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7/28/2019 Youd Presentation

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CRRplotfrom

Youdetal(2001)

usedtoevaluate

CRRfromSPT

measuremets

BothCetinand

Seed(2004)and

Idrissand

Boulanger(2008)

madesignificant

modificationsto

thischart andalso

tothetermrdintheCSRequation

BridgesitesinArkansasforwhichcomparisonsweremade

betweenproceduresof(1)IdrissandBoulanger;(2)Cetin,Seedet

al;and(3)Youdetal. Site1isusedforcomparisonsinthis

presentation (CoxandGriffiths2011)

Comparisonsbetweenprocedures

8

Comparisonofthefactorofsafety(FS)against

liquefactionatSiteNo.1forthreeprocedures;

MW =7.6,pga =0.82g(CoxandGriffiths2011)

clay

sand

Arkansas Site1 Fordepthslessthan70ft,

meanofcalculatedFS

calculatedatanydepthare

generallywithin+/10%of

themeanofindividual

values,withIdrissand

BoulangerFSgenerally

highestandCetin,Seedet

alFSgenerallylowest

9

densesand

DepthtowhichCRRis

constrainedbyempirical

data

FS>2plottedas2

Watertable

Comparisonoffactorofsafety(FS)againstliquefactionfor

Sapanca Hotelsite,MW =7.0,pga=0.40bythree

procedures(Shawn

Griffiths,

University

of

Arkansas)

Sapanca Hotelsite,Turkey(1999eq)

MeanofcalculatedFS

within+/ 30%of

individualvalueswith

IdrissandBoulanger

FSgenerallyhighest

andCetin,Seedetal

FSgenerallylowest

10

Question2.Willliquefactionleadto

detrimentalgrounddeformation,ground

displacement,orgroundfailure?

Typesofliquefactioninducedgroundfailure

Flowfailure

Lateralsspread

Groundoscillation

Lossofbearingstrength

Groundsettlement

Before

earthquake

After

earthquake

Liquefiablesoil


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Flowfailure,HalfMoonBay,Calif.,1906SanFranciscoEarthquake

Beforeearthquake

Afterearthquake

AerialViewofSanFernandoValleyJuvenileHallLateralSpread

areaafter1971SanFernando,Californiaearthquake;ground

slopeacross

lateral

spread

zone

about

1%

caption

Fissures

and

ground

displacements

(up

to

2

m)

generated

byJuvenileHallLateralSpread

SanFernandoValleyJuvenileHallDamagedbyLateralSpread

During1971SanFernando,Calif.Earthquake caption

Groundbeneathstandingpartofbuildingmoved1mtoward

camerarelativetostablegroundbeyondleftendofbuilding


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Interiorviewofbuilding

pulledapartbylateral

spread,

SanFernando

ValleyJuvenileHall

DiagrammaticviewofbuildingdamagecausedbySanFernando

ValleyJuvenileHalllateralspread

Wallaround

San

Fernando

Valley

Juvenile

Hall

pulled

apart

by

lateralspreadduring1971earthquake;about50juveniles

escapedthroughholeshortlyafterearthquakecaption

Cratersand

flooding

due

to

gas

and

water

pipeline

breaks,

San

FernandoJuvenileHalllateralspread

MeasuredlateralspreaddisplacementaroundNBuilding

followingthe1964Niigata,Japanearthquake caption

1985photooffracturedpilesbeneathNBuildingcausedby

lateral spreadduring1964Niigata,Japanearthquake


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Diagrams of (a) post

earthquake pile

configuration at N-building site and (b) plot

of standard penetration

resistance, N, versus

depth

watertable

Soiltoodensefor

lateralspreadto

occur

Liquefiable

soil

Tall building supported onpiles pulled apart atfoundation level by lateralspread toward nearbyisland edge; building islocated on,Rokko Island;

damage occurred during1995 Kobe, Japanearthquake (photo by LesHarder)

CaptionVectors of Lateral Spread Displacement, 1964 Niigata, Japan Earthquake caption

Bandai bridge pier displaced toward Shinano River during 1964Niigata, Japan earthquake (M = 7.5); bridge deck acted as buttress

causing the bridge pier to tilt away from the river rather than toward it

RioBananitio railway

bridgethattipped

downstreamduring

the1991Limon

Province,CostaRica

earthquake(M

=7.6)

