Chapter 403 List of Figures - secure.in.gov

Chapter 403 List of Figures

Figure Title

403-3F Seismic Analysis Requirements for Integral and Non-Integral Structures [Added

Oct. 2012]

403-3.05 Earthquake Effects [Rev. Oct. 2012]

Earthquake Effects, EQ, should be determined in accordance with AASHTO Guide

Specifications for LRFD Seismic Bridge Design 2nd

Edition. A structure longer than than 500 ft

located in an area in Seismic Design Category greater than A will be analyzed using elastic

dynamic analysis. Integral structures 500 feet in length or less will not require seismic analysis

provided that they are detailed in accordance to the details provided in Chapter 409. Figure 403-

3F shows the requirements for seismic analysis according to structure type and length.

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Seismic Design

Category

Bridge

Length Integral Structure

Non-integral

Structure

A All

Lengths

Detail in accordance with CH

409

In accordance with AASHTO

Guide Spec

> A ≤ 500’ Detail in accordance with

CH 409

In accordance with AASHTO

Guide Spec

> 500’ Elastic dynamic Analysis in

accordance with AASHTO

Guide Spec

Elastic Dynamic Analysis in

accordance with AASHTO Guide

Spec

Seismic Analysis Requirements for Integral and Non-Integral Structures

Figure 403-3F

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403-3.07 Vehicle Collision with Structure [Rev. Oct. 2012]

Unless the structure is protected as specified in LRFD 3.6.5.1, an abutment or pier located within

30 ft of the edge of a roadway shall be designed for loads in accordance with LRFD 3.6.5.2.

Requirements for train collision load have been removed from the 2012 LRFD.

A mechanically-stabilized-earth-wall bridge abutment placed adjacent to a roadway need not be

checked for vehicle-collision forces as described in LRFD 3.6.5. However, if the wall must be

placed inside the clear zone, roadway safety shall be addressed as described in Chapter 49.

403-4.02 Application of Construction Loadings [Rev. Oct. 2012]

1. Component Loads, DC.

a. DC1, Stay-in-place Formwork = 15 psf

b. DC2, Concrete = 150 pcf

4. Wind Load, WS. Structure designed for 70 mph horizontal wind loading in accordance

with LRFD 3.8.1.

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CONSTRUCTION LOADING

The exterior girder has been checked for strength, deflection, and overturning using the

constructions loads shown below. Cantilever overhang brackets were assumed for support of the

deck overhang past the edge of the exterior girder. The finishing machine was assumed to be

supported 6 in. outside the vertical coping form. The top overhang brackets were assumed to be

located 6 in. past the edge of the vertical coping form. The bottom overhang brackets were

assumed to be braced against the intersection of the girder bottom flange and web.

Deck Falsework Loads: Designed for 15 lb/ft2 for permanent metal stay-in-place deck

forms, removable deck forms, and 2-ft exterior walkway.

Construction Live Load: Designed for 20 lb/ft2 extending 2 ft past the edge of coping and 75

lb/ft vertical force applied at a distance of 6 in. outside the face of

coping over a 30-ft length of the deck centered with the finishing

machine.

Finishing-Machine Load: 4500 lb distributed over 10 ft along the coping.

Wind Load: Structure designed for 70 mph horizontal wind loading in

accordance with LRFD 3.8.1.

CONSTRUCTION-LOADINGS INFORMATION TO BE

SHOWN ON GENERAL PLAN

Figure 403-4A

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406-4.02 Normal-Weight and Lightweight Concrete [Rev. Oct. 2012]

The minimum cf for prestressed or post-tensioned concrete components shall be shown on the

plans. Such a strength outside the range shown in Section 406-1.0 is not permitted without

written approval of the Director of Bridges. For lightweight concrete, the air dry unit weight

shall be shown on the plans as 119 lb/ft3. The modulus of elasticity will be calculated using the

119 lb/ft3 value. The unit weight of the lightweight concrete will be taken as 124 lb/ft

3. The

additional weight is to account for the mild reinforcing steel and the tensioning strands. See

LRFD 5.4.2.2 for the coefficient of linear expansion.

The following will apply to concrete.

1. The design compressive strength of normal-weight and lightweight concrete at 28 days,

cf , shall be in the range as follows:

406-4.03 Lightweight Concrete [Rev. Oct. 2012]

The use of lightweight concrete, with normal-weight sand mixed with lightweight coarse

aggregate, is permitted with a specified density of 119 lb/ft3. The use of lightweight concrete

shall be demonstrated to be necessary and cost effective during the structure-size-and-type study.

