20191467 Ver 1_B-5323_Final_Structure_Plans_20191029

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15+50
16+00
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(+)Oo5968% (—)Oe3000%
FILL FACE AT END BENT 1
PI STA. 12+55.00 —L— W.P. #1 —L— STA. 13+64.69
EL = 309.54'
ELEV. 309021
VC = 180'
320 BEGIN FRONT SLOPE
STA. 13+57-21 —L—
GePe ELEV. 309e23
310
--------------
EL. 308 ±
300
(TYPo)
290 HP 12X53 STEEL PILES
SPAN A
1'-6" LIMITS OF
EXCAVATION
(TYPo EAa END)
LOW CHORD
Xo ELEV. = 306.83
—ELe 308± FIX°
I
1,
II �
UNCLASSIFIED Ll
STRUCTURE EXC.
(TYPo EAo END) 1'-0'/ MIN. EARTH BERM
(TYPo EAo END)
END BENT Noo 1
SPAN B
TOP OF DRILLED PIER
EL. 301.00 (TYPo)
FIX. q FIX°
J II
II
------ ---
II
II
ELo 289 ±
I I
u
3'-0" 0 DRILLED
SHAFT (TYPJ
BENT No. 1
SPAN C
EXISTING
SUBSTRUCTURE
(TYPo)
BASE HW
(0100)
FIXe -i ELEV o30307' NORMAL POOL F EI>
ELEV. 30000'
--ram
I I I I
I I I I
------------
LJ� LJ
EL. 286 ±
BENT No. 2
BEGIN SHORING
/^ T r\ T T r\ A 1 A 1 /\ A 1 r\ 1
PLAN
(PILES NOT SHOWN FOR CLARITY°)
i
BENT No. 3
SPAN D
1'-7" MIN. BERM _
LOW CHORD (TYPo EA. END)
ELEV. = 306.23
1.5e1 SLOPE
NORMAL TO CAP
(TYPo) FIX.
ELe 308±� -- --
EL. 303 ±
I I
I o
I
BENCH
ELEV.
293.00 u
(TYPo)
FILL FACE AT END BENT 2
W.P. 45 —L— STA. 15+67.31
ELEV. 308.60
BEGIN FRONT SLOPE
STA. 15+74.70 —1—
G.P. ELEV. 308.57
+11 o395�
(—)Oe3000% O
PI STA.16+85.00 —L—
EL = 308.24'
VC = 200'
— — — — — — — —
7APPROX.NATURAL
----- �7--
EL. 308±
GROUND LINE
HP 12X53 STEEL PILES
CLASS II RIP RAP
W/GEOTEXTILE
(TYPo EAo END)
END BENT Noo 2
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
;OUNTY
L-
GE 380143

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HP 12X53
STEEL PILES��
i
STA.14+10.88 -L-
W.P. #2
END BENT 1
FOUNDATION NOTES
1e FOR PILES,SEE SECTION 450 OF THE STANDARD SPECIFICATIONS°
BENT #1 CONTROL
j LINE & C 3'-0"0
DRILLED PIERS
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BENT 1
20 PILES AT END BENT NO.1 ARE DESIGNED FOR A FACTORED RESISTANCE OF 65 TONS PER PILE.
3. DRIVE PILES AT END BENT NOo1 TO A REQUIRED DRIVING RESISTANCE OF 110 TONS PER PILE.
4. PILES AT END BENT NOo2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 75 TONS PER PILE.
5. DRIVE PILES AT END BENT NO.2 TO A REQUIRED DRIVING RESISTANCE OF 125 TONS PER PILE.
0
d-
STA.14+56.00 -L-
W.P. #3
BENT #2 CONTROL
j LINE & C 3'-0"0
DRILLED PIERS
i
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I
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BRIDGE I.D. STA.
14+66.00 -L-
i
90 ° 00'00"
(TYP.) o
BENT 2
FOUNDATION LAYOUT
ALL BENTS ARE PARALLEL
STA. 15+11.13 -L-
W.P. #4
BENT #3 CONTROL
j LINE & C 3'-0"0
DRILLED PIERS
i
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I
I o
i
I
I
I
I
I
I
I
I
BENT 3
v
LL
L:
Q
a
z.
HP 12X53
j STEEL PILES
END BENT 2
HYDRAULIC DATA
DESIGN DISCHARGE 5100 CFS
FREQUENCY OF DESIGN FLOOD 25 YR.
DESIGN HIGHWATER ELEV. 300.1 FT.
DRAINAGE AREA 36.4 SO. MI.
BASE DISCHARGE (0100) 7106 CFS
BASE HIGHWATER ELEV. 303.7 FT
* FEMA
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE 28572 CFS
FREQUENCY OF OVERTOPPING FLOOD 500+ YR.
OVERTOPPING FLOOD ELEV. 308.5 FT.
6. FOR DRILLED PIERS,SEE SECTION 411 OF THE STANDARD SPECIFICATIONS°
SAG LOCATED AT STA. 16+20000 -L-
7o DRILLED PIERS AT BENT NO. 1,BENT NO.2 AND BENT NO.3 ARE DESIGNED FOR A FACTORED RESISTANCE OF 395 TONS PER PIER. CHECK FIELD CONDITIONS FOR THE REQUIRED TIP RESISTANCE OF 130 TSF.
8. PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT NO. 1.DO NOT EXTEND PERMANENT CASINGS BELOW ELEVATION 278 FT WITHOUT PRIOR APPROVAL FROM THE ENGINEER.
9. INSTALL PERMANENT STEEL CASINGS AT BENT NOo1 BY VIBRATING, SCREWING OR DRIVING PERMANENT CASINGS BEFORE EXCAVATING OR DISTURBING ANY MATERIAL BELOW ELEVATION 279 FT.
10. PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT NO. 2.DO NOT EXTEND PERMANENT CASINGS BELOW ELEVATION 275 FT WITHOUT PRIOR APPROVAL FROM THE ENGINEER°
11. INSTALL PERMANENT STEEL CASINGS AT BENT NO.2 BY VIBRATING, SCREWING OR DRIVING PERMANENT CASINGS BEFORE EXCAVATING OR DISTURBING ANY MATERIAL BELOW ELEVATION 276 FT.
12. PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT NO. J.DO NOT EXTEND PERMANENT CASINGS BELOW ELEVATION 278 FT WITHOUT PRIOR APPROVAL FROM THE ENGINEER.
13o INSTALL PERMANENT STEEL CASINGS AT BENT NO. 3 BY VIBRATING, SCREWING OR DRIVING PERMANENT CASINGS BEFORE EXCAVATING OR DISTURBING ANY MATERIAL BELOW ELEVATION 279 FT. PROJECT NOo B-5323
14. INSTALL DRILLED PIERS AT BENT NO.1 TO A TIP ELEVATION NO HIGHER THAN 273 FT WITH THE REQUIRED TIP RESISTANCE. GRANVILLE
COUNTY
15. INSTALL DRILLED PIERS AT BENT NO.2 TO A TIP ELEVATION NO HIGHER THAN 269 FT WITH THE REQUIRED TIP RESISTANCE.
16e INSTALL DRILLED PIERS AT BENT NO.3 TO A TIP ELEVATION NO HIGHER THAN 273 FT WITH THE REQUIRED TIP RESISTANCE°
STATION: 14+66o00 -L-
17. THE SCOUR CRITICAL ELEVATION FOR BENT NOe1 IS ELEVATION 279 FT. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE. 0 SHEET 2 OF 3
18. THE SCOUR CRITICAL ELEVATION FOR BENT NO.2 IS ELEVATION 276 FT. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
19. THE SCOUR CRITICAL ELEVATION FOR BENT NO.3 IS ELEVATION 277 FT. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
20. SID INSPECTIONS MAY BE REQUIRED FOR DRILLED PIERS. THE ENGINEER WILL DETERMINE THE NEED FOR SID INSPECTIONS. FOR SID INSPECTIONS, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS°
21. DO NOT USE SLURRY CONSTRUCTION FOR DRILLED PIERS AT BENT NO. 1, BENT NO. 2 AND BENT NO. 3.
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED

TBM #2: RAILROAD SPIKE SET IN 16' OAK TREE 1056.71 FT FROM -BL- STA. 5+00.00, ELEV. 308.71
CV
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CLASS IT -
RIP RAP
(TYP. EAo END)
TEMPORARY
SHORING
(TYPo)
BRIDGE I.D. STA.
14+66.00 -L-
- EXISTING
SUBSTRUCTURE
(TYPo) _.
\PP
MEN
•• TO SR 1431Nil
••
•,• .• • RD
Ell ••'•• ••
IN lal _ q _ l A1�MUM I =11F
PROPOSED GUARDRAIL
(ROADWAY PAY ITEM AND
DETAIL) (TYPo AS SHOWN)
LOCATION SKETCH
___/
1 3 DRAIN PIPE W/ ELBOWS
(ROADWAY PAY ITEM AND DETAIL)
(TYPo AS SHOWN)
16+00
ROCK PLATING
(ROADWAY PAY ITEM)
TO VIRGINIA
FOR UTILITY INFORMATION,SEE UTILITY
PLANS AND SPECIAL PROVISIONS°
GENERAL NOTES:
1. ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING
2. THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS
3. THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1
4. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH "HEC 18 - EVALUATING SCOUR AT
BRIDGES."
5. 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 DIFFERENCE
BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON THE PLANS AND THE ACTUAL
CONDITIONS AT THE PROJECT SITE.
6. 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°
7. FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.
8. FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
9. FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS°
10. FOR CRANE SAFETY,SEE SPECIAL PROVISIONS°
11. FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS°
12. FOR EROSION CONTROL MEASURES,SEE EROSION CONTROL PLANS.
13. ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANS.
14. THE EXISTING STRUCTURE #380143 CONSISTING OF FOUR (4) TIMBER SPANS Cad 35-4 45'-0
35-0 AND 45'-6" (160'-10" TOTAL LENGTH), 19'-0" CLEAR ROADWAY WIDTH AND TIMBER DECK WITH
AN ASPHALT WEARING SURFACE ON TIMBER END BENTS AND BENT 1 WITH TIMBER PILES AND
BENT 2 & BENT 3 WITH CONCRETE PIERS NEAR THE WATER LINE AND LOCATED AT THE
PROPOSED STRUCTURE SHALL BE REMOVED IN THEIR ENTIRETY. EXISTING INTERIOR BENTS
SHALL BE REMOVED TO ONE FOOT BELOW THE MUD LINE. THE EXISTING BRIDGE IS PRESENTLY
POSTED FOR A LOAD LIMIT OF 12 TONS FOR SINGLE VEHICLES AND 16 TONS FOR TRACTOR
TRAILERS. SHOULD THE STRUCTURAL INTEGRITY OF THE BRIDGE DETERIORATE DURING
CONSTRUCTION OF THE PROPOSED BRIDGE,A LOAD LIMIT MAY BE POSTED AND MAY BE REDUCED
AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
TOTAL BILE OF MATERIAL
REMOVAL OF
EXISTING
STRUCTURE
ASBESTOS
ASSESSMENT
3'-0" DIA.
DRILLED
PIERS NOT
IN SOIL
3'-0" DI A.
DRILLED
PIERS
IN SOIL
PERMANENT
STEEL CASING
FOR 3'-0"0
DRILLED PIER
SID
TESTING
CSL
TESTING
UNCLASSIFIED
STRUCTURE
EXCAVATION
CLASS A
CONCRETE
BRIDGE
APPROACH
SLABS
REINFORCING
STEEL
SPIRAL
COLUMN
REINFORCING
STEEL
PILE DRIVING
EQUIPMENT SETUP
FOR HP 12X53
STEEL PILES
HP 12X53
STEEL
PILES
2-BAR
METAL
RAIL
RIP RAP
CLASS II
(2,_0„
THICK)
GEOTEXTILE
FOR
DRAINAGE
ELASTOMERIC
BEARINGS
3'-0"x 1'-9"
PRESTRESSED
CORED SLABS
TEMPORARY
SHORING
LUMP SUM
LUMP SUM
LIN. FTo
LIN. FT.
LIN. FTo
EACH
EACH
LUMP SUM
CY
LUMP SUM
LBS
LBS
EACH
No.
LF
LF
TON
SY
LUMP SUM
No.
LF
SF
SUPERSTRUCTURE
LUMP SUM
385.75
LUMP SUM
48
2400.00
END BENT No.1
LUMP SUM
22.8
2,806
7
7
175
440
485
3580
BENT No.1
45.0
46.8
23.0
1
1
15.6
9,075
1,568
BENT Noo 2
45.0
58.4
26.0
1
1
15.5
9,699
1,761
BENT Noo 3
15.0
69.9
23.0
1
1
15.4
8,716
1,453
END BENT Noe 2
LUMP SUM
22.8
2,806
7
7
175
400
440
3580
TOTAL
LUMP SUM
LUMP SUM
105.0
175.1
1 72.0
3
3
1 LUMP SUM
92.1
LUMP SUM
33,102
4,782
14
14
350
385.75
840
925
LUMP SUM
48
2400.00
7160
GENERAL NOTES (CONTINUED):
15. FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES,SEE SPECIAL
PROVISIONS.
16. BEST MANAGEMENT PRACTICES FOR BRIDGE DEMOLITION AND REMOVAL WILL BE IMPLEMENTED DURING
THE REMOVAL OF THE EXISTING BRIDGE°
17. 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 AT STATION 14+66.00 -L-.
DRAWN BY:
V. CHUNG
DATE
10-18
CHECKED BY:
E. PHELPS
DATE
II-18
DESIGN ENGINEER
OF RECORD: D. RUGGLES
DATE
12-18
PROJECT NOo B-5323
GRANVILLE
STATION:
SHEET 3 OF 3
COUNTY
14+66.00 -L-
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
DOCUMENT NOT CONSIDERED GENERAL DRAWING
FINAL UNLESS ALL BRIDGE OVER JOHN Ho RESERVOIR
SIGNATURES COMPLETED
Firm License No. C-1051 ON SR 1442 (DAVE WINSTON RD)
223 S. west St, BETWEEN SR 1431 AND VIRGINIA
Suite 1100
7oll Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com REVISIONS SHEET NO.
NO. BY: DATE: NO. BY: DATE: S - 3
STEWART 3STL
HOEETS
P. 4 11 26

