHALL BE EITHER 1) ASPHALT
AND PROVIDE EROSION RESISTANT MATERIAL AS SHOWN. THE
DRAIN. CONTRACTOR SHALL GRADE TO PIPE INLET
THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,MIN.2'-6"FOR EROSION CONTROL
CLASS ``B" STONE
FOR EROSION CONTROL
CLASS ``B" STONE
4'-0" MIN.
MATERIAL OVER PIPE
3" EROSION RESISTANT
(TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)
12" MIN.
SHOULDER
FUTURE
BLOCK
DITCH
EARTH
SLAB
APPROACH
END OF
SECTION N-N
8"4" 2"STANDARD
(SUB-REGIONAL TIER)
BOX BEAM UNIT
FOR PRESTRESSED CONCRETE
BRIDGE APPROACH SLAB3'-3"S-16
STA. 13+40.00 -L-
APPROACH SLAB
BEGIN
STA. 14+64.00 -L-
APPROACH SLAB
END
W.P. #1
STA. 13+50.88 -L-W.P. #2
STA. 14+53.13 -L-
N
N
CHECKED BY :
DATE :
DATE :
ASSEMBLED BY :
DRAWN BY : MAA 11/11
CHECKED BY : AAC 11/11
REV. 9-15 MAA/TMG
D. H. CARTER
M. T. NEIHEISEL
SEP 2017
SEP 2017 NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
CHATHAM
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:42 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1400 401_075_17BP.8.R.124_SMU_AS_S16_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017
STANDARD
NOTES
S-17
STANDARD NOTES
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
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
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
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.
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:
SUBSTITUTE FOR THE COVER PLATES DESIGNATED ON THE PLANS COVER PLATES OF THE
EQUIVALENT AREA PROVIDED THESE PLATES ARE AT LEAST 5/16" 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
ELECTROSLAG WELDING WILL NOT BE PERMITTED.
ROUNDED BY SUITABLE MEANS TO A RADIUS OF APPROXIMATELY 1/16 INCH OR
ETC. IN CASTING SUPERSTRUCTURES:
ALLOWANCE FOR DEAD LOAD DEFLECTION, SETTLEMENT,
DEFLECTIONS ARE DIMENSIONS AT CENTER LINE OF BEARING UNLESS OTHERWISE NOTED
REINFORCING STEEL:
WIRE BAR SUPPORTS SHALL BE PROVIDED FOR REINFORCING STEEL WHERE
EXCEPT AT THE INTERIOR SUPPORTS OF CONTINUOUS BEAMS WHERE THE COVER
WITH THE SOLE EXCEPTION OF EDGES AT SURFACES WHICH BEAR ON OTHER
AT THE CONTRACTOR'S OPTION, HE MAY SUBSTITUTE 7/8" ~ SHEAR STUDS FOR THE
STUDS FOR 4 - 3/4" ~ STUDS. STUDS OF THE LENGTH SPECIFIED ON THE PLANS MUST
ALONG THE BEAM AS SHOWN FOR 3/4" ~ STUDS BASED ON THE RATIO OF 3 - 7/8" ~
BE PROVIDED. THE MAXIMUM SPACING SHALL BE 2'-O".
THE RATE OF 3 - 7/8" ~ STUDS FOR 4 - 3/4" ~ STUDS, AND STUD SPACING CHANGES
SHALL BE MADE AS NECESSARY TO PROVIDE THE SAME EQUIVALENT NUMBER OF 7/8" ~ STUDS
PLATE IS IN CONTACT WITH BEARING PLATE, THE CONTRACTOR MAY, AT HIS OPTION,
OR METALLIZING.
EQUIVALENT FLAT SURFACE AT A SUITABLE ANGLE PRIOR TO PAINTING, GALVANIZING,
STRESS IN EXTREME FIBER OF
IMPACT ALLOWANCE
LIVE LOAD - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - -
27,000 LBS. PER SQ. IN.
20,000 LBS. PER SQ. IN.
DESIGN DATA:
SPECIFICATIONS - - - - - - - - - - - - - - -
DOWELS WHEN INDICATED ON PLANS AS FOR CULVERT EXTENSIONS, SHALL
DOWELS:
MATERIAL AND WORKMANSHIP:
UNLESS OTHERWISE REQUIRED ON PLANS, CLASS A CONCRETE SHALL BE
CONCRETE:
1,800 LBS. PER SQ. IN.
EQUIVALENT FLUID PRESSURE OF EARTH - - - - -
(MINIMUM)
30 LBS. PER CU. FT.
375 LBS. PER SQ. IN.- - - -OF TIMBER
COMPRESSION PERPENDICULAR TO GRAIN
PROVISIONS, ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
TOP CORNERS OF CURBS MAY BE ROUNDED TO 1-1/2" 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
CONCRETE IN COMPRESSION
CONCRETE IN SHEAR - - - - - - - - - - - - -
- - - - - - - - - - 1,200 LBS. PER SQ. IN.
SEE A.A.S.H.T.O.
EXCEPT AS MAY OTHERWISE BE SPECIFIED ON PLANS OR IN THE SPECIAL
N. C. DEPARTMENT OF TRANSPORTATION.
USED FOR ALL PORTIONS OF ALL STRUCTURES WITH THE EXCEPTION THAT:
CLASS AA CONCRETE SHALL BE USED IN BRIDGE SUPERSTRUCTURES,
CONCRETE CHAMFERS:
UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CORNERS ON
STRUCTURES SHALL BE CHAMFERED 3/4" WITH THE FOLLOWING EXCEPTIONS:
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.
BE EMBEDDED AT LEAST 12" INTO THE OLD CONCRETE AND GROUTED INTO
GRADE 60 24,000 LBS. PER SQ. IN.
REINFORCING STEEL IN TENSION
27,000 LBS. PER SQ. IN.
- -
SURFACES,ALL SHARP EDGES AND ENDS OF SHAPES AND PLATES SHALL BE SLIGHTLY
PLACE WITH 1:2 CEMENT MORTAR.
- - - - -
ALLOWANCE SHALL BE MADE FOR DEAD LOAD DEFLECTIONS, SETTLEMENT OF FALSEWORK,
TO THE REQUIREMENTS OF THE CURRENT ANSI/AASHTO/AWS " BRIDGE WELDING CODE".
BETWEEN BEARINGS TO COMPENSATE FOR DEAD LOAD DEFLECTIONS, VERTICAL CURVE
ƒ" ~ STUDS SPECIFIED ON THE PLANS. THIS SUBSTITUTION SHALL BE MADE AT
STRUCTURAL STEEL - AASHTO M270 GRADE 36 -
- AASHTO M270 GRADE 50W -
- AASHTO M270 GRADE 50 -
THE 2018 ``STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES" OF THE
ABUTMENT BACKWALLS, AND APPROACH SLABS; AND CLASS B CONCRETE SHALL
BE USED FOR SLOPE PROTECTION AND RIP RAP.
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.
SEE A.A.S.H.T.O.

