abutment (seismic specifications)

8/14/2019 Abutment (seismic specifications)

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Lecture 17

Sub-structure:

Design of the Abutments


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A counter-fort retaining wall.


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The next step is to calculate the dead weight value w(x) from the superstructure and part of the sub-

structure. It can also include some live load if the bridge is in a heavily traveled urban area. From these

two values, vs and w(x), we can find the fundamental period T of the bridge and the seismic forcepe(x).


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e

P

Backfill

Girder

aa

Abutment

Approach slab

Normal pavement

Bridge slab

Wheel load


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3

1

12"

16'-6"

2'

1'-6"

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

Vert.

bars,

Vert.

bars,b

ackface

backface

#6@5

"

#6@10

"

Provide 3" clear to

all bars except 112 "clear to bars in

front face of stem

#4 @ 2'-0"

6" drains

@ 10'-0"

#6 @ 6" 2"x6" key

#6 @ 6"

#4 @ 12"

#4@ 9" front face

#4@18" back face


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Preparing the foundations of an abutment for a high-speed rail overpass (AVE, St, Sadurniu,Barcelona. The AVE is the high-speed rail connection between Paris-Barcelona).


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The almost finished abutment for a high-speed rail overpass (AVE, St, Sadurniu, Barcelona. The AVE is thehigh-speed rail connection between Paris-Barcelona).


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Abutments damaged by seismic forces


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San Fernando Earthquake, on February 9, 1971. Settlement of the abutment fill.


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Wing-wall damage at abutment

Interchange 210 Roxford

Street Undercrossing at Foothill

Boulevard.

Single-span, variable depth,

prestressed box girder, slightly

skewed and supported on pile

diaphragm abutments. The

structure was supported entirelyon fill. All eight wingwall-to-

diaphragm connections were

badly damaged.


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Failure in Shear of

Superstructure and End

Diaphragm at Soffit.

Balboa Boulevard Over-crossing

South Abutment

Seven-span, reinforced concrete box

girder with Class II piles and spreadfootings. Abutments were diaphragm

type.

The south abutment was in original

ground and soil supported, while thenorth abutment was upon fill and

supported on concrete piles.


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Abutment Fill Settlement


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Eureka Earthquake

November 8, 1980.

Epicenter 30 milesnorthwest of

Eureka, CA

Magnitude 6.6 to 7.1 on the

Richter Scale

Damage Collapse of

Fields Landing

Overheadlocated on

Highway 101


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Aerial View of Fields Landing showing Collapse of Two Spans. Failure caused by earthquake factors which

can be attributed to the failure caused by severe skew, rocker bearings at the abutments, hinges at each bent,narrow hinge seats, simply-supported median slab between tan not connected to left and right bridge.


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Abutment 1.

All of the pedestals wereseverely shattered, and most

of the steel bearings were

ripped from their

anchorages.


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Steel rocker bearings were torn out of their anchors.


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Damage to abutment and to the wingwall.


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Route 14/5 Separation & OverheadRoute 14/5 Separation & Overhead Collapsed Spans at South AbutmentCollapsed Spans at South Abutment


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Higashi-Kobe Bridge Vertical Movement of 0.5 Meter at the Top Roadway.


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Failure of Reinforcing Concrete Pier Wall


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Hanshin Expressway Failure of single-column bents

abutment (seismic specifications)

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