LOAD FACTORS-,
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LOAD AND RESISTANCE FACTOR RATING (ERED) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE
SERVICE III LIMIT STATE
MOMENT
SHEAR
MOMENT
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Q
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0 J 0
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u
HL-93(Inv)
N/A
1
1.088
--
1.75
0.277
1.34
45'
EL
22
0.539
1.23
45'
EL
2.2
0.80
0.277
1.09
45'
EL
22
HL-93(Opr)
N/A
--
1.590
--
1.35
0.277
1.74
45'
EL
22
0.539
1.59
45'
EL
2.2
N/A
--
--
--
--
--
DESIGN
LOAD
HS-20(Inv)
36.000
2
1.336
48.104
1.75
0.277
1.65
45'
EL
22
0.539
1.45
45'
EL
2.2
0.80
0.277
1.34
45'
EL
22
RATING
HS-20(Opr)
36.000
--
1.882
67.763
1.35
0.277
2.14
45'
EL
22
0.539
1.88
45'
EL
2.2
N/A
--
--
--
--
--
SNSH
13.500
--
2.611
35.252
1.4
0.277
4.02
45'
EL
22
0.539
4.01
45'
EL
2.2
0.80
0.277
2.61
45'
EL
22
SNGARBS2
20.000
--
2.108
42.166
1.4
0.277
3.25
45'
EL
22
0.539
2.94
45'
EL
2.2
0.80
0.277
2.11
45'
EL
22
SNAGRIS2
22.000
--
2.067
45.466
1.4
0.277
3.15
45'
EL
17.6
0.539
2.77
45'
EL
2.2
0.80
0.277
2.07
45'
EL
22
SNCOTTS3
27.250
--
1.304
35.527
1.4
0.277
2.01
45'
EL
22
0.539
2.01
45'
EL
2.2
0.80
0.277
1.30
45'
EL
22
V'
SNAGGRS4
34.925
--
1.150
40.181
1.4
0.277
1.77
45'
EL
22
0.539
1.74
45'
EL
2.2
0.80
0.277
1.15
45'
EL
22
SNSSA
35.550
--
1.121
39.841
1.4
0.277
1.73
45'
EL
22
0.539
1.79
45'
EL
2.2
0.80
0.277
1.12
45'
EL
22
SNS6A
39.950
--
1.056
42.175
1.4
0.277
1.63
45'
EL
22
0.539
1.67
45'
EL
2.2
0.80
0.277
1.06
45'
EL
22
SNS7B
42.000
3
1.006
42.268
1.4
0.277
1.55
45'
EL
22
0.539
1.68
45'
EL
2.2
0.80
0.277
1.01
45'
EL
22
LEGAL
LOAD
TNAGRIT3
33.000
--
1.296
42.759
1.4
0.277
2
45'
EL
22
0.539
1.96
45'
EL
2.2
0.80
0.277
1030
45'
EL
22
RATING
TNT4A
33.075
--
10309
43.305
1.4
0.277
2.02
45'
EL
22
0.539
1.88
45'
EL
2.2
0.80
0.277
1.31
45'
EL
22
TNT6A
41.600
--
1.099
45.712
1.4
0.277
1.69
45'
EL
22
0.539
1.83
45'
EL
2.2
0.80
0.277
1.10
45'
EL
22
TNT7A
42.000
--
1.120
47.043
1.4
0.277
1.73
45'
EL
22
0.539
1.69
45'
EL
2.2
0.80
0.277
1.12
45'
EL
22
TNT7B
42.000
--
1.166
48.975
1.4
0.277
1.8
45'
EL
22
0.539
1.61
45'
EL
2.2
0.80
0.277
1.17
45'
EL
22
TNAGRIT4
43.000
--
1.111
47.757
1.4
0.277
1.71
45'
EL
22
0.539
1.55
45'
EL
2.2
0.80
0.277
1.11
45'
EL
22
TNAGTSA
45.000
--
1.033
46.505
1.4
0.277
1.59
45'
EL
22
0.539
1.59
45'
EL
2.2
0.80
0.277
1.03
45'
EL
22
TNAGTSB
45.000
--
1.009
45.408
1.4
0.277
1.56
45'
EL
22
0.539
1.47
45'
EL
2.2
0.80
0.277
1.01
45'
EL
22
O
O
O
ERFR SUMMARY
FOR SPAN 'A' & 'B'
DESIGN
LOAD
LIMIT STATE
YDC
YAW
RATING
STRENGTH I
1.25
1.50
FACTORS
SERVICE III
1 1.00
1 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.
(D
CONTROLLING LOAD RATING
ODESIGN
LOAD RATING (HL-93)
ODESIGN
LOAD RATING (HS-20)
OLEGAL
LOAD RATING
SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I
- INTERIOR GIRDER
EL
- EXTERIOR LEFT GIRDER
ER
- EXTERIOR RIGHT GIRDER
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 1 OF 2
14+66.00 -L-
STD. NO. 21LRFR1-90S-45L

LOAD FACTORS-,
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LOAD AND RESISTANCE FACTOR RATING (ERED) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE
SERVICE
III LIMIT STATE
MOMENT
SHEAR
MOMENT
z
O
z
O
z
O
cn
cl�w
O
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O
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Q
U
� Li-O
LL O
U
Q
U
� LL
LL O
O
H D
0
U
a
U
0 Li-
LL CD
H H
Q
Q
O
��
Q
O
Q
O
Z
v
J
LL
Q
LL
J
W O+
�mD
LL
J
LJ O+
Q
LL
J
W O
+
W
J
I-
-J Q
O m
CD
I I
Q (n
OQ:�
m (n
"cl:�
0
c__
U z
Z w
m (n
H m
(3
m
U z '�_
Z w
Q cn
OQ:�
m V)
" m
0
�
U '4-
Z w
Z
J
U
_
Z
I --I
J O
m 0
Z
W
Q
� CDZ
LLJ
Q
J O
� O
Z
LLJ
Q
W
=>
W
H
0 z
W
H
(n
W
I --I
Z
C:)
Z
I --I
Z
0
Z
W
H
Z
C:)
Z
>
=
H O
z Q
z
z
> v
(n U
Q
cn w Q
0 U
Q
D:�
cn LL_ Q
> v
(n U
Q
cn LL_ Q
=>
W
W
W
O O
H Q m
O
H Q
H Q
Q
W
H
H LL W
H Q
Q
W
H
H W W
H Q
H Q
Q
W
H
H W W
O
J
>
3
U _J
_J w
C� LL
m
0
_J 0
L) LL
0--
(n
CD
O J T
_J w
C:) LL
m
(n
C3
C� J 0
O
HL-93(Inv)
N/A
1
1.055
--
1.75
0.275
1.23
55'
EL
27
0.523
1.23
55'
EL
5.4
0.80
0.275
1.05
55'
EL
27
HL-93(Opr)
N/A
--
1.591
--
1.35
0.275
1.59
55'
EL
27
0.523
1.59
55'
EL
5.4
N/A
--
--
--
--
--
DESIGN
LOAD
HS-20(Inv)
36.000
2
1.322
47.585
1.75
0.275
1.54
55'
EL
27
0.523
1.47
55'
EL
5.4
0.80
0.275
1.32
55'
EL
27
RATING
HS-20(Opr)
36.000
--
1.9
68.396
1.35
0.275
1.99
55'
EL
27
0.523
1.9
55'
EL
5.4
N/A
--
--
--
--
--
SNSH
13.500
--
2.776
37.476
1.4
0.275
4.04
55'
EL
27
0.523
4.17
55'
EL
5.4
0.80
0.275
2.78
55'
EL
27
SNGARBS2
20.000
--
2.155
43.095
1.4
0.275
3.14
55'
EL
27
0.523
3.02
55'
EL
5.4
0.80
0.275
2.15
55'
EL
27
SNAGRIS2
22.000
--
2.079
45.734
1.4
0.275
3.03
55'
EL
27
0.523
2.83
55'
EL
5.4
0.80
0.275
2.08
55'
EL
27
SNCOTTS3
27.250
--
1.384
37.708
1.4
0.275
2.01
55'
EL
27
0.523
2.09
55'
EL
5.4
0.80
0.275
1.38
55'
EL
27
U'
SNAGGRS4
34.925
--
1.189
41.527
1.4
0.275
1.73
55'
EL
27
0.523
1.77
55'
EL
5.4
0.80
0.275
1.19
55'
EL
27
SNSSA
35.550
--
1.16
41.255
1.4
0.275
1.69
55'
EL
27
0.523
1.82
55'
EL
5.4
0.80
0.275
1.16
55'
EL
27
SNS6A
39.950
--
1.079
43.102
1.4
0.275
1.57
55'
EL
27
0.523
1.68
55'
EL
5.4
0.80
0.275
1.08
55'
EL
27
SNS7B
42.000
--
1.028
43.175
1.4
0.275
1.5
55'
EL
27
0.523
1.67
55'
EL
5.4
0.80
0.275
1.03
55'
EL
27
LEGAL
LOAD
TNAGRIT3
33.000
--
1.32
43.556
1.4
0.275
1.92
55'
EL
27
0.523
1.98
55'
EL
5.4
0.80
0.275
1.32
55'
EL
27
RATING
TNT4A
33.075
--
1.33
43.979
1.4
0.275
1.94
55'
EL
27
0.523
1.91
55'
EL
5.4
0.80
0.275
1.33
55'
EL
27
TNT6A
41.600
--
1.101
45.811
1.4
0.275
1.6
55'
EL
27
0.523
1.83
55'
EL
5.4
0.80
0.275
1.10
55'
EL
27
TNT7A
42.000
--
1.114
46.804
1.4
0.275
1.62
55'
EL
27
0.523
1.71
55'
EL
5.4
0.80
0.275
1.11
55'
EL
27
TNT7B
42.000
--
1.163
48.848
1.4
0.275
1.69
55'
EL
27
0.523
1.62
55'
EL
5.4
0.80
0.275
1.16
55'
EL
27
TNAGRIT4
43.000
--
1.101
47.33
1.4
0.275
1.6
55'
EL
27
0.523
1.56
55'
EL
5.4
0.80
0.275
1.10
55'
EL
27
TNAGTSA
45.000
--
1.031
46.405
1.4
0.275
1.5
55'
EL
27
0.523
1.58
55'
EL
5e4
0.80
0.275
1.03
55'
EL
27
TNAGTSB
45.000
3
1.013
45.582
1.4
0.275
1.47
55'
EL
27
0o523
1.48
55'
EL
5.4
0.80
0.275
1.01
55'
EL
27
O
O
O
ERFR SUMMARY
FOR SPAN 'C' & 'D'
DESIGN
LOAD
LIMIT STATE
Yoc
YAW
RATING
STRENGTH I
1.25
1.50
FACTORS
SERVICE III
1 1.00
1 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.
(D
CONTROLLING LOAD RATING
ODESIGN
LOAD RATING (HL-93)
ODESIGN
LOAD RATING (HS-20)
OLEGAL
LOAD RATING
SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I
- INTERIOR GIRDER
EL
- EXTERIOR LEFT GIRDER
ER
- EXTERIOR RIGHT GIRDER
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 2 OF 2
14+66.00 -L-
STD. NO. 21LRFR1-90S-55L

