(59’-93’-59’) PRESTRESSED CONCRETE I-GIRDER...

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


Sta. 653+55.00 Pr. Gr. Elev. 877.47

Sta. 654+48.00


Sta. 655+09.28

@ ¸ Roadway

@ End of Slab


Sta. 652+94.37

@ ¸ Roadway

@ End of Slab


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)


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

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PROJECT NO.

1-

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8-

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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)



(Side Resistance)



(Tip Resistance)



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

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PROJECT NO.

1-

88

8-

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1-

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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


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)


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,


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

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PROJECT NO.

1-

88

8-

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1-

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5-

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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


linear foot

cu. yard

cu. yard

Substructure Quantity Table for 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


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.


parallel to ¸ Roadway.

All U-bars and Pr. V-bars shall be placed



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:


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


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


(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.


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


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


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


Quantity


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



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


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


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


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


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"


(Typ.)8

" (Typ.)

15�"

(Typ.)

�"

�"

8"

�"

�"�"

Item


Quantity


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


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


DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

ROUTE STATE

DISTRICT

DA

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PTI

ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

1-

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8-

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27

5-

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36)

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ON

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AN

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OR

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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


& #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)


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


DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

ROUTE STATE

DISTRICT

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TE

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RI

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ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

1-

88

8-

AS

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MO

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27

5-

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36)

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65

10

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10

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ON

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ON

2"

9"

15-#6-

V43


13’-6"

6’-6�"

20’-0�"

@ Top of Wing

Elev. 877.53

2"

9"

15-#6-

V45


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


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)


B

BR 11

VERNON

J7S0546

EXAMPLE

Checked Nov. 2014

Detailed Nov. 2014


For Elevations D-D & E-E, see Sheet No. 13.

¸ Roadway.

All U-bars shall be placed parallel to



see Sheet No. 6.


(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




DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

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DISTRICT

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MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

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PROJECT NO.

1-

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8-

AS

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88

8-

27

5-

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36)

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10

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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


linear foot

cu. yard

cu. yard




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 ( )


(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



For Sections A-A, B-B & C-C, see Sheet No. 13.

see Sheet No. 6.


parallel to ¸ Roadway.

All U-bars and Pr. V-bars shall be placed



General Notes:



Detail A

DETAIL A

2’-0" 2’-0"

Parabolic Crown

4’-0"

�"

�"Top of Slab

Profile Grade

Crown of Slab



B

BR 12

VERNON

J7S0546

EXAMPLE

Checked Nov. 2014

Detailed Nov. 2014


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

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PROJECT NO.

1-

88

8-

AS

K-

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DO

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8-

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5-

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36)

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65

10

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SSI

ON

MI

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HI

GH

WA

YS

AN

D

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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


(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.)( )


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.


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


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


DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

ROUTE STATE

DISTRICT

DA

TE

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SC

RI

PTI

ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

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MO

65

10

2

10

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ON

MI

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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


*

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

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PR

ES

EN

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ON

THI

S

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S

BE

EN

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SE

AL

ED

AN

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PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

FF

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TY,

MO

65

10

2

10

5

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ON

MI

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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


*

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

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EN

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THI

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EN

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SE

AL

ED

AN

D

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TE

D.

PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

FF

ER

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TY,

MO

65

10

2

10

5

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ST

CA

PI

TO

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MMI

SSI

ON

MI

SS

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HI

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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)


(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


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

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T I

T

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S

BE

EN

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TR

ONI

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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


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.

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DISTRICT

DA

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DE

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MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

1-

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8-

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ON

18"

1" (Min.)

�"

8�"

2"

�" (

Ma

x.)

�" (

Mi

n.)


*

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


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


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

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"THIS MEDIA SHOULD

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JOB NO.

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DE

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RI

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DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

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36)

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MI

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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



Pts or Haunching Diagram - Tenth Pts)

Cell in Tasks: Slab Sheet Details (Haunching Diagram - Quarter


(P/S Girder Camber Diagram)


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


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.

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DISTRICT

DA

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DE

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RI

PTI

ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/20/2015

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PROJECT NO.

1-

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8-

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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)


¸ 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


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.

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DISTRICT

DA

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ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/19/2015

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PROJECT NO.

1-

88

8-

AS

K-

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1-

88

8-

27

5-

66

36)

JE

FF

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MO

65

10

2

10

5

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ON

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AN

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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)


¸ 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)


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)


(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


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)



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

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"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

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DISTRICT

DA

TE

DE

SC

RI

PTI

ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

3/20/2015

IF

A

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PROJECT NO.

1-

88

8-

AS

K-

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DO

T (

1-

88

8-

27

5-

66

36)

JE

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ER

SO

N

CI

TY,

MO

65

10

2

10

5

WE

ST

CA

PI

TO

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SSI

ON

MI

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HI

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WA

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AN

D

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SP

OR

TA

TI

ON


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

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AL I

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PROJECT NO.

1-

88

8-

AS

K-

MO

DO

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1-

88

8-

27

5-

66

36)

JE

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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


X-#5-K3


X-#5-K3


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:

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

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THI

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EN

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AN

D

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PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

FF

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MO

65

10

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10

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MI

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SP

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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


Match Line A

Match Line A

Sealant and Backer Rod

¸ Silicone Joint

and Backer Rod at support


and Backer Rod at support


Sealant and Backer Rod

¸ Silicone Joint

#5-C1 Reinforcing Bars (Typ.)

#4 Fiberglass

AA


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

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PROJECT NO.

1-

88

8-

AS

K-

MO

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1-

88

8-

27

5-

66

36)

JE

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MO

65

10

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10

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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)


*

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


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


WEIGHT

B C D E F H K


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.


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


BR

NO.

RE

Q’

D.

SI

ZE

MA

RK LOCATION

DIMENSIONS


WEIGHT

B C D E F H K


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


WEIGHT

B C D E F H K


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

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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

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TY,

MO

65

10

2

10

5

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ON


*

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


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


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

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TR

ONI

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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

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SSI

ON

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YS

AN

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SP

OR

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TI

ON

(59’-93’-59’) PRESTRESSED CONCRETE I-GIRDER...

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Transcript of (59’-93’-59’) PRESTRESSED CONCRETE I-GIRDER...