(59'-93'-59') PRESTRESSED CONCRETE I-GIRDER SPANS

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

@ Ë Roadway

@ End of Slab


Sta. 652+94.37

@ Ë 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

yProfile Grade

Ë Roadway &

Ë Structure,

End Bent No. 1

Fill Face of

End Bent No. 4

Fill Face of

17†"

5'-1•"

5'-1•"

17†"

5'-1•"

5'-1•"

9'-6"

9'-6"

& Ë Rock Socket

Ë Drilled Shaft

Ë Int. Bent No. 2

3 Spaces

@ 10'-3"

Ë Pile

Ë 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'-6ƒ"

(Survey Date 2011)

Ground Line

From Design

Notice and Disclaimer Regarding Boring Log Data

10.

00

00

8.3910

13.0541

40°00'00"

50°00'00"

90°00'00"

Dimensions

Horizontal

Elev. 859.18

Bott. of Encasement

Ë Pile

Ë 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

From design

in Layout folder

From Profile sheet

Cell in Tasks: Front Sheets (Boring Symbol)

Always 90°

3 spa.

@ 9'-2"

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

Design Layout)

(when specified on

If required

Note E1.1, EPG 751.50

if required.

Note E1.4, EPG 751.50

sheet, North arrow should be shown there.

If Location Sketch is shown on front

Cell in Tasks: Front Sheets (North Arrow)

Note: This drawing is not to scale. Follow dimensions.

*

BR

*

*

26 34N 29WSEC/SUR TWP RGE

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

EXAMPLE

1

Sheet No. 1 of 30Checked Aug. 2019

Detailed Aug. 2019

Designed Aug. 2019

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

See EPG 751.5.2.1.1

From design.

MoDOT pulldown menu.

option under the

using Place Border

a Reference File,

Border is attached as

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 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).

BEG. STA. 652+93.72

corner of layout sheets, or in TMS.

"Location"), in lower right

(Structure Location Information,

Inventory and Appraisal Sheet

From layout folder, Structural

or Bridge Memo

From Design Layout

or Bridge Memo

in Layout folder

From Profile sheet

questions or suggestions.

Contact Development Section with any

current standards or practices.

only. They may not necessarily reflect

These plans are to serve as an example

MoDOT pulldown menu.

option under the

using Place Border

a Reference File,

Border is attached as

Show location of all borings

Layout folder or eProjects.

Boring locations from

Memo

From Bridge

See EPG 751.5.2.1.3.6.

From Bridge Memo

on front sheet details.

information

See EPG 751.5 for more

10.0000

Always

From Bridge Memo

Indicates location of borings.

available from the district or elsewhere.

depicted on the plan sheets than is given to the subsurface data

No greater significance or weight should be given to the boring data

will also be available from the Project Contact upon written request.

30 and may be included in the Electronic Bridge Deliverables. They

the department for the design of the project, are shown on Sheet No.

factual records of subsurface data and investigations performed by

all locations indicated, as well as any other boring logs or other

shown on the plan sheet(s) for this structure. The boring data for

The locations of all subsurface borings for this structure are

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

Example_plans_001_2020Front.dgn 3:36:15 PM 12/28/2020

DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

ROUTE STATE

DISTRICT

DA

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DE

SC

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ON

MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

12/28/2020

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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

each

Foundation Inspection Holes linear foot

Sonic Logging Testing each

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

Drilled Shafts (3 ft. 6 in. Dia.)

Rock Sockets (3 ft. 0 in. Dia.)

each 12 12

Class B-1 Concrete (Barrier) 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

pound

cu. yardClass 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

94

32

72

8 8

72

32

94

Pile Point Reinforcement each

1lump sum

Class 1 Excavation cu. yard

40°

Ë Structure

Ë Rte. B &

Beg. Sta. 652+93.72

A7987

Proposed Structure

LOCATION SKETCH

Flo

w

each 36 36Slab Drain

Removal of Bridges (X-186)

196 196

70.4 70.4

635 635

491 491

632 632

80 80

15,270 15,270

If not specified, use "A"

From Design Layout.

From Design Layout

Prestressed Girders and Barrier) 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:

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 miÁ

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

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

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"

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:

Foundation Material

ksf

Elevation Range

Foundation Material

ksf

Elevation Range

ksf

La

yer

1La

yer

2

(Side Resistance)

Compressive Resistance

Minimum Nominal Axial

(Side Resistance)



(Tip Resistance)



ft

ft

---

---

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---

---

---

---

---

---

---

---

---

---

---

---

---

Socket

Rock

eaNumber

Foundation Data

Bent Number

1 3 4Design DataType

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.

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

---

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(Second Sheet Text)

Border text cell in Tasks: General Annotation

49,540

on other routes. See roadway plans for traffic control.

Structure to be closed during construction. Traffic to be maintained

Galvanized Structural Steel Piles (12 in.)

Video Camera Inspection

Continuous Composite for live load.

Superstructure: Simply-Supported, Non-Composite for dead load.

Equivalent Fluid Pressure = 45 lb/cf

Earth = 120 lb/cf

with Sec 716.

Neoprene bearing pads shall be 60 durometer and shall be in accordance

Creek

Horse

(Note A3.8)

From Bridge Memo

Seismic Performance Category A

Future Wearing Surface = 35 lb/sf (Min.)

Note: This drawing is not to scale. Follow dimensions. Sheet No. 2 of 30

*

BR 2

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

variations cannot be used for an adjustment in the contract unit price.

contract unit price for the slab. Variations may be encountered in the estimated quantities but the

forms, all concrete and epoxy coated reinforcing steel will be considered completely covered by the

the horizontal dimensions as shown on the plan of slab). Payment for prestressed panels, conventional

longitudinally from end of slab to end of slab and transversely from out to out of bridge slab (or with

estimate for concrete slabs. The area of the concrete slab will be measured to the nearest square yard

The table of Estimated Quantities for represents the quantities used by the State in preparing the cost

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

ft

Pile

Bearing

Load

ea

Approximate Length Per Each

Number

kip

Pile Driving Verification Method

ftMin. Galvanized Penetration (Elev.)

Pile Point Reinforcement ea

Pile Type and Size



Resistance Factor

---

---

---

---

---

---

---

---

---

---

HP 12x53 HP 12x53

4 4

30 30

All All

Full length Full length

DF DF

0.4 0.4

505 505

Vehicular = HL-93

204 (see EPG 751.50, notes after B3.21)

Round to nearest 1 cubic yard

Type D Barrier

2020 AASHTO LRFD Bridge Design Specifications (9th Ed.)

Example_plans_002_2020_qty.dgn 3:36:25 PM 12/28/2020

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.

12/28/2020

IF

A

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PROJECT NO.

1-

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5-

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- -

3'-

0"

18"

18"

3"

Ë Bent & Ë Key

PLAN OF BEAM

Ë Bearing & Ë 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'-9ƒ"

(Typ.)

1"

40°00'00"

Ë Pile Ë Pile

12'-0"

& Ë Roadway

Ë Structure

(Except as shown)

Symm. abt. Ë Bent

Fill Face

DETAILS OF END BENT NO. 1

5'-1•" 5'-1•"

2'-7" 2'-7"

From 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.

for Integral Bent)

(Section thru Key

End Bents

Cell in Tasks:

Detail)

(Pile Splice

Tasks: Piles

Cell in

(Typ.)

22•"

18"

18"

17†"

15„"

2'-0…"2'-0…"

18"

18"

16"

16"

General Notes:

with 1/2" jt. filler (Typ.)

Fill area under girder

Pile spacing from design

rotate as needed.

Use appropriate size,

(Pile Section)

Cell in Tasks: Piles

tapered, omit thickness here.

pad. If bearing pad is

Match thickness of bearing

STEEL PILE SPLICE(If required)

45°

„"

to be cut square)

of lower section

Butt Splice (Top

\

accordance with Sec 702.

clear of weld locations in

omitted or removed one inch

* Galvanizing material shall be

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"

Ë Structure

Fill Face

Ë Key

Ë Bent &

18-#5-U100 ( )

15-#4-U101 ( )

Fr

om

desi

gn

16‡" 12" 16‡"

Keys not shown for clarity.

Substructure Quantity Table for Bent No. 1


40

120

4

16.7

Note G4.2, EPG 751.50

Tasks: Bridge Detailing Notes (G4.1, Substructure Quantity)

Item Quantity

Class 1 Excavation


linear foot

cu. yard

cu. yard

2-#6-H100

(T

op

&

bott

om)

4-

#7-

H1

01

8 Pr. #5-V100 ( )

Adjust scale as needed

or Crosshatching)

Patterns (Hatching

Tasks: Area

10'-0"

(Typ.)

9" SECTION THRU KEY

Ë Bent

Ë Key &

6"

3"

3"

3"



*

BR 3

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

EPG 751.50

Notes from

G1.7.1

G1.20

Ë Girder3'-4"

Ë Girder

U bars shall clear piles by at least 1 1/2 inches.

Reinforcing steel shall be shifted to clear piles.

parallel to centerline of roadway.

All U bars and pairs of V bars shall be placed

Work this sheet with Sheets No. 4 & 5.

Sheet No. 2.

These quantities are included in the estimated quantities table on

Key" (Typ.)

Const. Jt.

3" x 6"

Example_plans_003_2019_bt1.dgn 3:36:34 PM 12/28/2020

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.

12/28/2020

IF

A

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PROJECT NO.

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1-

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- -

@ End of Slab

Ë Structure

(Except as shown)

Symm. abt. Ë Bent

A

A

B

B

C

C

3'-

0"

Elev. 871.06

@ 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†"


3'-

1"

From design

From 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

General Notes:

DETAIL A

2'-0" 2'-0"

Parabolic Crown

4'-0"

‚"

‚"Top of Slab

Profile Grade

Crown of Slab

2% Cross SlopeË Roadway(

Fill face)

4-

#6-

H1

00

2"

9"

15-#6-

V103

@ 12" cts. (Each face)

13'-6"

6'-6

…"

20'-0

…"

@ Top of Wing

Elev. 876.44

2"

15-#6-

V105


13'-6"

17'-9†"

4'-3†"

PART PLAN

Ë Bent

4•"

10'-0"3'-4"

(T

yp.)

4"

6"

18"

18"

3'-

0"

123

6"

6"

12'-0"

40°00'00"

& Ë Roadway

Ë Structure

Ë Girder Ë Girder

of Diaphragm

Front Face

#6 & #8-H Bars

#6 & #8-H Bars

End of Slab

Fill Face

(Except as shown)

Symm. abt. Ë Bent

D

D

E

11-#6-F10011-#6-F102

Tie Rods (Typ.)

Two 3/4"Ó Coil

EPG 751.22.3.14

EPG 751.22.3.7

Design Layout)

Skew angle (from

Girder spacing from design

Fro

m design

Fro

m design

15„"

2'-0"

2'-0…"

9"

24-#5-U105 @ 12" cts. (See Bridge Approach Slab details)

#6-V102

& 2-#6-H105

2-#6-H104

tie bar) (Typ.)

#5-H108 (Strand

From design

Usually, 0.125'Ó is adequate.

Reinforcing Steel (In Section)

Use Tasks: Geometry,

section large enough to see.

Draw reinforcing bars in

4‡"

from Tasks: End Bents

Coil Tie Insert cell

(T

op)

4-

#7-

H1

01

5-#6-F101

4-#6-H100

girders) (Typ.)

(Between

2-#6-H103

2-#6-H102 &

21-#6-U102 @ 9" cts.

(Spaced with U100 & V100)

13-#5-U103 & 13-#6-U104

2-#6-H105

2-#6-H104 &

#6-V104

5-#6-F103

9" cts.(Typ.)

5-#6-V101 @

@ Top of Wing

Elev. 876.30 From design

E(Section Arrow)

Cell in Tasks: End Bents

(Parabolic Crown Detail - 2% Slope)

Tasks: End Bents

if areafill causes a cluttered look.

Pattern Cluster in Tasks: End Bents

Area Patterns, or use Concrete

Use concrete areafill under Tasks:

871.14

Elev.

4-#7-H101

2-#6-H100

(Typ.)

(Btwn. gdrs.)

(Front face)

#6-H102

accordingly.

other bar marks

if #6 bar and adjust

Use H100 bar mark

From design.

EPG 751.50

Notes from

G1.7.1

G1.7

G1.8

G1.9

G1.9.1

G1.25

G1.30


*

BR 4

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

face) (Typ.)