36'-0"
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1"
m
�
I
CV
ire
I
�
33'-6" (CLEAR ROADWAY)
1'-2"
16'-91,
16'-9"
-L-
TWO BAR METAL
RAIL WITH CONCRETE
7" Cagy
BRGo
Cl
PARAPET (TYPo)
FOR DETAILS SEE '2
BAR METAL
RAIL SECTION"
23/q"
C�
BRGo
3
2/q Cad BRGo
GRADE PT.
ASPHALT
SURFACE
WEARING
(SEE
ROADWAY
PLANS)
0o02
0o02 ,
00
0000000000
0.6" 0 L.R. TRANSVERSE
SHEAR KEYS TO BE FILLED
WITH GROUT
AFTER
POST —TENSIONING STRAND
ALL ERECTION
HAS BEEN COMPLETED
AND AFTER
3'-0"
IN 2�/2"0 HOLE
FINAL TENSIONING
OF TRANSVERSE
STRANDS
18'-0"
18'-0"
12 PRESTRESSED CONCRETE CORED SLAB UNITS
= 36'-0'/
HALF SECTION
AT INTERMEDIATE DIAPHRAGMS
ASPHALT
WEARING
SURFACE
HALF SECTION
THROUGH VOIDS
TYPICAL SECTION
* -THE MAXIMUM CONCRETE PARAPET HEIGHT AND ASPHALT THICKNESS IS SHOWN. THE HEIGHT
OF THE CONCRETE PARAPET AND ASPHALT THICKNESS VARIES WHILE THE TOP OF THE CONCRETE PARAPET
FOLLOWS THE PROFILE OF THE GUTTERLINEo FOR RAIL HEIGHT DETAILS AND ASPHALT
THICKNESS SEE THE "PARAPET SECTION" DETAIL°
FIXED END
211211 0 DOWEL HOLE
12" 0
i 6" VOIDS
112
C-- - - - - --
SEE "BRIDGE
rn
APPROACH SLAB"
SHEET F 0 R DETAILS \ '�---- -- -------� Qo
2 LAYERS OF 30 LB. i CY)
ROOFING FELT TO
PREVENT BOND.
ELASTOMERIC
111211 0 BACKER ROD ,------ _; BEARING PAD
BEARING SEE "END BENT"
& #6 DOWELS SHEETS FOR DETAILS
SECTION AT END BENT
HOLE FOR
TRANSVERSE STRAND
------ ----------
I I
I I
I � I
I I
o - ----J L---- --
4"
8„
ELEVATION VIEW
C 0e6" 0 L.R. TRANSVERSE
POST -TENSIONING STRAND
SHEATHED WITH A
NON -CORROSIVE PIPEo
A 7
X 5" X 5"
0 00 oDo
STRAND VISE
oD o04 o 0 o D
ooD°o opo° odo°
OUTSIDE FACE LiFILL RECESS
OF EXTERIOR i/4„ 5i/4„� i/q„WITH GROUT
CORED SLAB
SECTION B-B
GROUTED RECESS AT END OF
POST —TENSIONED STRAND OF CORED SLABS
ASPHALT
WEARING
SURFACE
FIXED END FIXED END
C JTe
1 /2" JTo AT BENT
(-21/21'0 DOWEL HOLES
ELASTOMERIC
BEARING PAD i
21'0 BACKER ROD
ELASTOMERIC
CL BEARING '�, �--'--� � , ____ _i BEARING PAD
& #6 DOWELS
SEE BENT SHEETS
FOR DETAILS
SECTION AT BENT
8 I/2 „ 9 i/2 „ 9 i/2 „ 8 1/2
1'-2" 4" 4" 1'-2"
3" F-FT
\N
N #5 S1
.I 1.
° � •I I I I�
#5 S1
N� #5 S1
1"
3'-0"
1'-6" 1'-6"
10" 10"
Doi pol-a
3" 11" 4" 4" 11" 3"
#4 „B„—L-1 ~�
12" 0 VOIDS
N
�CONSTo JTo o
(TYPo) I
C7)
\N •'
o #4 S2 ♦® ®�o c�.
N
N
,
3 7 7 3
j -OI­----w- 1 1
2 SPA. IE74 SPA. 2 SPA.
2 2" CTSo @ 2" CTSo Cagy 2" CTSo
INTERIOR SLAB SECTION
(45' UNIT)
(13 STRANDS REQUIRED)
3%" CLo
3'-0"
10" 1'-4" 10"
#5 S3
#4 „B„
3" 3„
N
� o
�I
o #4 S2
12" 0 VOIDS
N
3" 3"
EXT. SLAB SECTION
(FOR PRESTRESSED STRAND LAYOUT,SEE
INTERIOR SLAB SECTION.)
A
BOND SHALL BE BROKEN ON THESE STRANDS FOR A
DISTANCE OF 6'-0"FROM END OF CORED SLAB UNIT.
SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.
1'-6"
1'-6"
❑®
BOND SHALL BE BROKEN ON THESE STRANDS FOR A
DISTANCE OF 2'-0"FROM END OF CORED SLAB UNIT.
10" 1'-4"
10,
SEE STANDARD SPECIFICATIONS, ARTICLE 1078-7.
3"
O
OPTIONAL FULL LENGTH DEBONDED STRANDS.
#4 „B„
THESE STRANDS ARE NOT REQUIRED° IF THE
12" 6 VOIDS
FABRICATOR CHOOSES TO INCLUDE THESE STRANDS
N
IN THE CORED SLAB UNIT, THE STRANDS SHALL
BE DEBONDED FOR THE FULL LENGTH OF THE UNIT
o'°.o :°
°: °+
+
♦
AT NO ADDITIONAL COST. SEE STANDARD
SPECIFICATIONS, ARTICLE 1078-7.
o
I
-
�
N
I
#4
DEBONDING
LEGEND
o
S2
♦ ♦
®�
®
,:.fie}
.`:
............................... . . .
3 7 7 3
2 SPA. 4 SPA. 2 SPA.
C� 2" CTSo Cad 2" CTSo @ 2" CTSo
INTERIOR SLAB SECTION
(55' UNIT)
(19 STRANDS REQUIRED)
Oo6" 0 LOW
RELAXATION STRAND LAYOUT
3/$ „
3 " C 2112 0
DOWEL HOLES
#5 S1 D °
°
°
3/q „
SHEAR KEY DETAIL
END ELEVATION
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.
NOTE -OMIT SHEAR KEY ON OUTSIDE FACE
OF EXTERIOR CORED SLABS.
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PERMITTED THREADED INSERT
CAST IN OUTSIDE FACE OF
EXTERIOR UNIT AND
RECESSED %"o SIZE TO BE
DETERMINED BY
CONTRACTOR.---7
THREADED INSERT DETAIL
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION- 14+66.00 -L-
SHEET 1 OF 8

15'-01, 15'-0" 15'-0"
I
c_o
M
i
H
z
m
a Q
w �
u o
o a
w 0
w ry,
0
0 Cr
a
w w
w 0
w
0 Q0
z
0
0
0
w
w
w
w
w
N
N
SEE DE
(TYP.)
wd
i3 C <' 7
PLAN OF UNIT
—00'-001,
(TYP.)
0
6"
7—#4 S2 PAIRS 2
9" CTS.
2 112 „ 0
DOWEL HOLES
#4 S2 PAIRS
Q 1'-0" CTS.
1„ CLo
T {
2—#5 S1
1111
-—-——
---------------
�2 -------------
———— —
— — — —— --
--
— i
---a--
---------
--
21/2" 8—#5 S3 Q 6" CTS.
r� ►-r
3,-0'/
DETAIL "A"
12" �
VOIDS
#5 S3 (�) 1'-0"CTS.
3 1/2
(TYPICAL EACH END OF UNIT)
NOTE. EXTERIOR UNIT SHOWN — INTERIOR
UNIT SIMILAR EXCEPT OMIT #5 S3 BARS.
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NOe B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 2 OF 8

18'-4" 18'-4„ 18'-4"
1
N
CV
SEE DE
(TYP.)
rd
i Lr_\IN vi u I N I i
7—#4 S2 PAIRS 2
9"CTSo
2 0
(DOWEL HOLES
#4 S2 PAIRS
(a7 1'-0" CTSo
_#5 S1
—
L-----
------------------
---------------
_1 ------------
----
- - - --
--
— i
--
-#5 S3 2 6"CTSo
DETAIL "A"
12" 0
VOIDS
#5 S3 (D 1'-0" CTSo
3 1/2
YPICAL EACH END OF UNIT)
(TERIOR UNIT SHOWN — INTERIOR
.MILAR EXCEPT OMIT #5 S3 BARS.
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 3 OF 8

NOTES
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BILL OF MATERIAL
45'CORED SLAB
FOR
UNIT
ONE
EXTERIOR
UNIT
INTERIOR
UNIT
BAR
NUMBER
SIZE
TYPE
LENGTH
WEIGHT
LENGTH
WEIGHT
B5
4
#4
STR
23'-3"
62
23'-3"
62
S1
8
#5
3
4'-3"
35
4'-3"
35
S2
94
#4
3
5'-4"
335
5'-4"
335
S3
54
#5
1
6'-0"
338
REINFORCING STEEL
LBS.
432
432
EPDXY COATED
REINFORCING STEEL
LBS.
338
5000 P.S.I. CONCRETE
CU. YDS.
6.5
6.5
Oo6" 0 L.R. STRANDS
No.
13
13
BILL OF MATERIAL
55'CORED SLAB
FOR
UNIT
ONE
EXTERIOR
UNIT
INTERIOR
UNIT
BAR
NUMBER
SIZE
TYPE
LENGTH
WEIGHT
LENGTH
WEIGHT
B7
4
#4
STR
28'-3"
75
28'-3"
75
S1
8
#5
3
4'-3"
35
4'-3"
35
S2
114
#4
3
5'-4"
406
5'-4"
406
S3
64
#5
1
6'-0"
401
REINFORCING STEEL
LBS.
516
516
EPDXY COATED
REINFORCING STEEL
LBS.
401
6500 P.S.I. CONCRETE
CU. YDS.
7.8
7.8
Oo6" 0 L.R. STRANDS
No.
19
19
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
)
7/8" #
DEFLECTION DUE TO
SUPERIMPOSED DEAD LOAD
1/8„
i
FINAL CAMBER
3/4"
INCLUDES FUTURE WEARING SURFACE
DEAD LOAD
DEFLECTION
AND CAMBER
3,-0"x 1'-9/
55' CORED
SLAB UNIT
Oo6" 0 L.R.
STRAND
CAMBER ( SLAB
ALONE IN PLACE
)
11/2"
DEFLECTION DUE TO
SUPERIMPOSED DEAD LOAD
3 „
/a i
FINAL CAMBER
INCLUDES FUTURE WEARING SURFACE
CONCRETE RELEASE STRENGTH
UNIT
PSI
45' UNITS
4000
55' UNITS
4900
GRADE 270 STRANDS
0.6/'0 L.R.
AREA
( SQUARE
INCHES )
Oo217
ULTIMATE
STRENGTH
58,600
( LBS. PER
STRAND )
APPLIED
PRESTRESS
43,950
( LBS. PER
STRAND )
CORED SLABS REQUIRED
NUMBER
LENGTHTOTAL
LENGTH
45' UNIT
EXTERIOR C.S.
4
45'-0"
180'-0"
INTERIOR C.S.
20
45'-0/'
900'-0"
TOTAL
24
1080'-0"
55' UNIT
EXTERIOR C.S.
4
55'-0"
220'-0"
INTERIOR C.S.
20
55'-0"
1100'-0"
TOTAL
24
1320'-0'
Qo
N
BAR TYPES
9 1/2
(D
Ln H 8„
53/4„
S1 1'-9"
S2 2'-8"
N
O
ALL BAR DIMENSIONS ARE OUT TO OUT
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 DOWEL 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 BREAKERoSEE 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,/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
BEARING PAD IMMEDIATELY FOLLOWING REMOVAL OF THE FALSEWORK.
8 �
THE COST OF THE PERMITTED THREADED INSERTS SHALL BE INCLUDED IN
THE PRICE BID FOR THE PRECAST UNITS.
C 1" 0 HOLES
SEARING PAD
- TYPE I -
FIXED END
( TYPE I - 96 REQ' D )
ELASTOMERIC BEARING DETAILS
ELASTOMER IN ALL BEARINGS SHALL BE 50 DUROMETER HARDNESS.
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 4 OF 8
14+66.00 -L-

