which the contractor may obtain from the Commission.
district, or on any other documentation not expressly warranted,
on the boring data depicted here or those available from the
encounter in basing its bid prices, time or schedule of performance
constructing this project. A contractor assumes all risks it may
data accurately depicts the conditions to be encountered in
The Commission does not represent or warrant that any such boring
GENERAL ELEVATION
PLAN
61’-3�" 93’-0"
SPAN (1-2) SPAN (2-3) SPAN (3-4)
1
2
3
4
Pr. Gr. Elev. 876.69
Beg. Sta. 652+93.72
Pr. Gr. Elev. 877.00
Sta. 653+55.00 Pr. Gr. Elev. 877.47
Sta. 654+48.00
Pr. Gr. Elev. 877.77
Sta. 655+09.28
@ ¸ Roadway
@ End of Slab
Pr. Gr. Elev. 876.70
Sta. 652+94.37
@ ¸ Roadway
@ End of Slab
Pr. Gr. Elev. 877.77
Sta. 655+08.63
2’-
0"
2’-
0"
20’-0" 20’-0"
15"
21"
3’-0"
15"
21"
3’-0"
12’-
0"
12’-
0"
24’-
0"
Roa
dwa
y
¸ Structure,
¸ Roadway &
Profile Grade
Fill Face of
End Bent No. 1
Fill Face of
End Bent No. 4
17�"
5’-1�"
5’-1�"
17�"
5’-1�"
5’-1�"
9’-6"
9’-6"
¸ Drilled Shaft
& ¸ Rock Socket
¸ Int. Bent No. 2
3 Spaces
@ 10’-3"
¸ Pile
¸ Pile
3 Spaces
@ 10’-3"
Elev. 841.00
Top of Sound Rock
Anticipated
Fix.Fix. Fix.Fix.
+0.50% Grade
Elev. 833.00
Bottom of Rock Socket
(to be removed)
Existing Structure (X-186)
(Typ.)
Elev. 861.50
Berm
Elev. 867.29
Top of Drilled Shaft
61’-3�"
215’-6�"
(Survey Date 2011)
Ground Line
than is subsurface data available from the district or elsewhere.
weight should be given to the boring data depicted on the plan sheets
Project Contact upon written request. No greater significance or
bridge electronic deliverable file or will be available from the
the department for the design of the project, will be provided in the
factual records of subsurface data and investigations performed by
all locations indicated, as well as any other boring logs or other
all locations is shown on Sheets No. 29 thru 35. The boring data for
on the bridge plan sheet(s) for this structure. Boring data for
The locations of all subsurface borings for this structure are shown
Bridge pulldown menu.
option under the
using Place Border
a Reference File,
Border is attached as
From Design
current standards or practices.
only. They may not necessarily reflect
These plans are to serve as an example
Notice and Disclaimer Regarding Boring Log Data
" " Indicates location of borings.
10.
00
00
8.3910
13.0541
40°00’00"
50°00’00"
90°00’00"
Dimensions
Horizontal
Elev. 859.18
Bott. of Encasement
¸ Pile
¸ Int. Bent No. 3
Annotation
in Tasks: General
available as a cell
Front Sheet Text
From Layout folder
Fr
om
Desi
gn
La
yo
ut
or
Plat
Sheet
Fr
om
desi
gn (sla
b)
From Design Layout
From Design Layout
From design
in Layout folder
From Profile sheet
From design
in Layout folder
From Profile sheet
Cell in Tasks: Front Sheets (Boring Symbol)
From Design Layout
Always 90°
Always 10.0000
3 spa.
@ 9’-2"
From Design Layout
folder
in Layout
Survey Report
From Bridge
is shown on this front sheet.
on the following sheets may not necessarily match what
covering a variety of structural components. Some details
projects. It is intended to be used for reference only,
This set of example plans is based on several bridge
Medium Text (Titles)
Tasks: General Annotation
Annotation)
(Use Tasks: General
text shall be "small".
All note and dimension
on front sheet details.
See EPG 751.5 for more information
Design Layout)
(when specified on
If required
Note E1.1, EPG 751.50
if required.
Note E1.4, EPG 751.50
and add a line stating "For Notice and Disclaimer Regarding Boring Log Data, see Sheet No. X."
If the note will not fit on this sheet, keep the "Indicates location of borings." portion
Cell in Tasks: Bridge Detailing Notes (E3.2 Notice and Disclaimer).
Cell in Tasks: Front Sheets (North Arrow)
If Location Sketch is shown on front
sheet, North arrow should be shown there.location of all borings
Layout folder. Show
Boring locations from
Note: This drawing is not to scale. Follow dimensions.
*
BR
*
*
26 34N 29WSEC/SUR TWP RGE
STD. 706.35STA. 652+93.72
ROUTE B FROM RTE. 71 TO RTE. 97
ABOUT 2.5 MILES WEST OF RTE. 97
RTE. B, ELEV. 973.158’
OF BRIDGE HEADWALL AT HORSE CREEK BRIDGE ON
B.M. 306 = SET "Ô" SQUARE CUT AT S.E. CORNER
Small Text (Bold)
Tasks: General Annotation
Calculate
(59’-93’-59’) PRESTRESSED CONCRETE I-GIRDER SPANS
new bents.
close to
if they are
footings only
Show existing
are driven for any bents falling within the embankment section.
feet in back of the fill face of the end bents before any piles
within the limits of the structure and for not less than 25
and up to the elevation of the bottom of the concrete beam
Roadway fill shall be completed to the final roadway section
roadway excavation.
considered completely covered by the contract unit price for
as shown. Removal of old roadway fill will be
Old roadway fill under the ends of the bridge shall be removed
and Location Sketch, see Sheet No. 2.
for Slab on Concrete I-Girder, Foundation Data, Hydrologic Data
For General Notes, Estimated Quantities, Estimated Quantities
EXAMPLE
1
Sheet No. 1 of 30Checked Nov. 2014
Detailed Nov. 2014
Designed Nov. 2014
corner of layout sheets.
"Location") or in lower right
(Structure Location Information,
Inventory and Appraisal Sheet
From layout folder, Structural
From Design Layout/Bridge Memo
(Typ.)
Control Geotextile (Rdwy. item)
Blanket with Permanent Erosion
with 2’-0" Type 2 Rock
2:1 slope (Normal)
(See EPG 751.5.2.1.1)
Design Layout)
Skew angle (from
D.F. Elev. 869.00
See EPG 751.5.2.1.3
in Layout folder.
From Plat sheet
BRIDGE: ROUTE B OVER HORSE CREEK
751.5.2.1.3)
(See EPG
Plans
MO Std.
when they review plans
Info from Review Section
See EPG 751.5.2.1.1
From design.
Example_plans_001_2015_Front.dgn 8:47:26 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
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MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
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AN
SP
OR
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Estimated Quantities
Item Substr. Superstr. Total
*
Reinforcing Steel (Bridges)
linear foot
pound
cu. yard
linear foot
Class B Concrete (Substructure)
sq. yard
eachVertical Drain at End Bents
eachPlain Neoprene Bearing Pad
linear foot
linear foot
Supplementary Television Camera Inspection each
Foundation Inspection Holes linear foot
Sonic Logging Testing each
Safety Barrier Curb
44
4
6 6
2
4
Design Specifications:
Design Loading:
General Notes:
Design Unit Stresses:
Neoprene Pads:
Joint Filler:
Reinforcing Steel:
Traffic Handling:
Steel Pile (ASTM A709 Grade 50) fy = 50,000 psi
Reinforcing Steel (Grade 60) fy = 60,000 psi
Class B Concrete (Substructure) f’c = 3,000 psi
Class B-2 Concrete (Drilled Shafts & Rock Sockets) f’c = 4,000 psi
Structural Steel Piles (12 in.)
Drilled Shafts (3 ft. 6 in. Dia.)
Rock Sockets (3 ft. 0 in. Dia.)
each 12 12
Class B-1 Concrete (Safety Barrier Curb) f’c = 4,000 psi
For precast prestressed panel stresses, see Sheet No. 18.
For prestressed girder stresses, see Sheets No. 14 & 15.
Item
Reinforcing Steel (Epoxy Coated)
Total
Reinforcing Steel pound
pound
cu. yard
10,350
39,190
Class B-2 Concrete
Slab on Concrete I-Girder
Estimated Quantities for
Slab on Concrete I-Girder
Laminated Neoprene Bearing Pad
each 6 6Steel Intermediate Diaphragm for P/S Concrete Girders
linear footType 6 (54 in.), Prestressed Concrete I-Girder
Seismic Design Category A
HL-93
94
32
72
8 8
72
32
94
Pile Point Reinforcement each
1lump sum
Class 1 Excavation cu. yard
40°
¸ Structure
¸ Rte. B &
Beg. Sta. 652+93.72
A7987
Proposed Structure
LOCATION SKETCH
Flo
w
Horse Creek
each 36 36Slab Drain
Removal of Bridges (X-186)
* Safety barrier curb shall be cast-in-place option or slip-form option.
Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
I-Girder.
The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on Concrete
The Estimated Quantities for Slab on Concrete I-Girder are based on skewed precast prestressed end panels.
with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.
for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance
Method of forming the slab shall be as shown on the plans and in accordance with Sec 703. All hardware
contract unit price.
encountered in the estimated quantities but the variations cannot be used for an adjustment in the
steel will be considered completely covered by the contract unit price for the slab. Variations may be
Payment for prestressed panels, conventional forms, all concrete and coated and uncoated reinforcing
measured to the nearest square yard with the horizontal dimensions as shown on the plan of slab.
the State in preparing the cost estimate for concrete slabs. The area of the concrete slab will be
The table of Estimated Quantities for Slab on Concrete I-Girder represents the quantities used by
196 196
70.4 70.4
635 635
491 491
632 632
204.0
80 80
15,270 15,270
If not specified, use "A"
From Design Layout.
From Design Layout
Prestressed Girders and Safety Barrier Curb) f’c = 4,000 psi
Class B-2 Concrete (Superstructure, except
(To be removed)
Existing Structure X-186
Detailing Notes.
in EPG are available as cells in Tasks: Bridge
Quantities notes. Notes marked with [MS Cell]
See EPG 751.50 for General Notes and Estimated
Notes B, EPG 751.50
Notes A, EPG 751.50
Notes B3c, EPG 751.50
(B3.21 "Estimated Quantities For)
Cell in Tasks: Bridge Detailing Notes
Design Layout
Info from design &
(E2.1 Foundation Data)
Detailing Notes
Cell in Tasks: Bridge
Notes E2, EPG 751.50
Cell in Tasks: Bridge Detailing Notes (B3.1 "Estimated Quantities" Box)
GENERAL NOTES AND QUANTITIES
(North Arrow)
Front Sheets
Cell in Tasks:
and 2013 Interim Revisions
2012 AASHTO LRFD Bridge Design Specifications (6th Ed.)
Note: This drawing is not to scale. Follow dimensions. Sheet No. 2 of 30
B
BR 2
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Hydrologic Data
Roadway Overtopping
Estimated Backwater = 0.77 ft
Overtopping Flood Discharge = 3,700 cfs
Overtopping Flood Frequency = 10 years
Freeboard (50-year)
Freeboard = 1.7 ft
Drainage Area = 18 mi`
Design Flood Frequency = 50 years
Base Flood (100-year)
Average Velocity thru Opening = 5.7 ft/s
Overtopping Flood Elevation = 354.1
Design Flood (D.F.) Elevation = 354.4
Design Flood Discharge = 5,700 cfs
Base Flood Elevation = 354.8
Base Flood Discharge = 6,700 cfs
crossing only.
Info from Design Layout for stream
See EPG 751.5.2.1.5
Cell in Tasks: Front Sheets (Hydrologic Data)
See EPG 751.5.2.1.5
in Layout folder.
Based on Plat sheet
35 lb/sf Future Wearing Surface
Continuous Composite for live load.
Superstructure: Simply-Supported, Non-Composite for dead load.
Earth 120 lb/cf, Equivalent Fluid Pressure 45 lb/cf
shall be in accordance with Sec 716.
Plain and Laminated Neoprene Bearing Pads shall be 60 durometer and
for Slab on Concrete I-Girder.
All concrete above the intermediate beam cap is included in the Estimated Quantities
Concrete I-Girder.
embedded in the beam cap is included in the Estimated Quantities for Slab on
All reinforcement in the intermediate bent concrete diaphragms except reinforcement
Concrete I-Girder.
All reinforcement in the end bents is included in the Estimated Quantities for Slab on
Quantities for Slab on Concrete I-Girder.
All concrete above the construction joint in the end bents is included in the Estimated
on other routes during construction. See roadway plans for traffic control.
Structure to be closed during construction. Traffic to be maintained
otherwise shown.
Minimum clearance to reinforcing steel shall be 1 1/2", unless
sponge rubber expansion and partition joint filler, except as noted.
All joint filler shall be in accordance with Sec 1057 for preformed
borings, see Sheet No. 1"
on the front sheet. Add "For locations of
may be placed on this sheet if it would not fit
"Notice and Disclaimer Regarding Boring Log Data"
(if applicable) (Note A3.8)
From Design Layout
Miscellaneous:
Constant Joint Filler
Variable Joint Filler
the precast panels for this structure:
the type of joint filler option used under
MoDOT Construction personnel will indicate
Detailing Notes
Bridge
Cell in Tasks:
Hammer Energy Required
Foundation Material
ksf
Elevation Range
Foundation Material
ksf
Elevation Range
ksf
La
yer
1La
yer
2
Pile Type and Size
kip
ft
Compressive Resistance
Minimum Nominal Axial
(Side Resistance)
Compressive Resistance
Minimum Nominal Axial
(Side Resistance)
Compressive Resistance
Minimum Nominal Axial
(Tip Resistance)
Compressive Resistance
Minimum Nominal Axial
ft
ft
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
ft-lb
Pile
Bearing
Load
ea
Socket
Rock
ea
Approximate Length per Each
Number
Number
Foundation Data
Bent Number
1 3 4Design DataType
Pile Driving Verification Method
DF = FHWA-modified Gates Dynamic Formula
Resistance Factor
Maximum Factored Loads Minimum Nominal Axial Compressive Resistance =
(Side Resistance + Tip Resistance) Resistance Factors
Maximum Factored Loads Minimum Nominal Axial Compressive Resistance =
Sonic logging testing shall be performed on all drilled shafts and rock sockets.
Manufactured pile point reinforcement shall be used on all piles in this structure.
HP 12x53 HP 12x53
4 4
30
DF
505
16,200
19
DF
505
16,200
2 2
Rock Rock
838-835 844-839
28.6 28.6
Rock Rock
835-821 839-830
28.6 28.6
12.0 12.0
2
---
---
---
---
---
--- ---
---
---
---
---
---
(Second Sheet Text)
Border text cell in Tasks: General Annotation
Example_plans_002_2015_qty.dgn 8:47:33 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
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AN
SP
OR
TA
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ON
2"
9"
15-#6-
V13
@ 12" cts. (Each face)
13’-6"
6’-6�"
20’-0�"
@ Top of Wing
Elev. 876.40
2"
15-#6-
V15
@ 12" cts. (Each face)
13’-6"
17’-9�"
4’-3�"
@ Top of Wing
Elev. 876.30
3’-0"
18"
18"
3"
¸ Bent & ¸ Key
PART PLAN
PLAN OF BEAM
¸ Bent
4�" 21-#6-U12 @ 9" cts.
(Spaced with U10 & V10)
13-#5-U13 & 13-#6-U14
¸ Bearing & ¸ Pile
4’-4�" 13’-0�" 13’-0�" 4’-4�"
6�"
10’-3" 10’-3"
23" 3’-4�" 9’-0"
5’-2"
8’-4" 3’-4�" 2’-7" 6�"
14’-9�"14’-9�"
17’-4�" 17’-4�"
34’-9�"
(Typ.)
1"
40°00’00"
(Typ.)
Key 6" x 3"
Const. Jt.
¸ Pile ¸ Pile
12’-0"
10’-0"3’-4"
(T
yp.)
4"
6"
18"
18"
3’-0"
123
6"
6"
12’-0"
40°00’00"
& ¸ Roadway
¸ Structure
& ¸ Roadway
¸ Structure
(T
op)
4-
#7-
H1
0
¸ Girder ¸ Girder
Front Face
of Diaphragm
#6 & #8-H Bars
#6 & #8-H Bars
End of Slab
Fill Face
(Except as shown)
Symm. abt. ¸ Bent
(Except as shown)
Symm. abt. ¸ Bent
D
D
E
E
Fill Face
DETAILS OF END BENT NO. 1
2-#6-H13 &
2-#6-H14
11-#6-F10
5-#6-F11
4-#6-H12
#6-V12
tie bar) (Typ.)
#5-H15 (Strand girders) (Typ.)
(Between
2-#6-H17
2-#6-H16 &
11-#6-F12
5-#6-F13
2-#6-H14
2-#6-H13 &
#6-V14
5’-1�" 5’-1�"
2’-7" 2’-7"
From design
From design
Pile spacing from design
Tie Rods (Typ.)
Two 3/4"Ó Coil
EPG 751.22.3.14
EPG 751.22.3.7
From design
Design Layout)
Skew angle (from
Girder spacing from design
Fro
m design
Fro
m design
Neoprene Bearing Pad (Typ.)
9" x 22 1/2" x 1/2" Plain
Large Text (Sheet Titles)
Tasks: General Annotation
All other bents are shown looking ahead-station.
End Bent No. 1 is shown looking back-station.
EPG 751.35 Concrete Pile Cap Integral End Bents.
(Section Arrow)
Cell in Tasks: End Bents
for Integral Bent)
(Section thru Key
End Bents
Cell in Tasks:
Detail)
(Pile Splice
Tasks: Piles
Cell in
EPG 751.50
Notes G1,
rotate as needed.
Use appropriate size,
(Pile Section)
Cell in Tasks: Piles
Usually, 0.125’Ó is adequate.
Reinforcing Steel (In Section)
Use Tasks: Geometry,
section large enough to see.
Draw reinforcing bars in
4�"
@ 12" cts.(Typ.)
3-#6-V11 @
15�"
2’-0"
2’-0�"
9"
(Typ.)
22�"
(Typ.)
9"
18"
18"
17�"
15�"
2’-0�"2’-0�"
18"
18"
16"
16"
General Notes:
SECTION THRU KEY
¸ Key & ¸ Bent
6"
3"
3"
3"
STEEL PILE SPLICE
45°
�"
to be cut square)
of lower section
Butt Splice (Top
(If required)
Adjust scale as needed
annotation scale.
Use appropriate
or Crosshatching)
Patterns (Hatching
Tasks: Area
with 1/2" jt. filler (Typ.)