#6-H104 (Front(Typ.)

(Btwn. gdrs.)

(Front face)

#6-H103

face) (Typ.)

#6-H105 (Front

4-#7-H101

No. 26.

For details of bridge approach slab, see Sheet

Sheet No. 6.

For details of vertical drain at end bents, see

(strand tie bar), see Sheet No. 14.

For location of coil tie rods and #5-H108

face of end bent.

maintain 1 1/2-inch minimum clearance to fill

bent or, if necessary, cut in field to

Strands at end of girders shall be field

beam and below top of slab shall be Class B-2.

All concrete in the end bent above top of

centerline of roadway.

The U bars shall be placed parallel to

field to clear girders.

The #6-F100 and #6-F102 bars shall be bent in the

D-D & E-E, see Sheet No. 5.

For Sections A-A, B-B & C-C and Elevations



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.

12/28/2020

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"

3"

3'-

1"

2"

9" 15-#6-V103 @ 12" cts. (Each face)

13'-6" 6'-6…"

20'-0…"

2"

9"15-#6-V105 @ 12" cts. (Each face)

13'-6"

17'-9†"

4'-3†"

Cl.

3"

3"

8'-

2‡"5'-

2‡"

3'-

0"

@

3"

3

Spa.

2"

Const. Jt. Const. Jt.

Elev. 876.30

2"

2"

2"

2"

Elev. 868.06 Elev. 868.06

21" 15"

Ë Pile

(Typ.)

Elev. 868.06

(Typ.)

3'-0"

5'-

4‡"

3'-

2†"

8'-

7•"

(Typ.)

Const. Jt.

(Typ.)

Fill Face

Reinforcement (Typ.)

Transverse Slab(Typ.)

6"

(T

yp.)

6"

(Typ.)

Reinforcement

Longitudinal Slab

@ Ë Roadway

Elev. 876.68

Top of Slab

(Typ.)

End of Slab


ELEVATION D-D ELEVATION E-E

SECTION C-C

SECTION B-BSECTION A-A

#6-

U1

02)

(T

yp. f

or

3"

Cl.

@

3"

3

Spa.

2"

From design

From design From design

From design

From design

Fr

om

desi

gn

Fr

om

desi

gn

From design

Fr

om

desi

gn

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-U105 (Typ.)

(T

yp.)

2•"

Cl.

(Typ.)

Detail

Chamfer

See EPG 751.35.5.3.

Tasks: End Bents (Chamfer Detail)

@

11" cts.

5-

#6-

F1

01

@

8" cts.

11-

#6-

F1

00

#6-V Bars

of Wing

Inside Face

(Each face)(Place with grade)

* #8-H Bars at 3" cts.

2"

Varies

Const. Joint

THRU WING

TYPICAL SECTION

#6-H Bars

Const. Jt.#5-K Bar

(Typ.)

2" Cl.

(Each face)

#6-

H

Bars at

8" cts.

(Mi

n.)

3"

Cl.

3"

16"

with grade)

(Place

2-#8-H106

15‚"

(Typ.)

2•"

Detail

Chamfer

2-#6-V102

@

8" cts.

11-

#6-

F1

02

@

11" cts.

5-

#6-

F1

03

2-#6-V104

2-#6-H107

Detail

Chamfer

6…"

(Typ.)

#6-U104

(Typ.)

4-#7-H101

(Typ.)

4-#7-H101

(Typ.)

#6-H100

#5-U100

#4-U101

tie bar)

#5-H108 (Strand

(Typ.)

#6-U102

(Typ.)

4-#7-H101

#5-U103 (Typ.)(

Ty

p.)

4-

#6-

H1

00

#5-V100

14"

14"

6•"

11…" max.

6…" min/

11…" max.

6…" min./

8" cts. (

Each face)

11-

#6-

H1

07

@ a

bt.

min/max.

not allow for this

using 8" cts. does

Use "abt." only if


*

BR 5

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Elev. 876.44

8'-

4•" 5'-

3•"

cts. (

Each face)

11-

#6-

H1

07

@

8"

2-#6-H107

(Btwn. gdrs.)

#6-H103 (Typ.)

(Btwn. gdrs.)

#6-H102 (Typ.)

(Btwn. gdrs.)

#6-H103 (Typ.)

#6-V101

Sheet No. 24.

For reinforcement of the safety barrier curb, see

E-E, see Sheet No. 4.

For location of Sections A-A, B-B & C-C and Elevations D-D &


Note G1.6

EPG 751.50

at

Ë

Rd

wy

Di

mensions

(Dim at CL Rdwy Bracket)

Tasks: End Bents

CHAMFER DETAIL

…"

…"

Joint

Const.

with grade)

(Place

2-#8-H106


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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

EE

T I

T

HA

S

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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

ELEVATION OF WING PART PLAN

VERTICAL DRAIN AT END BENTS

L

Ground

D

Unperforated

ELEVATION OF WING

DETAIL A

Beam

Lower


*

*

*

BR 6

OPTIONAL TURNED DRAIN

PART SECTION A-A

General Notes:

(Squared end bent shown, skewed end bent similar)

ELEVATION OF END BENT

PLAN OF END BENT

Drain Core

Vertical

Rodent Screen

Drain Pipe

Fabric Wrap

Fabric Wrap

Fabric

Geotextile

Drain Pipe

Perforated

Drain Pipe

Unperforated

Line

Detail A

Elbow

Elbow

Drain Pipe

Perforated

Drain Pipe

Unperforated

Unperforated Drain Pipe

90Ñ (Min.)

Cap

Perforated Drain Pipewith ground line

Cut coupler flush

Beam

ground line

to slope of

Cut coupler

Vertical Drain Core

Line

Ground

Drain Pipe

Perforated

Cap

(Typ.)

Core (Along wing)

Vertical Drain

Ground Line

Cap

with ground line

Cut coupler flush

Drain Pipe

Perforated

Unperforated Drain Pipe

Coupler

(Typ.)

Coupler

Fabric (Typ.)

Geotextile

(Section thru wing similar)

ground line.

where the vertical drain ends to the exit at

of end bent and plain pipe shall be used

side and inside face of wings at the bottom

Perforated pipe shall be placed at fill face

minimum of 1 1/2 inches.

also missing the lower beam of end bent by a

shall slope to lowest grade of ground line,

end bent and inside face of wings. The pipe

Drain pipe shall be placed at fill face of

drain pipe.

4-inch diameter corrugated polyethylene (PE)

polyvinyl chloride (PVC) drain pipe, or

underdrain, 4-inch diameter corrugated

corrugated metallic-coated steel pipe

Drain pipe may be either 6-inch diameter

percent.

All drain pipe shall be sloped 1 to 2

(Min.)

6"

(Mi

n.)

6"

(Mi

n.)

6"

Mi

n.

1•"

Cl.

(Use only when straight drain is not practical.)

EXAMPLE

V_DRA01_i Effective: Apr. 2020 Supersedes: Aug. 2016 (DRAIN01)

Sheet No. 6 of Checked July 2020

Detailed July 2020

Open Read-only and Save As to your job's folder.

Bridge/A_BR_Std_Dwgs/Drains V_DRA-S_DRA/Current/V_DRA

Use current standard sheet, found in ProjectWise under

Bridge Standard Drawing V_DRA03_midwing.

For end bents with intermediate wing, use

such as for a drainage ditch.

or for situations where there is no side slope,

Needs to be included where rock may be present,

SPM may prefer to remove this if it's not applicable.

Example_plans_006_2020_vertdra.dgn 3:37:13 PM 12/28/2020

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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

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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

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"

53

16

36

Rock Sockets (3 ft. 0 in. Dia.)

4'-

1"

4'-

0"

7-

#6-

H2

03

7-

#6-

H2

03

Elev. 867.29

& Bottom of Beam

Top of Drilled Shaft

2ƒ"

1ƒ"

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

02

A

A

B

B

C

C

D D

E E

F F

ELEVATION

(Except as shown)

Symm. abt. Ë Bent

& Ë Rock Socket

Ë Drilled Shaft

DETAILS OF INTERMEDIATE BENT NO. 2

(T

yp.)

& Ë Rock Socket

Ë Drilled Shaft

(Mi

n.)

2'-

11"

3"

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"

12"

Elev. 841.00

Top of Sound Rock

Anticipated

Elev. 840.00

Tip of Casing

Anticipated

18.5

10-#8-H200

10-#8-H201

33-#4-U200 ( )

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

Fr

om

desi

gn

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

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


*

BR 7

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Video Camera Inspection

EPG 751.50

Notes from

G4.2

E2.29

the substructure quantities.

All reinforcement in drilled shafts and rock sockets is included in

Sheet No. 2.

These quantities are included in the estimated quantities table on

G4.3

E2.30

E2.31

8-#4-U202 ( )

#6-D200

22-

#4-

P2

00

@ a

bt.

12" cts.

14-#9-V200

19-

#6-

P2

01

@

8" cts.

14 Pr. #4-U201 ( )

From design

From design

Fill in

Sonic logging testing shall be performed on all drilled shafts and rock sockets.

less than 6-inch centers.

shown in Elevation, if required, or a lesser spacing if not required but not

reinforcement lap if not required. The P bars shall be spaced similarly to that

length. The additional V-bar length shall be cut off or included in the

bars have been added for possible change in drilled shaft or rock socket

An additional 4 feet has been added to V-bar lengths and additional 12-#6-P201

Thickness of permanent steel casing shall be in accordance with Sec 701.

Work this sheet with Sheet No. 8.

SECTION D-D SECTION E-E

(To o

utsi

de6‚

" Cl.

of c

asin

g)

Cl.

3"

(Typ.)

#9-V200

#4-P200

#6-P201

(Typ.)

#9-V200

(2)

(1)

(1)

3'-6"Ó O.D.

Casing

Steel

Permanent

3'-6"Ó O.D.

(1)

(To o

utsi

de6" Cl.

(2)

of c

asin

g)

Casing

Steel

Permanent

(Typ.)

#9-V200

#6-P201

as the Plan of Beam if space allows.

Pad details are shown on the same sheet

It is preferred that Key and Bearing

SECTION THRU KEY

(2)

3'-0"Ó

SECTION F-F

testing (3 each shaft)

(2) 2"Ó Steel Pipe for sonic logging

(Stagger adjacent bar splices)

3'-1" Min. Lap (#6-P201)

(1) 2'-1" Min. Lap (#4-P200)


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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

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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"

& Ë Rock Socket

Ë Drilled Shaft

Ë Bent, Ë Key,

(Typ.)

8-#6-D200 @ 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)

Ë Bent

& Ë Rock Socket

Ë Drilled Shaft

& Ë Rock Socket

Ë Drilled Shaft

(Typ.)

3" x 6" Key(Typ.)

3"

(Typ.)

3"

PLAN SHOWING REINFORCEMENT

(Typ.)

4"

10'-0" 10'-0"

Ë GirderË GirderË Girder40°0'0"

Ë BentË Structure

Ë Roadway &

6‡"

6‡"

4'-

0"

Ë Bearing

Ë Bent & Ë Key

2'-

0"

2'-

0"

17„"

17„"

13'-0†"

15'-3"

2'-2…" 13'-0†"

15'-3"

2'-2…"(

Ty

p.)

6ƒ"

(T

yp.)

2‚"

PLAN OF BEAM


4'-0"

4'-

0"

4'-0"

4'-

0"

4'-0"

4'-

0"

SECTION A-A

SECTION C-C

Const. Jt. Key

14" x 14" x 2"(Typ.)

3"

(B

ott

om)

10-

#8-

H2

01

SECTION B-B

Steel Casing

Permanent

2'-

0"

2'-

0"

3" 3"

20„"

From design

From design

From design

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

from design

Girder spacing

Fr

om

desi

gn

General Notes:

(Typ.)

22•"

joint filler (Typ.)

girder with 5/8"

Fill area under

1 2 3

(Each face)

5-

#6-

H2

02

(Each face)

5-

#6-

H2

02

(Each face)

5-

#6-

H2

02

Bit. Pile Paint (Typ.)

(Min.) Roofing Felt or

1 Layer of 30-lb

7‚" (Typ.)

23•" (Typ.)

Bearing Pad (Typ.)

Laminated Neoprene

9" x 22 1/2" x 5/8"

Design Layout

Skew angle from

(Typ.)

Filler

1/2" Jt.

(Typ.)

Filler

1/2" Jt.

filler up vertical face.