Lateralspreadtiltedthecaissontowardriverwithcapitalblockslidingoff,

allowingbridgetrusstotip;notethatinthisinstancethetrussdidrestrain

thetopsofthecaissonsallowingthemtotipfreelytowardtheriver


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Beforeearthquake

Afterearthquake

captionPavementandcurb

damagecausedby

groundoscillation

during1989

LomaPrieta,

Californiaearthquake

Before

earthquake

After

earthquake

Apartmentbuildingsthatsettledandtippedduring1964Niigata,Japanearthquake

GroundSettlement

0.75mofdifferentialgroundsettlementbetweentopofpilecap

andsurroundinggroundduetoliquefactionandcompactionof

12moflooseartificialfillduring1995Kobe,Japanearthquake

(M=7.6)

PredictionofLateralSpreadDisplacement

EmpiricalMLREquations

Youd,HansonandBartlett,2002

Widelyusedforpredictionoflateralspreaddisplacement

BasedoncasehistorydatafromseveralU.S.andJapaneseearthquakes

Datacompliedfromabout500lateralspreadlocations

Equationsregressedusingmultiplelinearregression(MLR)procedure


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Equations

T.L.Youd,C.M.HansenandS.F.Bartlett

FreeFace

Conditions

LogDH= 16.713+1.532M 1.406logR* 0.012R+0.540logT15 +0.592logW

+3.413log(100 F15) 0.795log(D5015 +0.1mm)

GroundSlopeConditionsLogDH= 16.213+1.532M 1.406logR* 0.012R+0.540logT15+0.338logS

+3.413log(100 F15) 0.795log(D5015 +0.1mm)

Where:

R*=R+Ro and Ro=10(0.89M 5.64)

Casehistorydatacompiledfo MLRanalysis:

Seismicparameters:

M =Momentmagnitude

R=Horizontaldistancefromsitetoseismicenergysource,inkm

(sameparameters usedgroundmotionattenuationcorrelations)

Topographicparameters

W=Freefaceratio,inpercent

or

S=Groundslope,inpercent

Geotechnicalparameters

T15 =Thicknessoflayerwith(N1)60


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Locationmap(courtesyofGoogleEarth2011)withlocationsofdamagedbridges

analyzedbyKevinFranke (BYUPhDdissertation)andbridgesdiscussedherein

Highway bridge over Rio Cuba compressed by lateral spread of

floodplain toward river channel

Rotatedeasternabutment

ViewofEasternabutmentandbridgegirders Eastern abutment bridge over Rio Cuba

DisplacedandRotated

abutmentPushedabutment contactedgirder,preventing

furtherdisplacementoftopofabutment

Sheared bridge seating due to compression of ground between abutments

Eastabutment

BridgePlan,RioCubacrossing

Lateral

spread

displacement


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AccordingtobridgeplansprovidedbytheCostaRicanMinistryof

Transportation,bridgeisfoundedonaseriesof14inchsquarereinforced

concrete

piles.

The

abutments

are

supported

by

two

rows

of

piles

(8

piles

infrontrow,7pilesinsecondrow)thatareapproximately14meterslong

andspacedat4.1diametersinthetransverse directionand2.5diameters

inthelongitudinaldirection.Thedimensionsofthepilecapateach

abutmentis10.36meters(transverse)x1.90meters(longitudinal)x2.60

meters(vertical). (KevinFranke,PhDdissertation,BYU)

FoundationDescription

LogofBoringP1atRio

CubaBridge,drilled

April 2010(courtesy of

KevinFranke)

Liquefiablelayer,2.5mthick(T15)

SoildataandliquefactionFS

calculationforBoreholeP1,Rio

CubaBridge(courtesyKevin

Franke)

2.5m

CrosssectionEastabutmentareaRioCubabridge

=FSagainstrotationalslide

LateralSpreadDisplacementCalculationRioCubaBridge

Project:

Borehole: H (m) L (m)

Date: 11/1/2011 10 60

W (%)= 1 6.66 66 66 7

HorizontalDisplacement Calculation

Does the site conta ina free face (f)ora ground slope (g)? f

Mw R (km) W (%) T15 (m) F15 (%) D 5015 (mm)

7.6 41 12 2.5 12 1.1 R 0 R*

D is pl ac ement: 0 .2 7 m 13.30 54.30

Initials Date

Completed By: TLY

Checked By:

Revised MLR Equations for Prediction of Lateral Spread DisplacementT.L. Youd, C.M. Hansen, and S.F. Bartlett

R* Calculation

W Calculation**Rio Cuba

P1

Ground Slope Equation:Log Dh = -16.213 + 1.532 M - 1.406 Log R* -0.012 R + 0.338 Log S + 0.540 Log T 15 + 3.413 Log (100 -F15)- 0.795 Log (D5015 + 0.1 mm)

Free Face Equation:

Log Dh = -16.713 + 1.532 M -1.406 Log R* -0.012 R + 0.592 Log W+ 0.540 Log T15 + 3.413 Log (100 -F 15)- 0.795 Log (D5015 + 0.1 mm)

Dh = HorizontalDisplacement, (meters)

M= Moment Magnitude of Earthquake, MwR = Horizontal Distance to Nearest Seismic Energy Source orFault Rupture, (kilometers)

R* = R + R0R0 = 10

(0.89 M -5.64)

W= (H/L)*100 = Free Face Ratio, (percent)

H = Height of the Free Face, (meters)L = Length to the Free Face f romthe Point of Displacement (meters)

S = Ground Slope, (percent)

T15 = Thickness of Saturated CohesionlessSoils with (N1)60


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Deterministically

computedpile

response

for

east

abutment,Rio

CubaBridge

(courtesyKevin

Franke)

Pinnedby

bridge

girder

CollapsedRioEstrella Bridge

Westerntruss

Collapsed Estrella bridge with improvised temporary ramp

Westerntruss

Easterntruss

Central pier of collapsed Rio Estrella highway bridge

Shattered and spread highway

embankment approaching

eastern end of Rio Estrella

bridge

Easterntruss

Cracked and settled highway embankment at eastern abutment of

collapsed Rio Estrella highway bridge (University of Costa Rica photo)


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Eastern abutment of Rio Estrella highway bridge

1991 Limon Costa Rica: Plans for highway bridge over Rio Estrella

Eastern abutmentWestern abutment

Note:liquefactionandlateralspreaddidnotgeneratesignificantdisplacementof

bridgepiersorabutments atRioEstrella bridge

WEST

WEST

WEST&EAST

EAST

Theeasternbentisfoundedontwo3.94meterx4.94

meterpilecaps.Eachpilecapissupportedbytwenty

12BP53steelpiles(fourrowsoffivepiles)thatare20

metersinlengthandspacedat1meterintervalsinboth

thetransverseandlongitudinaldirections.Theeastern

abutmentofthebridgewasdesignedtobeconverted

intoabentintheeventofabridgeexpansion.The

abutmentisfoundedontwo3.96meterx5.96meterpile

caps.Eachofthesepilecapsissupportedby2412BP53

steelpiles(fourrowsofsixpiles)thatare20metersin

lengthandspacedat1meterintervalsinboththe

transverseandlongitudinaldirections.Finally,thefront

rowofpilesateachabutmentandbentarebatteredat

approximately5V:1H.(Franke, BYUPhDdissertation)

FoundationDataforEasternBentandAbutment

BridgeEastern

abutment

BoreholeLogs,RioEstraela Bridge

Liquefiable

sediment


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BoreholeP1

4.0m

Project:

Borehole: H (m) L (m)

Date: 11/1/2011 10 60

W (% )= 1 6.66 66 66 7

HorizontalDisplacementCalculation

Does thes itecontaina freeface (f)ora ground s lope (g)? f

Mw R (km) W (%) T15 (m) F15 (%) D 5015 (mm)

7.6 21 20 4.0 3 3 R 0 R*

D is pl ac e me nt : 1 .0 1 m 13.30 34.30

Initials Date

CompletedBy: TLY

Checked By:

Revised MLR Equations for Prediction of Lateral Spread DisplacementT.L.Youd,C.M. Hansen, and S.F. Bartlett

R* Calculation

W Calculation**Rio Estrella

P1

Ground SlopeEquation:LogDh = -16.213+ 1.532 M - 1.406Log R* -0.012 R + 0.338 Log S + 0.540 Log T15 + 3.413 Log (100 -F15)- 0.795 Log(D5015 + 0.1mm)

Free Face Equation:

LogDh = -16.713+ 1.532 M -1.406Log R* -0.012 R +0.592 Log W+ 0.540 LogT 15 + 3.413 Log(100 -F15)- 0.795 Log (D5015 +0.1mm)