Fill area under girder
tapered, omit thickness here.
pad. If bearing pad is
Match thickness of bearing
from Tasks: End Bents
Coil Tie Insert cell
24-#5-H11 @ 12" cts. (See Bridge Approach Slab details)
see Sheet No. 26.
For details of Bridge Approach Slab,
see Sheet No. 24.
For reinforcement of the Safety Barrier Curb,
For Elevations D-D & E-E, see Sheet No. 5.
¸ Roadway.
All U-bars shall be placed parallel to
beam and below top of slab shall be Class B-2.
All concrete in the end bent above top of
see Sheet No. 6.
For details of Vertical Drain at End Bents,
(Strand Tie Bar), see Sheet No. 14.
For location of Coil Tie Rods and #5-H15
field to clear girders.
The #6-F10 & #6-F12 bars shall be bent in the
face of end bent.
maintain 1 1/2" minimum clearance to fill
bent or, if necessary, cut in field to
Strands at end of girders shall be field
see Sheets No. 4 & 5.
For details of End Bent No. 1 not shown,
Note: This drawing is not to scale. Follow dimensions. Sheet No. 3 of 30
B
BR 3
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Example_plans_003_2014_bt1.dgn 8:16:39 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
9’-0" 12" 10’-0" 12" 9’-0"
12"
4�" 6’-0"
@ 12"
4 Spa. 3’-0"
@ 12"
2 Spa. 4’-0"
@ 12"
2 Spa. 3’-0"
@ 12"
4 Spa. 6’-0" 4�"
3’-4�" \ \ \11’-0" 11’-0" 3’-4�"
PLAN OF BEAM SHOWING REINFORCEMENT
* 4 Spaces @ 6"
¸ Structure
Fill Face
¸ Key
¸ Bent &
@ End of Slab
¸ Structure
(Except as shown)
Symm. abt. ¸ Bent
A
A
B
B
C
C
3’-0"
Elev. 871.06
(Bet
ween
gir
ders)
@ End of Slab
Elev. 876.68
Top of Slab
(Typ.)
Elev. 869.56
Pile Cut-off
SECTION NEAR END BENT
Elev. 868.06
1�"
2�"
Item Quantity
Class 1 Excavation
Class B Concrete (Substructure)
linear foot
cu. yard
cu. yard
Substructure Quantity Table for Bent No. 1
Pile Point Reinforcement each
DETAILS OF END BENT NO. 1
3’-1"
Elev. 871.14
40
120
4
16.7
8 Pr.-#5-V10 ( )
18-#5-U10 ( )
15-#4-U11 ( )
2-#6-H19
4-#7-H10
4-#7-H18
2-#6-H19
Structural Steel Piles (12 in.)
From design
From designFrom design
EPG 751.35 Concrete Pile Cap Integral End Bents
type of stirrup bar in beam
One section for each different
From design
(T
yp.)
18"
Web, 18" Embedded)
(Pile Elevation,
Tasks: Piles
Fr
om
desi
gn
Detail A
(Parabolic Crown Detail)
Tasks: Slab Sheet Details
table on Sheet No. 2.
These quantities are included in the Estimated Quantities
Notes G1, EPG 751.50
Note G4.2, EPG 751.50
Tasks: Bridge Detailing Notes (G4.1, Substructure Quantity)
Fr
om
desi
gn
piles by at least 1 1/2".
beams or caps shall be field adjusted to clear
All vertical reinforcing bars in the substructure
For Sections A-A, B-B & C-C, see Sheet No. 5.
see Sheet No. 6.
For details of Vertical Drain at End Bents,
parallel to ¸ Roadway.
All U-bars and Pr. V-bars shall be placed
see Sheets No. 3 & 5.
For details of End Bent No. 1 not shown,
General Notes:16�"
12"
16�"
(T
op
&
bott
om)
4-
#7-
H1
8
(Fr
ont face) (
Ty
p.)
2-
#6-
H1
6
& 2-
#6-
H1
7
Keys not shown for clarity.
DETAIL A
2’-0" 2’-0"
Parabolic Crown
4’-0"
�"
�"Top of Slab
Profile Grade
Crown of Slab
2% Cross Slope¸ Roadway
if areafill causes a cluttered look.
Pattern Cluster in Tasks: End Bents
Area Patterns, or use Concrete
Use concrete areafill under Tasks:
Note: This drawing is not to scale. Follow dimensions. Sheet No. 4 of 30
B
BR 4
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
(Fill face)
4-
#6-
H1
2
(Fr
ont face) (
Ty
p.)
2-
#6-
H1
3
&
2-
#6-
H1
4
Example_plans_004_2014_bt1.dgn 8:16:43 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
Cl.
3"
cts. (
Each face)
12-
#6-
H1
02
@ a
bt.
8"
14"
3"
8’-4�" 5’-3�"
3’-1"
Elev. 876.40
2"
9" 15-#6-V13 @ 12" cts. (Each face)
13’-6" 6’-6�"
20’-0�"
2"
9"15-#6-V15 @ 12" cts. (Each face)
13’-6"
17’-9�"
4’-3�"
Cl.
3"
cts. (
Each face)
12-
#6-
H1
02
@ a
bt.
8"
14"
3"
8’-2�"5’-2�"
3’-0"
@
3"
3
Spa.
2"
Const. Jt. Const. Jt.
Elev. 876.30
@
8" cts.
11-
#6-
F1
2
2"
@
11" cts.
5-
#6-
F1
3
2"
@
8" cts.
11-
#6-
F1
0
2"
@
11" cts.
5-
#6-
F1
1
2"
Elev. 868.06 Elev. 868.06
(T
yp.)
�"
(T
yp.)
�"
21" 15"
¸ Pile
(Typ.)
4-#7-H18(Typ.)
Elev. 868.06
(Typ.)
3’-0"
5’-4�"
3’-2�"
8’-7�"
(Typ.)
Const. Jt.
(Typ.)
Fill Face
(Typ.)
4-#7-H18
(Typ.)
4-#7-H10
Reinforcement (Typ.)
Transverse Slab(Typ.)
6"
(T
yp.)
6"
(Typ.)
Reinforcement
Longitudinal Slab
@ ¸ Roadway
Elev. 876.68
Top of Slab
(Typ.)
End of Slab
DETAILS OF END BENT NO. 1
(T
yp.)
4-
#6-
H1
2
ELEVATION D-D ELEVATION E-E
SECTION C-C
SECTION B-BSECTION A-A
Const. Jt.
(Typ.)
#6-U14
#5-U10
(Typ.)
#6-H19
(Typ.)
#6-U12
#6-V11
tie bar)
#5-H15 (Strand
#4-U11
#6-
U1
2)
#5-V10
2-#6-V12 2-#6-V14
(Bet
ween
gir
ders) (
Ty
p.)
2-
#6-
H1
6
&
2-
#6-
H1
7
¸
Roa
dwa
y
Di
me
nsi
ons
@
(T
yp. f
or
3"
Cl.
@
3"
3
Spa.
2"
DETAIL A
Detail ADetail A
2-#8-H100 **
2-#8-H101 **2-#8-H101 **
2-#8-H100 **
From design
From design From design
From design
From design
Fr
om
desi
gn
Fr
om
desi
gn
From design
Fr
om
desi
gn
(Typ.)
Detail A
From design
EPG 751.35, Concrete Pile Cap Integral End Bents
See EPG 751.35.4.3
(Typical Section thru Square Wing)
Tasks: End Bents
From design
General Notes:
#5-H11 (Typ.)
#5-U13 (Typ.)( )
15�"
(Typ.)
2�"
(T
yp.)
2�" cl.
For details of Bridge Approach Slab, see Sheet No. 26.
Sheet No. 4.
For location of Sections A-A, B-B & C-C, see
Sheet No. 3.
For location of Elevations D-D & E-E, see
see Sheet No. 14.
For location of #5-H15 (Strand Tie Bar),
see Sheet No. 6.
For details of Vertical Drain at End Bents,
Barrier Curb, see Sheets No. 23 thru 25.
For Details and Reinforcement of the Safety
Bend #6-F10 & #6-F12 bars in field to clear girders.
Sheets No. 3 & 4.
For details of End Bent No. 1 not shown, see
Note: This drawing is not to scale. Follow dimensions. Sheet No. 5 of 30
B
BR 5
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Not currently available as a cell.
and Section, if space allows.
Can be shown directly on Elevation
#6-V Bars
(Typ.)
2" Cl.
of Wing
Inside Face
(Each face)
#6-
H
Bars at
8" cts.
(Mi
n.)
3"
(Each face)(Place with grade)
* #8-H Bars at 3" cts.
2"
Varies
Const. Joint
16"
THRU WING
TYPICAL SECTION
#6-H Bars
Const. Jt.#5-K Bar
** Placed with grade
Example_plans_005_2015_bt1.dgn 8:16:48 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
A
A
DRAIN01_vert_i_SqW Effective: Dec. 2014 Supercedes: Aug. 2008 (DRAIN09)
ELEVATION OF WING PART PLAN
VERTICAL DRAIN AT END BENTS
L
Ground
D
Unperforated
vertical drain ends to the exit at ground line.
bottom of end bent and plain pipe shall be used where the
Perforated pipe shall be placed at fill face side at the
of end bent by 1 1/2 inches. (See Elevation at End Bent.)
lowest grade of ground line, also missing the lower beam
Place drain pipe at fill face of end bent and slope to
diameter corrugated polyethylene (PE) drain pipe.
corrugated polyvinyl chloride (PVC) drain pipe, or 4-inch
metallic-coated steel pipe underdrain, 4-inch diameter
Drain pipe may be either 6-inch diameter corrugated
Note:
ELEVATION OF WING ELEVATION AT END BENT
DETAIL A
Drain Core
Vertical
Rodent Screen
Drain Pipe
gound line
with finished
Cut coupler flush
Fabric Wrap
Fabric Wrap
Fabric
Geotextile
Drain Pipe
Perforated
Drain Pipe
Unperforated Coupler
Line
Ground Line
Ground Line
Detail A
Elbow
Elbow
Drain Pipe
Perforated
Drain Pipe
Unperforated
Unperforated Drain Pipe
90Ñ (Min.)
CapPerforated Drain Pipe
with ground line
Cut coupler flush
line
Beam
ground line
to slope of
Cut coupler
(Min.)
6"
(Mi
n.)
6"
(Mi
n.)
6"
Vertical Drain Core
Beam
Lower
(Only if rock is encountered at outside of wing)
Note: This drawing is not to scale. Follow dimensions.Checked
Detailed
B
BR 6
OPTIONAL TURNED DRAIN
PART SECTION A-A
See EPG 751.35.5.2
Open Read-only and Save As to your job’s folder.
Bridge/A_Bridge_Standard_Drawings/Drains/Current/
Use current standard sheet, found in ProjectWise under
Remove if not applicable
Drawings sheet DRAIN03.
For end bents with intermediate wing, see Bridge Standard
Sheet No. 6 of 30
VERNON
J7S0546
EXAMPLE
Example_plans_006_2014_vertdra.dgn 8:16:52 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
Item
Substructure Quantity Table for Bent No. 2
Quantity
Class B Concrete (Substructure)
Reinforcing Steel (Bridges) pound
cu. yard
Supplementary Television Camera Inspection
Foundation Inspection Holes
Sonic Logging Testing
linear foot
linear foot
each
linear foot
each
Drilled Shafts (3 ft. 6 in. Dia.)
2
2
�"
�"
�"
(Typ.)
�"1"
6"
1"
15"
3"
12"
9"#6-D20
53
16
36
Rock Sockets (3 ft. 0 in. Dia.)
4’-1"
4’-0"
7-
#6-
H2
3
7-
#6-
H2
3
Elev. 867.29
& Bottom of Beam
Top of Drilled Shaft
2�"
1�"
3" 7’-6" 30 Spa. @ 6" 3"7’-6"
9"
@ 6"
6 Spa. 23’-0"
@ 6"
6 Spa. 9"
4’-3" 16’-0"
@ 12"
3 Spa. 4’-3"
@ 12"
3 Spa.
Elev. 871.29 Elev. 871.37
5’-9"9’-6"9’-6"5’-9"
14" x 14" x 2"
Const. Jt. Key
(Each face)
5-
#6-
H2
2
A
A
B
B
C
C
D D
E E
F F
ELEVATION
(Except as shown)
Symm. abt. ¸ Bent
& ¸ Rock Socket
¸ Drilled Shaft
SECTION D-D SECTION E-E
SECTION F-F
shaft)
testing (3 each
for sonic logging
2"Ó Steel Pipe
(To i
nsid
e5�
" Cl.
of c
asin
g)
(To i
nsid
e5�
" Cl.
of c
asin
g)
3’-0"Ó
Cl.
3"
DETAILS OF INTERMEDIATE BENT NO. 2
Steel Casing
Permanent
Steel Casing
Permanent
3’-6"Ó O.D.
3’-6"Ó O.D.
(T
yp.)
& ¸ Rock Socket
¸ Drilled Shaft
shaft)
testing (3 each
for sonic logging
2"Ó Steel Pipe
shaft)
testing (3 each
for sonic logging
2"Ó Steel Pipe
(Mi
n.)
2’-1
1"
3"
14-#9-V20
3’-6"Ó O.D.
3’-0"Ó
Steel Casing
Permanent
Pa
y
Li
mits
of
Roc
k
Soc
ket
8’-0"
Pa
y
Li
mits
of
Drille
d
Shaft
26’-3�"
Elev. 833.00
Bottom of Rock Socket
3"
19-
#6-
P2
1
@
8" cts.
12"
22-
#4-
P2
0
@ a
bt.
12" cts.
Elev. 841.00
Top of Sound Rock
Anticipated
Elev. 840.00
Tip of Casing
Anticipated
18.5
10-#8-H20
10-#8-H21
33-#4-U20 ( )
14-#4-U21 (Dbl.) ( )
8-#4-U22 ( )
(Typ.)
#9-V20
#6-P21
(Typ.)
#9-V20
#4-P20
(Typ.)
#9-V20
#6-P21
7,820
Steel Shim Plate
8 3/4" x 22 1/4" x 1/8"
folder
From Layout Fr
om
desi
gn
(Section thru Key)
Tasks: Intermediate Bents
table on Sheet No. 2.
These quantities are included in the Estimated Quantities
Tasks: Bridge Detailing Notes (G4.1 Substructure Quantity)
See EPG 751.11
From design
From design
From design
Note G4.2, EPG 751.50
Note G1.40, EPG 751.50
Fr
om
desi
gn
THRU KEY
SECTIONif space allows.
are shown on the same sheet as the Plan of Beam
It is preferred that Key and Bearing Pad details
Work this sheet with Sheet No. 8.
For steps 2" or more, use 2-1/4" x 1/2" joint filler up vertical face.
All reinforcement in drilled shafts and rock sockets is included in the Substructure Quantities.
thickness being 1/2 inch.
The thickness of the steel casing shall meet all the requirements of Sec 701 with the minimum
Sonic logging testing shall be performed on all drilled shafts and rock sockets.
less than 6" cts.
similarly to that shown in elevation where required or a lesser spacing if not required but not
cut-off or included in the reinforcement lap if not required. The P-bars shall be spaced
for possible change in drilled shaft or rock socket depth. The excess V-bar length shall be
An additional 4 feet has been added to V-bar lengths and an additional 12-#6-P21 have been added
General Notes:
From design
From design
From design
From design
EPG 751.37 Drilled Shafts
EPG 751.31 Open Concrete Intermediate Bents
NEOPRENE BEARING PAD
SECTION THRU LAMINATED
Fill in
Note: This drawing is not to scale. Follow dimensions. Sheet No. 7 of 30
B
BR 7
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Beam keys not shown for clarity.
roc
k i
n accor
da
nce
wit
h
Sec
70
1
Set steel casi
ng i
nt
o s
ou
nd
Example_plans_007_2014_bt2.dgn 8:16:56 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
4’-0"
& ¸ Rock Socket
¸ Drilled Shaft
¸ Bent, ¸ Key,
(Typ.)
8-#6-D20 @ 12" cts.
4’-9"7’-6"3’-0"3’-0"7’-6"4’-9"
12’-3"6’-0"12’-3"
30’-6"
5’-9"9’-6"9’-6"5’-9"
U-Bars (Spaced as shown in Elevation)
¸ Bent
& ¸ Rock Socket
¸ Drilled Shaft
& ¸ Rock Socket
¸ Drilled Shaft
(Typ.)
Key 6" x 3"(Typ.)
3"
(Typ.)
3"
PLAN SHOWING REINFORCEMENT
(Typ.)
3"
10’-0" 10’-0"
¸ Girder¸ Girder¸ Girder 40°0’0"¸ Bent
¸ Structure
¸ Roadway &
6�"
6�"
4’-0"
¸ Bearing
¸ Bent & ¸ Key
2’-0"
2’-0"
17�"
17�"
13’-0�"
15’-3"
2’-2�" 13’-0�"
15’-3"
2’-2�"
(T
yp.)
6�"
(T
yp.)
2�"
PLAN OF BEAM
DETAILS OF INTERMEDIATE BENT NO. 2
4’-0"
10-#8-H20
10-#8-H21
4’-0"
4’-0"
10-#8-H20
10-#8-H21
4’-0"
4’-0"
10-#8-H20
10-#8-H21
4’-0"
SECTION A-A
SECTION C-C
14" x 14" x 2"
Const. Jt. Key(Typ.)
3"
(T
op)
10-
#8-
H2
0
(B
ott
om)
10-
#8-
H2
1
SECTION B-B
Steel Casing
Permanent
2’-0"
2’-0"
3" 3"
(Typ.)
9"
20�"
7-#6-H237-#6-H235-#6-H22
#4-U21
#4-U22
#4-P20
#4-U20
From design
From design
From design
(Typ.)
2’-3"
Skew angle
EPG 751.50
Note G1.40,
See EPG 751.22.3.10
joint filler,
For details of
From design
Fr
om
desi
gn
From design
Girder spacing
from design
Fr
om
desi
gn
Work this sheet with Sheet No. 7.
vertical face.
For steps 2" or more, use 2 1/4" x 1/2" joint filler up
General Notes:
Filler (Typ.)
1/2" Joint
9" x 5/8" (Typ.)
Bearing Pad 22 1/2" x
Laminated Neoprene
14-#9-V20
(Typ.)
22�"
joint filler (Typ.)
girder with 5/8"
Fill area under
Note: This drawing is not to scale. Follow dimensions. Sheet No. 8 of 30
B
BR 8
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
1 2 3
Paint (Typ.)
Bituminous Pile
Roofing Felt or
30-lb (Min.)