For steps 2 inches or more, use 2 1/4 x 1/2-inch joint


10-#8-H200

7-#6-H2037-#6-H2035-#6-H202

#4-U201

10-#8-H201

(T

op)

10-

#8-

H2

00

10-#8-H200

#4-U202

#4-P200

10-#8-H201

14-#9-V200

10-#8-H200

#4-U200

10-#8-H201


*

BR 8

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019


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.

12/28/2020

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

Ë

Girder

Ë

Girder

1 2 3 4

bott.)


Item


Quantity


Reinforcing Steel (Bridges)

x

x

x

linear foot

pound

cu. yard

Bent Details

EPG 751.32.3 Concrete Pile Cap Intermediate

See EPG 751.11

From design.

(Section thru Key)

Cell in Tasks: Intermediate Bents

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,

(G4.1 Substructure Quantity)

Cell in Tasks: Bridge Detailing Notes

Note G4.2, EPG 751.50

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,

NEOPRENE BEARING PAD

SECTION THRU LAMINATED

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

#6-D301

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"

8'-2"

4'-1"

4'-1"

45°00'00"

19•"

Ë Structure

Ë Roadway &Ë Bent

Ë Bearing

Ë Bent & Ë Key

4'-2"7'-6"4'-1"7'-6"4'-1„"7'-6"4'-2"

9'-0"9'-0"18" 19'-6"

Ë Pile Ë Pile

3" x 6" Key (Typ.)

19•"

19•"

3'-

3"

Ë Pile Encasement

Ë Pile, &

Ë Bent, Ë Key,

6" U Bars (Spaced as shown in Elevation) 6"

3" 3" 3" 3"

(Typ.)8

" (Typ.)

15•"

(Typ.)

„"

†"

8"

‚"

„"‚"

3"3"

(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

Steel Shim Plate

7 3/4" x 15 1/4" x 1/8"

(Except as shown)

Symm. abt. Ë Bent

joint filler (Typ.)

girder with 5/8"

Fill area under

12" cts.

8-#6-D301 @

12" cts.

8-#6-D301 @

12" cts.

8-#6-D301 @

(T

op

&

4-

#7-

H3

01

4-#6-H3032-#6-H302

23•" (Typ.)

7‚" (Typ.)

(Typ.)

4"


(Typ.)

1/2" Jt. FillerPaint (Typ.)

or Bituminous Pile

(Min.) Roofing Felt

1 Layer of 30-lb

General Notes:



*

BR 9

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Bearing Pad (Typ.)

Laminated Neoprene

8" x 15 1/2" x 5/8" (Typ.)

Filler

1/2" Jt.


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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

EE

T I

T

HA

S

BE

EN

EL

EC

TR

ONI

CA

LL

Y

SE

AL

ED

AN

D

DA

TE

D.

PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

FF

ER

SO

N

CI

TY,

MO

65

10

2

10

5

WE

ST

CA

PI

TO

L

CO

MMI

SSI

ON

MI

SS

OU

RI

HI

GH

WA

YS

AN

D

TR

AN

SP

OR

TA

TI

ON

- -

4"

2"

12"

12"

2'-

0"

& Ë Pile Encasement

Ë Bent, Ë Pile,

Symm. abt. Ë Bent

ELEVATION

6"

10"

2'-6" 2'-0"7 spa. @ 12"

9'-0"9'-0"

12"

15"

Cl.

3"

2"

7 spa. @ 12"

6"

3'-

0"

4-

#6-

H3

03

2'-6"20"

@ 10" cts.

10-#4-U30110"

14"10"8'-4"9'-2"

19"10"

10"10'-0"

10"

10"

4'-7"

Elev. 454.52

Elev. 451.52

Elev. 441.94

9'-

7"

(Typ.)

Elev. 453.02

Pile Cut-Off

C

C

12"12"

2'-0"

Ë Encasement

Ë Bent &

Ë Encasement

Ë Pile, &

Ë Bent,

(T

yp.)

17"

3'-3"

3'-

0"

15"

Cl.

3"

7•" 7•"

9'-

7"

18"

AA

B

B

SECTION B-B SECTION C-C

SECTION A-A


@

12" cts.

10-

#4-

H3

05

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

Bents (Section Arrow)

Tasks: Intermediate

(Pile Section)

Tasks: Piles

( ) 16-#4-U303

General Notes:

(Except as shown)

Symm. abt. Ë Bent


45°

„"

to be cut square)

of lower section

Butt Splice (Top

\






#4-U302#4-U302 #4-U302

#4-U304

@ 10" cts.

9-#4-U301

#4-U301

2-#6-H302

4-#7-H301

#4-V301

cts. (

Each face)

9-

#4-

H3

06

@

12"

2-#4-H304

in Section A-A)

16-#4-U303 & 4 Pr. #4-V301 (Spa. as shown

(Typ.)

4-#7-H301

(Typ.)

#6-H302#4-U302

#4-U304

#4-U301 (Typ.)

#6-H302

#4-U302

4 Pr. #4-V301

(Typ.)

4-#7-H301

#4-V301 #4-V3018-#4-H305

(Each face)(

Ty

p.)

9-

#4-

H3

06

@

12" cts.

& #4-H306

#4-H304 (Bott.)

(Typ.)

#4-H304

Flange)

(Pile Elev,

Tasks: Piles

(T

yp.)

18"


*

BR 10

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Key (Typ.)

Const. Jt.

12"x 8"x 2"


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.

12/28/2020

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

- -

3'-

0"

18"

18"

3"

Ë Bent & Ë Key

PLAN OF BEAM

Ë Bearing & Ë 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'-9ƒ"

(Typ.)

1"

40°00'00"

Ë Pile Ë Pile

12'-0"

& Ë Roadway

Ë Structure

(Except as shown)

Symm. abt. Ë Bent

Fill Face


5'-1•" 5'-1•"

2'-7" 2'-7"

Neoprene Bearing Pad (Typ.)

9" x 22 1/2" x 1/2" Plain

(Typ.)

22•"

18"

18"

17†"

15„"

2'-0…"2'-0…"

18"

18"

16"

16"

General Notes:

with 1/2" jt. filler (Typ.)

Fill area under girder


45°

„"

to be cut square)

of lower section

Butt Splice (Top

\





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"

Ë Structure

Fill Face

Ë Key

Ë Bent &

18-#5-U400 ( )

15-#4-U401 ( )

16‡" 12" 16‡"

Keys not shown for clarity.



40

120

4

16.7

Item Quantity

Class 1 Excavation


linear foot

cu. yard

cu. yard

2-#6-H400

(T

op

&

bott

om)

4-

#7-

H4

01

8 Pr. #5-V400 ( )

10'-0"

(Typ.)

9" SECTION THRU KEY

Ë Bent

Ë Key &

6"

3"

3"

3"



*

BR 11

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Ë Girder3'-4"

Ë Girder

Bent No. 1. See design.

Wing dimensions for End Bent No. 4 may not be the same as End

See notations for End Bent No. 1.

U bars shall clear piles by at least 1 1/2 inches.

Reinforcing steel shall be shifted to clear piles.

parallel to centerline of roadway.

All U bars and pairs of V bars shall be placed


on Sheet No. 2.

These quantities are included in the estimated quantities table

Key (Typ.)

Const. Jt.

3" x 6"


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.

12/28/2020

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

- -

@ End of Slab

Ë Structure

(Except as shown)

Symm. abt. Ë Bent

A

A

B

B

C

C

3'-

0"

Elev. 871.06

@ 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†"


3'-

1"

(T

yp.)

18"

Detail A

General Notes:

DETAIL A

2'-0" 2'-0"

Parabolic Crown

4'-0"

‚"

‚"Top of Slab

Profile Grade

Crown of Slab

2% Cross SlopeË Roadway(

Fill face)

4-

#6-

H4

00

2"

9"

15-#6-

V403


13'-6"

6'-6

…"

20'-0

…"

@ Top of Wing

Elev. 876.44

2"

15-#6-

V405


13'-6"

17'-9†"

4'-3†"

PART PLAN

Ë Bent

4•"

10'-0"3'-4"

(T

yp.)

4"

6"

18"

18"

3'-

0"

123

6"

6"

12'-0"

40°00'00"

& Ë Roadway

Ë Structure

Ë Girder Ë Girder

of Diaphragm

Front Face

#6 & #8-H Bars

#6 & #8-H Bars

End of Slab

Fill Face

(Except as shown)

Symm. abt. Ë Bent

D

D

E

11-#6-F40011-#6-F402

Tie Rods (Typ.)

Two 3/4"Ó Coil

15„"

2'-0"

2'-0…"

9"

24-#5-U405 @ 12" cts. (See Bridge Approach Slab details)

#6-V402

& 2-#6-H405

2-#6-H404

tie bar) (Typ.)

#5-H408 (Strand

4‡"

5-#6-F401

4-#6-H400

girders) (Typ.)

(Between

2-#6-H403

2-#6-H402 &

21-#6-U402 @ 9" cts.

(Spaced with U400 & V400)

13-#5-U403 & 13-#6-U404

2-#6-H405

2-#6-H404 &

#6-V404

5-#6-F403

9" cts.(Typ.)

5-#6-V401 @

@ Top of Wing

Elev. 876.30

E

871.14

Elev.

4-#7-H401

2-#6-H400

(Typ.)

(Btwn. gdrs.)

(Front face)

#6-H402


*

BR 12

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

face) (Typ.)

#6-H404 (Front(Typ.)

(Btwn. gdrs.)

(Front face)

#6-H403

face) (Typ.)

#6-H405 (Front

4-#7-H401

(T

op)

4-

#7-

H4

01

No. 26.

For details of bridge approach slab, see Sheet

Sheet No. 6.

For details of vertical drain at end bents, see

tie bar), see Sheet No. 14.

For location of coil tie rods and #5-H408 (strand

minimum clearance to fill face of end bent.

if necessary, cut in field to maintain 1 1/2-inch

Strands at end of girders shall be field bent or,

and below top of slab shall be Class B-2.

All concrete in the end bent above top of beam

of roadway.

The U bars shall be placed parallel to centerline

field to clear girders.

The #6-F400 and #6-F402 bars shall be bent in the


For Sections A-A, B-B & C-C and Elevations D-D &



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.

12/28/2020

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"

3"

3'-

1"

2"

9" 15-#6-V403 @ 12" cts. (Each face)

13'-6" 6'-6…"

20'-0…"

2"

9"15-#6-V405 @ 12" cts. (Each face)

13'-6"

17'-9†"

4'-3†"

Cl.

3"

3"

8'-

2‡"5'-

2‡"

3'-

0"

@

3"

3

Spa.

2"

Const. Jt. Const. Jt.

Elev. 876.30

2"

2"

2"

2"

Elev. 868.06 Elev. 868.06

21" 15"

Ë Pile

(Typ.)

Elev. 868.06

(Typ.)

3'-0"

5'-

4‡"

3'-

2†"

8'-

7•"

(Typ.)

Const. Jt.

(Typ.)

Fill Face

Reinforcement (Typ.)

Transverse Slab(Typ.)

6"

(T

yp.)

6"

(Typ.)

Reinforcement

Longitudinal Slab

@ Ë Roadway

Elev. 876.68

Top of Slab

(Typ.)

End of Slab


ELEVATION D-D ELEVATION E-E

SECTION C-C

SECTION B-BSECTION A-A

Const. Jt.

#6-

U4

02)

(T

yp. f

or

3"

Cl.

@

3"

3

Spa.

2"

General Notes:

#5-U405 (Typ.)

(T

yp.)

2•"

Cl.

CHAMFER DETAIL

(Typ.)

Detail

Chamfer

@

11" cts.

5-

#6-

F4

01

@

8" cts.

11-

#6-

F4

00

#6-V Bars

of Wing

Inside Face

(Each face)(Place with grade)

* #8-H Bars at 3" cts.

2"

Varies

Const. Joint

THRU WING

TYPICAL SECTION

#6-H Bars

Const. Jt.#5-K Bar

(Typ.)

2" Cl.

(Each face)

#6-

H

Bars at

8" cts.

(Mi

n.)

3"

Cl.

3"

16"

with grade)

(Placed

2-#8-H406

15‚"

(Typ.)

2•"

Detail

Chamfer

with grade)

(Placed

2-#8-H406

2-#6-V402

@

8" cts.

11-

#6-

F4

02

@

11" cts.

5-

#6-

F4

03

2-#6-V404

2-#6-H407

Detail

Chamfer

6…"

(Typ.)

