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Seismic Lessons Learned

W. Phillip Yen, Ph.D., P.E.Seismic Research Program Manager

Office of Infrastructure R&D, FHWAWen-huei.Yen@fhwa.dot.gov

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Outline San Fernando, CA 1971

Loma Prieta CA 1989

Northridge, CA, 1994 Kobe Ja an 1995

Kocaeli & Duzce, Turkey, 1999

Chi-Chi, Taiwan, 1999 Nisqually (Olympia), WA, 2001

Niigata, Japan, 2007

Pisco, Peru, 2007

Concluding Remarks

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SAN FERNANDO, CA 1971

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SAN FERNANDO

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SAN FERNANDO

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LESSONS LEARNED

1971 SAN FERNANDO, CA

Increase Seat Width

Provide Continuity at Bearings and Joints

Design Columns for Shear and Moment

Develop Column to Footing/Cap Anchorage

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LOMA PRIETA, 1989

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LOMA PRIETA

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LOMA PRIETA

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LOMA PRIETA

THE GEOTECHNICAL E.Q.

Distribution of damageindicated close correlation betweenlocal soil condition and severity of

resultant damage.

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LESSONS LEARNED

1989 LOMA PRIETA

Simple retrofit helps

Evaluate Soil/Foundation Stability

Account for Forces/Displacements

Evaluate Existing Inventory

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NORTHRIDGE,1994

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NORTHRIDGE

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NORTHRIDGE

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NORTHRIDGE

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NORTHRIDGE

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NORTHRIDGE

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LESSONS LEARNED

EARTH UAKE DISASTERS

Com lex Geometr Redistributes Forces

1994 NORTHRIDGE

- Skew- Varied Column Hei hts

Accommodate Shear & Flexure

Post 89 Desi ns Reduced Dama e

Retrofit Improves Resistance

- Joint Restrainers

- Column Jacketing

Pre aredness Facilitates Recover

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KOBE, Japan 1995

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KOBE

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KOBE

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LESSONS LEARNED

1995 HANSHIN AWAJI (KOBE)

Fuses

- Isolation

-

- Displacement Control

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LESSONS LEARNED

EARTHQUAKE DISASTERS

Accommodate Forces & Displacements

Consider Near Field Effects

Identif Li uefaction Potential Retrofit Improves Performance

Current Designs Improve Resistance

repare ness ac tates ecovery

Nothing is Earthquake Proof

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The 1999 Turkish Earthquakes:

Post Earthquake Investigation ofStructures on TEM

Hamid Ghasemi, PH.D.

Philip Yen, PH.D., P.E.ames . ooper, . .

Federal Highway dministration

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Nov. 12, 1999

Duzce EQMw = 7.2

T = 30 sec.

> 1000 Casualties(0.25g

. ,Kocaeli EQ

Mw = 7.4

T = 45 sec.

17000 Casualties

Duzc

e

MARMARA

SEA (0.41g)(0.23g)

)

(0.32g) (0.5

g).

g)

NAF

TURKE

Epicenters and PGAsEpicenters and PGAs

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rifiye Overpassrifiye Overpass45 km east of the e icenter Constructed in 1988AASHTO (1975) coefficient method

4 Spans (26 m) 12.5 m wide

5-Simply supported precast,

pre-stressed concrete u-beams Continuous deck cast in site

Elastomeric laminated bearings

Wa type piers & pi e oun ations Shear keys only at abutmentsRightRight--Lateral Offset = 1.5 mLateral Offset = 1.5 m

Surface Fault TraceSurface Fault Trace

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Surface Fault TraceSurface Fault Trace

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Shear-key Failure

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T ical Under asses Observed Damage

Settlement

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General View of the Viaduct #1General View of the Viaduct #1

-- Total Length = 2.3 kmTotal Length = 2.3 km-- Number of Spans = 59Number of Spans = 59

-- Each Span = 40 mEach Span = 40 m

-- ==

ContinuousContinuous

over 10 spansover 10 spans

..

-- Max. Pier Height = 49 mMax. Pier Height = 49 m

-- Superstructure = 7 PS Box GirderSuperstructure = 7 PS Box Girder-- Soil Type = Type IISoil Type = Type II

-- = . g= . g

-- It was 95% completedIt was 95% completed

at the time of earthquakeat the time of earthquake

-- Pile ca is 3Pi le ca is 3--m thick, restin on 12m thick, restin on 12D=1.8 m CIDH piles up to 37 m in alluvD=1.8 m CIDH piles up to 37 m in alluv

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Surface Fault Rupture at Viaduct 1urface Fault Rupture at Viaduct 1

KOERIKOERI

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Surface Fault Rupture at Viaduct 1urface Fault Rupture at Viaduct 1

~~ ~~

Pier 45 Pier 46 Pier 47

#45#45~~~~

* Resurveyto determine relative pier movement.

Check for pile/foundation damage

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Excessive Movement in Longitudinal Directionxcessive Movement in Longitudinal Direction

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EDU FailureEDU Failure

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Expansion JointExpansion Joint

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Lessons Learned fromTurkey EQ.EQ Fault crossings difficult to identify

If possible avoid construction near known faults

Provide sufficient displacement capacity for short span

bridges constructed near known faults

Larger seat width -- very sound investment

Proper construction and detailing of critical elements

Proper selection, design, and detailing of EDU

Design & construction Q-C imperative

Awareness / information dissemination

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Taiwan Chi-Chi EQ. 1999: First EQ.