SEE PLANS

A.A.S.H.T.O. (CURRENT)
UNTREATED - EXTREME FIBER STRESS

STRUCTURAL TIMBER - TREATED OR
BE HOT ROLLED.
STEEL SHEET PILING FOR PERMANENT OR TEMPORARY APPLICATIONS SHALL
FALSEWORK OR FORMS IS STARTED.
BE SUBMITTED TO THE ENGINEER FOR APPROVAL BEFORE CONSTRUCTION OF THE
AND ANY STRUCTURE OR PARTS OF A STRUCTURE AS NOTED ON THE PLANS SHALL
DETAILED DRAWINGS FOR FALSEWORK OR FORMS FOR BRIDGE SUPERSTRUCTURE
METAL HANDRAILS SHALL BE IN ACCORDANCE WITH THE PLANS. RAILS SHALL BE
RAIL SHALL BE SET NORMAL TO THE GRADE OF THE CURB, UNLESS OTHERWISE SHOWN
METAL STANDARDS AND FACES OF THE CONCRETE END POSTS FOR THE METAL
HANDRAILS AND POSTS:
SPECIFICATIONS ARTICLE 105-4.
OVER NOTES HEREON, AND SPECIAL PROVISIONS SHALL GOVERN OVER ALL. SEE
GOVERN OVER THE SPECIFICATIONS, BUT THE REMAINDER OF THE PLANS SHALL GOVERN
GENERALLY, IN CASE OF DISCREPANCY, THIS STANDARD SHEET OF NOTES SHALL
SPECIAL NOTES:
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
NOT BE ACCEPTED. CERTIFIED MILL REPORTS ARE REQUIRED FOR METAL RAILS AND POSTS.
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.
BE OBTAINED. CASTINGS WITH DISCOLORATIONS OR OF NON-UNIFORM COLORING WILL
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
4
STATION:
COUNTY
PROJECT NO.
14+02.00 -L-
DRAWN BY :
CHECKED BY :
DATE :
DATE :
DATE :DESIGN ENGINEER OF RECORD:
D. H. CARTER NOV 2017
NOV 2017
NOV 2017
M. T. NEIHEISEL
CHATHAM
M. T. NEIHEISEL
17BP.8.R.124
NC License No: F-0258
Raleigh, NC 27607
Suite 100
5121 Kingdom Way,
ICA Engineering, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED 17PENTABLE:NCDOT STRUCTURES DEFAULT PEN.tbl6:25:46 PMTIME:11/29/2017DATE:dcarterUSER:FILE:...\1700 401_080_17BP.8.R.124_SMU_SN_S17_180094.dgnPLOT DRIVER:NCDOT STRUCTURES DEFAULT PLOTTER.pltPROFESSIONA
LE
NGINEERNORTH CARO
LINA
SEAL

43031
LESIEHIEN .T
WEHT
TAM
/S1//D1/
DocuSign Envelope ID: 22850CF6-563F-42EB-8B62-A22438020887
11/30/2017