#6-U404

(Typ.)

4-#7-H401

(Typ.)

4-#7-H401

(Typ.)

#6-H400

#5-U400

#4-U401

tie bar)

#5-H408 (Strand

(Typ.)

#6-U402

(Typ.)

4-#7-H401

#5-U403 (Typ.)(

Ty

p.)

4-

#6-

H4

00

#5-V400

14"

14"

6•"

8" cts. (

Each face)

11-

#6-

H4

07

@ a

bt.


*

BR 13

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

Elev. 876.44

8'-

4•" 5'-

3•"

cts. (

Each face)

11-

#6-

H4

07

@

8"

2-#6-H407

(Btwn. gdrs.)

#6-H403 (Typ.)

(Btwn. gdrs.)

#6-H402 (Typ.)

(Btwn. gdrs.)

#6-H403 (Typ.)

#6-V401

…"

…"

at

Ë

Rd

wy

Di

mensions

Sheet No. 24.

For reinforcement of the safety barrier curb, see


For location of Sections A-A, B-B & C-C and Elevations D-D &



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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

EE

T I

T

HA

S

BE

EN

EL

EC

TR

ONI

CA

LL

Y

SE

AL

ED

AN

D

DA

TE

D.

PROJECT NO.

1-

88

8-

AS

K-

MO

DO

T (

1-

88

8-

27

5-

66

36)

JE

FF

ER

SO

N

CI

TY,

MO

65

10

2

10

5

WE

ST

CA

PI

TO

L

CO

MMI

SSI

ON

MI

SS

OU

RI

HI

GH

WA

YS

AN

D

TR

AN

SP

OR

TA

TI

ON

- -

4'-

6"

6"

7"

2'-

7•"

5"

4•"

8ƒ"

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

Ë 3" Ó Vent Hole at

11"

ƒ" (Typ.)

girder

End of

C

C

ƒ" (

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

Ë Lifting

18"

3" (Min.)

6" (Typ.)

4" (

Typ.)

2'-6" (Typ.)

END BENT INTERMEDIATE BENT

STRAND DETAILS AT GIRDER ENDSGIRDER DIMENSIONS Ë 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 Ë girder except as shownË Bearing

HALF ELEVATION OF GIRDER SPAN ( - )

#4-C1

A

A B

5~11"

5~4"

3~0"

6"

Pair-#4-D1

3"

3"

8ƒ"

2'-0"

2'-0"

8ƒ"

#4-D1

#4-C1

#4-D1

5•"

21"±

leg

Top

DETAILS OF COIL TIES

(1/2" x 4")

Ë Two Welded Studs

#6-A1 2-#6-A1

4„"

#6-A1

#4-B1

2~6" long *

Coil Tie Rods

Ë 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"

ƒ"

ƒ"

3-Spa.

@ 3•"

1ƒ"

" 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

From design

Use 18 strands with an initial prestress force of 558 kips.

13-Spa. @ 6" 6-Spa. @ 12"3ƒ" 9-Spa. @ 18"

that don't apply.

Remove underlined portions

(Typ.)

•"

Detailer calculates

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" Ë - Ë 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

end bents = 2~4".

* 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

See EPG 751.22.3.14

Omit if length is Ï 2'-6"

Example_plans_014_2019_gdr.dgn 3:38:31 PM 12/28/2020

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.

12/28/2020

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

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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)

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65

10

2

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5

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- -

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:

2"

2"

C C

3"

3•"

3"

12"

2ƒ"

2ƒ"

•"

•"

15"

3"

3•"

3"

2ƒ"

2ƒ"

•"

15"

•"

12"

2"

2"D D

1‡"

2"

C15 x 33.9

` 4 x 6 x 1/2 x 16"

4" x 3/8" x 16" plate

1•"

2"

2"

2„"

1•"

2„"

2"

1‡"

4" x 3/8" x 16" plate

SECTION C-C SECTION D-D

2"

2"


*

BR

*

*

AT DIAPHRAGM

SECTION THRU INT. GIRDER

AT DIAPHRAGM

SECTION THRU EXT. GIRDER

3'-4"9

ƒ"

9ƒ"

9ƒ"

9ƒ"

Ë Girder

INTERMEDIATE DIAPHRAGMS

PART SECTION SHOWING

C15 x 33.9 C15 x 33.9

DIA01_psi_skewed Effective: July 2020 Supersedes: Apr. 2020

and plate

nuts, washers,

(ASTM A307), hex

Ë Holes, boltsand washers

**, hex nuts

bolts (ASTM A307)

Ë Slotted holes,

and plate

nuts, washers,

(ASTM A307), hex

Ë Holes, bolts

For location of intermediate diaphragms, see Sheet No. .

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 ASTM A307 bolts.

high strength bolt installation. ASTM F3125 Grade A325 Type 1 bolts may be substituted for

** Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for

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.

STEEL INTERMEDIATE DIAPHRAGMS

3/8" x 16" plate

angle and in 4" x

4 x 1/2 x 16"

in 4" leg of 6 x

Ë 1 1/16"Ó Hole

2 1/2" O.D. washers and 8 hardened washers *

bolts (ASTM A307) ** with hex nuts, four

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.

Ë Four 1 1/16" x 2 1/4" horizontal slotted

washers. Tighten and burr threads

(ASTM A307) bolt, hex nut and 2 hardened

1 1/2"Ó Holes cast in beam with 7/8"Ó

3/8" x 16" plate

angle and in 4" x

4 x 1/2 x 16"

in 4" leg of 6 x

Ë 1 1/16"Ó Hole

EXAMPLE

16

Sheet No. 16 of Checked July 2020

Detailed July 2020

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)

Ë Girder

Ë Brg.

Ë Brg.

Ë Brg. Ë Brg.

Ë Brg. Ë Brg.

End Bent No. 1

Fill Face of

End Bent No. 4

Fill Face of

21"

21"

6‡"

6‡" 6

‡"

6‡"

Ë Int. Bent No. 2 Ë Int. Bent No. 3

Ë Structure

(Typ.)

Int. Diaph.

58'-3" 91'-6" 58'-3"

PLAN SHOWING LOCATION OF STEEL INTERMEDIATE DIAPHRAGMS

Longitudinal dimensions are horizontal.

From design

Fr

om

desi

gn

2

3

1

Calculates

Detailer

Calculates

Detailer

Girder spacing from design

(Use appropriate version for girder type and skew)

Bridge/A_BR_Std_Dwgs/Diaphragms_DIA/Current/

Use current standard sheet, found in ProjectWise under

need to be adjusted.

concrete girders. Diaphragm spacing may

1 1/2" to any prestressing strands in

will provide a minimum clearance of

for the diaphragms shown on the plans

Check that the 1 1/2"Ó holes

See EPG 751.22.3.13 Intermediate Diaphragms

be shown on the following sheet.)

Diaphragms is on this sheet. (Due to space limitations, it may

Remove this note if Plan Showing Location of Steel Intermediate

Remove panels for CIP (cast in place) slab.

10'-0"

Example_plans_016_2020_sdia.dgn 3:38:47 PM 12/28/2020

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.

12/28/2020

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

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TY,

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65

10

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MI

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OR

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ON

- -

(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.

Ë

Girder

Pr.-#6-

U50 (Typ.)

15"

15"

11‚"

11‚"

40°0'0"Ë Bent

(Except as shown)

Symm. abt. Ë 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"

Ë Diaphragm

Ë Bent &

3"

18"

18"

3'-

0"

SECTION NEAR INTERMEDIATE BENT

15" 11‚" 11‚" 15"Ë Girder Ë 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-H52Filler

1/2" Joint

fro

m design

Girder spacing

EPG 751.50

Note H2c8.1,

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 Ë 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 Ë Structure

Prestressed Girders

cell in Tasks:

Coil Tie Insert

CONCRETE DIAPHRAGMS AT INTERMEDIATE BENTS NO. 2 & 3

Closed Intermediate Bent Diaphragms

See EPG 751.22.3.10

Coil Ties

See EPG 751.22.3.14

Diaphragm

Face of

Be

vel

Bevel

ƒ"

•"

ƒ"

3"

Filler

•" Jt.

EDGE DETAIL

(Diaphragm Edge Detail for Fixed Bents)


Bevel •"

ƒ"

4ƒ"

Be

vel

ƒ"

Diaphragm

End ofGirder

under girder

Jt. Filler

•" Jt. Filler

END DETAIL

SECTION B-B

(Diaphragm End Detail for I-Girders)


Note: This drawing is not to scale. Follow dimensions. Sheet No. 17 of

*

BR 17

*

*

EXAMPLE

Checked July 2020

Detailed July 2020

Example_plans_017_2020_cdia.dgn 3:39:07 PM 12/28/2020

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.

12/28/2020

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

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CA

PI

TO

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MMI

SSI

ON

MI

SS

OU

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HI

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AN

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SP

OR

TA

TI

ON

- -

(1

3)

EXAMPLE

(T

yp.)

12"

6" (Max.)

1•" (Min.)

6" (Max.)

1•" (Min.)

3" (Max.)

1•" (Min.)

Panel Width

3" (Max.)

1•" (Min.)

B B

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


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.)

(7)(7)

1"

Height

SECTION A-A

SKEWED END PANELS

at top (6)

#3-P1 at 12" cts.

6" cts. at top

#3-P2 at abt.

at

4•" cts.

…"

Ó

Stra

nds

(11)

5•" (

Min.)

3"

(12)

1•" (Typ.)

between P2 bars (8)

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. (

9)

…"

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

Prestressed Panels:

Reinforcing Steel:

General Notes:

Joint Filler:

WidthMin. Max.

*

BR

*

*

BENDING DIAGRAM FOR U1 BAR

3ƒ"

L

L/4

L/4

L/4

L/4

2"

2"

2"

2"

2"

2"

Filler

Joint

Panel

sawn to skew

square and

May be castbe placed between P1 bars.

location and spacing shown. U1 Bars shall

U1 Bars may be oriented at right angles to

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

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

4"3"

3"

(4)

at abt.

#5-S Bars

3"

3"

A

A

grout leak (Typ.)

Prevent excessive

abt. 6" cts.

#5-S Bars at

of End Bent

Front Face

(2)

(3)

(1)

(1)

6" cts.

(4)

(4)

(3)

3"

(2)

(4)

(3)

\\ \

\\

(Typ.)

of End Bent

Front Face

\\

3"

3"

\\

\\

(4)

at abt.

#5-S Bars

Int. Bent

B B

3" (Max.)

1•" (Min.)

Panel Width

3" (Max.)

1•" (Min.)

18" (

Ma

x.)

8•" (

Mi

n.)

6" (

Ma

x.)

(8

~0"

ma

x.)

Pa

nel

Le

ngt

h3" (

Ma

x.)

2•" (

Mi

n.)

18" (

Ma

x.)

8•" (

Mi

n.)

6" cts. at top

#3-P2 at abt.

between P2 bars (8)

5-#3-P3 at 6" cts.

(2

~0"

mi

n.)

"L"

4•" cts. (

9)

…"

Ó

Stra

nds atsawn to skew

square and

May be cast

PLAN OF OPTIONAL TRUNCATED END PANEL

(10)

at top (6)

#3-P1 at 12" cts.

\\\

\\\

*** 3" (Min.), 6" (Max.)

3'-

0" cts.

#3-

U1

@

(Ma

x. s

pa.)

(10)

(10)

Reference Notes:

Plans of Panels:

Section A-A:

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

(13) At the contractor's option, the variation in

under and between panels.

(12) Contractor shall ensure proper consolidation

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

varies due to girder camber. In order to maintain

(11) Slab thickness over prestressed panels

SQUARED END PANELS OR TRUNCATED END PANELS

SECTION B-B

3"

1•"

(Typ.)

3" (Min.) 6" cts. at top

#3-P2 at abt.

Panel Width3" (Max.)

1•" (Min.)

3" (Max.)

1•" (Min.)

#3-U1

3"

3"

Strand

3/8"Ó

(7)(7)

& U1 Bar

Ë Strand

(4)

6" cts. (1)(5)

#5-S Bars @ abt.

(7)(7)

(7) (7)

PLAN OF SQUARED PANEL

(Typ.)

Int. Bent

(3)

(1)(2)

6" cts.

Plan of Panels Placement:

PLAN SHOWING PANELS PLACEMENT

(Typ.)