The modulus of elasticity will be less than that for normal-weight concrete. Creep, shrinkage,

and deflection shall be appropriately evaluated and accounted for if lightweight concrete is to be

used. The formula shown in LRFD 5.4.2.6 shall be used in lieu of physical test values for

modulus of rupture. The formula for sand-lightweight concrete shall be used for lightweight

concrete.

406-12.02(03) Indiana Bulb-Tee Beam [Rev. Oct. 2012]

See Figures 406-14A through 406-14F, and 406-14M through 406-14R, for details and section

properties. For a long-span bridge, bulb-tee beams with a top-flange width of 60 in. shall be

considered for improved stability during handling and transporting. Draped strands may be

considered for use in a bulb-tee beam, but shall only be considered if tensile stresses in the top of

the beam near its end are exceeded if using straight strands. The maximum allowable

compressive strength, tensile strength, extent of strand debonding, and number of top strands

shall be considered in evaluating the need for draped strands. If draped strands are used, the

maximum allowable hold-down force per strand shall be 3.8 kip, with a maximum total hold-

down force of 38 kip. For additional information on draped strands, see Section 406-12.03.

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Lightweight concrete may be used for this type of beam if it is economically justified. See

Section 406-4.03.

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408-2.01(04) Sliding Stability and Eccentricity [Rev. Oct. 2012]

The soil parameters shall be provided for calculating frictional sliding resistance and active and

passive earth pressures as follows:

Soil Unit Weight, γ, for soil above footing base;

Soil Friction Angle, φ, for soil above footing base;

Active Earth Pressure Coefficient, Ka;

Passive Earth Pressure Coefficient, Kp; and

Coefficient of Sliding, tan δ.

The eccentricity of loading at the Strength Limit state, evaluated based on factored loads shall

not exceed the following:

1. 1/3 of the corresponding dimension B or L for a footing on soil; or

2. 0.45 of the corresponding dimensions B or L for a footing on rock.

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Chapter 409 List of Figures

Figure Title

409-2A Use of Integral Abutment [Rev. Oct. 2012]

409-2B Intermediate Pier Detail for Integral Structure Located in Seismic Area with

Seismic Design Category Greater than A [Added Oct. 2012]

409-2C Suggested Integral Abutment Details, Method A, Beams Attached Directly to

Piling [Rev. Oct. 2012]

409-2D Suggested Integral Abutment Details, Method B, Beams Attached to Concrete

Cap [Rev. Oct. 2012]

409-2E Spiral Reinforcement [Added Oct. 2012]

409-2F Tooth Joint [Added Oct. 2012]

409-2G Integral Abutment Placed Behind MSE Wall [Added Oct. 2012]

409-2.0 INTEGRAL ABUTMENT [REV. OCT. 2012]

409-2.01 General [Rev. Oct. 2012]

An integral abutment eliminates the expansion joint in the bridge deck, which reduces both the

initial construction costs and subsequent maintenance costs.

Integral abutments shall be used for a new structure in accordance with the geometric limitations

provided in Figure 409-2A. Minimum support-length requirements need not to be investigated

for an integral-abutments bridge. An integral structure of length of 500 ft or less will not require

seismic analysis, provided the abutment is detailed in accordance with the information provided

in this chapter. An integral structure of 500 ft or longer located in an area in a seismic design

category greater than A will be analyzed using elastic dynamic analysis.

For additional information and research supporting INDOT’s integral abutment design

philosophy, see the following publications:

1. Frosch, R.J., V. Chovichien, K. Durbin, and D. Fedroff. Jointless and Smoother Bridges:

Behavior and Design of Piles. Publication FHWA/IN/JTRP-2004/24. Joint

Transportation Research Program, Indiana Department of Transportation and Purdue

University, West Lafayette, Indiana, 2006. This study investigates the fundamental

principals affecting the integral abutment, gives recommendations concerning minimum

pile depths, and recommends the limits of use be extended to 500 feet.

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2. Frosch, R.J., Kreger, M.E., and A.M. Talbott. Earthquake Resistance of Integral

Abutment Bridges. Publication FHWA/IN/JTRP-2008/11. Joint Transportation Research

Program, Indiana Department of Transportation and Purdue University, West Lafayette,

Indiana, 2009. This study investigates the seismic resistance of the integral abutment.