1 Layer of
(Each face)
5-
#6-
H2
2
(Each face)
5-
#6-
H2
2
(Each face)
5-
#6-
H2
2
Example_Plans_008_2014_bt2.dgn 8:17:00 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
1"
6"
1"
15"
3"
12"
PLAN OF BEAM
PLAN SHOWING REINFORCEMENT
6"
6"
13�"
13�"
19�"
19�"
3’-3"
2’-2�"11’-6�"11’-6�"11’-6�"2’-2�"
39’-0"
(T
yp.)
2�"
(T
yp.)
2�"
8’-2"
¸
Girder
8’-2"
¸
Girder
4’-1"
4’-1"
45° 0’0"
19�"
¸ Structure
¸ Roadway &
1 2 3 4
¸ Bent
(Typ.)
3"
(Typ.)
2’-1�"¸ Bearing
¸ Bent & ¸ Key
(Typ.)
�" Jt. Filler
4’-2"7’-6"4’-1"7’-6"4’-1�"7’-6"4’-2"
9’-0"9’-0"18" 19’-6"
¸ Pile ¸ Pile
3" x 6" Key (Typ.)
#6-D31
19�"
19�"
3’-3"
4-#6-H33
¸ Pile Encasement
¸ Pile, &
¸ Bent, ¸ Key,
6" U Bars (Spaced as shown in Elevation) 6"
2-#6-H32
(T
op
&
4-
#7-
H3
1
bott.) 3" 3"
12" cts.
8-#6-D31 @ 3"
12" cts.
8-#6-D31 @ 3"
DETAILS OF INTERMEDIATE BENT NO. 3
(Typ.)8
" (Typ.)
15�"
(Typ.)
�"
�"
8"
�"
�"�"
Item
Substructure Quantity Table for Bent No. 3
Quantity
Class B Concrete (Substructure)
Reinforcing Steel (Bridges)
x
x
x
linear foot
pound
Structural Steel Pile (12 in.)
cu. yard
3"
12" cts.
8-#6-D31 @3"
x 5/8"(Typ.)
Brg. Pad 15 1/2" x 8"
Laminated Neoprene
(Typ.)
1/2" Jt. Filler
Bent Details
EPG 751.32.3 Concrete Pile Cap Intermediate
See EPG 751.11
From design.
(Section thru Key)
Cell in Tasks: Intermediate Bents
(Pile Section)
Cell in Tasks: Piles
See EPG 751.22.3.10
from design
Pile spacing
from design
Girder spacing
Design Layout
Skew angle from
From design
From design
From design Closed Intermediate Bent Diaphragms
P/S Concrete I Girders,
For details of joint filler, see EPG 751.22.3.10,
Cell in Tasks: Bridge Detailing Notes
(G4.1 Substructure Quantity)
Note G4.2, EPG 751.50
From design
THRU KEY
SECTION
on Sheet No. 2.
These quantities are included in the estimated quantities table
see Sheet No. 10.
For details of Intermediate Bent No. 3 not shown,
Steel Shim Plate
7 3/4" x 15 1/4" x 1/8"
NEOPRENE BEARING PAD
SECTION THRU LAMINATED
Note: This drawing is not to scale. Follow dimensions. Sheet No. 9 of 30
P
BR *
ST. CHARLES
J6S2088
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
match information shown on other sheets.
example plans. Therefore, some details may not
a different structure than the rest of the
Example plans for Int. Bent No. 3 were taken from
(Except as shown)
Symm. abt. ¸ Bent
Paint (Typ.)
Bituminous Pile
Roofing Felt or
1 Layer of 30-lb (Min.)
joint filler (Typ.)
girder with 5/8"
Fill area under
Example_plans_009_2014_bt3.dgn 8:17:05 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
4"
2"
12"
12"
2’-0"
& ¸ Pile Encasement
¸ Bent, ¸ Pile,
Symm. abt. ¸ Bent
ELEVATION
6"
10"
2’-6" 2’-0"7 spa. @ 12"
9’-0"9’-0"4 Pr.-#4-V31
8-#4-H35#4-V31
12"
15"
cl.
3"
cts. (
Each face)
9-
#4-
H3
6
@
12"
2"
7 spa. @ 12"
#4-V31
6"
3’-0"
4-
#6-
H3
3
(Typ.)
12"x 8" x 2"
Const. Jt. Key
2’-6"
@ 10" cts.
9-#4-U3120"
@ 10" cts.
10-#4-U3110"
#4-U31
14"10"8’-4"9’-2"
#4-U32#4-U32#4-U32
19"10"
10"10’-0"
10"
10"
4’-7"
#4-U34
Elev. 454.52
Elev. 451.52
Elev. 441.94
9’-7"
(T
yp.)
12"
(Typ.)
Elev. 452.52
Pile Cut-off
C
C
12"12"
2’-0"
¸ Encasement
¸ Bent &
¸ Encasement
¸ Pile, &
¸ Bent,
(T
yp.)
17"
3’-3"
3’-0"
15"
cl.
3"
2-#4-H34
(Typ.)
4-#7-H31
(Typ.)
4-#7-H31
(Typ.)
#6-H32
(Typ.)
#6-H32
(Typ.)
#4-H34
#4-U31
#4-U32
#4-U34
#4-U32
#4-V31
(Each face)(
Ty
p.)
9-
#4-
H3
6
@
12" cts.
7�" 7�"
9’-7"
12"
AA
B
B
SECTION B-B SECTION C-C
SECTION A-A
DETAILS OF INTERMEDIATE BENT NO. 3
& #4-H36
#4-H34 (Bott.)
@
12" cts.
10-
#4-
H3
5
in Section A-A)
16-#4-U33 & 4 Pr.-#4-V31 (Spa. as shown
2-#6-H32
4-#7-H31
From design
From design
From design
Fro
m design
Tasks: Piles (Pile Splice Detail)
From design
Fro
m
design
EPG 751.32 Concrete Pile Cap Intermediate Bents
Drop the cell and modify.
Flange, 12" embedded)
(Pile Elevation,
Tasks: Piles
Bents (Section Arrow)
Tasks: Intermediate
(Pile Section)
Tasks: Piles
( ) 16-#4-U33
General Notes:
STEEL PILE SPLICE
45°
�"
to be cut square)
of lower section
Butt Splice (Top
(If required)
Note: This drawing is not to scale. Follow dimensions. Sheet No. 10 of 30
P
BR *
ST. CHARLES
J6S2088
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Sheet No. 9.
For Plan of Beam and Plan of Beam Showing Reinforcement, see
(Except as shown)
Symm. abt. ¸ Bent
Example_plans_010_2014_bt3.dgn 8:17:09 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
2"
9"
15-#6-
V43
@ 12" cts. (Each face)
13’-6"
6’-6�"
20’-0�"
@ Top of Wing
Elev. 877.53
2"
9"
15-#6-
V45
@ 12" cts. (Each face)
13’-6"
17’-9�"
4’-3�"
@ Top of Wing
Elev. 877.63
3’-0"
18"
18"
3"
¸ Bent & ¸ Key
PART PLAN
PLAN OF BEAM
¸ Bent
4�" 21-#6-U42 @ 9" cts.
5�"
(Spaced with U40 & V40)
13-#5-U43 & 13-#6-U44
¸ Bearing & ¸ Pile
4’-4�" 13’-0�" 13’-0�" 4’-4�"
6�"
10’-3" 10’-3"
23" 3’-4�" 9’-0"
5’-2"
8’-4" 3’-4�" 2’-7" 6�"
14’-9�"14’-9�"
17’-4�" 17’-4�"
34’-9�"
(Typ.)
1"(Typ.)
9"
40°00’00"
(Typ.)
Key 6" x 3"
Const. Jt.
¸ Pile ¸ Pile
12’-0"
10’-0"3’-4"
(T
yp.)
4"
6"
18"
18"
3’-0"
321
6"
6"
12’-0"
40°00’00"
& ¸ Roadway
¸ Structure
& ¸ Roadway
¸ Structure
¸ Girder ¸ Girder
#6 & #8-H Bars
#6 & #8-H Bars
Tie Rod (Typ.)
2-�"Ó CoilEnd of Slab
Fill Face
(Except as shown)
Symm. abt. ¸ Bent
(Except as shown)
Symm. abt. ¸ Bent
D
D
E
E
Fill Face
with joint filler (Typ.)
Fill area under girder
DETAILS OF END BENT NO. 4
11-#6-F40
5-#6-F41
4-#6-H42
11-#6-F42
5-#6-F43
#6-V42#6-V44
2-#6-H44
2-#6-H43 &girders) (Typ.)
(Between
2-#6-H47
2-#6-H46 &
tie bar) (Typ.)
#5-H45 (Strand
2-#6-H43 &
2-#6-H44
5’-1�" 5’-1�"
2’-7" 2’-7"
Neoprene Bearing Pad (Typ.)
9" x 22 1/2" x 1/2" Plain
End Bent No. 1 (see design).
may not be the same as
Wing dimensions for End Bent No. 4
See notations for End Bent No. 1
General Notes:
16"
18"
18"
(Typ.)
22�"
2’-0�"
15�"
17�"
2’-0�"
18"
18"
16"
2’-0"
2’-0�"
@ 12" cts.(Typ.)
3-#6-V41 @
15�"
(T
op)
4-
#7-
H4
0
SECTION THRU KEY
¸ Key & ¸ Bent
6"
3"
3"
3"
STEEL PILE SPLICE
45°
�"
to be cut square)
of lower section
Butt Splice (Top
(If required)
24-#5-H41 @ 12" cts. (See Bridge Approach Slab details)
Note: This drawing is not to scale. Follow dimensions. Sheet No. 11 of 30
B
BR 11
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
For details of Bridge Approach Slab, see Sheet No. 26.
For Elevations D-D & E-E, see Sheet No. 13.
¸ Roadway.
All U-bars shall be placed parallel to
beam and below top of slab shall be Class B-2.
All concrete in the end bent above top of
see Sheet No. 6.
For details of Vertical Drain at End Bents,
(Strand Tie Bar), see Sheet No. 14.
For location of Coil Tie Rods and #5-H45
girders.
Bend #6-F40 & #6-F42 bars in field to clear
face of end bent.
maintain 1 1/2" minimum clearance to fill
bent or, if necessary, cut in field to
Strands at end of girders shall be field
see Sheets No. 12 & 13.
For details of End Bent No. 4 not shown,
Example_plans_011_2014_bt4.dgn 8:17:13 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
12"
9’-0" 12" 10’-0" 12" 9’-0"
12"
4�" 6’-0"
@ 12"
4 Spa. 3’-0"
@ 12"
2 Spa. 4’-0"
@ 12"
2 Spa. 3’-0"
@ 12"
4 Spa. 6’-0" 4�"
3’-4�" \ \ \11’-0" 11’-0" 3’-4�"
PLAN OF BEAM SHOWING REINFORCEMENT
* 4 Spaces @ 6"
¸ Structure
Fill Face
¸ Key
¸ Bent &
@ End of Slab
¸ Structure
(Except as shown)
Symm. abt. ¸ Bent
A
A
B
B
C
C
3’-1"
Elev. 872.23
(Bet
ween
gir
ders)
@ End of Slab
Elev. 877.75
Top of Slab
(Typ.)
Elev. 870.65
Pile Cut-off
SECTION NEAR END BENT
Elev. 869.15
2�"
1�"
Item Quantity
Class 1 Excavation
Class B Concrete (Substructure)
linear foot
cu. yard
cu. yard
Substructure Quantity Table for Bent No. 4
Pile Point Reinforcement each
DETAILS OF END BENT NO. 4
3’-0"
Elev. 872.15
40
76
4
16.7
4-#7-H48
2-#6-H49
4-#7-H40
2-#6-H49
8 Pr.-#5-V40 ( )
18-#5-U40 ( )
15-#4-U41 ( )
Structural Steel Piles (12 in.)
(Fr
ont face) (
Ty
p.)
2-
#6-
H4
3
&
2-
#6-
H4
4
(Fill face)
4-
#6-
H4
2
(T
op
&
bott
om)
4-
#7-
H4
8
(Fr
ont face) (
Ty
p.)
2-
#6-
H4
6
& 2-
#6-
H4
7
(T
yp.)
18"
Keys not shown for clarity
16�"16�"
piles by at least 1 1/2".
beams or caps shall be field adjusted to clear
All vertical reinforcing bars in the substructure
beam and below top of slab shall be Class B-2.
All concrete in the end bent above top of
For Sections A-A, B-B & C-C, see Sheet No. 13.
see Sheet No. 6.
For details of Vertical Drain at End Bents,
parallel to ¸ Roadway.
All U-bars and Pr. V-bars shall be placed
see Sheets No. 11 & 13.
For details of End Bent No. 4 not shown,
General Notes:
table on Sheet No. 2.
These quantities are included in the Estimated Quantities
Detail A
DETAIL A
2’-0" 2’-0"
Parabolic Crown
4’-0"
�"
�"Top of Slab
Profile Grade
Crown of Slab
2% Cross Slope¸ Roadway
Note: This drawing is not to scale. Follow dimensions. Sheet No. 12 of 30
B
BR 12
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Example_plans_012_2014_bt4.dgn 8:17:17 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
Cl.
3"
cts. (
Each face)
12-
#6-
H4
02
@ a
bt.
8"
14"
3"
@
3"
3
Spa.
2"
8’-4�" 5’-4�"
3’-0"
2"
9" 15-#6-V43 @ 12" cts. (Each face)
13’-6" 6’-6�"
20’-0�"
2"
9"15-#6-V45 @ 12" cts. (Each face)
13’-6"
17’-9�"
4’-3�"
Cl.
3"
cts. (
Each face)
12-
#6-
H4
02
@ abt.
8"
14"
3"
8’-5�"5’-4�"
3’-1"
@ 3"
3
Spa.
2"
Const. Jt. Const. Jt.
Elev. 877.63
@
8" cts.
11-
#6-
F4
2
2"
@
11" cts.
5-
#6-
F4
3
2"
@
8" cts.
11-
#6-
F4
0
2"
@
11" cts.
5-
#6-
F4
1
2"
Elev. 869.15 Elev. 869.15
(T
yp.)
�"
(T
yp.)
�"
21" 15"
¸ Pile
(Typ.)
4-#7-H48(Typ.)
Elev. 869.15
(Typ.)
3’-0"
3’-2�"
(T
yp.)
3"
Cl.
(Typ.)
Const. Jt.
(Typ.)
Fill Face
(Typ.)
4-#7-H48
(Typ.)
4-#7-H40
reinforcement (Typ.)
Transverse slab
(Typ.)
6"
(T
yp.)
6"
(Typ.)
reinforcement
Longitudinal slab
@ ¸ Roadway
Elev. 877.75
Top of Slab
(Typ.)
End of Slab
DETAILS OF END BENT NO. 4
(T
yp.)
4-
#6-
H4
2
Elev. 877.53
(T
yp. f
or
3"
Cl.
8’-7�"
5’-4�"
15�"
ELEVATION D-D ELEVATION E-E
SECTION A-A SECTION B-B
SECTION C-C
Const. Jt.
(Typ.)
#6-U44
#5-U40
(Typ.)
#6-H49#4-U41
tie bar)
#5-H45 (Strand
(Typ.)
#6-U42
#6-V41
#5-V40
#6-
U4
2)
2-#6-V42 2-#6-V44
(Bet
ween
gir
ders) (
Ty
p.)
2-
#6-
H4
6
&
2-
#6-
H4
7
¸
Roa
dwa
y
Di
me
nsi
ons
@
2-#8-H400 **
2-#8-H401 **
2-#8-H400 **
2-#8-H401 **
Detail B
DETAIL B
Detail B
(Typ.)
Detail B
General Notes:
(Typ.)
2�"
#5-H41 (Typ.)
#5-U43 (Typ.)( )
For details of Bridge Approach Slab, see Sheet No. 26.
Sheet No. 12.
For location of Sections A-A, B-B & C-C, see
Sheet No. 11.
For location of Elevations D-D & E-E, see
see Sheet No. 14.
For location of #5-H45 (Strand Tie Bar),
see Sheet No. 6.
For details of Vertical Drain at End Bents,
Barrier Curb, see Sheets No. 23 thru 25.
For Details and Reinforcement of the Safety
Bend #6-F40 & #6-F42 bars in field to clear girders.
and below top of slab shall be Class B-2.
All concrete in the end bent above top of beam
Sheets No. 11 & 12.
For details of End Bent No. 4 not shown, see
Note: This drawing is not to scale. Follow dimensions. Sheet No. 13 of 30
B
BR 13
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
(Each face)
#6-
H
Bars at
8" cts.
(Mi
n.)
3"
(Each face)(Place with grade)
* #8-H Bars at 3" cts.
2"
Varies
16"
THRU WING
TYPICAL SECTION
(Typ.)
2" Cl.
#6-H Bars
Const. Joint
#6-V Bars
of Wing
Inside Face
#5-K BarConst. Jt.
** Placed with grade
Example_plans_013_2014_bt4.dgn 8:17:22 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
4’-
6"
6"
7"
2’-
7�"
5"
4�"
8�"
6�"
(***) (***)
not required3/4" Bevel
4"
7"
18"
22"
NO.MARK
SIZE &
LENGTH
ACTUALSHAPE
BILL OF REINFORCING STEEL - EACH GIRDER
BENDING DIAGRAM
20
SHAPE 20 SHAPE 11
SHAPE 9
SHAPE 10
5"
9�"
4’-10�"
4’-4" B2
B1
X B1 11
16 6 B2 11
10
4 D1 9
4 C1 2~2"
5�"
#4-B1 bar
SECTION B-B
Strands not shown for clarity.
AT ALL BENTS
INTERIOR GIRDERS
AT END BENTS
EXTERIOR GIRDERSAT INT. BENTS
EXTERIOR GIRDERS
VENT HOLE
PART SECTION NEAR
OF GIRDER
PART ELEVATION
point of girder
or near upgrade 1/3
¸ 3" Ó Vent Hole at
11"
�" (Typ.)
girder
End of
C
C
�" (
Ty
p.)
22�" 15"
Grade 36)
Plate (ASTM A709
1/2" Bearing
3/4" Chamfer
Grade 36)
Plate (ASTM A709
1/2" Bearing
SECTION C-CEND OF GIRDER
PART ELEVATION AT
BEARING PLATE DETAILS
5"
2"
#4-D1
#4-C1
#4-D1
#6-B2
SECTION A-AStrands not shown for clarity.
girder
End of
Loops
¸ Lifting
18"
3" (Min.)
6" (Typ.)
4" (
Typ.)
2’-6" (Typ.)
END BENT INTERMEDIATE BENT
STRAND DETAILS AT GIRDER ENDSGIRDER DIMENSIONS ¸ GIRDER END OF GIRDER
accordance with ASTM A123.
Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in
girder
Top of
STRAND ARRANGEMENTS
Symm. about ¸ girder except as shown¸ Bearing
HALF ELEVATION OF GIRDER SPAN ( - )
#4-C1
A
A B
5~11"
5~4"
3~0"
6"
Pair-#4-D1
3"
3"
8�"
2’-0"
2’-0"
8�"
#4-D1
#4-C1
#4-D1
5�"
21"–
leg
Top
DETAILS OF COIL TIES
(1/2" x 4")
¸ Two Welded Studs
#6-A1 2-#6-A1
4�"
#6-A1
#4-B1
2~6" long *
Coil Tie Rods
¸ 3/4" Ó (Min.)
girder (**).
wit
hin 1" of end of
re
maining bott
om strands
2~
6" projecti
on.
Cut
Cut and shop bend
wit
h
within 1" of end of girder.
Cut any remaining top strands
12" projection and bend in shop.
Cut top 2 rows of strands with a
5�" 5�" 4" 4"7"
�"
�"
3-Spa.
@ 3�"
1�"
" 12"
B
(+) indicates prestressing strand.only. No additional payment will be made if additional strand tie bars are required.
layer of bent-up strands except at end bents which require one bar on the bottom layer of strands
total number of bent-up strands shall not be changed. One strand tie bar is required for each
** At the contractor’s option the location for bent-up strands may be varied from that shown. The
intermediate diaphragms.
ties, and coil inserts for slab drains and holes for steel
Exterior and interior girders are the same, except for coil
Pretensioned members shall be in accordance with Sec 1029.
strands, 1/2 inch diameter in accordance with AASHTO M 203, Grade 270.
Prestressing tendons shall be uncoated, seven-wire, low-relaxation
bolt connections by 6" minimum.
1 1/2" minimum and steel intermediate diaphragm
girders and clear reinforcing steel or strands by
Place vent holes at or near upgrade 1/3 point of
price for Prestressed Concrete I-Girder.
girder will be considered completely covered by the contract unit
plate (ASTM A709 Grade 36) and welded studs in the prestressed
Cost of furnishing, galvanizing, and installing the 1/2" bearing
(Normal to girder)
#5 Strand Tie Bars (Typ.)
LIFTING LOOPS
LOCATION OF
All B1 bars shall be epoxy coated.
fabricator’s option.
The two D1 bars may be furnished as one bar at the
All reinforcement shall be Grade 60.
Minimum clearance to reinforcing shall be 1".
to the nearest inch.
Actual lengths are measured along centerline of bar
Concrete Structures, Stirrup and Tie Dimensions.
Manual of Standard Practice for Detailing Reinforced
Hooks and bends shall be in accordance with the CRSI
All dimensions are out to out.
SHAPE
ALTERNATE
PERMISSIBLE
B1 BAR
gdr4_type6_4-6 Effective: Jan. 2014 Supersedes: Aug. 2008
Note: This drawing is not to scale. Follow dimensions.
*
BR *
*
*
Checked
Detailed
material for the prestressed panels.
placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding
*** At contractor’s option a 3" to 3 1/4" smooth finish strip is permitted to facilitate
From design
From design
crossings only
stream
Required for
From design
From design
From design
From design
From design
EPG 751.22 P/S Concrete I Girders
on standard sheet.
Display. See instructions
can be turned on in Level
in a reference file that
arrangements are available
From design. Most strand
Detailer calculates marked values.
lar
ger t
ha
n
#4
Omit if
B1
bar is
See EPG 751.22.3.14
Omit if length is ˛ 2’-6"
From design
Use 18 strands with an initial prestress force of 558 kips.
13-Spa. @ 6" 6-Spa. @ 12"3�" 9-Spa. @ 18"
that don’t apply.
Remove underlined portions
(Typ.)
�"
Detailer calculates
end bents = 2~9".
* Length of coil tie rods at exterior girders at
For Girder Camber Diagram, see Sheet No. .
For details of diaphragms, see Sheet No. .
intermediate diaphragms. Drilling is not allowed.
The 1 1/2" Ó holes shall be cast in the web for steel
For location of coil ties, see Sheets No. & .
Sheet No. .
For location of coil inserts at slab drains, see
replaced by coil tie rods.
temporary plugs until girders are erected, then
Studs are to be left in place or replaced with
slotted wire-setting-studs projecting through forms.
Coil ties shall be held in place in the forms by
unit price for Prestressed Concrete I-Girder.
will be considered completely covered by the contract
Cost of 3/4" Ó coil tie rods placed in diaphragms
30-Pairs-#4-B1, 30-#4-C1, and 30-Pairs-#4-D1 (Spaced as shown)
Modify these dimensions as needed.
31 kips per strand
(Prestressing Strand)
Prestressed Girders
available in Tasks:
Strand symbol (+) is
because it is si
milar t
o t
his s
heet.
Omitte
d
Sheet
No.
15 (
Prestresse
d
Gir
der)
6 A12
120
68
136
59~0"
58~3" ¸ - ¸ Bearing
6~0" From design
5�"
or edit text.
in these blanks,
toolbox) to fill
tools (in Text
Enter Data Field
or Auto Fill In
Can use Fill In
Pair-#6-B2
and f’ci = 4500 psi.
Concrete for prestressed girders shall be Class A-1 with f’c = 6000 psi
EXAMPLE
Sheet No. 14 of 30
(use appropriate girder type and size)
PSI Girders_PSI/Current/
under Bridge/A_Bridge_Standard_Drawings/
Use current standard sheet, found in ProjectWise
Example_plans_014_2015_gdr.dgn 8:17:28 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
2"
2"
3"
3 @ 2" 6" 3 @ 2"
3"
2"
3" 9 @ 2" 3"
11" 11"
2"
2
@
2"
4"
2
@
2"
C15 x 33.9 (Typ.)
STEEL DIAPHRAGM NOTES:
STEEL INTERMEDIATE DIAPHRAGM DETAILS
2"
2"
C C
3"
3�"
3"
12"
2�"
2�"
�"
�"
15"
3"
3�"
3"
2�"
2�"
�"
15"
�"
12"
2"
2"D D
1�"
2"
1�"
2"
2"
2�"
1�"
2�"
2"
1�"
SECTION C-C SECTION D-D
2"
2"
dia4_psi_sk_pcp Effective: Aug. 2008 Supercedes: Dec. 2006
3/8" x 16" plate
angle and in 4" x
4 x 1/2 x 16"
in 4" leg of 6 x
¸ 1 1/16" Ó Hole
3/8" x 16" plate
angle and in 4" x
4 x 1/2 x 16"
in 4" leg of 6 x
¸ 1 1/16" Ó Hole
washers and 8 hardened washers (*)
bolts (A307) (**) with hex nuts, four 2 1/2" O.D.
Four 15/16" Ó holes in channel, four 7/8" Ó
holes in 6" leg of 6 x 4 x 1/2 x 16" angle.
¸ Four 1 1/16" x 2 1/4" horizontal slotted
washers. Tighten and burr threads
(A307) bolt, hex nut and 2 hardened
1 1/2" Ó Holes cast in beam with 7/8" Ó
Note: This drawing is not to scale. Follow dimensions.
*
BR *
*
*
Girder spacing from design
Calculates
Detailer
Calculates
Detailer
10’-0" 3’-4"
9�"
9�"
9�"
9�"
SPAN (1-2) SPAN (2-3)
10’-
0"
10’-
0"
33’-3�" 24’-11�"
24’-11�" 33’-3�"
49’-11�" 41’-6�"
41’-6�" 49’-11�"
24’-11�"
24’-11�"
33’-3�"
33’-3�"
SPAN (3-4)
¸ Girder
¸ Brg.
¸ Brg.
¸ Brg. ¸ Brg.
¸ Brg. ¸ Brg.
End Bent No. 1
Fill Face of
End Bent No. 4
Fill Face of
21"
21"
6�"
6�" 6
�"
6�"
¸ Int. Bent No. 2 ¸ Int. Bent No. 3
¸ Structure
(Typ.)
Int. Diaph.
58’-3" 91’-6" 58’-3"
PLAN SHOWING LOCATION OF STEEL INTERMEDIATE DIAPHRAGMS
C15 x 33.9 C15 x 33.9
washers
hex nuts and
bolts (A307) (**),
¸ Slotted holes,
C15 x 33.9
‘ 4 x 6 x 1/2 x 16"
4" x 3/8" x 16" plate
and plate
nuts, washers,
(A307), hex
¸ Holes, bolts
and plate
nuts, washers,
(A307), hex
¸ Holes, bolts
4" x 3/8" x 16" plate
¸ Girder
INTERMEDIATE DIAPHRAGMS
PART SECTION SHOWING
Longitudinal dimensions are horizontal.
Steel intermediate diaphragms are used when a span is over 50’.
EPG 751.22.3.13 P/S Concrete I-Girders, Intermediate Diaphragms
From design
Fr
om
desi
gn
EXAMPLE
Sheet No. 16 of 30 Checked Nov. 2014
Detailed Nov. 2014
skew, precast panels or cast in place slab.)
Current/ (Use appropriate version for girder type,
Bridge/A_Bridge_Standard_Drawings/Diaphragms_DIA/
Use current standard sheet, found in ProjectWise under
DETAIL A
DETAIL A
DETAIL B
DETAIL B
adjusted.
Diaphragm spacing may need to be
1 1/2" to any prestressing strands.
will provide a minimum clearance of
for the diaphragms shown on the plans
Detailer: Check that the 1 1/2"Ó holes
Shop drawings will not be required for steel intermediate diaphragms and angle connections.
Concrete Girders.
completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S
Payment for furnishing and installing steel intermediate diaphragms will be considered
Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
All diaphragm materials including bolts, nuts, and washers shall be galvanized.
and installed in accordance with the requirements for the specified A307 bolts.
Sec 712 for high strength bolt installation. A325 bolts may be substituted for
(**) Bolts shall be tightened to provide a tension of one-half that specified in
thickness) plate with four 15/16" Ó holes and one hardened washer per bolt.
(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min.
2
3
1
Example_plans_016_2015_sdia.dgn 8:17:33 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
SECTION B-B
(Normal)
3’-0"
12" (#4-U51)
14" (#6-U50)
(#
6-
U5
0)
3"
Cl.
(#
4-
U5
1)
3�"
Cl.
#4-U51
#6-U50 or
#6-H50
#6-H50
#4-H51
10’-0" (Typ.)
(Typ.)
7 Pr.-#4-
U51
@ 11�" cts.
¸
Girder
Pr.-#6-
U50 (Typ.)
15"
15"
11�"
11�"
40°0’0"¸ Bent
(Except as shown)
Symm. abt. ¸ Structure
3"
12"
2’-4�"
4-#5-
V50
SECTION A-A
B
B
2’-4�"
4-#5-
V50
@
12" cts.
5
Pr.-
#5-
H5
2
@
12" cts.
5
Pr.-
#5-
H5
2
(T
yp.)
Eq
ual
Spaces
AA
(Typ.)
7 Pr.-#4-U51 @ 11�" cts.
(Except as shown)
Symm. abt. ¸ Structure
(T
yp.)
4"
¸ Diaphragm
¸ Bent &
3"
18"
18"
3’-0"
SECTION NEAR INTERMEDIATE BENT
DETAILS OF CONCRETE DIAPHRAGMS AT INTERMEDIATE BENTS NO. 2 & 3
15" 11�" 11�" 15"¸ Girder ¸ Girder
2-#6-H50 (Typ.) 2-#4-H51 (Typ.)
Pr.-#6-U50 (Typ.)4-#5-V50
4-#5-V50
#5-H52
#4-H51 (Typ.)#6-H50 (Typ.)
(Strand tie bar)
2-#5-H54(Typ.)
(Strand tie bar)
2-#5-H53
#5-H52
Detail A (Typ.)
Filler
1/2" Joint
EPG 751.22.3.10 P/S Concrete I Girders,
Closed Intermediate Bent Diaphragms
Girder spacing
fro
m design
From design
Cell in Tasks: Intermediate Bents
(Detail A for Diaphragm)
EPG 751.22.3.14
P/S Concrete I Girders,
Coil Ties
Note H2c8.1,
EPG 751.50
Tie Rods (Typ.)
Two 3/4"Ó x 2’-6" Coil
Tie Rod (Typ.)
3/4"Ó x 2’-6" Coil
General Notes:
All U-bars in diaphragms are to be placed parallel to ¸ Roadway.
Diaphragms at intermediate bents shall be built vertical.
For location and details of Coil Tie Rods, see Sheets No. 14 & 15.
For location of Strand Tie Bars, see Sheets No. 14 & 15.
Normal to ¸ Structure
3"
�" Bevel
�"�
"
Be
vel
DETAIL A
�" Jt. Filler
Diaphragm
Face of
Coil Tie Insert
cell in Tasks:
Prestressed Girders
Note: This drawing is not to scale. Follow dimensions. Sheet No. 17 of 30
B
BR 17
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Example_plans_017_2015_cdia.dgn 8:17:37 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
(1
1)
EXAMPLE
PCP2_psi_Type_6 New: Jan. 2014
(T
yp.)
12"
6" (Max.)
1�" (Min.)
6" (Max.)
1�" (Min.)
3" (Max.)
1�" (Min.)
Panel Width
3" (Max.)
1�" (Min.)
B B
C
C
3" (Max.)
1�" (Min.)
Panel Width
3" (Max.)
1�" (Min.)
18" (
Ma
x.)
8�" (
Mi
n.)
6" (
Ma
x.)
(1
2~
0"
ma
x.)
Pa
nel
Le
ngt
h
PLAN OF OPTIONAL SKEWED END PANEL
DETAILS OF PRECAST PRESTRESSED PANELS
Note: This drawing is not to scale. Follow dimensions.
18" (
Ma
x.)
8�" (
Mi
n.)
18" (
Ma
x.)
8�" (
Mi
n.)
6" cts. at top
#3-P2 at abt.
3" (
Ma
x.)
2�" (
Mi
n.)
3" (
Ma
x.)
2�" (
Mi
n.)
3" (
Ma
x.)
2�" (
Mi
n.)
18" (
Ma
x.)
8�" (
Mi
n.)
(6)(6)
1"
Height
SECTION A-A
SKEWED END PANELS
(End panel only)
(Length = 2’-0")
at top (5)
#3-P1 at 12" cts.
6" cts. at top
#3-P2 at abt.
C
C
at
4�" cts.
�"Ó
Stra
nds
(9)
5�" (
Min.)
3"
(10)
1�" (Typ.)
between P2 bars (7)
5-#3-P3 at 6" cts.
B B
(2
~0"
mi
n.)
"L"
cts. (
Ma
x. s
pa.)
#3-
U1 at
3’-0"
4�" cts. (
8)
�"Ó
Stra
nds at
cts. (
Ma
x. s
pa.)
#3-
U1 at
3’-0"
(2
~1
0"
mi
n.-
8~
0"
ma
x.)
Pa
nel
Le
ngt
h
Reference Notes:
SQUARED END PANELS
PLAN OF PANEL PLACEMENT
PLAN OF SQUARED PANEL
Plan of Panel Placement:
Plans of Panel:
Section A-A:
Prestressed Panels:
Reinforcing Steel:
General Notes:
Joint Filler:
WidthMin. Max.
(11)
under and between panels.
(10) Contractor shall ensure proper consolidation
(9)
1 1/2" max. from the inside face of diaphragm.
(4) End panels shall be dimensioned 1/2" min. to
(3)
of end bents only.
(2) Extend S-bars 18 inches beyond the front face
panels and used with squared end panels only.
(1) S-bars shown are bottom steel in slab between
*
BR *
*
*
BENDING DIAGRAM FOR U1 BAR
3�"
L
L/4
L/4
L/4
L/4
2"
2"
2"
2"
2"
2"
SECTION C-C
3"
1�"
(Typ.)
3" (Min.)
Panel Width3" (Max.)
1�" (Min.)
3" (Max.)
1�" (Min.)
#3-U1
3"
3"
Strand
3/8"Ó
2"
2"
2�"
3�"
1�"
DETAIL A
(6)(6)
(Optional)
one or both sides
1/2" x 45Ñ Chamfer
#3-U1
1�" R.
�"Ó Strand
Detail A
SECTION B-B
& U1 Bar
¸ Strand
Filler
Joint
be debonded at the fabricator’s option.
between strands. Strands 2~0" or shorter may then
reinforcing bar on each side of it, centered
(8) Any strand 2~0" or shorter shall have a #4
greater.
(7) Use #3-P3 bars if panel is skewed 45° or
(under strands).
(6) #3-P2 bars near edge of panel at bottom
bents.
(5) P1 bars not required for square integral end
Panel
sawn to skew
square and
May be cast
(6) (6)
be placed between P1 bars.
location and spacing shown. U1 Bars shall
U1 Bars may be oriented at right angles to
estimated quantities for the slab.
The prestressed panel quantities are not included in the table of
standing water on the panels or in the area to be cast.
condition just prior to the deck pour. There shall be no free
Precast panels shall be brought to saturated surface-dry (SSD)
compressive strength.
skewed end until cast-in-place concrete has reached 3,000 psi
Support from diaphragm forms is required under the optional
made for additional concrete and reinforcing required.
portion shall be cast full depth. No separate payment will be
When squared end panels are used at skewed bents, the skewed
the contractor and shown on the shop drawings.
approved by the engineer. Panel lengths shall be determined by
panels, provided the devices are shown on the shop drawings and
Suitable anchorage devices for lifting panels may be cast in
on the shop drawings.
The method and sequence of releasing the strands shall be shown
Initial prestressing force = 17.2 kips/strand.
used with the same spacing and initial tension.
ultimate strength = 22.95 kips (270 ksi). Larger strands may be
strand = 3/8" and nominal area = 0.085 sq.in. and minimum
accordance with AASHTO M 203 Grade 270, with nominal diameter of
seven-wire, low-relaxation strands for prestressed concrete in
Prestressing tendons shall be high-tensile strength, uncoated,
strands in the panels.
a depth of scoring of 1/8" perpendicular to the prestressing
The top surface of all panels shall receive a scored finish with
f’c = 6,000 psi, f’ci = 4,000 psi.
Concrete for prestressed panels shall be Class A-1 with
contract unit price for the slab.
Cost of S-bars will be considered completely covered by the
S-bars are not listed in the bill of reinforcing.
diaphragms.
Precast panels may be in contact with stirrup reinforcing in
coated.
All reinforcement other than prestressing strands shall be epoxy
Minimum reinforcement steel length shall be 2~0".
fabric or the welded deformed bar mats at about 3’-0" centers.
Tie the #3-U1 bars to the #3-P2 bars, to the welded wire
Welded wire fabric or welded deformed bar mats at 2’-0".