c�
N
Lo
'fig
1'-4" SFF "RATI POST SPA(TNGS ANF) FNF) OF RATI F)FTATI S" SHFFT 1'-4"
9/6„ X
SLOTS
(TYP.)
(3
0
0
CV
5y
PLAN
2 7/s
17/s „ 17/s
O
lof
ELEVATION
NOTE .- FOR ATTACHMENT OF METAL RAIL TO END POST, SEE STANDARD NO. BMR2o
/16
i
5/16" 0 DRILL 1" DEEP &
4 — .766" 0 HOLES %" 0 [16 THREAD] TAP
PUNCHED FOR RIVETS 7/s" DEEP FOR %" 0 X 1 1/2"
STAINLESS STEEL CAP SCREW
FRONT ELEVATION SIDE ELEVATION
DETAILS OF POST
1'-2" 1 1/211
CV
Ln En
o
M o
I
0750"
e745"
RIVET DETAIL
4— Y4" 0 BOLTS WITH
ROUND WASHERS
ANCHOR ASSEMBLY
16
6 „
oJTo
15 �6
.L) 4 /s
SECTION THRU PARAPET
AND RAIL
Ln
0
5)4 4 — 0766" 0
Y8„ 1„ 33/4„ HOLES PUNCHED
FOR RIVETS
0
`s' —0 0 N
--r r----r r----r r--
PERMITTED WEL
FRONT ELEVATION
7/$
HOLES
NOTES
AT THE CONTRACTOR'S OPTION, METAL RAIL MAY BE EITHER ALUMINUM OR GALVANIZED STEEL IN ACCORDANCE
WITH THE REQUIREMENTS OF THE GENERAL NOTES AND THE FOLLOWING SPECIFICATIONS FOR THE ALTERNATE
MATERIALS- HOWEVER,THE CONTRACTOR WILL BE REQUIRED TO USE THE SAME RAIL MATERIAL ON ALL STRUCTURES
ON THE PROJECT FOR WHICH METAL RAIL IS DESIGNATED.
UNLESS OTHERWISE REQUIRED IN THE CONTRACT DOCUMENTS, THE CONTRACTOR HAS THE OPTION TO USE AN
ALTERNATE TO THE 2 BAR METAL RAIL. THE ALTERNATE RAIL SHALL MEET THE REQUIREMENTS OF THE AASHTO
LRFDBRIDGE DESIGN SPECIFICATIONS AND MUST BE LISTED ON THE DEPARTMENT'S APPROVED PRODUCTS LIST
(APL) UNDER "2 BAR METAL RAIL ALTERNATE". ADJUSTMENTS TO THE CONCRETE PARAPET WILL NOT BE ALLOWED.
ALUMINUM RAILS
MATERIAL FOR POSTS, BASES AND RAILS, EXPANSION BARS AND CLAMP BARS SHALL BE ASTM B-221 ALLOY 6061—T6o
MATERIAL FOR RIVETS SHALL BE ASTM B316 ALLOY 6061—T6o RIVETS SHALL BE STANDARD BUTTON HEAD AND CONE
POINT COLD DRIVEN AS PER DRAWING.
THE BASE OF RAIL POSTS, OR ANY OTHER ALUMINUM SURFACE IN CONTACT WITH CONCRETE SHALL BE THOROUGHLY
COATED WITH AN ALUMINUM IMPREGNATED CAULKING COMPOUND OF APPROVED QUALITY°
MATERIAL FOR SHIMS TO BE ASTM B209 ALLOY 6061—T6o
GALVANIZED STEEL RAILS
MATERIAL AND GALVANIZING ARE TO CONFORM TO THE FOLLOWING SPECIFICATIONS°
POST, POST BASES, RAILS, EXPANSION BARS AND CLAMP BARS.- AASHTO M270 GRADE 36 STRUCTURAL STEEL —
GALVANIZED TO AASHTO M1110
RIVETS.- RIVETS SHALL MEET THE REQUIREMENTS OF ASTM A502 FOR GRADE 1 RIVETS°
THE CUT ENDS OF GALVANIZED STEEL RAILING, AFTER GRINDING SMOOTH SHALL BE GIVEN TWO COATS OF ZINC
RICH PAINT MEETING THE REQUIREMENTS OF FEDERAL SPECIFICATION MIL—P-26915 USAF TYPE 1, OR OF FEDERAL
SPECIFICATIONS TT—P-6410
SHIMS.- SHIMS SHALL MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C AND SHALL
BE GALVANIZED IN ACCORDANCE WITH AASHTO M1110
RAIL CAPS.- RAIL CAPS SHALL MEET THE REQUIREMENTS OF ASTM A570 FOR GRADE 33 OR A611 FOR GRADE C
AND SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO M1110
GENERAL NOTES
RAILING SHALL BE CONTINUOUS FROM END POST TO END POST OF BRIDGE. EACH JOINT IN RAIL LENGTH SHALL
BE SPLICED AS DETAILED° PANEL LENGTHS OF RAIL SHALL BE ATTACHED TO A MINIMUM OF THREE POSTS.
FOR END OF RAIL TO CLEAR FACE OF CONCRETE END POST DIMENSION, SEE STANDARD NO.BMR2o
CAP SCREWS SHALL BE ASTM F595 ALLOY 505 STAINLESS STEEL. WASHERS SHALL MEET THE REQUIREMENTS OF
ASTM F844 EXCEPT THEY SHALL BE MADE FROM ALLOY 304 STAINLESS STEEL.
CERTIFIED MILL REPORTS ARE REQUIRED FOR RAILS AND POSTS. SHOP INSPECTION IS NOT REQUIRED°
METAL RAIL POSTS SHALL BE SET NORMAL TO CURB GRADE.
METHOD OF MEASUREMENT FOR METAL RAILS.- FOR LENGTH OF METAL RAILS TO BE PAID FOR, SEE THE STANDARD
SPECIFICATIONS°
CURVED RAIL USAGE.- WHERE RAILS ARE TO BE USED ON BRIDGES ON HORIZONTAL AND/OR VERTICAL CURVATURE
THE CONTRACTOR MAY, AT HIS OPTION, HAVE THE REQUIRED CURVATURE IN THE RAIL FORMED IN THE SHOP OR
IN THE FIELD. IN EITHER EVENT, THE RAIL SHALL CONFORM WITHOUT BUCKLING OR KINKING TO THE REQUIRED
CURVATURE IN A UNIFORM MANNER ACCEPTABLE TO THE ENGINEER°
TO INSURE FUTURE IDENTIFICATION OF THE FABRICATOR,A PERMANENT IDENTIFYING MARK SHALL BE PLACED
ON EACH POST. THE METHOD OF MARKING AND LOCATION SHALL BE SUCH THAT IT DOES NOT DETRACT FROM THE
APPEARANCE OF THE POST, BUT REMAINS VISIBLE AFTER RAIL PLACEMENT.
SHIMS SHALL BE USED AS NECESSARY FOR POST ALIGNMENT°
ALLOY 6351—T5 MAY BE SUBSTITUTED FOR ALLOY 6061—T6 WHERE APPLICABLE.
MINOR VARIATIONS IN DETAILS OF METAL RAIL WILL BE CONSIDERED. DETAILS OF SUCH VARIATIONS, IF
DESIRED, SHALL BE SUBMITTED FOR APPROVAL.
GROOVED CONTRACTION JOINTS, 1/2"IN DEPTH, SHALL BE TOOLED IN ALL EXPOSED FACES OF THE PARAPET
AND IN ACCORDANCE WITH ARTICLE 825-10(B)OF THE STANDARD SPECIFICATIONS.A CONTRACTION JOINT SHALL
BE LOCATED AT EACH THIRD POINT BETWEEN PARAPET EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS
REQUIRED AT MIDPOINT OF PARAPET SEGMENTS LESS THAN 20 FEET IN LENGTH AND NO CONTRACTION JOINTS
ARE REQUIRED FOR THOSE SEGMENTS LESS THAN 10 FEET IN LENGTH.
0 DRILL & COUNTER BORE
+ %" 0 [16 THREAD]
CAP SCREW
PLAN
25/6„
1/4 „
NOTE .-BASE CAN BE SUPPLIED
AS ONE EXTRUSION OR TWO
EXTRUSIONS WELDED TOGETHER
AS SHOWN.
`N
D 2„ 21/4„
SIDE ELEVATION
POST BASE DETAILS
PAY LENGTH =
385.75 LIN. FT.
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NOo B-5323
GRANVILLE
STATION:
SHEET 5 OF 8
COUNTY
14+66.00 -L-

cn
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-64
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* * _0�
DIMPLE "B"
'Q a
\ H
0
\—DIMPLE '\A"
I/8
SECTION B — B
DIMPLE
TO FIT RAIL
SECTION
EXPANSION BAR DETAILS
/2" 0 [13 THREAD] HOLE FOR 1/2" 0 X 1" STAINLESS STEEL
HEX HEAD CAP SCREW & 1%16" O.Do, 17/32" I.De,
TIIT(`1/ IA/ A C'IIrm /T VM \
\N
CV
7/32"
uo
CAMP BAR DETAIL
(4 REQUIRED PER POST )
Ln
SIDE VIEW
TYP.)
0.375" 0
WIRE
STRUT
PLAN
5/8 FIT 3/4" 0 BOLT WITH
THREADED STEEL INSERTS
WITH CLOSED BOTTOM TO
ROUND WASHER.
ELEVATION
RPW
4-BOAT METAL RAID ANCHOR ASSEMBLY
411
3 I/32" 21/32"
y6,
r�
--/ MINOR
AXIS
BAR SECTION
9/32''
r
7/32"
2 3/3 2 1
1/32„
I/16
66 ASSEMBLIES REQUIRED
7/8" 0 HOLES
(PERMITTED
CUTLINE )
2 I/4
M
Ln
FRONT PATE
NOTES
STRUCTURAL CONCRETE ANCHOR ASSEMBLY
THE STRUCTURAL CONCRETE ANCHOR ASSEMBLY SHALL CONSIST OF THE
FOLLOWING COMPONENTS
A. FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO
M169, GRADE 12L14 AND SHALL HAVE A MINIMUM LENGTH OF THREADS OF 2"
FOR Y4" FERRULES.
Bo 4 — Y4" 0 X 21/2" BOLTS WITH WASHERS. BOLTS SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A307o BOLTS AND WASHERS SHALL BE GALVANIZED°
AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLTS AND WASHERS MAY BE
USED AS AN ALTERNATE FOR THE 3/4" 0 X 21/2" GALVANIZED BOLTS AND
WASHERS. THEY SHALL CONFORM TO OR EXCEED THE MECHANICAL REQUIREMENTS
OF ASTM A307e THE USE OF THIS ALTERNATE SHALL BE APPROVED BY THE
ENGINEER°
Co WIRE STRUT SHOWN IN THE CONCRETE ANCHOR ASSEMBLY DETAIL IS THE
MINIMUM ALLOWABLE SIZE AND SHALL HAVE A MINIMUM TENSILE STRENGTH OF
100,000 PSI. AS AN OPTION, A 7/6" 0 WIRE STRUT WITH A MINIMUM TENSILE
STRENGTH OF 90,000 PSI IS ACCEPTABLE.
Do THE METAL RAIL ANCHOR ASSEMBLIES TO BE HOT DIPPED GALVANIZED TO
CONFORM TO REQUIREMENTS OF AASHTO M1110
E. THE COST OF THE METAL RAIL ANCHOR ASSEMBLY WITH BOLTS AND WASHERS
COMPLETE IN PLACE SHALL BE INCLUDED IN THE PRICE BID FOR LINEAR FEET
OF METAL RAIL.
F. BOLTS TO BE TIGHTENED ONE—HALF TURN WITH A WRENCH FROM A FINGER —TIGHT
POSITION.
THE CONTRACTOR MAY USE ADHESIVELY ANCHORED ANCHOR BOLTS IN PLACE OF THE
METAL RAIL ANCHOR ASSEMBLY. LEVEL ONE FIELD TESTING IS REQUIRED, AND THE
YIELD LOAD OF THE 3/4"O BOLT IS 10 KIPS. FOR ADHESIVELY ANCHORED ANCHOR
BOLTS OR DOWELS, SEE THE STANDARD SPECIFICATIONS.
WHEN ADHESIVELY ANCHORED ANCHOR BOLTS ARE USED, BOLTS SHALL MEET THE
REQUIREMENTS OF ASTM F593 ALLOY 304 STAINLESS STEEL WITH MINIMUM 75,000
PSI ULTIMATE STRENGTH. NUTS SHALL MEET THE REQUIREMENTS OF ASTM F594
ALLOY 304 STAINLESS STEEL AND WASHERS SHALL MEET THE REQUIREMENTS OF
ASTM F844 EXCEPT THEY SHALL BE MADE FROM ALLOY 304 STAINLESS STEEL.
REAR PLATE
SHIM DETAILS
NOTE
SHIMS MAY BE CUT ALONG PERMITTED CUTLINE OR
SLOTTED TO EDGE OF PLATE TO FACILITATE PLACEMENT.
CLAMP ASSEMBLY
RAIL CAP
7/8" 0 HOLES
(PERMITTED
CUTLINE)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
4 3/4
Y4" 15/32„
1/8
I/211
1/4 „
SEMI —(ELLIPSE
YI 6 " I
5�6 I
MINOR
AXIS
RAIL SECTION
MAJOR
AXIS
PROJECT NOo B-5323
GRANVILLE
STATION:
SHEET 6 OF 8
COUNTY
14+66.00 —L—