Edge

Girder(

2)

\

(2)(5)

(2)(5)

estimated quantities for the slab.

The prestressed panel quantities are not included in the table of

free standing water on the panels or in the area to be cast.

(SSD) condition just prior to the deck pour. There shall be no

Prestressed panels shall be brought to saturated surface-dry

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

4x4-W7xW7.

bars at 6" crossings in openings, or min.

(5) For truncated end panels, use a min. of #5-S

1 1/2" max. from the inside face of diaphragm.

(4) End panels shall be dimensioned 1/2" min. to

(Typ.).

(3) Extend S-bars 9 inches beyond edge of girder

truncated end panels only.

of end bents and int. bents for squared and

(2) Extend S-bars 18 inches beyond the front face

panels only.

panels and used with squared and truncated end

(1) S-bars shown are bottom steel in slab between

DETAILS OF PRESTRESSED PANELS

** #3-P1 at 12" cts. (End panels only)

* #5-S Bars at abt. 9" cts. (1)

sides at bottom.

(10) Optional 1/2" x 45° Chamfer one or both

be debonded at the fabricator's option.

between strands. Strands 2~0" or shorter may then

reinforcing bar on each side of it, centered

(9) Any strand 2~0" or shorter shall have a #4

greater.

(8) Use #3-P3 bars if panel is skewed 45° or

(under strands).

(7) #3-P2 bars near edge of panel at bottom

required for panels at squared integral end bents.

in length and embedded 12". P1 bars will not be

(6) For end panels only, P1 bars shall be 2'-0"

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".

strands (when placed between P1 bars) at about 3-foot centers.

The #3-U1 bars shall be tied securely to #3-P2 bars, to WWR or to

WWR at 24 inches.

#3-P2 bars at 16 inches.

strands with the following maximum spacing in each direction:

The following reinforcing steel shall be tied securely to the

when required, and placed over a width not less than 2 feet.

reinforcement criteria may be used in lieu of the #3-P3 bars,

not be larger than 0.375 inch. The above alternative

may be used in lieu of the #3-P2 bars shown. Wire diameter shall

spacing parallel to strands sufficient to ensure proper handling,

of reinforcing perpendicular to strands of 0.22 sq in./ft, with

Deformed welded wire reinforcement (WWR) providing a minimum area

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.

(2)(5)

PSP2_psi_Type_6 Effective: Nov. 2019 Supersedes: Sept. 2015

Checked July 2020

Detailed July 2020

Sheet No. 18 of

18

Stay-in-Place Bridge Deck Forms

EPG 751.10.2 General Superstructure,

Fill in

girder type)

PSP/Current/ (Use appropriate version for

under Bridge/A_BR_Std_Dwgs/Prestressed Panels

Use current standard sheet found in ProjectWise

Example_plans_018_2020_pcp.dgn 3:39:27 PM 12/28/2020

DOCUMENT."

A CERTIFIED

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"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.

12/28/2020

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PROJECT NO.

1-

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- -


*

BR

*

*

EXAMPLE

General Notes:

PART PLAN OF SLAB AT DRAIN

2"

Roa

dwa

y

Traffic

Drain

•" (Min.)

PART SECTION SHOWING BRACKET ASSEMBLY

Œ" Slot in L2x2x‚

washers, lock washer, and nut

1/2"Ó bolt with 2 hardened

Ë 9/16"Ó Hole in angle for

washer and nut (Typ.)

1/2"Ó bolt with lock

Ë 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

Girder Web

Prestressed

lock washer

1/2"Ó bolt with

9/16"Ó Hole for

Ë Coil Insert &

PART SECTION NEAR DRAIN


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

Ë Drain

Roadway Slab

Bottom of

8"

X'-

X"

Lock Washer (Typ.)

with Hex Nut and

Carriage Bolt

1/2"Ó x 3" Galv.

Ë Drain

Typ.

Ë Drain

Ë Drain

8" (Nom.)

8"

Ë Drain

4"

Notes for FRP Drain:

Notes for Steel Drain:

‚"

•" (

Max.)

„" (

Min.)

2"

8•"

18"

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

All drains shall be of same type.

construct either steel or FRP slab drains.

Contractor shall have the option to

PLAN OF STEEL DRAIN OPTION

PLAN OF FRP DRAIN OPTION

cut.

manufacturer to ensure a smooth, chip free

drain shall be as 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

Roadway Slab

Top of

Coil I

nsert

Loc

k

Was

her

&

1/

2"

Ó

Bolt,

Ë

9/

16"

Ó

Hole,

No. 4

at End Bent

End of Slab

(N

om.)

4"

(Min.)

1"

10'-0"6'-6"6'-6"4 Slab Drains @ 10'-0" cts.6'-6"6'-6"10'-0"

22"

18"

18"

22"

10'-0"6'-6"6'-6"4 Slab Drains @ 10'-0" cts.6'-6"6'-6"10'-0"Edge of Slab

Ë Exterior Girder

Edge of Slab

Ë Exterior Girder

Ë Slab Drain (Typ.)

Ë Structure

Ë Slab Drain (Typ.)

(Mi

n.)

9"

X'-

X"

Ë Int. Bent No. 3Ë Int. Bent No. 2

End Bent No. 1

End of Slab at

S_DRA05_psi Effective: Apr. 2020 Supersedes: April 2017 (DRAIN08)

Barrier

Face of

Inside

SLAB DRAINS

Drainage - Slab Drains

EPG 751.10.3 Bridge Deck

Gir

der

hei

ght

Detailer calculates

20" if drain placed parallel to Ë Roadway

Drain spacing from design

calc

ulates

Detailer

This portion drawn by detailer.

Modify as needed or replace.

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

(Use appropriate version for girder type)

Bridge/A_BR_Std_Dwgs/Drains V_DRA-S_DRA/Current/S_DRA


Checked July 2020

Detailed July 2020

Sheet No. 19 of

19

Example_plans_019_2020_sdra.dgn 3:39:47 PM 12/28/2020

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.

12/28/2020

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PROJECT NO.

1-

88

8-

AS

K-

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DO

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27

5-

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36)

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10

2

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ON

MI

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HI

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- -

SPAN (1-2)

THEORETICAL SLAB HAUNCHING DIAGRAM

SPAN (3-4)

Girder No. 2

Girder No. 3

Girder No. 1

Ë Bearing

4 Equal Spaces 4 Equal Spaces

Ë Bearing

Bottom of Slab

Top of Girder

.25 .50 .75 Ë brg.

10 Equal Spaces

Ë Bearing

SPAN (2-3)

.25 .50 .75

1Ž"

1‡"

1Ž"

1…"

1‹"

1…"

1Š"

1Š"

1Š"

1•"

1•"

1•"

2‹"

2…"

2‹"

2Œ"

2‹"

2Œ"

2„"

2„"

2„"

1ƒ"

1Ž"

1ƒ"

1•"

1Œ"

1•"

1Š"

1‹"

1Š"

1Š"

1‹"

1Š"

1‹"

1†"

1‹"

1ƒ"

1‡"

1ƒ"

2„"

2‰"

2„"

2•"

2†"

2•"

3‚"

3„"

3‚"

3Š"

3‚"

3Š"

2‚"

2‰"

2‚"

1•"

1•"

1•"

1‚"

1Š"

1Š"

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" Ë brg. - Ë brg.)

Span (2-3) (91'-6" Ë brg. - Ë brg.)

Span (3-4) (58'-3" Ë brg. - Ë 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

‡"

Ž"

1ˆ" ƒ"1Œ"

1Š"

2‡" 1‚"‡"

Ž"

1ˆ" ƒ"

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

Ë BearingË Bearing

Ë Girder

TYPICAL SLAB ELEVATIONS DIAGRAM

Ë Bearing

and barrier curb

weight of slab

Deflections due to

Slab Elevations

Finished Bottom of

to forming for slab)

Ë 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

Ë brg.

Ë brg. .10 .20 .30 .40 .50 .60 .70 .80 .90 Ë brg.

Ë brg. Ë brg.

Number

Girder

1

2

3

1

2

3

1

2

3

(Prior to forming for slab) **Theoretical Bottom of Slab Elevations at Ë 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 3:39:57 PM 12/28/2020

DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"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.

12/28/2020

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PROJECT NO.

1-

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8-

AS

K-

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36)

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10

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10

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- -

PLAN OF SLAB SHOWING REINFORCEMENT

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)


Ë Int. Bent No. 3

Ë Int. Bent No. 2

(Mi

n. la

p

3'-

10")

(

4

Units

@

56'-

5")

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†"

Skew angle

Always 90°

From design

From design

From designDetailer calculatesDetailer calculates

Detailer calculates

design

From

calculates

Detailer

From designFrom design

From designcalculates

Detailer

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.

13'-

4"

13'-

4"

26'-

8"

10.0000

Always


*

BR 21

*

*

EXAMPLE

Checked July 2020

Detailed July 2020

Note H11.8 (EPG 751.50)

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 slab dimensions are measured horizontally.

calculates

Detailer

need to cut bars) (Typ.)

unit (to reduce the

units and one smaller

When possible, use 60'

Detailer calculates.

Example_plans_021_2020_slabplan.dgn 3:40:18 PM 12/28/2020

DOCUMENT."

A CERTIFIED

NOT BE CONSIDERED

"THIS MEDIA SHOULD

COUNTY

JOB NO.

CONTRACT ID.

ROUTE STATE

DISTRICT

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MO

DATE PREPARED

BRIDGE NO.

PROJECT NO.

SHEET NO.

12/28/2020

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PROJECT NO.

1-

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8-

AS

K-

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5-

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36)

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ON

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- -

SLAB DETAILS

SLAB CONSTRUCTION JOINT

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•"

2ƒ"

2‚"

FULL DEPTH SLAB SLAB ON PANELS

full depth slab

width of

extend full

Key to

width of deck)

(Extend full

Const. Joint

DETAIL A

2'-0" 2'-0"

Parabolic Crown

4'-0"

‚"

‚"Top of Slab

Profile Grade

Crown of Slab

2% Cross SlopeË Roadway

1 2 3 4

Ë Girder Ë Girder

Crown of Slab

3'-5"6'-10"3'-1" 3'-5" 6'-10" 3'-1"

Cl.

1"

Detail A

SECTION THRU SLAB

2% Slope

(Mi

n.)

1"

Cl.

#6-S_

#5-S_#5-S_ *

#_-S_

2†"

#6-S_ #_-S_

#_-S_

HALF SECTION NEAR MIDSPAN HALF SECTION NEAR INTERMEDIATE BENT

Const. Jt.

DETAIL B

…"

…"

3"Groove (Typ.)

Ë 3/4" Drip

8•"

Detail B

4"

Cl.

(Mi

n.)

Cl.

\\

minimum from the panel joint.

to a clearance of 6 inches

** Adjust the construction joint

For Plan of Slab Showing Reinforcement, see Sheet No. .

Theoretical Slab Haunching Diagram, see Sheet No. .

For Theoretical Bottom of Slab Elevations, Girder Camber Diagram and

For reinforcement of barrier not shown, see Sheet No. .

For details of precast prestressed panels, see Sheet No. .

Notes:

Symm. about Ë Structure

* Alternate bar shape available, see barrier sheet.

16"24'-0" Roadway16"

12'-0"12'-0"

SLAB01_24ft_symm Effective: Apr. 2020 Supersedes: June 2016

TOP BARS AT BARRIER

OPTIONAL SHIFTING

in barrier

tie R2 bar

needed to

bar as

may shift

Contractor (4" min. bar

in barrier

to tie R3 bar

bars as needed

shift or swap

Contractor may

spacing)

1 2 3

of c

ur

bs

Out t

o

out

60'-7†" 93'-0" 60'-7†"

60'-7†"61'-0"48'-7†"

Ë Structure

End Bent No. 4

End of Slab at

End Bent No. 1

End of Slab at12~0" 32~0"

Const. Jt.

Ë Int. Bent

SPAN (1-2) SPAN (2-3) SPAN (3-4)

From design

EPG 751.10.1.12

using formulae from

Detailer calculates,

EP

G

75

1.

10.

1.

12

usi

ng f

or

mulae fro

m

Detailer calc

ulates,

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

(Use appropriate version for roadway width)

Bridge/A_BR_Std_Dwgs/Slab Sections SLAB/Current


the border of the standard drawing.