3. Frosch, R.J. and M.D. Lovell. Long-Term Behavior of Integral Abutment Bridges. Joint

Transportation Research Program, Indiana Department of Transportation and Purdue

University, West Lafayette, Indiana, 2011. This study extends the previous two studies to

further investigate skew and detailing of the integral abutment.

409-2.03(02) Passive Earth Pressure [Rev. Oct. 2012]

The restraining effect of passive earth pressure behind the abutments may be neglected in

considering superstructure longitudinal force distribution to the interior piers. Alternatively, the

effect of passive earth pressure behind the abutments may be considered by distributing the

longitudinal forces between the interior supports, abutment supports, and the soil behind the

abutments.

409-2.04(01) General Requirements [Rev. Oct. 2012]

2. Bridge Approach. A reinforced-concrete bridge approach, anchored to the abutment with

#5 bars, epoxy coated, and spaced at 1’-0” centers, shall be used at each integral

abutment regardless of the traffic volume. The bars shall extend out of the pavement

ledge as shown in Figures 409-2C and 409-2D. Two layers of polyethylene sheeting

shall be placed between the reinforced-concrete bridge approach and the subgrade. A

rigid reinforced-concrete bridge approach is necessary to prevent compaction of the

backfill behind the abutment.

3. Bridge-Approach Joint. For a structure of length of less than 300 ft, a terminal joint of 2

ft width, as shown on the INDOT Standard Drawings, or a pavement-relief joint, should

be placed at the end of the reinforced-concrete bridge approach. An expansion joint

should be considered for an integral structure having length from 300 ft to 500 ft. An

expansion joint is required for an integral structure of length greater than 500 ft, as shown

in Figure 409-2F.

7. Intermediate Pier Details for Integral Structure Located in Seismic Area with Seismic

Design Category Greater than A. Intermediate piers should include concrete restrainers

as shown in Figure 409-2B.

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409-2.04(02) Pile Connection and Plans Details [Rev. Oct. 2012]

An integral abutment may be constructed using either of the methods as follows (see Figures

409-2C and 409-2D).

1. Method A. The superstructure beams are placed on and attached directly to the abutment

piling. The entire abutment is then poured at the same time as the superstructure deck.

This is the preferred method.

2. Method B. The superstructure beams are set in place and anchored to the previously cast-

in-place abutment cap. The concrete above the previously cast-in-place cap shall be

poured at the same time as the superstructure deck.

Optional construction joints may be placed in the abutment cap to facilitate construction. An

optional joint below the bottom of the beam may be used regardless of bridge length. The

optional construction joint at the pavement-ledge elevation shown in Figures 409-2C and 409-2D

allows the contractor to pour the reinforced-concrete bridge approach with the bridge deck.

Regardless of the method used, the abutment shall be in accordance with the following.

1. Width. The width shall not be less than 2.5 ft.

2. Cap Embedment. The embedment of the piles into the cap shall be 2 ft. The embedded

portion of the pile should be confined with spiral reinforcement as shown in Figure 409-

2E.

10. If placed behind an MSE retaining wall, the abutment should be configured as shown in

Figure 409-2G.

409-4.03(01) Construction Joint [Rev. Oct. 2012]

The following applies to a construction joint at a spill-through end bent.

1. Type. Construction joint type A shall be used for each horizontal construction joint. See

the INDOT Standard Drawings.

2. Integral. See Figures 409-2C and 409-2D for construction-joint use at an integral

abutment.

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409-5.01 General [Rev. Oct. 2012]

See Chapter 402 and LRFD 11.6 for more information on the selection and design of abutments.

An abutment functions as both an earth-retaining and vertical-load-carrying structure. A parapet

abutment is designed to accommodate thermal movements with strip-seal expansion devices

between the concrete deck and abutment end block. An integral abutment shall be designed to

accommodate movements at the roadway end of the approach panel.

A mechanically-stabilized-earth-wall bridge abutment placed adjacent to a roadway need not to

be checked for vehicle-collision forces as described in LRFD 3.6.5. However, if the wall must

be placed inside the clear zone, roadside safety shall be addressed.

A mechanically-stabilized-earth-wall bridge abutment placed adjacent to a railroad track shall be

in accordance with Section 409-6.03(03).