NOTES
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I/2 " E
2 SPACES
2 1'-111/2"
C RAIL POST (TYPo)
'-6" 3'-0"
YP.) I (TYPo)
YP.) I (TYP )
6'-0" 1 6„
(TYPo) (TYPo)
2 SPACES
1'-111/2"
ON
1 ' - 4 "
r N) l )r r T I I r n nr —
C 11/2" 0 HOLE
11"
i
X 1" SLOTS 3
ELEVATION
(` I-�/ r, v i„ r-i nTr 2 � —I 1—
TOP VIEW
PLAN OF RAIL POST SPACINGS-
ANGLE TO BE MADE FROM
1/2" X 4" X 11" E AND
I/211 X 411 X 411 M
4"
2" 2"
i
11/2" 0 HOLE c�
7/8 „ i 7/8
� L
END VIEW (FIX AND EXP.)
RAIL --)r-- ICI
STANDARD
CLAMP BAR
�/21' 0 113 THREAD] X 11/4"
STAINLESS STEEL HEX
HEAD CAP SCREWS &
1/2„ 11/16/' O.D., 17/32// I.D.,
1/16'/ THICK WASHER
SECTION H—H (FIX)
FIXED
1'-4"
CL RAIL POST H
ATTACHMENT BRACKET 41 /"-1
RAIL SECTION
STANDARD
BAR CLAMP
STRUCTURAL CONCRETE INSERT
THE STRUCTURAL CONCRETE INSERT ASSEMBLY SHALL CONSIST OF THE FOLLOWING COMPONENTS.
A. FERRULES SHALL BE MADE FROM STEEL MEETING THE REQUIREMENTS OF AASHTO M169, GRADE 12L14 AND
SHALL HAVE A MINIMUM LENGTH OF THREADS OF 11/21'
0
Bo 1 — %4" 0 X 15/$" BOLT WITH WASHER. BOLT SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307o BOLT
AND WASHER SHALL BE GALVANIZED° (AT THE CONTRACTOR'S OPTION, STAINLESS STEEL BOLT AND WASHER
MAY BE USED AS AN ALTERNATE FOR THE 3/4" 0 X 15/8" GALVANIZED BOLT AND WASHER. THEY SHALL
CONFORM TO OR EXCEED THE MECHANICAL REQUIREMENTS OF ASTM A307o THE USE OF THIS ALTERNATE
SHALL BE APPROVED BY THE ENGINEER°)
C. WIRE STRUT SHOWN IN THE CONCRETE INSERT ASSEMBLY DETAIL IS THE MINIMUM ALLOWABLE SIZE AND
SHALL HAVE A MINIMUM TENSILE STRENGTH OF 100,000 PSI. AS AN OPTION, A 7/6" O WIRE STRUT WITH
A MINIMUM TENSILE STRENGTH OF 90,000 PSI IS ACCEPTABLE.
NOTES
METAL RAIL TO END POST CONNECTION
THE METAL RAIL TO END POST CONNECTION SHALL CONSIST OF THE FOLLOWING COMPONENTS.
A.112" PLATES SHALL CONFORM TO AASHTO M270 GRADE 36 AND SHALL BE GALVANIZED AFTER FABRICATION°
Bo %4" STRUCTURAL CONCRETE INSERT SHALL HAVE A WORKING LOAD SHEAR CAPACITY OF 4800 LBS. THE
FERRULES SHALL ENGAGE A %4"O X 1%'/ BOLT WITH 2" O.D. WASHER IN PLACE. THE 3/4110 X 1%- BOLT
SHALL HAVE No Co THREADS.
Co CAP SCREWS FOR RAIL ATTACHMENT TO ANGLE SHALL CONFORM TO THE REQUIREMENTS OF ASTM F593 ALLOY
305 STAINLESS STEEL. CAP SCREWS TO BE CENTERED IN SLOTS AT 60°Fe
Do STANDARD CLAMP BARS (SEE METAL RAIL SHEET).
E. 1/21' 0 PIPE SLEEVES (IF REQUIRED) TO BE GALVANIZED.
THE COST OF THE STANDARD CLAMP BARS AND CAP SCREWS USED IN THE METAL RAIL TO END POST CONNECTION
SHALL BE INCLUDED IN THE UNIT CONTRACT PRICE BID FOR LINEAR FEET OF 1 OR 2 BAR METAL RAILS.
THE 3/4" STRUCTURAL CONCRETE INSERT WITH BOLT SHALL BE ASSEMBLED IN THE SHOP.
THE COST OF THE 3/4" STRUCTURAL CONCRETE INSERT ASSEMBLY, AND THE 1/2" PLATES COMPLETE IN PLACE
SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.
THE CONTRACTOR, AT HIS OPTION, MAY USE AN ADHESIVE BONDING SYSTEM IN LIEU OF THE STRUCTURAL
CONCRETE INSERT EMBEDDED IN THE END POST. IF THE ADHESIVE BONDING SYSTEM IS USED, THE 3/4" 0 X 1%//
BOLT WITH WASHER SHALL BE REPLACED WITH A %4'/O X 61/2" BOLT AND 2" O.D. WASHER. ALL SPECIFICATIONS
THAT APPLY TO THE 3/4" 0 X 15/8" BOLT SHALL APPLY TO THE 3/4"O X 6 1/2" BOLT. FIELD TESTING OF THE
ADHESIVE BONDING SYSTEM IS NOT REQUIRED°
%4" O X 15/8" BOLT
AND 2" O.D.WASHER 3/4„ STRUCTURAL
CONCRETE INSERT
C 1/2" 0 [13 THREAD] X 11/4'1 H ROADWAY
STAINLESS STEEL HEX HEAD CAP FACE
SCREWS & 11/16" O.D., 17/32" I.D., 11211
1/16" THICK WASHER
PLAN — RAIL AND END POST
R.P.W.( TYP.ALL
CONTACT POINTS )
FERRULE
t.37E
WIRE
PLAN
LUSLU-LNU
ERRULE
x
0
w
w
a
ELEVATION
STRUCTURAL CONCRETE
INSERT
*EACH WELDED ATTACHMENT OF WIRE TO
FERRULE SHALL DEVELOP THE TENSILE
STRENGTH OF THE WIRE.
nP-TATI � P-nP ATTArPTNI(; KAP-TAI P A T I Tn P-Nin P(1l:�T
7 7/8
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NOo B-5323
GRANVILLE
STATION:
SHEET 7 OF 8
COUNTY
14+66.00 -L-
STD. NO. BMR2

..
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31/2" SEE DETAIL "A"
FOR S3 SPACING
(SHEET 2 OF 8 & 3 OF 8)
CV I
#5 B1 OR B2
PLAN OF PARAPET
#5 S3
UNIT r UK JI-'AUiINU)
3'-9"
END POST
r
FILL FACE —01
END BENT #1
WoPa #1 i
f
1'-2"
END VIEW
PERMITTED
CONST. JTo
3'-g„
#7 „F" BARS 2 2i/�„
ANCHOR ASSEMBLY
PLAN OF END POST
3'-g„
� GUARDRAIL
JCHOR ASSEMBLY #7 F1
6"
#7 "E" BARS 21/2'
91/2" CTS. (EA. FACE)
(� CONC. INSERTS
ELEVATION
PARAPET AND END POST FOR TWO BAR RAIL
SECTION T-T
AT OPEN JOINT AT BENT
(THIS IS TO BE USED WHERE
FOAM JOINT IS NOT USED)
N
i
N
C�
m
�6
#5 B9
ITTED N
F. JTo
#5 S5
3"
SECTION S-S
AT DAM IN OPEN JOINT
(THIS IS TO BE USED ONLY
WHEN SLIP FORM IS USED )
C 1/2" EXP. JTo MAT'L HELD IN
PLACE WITH GALVANIZED NAILS.
(NOTE: OMIT EXP. JTe MAT'L.
WHEN SLIP FORM IS USED)
OPEN JTo IN T S
RAIL Q BENT
CHAMFE
CHAMFER
CONST. J
`pT +S
ELEVATION AT EXPANSION JOINTS
45'-0Y4„
45'-11/2„
55,-11/2„
55,-O3/4„
22,-6„
22'-63/4„
22/-63/4„ 22/-6 Y4//
27'-63/4„ 27'
27'-6 Y4„ 27'-6„
Do
46
- #5 S6
54 - #5 S6
64 - #5 S6
56 - #5 S6
(TO MATCH
#5 S3 BARS IN
i (TO MATCH #5 S3 BARS
3/2
i „ (TO MATCH #5 S3 BARS
3/2
i „ (TO MATCH #5 S3 BARS
3/2
CORED SLABS)
IN CORED SLABS)
IN CORED SLABS)
IN CORED SLABS)
3 i/2 „
i
i i
i i
i
i
i
i
i
i
i
i i
i i
i
I
i
i I
J1
1/2"EXPO JTo
8 - #5B8 !
8 - #5B8 !
8 - #5B9
8 - #5B9 i
(TYPo EAo
(TYPo EAo
(TYPo EAo
(TYPo EAo
MATERIAL
SECTION
SECTION ;
SECTION
SECTION
(TYPo)
SPAN A)
-L- SPAN B)
SPAN C)
SPAN D)
i
i
WoPo #2
W. #3
i
4 WoPo #4
CONTROL LINE BENT 1CONTROL LINE BENT 2 CONTROL LINE BENT 3
SPAN A SPAN B ; SPAN C
PLAN OF PARAPET
LEFT PARAPET SHOWN, RIGHT PARAPET SIMILAR
io-is FOR SPACING OF #5S3 BARS OUTSIDE OF END POST, SEE SHEETS 2 OF 8 & 3 OF 8
SPAN D
3'-g„
END POST
FILL FACE
END BENT #2
W.P. #5
u� #5 S6
a .
m
#5 S3
00
a
a
3CL.
0
N
3
�I
PARAPET SECTION
THE HEIGHT OF THE PARAPET VARIES WHILE THE TOP OF THE
PARAPET FOLLOWS THE PROFILE OF THE GUTTERLINE.
GUTTEREINE ASPHALT THICKNESS & RAIL HEIGHT
ASPHALT OVERLAY THICKNESS
PARAPET HEIGHT
2 MID -SPAN
Cad MID -SPAN
45' UNITS
23/4"
2'-8%4"
55' UNITS
2%11
2'-8%//
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
m o
o6 'D6
Q
PROJECT N0. B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 8 OF 8

NOTES
THE GUARDRAIL ANCHOR ASSEMBLY SHALL CONSIST OF A '/q"HOLD DOWN PLATE AND
7 — 7/8" 0 BOLTS WITH NUTS AND WASHERS.
N
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CL GUARDRAIL
ANCHOR ASSE
C 1�/16" 0 HOLES (
'/q" HOLD—DOW
11"
1 411
" 411
" 1
GUARDRAIL
ANCHOR
ASSEMBLY
CL GUARDRAIL
ANCHOR ASSEMBLY
7/8// 0 X 1'-4" B(
WITH ROL
WASHERS (T)
1 1/q „
I IV L L \ I I I o/
PLAN
GUARDRAIL ANCHOR ASSEMBLY DETAILS
(� JTo 2
END BENT
END VIEW
(TWO BAR METAL RAIL)
PLAN
1'-2"
END VIEW
LOCATION OF GUARDRAIL ANCHOR AT END POST
]OLD —DOWN E
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 M1110
BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A307 AND NUTS SHALL
CONFORM TO THE REQUIREMENTS OF AASHTO M2910 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 THE PARAPET. 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 ASSEMBLIES WITH BOLTS, NUTS AND WASHERS
COMPLETE IN PLACE, SHALL BE INCLUDED IN THE VARIOUS PAY ITEMS.
THE VERTICAL REINFORCING BARS MAY BE SHIFTED SLIGHTLY IN THE END POST TO
CLEAR ASSEMBLY BOLTS.
THE 1'/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.
r IT n
CL JTo (;D
END BENT #2
SKETCH SHOWING POINTS OF ATTACHMENT
*LOCATION OF GUARDRAIL ATTACHMENT
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION°
14+66.00 -L-
(SHT 2) STD. NO. GRA3