#3-P2 bars at 16 inches.
with the following maximum spacing in each direction:
The reinforcing steel shall be tied securely to the 3/8"Ó strands
than 2 feet.
the #3-P3 bars, when required, and placed over a width not less
above alternative reinforcement criteria may be used in lieu of
Wire or bar diameter shall not be larger than 0.375 inch. The
proper handling, may be used in lieu of the #3-P2 bars shown.
in./ft., with spacing parallel to strands sufficient to ensure
minimum area of reinforcing perpendicular to strands of 0.22 sq.
Welded wire fabric or welded deformed bar mats providing a
be bent over, as necessary, to clear slab steel.
If U1 bars interfere with placement of slab steel, U1 loops may
otherwise shown.
Minimum clearance to reinforcing steel shall be 1 1/2", unless
Stirrup and Tie Dimensions.
Standard Practice for Detailing Reinforced Concrete Structures,
Hooks and bends shall be in accordance with the CRSI Manual of
All dimensions are out to out.
Dimensions
Joint Filler
before slab reinforcement is placed.
Edges of panels shall be uniformly seated on the joint filler
match haunch height above top of flange.
polystyrene bedding material may be cut with a transition to
thickness between adjacent panels shall be 1/4 inch. The
where top flange thickness may be stepped. The maximum change in
shall be used under any one edge of any panel except at locations
The same thickness of preformed fiber expansion joint material
Joint Filler Dimensions.
thickness of joint filler within the limits noted in the table of
Use Slab Haunching Diagram on Sheet No. XX for determining
bedding material in accordance with Sec 1073.
accordance with Sec 1057 or expanded or extruded polystyrene
Joint filler shall be preformed fiber expansion joint material in
3"
(4)
(4)
at abt.
#5-S Bars
3"
3"
A
A
grout leak (Typ.)
Prevent excessive
abt. 6" cts.
#5-S Bars at
at a
bt.
9"
#5-
S
Bars
cts. (
1)
pa
nel
onl
y)
pa
nel
onl
y)
(T
yp.)
of End Bent
Front Face
of End Bent
Fill Face
of End Bent
Front Face
of End Bent
Fill Face
(2)
(3)
(1)
(1)
6" cts.
cts. (
En
d
#3-
P1 at
12"
cts. (
En
d
#3-
P1 at
12"
Extend S-bars 9 inches beyond edge of girder.
adjustment.
labor or materials required for necessary grade
structure. No payment will be made for additional
raise the grade uniformly throughout the
minimum slab thickness, it may be necessary to
due to girder camber. In order to maintain
Slab thickness over prestressed panels varies
(4)
(4)
cts. (
1)
at a
bt.
9"
#5-
S
Bars
(3)
manufacturer.
glue used shall be the type recommended by the joint filler
1 1/2 inches, the joint filler shall be glued top and bottom. The
Joint filler shall be glued to the girder. When thickness exceeds
to reduce cast-in-place concrete thickness to within tolerances.
Thicker material may be used on one or both sides of the girder
be shown on the shop drawings.
the girder top flange thickness. Dimensions shall
eliminated or reduced by increasing and varying
slab thickness over prestressed panels may be
At the contractor’s option, the variation in
4"3"
Stay-in-Place Bridge Deck Forms
EPG 751.10.2 Genaral Superstructure,
Fill in
Checked Nov. 2014
Detailed Nov. 2014
Sheet No. 18 of 30
for girder type)
Panels_PCP/Current/ (use appropriate version
Bridge/A_Bridge_Standard_Drawings/Precast
Use current standard sheet found in ProjectWise under
for a single span structure
This portion may be removed
Example_plans_018_2015_pcp.dgn 8:17:44 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
18"
1" (Min.)
�"
8�"
2"
�" (
Ma
x.)
�" (
Mi
n.)
Note: This drawing is not to scale. Follow dimensions.
*
BR *
*
*
EXAMPLE
DRAIN08_slab_psi Effective: Dec. 2014 Supercedes: Aug. 2008 (DRAIN03)
Notes (Steel Drain):
General Notes:
SLAB DRAIN DETAILS
PART PLAN OF SLAB AT DRAIN
2"
Roa
dwa
y
Traffic
Curb
Face of
Inside
Drain
�" (Min.)
PART SECTION SHOWING BRACKET ASSEMBLY
�" Slot in L2x2x�
washers, lock washer, and nut
1/2"Ó bolt with 2 hardened
¸ 9/16"Ó Hole in angle for
washer and nut (Typ.)
1/2"Ó bolt with lock
¸ 9/16"Ó Holes for
(Min.) x 2"
10 Gage
Bent Strip
L2x2x�
Drain
(3" min. legs) x 2" long
1/2" max. thickness)
Angle (1/4" min. -
PLAN OF SLAB SHOWING SLAB DRAIN LOCATIONS
PART SECTION NEAR DRAIN
Roadway Slab
Top of
�"
Girder Web
Prestressed
lock washer
1/2"Ó bolt with
9/16"Ó Hole for
¸ Coil Insert &
Coil I
nsert
Loc
k
Was
her
&
1/
2"Ó
Bolt,
¸
9/
16"Ó
Hole,
No. 4
at End Bent
End of Slab
girder fabricator.
web shall be supplied by the prestressed
bracket assembly to the prestressed girder
The bolt required to attach the slab drain
least 2,500 pounds in 5,000 psi concrete.
pull-out strength (ultimate load) of at
Coil inserts shall have a concrete
the prestressed girder shop drawings.
assembly attachment shall be located on
The coil insert required for the bracket
slab drains and the bracket assembly.
Shop drawings will not be required for the
accordance with ASTM A153.
washers and nuts shall be galvanized in
All bolts, hardened washers, lock
ASTM A123.
shall be galvanized in accordance with
The coil inserts and bracket assembly
clear drains.
Reinforcing steel shall be shifted to
in Part Section Near Drain.
Locate drains in slab by dimensions shown
A709 Grade 36 steel.
Slab drain bracket assembly shall be ASTM
accordance with ASTM A123.
The drains shall be galvanized in
Outside dimensions of drains are 8" x 4".
ASTM A500 or A501.
steel or from 1/4" structural steel tubing
1/4" welded sheets of ASTM A709 Grade 36
Slab drains may be fabricated of either
Connector (Typ.)
or 1/2"Ó x 3"– Shear
(ASTM A709 Grade 36)
1/2"Ó x 3" Rod
1�"
4�"
ELEVATION OF DRAIN
¸ Drain
Roadway Slab
Bottom of
8"
X’-
X"
PLAN OF STEEL DRAIN
Lock Washer (Typ.)
with Hex Nut and
Carriage Bolt
1/2"Ó x 3" Galv.
FRP DRAIN
PLAN OF OPTIONAL
¸ Drain
Typ.
¸ Drain
¸ Drain
8" (Nom.)
8"
¸ Drain
4"
(N
om.)
4"
Notes (Optional FRP Drain)
this substitution.
No additional payment will be made for
cut.
manufacturer to ensure a smooth, chip free
drain shall be recommended by the
field cut. The method of cutting FRP slab
At the contractor’s option, drains may be
acceptance of the slab drains.
the required ultraviolet testing prior to
contractor shall furnish the results of
without any physical deterioration. The
testing with only minor discoloration and
shall withstand at least 500 hours of
D4329 Cycle A. The representative material
for UV resistance in accordance with ASTM
manufacture of the drains shall be tested
The combination of materials used in the
coating used.
be uniform throughout the resin and any
(Federal Standard #26373). The color shall
The color of the slab drain shall be Gray
coating for additional UV resistance.
throughout. Drains may have an exterior
resistant and/or have UV inhibitors mixed
The resin used shall be ultraviolet (UV)
1/4 inch.
Minimum reinforced wall thickness shall be
outside nominal dimensions of 8" x 4".
Shape of drains shall be rectangular with
following exceptions:
requirements of ASTM D2996 with the
thermosetting resin tubing meeting the
Drains shall be machine filament-wound
drains as a contractor’s option.
drains may be substituted for steel slab
Fiberglass Reinforced Polymer (FRP) slab
version for girder type)
Drains_DRA/current/ (use appropriate
Bridge/A_Bridge_Standard_Drawings/
Use current standard sheet found in ProjectWise
Drainage - Slab Drains
EPG 751.10.3 Bridge Deck
Gir
der
hei
ght
Detailer calculates
20" if drain placed parallel to ¸ Roadway
Drain spacing from design
calc
ulates
Detailer
This portion drawn by detailer.
Modify as needed or replace.
if option is to be used.
Include notes and details of FRP drains
20’-0"13’-0"13’-0"4 Slab Drains @ 10’-0" cts.13’-0"13’-0"20’-0"
Bent No. 3
¸ Intermediate
Bent No. 2
¸ Intermediate
¸ Slab Drain (Typ.)
¸ Structure
¸ Slab Drain (Typ.) ¸ Exterior Girder
Edge of Slab
¸ Exterior Girder
Edge of Slab
End Bent No. 1
End of Slab at
18"
22"
22"
18"
10’-0"6’-6"6’-6"4 Slab Drains @ 10’-0" cts.6’-6"6’-6"10’-0"
(Mi
n.)
9"
X’-
X"
shown in this example.
use those in place of details for transverse drains
to Roadway are drawn outside the border. If needed,
On Standard Drawing, Details of Drains Parallel
Checked Mar. 2015
Detailed Mar. 2015
Sheet No. 19 of 30
Example_plans_019_2015_dra.dgn 8:17:50 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
SPAN (1-2)
THEORETICAL SLAB HAUNCHING DIAGRAM
SPAN (3-4)
Girder No. 2
Girder No. 3
Girder No. 1
¸ Bearing
4 Equal Spaces 4 Equal Spaces
¸ Bearing
Bottom of Slab
Top of Girder
.25 .50 .75 ¸ brg.
10 Equal Spaces
¸ Bearing
SPAN (2-3)
.25 .50 .75
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
2�"
2�"
2�"
2�"
2�"
2�"
2�"
2�"
2�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
2�"
2�"
2�"
2�"
2�"
2�"
3�"
3�"
3�"
3�"
3�"
3�"
2�"
2�"
2�"
1�"
1�"
1�"
1�"
1�"
1�"
1�"
58’-3" 91’-6" 58’-3"
875.75
875.98
875.84
875.84
876.06
875.92
875.92
876.14
876.00
875.99
876.21
876.07
876.05
876.27
876.13
876.05
876.28
876.14
876.13
876.36
876.22
876.21
876.44
876.29
876.28
876.52
876.36
876.34
876.58
876.42
876.39
876.63
876.47
876.43
876.67
876.51
876.46
876.70
876.55
876.48
876.72
876.57
876.50
876.73
876.58
876.51
876.73
876.59
876.52
876.74
876.60
876.60
876.83
876.69
876.68
876.91
876.77
876.75
876.97
876.83
876.81
877.03
876.89
1�"
1�"
Span (1-2) (58’-3" ¸ brg. - ¸ brg.)
Span (2-3) (91’-6" ¸ brg. - ¸ brg.)
Span (3-4) (58’-3" ¸ brg. - ¸ brg.)
(Bottom of Slab Elevation Diagram)
Cell in Tasks: Slab Sheet Details
Fill in information from design.
or Bottom of Slab Elevations - Tenth Pts)
(Bottom of Slab Elevations - Quarter Pts
Cell in Tasks: Slab Sheet Details
Fill in information from design.
Pts or Haunching Diagram - Tenth Pts)
Cell in Tasks: Slab Sheet Details (Haunching Diagram - Quarter
Fill in information from design.
(P/S Girder Camber Diagram)
Cell in Tasks: Slab Sheet Details
GIRDER CAMBER DIAGRAM
A B CGirder
Exterior
Interior
B
A
C
A B C A B C
0.4 pt. = 0.952 x 0.5 pt.
0.3 pt. = 0.813 x 0.5 pt.
0.2 pt. = 0.593 x 0.5 pt.
0.1 pt. = 0.314 x 0.5 pt.
Conversion factors for girder camber (estimated at 90 days)
0.25 pt. = 0.7125 x 0.5 pt.
required for variation in haunching, slab thickness or grade adjustment.
be necessary. No payment will be made for additional labor or materials
in slab thickness or a raise in grade uniformly throughout the structure shall
to maintain minimum slab thickness adjustment of the slab haunches, an increase
If girder camber is different from that shown in the camber diagram, in order
.I-Girderon Concrete
Concrete in the slab haunches is included in the Estimated Quantities for Slab
�"
�"
1�" �"1�"
1�"
2�" 1�"�"
�"
1�" �"
Span (1-2) Span (2-3) Span (3-4)
Use tenth points for spans 75’ or more.
Use quarter points for spans less than 75’.
(Estimated at 90 days)
Theoretical Camber after erection
¸ Bearing¸ Bearing
¸ Girder
TYPICAL SLAB ELEVATIONS DIAGRAM
¸ Bearing
and barrier curb
weight of slab
Deflections due to
Finished Bottom of
Slab Elevations
to forming for slab)
¸ of Girder (Prior
of Slab Elevation at
Theoretical Bottom
is poured (Estimated at 90 days)
Theoretical Final Camber after slab
release (Estimated at 7 days)
Theoretical Camber after strand
Note: This drawing is not to scale. Follow dimensions. Sheet No. 20 of 30
B
BR 20
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
¸ brg.
¸ brg. .10 .20 .30 .40 .50 .60 .70 .80 .90 ¸ brg.
¸ brg. ¸ brg.
Number
Girder
1
2
3
1
2
3
1
2
3
(Prior to forming for slab) **Theoretical Bottom of Slab Elevations at ¸ of Girder
dead load deflections due to weight of slab (including precast panel and barrier curb).
** Elevations are based on a constant slab thickness of 8 1/2" and include allowance for theoretical
Example_plans_020_2015_hnch.dgn 8:48:50 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
¸ Bent
PLAN OF SLAB SHOWING REINFORCEMENT
13�"
End Bent No. 1
End of Slab
2’-0�" 41-#6-S1 @ 6" cts. (Top)
2’-0�"41-#6-S1 @ 6" cts. (Top)
6"
6"
214’-3�"
93’-0"
7�"
3’-7�"
SPAN (3-4)PART SPAN (2-3)
PART SPAN (2-3)SPAN (1-2)
3"
@
10"
2
Spa.
3"
@
10"
2
Spa.
Match Line
Match Line
10.
00
00
8.3910
13.0541
40°00’00"
50°00’00"90°00’00"
End Bent No. 4
End of Slab
13’-6" 22’-9"
11’-0"39’-9"
10
Spaces
@
15"
(S
pa. as s
ho
wn)
23-
#6-
S3
3"
7"
TOP REINFORCEMENT
BOTTOM REINFORCEMENT
15"
20"
15"
20"
13’-6"
39’-9"11’-0"
22’-9"
TOP REINFORCEMENT
BOTTOM REINFORCEMENT
(Except as shown)
Symm. abt. ¸ Structure
¸ Int. Bent No. 3
¸ Int. Bent No. 2
(Mi
n. la
p
3’-1
0")
(
4
Units
@
56’-5")
of Barrier Curb
Roadway Face
60’-7�"
384-#6-S2 @ 6" cts. (Top)
(Spa.
bet
ween
S3
&
S5)
20-
#7-
S4
@
15" cts.
(S
pa.
bet
ween
S3
&
S4)
20-
#7-
S5
@
15" cts.
(S
pa.
bet
ween
S3
&
S4)
20-
#7-
S5
@
15" cts.
(S
pa.
bet
ween
S3
&
S5)
20-
#7-
S4
@
15" cts.
(Min. lap 3’-1") (Each side)
#6-S6 (4 Units @ 55’-10")
211-#5-S7 @ 12" cts. (Bottom) (Each side)
60’-7�"
(Barrier curb only)
¸ 1/4" Joint Filler
DETAIL A
Detail A (Typ.)
May be shown directly on Plan if space allows.
Skew angle
Always 90°
From design
From design
From designDetailer calculates
Detailer calculates
Detailer calculates
design
From
calculates
Detailer
From designDetailer calculates
From design
From designDetailer
calculates
From design
From design
EPG 751.10.1.7.2 Standard Partial Depth Precast Prestressed Panel Bridge Deck...
General Notes:
For details and locations of Slab Drains, see Sheet No. 19.
For Theoretical Bottom of Slab Elevations, see Sheet No. 20.
For Details of Precast Prestressed Panels, see Sheet No. 18.
For Theoretical Slab Haunching Diagram, see Sheet No. 20.
Curb not shown, see Sheets No. 23, 24 & 25.
For Details and Reinforcement of Safety Barrier
Sequence, see Sheet No. 22.
For Section Thru Slab and Slab Pouring
Longitudinal dimensions shown are horizontal.
13’-4"
13’-4"
26’-8"
10.0000
Always
Calculate
Note: This drawing is not to scale. Follow dimensions. Sheet No. 21 of 30
B
BR 21
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Example_plans_021_2015_slab.dgn 8:18:00 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
1 2 3
of c
ur
bs
Out t
o
out
60’-7�" 93’-0" 60’-7�"
60’-7�"61’-0"48’-7�"
¸ Structure
End of Slab at
End Bent No. 4
End Bent No. 1
End of Slab at12~0" 32~0"
10’-0"10’-0"
1 3
¸ Girder ¸ Girder ¸ Girder
2
12’-0"12’-0"
24’-0" Roadway
7"
2"
7"
16"
Const. Jt.
8�"
�"
�"
(Typ.)
1"
Cl.
Cl.
1"
3’-4" 3’-4"
#6-S3
#7-S4
#7-S5
#6-S3
#6-S2
#6-S6
3"
2�"
Crown of Slab
#6-S2
(Except as shown)
Symm. abt. ¸ Structure
¸ Roadway
16"
Const. Jt.
SECTION THRU SLAB
2% Slope
¸ Int. Bent
SPAN (1-2) SPAN (2-3) SPAN (3-4)
#5-S7 *
from design
Girder spacing
Detail A
(Const. Joint Detail - P/C P/S Panel Deck
Cell in Tasks: Slab Pouring Sequences
EPG 751.10.1.9
(Parabolic Crown Detail)
Cell in Tasks: Slab Sheet Details
From design
EPG 751.10.1.12
using formulae from
Detailer calculates,
Detailer calc
ulates,
usi
ng f
or
mulae fr
om
EP
G 7
51.
10.
1.
12
3"
Cl.
of top bars
Depends on sizes
Bar sizes from designfrom design
Bar sizes
from design
Bar sizes
groove
when to use drip
for guidelines on
See EPG 751.10.1.13
(Barrier Curb Section)
Cell in Tasks: Slab Sheet Details
(Use appropriate girder section)
Cell in Tasks: Prestressed Girders
see EPG 751.12
details,
For barrier curb
From Design Layout
For details and locations of Slab Drains, see Sheet No. 19.
Sheet No. 18.