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Chi-Chi

Earthquake,, ,

2007

Magnitude =

7.3

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Reverse Fault

1. DIP-SLIP FAULTS b) Reverse Faultthrust fault reverse slip fault or compressional fault

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a) Normal Fault normal-slip fault, tensional fault or gravity faultthrust fault, reverse-slip fault or compressional fault

]

Fault Motion2. STRIKE-SLIP FAULTtranscurrent fault, lateral fault, tear fault or wrench faul]

3. OBLIQUE-SLIP FAULT

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Design Codes for Taiwanese

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Design Codes for Taiwanese

w yVaries Bridges Based on Ja anese

1960

Design Spec. Bridge Design Codes

Standard Based on 1953

1960pec cat on or

Highway Bridges

of Taiwan

AASHTO Standard

Specification

Based on 19771987

2nd

edition

Bridge Design

Codes

AASHTO

Specification

1995Current Bridge

Design Codes

ase on

AASHTO

Specifications

Neu Tso Pu Creek Bridge:

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Neu-Tso-Pu Creek Bridge:

e emen n ransverse rec ons

Substructure Damage -

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Substructure Damage -

u

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Bearin Failure

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- , - ,

Taiwan, September 1999

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I-Jian Brid e

,

24 spans @ 11m au t upture up te . to m un er t e

North Abutment

12 spans collapsed

Overhan Su erstructures???

I Jiang Bridge

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I-Jiang Bridge

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B i F B id

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Bei-Fun Brid e

,

Spans Collapsed au t upture ear y an utment

New Water Fall

Bei Fung Bridge Fault Rupture 5 6M

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Bei-Fung Bridge -Fault Rupture 5-6M

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Mao Luo Shi Brid e

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Mao-Luo-Shi Brid e

C-bents Type Connection (Eccentrically) or zonta urve

Pier Top Concrete Spalling and ShearCracks

Su erstructure Settled

Mao Lo Shi Brid e

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Mao-Lo-Shi Brid e

Mau Lo Shi Brid e

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Mau-Lo-Shi Brid e

Mau Lo Shi Brid e

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Mau-Lo-Shi Brid e

Vertical/Horizontal

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Ton Tou Brid e

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Ton -Tou Brid e

Spans Collapse au t upture

Abutments moved Liquefaction under abutment foundations

and a roaches

Piers Fractured

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Failure of shear-critical columns in Tong-tou bridge, Chi-chi Earthquake,

Taiwan, September 1999

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Shear failure in pier of Wu-shi bridge, Chi-chi Earthquake,

Taiwan, September 1999

Lessons Learned

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Lessons Learned Fault rupture

-

Ground failures precipitate structurala ure

Abutment back-walls and back -fills are

essential for continuous bridges

Shear failures must be avoided in piers

Shear keys are required to prevent

Issues

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Issues

Near Fault Effects ear ng es gn

Restoration Retrofitting

How to construct (or reconstruct) a bridge

Other Infrastructure

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Buildings ar or

Liquefaction Huge Land Slides

Shi-Gan Dam- Fault Ru ture

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Shi Gan Dam Fault Ru ture

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Kun -Fu Elementar School

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Kun Fu Elementar School

Kun -Fu Elementar School

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Kun Fu Elementar School

Hu e Landslide

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Hu e Landslide

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Challen e

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ow wou you construct a r ge across

a known fault?

Nisqually (Olympia)

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u . .

Wednesday, February 28, 2001 p center: m es nort east o ymp a

Hypocenter: 30 miles

Magnitude: 6.8

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Fourth Avenue Bridge, Olympia

Shear Cracks in Column

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agno a r ge, ea e

Damaged Concrete T-Brace

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Holgate Bridge - Column Failure

Fourth Avenue Ramp to I-90, Seattle

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Damaged Bearing

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Capitol Blvd. U-Xing - damaged

end diaphragm and laterals

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Alaskan Way Viaduct

Temporary Shoring at

Damaged Knee Joint

Niigata Earthquake, Japan

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Date: July 16th, 2007.

e ypocen er ep

is approximately 17 km.The ma nitude of this

earthquake was 6.8,

11 people were killed

injured.

2000 houses were

comp e e y co apse or

partially collapsed.

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Pisco Peru Earth uake 2007

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Embankment and roadway failure at Pan American Highway km 190. The picture was taken

facing north. Note the Pacific Ocean in the top left of the photo. The damage was caused

by liquefaction of the wet coastal si lty soils that led to lateral spreading and subsequent

.

G d i f t t t d t h fl t d ff th i id

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Ground waves moving from west to east appeared to have reflected off the more rigidmaterial on the right.

Paved shoulder on the east side of the Pan American Highway was shoved up

against the ridge in the background when liquefied coastal soils sloshed laterally.

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Pavement damage from liquefaction

Pan American Highway km 220 near San Clemente, Peru

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Severe cracking of Pier 2 (from South end) necessitates

extensive repair but the horizontal shear blocks managed to

retrain lateral movement of the superstructure

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retrain lateral movement of the superstructure.

u p e azar ssue: uac nga r ge on e a m . s s ee

truss bridge has suffered severe damage to the bottom chord from debris

impact. There is a large granite boulder jammed between the two

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from this earthquake.

Multiple hazard Issue: Huachinga Bridge on Rte 110 at km 39. This steel truss bridge has

suffered severe damage to the bottom chord from debris impact. There is a large granite

boulder jammed between the two channels of the bottom chord that has fallen from the

.

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SUMMARY

LESSONS LEARNED

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LESSONS LEARNED

EARTHQUAKE DISASTERS

Newer Designs Improve Performance

Retrofit Helpsbut..

U.S. Seismicity Not Well Understood