409-6.03(02) Roadway-Grade Separation [Rev. Oct. 2012]

A new-bridge pier located within 30 ft of the edge of roadway shall be designed for a vehicular

collision-static force of 600 kip, as indicated in LRFD 3.6.5.1.

409-6.03(03) Railroad-Grade Separation [Rev. Oct. 2012]

A pier within 25 ft of a present-track or a future-track centerline shall be designed in accordance

with the AREMA Manual for Railway Engineering.

409-7.03(03) Determining Standard Bearing-Device Type [Rev. Oct. 2012]

The procedure for determining the applicable standard elastomeric bearing device is the same for

each structural-member type.

Determine the dead-load plus live-load reaction, and calculate the maximum expansion length

for the bridge at the support for which the device is located. Then enter Figure 409-7B, 409-7C,

409-7D, or 409-7E, Elastomeric Bearing Pad or Assembly Types, Properties, and Allowable

Values, for the appropriate structural-member type, with the reaction and maximum expansion

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length. The required bearing-device size is that which corresponds to the reaction and

expansion-length values shown in the figure which are less than or equal to those determined. If

the reaction or expansion length is greater than the figure’s value, use the next larger device size.

If the reaction or expansion length is greater than the maximum value shown on the figure, the

pad must be properly resized and designed.

The maximum service limit state rotation due to total load, Өs, shall be calculated in accordance

with LRFD 14.4.2.1.

The requirement for a tapered plate shall be determined in accordance with LRFD 14.8.2.

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Figure 409-2A

USE OF INTEGRAL ABUTMENT

Bridge Length (ft)

Skew (deg)

100

200

300

400

500

600

700

800

900

1000

0

0 10 20 30 40 50 60

HP Piles Only

HP or Shells

Pile confinement spiral reinforcement required on all integral abutments.2.

greater than 30°.

structure with length of 500 feet or less, with a subtended angle in plan not

Integral abutments may be used in a curved-alignment or curved-girder 1.

over 500 ft located in Seismic Design Category B.

Elastic Dynamic Analysis required for structures of length

NOTES: ARCHIVED

Bearing

Elastomeric

Beam

Bulb-Tee

Figure 409-2B

LOCATED IN SEISMIC AREA WITH SEISMIC-DESIGN CATEGORY GREATER THAN A

INTERMEDIATE PIER DETAIL FOR INTEGRAL STRUCTURE

all other surfaces

1" Expanded Polystyrene,

Bulb-Tee Beam (typ.)

concrete

between beam and

2" Expanded Polystyrene,

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Polystyrene

1/2" x 4" Expanded (min. thickness 6 mils.)

2 Layers Polyethylene

Approach

R.C. Bridge

Drawings)

(See Standard

Geotextiles

End Bent Backfill

Aggregate for

(both faces)

#7 @ 1’-0" Max.

Drain Pipe

6" End Bent

1’-6"

Polystyrene

1/2" x 2" Expanded @ 1’-0"

599E

Dense Graded Subbase

below Pipe

End Bent Backfill

6" Aggregate for

4

1

2" Cl.

1’-6" W =2’-6" Min. 3’-0" Berm

W / 2W / 2

4"

PRESTRESSED CONCRETE I-BEAM

Construction Joint

Optional Type A

1’-0" c/c.

#6 Stirrups @

6" Min.6"

2" Cl.

2’-0"

Min.

1

2

#7 x Flange Width

(bottom row only)

Prestr. Strand Extension

#7 (between beams)

1 1/2" x 1 1/2" Fillet

Prestressed I-B

ea

m8"

#6 (spa. with stirrups)

Type 1A Joint

Construction Joint

Optional Type A

shall be epoxy coated.

NOTE: All reinforcing steel

Deck

Min.

bars between beams)

#6 (thru beams) (Lap w/ #7

3/4

"

6"

SUGGESTED INTEGRAL ABUTMENT DETAILS

Method A, Beams Attached Directly to Piling

Figure 409-2C

(Page 1 of 4)

Spiral Reinforcement

Steel Pipe Pile

Steel H-Pile or

#4

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otherwise noted.

prestressed concrete I-beam section unless

and similar details are as shown on the

Reinforcing details, backfill behind end bent

PRESTRESSED CONCRETE BOX BEAMSTEEL BEAM OR GIRDER

Construction Joint

Optional Type A

of web)

Stiffener (both sides

5/8" Plate Anchorage

Construction Joint

Optional Type A

6"

6"

2’-0"

Min.