For Details of Precast Prestressed Panels, see
of Slab Elevations, see Sheet No. 20.
For Theoretical Slab Haunching Diagram and Theoretical Bottom
For Plan of Slab Showing Reinforcement, see Sheet No. 21.
see Sheets No. 23 thru 25.
For details and reinforcement of Safety Barrier Curb,
General Notes:
* Alternate bar shape available, see Safety Barrier Curb sheet.
HALF SECTION NEAR ¸ SPAN HALF SECTION NEAR INTERMEDIATE BENT
DETAIL A
2’-0" 2’-0"
Parabolic Crown
4’-0"
�"
�"Top of Slab
Profile Grade
Crown of Slab
2% Cross Slope¸ Roadway
Panel Joint
radius edging tool
of joint with 1/4"
Finish each side radius edging tool
of joint with 1/4"
Finish each side
Const. Jt.
�"
�"
1"
3�"
2�"
2�"
\
FULL DEPTH SLAB
minimum from the panel joint.
to a clearance of 6 inches
* Adjust the construction joint
SLAB ON PANELS
full depth slab
width of
extend full
Key to
SLAB CONSTRUCTION JOINT
width of deck)
(Extend full
Const. Joint
Direction
1 225
SLAB POURING SEQUENCE
With Retarder
End to 2 2 to End
End to End
3
1 to 3
1 + 2 + 3
2 to EndEnd to 3
1 + 2 3
in accordance with Sec 703.
Alternate pours to the basic sequence are subject to the approval of the engineer
Pours
Alternate A
Pours
Alternate B
Sequence of Pours
Sequence
Basic
Cu. Yds./Hr.
Min. Rate of Pour
a minimum of 30 minutes and a maximum of 2 hours before the slab is poured.
The concrete diaphragm at the intermediate bents and integral end bents shall be poured
to 2.5 hours, and shall pour and satisfactorily finish the slab pours at the rate given.
The contractor shall furnish an approved retarder to retard the set of the concrete
25
25
Adj
ust
detail t
o t
he a
ppr
opriate s
ke
w.
Use a
ppr
opriate
versi
on f
or
yo
ur sit
uati
on.
EP
G
75
1.
10.
1.
12
Cell i
n
Tas
ks:
Sla
b
Po
uri
ng
Se
que
nces (
Po
uri
ng
Se
que
nce)
in barrier
tie R3 bar
needed to
bar as
may shift
Contractor
spacing)
(4" min. bar
in barrier
to tie R4 bar
bars as needed
shift or swap
Contractor may
TOP BARS AT BARRIER
OPTIONAL SHIFTING
1/4" increments.
of top bars.
Depends on sizes
EPG 751.10.1.7
(Optional Shifting Top Bars at Barrier)
Cell in Tasks: Slab Sheet Details
Note: This drawing is not to scale. Follow dimensions. Sheet No. 22 of 30
B
BR 22
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Groove (Typ.)
¸ 3/4" Drip
Example_plans_022_2015_slab.dgn 8:48:58 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
Note: This drawing is not to scale. Follow dimensions.
BR
Filler
Joint
1/4"on joint)
(Centered
Waterstop
4" Plastic
Const. Joint
slab = 2.27 sq. ft.
The cross-sectional area above the
horizontal safety barrier curb bars.
Use a minimum lap of 2~11" for #5
A
A
�"
�"
Joint Filler
19"
6"
#5-R1
Bar **
#5-R
#5-R4
Bar *
#5-R
#5-R3
R-BAR PERMISSIBLE ALTERNATE SHAPE
DETAILS OF SAFETY BARRIER CURB
General Notesfor Safety Barrier Curb.
considered completely covered by the contract unit price
Cost of plastic waterstop, complete in place, will be
use on all lower safety barrier curb joints only.
curb filled joints, except structures with superelevation,
Plastic waterstop shall be placed in all safety barrier
2-#5-R Bars 2-#5-R Bars
#5-R Bar #5-R Bar
Bar *
#5-R
#5-R1
#5-R4
#5-R Bar
#5-R3
option.
furnished as one bar as shown, at the contractor’s
cantilever (P/S panels only) combination may be
** The R3 bar and #5 bottom transverse slab bar in
forming is not used. (All dimensions are out to out.)
shown, at the contractor’s option, only when slip
* The R1 bar may be separated into two bars as
Longitudinal dimensions are horizontal.
2’-6"
3�"
3�"
3"
2’-6"
#5-R Bar
#5-R Bar
Barrier Curb.
contract unit price for Safety
considered completely covered by the
traffic barrier delineators will be
sheeting on both sides. Concrete
traffic shall have retroreflective
on bridges with two-lane, two-way
accordance with Sec 617. Delineators
Standard Plans 617.10 and in
barrier curb as shown on Missouri
shall be placed on top of the safety
Concrete traffic barrier delineators
of wing.
top of slab from end of wing to end
structure, measured along the outside
to the nearest linear foot for each
Measurement of safety barrier curb is
shall be Class B-1.
Concrete in the safety barrier curb
Barrier Curb per linear foot.
by the contract unit price for Safety
will be considered completely covered
reinforcement, complete in place,
Payment for all concrete and
otherwise noted.
radius or a 3/8-inch bevel, unless
curb shall have either a 1/2-inch
All exposed edges of safety barrier
normal to grade.
curb joints (except at end bents)
built parallel to grade with barrier
Top of safety barrier curb shall be
Const. Jt.
Const. Joint
Const. Jt.
#5-R4
FILLED JOINT DETAIL
PLASTIC WATERSTOP DETAILELEVATION OF SAFETY BARRIER CURB
SECTION A-A
(CAST-IN-PLACE CONVENTIONAL FORMING)
PART ELEVATION OF SAFETY BARRIER CURB
¸ �" Joint Filler
BAC01_elev.dgn Effective: May 2014 Supersedes: Nov. 2012
7" 7"
2"
16"1
9"
10"
8�"
10�"
�"
�"
6"
at abt. 12" cts.
#5-R1, R3 and R4
at abt. 12" cts.
#5-R1, R3 and R4
2�"
2�"
6"
10�"
10�"
6"
4"
3"
10’-0" 10’-0"
18’-11" 57’-4�" 93’-0"
56’-3" 20’-0�"
(Left barrier curb shown, right barrier curb similar by 180° rotation)
23
B
VERNON
J7S0546
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
2’-8"
2’-8�"
3"
3’-8"
10’-0"
10’-0"
(Typ.)
(Barrier curb only)
¸ 1/4" Joint Filler
2�"
213-#5R1, R3, & R4 (Spaced as shown in Part Section Near Left Safety Barrier Curb)
SPAN (1-2) SPAN (2-3)
SPAN (3-4)
2-#5-R6
#5-R6
2-#5-R5
#5-R5
2-#5-R5
#5-R5
2-#5-R5
#5-R5
2-#5-R7
#5-R7
2-#5-R5
#5-R5
2-#5-R8
#5-R8
2�"
Match Line
Match Line
Drawn by detailer
Fill in
Fill in
Detailer calculates
At each intermediate bent
bent curbs the same length.
extended a little farther to make both end
of end bent on skewed structures. May be
Barrier curb at end bent extends past front face
Front Face
Sheet No. 23 of 30
Show for grade separation only.
See EPG 751.12
Bridge/A_Bridge_Standard_Drawings/Barrier Curbs/BAC_Current/BAC01_elev.dgn.
Use current standard sheet found in Projectwise under
Example_plans_023_2015_bacelev.dgn 8:18:11 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
8"
#5-K12
8"
IH
H I
#4-K13
2"
2"
9�"
2"
2"
9�"@
7" cts.
4-
#4-
K1
0
@
7" cts.
3-
#4-
K1
0
@
7" cts.
3-
#4-
K1
3
@
7" cts.
4-#
4-
K1
3
#5-K2 #5-K1
Const. Joint
#5-K2#5-K1
#4-K10
Const. Joint
8"
#5-K12
8"
XX" XX"
XX" XX"
(Spa. with K1 and K2)
X-#5-K3
(Spa. with K1 and K2)
X-#5-K3
(Spa. with K1 and K2)
X-#5-K3
(Spa. with K1 and K2)
X-#5-K3
BAC04a_end_i dgn Effective: May 2014 Supercedes: Nov. 2009
SECTION H-H
#4-K13#5-K12#4-K10 #5-K12
SECTION I-I
Const. Joint
G
G
#5-K11 **
#4-K10
8"
Const. Joint
Const. Joint
2"
2"
1�"
1"
7"
7"
�"
�"
2"
7"
19"
3�"
8"
1"
3�"
3�"
1�"
9�"
9�"
3�"
8"
16"
2�"
7"
7"
9"
8"
20"
7�"
20"
10"
3~7"
3~8"
3~8"
9�"
@
3�"
3
Spa.
@
3�"
3
Spa.
@
7" cts.
4-
#4-
K1
0
@
7" cts.
3-
#4-
K1
0
3
13/
16" cts.
5-
1"Ó
Holes
@
¸ 1"Ó Holes
gutter lines to match)
A Curb height for curb
to 0" chamfer at Type
(Transition 1" chamfer
1" Chamfer
K7 or K8
#5-K5, K6,
#5-K4
#5-K4
7�"
19"
2"
3�"
10"
3�"
¸ 1"Ó Hole
7�"
7�"
Const. Joint
#5-K11 **
#4-K13
#4-K13
K7 or K8
#5-K5, K6, Const. Joint
Const. Joint
2"
2"
8"
1�"
3�"
9�"
9�"
9�"
1�"
3�"
8"
2�"
@
3�"
3
Spa.
@
3�"
3
Spa.
@
7" cts.
3-
#4-
K1
3
@
7" cts.
4-
#4-
K1
3
#5-K4
#5-K4
#5-K Bar
(K3 or K4 thru K8 bars not shown for clarity)
5"
5"
11"
18"
2~
5"
4�"
1�"
K1
3
Bars
K9,
K1
0
or
6-
#5-
K9
(Each face)
(S
pa. as s
ho
wn)
6-#
5-
K9
(Each face)
(S
pa. as s
ho
wn)
6-
#5-
K9
6-
#5-
K9
(Each face)
(S
pa. as s
ho
wn)
(Each face)
(S
pa. as s
ho
wn)
Joint
Const.
Joint
Const.
of Curb
Roadway Face
(Left barrier curb shown, right barrier curb similar)
SECTION A-A
#4-K10
#5-K1 #5-K2
#5-K3
#5-K1
#5-K1
#5-K2
#5-K2
SECTION B-B
SECTION C-C
*
BR
*
*
SECTION D-D
SECTION E-E
SECTION F-F
#5-K2
#5-K2
#5-K2
#5-K1
#5-K1
#5-K1
DETAILS OF GUARD RAIL ATTACHMENT
ALTERNATE SHAPE
K1-K2 BAR PERMISSIBLE
as one bar as shown, at the contractor’s option.
The K1 and K2 bar combination may be furnished
Note: This drawing is not to scale. Follow dimensions.
Note:
covered by the contract unit price for Safety Barrier Curb.
Concrete traffic barrier delineators will be considered completely
two way traffic shall have retroreflective sheeting on both sides.
in accordance with Sec 617. Delineators on bridges with two-lane,
safety barrier curb as shown on Missouri Standard Plans 617.10 and
Concrete traffic barrier delineators shall be placed on top of the
Use a minimum lap of 2~0" between K9 and K10 or K13 bars.
#5-K3
A-A thru F-F
shown in Sections
close to those
with position
shall be kept
K10 or K13 bars
The top two K9,
2�" R.
ELEVATION
PLAN
ELEVATION G-G
B C EFA D
#5-K8 *
#5-K7 *
#5-K6 *
#5-K5 *
#5-K8 *
#5-K7 *
#5-K6 *
#5-K5 *
#5-K8 *
#5-K7 *
#5-K8 *
#5-K7 *
#5-K11 ** #5-K11 **
#4-K13
Const. Joint Const. Joint
#4-K13
3�"
1�"
2"
7"
8"
8"
6"
6" 6"
7"
19"
6-
#5-
K9
6-
#5-
K9
10"
(Spa. with K1 & K2)
11-#5-K4
@
3�"
3
Spa.
@
3�"
3
Spa.
(Spa. with K1 & K2)
11-#5-K4
(Spa. with K1 & K2)
11-#5-K4
(Spa. with K1 & K2)
11-#5-K4
(Each face)
(S
pa. as s
ho
wn)1�"
3�"
2-#4-K132-#4-K10
#4-K10
6"
6-#5-K9
#4-K10
4-#4-K10 4-#4-K13 6-#5-K9
Transition FaceTransition Face#5-K6 *
#5-K11 **
#5-K5 *
#5-K11 **
#5-K6 *
#5-K5 *
F
(Each face)
(S
pa. as s
ho
wn)
B C EFA D
2�"2�"
¸ �" Joint Filler ¸ �" Joint Filler
X’-XX"
F
XX"
X’-XX"
XX"@ 3"
4 Spa.
@ 3"
4 Spa.
X-#5-K1 and K2 (Spa. as shown)
X-#5-K1 and K2 (Spa. as shown)
2�"2�"
¸ �" Joint Filler ¸ �" Joint Filler
XX" XX"
X’-XX" X’-XX"
@ 3"
4 Spa.
@ 3"
4 Spa.
X-#5-K1 and K2 (Spa. as shown) X-#5-K1 and K2 (Spa. as shown)
DETAILS OF SAFETY BARRIER CURB AT END BENTS
PLAN PLAN
ELEVATION ELEVATION
** Fit bar to follow transition face of curb.
* Spaced with #5-K4 bars.
@ 4"
4 Spa.
6 Spa. @ 6" X Spa. @ 8" X Spa. @ 8" 6 Spa. @ 6"
6 Spa. @ 6" X Spa. @ 8" X Spa. @ 8" 6 Spa. @ 6"
@ 4"
4 Spa.
@ 4"
4 Spa.
@ 4"
4 Spa.
If required because of skew
skew
because of
If required
See EPG 751.12.
BAC04 for squared and small skew; BAC04a for larger skews.
Bridge/A_Bridge_Standard_Drawings/Barrier Curbs/BAC Current.
Use current standard sheet found in Projectwise under
Marked items determined by detailer.
EXAMPLE
24
Sheet No. 24 of 30Checked Mar. 2015
Detailed Mar. 2015
Example_plans_024_2015_bacends.dgn 8:18:16 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
#5-C1
EXAMPLE
of joint location
#5-C1 (Typ. each side B C
CB
of joint location)
#5-C1 (Typ. each side
and Backer Rod
¸ Silicone Joint Sealant
and Backer Rod
¸ Silicone Joint Sealant
Match Line A
Match Line A
Sealant and Backer Rod
¸ Silicone Joint
and Backer Rod at support
¸ Silicone Joint Sealant
and Backer Rod at support
¸ Silicone Joint Sealant
Sealant and Backer Rod
¸ Silicone Joint
#5-C1 Reinforcing Bars (Typ.)
#4 Fiberglass
AA
Note: This drawing is not to scale. Follow dimensions.
BR
Const. Joint
Sealant
Joint
Silicone(Typ.)
2"
General Notes:
OPTIONAL SLIP-FORM SAFETY BARRIER CURB
SECTION A-ASECTION THRU JOINT
#5-C1 *
Const. Joint
#5-R4
#5-R Bar#5-R1
#5-R3
#5-R Bar
1"
Const. Joint
(Use when conduit required)
Const. Joint
3"
* Each side of joint location.
of joint
during saw cutting
damage to conduit
and prevent any
to locate conduit
shall be exercised
in barrier, care
If conduit exist
1�" 1�"
Joi
nt
Wi
dt
h
�"
Sa
we
d
�" Backer RodRod
Sealant (Typ.)
Silicone Joint
�" Backer Rod
for Safety Barrier Curb.
completely covered by the contract unit price
complete in place, will be considered
Cost of silicone joint sealant and backer rod,
reinforcement for bridge safety barrier curb.
addition to cast-in-place conventional forming
C bars (slip-form option only) shall be used in
transversely broomed finish.
finish and the curb top shall have a
barrier curb shall have a vertically broomed
For slip-form option, all sides of the safety
slip-form option.
Plastic waterstop shall not be used with
formed joints.
for silicone joint sealant for saw cut and
filler and shall be in accordance with Sec 717
all slip-form barrier curbs instead of joint
Joint sealant and backer rods shall be used on
unit price for Safety Barrier Curb.
considered completely covered by the contract
Concrete traffic barrier delineators will be
retroreflective sheeting on both sides.
with two-lane, two-way traffic shall have
accordance with Sec 617. Delineators on bridges
shown on Missouri Standard Plans 617.10 and in
placed on top of the safety barrier curb as
Concrete traffic barrier delineators shall be
of wing to end of wing.
measured along the outside top of slab from end
nearest linear foot for each structure,
Measurement of safety barrier curb is to the
Class B-1.
Concrete in the safety barrier curb shall be
for Safety Barrier Curb per linear foot.
completely covered by the contract unit price
complete in place, will be considered
Payment for all concrete and reinforcement,
bevel, unless otherwise noted.
have either a 1/2-inch radius or a 3/8-inch
All exposed edges of safety barrier curb shall
(except at end bents) normal to grade.
parallel to grade with barrier curb joints
Top of safety barrier curb shall be built
TYPICAL ELEVATION OF SAFETY BARRIER CURB AT SUPPORT LOCATIONS
SECTION C-CSECTION C-CSECTION B-B
each side of joint
Bar centered on
Fiberglass Reinf.
#4 4’-0" Textured
to this line
depth at joint
Saw cut full
Checked Nov. 2014
Detailed Nov. 2014
B
25
VERNON
J7S0546
#5-C2
#5-C2
Sheet No. 25 of 30
Use current standard sheet found in Projectwise under Bridge/A_Bridge_Standard_Drawings/Barrier Curbs/BAC Current/BAC08_slip_i.dgn. See EPG 751.12.
if not applicable.
May be removed
BAC08_slip_i Effective: May 2014 Supersedes: July 2011
needs to be longer or shorter.
10’ long. Use C2 if it
Use C1 if bar can be
needs to be longer or shorter.
10’ long. Use C2 if it
Use C1 if bar can be
Example_plans_025_2015_bcslip.dgn 8:49:12 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
A
A
C C
BRIDGE
BRIDGE
(Squared structure shown)
bottom of the approach slab to match the crown of the roadway surface.
With the approval of the engineer, the contractor may crown the
(Typ.) *
Filler
3/4" Jt.
to bridge crown as necessary
Transition from roadway crown
Barrier Curb (Typ.)
Bridge Safety
(If required)
Safety Barrier Curb
Outside Face of Bridge
#4 Bars at 12" cts.