Dh = HorizontalDisplacement, (meters)

M =Moment Magnitude of Earthquake,MwR =HorizontalDistance to Nearest SeismicEnergy Source or Fault Rupture, (kilometers)

R* = R + R0R0 = 10

(0.89 M -5.64)

W =(H/L)*100 = Free Face Ratio, (percent)

H =Height of the Free Face, (meters)L =Length to the Free Face fromthePoint of Displacement (meters)

S =Ground Slope, (percent)T15 = Thickness of Saturated Cohesionless Soils with(N1)60


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AvoidtheHazard

Valdez,

Alaska,

1964AlaskaEarthquake

73

Mw=9.2

Valdezanddocksbeforeearthquake Afterearthquake

Valdezdocksweredestroyedbyflowslidesandcommunitywaspulled

apartbylateralspreadduring1964GreatAlaskaearthquake,Mw=9.2

74

Toavoid

liquefaction

hazard,Valdezwas

rebuiltonanon

liquefiablesiteLiquefiable

glacialoutwash

deposit

(undeveloped)

OilterminalforTrans

AlaskaPipeline

OldValdez

(abandoned)

75

3km

Diagramsshowing

depths

and

locations

of

liquefiable

layers

beneath

highwayI15,SaltLakeCity,Utah,interpretedfromCPTdata

Loganalyzedinnextslide

AcceptTheHazardFS


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Ground fissures caused by lateral spread during 1995 Kobe, Japan

earthquake; fissures continue beneath houses but caused no damage79

Foundation under construction

at time of 1995 Kobe, Japan

earthquake; note foundation

walls and grade beams are well

reinforced creating a strong

diaphragm. Strengthened

foundations can withstand

differential ground

displacement without fracture

80

Cross section showing

pile configuration for a

building on Rokko Island

shaken by 1995 Kobe,

Japan Earthquake;

liquefaction and ground

settlement (up to 0.75 m)

occurred without causing

detectable structural

damage to buildings

Pile foundations are an

effective structural

mitigation measure for at

sites with tolerable lateral

ground displacement

Liquefiable

loosefill

81

As noted previously, liquefaction and lateral spread beneath Rio

Estrella highway bridge did not generate significant displacement ofabutments and piers founded on sufficiently strong 12BP53steelpiles

StabilizetheGround

Manyproceduresmaybeappliedtocompact,drainorcementliquefiable

soilstoincreasestrengthanddecreasedeformationpotential

Bottomfedstonecolumns,asshownabove,isacommonlyapplied

procedureinUSAandothercountriesforstabilizingliquefiablesoils

83

Compactsoilwithstonecolumns

orothervibrocompaction

techniques


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Constructionoftopfed

stonecolumn

caption

Los Angeles County decided to rebuild the San Fernando Valley

Juvenile Hall on existing site, but with soils stabilized by excavation

and replacement or by soil grouting 86

Exampleofexcavationsoilreplacementandsoilgrouting

Trench

cut

through

Juvenile

Hall

site

to

investigate

existence

of

an

active

fault;

trenchwasbackfilledwithcompactedsoiltoformabuttressagainstpossible

lateralspreaddisplacementduringfutureearthquakes 87

DiagrammaticcrosssectionshowinggroundstabilizationthatoccurredatSan

FernandoValleyJuvenileHallsitepriortoreconstructingfacility

88

Rebuilt San Fernando

Valley Juvenile Hall was

not damaged during

1994 Northridge

earthquake. The 1994

earthquake shook thesite as strongly as the

1971 San Fernando

earthquake, but without

generating destructive

lateral ground

displacements.

89

Rebuilt San Fernando

Valley Juvenile Hall after

the 1994 Northridge

earthquake. Note open

minor fissure along buildingwall indicating minor lateral

spread was generated in

unmodified ground during

1994 earthquake.


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SoilDrainsSummary:

1.Liquefactionmaycauseanyofthefollowingtypesofgroundfailure:

Flowfailure

LateralSpread

GroundOscillation

Lossof

bearing

strength

GroundSettlement

2.Amountofpotentialliquefactioninducedgrounddeformationsor

displacementsassociatedshouldbedetermined. Ifamountofground

displacementistolerabletothestructure,mitigationisnotrequired.

3.Thefollowingmitigationmeasuresmaybeapplied:

Avoidthehazard

Acceptthehazard

Strengthenthestructure

Stabilizetheground

92

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