Ste

el Bea

mDeck

#7 bars between beams)

#6 (thru web) (Lap with

Construction Joint

Optional Type A

#4

6"

6" Min.

Construction Joint

Optional Type A

Deck

Box B

ea

m

Prestressed

between Beams

Threaded Bars

Inserts for 3/4" Ø

3/4" Ø Threaded

web thickness = 1/2")

H-Pile Bearing Beam (min.

the bottom row, whichever is less)

per beam or 1/2 the strands in

Prestressed Strand Extension (8

shall be epoxy coated.

NOTE: All reinforcing steel

2’-0"

Min.

(Page 2 of 4)

Figure 409-2C

Method A, Beams Attached Directly to Piling

SUGGESTED INTEGRAL ABUTMENT DETAILS

Steel Pipe Pile

Steel H-Pile or

Spiral Reinforcement

Spiral Reinforcement

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CAP PLAN

FRONT ELEVATION

Stirrup

601

Stirrup

602

Lap 2’-10" Min.

5"

6" 4" min.

clear beam)

cut short to

face leg must be

602 (when front

601

601 (between beams)

clear beam)

cut short to

face leg must be

602 (when front

601

#6 (thru beams)

Face

Front

Face

Front

601 602

601

beam web)

#6 (thru

and Bearing

Cap, Piles

thru beams)

#7 (Lap w/ #6

Bent

Front Face

Beam or Girder

(Page 3 of 4)

Figure 409-2C

Method A, Beams Attached Directly to Piling

SUGGESTED INTEGRAL ABUTMENT DETAILS

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CONCRETE BOX BEAM CONCRETE BOX BEAM

END VIEW SIDE VIEW

END VIEWSIDE VIEW

END VIEW

Shim (when required)

4" min.

1"–

3"–

2"–

8

Stiffener

1/2" Anchorage or Girder

Steel Beam

Pile

8

8

8

8

8

8

1/2" End-Welded Studs

Bearing

Pile and

1/2" Stiffener

1’-0" x 1/2"

6" x 3/4"

1/2" Stiffener Pile

Studs

1/2" Ø End-Welded

Pile and Bearing

1’-0" x 1/2"

1/2" Stiffener

Bearing Beam

Pile1/2" Stiffener

Bulb-Tee Beam

Concrete I- or

CONCRETE I- OR BULB-TEE BEAM

STEEL BEAM

CONCRETE I- OR BULB-TEE BEAM

Bearing Beam

6"

6" Min.

3"–

3"–

6"

4"

4"

3"–

3"–

2"–

Concrete Box Beam

Bulb-Tee Beam

Concrete I- or

(Page 4 of 4)

Figure 409-2C

Method A, Beams Attached Directly to Piling

SUGGESTED INTEGRAL ABUTMENT DETAILS

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2" Cl.

be epoxy coated unless noted.

NOTE: All reinforcing steel shall

6"Ø End Bent Drain Pipe

(min. thickness 6 mils.)

2 Layers Polyethylene

End Bent Backfill

Aggregate for

(both faces)

#7 @ 1’-0" Max.

Bent Backfill below Pipe

6" Aggregate for End

dead load.

Reinforce cap to carry full

Main Cap Reinf. (#7 min.)

4

1

1’-6" W = 2’-6" Min. 3’-0" Berm

W / 2 W / 2

Constr. Joint

1’-6"

4"Drawings)

(See Standard

Geotextiles

Dense Graded Subbase

Assembly

Bearing

1

2

Deck

5"–

Construction Joint

Optional Type A

Polystyrene

1/2" x 2" Expanded

Type 1A Joint

Approach

R.C. Bridge

between beams)

#6 (thru beams) (Lap w/ #7 bars

#7 (between beams)

(bottom row only)

Prestr. Strand Extension

#6 (spa. with stirrups)

1 1/2" x 1 1/2" Fillet

Reinforcement

Spiral

2" Cl.

6" Min.

Min.

8"

Prestressed I-B

ea

m

2’-0"

Min.

3’-0"

Min.

#4

#7 x Flange Width

@1’-0" c/c.