Joint
Const.edging tool
1/4" radius
of joint with
Finish each side
Sand
Material
Sealing
Joint
Filler
Joint
¸ 3/4"
Hole (Typ.)
Underseal Access
(Sa
me as r
dw
y.
wi
dt
h)
Bri
dge
wi
dt
h
¸
Roa
dwa
yRIGHT ADVANCED SIMILAR
LEFT ADVANCED STRUCTURE SHOWN,
(Integral end bent)
Concrete Bridge Approach Slab
JOINT DETAIL
CONCRETE CONST.
(Non-integral end bent)
gutter line)
(At bridge
12" (Min.)
to bridge crown as necessary
Transition from roadway crownBarrier Curb (Typ.)
Bridge Safety
APPROACH SLAB
CONCRETE BRIDGE
APPROACH SLAB
CONCRETE BRIDGE
BRI
DG
E
Wing
End of
B
B
(Typ.) *
Filler
3/4" Jt.
(Bott.)
9-#4 Bars
(Top)
3-#4 Bars
ACCESS HOLE DETAIL
TYPICAL UNDERSEAL
PART PLAN SHOWING UNDERSEAL ACCESS HOLES
SECTION A-A
SECTION C-C
PART SECTION C-C
SECTION B-B
Aggregate Base
SECTION D-D
4"
18"
bridge gutter line)
12" (Min.) (At
Type 5Bridge End Bent
Fill Face of
(Slope to drain)
Perforated Drain Pipe
D D
14"
Wing
End of
PART PLAN
¸
Roa
dwa
y
1/4" Joint Filler (Typ.) *
PART PLAN OF SKEWED STRUCTURE
PART PLAN OF SQUARED STRUCTURE
20’-0" (Pay limits)
(Integral end bent shown, non-integral end bent similar)
skewed structure similar)
(Squared structure shown,
#4 Bars at 18" cts.
drain)
(Slope to
Drain Pipe
Perforated
Aggregate Base
Type 5
Performance Class A
base in accordance with ASTM E 1745
between bridge approach slab and granular
2 Layers of 4 Mil Polyethylene Sheeting
at 8" cts.
#6 Bars
bridge gutter line)
12" (Min.) (At
at 12" cts.
#5 Bars
(3)
(4)
(2)(Bott.)
(1)(Top)
(R
oa
dwa
y ite
m)
PA
VE
ME
NT
item)
(Roadway
PAVEMENT
SP__ or BP__
Asphalt Bridge Approach Slab
(R
oa
dwa
y ite
m)
PA
VE
ME
NT
APPROACH SLAB
ASPHALT BRIDGE
bottom of the approach slab to match the crown of the roadway surface.
With the approval of the engineer, the contractor may crown the
OPTIONAL CONCRETE SLAB
BAS_minor New: Jan. 2015
2�"
2�"
(See end bent sheets)
at abt. 12" cts.
#5 Bars (15"H x 24"V)
6~0"
(Typ.)
6~0"
(Typ.)
5~0"
(Typ.)
PART ELEVATIONSECTION D-D
Remove timber header when concrete pavement is placed.
3" x 8"
Wood Block
6" x 1"
Wood Scab
3" D
D
8"
(Min.)
DETAILS OF TIMBER HEADER
3" x 10" Timber Header
Roadway Surface and
Header
Timber
3" x 10"
Tie Insert
head) with 4" Coil
Bolt (Washer under
¸ 3/4"Ó x 8" Lag
Bridge Approach Slab
Roadway Face of
Optional 3" Wedge Blocks
3" x 8" Wood Block or
6" x 1" Wood Scab (Nail to block)
Top of Aggregate Base
Aggregate Base
Top of
at abt 3’-0" cts.
Header Supports
Optional
3" Wedge
Block
(Typ.)
13"
(Typ.)
13"
(T
yp.)
13"
(T
yp.)
13"
4" ASPHALT CURB
4" TYPE A CURB
Type A Curb 5’-6" long (Typ.)
5’-6" long (Typ.)
Asphalt Curb
bridge curb
end of the
the transition
chamfer at
with the
Curb aligns
of Type A
Gutter line
3/4" Jt. Filler *
1/4" Jt. Filler *
Curb
Safety Barrier
End of Bridge
Ö
1" Chamfer
Ö
End of Wing
13"
at this point
and barrier
Align curb
and traced here.
shown on end bent sheets
order) #5 bars as
DO NOT PLACE (or
bridge approach slab used for this structure:
MoDOT Construction personnel will indicate the
Slab
End of
DETAILS OF BRIDGE APPROACH SLAB (MINOR ROAD)
End of Slab
Slab
End of
Slab (Minor Road) per square yard.
contract unit price for Bridge Approach
considered completely covered by the
shown, complete in place, will be
aggregate base within the pay limits
including curb, underdrain and Type 5
construct the asphalt bridge approach,
curb, labor and excavation necessary to
Payment for furnishing all materials,
Sec 717.
Formed Joints" in accordance with
"Silicone Joint Sealant for Saw Cut and
bridge approach slab and wing with
* Seal joint between vertical face of
609.00 for details of Type A Curb.
See Missouri Standard Plans Drawing
yard.
Approach Slab (Minor Road) per square
by the contract unit price for Bridge
will be considered completely covered
shown on this sheet, complete in place,
appurtenances and incidental work as
joint filler, and all other
underdrain, Type 5 aggregate base,
slab, including the timber header,
construct the concrete bridge approach
labor and excavation necessary to
Payment for furnishing all materials,
expansion joint filler except as noted.
with Sec 1057 for preformed fiber
All joint filler shall be in accordance
accordance with Sec 706.
Mechanical bar splices shall be in
bars 20" min.
made continuous by lap splicing the #4
transverse reinforcing steel may be
approach slab shall be continuous. The
The reinforcing steel in the bridge
shall be 1�",unless otherwise shown.
Minimum clearance to reinforcing steel
in the bridge.
with longitudinal construction joints
bridge approach slab shall be aligned
Longitudinal construction joints in
Grade 60 with fy = 60,000 psi.
approach slab shall be epoxy coated
The reinforcing steel in the bridge
Sec 503 (f’c = 4,000 psi).
slab shall be in accordance with
All concrete for the bridge approach
(PE) drain pipe.
4" diameter corrugated polyethylene
polyvinyl chloride (PVC) drain pipe, or
underdrain, 4" diameter corrugated
corrugated metallic-coated pipe
Drain pipe may be either 6" diameter
before placing the bridge approach slab.
satisfactorily finish the bridge slab
The contractor shall pour and
construct either slab except as noted.
Contractor shall have the option to
General Notes:
Concrete Slab Only:
Notes For
Asphalt Slab Only:
Notes For
OPTIONAL ASPHALT SLAB
End of Slab
(Match Type A curb shape)
End of Slab
En
d
of
Sla
b
(EXCEPT NOT ALLOWED WITH CONCRETE PAVEMENT)
Filler **
Joint
¸ 3/4" Filler **
¸ 3/4" Jt.
to crown.
actual length vary due
Stirrup height (8") and
90° stirrup hook at bottom;
length = 5~10" (Min.);
out to out; Actual
12" cts.; 2~0"x 8" (Min.)
(4) #4 Stirrup Bars at abt.
(3) ¸ 3/4" Jt. Filler **
(2) 9-#4 Bars
(1) 3-#4 Bars
laid out parallel to end bents.
**** Underseal access holes shall be
be placed parallel to end bents.
*** Transverse reinforcing bars shall
** Except not allowed with asphalt pavement.
sheets)
(See end bent
at abt. 12" cts.
(15"H x 24"V)
#5 Bars
20~0"
(See e
nd
be
nt s
heets)
#5
Bars at a
bt.
12" cts. (
Ep
ox
y c
oate
d)
#4
Stirru
p
Bars at a
bt.
12" cts.
#6
Bars at
8" cts. (
Bott
om)
#5
Bars at
12" cts. (
To
p)
#5 Bars at 12" cts.
#6 Bars at 8" cts.
#4 Bars at 12" cts. (Bottom)
#4 Bars at 18" cts. (Top)
(Ma
x.)(
Ty
p.)
9~
0"
\\\\
\\\
20’-0"
Sla
b
Thic
kness
Ap
pr
oach
#4 Bars at 12" cts. (Bottom)
#4 Bars at 18" cts. (Top)
18"
14"
�"
�"
2"
1/
3
De
pt
h
3~
0"
(Typ.)
3~0"
Cl.
2"
4"
Cl.
2"
6"
1"
opening)
2�"Ó (Clear
6" 4"
(each side)
20~0" (Pay limits)
Note: This drawing is not to scale. Follow dimensions. Sheet No. 26 of 30
*
BR *
*
*
EXAMPLE
Checked Mar. 2015
Detailed Mar. 2015
not applicable
May be removed if
squared structures
May be removed for
from district
Fill in with info
not applicable
May be removed if
Bridge/A_Bridge_Standard_Drawings/Bridge Approach Slabs_BAS
Use current standard drawing found in ProjectWise under
Example_plans_026_2015_appslab.dgn 11:18:45 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
SHAPE 6 SHAPE 7 SHAPE 8
SHAPE 9
B
B
C
SHAPE 10
SHAPE 12
D
SHAPE 14
A
SHAPE 11
G
A
SHAPE 13
B D
SHAPE 15
SHAPE 16
SHAPE 17
SHAPE 18
SHAPE 20
A
A
G
VERTICAL
LEG
SHAPE 19
C
SHAPE 21
B
B
D
SHAPE 23
SHAPE 24
SPOT WELD
AASHTO M32
SIZE W5 WIRE
(TYP.)
C C
SHAPE 25
C
VERTICAL
LEG
SHAPE 26 SHAPE 27
D
SHAPE 28
E
SHAPE 29
A G
SHAPE 31
C E
SHAPE 30
D
SHAPE 32
SHAPE 22
1-
1/
2
TU
RN
S
90° STIRRUP
HOOK
A OR G
HOOK
A OR G
APPROX.
H
D
(IN.)
BAR
SIZE
STIRRUP HOOK DIMENSIONS
90 HOOK 135 HOOK
GRADES 40 - 50 - 60 KSI
135° STIRRUP180°
90°
END HOOK DIMENSIONS
180° HOOKS
ALL GRADES
BAR
SIZE
D
(IN.) 90° HOOKS
NOTE:
E = EPOXY COATED REINFORCEMENT.
S = STIRRUP.
X = BAR IS INCLUDED IN SUBSTRUCTURE QUANTITIES.
NO. EA. = NUMBER OF BARS OF EACH LENGTH.
ACTUAL LENGTHS ARE MEASURED ALONG CENTERLINE BAR TO THE NEAREST INCH.
PAYWEIGHTS ARE BASED ON ACTUAL LENGTHS.
SHAPE 35
1-
1/
2
TU
RN
S
C
D
SHAPE 33
135°
HOOK
SHAPE 34
BENDING DIAGRAMS
6d FOR #4 AND #5,
DETAILING DIMENSION
DETAILING DIMENSION
C
D
C
B
B
E
K
K
H
H
K
D
H
B
E
B
E
D
C
C
B
H
C K
B
D
B
D
E
B
C
D
B
E
K C F
E
LAP
B
B
C
B
C
D K
H
K C F
H
E
D K K
H
H
B
H
K D
C K
H
B
E
H
B
B
B
C K
F
C
E
B
D
B
D
H
K
C
C
B
D
D K
B
K
F
H
H
C
K
H
B
B
A OR G
D
D
d
D
d
H
D
6d
d J
D
d
D
12d
C
D
C
PI
TC
H
B
B
K
F
H
E
B
3"
PI
TC
H
H
A
OR
G
AND THE FOLLOWING LINE.
V = BAR DIMENSIONS VARY IN EQUAL INCREMENTS BETWEEN DIMENSIONS SHOWN ON THIS LINE
A OR G
HOOK
ON A BAR.
"D" IS THE SAME FOR ALL BENDS AND HOOKS
NOTE: UNLESS OTHERWISE NOTED DIAMETER
12d FOR #6
DI
ME
NSI
ON
DE
TAI
LI
NG
DI
ME
NSI
ON
DE
TAI
LI
NG
A
OR
G
HO
OK
A OR G J A OR G
#4 3" 6" 4" 8"
#8 6" 11" 8" 16"
#4 2" 4 1/2" 4 1/2" 3"
#5 2 1/2" 6" 5 1/2" 3 3/4"
#6 4 1/2" 12" 8" 4 1/2"
4d OR 2 1/2" MIN.
#3 2 1/4" 5" 3" 6"
#5 3 3/4" 7" 5" 10"
#6 4 1/2" 8" 6" 12"
#7 5 1/4" 10" 7" 14"
#9 9 1/2" 15" 11 3/4" 19"
#10 10 3/4" 17" 13 1/4" 22"
#11 12" 19" 14 3/4" 2’-0"
#14 18 1/4" 2’-3" 21 3/4" 2’-7"
HOOKS AND BENDS SHALL BE IN ACCORDANCE WITH THE PROCEDURES AS SHOWN ON THIS SHEET.
barbill_i Effective: Aug. 2008 Supercedes: Feb. 2006
REINFORCING STEEL (GRADE 60) FY = 60,000 PSI.
PROCEDURE AS FOR 90 DEGREE STANDARD HOOKS.
ALL STANDARD HOOKS AND BENDS OTHER THAN 180 DEGREE ARE TO BE BENT WITH SAME
SHAPE 36
A
G
B
C
SPIRAL BAR OR WIRE.)
DEFORMED OR PLAIN
(SHAPE 35 SHALL BE A
ARE LISTED FOR FABRICATORS USE. (NEAREST INCH)
NOMINAL LENGTHS ARE BASED ON OUT TO OUT DIMENSIONS SHOWN IN BENDING DIAGRAMS AND
SPLICES OR SPACERS.
BE PLACED ON INSIDE OF SPIRALS. LENGTH AND WEIGHT OF COLUMN SPIRALS DO NOT INCLUDE
FOUR ANGLE OR CHANNEL SPACERS ARE REQUIRED FOR EACH COLUMN SPIRAL. SPACERS ARE TO
Note: This drawing is not to scale. Follow dimensions.
BR
NO.
RE
Q’
D.
SI
ZE
MA
RK LOCATION
DIMENSIONS
FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN.FT.IN.FT.IN. LBS.
WEIGHT
B C D E F H K
BILL OF REINFORCING STEEL
EP
OX
Y (
E)
SH
AP
E
NO.
STI
RR
UP (
S)
SU
BS
TR. (
X)
VA
RI
ES (
V)
NO.
EA
CHNO.
MARK
LE
NG
TH
NO
MI
NA
L
LE
NG
TH
AC
TU
AL
NO.
RE
Q’
D.
SI
ZE
MA
RK LOCATION
DIMENSIONS
FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN.FT.IN.FT.IN. LBS.
WEIGHT
B C D E F H K
BILL OF REINFORCING STEEL
EP
OX
Y (
E)
SH
AP
E
NO.
STI
RR
UP (
S)
SU
BS
TR. (
X)
VA
RI
ES (
V)
NO.
EA
CHNO.
MARK
LE
NG
TH
NO
MI
NA
L
LE
NG
TH
AC
TU
AL
VERNON
SUBSTRUCTURE
INT. BENT 2
16 6 D20 KEY 20 X 2 6.000 2 6 2 6 60
10 8 H20 BEAM 18 X 30 3.000 32 1 32 1 857
10 8 H21 BEAM 20 X 30 3.000 30 3 30 3 808
10 6 H22 BEAM 20 X 30 3.000 30 3 30 3 454
14 6 H23 BEAM 10 S X 22.000 3 8.000 7 4 7 0 147
44 4 P20 SHAFT 16 X 2 5.500 8 7 8 7 252
50 6 P21 SHAFT 16 X 2 6.000 9 2 9 2 688
33 4 U20 BEAM 13 S X 3 9.000 3 9.000 3 9.000 3 9.000 15 9 15 6 342
28 4 U21 BEAM 13 S X 2 6.000 3 9.000 2 6.000 3 9.000 13 3 13 0 243
8 4 U22 BEAM 10 S X 3 9.000 3 9.000 11 3 11 1 59
28 9 V20 SHAFT 20 X 41 1.000 41 1 41 1 3911
INT. BENT 3
16 6 D30 KEY 20 X 2 6.000 2 6 2 6 60
10 8 H30 BEAM 18 X 30 3.000 32 1 32 1 857
10 8 H31 BEAM 20 X 30 3.000 30 3 30 3 808
10 6 H32 BEAM 20 X 30 3.000 30 3 30 3 454
14 6 H33 BEAM 10 S X 22.000 3 8.000 7 4 7 0 147
34 4 P30 SHAFT 16 X 2 5.500 8 7 8 7 195
66 6 P31 SHAFT 16 X 2 6.000 9 2 9 2 909
33 4 U30 BEAM 13 S X 3 9.000 3 9.000 3 9.000 3 9.000 15 9 15 6 342
28 4 U31 BEAM 13 S X 2 6.000 3 9.000 2 6.000 3 9.000 13 3 13 0 243
8 4 U32 BEAM 10 S X 3 9.000 3 9.000 11 3 11 1 59
28 9 V30 SHAFT 20 X 35 6.000 35 6 35 6 3380
SUPERSTR.