Slab sections for other types of girders are available outside

(Parabolic Crown Detail - 2% Slope)

in Tasks, Slab Sheet Details

Included on std dwg, but also available as a cell

(Opt Shifting Top Bars at Type D or H Barrier)

in Tasks, Slab Sheet Details

Included on std dwg, but also available as a cell

(Drip Groove & Chamfer Detail)

as a cell in Tasks, Slab Sheet Details

Included on std dwg, but also available

(Const. Joint Detail - P/C P/S Panel Deck)

as a cell in Tasks, Slab Pouring Sequences

Included on std dwg, but also available

Note: This drawing is not to scale. Follow dimensions. Sheet No. 22 of Checked July 2020

Detailed July 2020

*

*

EXAMPLE

*

BR 22

outside border.

See guidance

See design.

Dimensions may be different.

Adjust detail to the appropriate skew.

and see EPG 751.50 (H6) for proper notes.

If using Case 1 for a prestressed girder bridge, remove "No Retarder" column

Insert cell from Tasks: Slab Pouring Sequences. See EPG 751.10.1.12

Example_plans_022_2020_slab.dgn 3:40:38 PM 12/28/2020

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.

12/28/2020

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

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TY,

MO

65

10

2

10

5

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ST

CA

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ON

- -

R-BAR PERMISSIBLE ALTERNATE SHAPE

(Each face)

(Each face)

AT FORMED JOINT

PART ELEVATION

TYPE D BARRIER slip-formed option only

(1) Four feet long, centered on joint,

@ abt. 12" cts.

#5-R1, R2 and R3

(Span 1-2)

(Each face)

5-#5-R5

(Span 2-3)

(Each face)

5-#5-R4

(Each face)

5-#5-R4(Each face)

5-#5-R6

Cl.

1•"

Cl.

1•" Cl.

1•"

Bars (Typ.) *

Fiberglass

#4 Textured

General Notes:

SECTION B-B

Longitudinal dimensions are horizontal.

ELEVATION OF BARRIER

(Left barrier shown, right barrier similar)

SAW CUT JOINT

SECTION THRU

(Typ.)

2"

1"

BB

3"

*

#5-C1

(Each face)

SECTION A-A

(2) To top of bar

the slab is 3.52 square feet.

The cross-sectional area above

#5 horizontal barrier bars.

Use a minimum lap of 3'-1" for

(3)

Bar

#5-R

7…"

J

Const.

B

Fiberglass

#4 Textured

PART ELEVATION OF BARRIER

JOINT LOCATION

PART PLAN SHOWING

B

Ë Int.

A

A

1†"

@ abt. 12" cts.

#5-R1, R2 and R3

2•"

2•"

3"

5"

3"

5"

3'-

6…"

…"

…"

3'-

6"

8"8"

16"

5"

3"

3'-

3"

3'-

3"

X'-XX"

@

8•" cts.

5-

#5-

R

Bars

@

8•" cts.

5-

#5-

R

Bars

@

8•" cts.

5-

#5-

R

Bars

Joi

nt

Wi

dt

h

‚"

Sa

we

d

12'-0" 12'-0"

4ƒ"

4ƒ"

BAR01_D_elev Revised: Apr. 2020 Supersedes: Aug. 2018 (BAC18)

13'-6" 15'-6"60'-0"60'-0"

22•"

15"(

2)

9†"

1†"

#5-R2

\

Const. Joint #5-R3

#5-R3Joint

C

Bent

3/8" Backer Rod

(Sec 1057)

Filler

1/4" Joint

Barrier

Face of

Roadway

Bars (1)

Bar (4)

#5-R

(Typ.)

Sealant

Joint

Silicone

…" Backer Rod

to this line

depth at joint

Saw cut full

Fiberglass Bar (1)

#4 Textured

Sealant

Silicone Joint

#5-C2 *#5-C1 *

#5-C1 *#5-C1 * #5-C1 *#5-C1 *

(3)

Bar

#5-R

#5-C1 (Typ.) *

#5-R3

Const. Jt.

(Typ.)

(Barrier only)

Ë 1/4" Joint

Saw Cut)

(Formed or

Ë 1/4" Joint#5-R1

#5-R2

(Typ.)

(Barrier only)

Ë 1/4" Joint

#5-R1

•"

•"

xx-#5-R1, #5-R2 & #5-R3 (Spa. as shown in Part Elevation of Barrier)

forming is not used. (All dimensions are out to out.)

shown, at the contractor's option, only when slip

(3) The R1 bar may be separated into two bars as

contractor's option.

be furnished as one bar as shown, at the

cantilever (prestressed panels only) combination may

(4) The R2 bar and #5 bottom transverse slab bar in

saw cut joints.

Plastic waterstop shall not be used with

transversely broomed finish.

finish and the top shall have a

barrier shall have a vertically broomed

For slip-formed option, both sides of

sealant for saw cut and formed joints.

accordance with Sec 717 for silicone joint

Joint sealant and backer rods shall be in

Type D Barrier.

covered by the contract unit price for

delineators will be considered completely

both sides. Concrete traffic barrier

shall have retroreflective sheeting on

bridges with two-lane, two-way traffic

accordance with Sec 617. Delineators on

on Missouri Standard Plan 617.10 and in

be placed on top of the barrier as shown

Concrete traffic barrier delineators shall

wing to end of wing.

along the outside top of slab from end of

linear foot for each structure, measured

Measurement of barrier is to the nearest

Concrete in barrier shall be Class B-1.

linear foot.

contract unit price for Type D Barrier per

considered completely covered by the

reinforcement, complete in place, will be

Payment for all concrete and

bevel, unless otherwise noted.

either a 1/2-inch radius or a 3/8-inch

All exposed edges of barrier shall have

bents) normal to grade.

grade and barrier joints (except at end

Top of barrier shall be built parallel to

conventional forming.

be used. Saw cut joints may be used with

Conventional forming or slip forming may

* Slip-formed option only.

outside the border of the standard drawing.

Guidance and additional or alternate details are available

(Use appropriate version for barrier type, noted on Bridge Memo or Design Layout)

Use current standard sheet found in ProjectWise Bridge/A_BR_Std_Dwgs/Barriers BAR-BAC

front face of end bent on skewed structures.

Barrier curb at end bent extends past

Front Face

Drawn by detailer

bridge), two elevations will be needed.

If left and right barriers are different (such as on a curved

13…"

Detailer calculates

not required for squared bridges.

border, for LA and RA bridges. Detail

This detail is available outside the

Note: This drawing is not to scale. Follow dimensions. Sheet No. 23 of Checked July 2020

Detailed July 2020

*

*

EXAMPLE

*

BR 23

as others

same length

C1 if it can be

used in the slab.

panels are not

Remove if precast

calculates

Detailer

Example_plans_023_2020_BarrierElev.dgn 3:40:59 PM 12/28/2020

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.

12/28/2020

IF

A

SE

AL I

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THI

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BE

EN

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EC

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SE

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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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MI

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ON


*

BR

*

*

8"

…"

…"

13

…"

8"20"

7†"

7†"

13

…"

21"

22"

1"

1"

11"

20"

7†"

11"

8"

7'-4"

3

13/

16" cts.

5-

1"

Ó

Holes

@

SECTION A-A

SECTION D-D

4‚"

4‚"

(Other K bars not shown for clarity)8"

8"

22"

DETAILS OF GUARD RAIL ATTACHMENT

Ë 1"Ó Holes

8"20"

SECTION C-C SECTION F-F

3Ž"

2•"

4‚"

3Ž"

2•"

4‚"

Joint

Const.

#5-K2

SECTION B-B SECTION E-E

3Ž"

4‚"

3Ž"

4‚"

Joint

Const.

#5-K2

#5-K BarConst. Jt.

Const. Joint

G

G

ELEVATION

PLAN

ELEVATION G-G

Ë 1"Ó Holes

Joint

Const.

#5-K1 #5-K1Joint

Const.

#5-K2 Joint

Const.

Joint

Const.

#5-K2

2'-

7"

3'-

6…"

11

…"2'-

7…"

6‰"

3'-

6"

16"

1"

…"

…"

2" Cl.

2" Cl.

2" Cl. 2" Cl.

2" Cl.

2" Cl. 2" Cl.

2" Cl. 2" Cl.

2" Cl.

Chamfer *

1"

13

‡"

2„"

SECTION H-H

3Ž"

2•"

4‚"

2" Cl.Const. Joint

SECTION I-I

3Ž"

2•"

4‚"

2" Cl.Const. Joint

TYPE D BARRIER AT END BENTS(Left barrier shown, right barrier similar)

Reinforcing Steel:

Minimum clearance to reinforcing steel shall be 1 1/2" except as shown for bars embedded into end bent.

General Notes:

2" 12"

4"

2"12" 6"

4"

4"

A B C DEF

2•"

3Ž"

4‚"

2•"

3Ž"

4‚"

X'-XX"

X'-XX"7'-4" X'-XX" 7'-4"

X'-XX"

Joint

Const.

Joint

Const.

Joint

Ë 1/4"

t

A B C F E D

2"

4"

12"

4"

2"

4"

12"

4"

X'-XX"

X'-XX"7'-4"

X'-XX"

X'-XX" 7'-4"Joint

Ë 1/4"

tJoint

Ë 1/4"

t

12" 2•" 2•" 12"

IH

IH

(Each face)

K

Bars

abt. 12"

X Spa. @

abt. 12"

X Spa. @

2•" 2•" 12"12"

abt. 12"

X Spa. @

abt. 12"

X Spa. @

will be considered completely covered by the contract unit price for Type D Barrier.

two-way traffic shall have retroreflective sheeting on both sides. Concrete traffic barrier delineators

Missouri Standard Plan 617.10 and in accordance with Sec 617. Delineators on bridges with two-lane,

Concrete traffic barrier delineators shall be placed on top of the barrier as shown on

Roadway Face of Barrier

ALTERNATE SHAPEK10-K11 BAR PERMISSIBLE

X-#5-K2 (Spa. as shown)




#5-K3

(1)

(1)(2)

4"

(4) 6"

(3)

(1)

(3)

(2)

(4) 6"

(2)

(3)(4)

(1)(2)

(4)

(3)6"

#5-K3#5-K3

(8)

17"

(8)

17"

(8)

17"

(8)

17"

gutter lines to match.

at Type A curb for

* Transition to zero

Cl.

1•"

Cl.

1•"

Cl.

1•"

Cl.

1•"

Cl.

1•"

Cl.

1•"

Cl.

1•"

Cl.

1•"

C-C and F-F

in Sections

to those shown

position close

be kept with

bars shall

The top two

contractor's option.

furnished as one bar as shown, at the

The K10-K11 bar combination may be

6-

#5-

K1

2 (

7)

(6)

8"

6-

#5-

K1

2 (

7)

(6)

8"

(5)

6-

#5-

K1

2 (

7)

#5-K11

(6)

8"

#5-K13

(5)

(6)

8"

(6)

8" (7)

6-

#5-

K1

4

(7)

6-

#5-

K1

4

(6)

8"

(7)

6-

#5-

K1

4

(5)

6-

#5-

K1

2 (

7)

(8)

17"

(6)

8"

(5)

(6)

8" (7)

6-

#5-

K1

4

6-

#5-

K1

2 (

7)

12" 9 Spa. @ 6" 2†"12"9 Spa. @ 6"2†"

(5)

8"

(6)

9-#5-K8 & K9

9-#5-K8 & K9X-#5-K10 & K11X-#5-K10 & K11

(5)

8"

(6)

(7)

6-#

5-

K1

4

3-#5-K13 3-#5-K15

X-#5-K10 & K11X-#5-K10 & K11

2†"

#5-K3 #5-K3

2†"

(R

dw

y. face)

3-

#5-

K1

5

(R

dw

y. face)

3-

#5-

K1

3

12" 9 Spa. @ 6"

9-#5-K8 & K9

9-#5-K8 & K9

(R

dw

y.

6-

#5-

K1

2

face)

(R

dw

y.

6-

#5-

K1

4

face)

6-#5-K12 6-#5-K14

9 Spa. @ 6"

10"

10"

3'-

3"

3'-

2…"

6‡"

5„"

4"

#5-K4

#5-K5

Var.

#5-K6

#5-K7

Var.

#5-K10

#5-K5

#5-K4

Var.

Var.