#6 Stirrups

6"

Polystyrene

1/2" x 4" Expanded

PRESTRESSED CONCRETE I-BEAM

(Page 1 of 4)

Figure 409-2D

Method B, Beams Attached to Concrete Cap

SUGGESTED INTEGRAL ABUTMENT DETAILS

Steel Pipe Pile

Steel H-Pile or

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Construction Joint

Optional Type A

between beams)

with #7 bars

#6 (thru web) (Lap

be epoxy coated unless noted.

NOTE: All reinforcing steel shall

between Beams

Threaded Bars

Inserts for 3/4"Ø

3/4"Ø Threaded

concrete I-beam section, unless otherwise noted.

similar details are as shown on the prestressed

Reinforcing details, backfill behind end bent, and

Spiral ReinforcementSpiral Reinforcement

of web)

Stiffener (both sides

5/8" Plate Anchorage

Joint

Construction

2’-0"

Min.

3’-0"

Min.

Min.

1’-0"

Deck

Ste

el Bea

m

Assembly Bearing

Joint

Construction

Construction Joint

Optional Type A

the strands in the bottom row, whichever is less.)

Prestressed Strand Extension (8 per beam or 1/2

Assembly Bearing

Deck

Prestressed B

ox B

ea

m

3’-0"

Min.

2’-0"

Min.

#4

6"

PRESTRESSED CONCRETE BOX BEAMSTEEL BEAM OR GIRDER

(Page 2 of 4)

Figure 409-2D

Method B, Beams Attached to Concrete Cap

SUGGESTED INTEGRAL ABUTMENT DETAILS

Steel Pipe Pile

Steel H-Pile or

6"

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Beam or Girder

601 602

601

Face

Front

Seat

Br.

2’-6" Lap Face

Front

Stirrup

602

Stirrup

601

Bolt

Anchor

6" 4" Min.

5"–

Bearing

Piles and

Cap,

Bent

Front Face

web)

#6 (thru beam

Anchor

beams)

# 6 (Lap w/ #6 thru

#6 (thru beams)

(between beams)

601 @ 1’-0" c/c.Lap 2’-10" Min.

601 601

CAP PLAN

FRONT ELEVATIONto clear beam)

leg must be cut short

602 (when front face

to clear beam)

leg must be cut short

602 (when front face

(Page 3 of 4)

Figure 409-2D

Method B, Beams Attached to Concrete Cap

SUGGESTED INTEGRAL ABUTMENT DETAILS

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Shim (when req’d.)

Br. seat

Width

Flange 4"

2"

2"

9" x 1"

6" x 1"

2"2"

S 3 x 7.5

SIDE VIEW

TOP / SIDE VIEW END VIEW

END VIEW

END VIEW

8

8

2"

4"

3"–

3" 3"

3"

1"

1"

4 1/2"

5

4 1/2"

S 3 x 7.5

match grade

Bevel to 6" x 1"

9" x 1"

6"

4"

8

1"–

1"–

2"

2"

4"

Studs

1/2" Ø End-Welded

4" Min.

or Anchor

Anchor Bolt

7/8" Ø x 1’-3"

or Anchor

Anchor Bolt

7/8" Ø x 1’-3"

Br. Seat

2"–

1’-0" x 1/2"

STEEL BEAM

CONCRETE BEAM CONCRETE BEAM

Concrete Beam

1 1/4" Ø Hole 9" x 1"

6" x 1"

With Anchor Bolt With Anchor

S 3 x 7.5

Bearing Assembly

Br. Seat

Bearing Assembly

Br. Seat

Br. Seat

(Page 4 of 4)

Figure 409-2D

Method B, Beams Attached to Concrete Cap

SUGGESTED INTEGRAL ABUTMENT DETAILS

BEARING ASSEMBLY BEARING ASSEMBLY

Stiffener

1/2" Anchorage

Beam

and Bearing

Beam

and Bearing

Pile

Girder

Steel Beam or

Concrete Beam

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Figure 409-2E

SPIRAL REINFORCEMENT

of spiral

1 1/2 extra turns

of spiral

1 1/2 extra turns

(Out-to-Out)

b

bpL = [(a / c + 2(1 1/2 turns)]

Total Length of Spiral Reinforcement=L

Bar Diameter=d

Pitch=c

Outside Diameter=b

Spiral Height=a

KEY:

a

Norm

al Pitch S

pacin

g

c / 2

cc

cc / 2

cc

cc

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1"

END VIEW

RoadwayRoadway

END VIEW

PLAN VIEWPLAN VIEW

Assembly (typ.)