..
-04
-64
� w
w �
a
V) z w
>_ 0 0
V) o D
f* fol� fol�
POUR #2
UPPER PAf
OF WING`
POUR #1
CAP, LOWEI
PART OF WIN(
CONCRETE COL
c
il
-L-
42'-0"
PLAN
Q O O O O
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A, SEE SHEET 4 OF 10.
1 CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY°
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 10.
0
1'-0"
.4
To JT.
'Po)
306.75
302.75
DM OF CAP
WING
14 S1 & #4 S2
IYP. EACH END)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
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 10.1
FOR WING DETAILS, SEE SHEET 3 OF 10.
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 1 OF 10
14+66.00 -L-
STD. NO. EB-36-9OS4

NOTES
c�
N
Lo
rd
-04
-64
� w
w �
a
n_
V) z w
>_ 0 0
V) o D
f* fol� fol�
POUR #2
UPPER PAf
OF WING`
POUR #1
CAP, LOWEI
PART OF WIN(
CONCRETE COL
*1
I
PLAN
O Q O O O O
O
ELEVATION
WINGS NOT SHOWN FOR CLARITY.
FOR SECTION A -A, SEE SHEET 4 OF 10.
CONCRETE COLLARS FOR STEEL PILES NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY°
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL", SHEET 4 OF 10.
1'-0"
To JT.
'Pe)
506.15
302.15
DM OF CAP
WING
14 S1 & #4 S2
IYP. EACH END)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
STIRRUPS IN CAP MAY BE SHIFTED AS
NECESSARY TO CLEAR DOWELS.
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 10.
FOR WING DETAILS, SEE SHEET 3 OF 10.
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 2 OF 10
14+66.00 -L-
STD. NO. EB-36-9054

#4 K1 (EA. FACE)
#
n-
O
..
2,_9„
g,_0„
PLAN OF WING(
X
#4 V1 BARS (EA. FACE)
(SPACED AS SHOWN ABOVE)
TOP OF WING
(LEVEL)
0o
,
i
i
0
i
i
CONST. JTe
c
-
---
----------------- ---------------------------------
BOTTOM OF WING
(LEVEL)
x�
ELEVATION OF WING(
3" HIGH B.B.
Q 5'-O" CTS.
3„
G
Q
C7
a
Ln
0 0
c-:
U
co
w
U
a
LL
U
a
W
#
0
WING DETAILS
G
Q
U
G
a
U)
U
co
u�
U
co
g,_0„
PLAN OF WING(
3" #4 V1 BARS (EA. FACE)
(SPACED AS SHOWN ABOVE)
TOP OF WING v
(LEVEL)
#4 K1 (EA. FACE)
co
�
N
#
i
0
�
CONST. JTo
O
co
-
------------------------------------------------�-
---
-
i
#
o
3" HIGH B.B. Y
2 5'-0"CTS.
ELEVATION OF WING(
BOTTOM OF WING
(LEVEL)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
LL
a
a
#
i�-
#4 V1
-ILL FACE
ONST. JTo
3" HIGH B.B.
SECTION X-X
2" CLe 1 2" Cl
#4 V1
DNST. JTo
J F-11Ul-1 D.D.
SECTION Y-Y
PROJECT NOe B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 3 OF 10
STD. NO. EB-36-9OS4

CV
LO
..
-04
-64
� w
w
a
iq rr
V) z w
>_ 0 0
V)oD
f* fol� fol�
ff} ff} ff�
MINIMUM OF 3- ONE CUBIC
FOOT BAGS OF #78M STONE.
BAGS SHALL BE OF POROUS
FABRIC,SECURELY TIED.
6" ( MIN.) PIPE
FOR DRAINAGE
6" ( MIN.) PIPE
FOR DRAINAGE
GRADE TO DRAIN GRADE TO DRAIN
TOE OF SLOPE TOE OF SLOPE
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 7
CORED
SLAB UNIT
2'-6"
DETAIL "A"
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
FILL FACE
(TYP. EACH PILE)
PLAN
BACK GOUGE
DETAIL B
BACK GOUGE
DETAIL A
0 VPILE HORIZONTAL
PILE VERTICAL
0
00
X o 0„ TO /8„
0
�0 \ •
o- \
0
OR VERTICAL
600 +10 0
-0
~ 0 " T O I/8 „
DETAIL A
0
0 DETAIL B
POSITION OF PILE DURING WELDING.
PILE SPLICE DETAILS
Z CONCRETE
COLLAR
14� HP 12 X bJ
STEEL PILE
2'-0"
ELEVATION
CORROSION PROTECTION FOR STEEL PILES DETAIL
(END BENT No. 1 SHOWN, END BENT No. 2 SIMILAR BY ROTATION)
DRAWN BY:
V. CHUNG
DATE
10-18
CHECKED BY:
E. PHELPS
DATE
II-18
DESIGN ENGINEER
OF RECORD: D. RUGGLES
DATE
12-18
BOTTOM
OF CAP
1-#4 B2
EA. FACE
BAR TYPES
HKo (J)—D O HKo
co
O
4112„ 2,_5„ 411211
HK. ( 4 HKe
\ O
1'-8"
2'-5"
ALL BAR DIMENSIONS ARE OUT TO OUT.
END BENT No. 1 END BENT No. 2
HP 12 X 53 STEEL PILES HP 12 X 53 STEEL PILES
NO. 7 LIN. FT.= 175 NO. 7 LIN. FT.= 175
PILE DRIVING EQUIPMENT PILE DRIVING EQUIPMENT
SETUP FOR SETUP FOR
HP 12 X 53 STEEL PILES HP 12 X 53 STEEL PILES
NO-7 NOo 7
1'-0" 11" 10"
11-71/2// #6 D1 DOWEL
FILL
SECTION A -A
(CONCRETE COLLAR NOT SHOWN FOR CLARITY.
SEE "CORROSION PROTECTION FOR STEEL PILES DETAIL.")
BILL OF MATERIAL
FOR ONE END BENT
BAR
N0.
SIZE
TYPE
LENGTH
WEIGHT
B1
8
#9
1
44'-0"
1197
B2
28
#4
STR
22'-1"
413
B3
11
#4
STR
2'-5"
18
D1
24
#6
STR
1'-6"
54
H1
40
#4
2
9'-4"
249
K1
16
#4
STR
2'-11"
31
S1
56
#4
3
10'-5"
390
S2
56
#4
4
3'-2"
118
S3
28
#4
5
6'-6"
122
V1
52
#4
STR
6'-2"
214
REINFORCING STEEL
(FOR ONE END BENT) 2,806 LBS.
CLASS A CONCRETE BREAKDOWN
(FOR ONE END BENT)
POUR #1 CAP, LOWER PART 20.7 C.Y.
OF WINGS & COLLARS
POUR #2 UPPER PART OF 2.1 C.Y.
WINGS
TOTAL CLASS A CONCRETE 22.8 C.Y.
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION- 14+66.00 -L-
SHEET 4 OF 10
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
S U B S T R U C T U R E
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED I E N D BENT No. 1& 2
Firm License No. C-1051 DETAILS
223 S. West St,
Suite 1100
Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com
NO. BY:
STEWART
REVISIONS
DATE: I N0. BY: I DATE:
SHEET NO.
S-18
TOTAL
SHEETS
26
STD. NO. EB_30_90S4

sf:lffolYl
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
c�
N
Lo
..
-04
-64
� w
w �
a
V) z w
>- 0 0
V) o D
f* fol� fol�
BENT CONTROL LINE,
C COLUMNS &
DRILLED PIERS
#4 U1
(TYPo EAe END)
TOP OF CAP
EL. 306.61
3—#4 U2
(TYPo EAo END)
BOTTOM OF CAP
EL. 303.61
PLAN
WORKLINE
SEE DETAIL
0
zi
4/1
3//
411
3/, 411
4„
CONST. JTo
(TYPo)
(TPP1) 5—#11 B1
(TYP.)
COLUMN
(TYPo)
# (EACH BACE)
3" HIGH
BoBo Cad
5'-0" CTS.
* 6—#5 S1
3" * 9—#5 S1 * 7—#5 S1
*12—#5 S1
*12—#5 S1 * 7—#5 S1
* 9—#5 S1 3" * 6—#5 S1
C� 71/2" CTS.
Cagy 3�/2" CTS. Cad 8" CTS.
(a) 33/4" CTS.
Cad 3%4" CTS. Cad 8" CTS.
Cep 31/2" C71/2" CTS.
PERMITTED
TOP OF
i CONST.JT. DRILLED PIER
(TYPo) EL.
301.00 (TYPo)
COLUMN &
COLUMN &
COLUMN &
i DRILLED PIER Noo1
DRILLED PIER Noo2
DRILLED PIER N,
10—#11 M1
3' —0" 0
DRILLED PIER
� SP-1
i (TYPo)
i
I
I
I
APPROVED BAR
SUPPORT (TYPo
BOTTOM OF DRILLED PIER
EA. M1 BAR)
MIN. TIP EL. 273.00
(TYPo)
5'-3"
14'-0"
14'-0"
5'-3"
101-4
ELEVATION
DIMENSIONS & REINFORCING STEEL ARE TYPICAL FOR EACH COLUMN & DRILLED PIER UNLESS OTHERWISE NOTED.
SPAN B
17
SPAN A
TOP OF CAP
EL. 306.61
BOTTOM OF CAP
EL. 303.61
D. 3
HOOKS ON "M" BARS MAY BE TURNED AS NECESSARY
FOR PLACING REINFORCING STEEL.
FOR DRILLED PIERS, SEE SECTION 411 OF THE STANDARD
SPECIFICATIONS.
ALL STEEL IN THE DRILLED PIERS IS INCLUDED IN THE
PAY ITEMS FOR "REINFORCING STEEL" AND "SPIRAL
COLUMN REINFORCING STEEL."
* INVERT ALTERNATE STIRRUPS°
THE LOCATION OF THE CONSTRUCTION JOINT IN THE
DRILLED PIERS IS BASED ON AN APPROXIMATE GROUND
LINE ELEVATION. IF THE CONSTRUCTION JOINT IS
ABOVE THE ACTUAL GROUND LINE ELEVATION, THE
CONTRACTOR SHALL PLACE THE CONSTRUCTION JOINT
ONE FOOT BELOW THE GROUND LINE.
DRILLED PIERS SHALL BE TERMINATED ONE FOOT ± ABOVE
NORMAL WATER SURFACE ELEVATION FOR SHAFTS LOCATED
IN WATER.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT
THE LONGITUDINAL REINFORCEMENT FOR DRILLED PIERS IS
DETAILED WITH 3 FEET OF EXTRA LENGTH.
BENT CONTROL LINE
2'-1
ELAST01
PAD (
(� CORED
SLAB UNIT
2'-6"
I
"0 U1 UVVVCLJ
TO PROJECT 9"
D E T A I L " A i i ABOVE CAP (TYPo)
(DIMENSIONS ARE TYPICAL EACH BEARING)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 5 OF 10
14+66.00 -L-