#5-K7

#5-K6

#5-K11

#5-K10

#5-K11

#5-K10

#5-K11

#5-K10

#5-K15

(8)

17"

(8)

17"

(8)

17"

Spaced with K1, K2 & K3 Spaced with K1, K2 & K3

Spaced with K1, K2 & K3 Spaced with K1, K2 & K3

PART ELEVATION

PART PLAN

BAR02_D_end_i Revised: July 2020 Supersedes: Apr. 2020

(8) To top of bar

each face

(7) Spaced as shown,

(6) 3 spaces @ 3Ž"

4•" cts., each face

(5) 3-#5-K13 or K15 @

(4) 3-#5-K6 & K7

(3) 5-#5-K4 & K5

(2) 2 spaces @ 4"

(1) 5-#5-K1 @ 4" cts.

Checked July 2020

Detailed July 2020

Sheet No. 24 of

24

EXAMPLE

If required because of skew

skew

because of

If required

Marked items determined by detailer.

See EPG 751.12.

Bridge/A_Br_Std_Dwgs/Barriers BAR-BAC/Current.

Use current standard sheet found in Projectwise under

Example_plans_024_2020_BarrierEnd.dgn 3:41:21 PM 12/28/2020

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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

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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

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HI

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WA

YS

AN

D

TR

AN

SP

OR

TA

TI

ON

- -

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

(Typ.) *

Filler

3/4" Jt.

to bridge crown as necessary

Transition from roadway crown

Barrier Curb (Typ.)

Bridge Safety

(If required)

#4 Bars at 12" cts.

Joint

Const.edging tool

1/4" radius

of joint with

Finish each side

Sand

Material

Sealing

Joint

Ë

Roa

dwa

y

(Integral end bent)

Concrete Bridge Approach Slab

JOINT DETAIL

CONCRETE CONST.

(Non-integral end bent)

gutter line)

(At bridge

12" (Min.)


Transition from roadway crownBarrier Curb (Typ.)

Bridge Safety

APPROACH SLAB

CONCRETE BRIDGE

BRI

DG

E

(Typ.) *

Filler

3/4" Jt.

(Bott.)

9-#4 Bars

(Top)

3-#4 Bars

SECTION A-A

SECTION B-B

PART SECTION B-B

SECTION C-C

Aggregate Base

SECTION D-D

bridge gutter line)

12" (Min.) (At

Type 5Bridge End Bent

Fill Face of

(Slope to drain)

Perforated Drain Pipe

PART PLAN

1/4" Joint Filler (Typ.) *

PART PLAN OF SQUARED STRUCTURE

20'-0" (Pay limits)

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)

(R

oa

dwa

y ite

m)

PA

VE

ME

NT

Asphalt Bridge Approach Slab

(R

oa

dwa

y ite

m)

PA

VE

ME

NT

APPROACH SLAB

ASPHALT BRIDGE



OPTIONAL CONCRETE SLAB

2•"

2•"

PART ELEVATIONSECTION E-E

Remove timber header when concrete pavement is placed.

Wood Block

3" x 8"

Wood Scab

6" x 1"

8"

(Min.)

DETAILS OF TIMBER HEADER

3" x 10" Timber Header

Roadway Surface and

Tie Insert

head) with 4" Coil

Bolt (Washer under

Ë 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

Block

3" Wedge

Optional

4" TYPE A CURB

Type A Curb 5'-6" long (Typ.)

5'-6" long (Typ.)

Type S 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

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

DETAILS OF BRIDGE APPROACH SLAB (MINOR ROAD)

End of Slab

Slab

End of

General Notes:

Concrete Slab Only:

Notes For

Asphalt Slab Only:

Notes For

OPTIONAL ASPHALT SLAB

End of Slab

En

d

of

Sla

b

4" TYPE S CURB

Curb.

for details of Type S

Plans Drawing 609.00

See Missouri Standard

(See end bent sheets)

abt. 12" cts.

#5-H Bars at

sheets)

(See end bent

at abt. 12" cts.

#5-H Bars

drain pipe.

or 4" diameter corrugated polyethylene (PE)

corrugated polyvinyl chloride (PVC) drain pipe,

metallic-coated pipe underdrain, 4" diameter

Drain pipe may be either 6" diameter corrugated

bridge approach slab.

finish the bridge slab before placing the

The contractor shall pour and satisfactorily

either slab except as noted.

Contractor shall have the option to construct

BAS_minor Effective: Jan. 2020 Supersedes: May 2018

per Sec 403.

Application of tack is required between lifts

Approach Slab (Minor Road) per square yard.

by the contract unit price for Bridge

place, will be considered completely covered

within the pay limits shown, complete in

curb, underdrain and Type 5 aggregate base

asphalt bridge approach slab, including tack,

and excavation necessary to construct the

Payment for furnishing all materials, labor

Integral end bents shown, non-integral end bent similar.

HOLE DETAIL

UNDERSEAL ACCESS

(If required)

details of Type A Curb.

See Missouri Standard Plans Drawing 609.00 for


covered by the contract unit price for Bridge

complete in place, will be considered completely

and incidental work as shown on this sheet,

base, joint filler, and all other appurtenances

timber header, underdrain, Type 5 aggregate

concrete bridge approach slab, including the



filler except as noted.

Sec 1057 for preformed fiber expansion joint

All joint filler shall be in accordance with

with Sec 710.

Mechanical bar splices shall be in accordance

splice.

splicing the #4 bars 23" or by mechanical bar

reinforcing steel may be made continuous by lap

slab shall be continuous. The transverse

The reinforcing steel in the bridge approach

be 1 1/2", unless otherwise shown.

Minimum clearance to reinforcing steel shall

construction joints in bridge slab.

approach slab shall be aligned with longitudinal

Longitudinal construction joints in bridge

fy = 60,000 psi.

slab shall be epoxy coated Grade 60 with


be in accordance with Sec 503 (f'c = 4,000 psi).

All concrete for the bridge approach slab shall


Sealant for Saw Cut and Formed Joints" in

approach slab and wing with "Silicone Joint

* Seal joint between vertical face of bridge

(NOT ALLOWED WITH CONCRETE PAVEMENT)

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) Ë 3/4" Jt. Filler

(2) 9-#4 Bars

(1) 3-#4 Bars

Filler

Ë 3/4" Jt.

not applicable.

May be removed if

not applicable.

May be removed if

Wing

End of

4"

18"

14"

Wing

End of

Ë

Roa

dwa

y

3"

Header

Timber

3" x 10"

(Typ.)

13"

(Typ.)

13"

(T

yp.)

13"

(T

yp.)

13"

13"

of Slab

End

(see roadway plans)

Bituminous Pavement

(2)(Bott.)

(1)(Top)

‚"

‚"

2"

1/

3

De

pt

h

#6 Bars at 8" cts.

#5 Bars at 12" cts.

#4 Bars at 12" cts. (Bottom)

#4 Bars at 18" cts. (Top)

6"

Cl.

2"

4"

Cl.

2"

18"

14"

6"

(See e

nd

be

nt s

heets)

#5

Bars at a

bt.

12" cts. (

Ep

ox

y c

oate

d)

#6

Bars at

8" cts. (

Bott

om)

#5

Bars at

12" cts. (

To

p)

#4

Stirru

p

Bars at a

bt.

12" cts.

Sla

b

Thic

kness

Ap

pr

oach



20~0"

opening)

2ƒ"Ó (Clear

1"

(each side)

20~0" (Pay limits)

4"

Bridge/A_BR_Std_Dwgs/Approach Slabs APP/Current

Use current standard drawing found in ProjectWise under

Note: This drawing is not to scale. Follow dimensions. Sheet No. 25 of

*

BR 25

*

*

EXAMPLE

Checked July 2020

Detailed July 2020

Additional guidance shown outside std dwg border.

Example_plans_025_2020_appslab.dgn 3:41:42 PM 12/28/2020

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.

12/28/2020

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

- -

BRIDGE



(Typ.) *

Filler

3/4" Jt.


Transition from roadway crown

Barrier Curb (Typ.)

Bridge Safety

(If required)

#4 Bars at 12" cts.

Joint

Const.edging tool

1/4" radius

of joint with

Finish each side

Sand

Material

Sealing

Joint

Ë

Roa

dwa

y

(Integral end bent)

Concrete Bridge Approach Slab

JOINT DETAIL

CONCRETE CONST.

(Non-integral end bent)

gutter line)

(At bridge

12" (Min.)


Transition from roadway crownBarrier Curb (Typ.)

Bridge Safety

APPROACH SLAB

CONCRETE BRIDGE

BRI

DG

E

1

2

2

(Typ.) *

Filler

3/4" Jt.

(Bott.)

9-#4 Bars

(Top)

3-#4 Bars

SECTION A-A

SECTION B-B

PART SECTION B-B

SECTION C-C

Aggregate Base

SECTION D-D

bridge gutter line)

12" (Min.) (At

Type 5Bridge End Bent

Fill Face of

(Slope to drain)

Perforated Drain Pipe

PART PLAN

1/4" Joint Filler (Typ.) *

PART PLAN OF SQUARED STRUCTURE

3

4

1

20'-0" (Pay limits)

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)

(R

oa

dwa

y ite

m)

PA

VE

ME

NT

Asphalt Bridge Approach Slab

(R

oa

dwa

y ite

m)

PA

VE

ME

NT

APPROACH SLAB

ASPHALT BRIDGE



OPTIONAL CONCRETE SLAB

2•"

2•"

PART ELEVATIONSECTION E-E

Remove timber header when concrete pavement is placed.

Wood Block

3" x 8"

Wood Scab

6" x 1"

8"

(Min.)

DETAILS OF TIMBER HEADER

3" x 10" Timber Header

Roadway Surface and

Tie Insert

head) with 4" Coil

Bolt (Washer under

Ë 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

Block

3" Wedge

Optional

4" TYPE A CURB

Type A Curb 5'-6" long (Typ.)

5'-6" long (Typ.)

Type S 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

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

DETAILS OF BRIDGE APPROACH SLAB (MINOR ROAD)

End of Slab

Slab

End of

General Notes:

Concrete Slab Only:

Notes For

Asphalt Slab Only:

Notes For

OPTIONAL ASPHALT SLAB

End of Slab

En

d

of

Sla

b

4" TYPE S CURB

Curb.

for details of Type S

Plans Drawing 609.00

See Missouri Standard

(See end bent sheets)

abt. 12" cts.

#5-H Bars at

sheets)

(See end bent

at abt. 12" cts.

#5-H Bars

drain pipe.

or 4" diameter corrugated polyethylene (PE)

corrugated polyvinyl chloride (PVC) drain pipe,

metallic-coated pipe underdrain, 4" diameter

Drain pipe may be either 6" diameter corrugated

bridge approach slab.

finish the bridge slab before placing the

The contractor shall pour and satisfactorily

either slab except as noted.

Contractor shall have the option to construct

BAS_minor Effective: Jan. 2020 Supersedes: May 2018

per Sec 403.

Application of tack is required between lifts


by the contract unit price for Bridge

place, will be considered completely covered

within the pay limits shown, complete in

curb, underdrain and Type 5 aggregate base

asphalt bridge approach slab, including tack,



Integral end bents shown, non-integral end bent similar.

HOLE DETAIL

UNDERSEAL ACCESS

(If required)

Note: This drawing is not to scale. Follow dimensions. Sheet No. of

*

BR *

*

*

Checked

Detailed

details of Type A Curb.

See Missouri Standard Plans Drawing 609.00 for


covered by the contract unit price for Bridge

complete in place, will be considered completely

and incidental work as shown on this sheet,

base, joint filler, and all other appurtenances

timber header, underdrain, Type 5 aggregate

concrete bridge approach slab, including the



filler except as noted.

Sec 1057 for preformed fiber expansion joint

All joint filler shall be in accordance with

with Sec 710.

Mechanical bar splices shall be in accordance

splice.

splicing the #4 bars 23" or by mechanical bar

reinforcing steel may be made continuous by lap

slab shall be continuous. The transverse


be 1 1/2", unless otherwise shown.

Minimum clearance to reinforcing steel shall

construction joints in bridge slab.

approach slab shall be aligned with longitudinal

Longitudinal construction joints in bridge

fy = 60,000 psi.

slab shall be epoxy coated Grade 60 with


be in accordance with Sec 503 (f'c = 4,000 psi).

All concrete for the bridge approach slab shall


Sealant for Saw Cut and Formed Joints" in

approach slab and wing with "Silicone Joint

* Seal joint between vertical face of bridge

(NOT ALLOWED WITH CONCRETE PAVEMENT)

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) Ë 3/4" Jt. Filler

(2) 9-#4 Bars

(1) 3-#4 Bars

Filler

Ë 3/4" Jt.