Tooth-Plate-Anchor

Assembly (typ.)

Tooth-Plate-Anchor

3"

1"

(typ.)

Tooth Plate

(typ.)

Tooth Plate RCBA RCBA

INITIAL, CLOSED

INSTALLED TOOTH JOINT,

EXPANDED, OPEN

INSTALLED TOOTH JOINT,

Abutment

Tooth-Joint

Abutment

Tooth-Joint

4"

5"

5"

A

1/4

"

1"

A

rounded

corners

Edges and

(Page 1 of 4)

Figure 409-2F

TOOTH JOINT

Detail

See Tooth

Roadway

8"

1’-1"

(typ.)

5" x 4" Tooth

4"

9"

Roadway

3" Joint Expansion1" Initial Gap

Plate (typ.)

1/2" Steel

Roadway

RCBA

(typ.)

2"Ø Hole

(typ.)

5" x 5" Void

RCBA RCBA

TOOTH-JOINT COMPONENTS

PRE-INSTALLATION

TOOTH DETAIL

SECTION A-APLAN VIEW

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See Plate-Stud Detail

Assembly Detail

See Tooth-Plate-Anchor

END VIEW

Roadway

(typ.)

Tooth Plate

RCBA

Abutment

Tooth-Joint

1/2" x 4" Stud

1’-1"

2"

9"

Roadway RCBA

1/2 x 4 x 4

1/2" x 4" Stud

Fill and grind smooth

Tooth Plate

2" Ø Hole in

(typ.)

Tooth Plate, 1/2" Steel

1" Ø x 1/2" Steel Plug

1" Ø x 1/2" Steel Plug

Tooth Plate

1/2 x 4 x 4

1/2 x 4 x 4

7/16

(Page 2 of 4)

Figure 409-2F

TOOTH JOINT

1/2" x 4" Stud

4 1/2"

PLATE-STUD DETAIL

1/2" Steel

Tooth Plate,

1/2" Steel

Tooth Plate,

1/2 x 4 x 4

PLAN VIEW

SECTION B-B

B B

TOOTH-PLATE-ANCHOR ASSEMBLYARCHIVED

(Page 3 of 4)

Figure 409-2F

TOOTH JOINT

EXPLODED VIEW

TOOTH-PLATE-ANCHOR ASSEMBLY

EXPANDED POSITION

ASSEMBLED TOOTH JOINT

in concrete surface

Plate-Stud embedded

of embedded plates

align holes with centers

Tooth Plate placed to

7/16

grind smooth.

hole. Fill space and

center of tooth-plate

1" Ø steel plug placed in

Roadway

RCBA

Abutment

Tooth-Joint

RCBA

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SECTION A-A

2" cl.

1’-1"3’-0" 3’-0"

3" cl.

2" cl.

#5 (typ.)

7’-1"

6"

10"

3" cl.

(typ.)

1’-0"

#5 @ 6"

Class C concrete

491 @ 6"

1’-0"

491 x 3’-9"

(Page 4 of 4)

Figure 409-2F

TOOTH-JOINT ABUTMENT

FOOT OF ABUTMENT

QUANTITIES FOR ONE RUNNING

0.30 CFTConcrete, Class C

32.9 LBSReinforcing Bars

epoxy coated.

All reinforcing bars shall be NOTE:

ARCHIVED

abutment on MSE wall.

drain pipe are not required for

Coarse aggregate and 6" end-bent

NOTE:

Figure 409-2G

INTEGRAL ABUTMENT PLACED BEHIND MSE WALL

PLAN VIEW

MSE Wall

Styrofoam or Expanded Polystyrene

Reinforcement

Spiral

Abutment

Integral

MSE Wingwall

Abutment

Integral Expanded Styrene Limits of

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410-6.04(05) Limiting Eccentricity Due to Overturning [Rev. Oct. 2012]

Resistance to limiting eccentricity due to overturning is provided by the infill within the module.

In performing a sliding analysis, the following shall be considered.

1. Eccentricity shall be evaluated at the Strength Limit state.

2. The requirements of LRFD 10.6.3 and 11.11.4.4 will apply.

3. Calculation methods are similar to those for a cast-in-place concrete wall.

4. Load factors shall be as shown in LRFD Figure C11.5.6-2.

5. The location of the resultant of the reaction forces shall be within the middle two-thirds

of the base width.

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