CV
LO
rd
-04
-64
� w
w �
a
iq rr
V) z w
>- 0 0
V)oD
f* fol� fol�
ff} ff} ff�
1(
BENT
1
DR
Q0
It
PLAN OF DRILLED PIERS & COLUMNS
BENT CONTROL LINE
I
END ELEVATION
DRAWN BY:
V. CHUNG
DATE
10-18
CHECKED BY:
E. PHELPS
DATE
11-18
DESIGN ENGINEER
OF RECORD: D. RUGGLES
DATE
12-18
CD
0
I
END OF CAP VIEW
(TYPICAL BOTH ENDS)
No. 3
#4 U2
'P. EA. END)
HK. 1 HK.
1,_7„ 38,_0„ 1,_7„
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
5-#11 B1
2'-10"
_ Ln
I
N
BAR TYPES
2'-6" U2
2'-8" U1
11/2 EXTRA TURNS
INTO CAP
U
0
11/2 EXTRA TURNS (�D
BOTTOM OF DRILLED PIER
4 SPACERS
®r��
2'-2'1 0
ALL BAR DIMENSIONS ARE OUT TO OUT
101, 9" 9" 10"
I
I
6 Y4„ 6 Y4„
I
#6 D1 DOWELS
N~
•
•
#5
i
i
i
S1
I
i
I
I
I
•
•
BENT CONTROL LINE
I
I
7 Y4 I 7 Y4
I
� I
I
111/4"
SECTION THRU CAP
3/'HIGH B.B.
BILL OF MATERIAL
FOR
ONE BENT
BAR
N0.
SIZE
TYPE
LENGTH
WEIGHT
B1
10
#11
1
41'-2'1
2187
B2
6
#5
STR
38'-2"
239
D1 1 48 1 #6 1 STR 1 1'-6" 1 108 1
M1 1 30 I #11 1 4 1 36'-9" 1 5858 1
S1 1 68 I #5 1 2 1 9'-0'/ 1 638 1
U1 6 #4 3 5'-8" 1 23
U2 6 #4 3 5'-6" 22
REINFORCING STEEL
(FOR ONE BENT) 9,075 LBS.
SP-1 3 5 501'-0" 1568
SPIRAL COLUMN REINFORCING STEEL
(FOR ONE BENT) 1,568 LBS.
THE SP-1 SPIRAL REINFORCING STEEL
SHALL BE W31 OR D-31 COLD DRAWN
WIRE OR #5 PLAIN OR DEFORMED BAR
CLASS A CONCRETE BREAKDOWN
(FOR ONE BENT)
POUR #2 (COLUMNS) 2.0 C.Y.
POUR #3 (CAP) 13.6 C.Y.
TOTAL CLASS A CONCRETE 15.6 C.Y.
DRILLED PIERS-.
(FOR ONE BENT)
DRILLED PIER CONCRETE
POUR #1 (DRILLED PIERS) 24.0 C.Y.
3'-0"0 DRILLED PIER NOT IN SOIL
45.0 LIN. FT.
3'-0"0 DRILLED PIER IN SOIL
46.8 LIN. FT.
PERMANENT STEEL CASING FOR
3'-0/'0 DRILLED PIER 23.0 LIN. FT.
CSL TUBES 385.3 LIN. FT.
SID INSPECTIONS 1 EA.
CSL TESTING 1 EA.
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 6 OF 10
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
Firm License No. C-1051
223 S. West St,
Suite 1100
7ol7l Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com
NO
STEWART
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
BENT No.1
REVISIONS
BY: I DATE: I N0. BY: I DATE:
SHEET NO.
S-20
TOTAL
SHEETS
26

sf:lffolYl
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
c�
N
Lo
..
-04
-64
� w
w �
a
V) z w
>- 0 0
V) o D
f* fol� fol�
BENT CONTROL LINE,
C COLUMNS &
DRILLED PIERS
#4 U1
(TYPo EAe END)
TOP OF CAP
EL. 306.48
3—#4 U2
(TYPo EAo END)
BOTTOM OF CAP
EL. 303.48
PLAN
WORKLINE
SEE DETAIL
0
zi
4/1
3//
411
3/, 411
4„
CONST. JTo
(TYPo)
(TPP1) 5—#11 B1
(TYP.)
COLUMN
(TYPo)
# (EACH BACE)
3" HIGH
BoBo Cad
5'-0" CTS.
* 6—#5 S1
3" * 9—#5 S1 * 7—#5 S1
*12—#5 S1
*12—#5 S1 * 7—#5 S1
* 9—#5 S1 3" * 6—#5 S1
C� 71/2" CTS.
Cagy 3�/2" CTS. Cad 8" CTS.
(a) 33/4" CTS.
Cad 3%4" CTS. Cad 8" CTS.
Cep 31/2" C71/2" CTS.
PERMITTED
TOP OF
i CONST.JT. DRILLED PIER
(TYPo) EL.
301.00 (TYPo)
COLUMN &
COLUMN &
COLUMN &
i DRILLED PIER Noo1
DRILLED PIER Noo2
DRILLED PIER N,
10—#11 M1
3' —0" 0
DRILLED PIER
� SP-1
i (TYPo)
i
I
I
I
APPROVED BAR
SUPPORT (TYPo
BOTTOM OF DRILLED PIER
EA. M1 BAR)
MIN. TIP EL. 269.00
(TYPo)
5'-3"
14'-0"
14'-0"
5'-3"
101-4
ELEVATION
DIMENSIONS & REINFORCING STEEL ARE TYPICAL FOR EACH COLUMN & DRILLED PIER UNLESS OTHERWISE NOTED.
SPAN C
17
SPAN B
TOP OF CAP
EL. 306.48
BOTTOM OF CAP
EL. 303.48
D. 3
HOOKS ON "M" BARS MAY BE TURNED AS NECESSARY
FOR PLACING REINFORCING STEEL.
FOR DRILLED PIERS, SEE SECTION 411 OF THE STANDARD
SPECIFICATIONS.
ALL STEEL IN THE DRILLED PIERS IS INCLUDED IN THE
PAY ITEMS FOR "REINFORCING STEEL" AND "SPIRAL
COLUMN REINFORCING STEEL."
* INVERT ALTERNATE STIRRUPS°
THE LOCATION OF THE CONSTRUCTION JOINT IN THE
DRILLED PIERS IS BASED ON AN APPROXIMATE GROUND
LINE ELEVATION. IF THE CONSTRUCTION JOINT IS
ABOVE THE ACTUAL GROUND LINE ELEVATION, THE
CONTRACTOR SHALL PLACE THE CONSTRUCTION JOINT
ONE FOOT BELOW THE GROUND LINE.
DRILLED PIERS SHALL BE TERMINATED ONE FOOT ± ABOVE
NORMAL WATER SURFACE ELEVATION FOR SHAFTS LOCATED
IN WATER.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT
THE LONGITUDINAL REINFORCEMENT FOR DRILLED PIERS IS
DETAILED WITH 3 FEET OF EXTRA LENGTH.
BENT CONTROL LINE
2'-1
ELAST01
PAD (
(� CORED
SLAB UNIT
2'-6"
I
"0 U1 UVVVCLJ
TO PROJECT 9"
D E T A I L " A i i ABOVE CAP (TYPo)
(DIMENSIONS ARE TYPICAL EACH BEARING)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 7 OF 10
14+66.00 -L-

CV
LO
rd
-04
-64
� w
w �
a
iq rr
V) z w
>- 0 0
V)oD
f* fol� fol�
ff} ff} ff�
1(
BENT
1
DR
Q0
It
PLAN OF DRILLED PIERS & COLUMNS
BENT CONTROL LINE
I
END ELEVATION
DRAWN BY:
V. CHUNG
DATE
10-18
CHECKED BY:
E. PHELPS
DATE
11-18
DESIGN ENGINEER
OF RECORD: D. RUGGLES
DATE
12-18
CD
0
I
END OF CAP VIEW
(TYPICAL BOTH ENDS)
No. 3
#4 U2
'P. EA. END)
HK. 1 HK.
1,_7„ 38,_0„ 1,_7„
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
5-#11 B1
2'-10"
_ Ln
I
N
BAR TYPES
2'-6" U2
2'-8" U1
HK.
3 4
1'-7" 39'-1"
11/2 EXTRA TURNS
INTO CAP
U
F--I
w
I
Ln
11/2 EXTRA TURNS (�
BOTTOM OF DRILLED PIER
4 SPACERS
®r��
2'-2'1 0
ALL BAR DIMENSIONS ARE OUT TO OUT
101, 9" 9" 10"
I
I
6 Y4„ 6 Y4„
I
#6 D1 DOWELS
N~
•
•
#5
i
i
i
S1
I
i
I
I
I
•
•
BENT CONTROL LINE
I
I
7 Y4 I 7 Y4
I
� I
I
111/4"
SECTION THRU CAP
3/'HIGH B.B.
BILL OF MATERIAL
FOR
ONE BENT
BAR
N0.
SIZE
TYPE
LENGTH
WEIGHT
B1
10
#11
1
41'-2'1
2187
B2
6
#5
STR
38'-2"
239
D1 1 48 1 #6 1 STR 1 1'-6" 1 108 1
M1 1 30 I #11 1 4 1 40'-8" 1 6482 1
S1 1 68 I #5 1 2 1 9'-0'/ 1 638 1
U1 6 #4 3 5'-8" 1 23
U2 6 #4 3 5'-6" 22
REINFORCING STEEL
(FOR ONE BENT) 9,699 LBS.
SP-1 3 5 562'-10" 1761
SPIRAL COLUMN REINFORCING STEEL
(FOR ONE BENT) 1,761 LBS.
THE SP-1 SPIRAL REINFORCING STEEL
SHALL BE W31 OR D-31 COLD DRAWN
WIRE OR #5 PLAIN OR DEFORMED BAR
CLASS A CONCRETE BREAKDOWN
(FOR ONE BENT)
POUR #2 (COLUMNS) 1.9 C.Y.
POUR #3 (CAP) 13.6 C.Y.
TOTAL CLASS A CONCRETE 15.5 C.Y.
DRILLED PIERS-.
(FOR ONE BENT)
DRILLED PIER CONCRETE
POUR #1 (DRILLED PIERS) 27.1 C.Y.
3'-0"0 DRILLED PIER NOT IN SOIL
45.0 LIN.FT.
3'-0"0 DRILLED PIER IN SOIL
58.4 LIN. FT.
PERMANENT STEEL CASING FOR
3'-0/'0 DRILLED PIER 26.0 LIN. FT.
CSL TUBES 431.8 LIN. FT.
SID INSPECTIONS 1 EA.
CSL TESTING 1 EA.
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 8 OF 10
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
Firm License No. C-1051
223 S. West St,
Suite 1100
7ol7l Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com
NO
STEWART
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
BENT No.2
REVISIONS
BY: I DATE: I N0. BY: I DATE:
SHEET NO.
5-22
TOTAL
SHEETS
26

sf:lffolYl
NOTES
STIRRUPS IN CAP MAY BE SHIFTED AS NECESSARY
TO CLEAR DOWELS.
c�
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-04
-64
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>- 0 0
V) o D
f* fol� fol�
BENT CONTROL LINE,
C COLUMNS &
DRILLED PIERS
#4 U1
(TYPo EAe END)
TOP OF CAP
EL. 306.31
3—#4 U2
(TYPo EAo END)
BOTTOM OF CAP
EL. 303.31
PLAN
WORKLINE
SEE DETAIL
0
zi
4/1
3//
411
3/, 411
4„
CONST. JTo
(TYPo)
(TPP1) 5—#11 B1
(TYP.)
COLUMN
(TYPo)
# (EACH BACE)
3" HIGH
BoBo Cad
5'-0" CTS.
* 6—#5 S1
3" * 9—#5 S1 * 7—#5 S1
*12—#5 S1
*12—#5 S1 * 7—#5 S1
* 9—#5 S1 3" * 6—#5 S1
C� 71/2" CTS.
Cagy 3�/2" CTS. Cad 8" CTS.
(a) 33/4" CTS.
Cad 3%4" CTS. Cad 8" CTS.
Cep 31/2" C71/2" CTS.
PERMITTED
TOP OF
i CONST.JT. DRILLED PIER
(TYPo) EL.
301.00 (TYPo)
COLUMN &
COLUMN &
COLUMN &
i DRILLED PIER Noo1
DRILLED PIER Noo2
DRILLED PIER N,
10—#11 M1
3' —0" 0
DRILLED PIER
� SP-1
i (TYPo)
i
I
I
I
APPROVED BAR
SUPPORT (TYPo
BOTTOM OF DRILLED PIER
EA. M1 BAR)
MIN. TIP EL. 275.00
(TYPo)
5'-3"
14'-0"
14'-0"
5'-3"
101-4
ELEVATION
DIMENSIONS & REINFORCING STEEL ARE TYPICAL FOR EACH COLUMN & DRILLED PIER UNLESS OTHERWISE NOTED.
SPAN D
17
SPAN C
TOP OF CAP
EL. 306.31
BOTTOM OF CAP
EL. 303.31
D. 3
HOOKS ON "M" BARS MAY BE TURNED AS NECESSARY
FOR PLACING REINFORCING STEEL.
FOR DRILLED PIERS, SEE SECTION 411 OF THE STANDARD
SPECIFICATIONS.
ALL STEEL IN THE DRILLED PIERS IS INCLUDED IN THE
PAY ITEMS FOR "REINFORCING STEEL" AND "SPIRAL
COLUMN REINFORCING STEEL."
INVERT ALTERNATE STIRRUPS°
THE LOCATION OF THE CONSTRUCTION JOINT IN THE
DRILLED PIERS IS BASED ON AN APPROXIMATE GROUND
LINE ELEVATION. IF THE CONSTRUCTION JOINT IS
ABOVE THE ACTUAL GROUND LINE ELEVATION, THE
CONTRACTOR SHALL PLACE THE CONSTRUCTION JOINT
ONE FOOT BELOW THE GROUND LINE.
DRILLED PIERS SHALL BE TERMINATED ONE FOOT ± ABOVE
NORMAL WATER SURFACE ELEVATION FOR SHAFTS LOCATED
IN WATER.
THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT
THE LONGITUDINAL REINFORCEMENT FOR DRILLED PIERS IS
DETAILED WITH 3 FEET OF EXTRA LENGTH.
BENT CONTROL LINE
2'-1
ELAST01
PAD (
(� CORED
SLAB UNIT
2'-6"
I
"0 U1 UVVVCLJ
TO PROJECT 9"
D E T A I L " A i i ABOVE CAP (TYPo)
(DIMENSIONS ARE TYPICAL EACH BEARING)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
B-5323
GRANVILLE COUNTY
STATION:
SHEET 9 OF 10
14+66.00 -L-