END BENT 1
11 6 F10 WING 15 S 14.000 3 8.000 14.000 12.750 5.875 12.750 5.875 6 0 5 10 96
5 6 F11 DIAPHRAGM 23 S 3 5.625 4 11.000 2 7.875 2 2.750 8 5 8 4 63
11 6 F12 WING 15 S 14.000 7 2.000 14.000 5.875 12.750 5.875 12.750 9 6 9 6 157
5 6 F13 DIAPHRAGM 21 S 6 10.125 3 5.625 5 2.875 4 4.750 10 4 9 9 73
6 7 H10 DIAPHRAGM E 20 34 5.000 34 5 34 5 422
24 5 H11 DIAPHRAGM E 20 2 6.000 2 6 2 6 63
4 6 H12 DIAPHRAGM 20 34 5.000 34 5 34 5 207
4 6 H13 DIAPHRAGM 20 2 8.000 2 8 2 8 16
4 6 H14 DIAPHRAGM 20 3 8.000 3 8 3 8 22
3 5 H15 STRAND TIE 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 14
4 6 H16 DIAPHRAGM 20 10 1.000 10 1 10 1 61
4 6 H17 DIAPHRAGM 20 12 0.000 12 0 12 0 72
8 7 H18 BEAM 20 34 5.000 34 5 34 5 563
4 6 H19 BEAM 20 34 5.000 34 5 34 5 207
6 8 H100 WING E 20 17 5.000 17 5 17 5 279
12 8 H101 WING 20 17 5.000 17 5 17 5 558
48 6 H102 WING 20 16 5.000 16 5 16 5 1184
18 5 U10 BEAM 10 S 4 11.000 3 7.000 13 5 13 3 249
15 4 U11 BEAM 13 S 3 7.000 2 7.500 3 7.000 2 7.500 13 2 12 11 129
42 6 U12 DIAPHRAGM E 19 S 2 11.000 5 6.000 8 5 8 3 520
26 5 U13 DIAPHRAGM E 10 S 4 9.500 2 11.000 12 6 12 4 334
26 6 U14 DIAPHRAGM 19 S 3 10.500 3 7.000 7 6 7 4 286
16 5 V10 BEAM 20 4 11.000 4 11 4 11 82
9 6 V11 DIAPHRAGM 20 3 10.000 3 10 3 10 52
2 6 V12 WING 20 8 1.000 8 1 8 1 24
30 6 V13 WING 20 8 1.000 8 1 8 1 364
2 6 V14 WING 20 7 11.000 7 11 7 11 24
30 6 V15 WING 20 7 11.000 7 11 7 11 357
END BENT 4
11 6 F40 WING 15 S 14.000 3 8.000 14.000 12.750 5.875 12.750 5.875 6 0 5 10 96
5 6 F41 DIAPHRAGM 23 S 3 5.625 4 11.000 2 7.875 2 2.750 8 5 8 4 63
11 6 F42 WING 15 S 14.000 7 2.000 14.000 5.875 12.750 5.875 12.750 9 6 9 6 157
5 6 F43 DIAPHRAGM 21 S 6 10.125 3 5.625 5 2.875 4 4.750 10 4 9 9 73
4 7 H40 DIAPHRAGM E 20 34 5.000 34 5 34 5 281
24 5 H41 DIAPHRAGM E 20 2 6.000 2 6 2 6 63
4 6 H42 DIAPHRAGM 20 34 5.000 34 5 34 5 207
4 6 H43 DIAPHRAGM 20 2 8.000 2 8 2 8 16
4 6 H44 DIAPHRAGM 20 3 8.000 3 8 3 8 22
3 5 H45 STRAND TIE 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 14
4 6 H46 DIAPHRAGM 20 10 1.000 10 1 10 1 61
4 6 H47 DIAPHRAGM 20 12 0.000 12 0 12 0 72
8 7 H48 BEAM 20 34 5.000 34 5 34 5 563
4 6 H49 BEAM 20 34 5.000 34 5 34 5 207
4 8 H400 WING E 20 17 5.000 17 5 17 5 186
12 8 H401 WING 20 17 5.000 17 5 17 5 558
48 6 H402 WING 20 16 5.000 16 5 16 5 1184
18 5 U40 BEAM 10 S 4 11.000 3 7.000 13 5 13 3 249
15 4 U41 BEAM 13 S 3 7.000 2 7.500 3 7.000 2 7.500 13 2 12 11 129
42 6 U42 DIAPHRAGM E 19 S 2 11.000 5 6.000 8 5 8 3 520
26 5 U43 DIAPHRAGM E 10 S 4 9.250 2 11.000 12 6 12 3 332
26 6 U44 DIAPHRAGM 19 S 3 10.250 3 7.000 7 5 7 3 283
16 5 V40 BEAM 20 4 11.000 4 11 4 11 82
9 6 V41 DIAPHRAGM 20 3 10.000 3 10 3 10 52
2 6 V42 WING 20 8 1.000 8 1 8 1 24
30 6 V43 WING 20 8 0.000 8 0 8 0 360
2 6 V44 WING 20 8 2.000 8 2 8 2 25
30 6 V45 WING 20 8 1.000 8 1 8 1 364
DIAPH. AT
INT. BENTS
16 6 H50 DIAPHRAGM 20 10 1.000 10 1 10 1 242
16 4 H51 DIAPHRAGM 20 12 0.000 12 0 12 0 128
40 5 H52 DIAPHRAGM 19 S 10.750 3 1.500 4 0 3 11 163
16 5 H53 STRAND TIE 23 S 15.000 2 1.500 9.625 11.500 3 5 3 4 56
8 5 H54 STRAND TIE 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 37
16 6 U50 DIAPHRAGM E 28 S 3 1.000 4 11.000 14.000 9 2 8 10 212
B
27
J7S0546
This s
heet is create
d
by t
he
Bar
bill
pr
ogra
m after t
he
bar
bill i
nf
or
mati
on is s
uccessf
ull
y
entere
d a
nd r
un
by t
he
detailer.
Sheet No. 27 of 30Checked Nov. 2014
Detailed Nov. 2014
EXAMPLE
Example_plans_027_2015_bb1.dgn 8:18:33 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
SHAPE 6 SHAPE 7 SHAPE 8
SHAPE 9
B
B
C
SHAPE 10
SHAPE 12
D
SHAPE 14
A
SHAPE 11
G
A
SHAPE 13
B D
SHAPE 15
SHAPE 16
SHAPE 17
SHAPE 18
SHAPE 20
A
A
G
VERTICAL
LEG
SHAPE 19
C
SHAPE 21
B
B
D
SHAPE 23
SHAPE 24
SPOT WELD
AASHTO M32
SIZE W5 WIRE
(TYP.)
C C
SHAPE 25
C
VERTICAL
LEG
SHAPE 26 SHAPE 27
D
SHAPE 28
E
SHAPE 29
A G
SHAPE 31
C E
SHAPE 30
D
SHAPE 32
SHAPE 22
1-
1/
2
TU
RN
S
90° STIRRUP
HOOK
A OR G
HOOK
A OR G
APPROX.
H
D
(IN.)
BAR
SIZE
STIRRUP HOOK DIMENSIONS
90 HOOK 135 HOOK
GRADES 40 - 50 - 60 KSI
135° STIRRUP180°
90°
END HOOK DIMENSIONS
180° HOOKS
ALL GRADES
BAR
SIZE
D
(IN.) 90° HOOKS
NOTE:
E = EPOXY COATED REINFORCEMENT.
S = STIRRUP.
X = BAR IS INCLUDED IN SUBSTRUCTURE QUANTITIES.
NO. EA. = NUMBER OF BARS OF EACH LENGTH.
ACTUAL LENGTHS ARE MEASURED ALONG CENTERLINE BAR TO THE NEAREST INCH.
PAYWEIGHTS ARE BASED ON ACTUAL LENGTHS.
SHAPE 35
1-
1/
2
TU
RN
S
C
D
SHAPE 33
135°
HOOK
SHAPE 34
BENDING DIAGRAMS
6d FOR #4 AND #5,
DETAILING DIMENSION
DETAILING DIMENSION
C
D
C
B
B
E
K
K
H
H
K
D
H
B
E
B
E
D
C
C
B
H
C K
B
D
B
D
E
B
C
D
B
E
K C F
E
LAP
B
B
C
B
C
D K
H
K C F
H
E
D K K
H
H
B
H
K D
C K
H
B
E
H
B
B
B
C K
F
C
E
B
D
B
D
H
K
C
C
B
D
D K
B
K
F
H
H
C
K
H
B
B
A OR G
D
D
d
D
d
H
D
6d
d J
D
d
D
12d
C
D
C
PI
TC
H
B
B
K
F
H
E
B
3"
PI
TC
H
H
A
OR
G
AND THE FOLLOWING LINE.
V = BAR DIMENSIONS VARY IN EQUAL INCREMENTS BETWEEN DIMENSIONS SHOWN ON THIS LINE
A OR G
HOOK
ON A BAR.
"D" IS THE SAME FOR ALL BENDS AND HOOKS
NOTE: UNLESS OTHERWISE NOTED DIAMETER
12d FOR #6
DI
ME
NSI
ON
DE
TAI
LI
NG
DI
ME
NSI
ON
DE
TAI
LI
NG
A
OR
G
HO
OK
A OR G J A OR G
#4 3" 6" 4" 8"
#8 6" 11" 8" 16"
#4 2" 4 1/2" 4 1/2" 3"
#5 2 1/2" 6" 5 1/2" 3 3/4"
#6 4 1/2" 12" 8" 4 1/2"
4d OR 2 1/2" MIN.
#3 2 1/4" 5" 3" 6"
#5 3 3/4" 7" 5" 10"
#6 4 1/2" 8" 6" 12"
#7 5 1/4" 10" 7" 14"
#9 9 1/2" 15" 11 3/4" 19"
#10 10 3/4" 17" 13 1/4" 22"
#11 12" 19" 14 3/4" 2’-0"
#14 18 1/4" 2’-3" 21 3/4" 2’-7"
HOOKS AND BENDS SHALL BE IN ACCORDANCE WITH THE PROCEDURES AS SHOWN ON THIS SHEET.
barbill_i Effective: Aug. 2008 Supercedes: Feb. 2006
REINFORCING STEEL (GRADE 60) FY = 60,000 PSI.
PROCEDURE AS FOR 90 DEGREE STANDARD HOOKS.
ALL STANDARD HOOKS AND BENDS OTHER THAN 180 DEGREE ARE TO BE BENT WITH SAME
SHAPE 36
A
G
B
C
SPIRAL BAR OR WIRE.)
DEFORMED OR PLAIN
(SHAPE 35 SHALL BE A
ARE LISTED FOR FABRICATORS USE. (NEAREST INCH)
NOMINAL LENGTHS ARE BASED ON OUT TO OUT DIMENSIONS SHOWN IN BENDING DIAGRAMS AND
SPLICES OR SPACERS.
BE PLACED ON INSIDE OF SPIRALS. LENGTH AND WEIGHT OF COLUMN SPIRALS DO NOT INCLUDE
FOUR ANGLE OR CHANNEL SPACERS ARE REQUIRED FOR EACH COLUMN SPIRAL. SPACERS ARE TO
Note: This drawing is not to scale. Follow dimensions.
BR
NO.
RE
Q’
D.
SI
ZE
MA
RK LOCATION
DIMENSIONS
FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN.FT.IN.FT.IN. LBS.
WEIGHT
B C D E F H K
BILL OF REINFORCING STEEL
EP
OX
Y (
E)
SH
AP
E
NO.
STI
RR
UP (
S)
SU
BS
TR. (
X)
VA
RI
ES (
V)
NO.
EA
CHNO.
MARK
LE
NG
TH
NO
MI
NA
L
LE
NG
TH
AC
TU
AL
NO.
RE
Q’
D.
SI
ZE
MA
RK LOCATION
DIMENSIONS
FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN. FT. IN.FT.IN.FT.IN. LBS.
WEIGHT
B C D E F H K
BILL OF REINFORCING STEEL
EP
OX
Y (
E)
SH
AP
E
NO.
STI
RR
UP (
S)
SU
BS
TR. (
X)
VA
RI
ES (
V)
NO.
EA
CHNO.
MARK
LE
NG
TH
NO
MI
NA
L
LE
NG
TH
AC
TU
AL
VERNON
56 4 U51 DIAPHRAGM E 28 S 2 9.000 4 11.000 12.000 8 8 8 6 318
16 5 V50 DIAPHRAGM E 20 5 0.000 5 0 5 0 83
SLAB
82 6 S1 SLAB E 20 V 2 2 1.000 2 1 2 1
INCREMENT = 25 11.000 25 11 25 11 1724
7.125 INCH
386 6 S2 SLAB E 20 26 5.000 26 5 26 5 15316
92 6 S3 SLAB E 20 56 5.000 56 5 56 5 7796
40 7 S4 SLAB E 20 50 9.000 50 9 50 9 4149
40 7 S5 SLAB E 20 36 3.000 36 3 36 3 2964
24 6 S6 SLAB E 20 55 10.000 55 10 55 10 2013
422 5 S7 SLAB E 20 3 8.000 3 8 3 8 1614
BARRIER CURB
146 5 K1 BARRIER CURB E 19 S 2 5.000 5.125 2 10 2 9 419
146 5 K2 BARRIER CURB E 14 S 5.125 11.125 18.000 2.000 17.875 2 10 2 9 419
94 5 K3 BARRIER CURB E 27 S 3 0.000 5.125 12.000 2 2.125 9.875 6.875 6 7 6 5 629
44 5 K4 BARRIER CURB E 7 3 0.000 6.000 6 2 6 2 283
4 5 K5 BARRIER CURB E 25 S 2 6.500 6.750 4.375 5.500 4.000 3 6 3 5 14
4 5 K6 BARRIER CURB E 25 S 2 5.500 7.875 4.375 6.500 4.500 3 6 3 5 14
4 5 K7 BARRIER CURB E 25 S 2 4.125 9.625 4.375 7.875 5.500 3 6 3 5 14
4 5 K8 BARRIER CURB E 25 S 2 2.750 11.250 4.375 9.250 6.500 3 6 3 6 15
48 5 K9 BARRIER CURB E 20 5 7.000 5 7 5 7 280
22 4 K10 BARRIER CURB E 20 15 1.000 15 1 15 1 222
4 5 K11 BARRIER CURB E 8 2 2.125 2 2.000 2.375 4 4 4 4 18
8 5 K12 BARRIER CURB E 27 S 17.000 5.125 12.000 7.125 12.000 9.875 6.875 4 5 4 2 35
20 4 K13 BARRIER CURB E 20 16 3.000 16 3 16 3 217
426 5 R1 BARRIER CURB E 26 2 6.000 4.250 2 6.125 2 6.000 3.000 5 2 5 2 2296
426 5 R3 BARRIER CURB E 19 S 17.000 6.000 0 23 0 22 815
426 5 R4 BARRIER CURB E 27 S 6.000 11.250 7.000 12.000 9.250 6.375 3 0 2 10 1259
58 5 R5 BARRIER CURB E 20 9 9.000 9 9 9 9 590
14 5 R6 BARRIER CURB E 20 47 1.000 47 1 47 1 688
28 5 R7 BARRIER CURB E 20 37 10.000 37 10 37 10 1105
14 5 R8 BARRIER CURB E 20 46 0.000 46 0 46 0 672
SLIP FORM
BARRIER CURB
40 5 C1 SLIP FORM E 20 10 0.000 10 0 10 0 417
8 5 C2 SLIP FORM E 20 15 2.000 15 2 15 2 127
TOTALS
4 2121
4 E 757
5 946
5 E 12598
6 9692
6 E 28101
7 1126
7 E 7816
8 4446
8 E 465
9 7291
TOTAL 25622
TOTAL E 49737
Slab on
Girder
4 386
4 E 318
5 946
5 E 2489
6 6773
6 E 28101
7 1126
7 E 7816
8 1116
8 E 465
TOTAL 49536
Reinforcing
Steel
(Bridges)
4 1735
6 2919
8 3330
9 7291
TOTAL 15275
Safety
Barrier
Curb
4 E 439
5 E 9565
TOTAL 10004
Slip Form
Option
5 E 544
TOTAL 544
B
28
J7S0546
entered and run by the detailer.
barbill infor
mati
on is successfull
y
Barbill progra
m after the
This sheet is created by the
Checked Nov. 2014
Detailed Nov. 2014
Sheet No. 28 of 30
EXAMPLE
Example_plans_028_2015_bb2.dgn 8:18:37 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
Note: This drawing is not to scale. Follow dimensions.
*
BR
*
*
As-Built Pile Data
(kips)
Resistance
Compressive
Axial
Nominal
Computed
(ft)
Place
in
Length
PILE02_dynamic_formula_as_built_pile_data Effective: Nov. 2012 Supercedes: June 2010
Remarks
No.
Pile
This sheet to be completed by MoDOT construction personnel.
C. Driven to practical refusal
B. Batter
A. Pile type and grade
Indicate in remarks column:
Note:
& AS-BUILT DRILLED SHAFT DATA
RECORDING AS-BUILT PILE DATA
DRILLED SHAFT NUMBERING FOR
PART PLAN SHOWING PILE &
1
2
3
4
1
2
5
610
9
8
7
& ¸ Roadway
¸ Structure
End Bent No. 1
Fill Face of
End Bent No. 4
Fill Face of
¸ Int. Bent No. 2
¸ Int. Bent No. 3
This portion drawn by detailer
11
12
13
Modify tables as needed
End Bent No. 1
End Bent No. 4
1
2
3
4
5
6
7
8
9
10
11
12
13
As-Built Drilled Shaft Data
1
2
Current/PILE02_dynamic_formula_as_built_pile_data.dgn
Bridge/A_Bridge_Standard_Drawings/PILE_PILE/
Standard sheet found in ProjectWise under
Shaft with Socket_DSS/Current/DSS_02_as_built_dshaft.dgn
ProjectWise under Bridge/A_Bridge_Standard_Drawings/Drilled
As Built Drilled Shaft Data standard drawing can be found in
Intermediate Bent No. 3
Intermediate Bent No. 2
No.
Shaft
(Elev.)
Rock
Sound
Top of
(Elev.)
Casing
Tip of
(Elev.)
Socket
Rock
of
Bottom
Remarks
AS-BUILT PILE AND DRILLED SHAFT DATA
29
Sheet No. 29 of 30Checked Nov. 2014
Detailed Nov. 2014
EXAMPLE
Example_plans_029_2015_pile.dgn 8:18:42 AM 3/19/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/19/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON
BORING DATANote: For locations of borings, see Sheet No. 1. Showing only one boring sheet in this
example, but normally there are several.
boring_sht_portrait.dgn
Bridge/A_Bridge_Standard_Drawings/Boring Template/
Standard sheet found in ProjectWise under
BOR01 New: Aug. 2013
Note: This drawing is not to scale. Follow dimensions. Sheet No. 30 of 30
P
BR 30
ST. CHARLES
J6S2088
EXAMPLE
Checked Nov. 2014
Detailed Nov. 2014
Boring Log PDFs to Final Plans
See EPG 751.5.8.4. for Instructions for Attaching
Example_plans_030_2015_bor.dgn 8:49:36 AM 3/20/2015
DOCUMENT."
A CERTIFIED
NOT BE CONSIDERED
"THIS MEDIA SHOULD
COUNTY
JOB NO.
CONTRACT ID.
ROUTE STATE
DISTRICT
DA
TE
DE
SC
RI
PTI
ON
MO
DATE PREPARED
BRIDGE NO.
PROJECT NO.
SHEET NO.
3/20/2015
IF
A
SE
AL I
S
PR
ES
EN
T
ON
THI
S
SH
EE
T I
T
HA
S
BE
EN
EL
EC
TR
ONI
CA
LL
Y
SE
AL
ED
AN
D
DA
TE
D.
PROJECT NO.
1-
88
8-
AS
K-
MO
DO
T (
1-
88
8-
27
5-
66
36)
JE
FF
ER
SO
N
CI
TY,
MO
65
10
2
10
5
WE
ST
CA
PI
TO
L
CO
MMI
SSI
ON
MI
SS
OU
RI
HI
GH
WA
YS
AN
D
TR
AN
SP
OR
TA
TI
ON