5

5

not applicable.

May be removed if

not applicable.

May be removed ifBridge/A_Bridge_Standard_Drawings/Bridge Approach Slabs_BAS

Use current standard drawing found in ProjectWise under

Wing

End of

4"

18"

14"

Wing

End of

Ë

Roa

dwa

y

3"

Header

Timber

3" x 10"

(Typ.)

13"

(Typ.)

13"

(T

yp.)

13"

(T

yp.)

13"

13"

of Slab

End

(see roadway plans)

Bituminous Pavement

(2)(Bott.)

(1)(Top)

‚"

‚"

2"

1/

3

De

pt

h

#6 Bars at 8" cts.

#5 Bars at 12" cts.



6"

Cl.

2"

4"

Cl.

2"

18"

14"

6"

(See e

nd

be

nt s

heets)

#5

Bars at a

bt.

12" cts. (

Ep

ox

y c

oate

d)

#6

Bars at

8" cts. (

Bott

om)

#5

Bars at

12" cts. (

To

p)

#4

Stirru

p

Bars at a

bt.

12" cts.

Sla

b

Thic

kness

Ap

pr

oach



20~0"

opening)

2ƒ"Ó (Clear

1"

(each side)

20~0" (Pay limits)

4"

Example_plans_026_2019_appslab.dgn 3:41:54 PM 12/28/2020

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.

12/28/2020

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

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

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

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

SUBSTRUCTURE

INT. BENT 2

16 6 D200 KEY 20 X 2 6.000 2 6 2 6 60

10 8 H201 BEAM 20 X 30 3.000 30 3 30 3 808

10 6 H202 BEAM 20 X 30 3.000 30 3 30 3 454

14 6 H203 BEAM 10 S X 22.000 3 8.000 7 4 7 0 147

44 4 P200 SHAFT 16 X 2 5.500 2 1.000 8 7 8 7 252

50 6 P201 SHAFT 16 X 2 6.000 3 1.000 9 2 9 2 688

33 4 U200 BEAM 13 S X 3 9.000 3 9.000 3 9.000 3 9.000 15 9 15 6 342

28 4 U201 BEAM 13 S X 2 6.000 3 9.000 2 6.000 3 9.000 13 3 13 0 243

8 4 U202 BEAM 10 S X 3 9.000 3 9.000 11 3 11 1 59

28 9 V200 SHAFT 20 X 41 1.000 41 1 41 1 3911

INT. BENT 3

16 6 D300 KEY 20 X 2 6.000 2 6 2 6 60

10 8 H300 BEAM 18 X 30 3.000 32 1 32 1 857

10 8 H301 BEAM 20 X 30 3.000 30 3 30 3 808

10 6 H302 BEAM 20 X 30 3.000 30 3 30 3 454

14 6 H303 BEAM 10 S X 22.000 3 8.000 7 4 7 0 147

34 4 P300 SHAFT 16 X 2 5.500 2 1.000 8 7 8 7 195

33 4 U300 BEAM 13 S X 3 9.000 3 9.000 3 9.000 3 9.000 15 9 15 6 342

28 4 U301 BEAM 13 S X 2 6.000 3 9.000 2 6.000 3 9.000 13 3 13 0 243

8 4 U302 BEAM 10 S X 3 9.000 3 9.000 11 3 11 1 59

28 9 V300 SHAFT 20 X 35 6.000 35 6 35 6 3380

SUPERSTR.

END BENT 1

11 6 F100 WING E 15 S 14.000 3 8.000 14.000 12.750 5.875 12.750 5.875 6 0 5 10 96

5 6 F101 DIAPHRAGM E 23 S 3 5.625 4 11.000 2 7.875 2 2.750 8 5 8 4 63

11 6 F102 WING E 15 S 14.000 7 2.000 14.000 5.875 12.750 5.875 12.750 9 6 9 6 157

5 6 F103 DIAPHRAGM E 21 S 6 10.125 3 5.625 5 2.875 4 4.750 10 4 9 9 73

24 5 U105 DIAPHRAGM E 20 2 6.000 2 6 2 6 63

4 6 H105 DIAPHRAGM E 20 2 8.000 2 8 2 8 16

4 6 H104 DIAPHRAGM E 20 3 8.000 3 8 3 8 22

3 5 H108 STRAND TIE E 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 14

4 6 H103 DIAPHRAGM E 20 10 1.000 10 1 10 1 61

4 6 H102 DIAPHRAGM E 20 12 0.000 12 0 12 0 72

16 8 H106 WING E 20 17 5.000 17 5 17 5 744

48 6 H107 WING E 20 16 5.000 16 5 16 5 1184

18 5 U100 BEAM E 10 S 4 11.000 3 7.000 13 5 13 3 249

15 4 U101 BEAM E 13 S 3 7.000 2 7.500 3 7.000 2 7.500 13 2 12 11 129

42 6 U102 DIAPHRAGM E 19 S 2 11.000 5 6.000 8 5 8 3 520

26 5 U103 DIAPHRAGM E 10 S 4 9.500 2 11.000 12 6 12 4 334

26 6 U104 DIAPHRAGM E 19 S 3 10.500 3 7.000 7 6 7 4 286

16 5 V100 BEAM E 20 4 11.000 4 11 4 11 82

9 6 V101 DIAPHRAGM E 20 3 10.000 3 10 3 10 52

2 6 V102 WING E 20 8 1.000 8 1 8 1 24

30 6 V103 WING E 20 8 1.000 8 1 8 1 364

2 6 V104 WING E 20 7 11.000 7 11 7 11 24

30 6 V105 WING E 20 7 11.000 7 11 7 11 357

END BENT 4

DIAPH. AT

INT. BENTS

16 6 H50 DIAPHRAGM E 20 10 1.000 10 1 10 1 242

16 4 H51 DIAPHRAGM E 20 12 0.000 12 0 12 0 128

40 5 H52 DIAPHRAGM E 19 S 10.750 3 1.500 4 0 3 11 163

16 5 H53 STRAND TIE E 23 S 15.000 2 1.500 9.625 11.500 3 5 3 4 56

16 6 U50 DIAPHRAGM E 28 S 3 1.000 4 11.000 14.000 9 2 8 10 212

*

27

Sheet No. 27 of 30Checked Aug. 2019

Detailed Aug. 2019

EXAMPLE

C

E

8 5 H54 STRAND TIE E 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 37

12 7 H101 BEAM & DIAPH E 20 34 5.000 34 5 34 5 845

8 6 H100 BEAM & DIAPH E 20 34 5.000 34 5 34 5 414

11 6 F400 WING E 15 S 14.000 3 8.000 14.000 12.750 5.875 12.750 5.875 6 0 5 10 96

5 6 F401 DIAPHRAGM E 23 S 3 5.625 4 11.000 2 7.875 2 2.750 8 5 8 4 63

11 6 F402 WING E 15 S 14.000 7 2.000 14.000 5.875 12.750 5.875 12.750 9 6 9 6 157

5 6 F403 DIAPHRAGM E 21 S 6 10.125 3 5.625 5 2.875 4 4.750 10 4 9 9 73

4 6 H405 DIAPHRAGM E 20 2 8.000 2 8 2 8 16

4 6 H404 DIAPHRAGM E 20 3 8.000 3 8 3 8 22

3 5 H408 STRAND TIE E 23 S 15.000 2 0.000 15.000 9.625 11.500 9.625 11.500 4 6 4 5 14

4 6 H403 DIAPHRAGM E 20 10 1.000 10 1 10 1 61

4 6 H402 DIAPHRAGM E 20 12 0.000 12 0 12 0 72

16 8 H406 WING E 20 17 5.000 17 5 17 5 744

48 6 H407 WING E 20 16 5.000 16 5 16 5 1184

12 7 H401 BEAM & DIAPH E 20 34 5.000 34 5 34 5 845

8 6 H400 BEAM & DIAPH E 20 34 5.000 34 5 34 5 414

24 5 U405 DIAPHRAGM E 20 2 6.000 2 6 2 6 63

18 5 U400 BEAM E 10 S 4 11.000 3 7.000 13 5 13 3 249

15 4 U401 BEAM E 13 S 3 7.000 2 7.500 3 7.000 2 7.500 13 2 12 11 129

42 6 U402 DIAPHRAGM E 19 S 2 11.000 5 6.000 8 5 8 3 520

26 5 U403 DIAPHRAGM E 10 S 4 9.500 2 11.000 12 6 12 4 334

26 6 U404 DIAPHRAGM E 19 S 3 10.500 3 7.000 7 6 7 4 286

16 5 V400 BEAM E 20 4 11.000 4 11 4 11 82

9 6 V401 DIAPHRAGM E 20 3 10.000 3 10 3 10 52

2 6 V402 WING E 20 8 1.000 8 1 8 1 24

30 6 V403 WING E 20 8 0.000 8 0 8 0 360

2 6 V404 WING E 20 8 2.000 8 2 8 2 25

30 6 V405 WING E 20 8 1.000 8 1 8 1 364

by t

he

detailer.

is s

uccessf

ull

y e

ntere

d a

nd r

un

after t

he

bar

bill i

nf

or

mati

on

Bill

of

Rei

nf

orci

ng

Steel

pr

ogra

m

This s

heet is create

d

by t

he

10 8 H200 BEAM 18 X 30 3.000 32 1 32 1 857

C

*

*

66 6 P301 SHAFT 16 X 2 6.000 3 1.000 9 2 9 2 909

LAP

Example_plans_027_2019_bb1.dgn 3:42:04 PM 12/28/2020

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.

12/28/2020

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

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

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

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

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 1735

4 E 1143

5 E 13544

6 2919

6 E 34874

7 E 8942

8 3330

8 E 1581

9 7291

TOTAL 25622

TOTAL E 49737

Slab on

Girder

4 E 704

5 E 3435

6 E 34874

7 E 8942

8 E 1581

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

*

28

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 Aug. 2019

Detailed Aug. 2019

Sheet No. 28 of 30

EXAMPLE

C

E

*

*

C

LAP

Example_plans_028_2019_bb2.dgn 3:42:14 PM 12/28/2020

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.

12/28/2020

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

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PI

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MMI

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- -


*

BR *

*

*

PILE03_dynamic_formula_as_built_pile_data Effective: March 2017 Supercedes: Nov. 2012

Sheet No. of Checked

Detailed

Current/PILE03_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_01_as_built_dshaft.dgn

ProjectWise under Bridge/A_Bridge_Standard_Drawings/Drilled

As Built Drilled Shaft Data standard drawing can be found in

1

2

3

4

1

2

5

610

9

8

7

& Ë Roadway

Ë Structure

End Bent No. 1

Fill Face of

End Bent No. 4

Fill Face of

Ë Int. Bent No. 2

Ë Int. Bent No. 3

This portion drawn by detailer

11

12

13

EXAMPLE

As-Built Pile Data

(kips)

Resistance

Compressive

Axial

Nominal

Computed

(ft)

Place

in

Length

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:

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

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

& AS-BUILT DRILLED SHAFT DATA

RECORDING AS-BUILT PILE DATA

DRILLED SHAFT NUMBERING FOR

PART PLAN SHOWING PILE &

Modify tables as needed

Example_plans_029_2020_PileData.dgn 3:42:24 PM 12/28/2020

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.

12/28/2020

IF

A

SE

AL I

S

PR

ES

EN

T

ON

THI

S

SH

EE

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T

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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

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MMI

SSI

ON

MI

SS

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RI

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YS

AN

D

TR

AN

SP

OR

TA

TI

ON

- -

BORING DATANote: For locations of borings, see Sheet No. 1.

BOR01 New: Aug. 2013

Boring Log PDFs to Final Plans

See EPG 751.5.8.4 for a link to Instructions for Attaching

example, but there may be several.

Showing only one boring sheet in this


*

BR 30

*

*

EXAMPLE

Checked Aug. 2019

Detailed Aug. 2019

may be ignored and deleted.

The magenta box is for ease of placement only and

BOR_02.dgn for one landscape-oriented sheet.

BOR_01.dgn for two portrait-oriented sheets,

Bridge/A_BR_Std_Dwgs/Boring Template BOR/

Standard sheet found in ProjectWise under

Example_plans_030_2020_bor.dgn 3:42:34 PM 12/28/2020

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.

12/28/2020

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

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TI

ON

- -

Documents

(59'-93'-59') PRESTRESSED CONCRETE I-GIRDER SPANS