CV
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-04
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>- 0 0
V)oD
f* fol� fol�
ff} ff} ff�
1(
BENT
1
DR
Q0
It
PLAN OF DRILLED PIERS & COLUMNS
BENT CONTROL LINE
I
END ELEVATION
DRAWN BY:
V. CHUNG
DATE
10-18
CHECKED BY:
E. PHELPS
DATE
11-18
DESIGN ENGINEER
OF RECORD: D. RUGGLES
DATE
12-18
CD
0
I
END OF CAP VIEW
(TYPICAL BOTH ENDS)
No. 3
#4 U2
'P. EA. END)
HK. 1 HK.
1,_7„ 38,_0„ 1,_7„
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
#5 B2
(EACH FACE)
5-#11 B1
2'-10"
_ Ln
I
N
BAR TYPES
2'-6" U2
2'-8" U1
11/2 EXTRA TURNS
INTO CAP
U
H 5
w
Ln
CV
11/2 EXTRA TURNS (�D I
BOTTOM OF DRILLED PIER
4 SPACERS
2'-2'1 0
ALL BAR DIMENSIONS ARE OUT TO OUT
101, 9" 9" 10"
I
I
6 Y4„ 6 Y4„
I
#6 D1 DOWELS
N~
•
•
#5
i
i
i
S1
I
i
I
I
I
•
•
BENT CONTROL LINE
I
I
7 Y4 I 7 Y4
I
� I
I
111/4"
SECTION THRU CAP
3/'HIGH B.B.
BILL OF MATERIAL
FOR
ONE BENT
BAR
N0.
SIZE
TYPE
LENGTH
WEIGHT
B1
10
#11
1
41'-2'1
2187
B2
6
#5
STR
38'-2"
239
D1 1 48 1 #6 1 STR 1 1'-6" 1 108 1
M1 1 30 I #11 1 4 1 34'-6" 1 5499 1
S1 1 68 I #5 1 2 1 9'-0'/ 1 638 1
U1 6 #4 3 5'-8" 1 23
U2 6 #4 3 5'-6" 22
REINFORCING STEEL
(FOR ONE BENT) 8,716 LBS.
SP-1 3 5 464'-3" 1453
SPIRAL COLUMN REINFORCING STEEL
(FOR ONE BENT) 1453 LBS.
THE SP-1 SPIRAL REINFORCING STEEL
SHALL BE W31 OR D-31 COLD DRAWN
WIRE OR #5 PLAIN OR DEFORMED BAR
CLASS A CONCRETE BREAKDOWN
(FOR ONE BENT)
POUR #2 (COLUMNS) 1.8 C.Y.
POUR #3 (CAP) 13.6 C.Y.
TOTAL CLASS A CONCRETE 15.4 C.Y.
DRILLED PIERS-.
(FOR ONE BENT)
DRILLED PIER CONCRETE
POUR #1 (DRILLED PIERS) 22.2 C.Y.
3'-0"0 DRILLED PIER NOT IN SOIL
15.0 LIN. FT.
3'-0"0 DRILLED PIER IN SOIL
69.9 LIN. FT.
PERMANENT STEEL CASING FOR
3'-0/'0 DRILLED PIER 23.0 LIN. FT.
CSL TUBES 357.7 LIN. FT.
SID INSPECTIONS 1 EA.
CSL TESTING 1 EA.
PROJECT NOo B-5323
GRANVILLE COUNTY
STATION: 14+66.00 -L-
SHEET 10 OF 10
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
Firm License No. C-1051
223 S. West St,
Suite 1100
7ol7l Raleigh, NC 27603
T 919.380.8750
www.stewartinc.com
NO
STEWART
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
SUBSTRUCTURE
BENT No.3
REVISIONS
BY: I DATE: I N0. BY: I DATE:
SHEET NO.
5-24
TOTAL
SHEETS
26

N
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w �
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c-D cn
o z
END BENT NOo 1 20'-0"
C
SHOULDER LINE
BRIDGE AND
ROADWAY
SHOULDER LINE
FI 707 7F
1'-0/' MIN. EARTH BERM
NORMAL TO CAP
EL. 303.75
END BENT NOo 1
1'-7" MIN. BERM
SHOULDER LINE NORMAL TO CAP
DO O
r-
o
EL. 303.75 Cad EB#1
15 C, EB#2
1'-0" MIN. EARTH BER
NORMAL TO CAP
GEOTEXTILE
SECTION H-H
SLOPE 11/2.1
PLAN OF RIP RAP
1'-7" MIN. BERM
NORMAL TO CAP
r---- i
o i i
EL. 303.75 2 EB#1
ELo 303.15 Q EB#2
—�--�— SLOPE 11/2e 1
2'-0" ,
GROUND LINE 1'-0" MIN° EARTH BERM
NORMAL TO CAP 0
r1,l
GEOTEXTILE —
� SECTION
BERM RIP RAPPED
GROUND LINE
END BENT NOo 2 10'-0"
C
1� O�
9�1
O �
END BENT NO.2
SHOULCrn
SECTION C-C
A
\Y
NOTES
FOR BERM WIDTH DIMENSIONS, SEE GENERAL DRAWING.
LINE
=I
LINE
ESTIMATED QUANTITIES
BRIDGE Cad
RIP RAP
GEOTEXTILE
STA.14+66.00 —L—
CLASS II
FOR DRAINAGE
(2'-0'/ THICK)
TONS
SQUARE YARDS
END BENT 1
440
485
END BENT 2
400
440
GROUND LINE
�o z
i H
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NOe B-5323
GRANVILLE COUNTY
STATION:
14+66.00 -L-
STD. NO. RR1 (Sht 2)

NOTES
cn
N
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Lo
..
m
rr
00--)
U
�I
6" BEVEL
12'-0"
6'
1'-3"lm
11-#4A1 Cad 1'-O" CTS, �
(TOP OF SLAB) (2 BAR RUN)
m 1'-3"
i
11-#4A2 (� 1'-O" CTS,
m
a
(BOTTOM OF SLAB) (2 BAR RUN)'
a
cn
i
J
u�
m
i
i
a
�
0 BEGIN
'
3:
0
APPROACH SLAB
0
0
0
~
o
'
N
m
'
Al
i
a
w
J
o
U
Q9
u
3 „
@
in
#
N
m 91,i
o
Q
#
o
r-
i
i
i
i
FILL FACE Cad
END BENT #1
#4A2
(BOTT, OF
'
SLAB)
i
#4A1
i
(TOP OF
'
SLAB)
� N '
m
0
0
PROPOSED
ASPHALT
PAVEMENT
PLAN
N
Q END
51/4" CONTINUOUS
HIGH CHAIR UPPER (CHCU)
2 3'-0" CTS. ACROSS SLAB
#5B1
i
7-7
ROADWAY- J
c.�\#4A2
#6B2
APPROVED WIRE BAR
SUPPORTS 2 3'-0" CTS.
BENT #1
N
PLAN 2 END BENT #2
DIMENSIONS SHOWN ARE TYPICAL FOR BOTH APPROACH SLABS
APPROXIMATE
10 1 SLOPE
(TO BE DETERMINED
BY THE CONTRACTOR)
t NORMAL TO END BENT 4"0 PERFORATED
SCHEDULE 40
PVC PIPE
#4A1 J
u
N
t2 0 1 SLOPE
SELECT
MATERIAL
(CLASS V
OR CLASS VI)-7
GEOTEXTILE
o 0L
0 ''
0o0
SECTION THRU SLAB
(TYPE II — MODIFIED APPROACH FILL)
t 1 /-11/2„
1
00 Z
I "
CORED
SLAB
7
\--11/2" BACKER ROD
I
2 LAYERS OF 30 LB.
ROOFING FELT TO
PREVENT BOND
8„
z
CV H
4
SECTION N-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 VT) 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.
a BRIDGE DECK oQ�'
Ln
Lj-
0
m
VV
F� CAP FLOW LINE ONLY WITH
EROSION RESISTANT MATERIAL
--'--� BACKFILL EXCAVATION HOLE
@ AND GRADE TO DRAIN
m NOTE: IF THE APPROACH SLAB IS NOT CONSTRUCTED IMMEDIATELY
Lo # 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
CLASS "B" STONE o
FOR EROSION CONTROL s
TEMP,SLOPE DRAIN
2'-0"MIN,
EARTH
DITCH
BLOCK
APPROACH
SLAB
1'-0"
"N.FUTURE
SHOULDER
�\0 z
H
iE
GR p.0 ZPE �
S* N
,—, R
+J
c� FLOW LINE
END OF ® EROSION RESISTANT MATERIAL
APPROACH
SLAB 1'-6"MIN.
NOTE: IMMEDIATELY AFTER THE CONSTRUCTION OF THE APPROACH SLAB,
THE CONTRACTOR SHALL PROVIDE TEMPORARY BERM AND SLOPE
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, MINe 2" DEPTH, 2) EROSION CONTROL
MAT, OR 3) CONCRETE, AS DIRECTED BY THE ENGINEER°
THE SLOPE DRAIN SHALL CONSIST OF A NON -PERFORATED
TEMPORARY DRAINAGE PIPE,12 INCHES IN DIAMETER.
PLAN VIEW
r� 3 1 ��2 ►;
END OF CURB WITHOUT
SHOULDER BERM GUTTER
CURB DETAILS
SPICE LENGTHS
BAR
SIZE
EPDXY
COATED
UNCOATED
#5
2,_6„
21_211
#6
Y-10//
2'-7"
ELBOW
TEMPORARY
SLOPE
DRAIN
ELBOW
TOE OF FILL'
CLASS "B"STONE
FOR EROSION CONTROL
SECTION R-R
3"EROSION RESISTANT
12"MINe MATERIAL OVER PIPE
EARTH DITCH BLOCK
N
--T--r—-------
FILL SLOPE
SECTION S-S
TEMPORARY BERM AND SLOPE DRAIN DETAILS
(TO BE USED WHEN SHOULDER BERM GUTTER IS REQUIRED)
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO. B-5323
GRANVILLE
STATION:
COUNTY
14+66.00 -L-
STD. NO. BAS-36-90S

c�
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-64 {f}
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W �
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0 0
� o �
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
M27O GRADE 36 —
— 209000 LBS. PER SO. INo
— AASHTO
M27O GRADE 5OW —
— 27,000 LBS. PER SO. IN.
— AASHTO
M27O GRADE 50 —
— 27,000 LBS. PER SO. INo
REINFORCING STEEL
IN TENSION
— GRADE 60 — —
— 24,000 LBS. PER SO. INo
CONCRETE IN COMPRESSION — —
— — — — — — — — —
— 1,200 LBS. PER SQ. IN.
CONCRETE IN SHEAR
— — — — — —
— — — — — — — — —
— SEE A.A.S.H.T.O.
STRUCTURAL TIMBER
— TREATED
OR UNTREATED
EXTREME
FIBER STRESS — —
— 1,800 LBS. PER SO.IN.
COMPRESSION PERPENDICULAR TO GRAIN
OF TIMBER — — — — — 375 LBS. PER SO. INo
EQUIVALENT FLUID PRESSURE OF EARTH — — — — — 30 LBS. PER CU. FT.
(MINIMUM)
MATERIAL AND WORKMANSHIP-.
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 DEFLECTION, SETTLEMENTS
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 DEFLECT TONS, 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 %"0 SHEAR STUDS FOR THE
3/4"O 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"0 STUDS
ALONG THE BEAM AS SHOWN FOR 3/4" O STUDS BASED ON THE RATIO OF 3 — 7/8" 0
STUDS FOR 4 — 3/4" O 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 1/16INCH 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.
REV. 6-16-95 ELM (✓) R G W REV. 5-7-03 RWW J T E REV. 10-1-11 MAA (✓) GM
REV. 8-16-99 RWW (✓) L E S REV. 5-1-06 TLA GM REV. 12-17 MAA T H C
STD. NO. SN