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DESIGN AND CONSTRUCTION OF THE RIONDESIGN AND CONSTRUCTION OF THE RION
ANTIRION BRIDGE FOUNDATIONSANTIRION BRIDGE FOUNDATIONS
Alain PECKER
TechnischeTechnischeUniversitUniversitttHamburgHamburg--HarburgHarburg,, January 29, 2008January 29, 2008
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Finance
Design
Build
Own
Operate
Transfer
Continental Greece
Peloponese
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KEY DATESKEY DATES
LaunchLaunch of tender :of tender : 19921992
ContractContract awardaward:: DecemberDecember19971997
StartStart of construction :of construction : 19991999
Opening to trafficOpening to traffic :: AugustAugust 20042004
TotalTotal costcost :: 770 Mi Euros (630 construction)770 Mi Euros (630 construction)
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OUTLINE OF PRESENTATIONOUTLINE OF PRESENTATION
Overview of projectOverview of project
Geotechnical and environmental conditionsGeotechnical and environmental conditions
Description ofDescription of foundationfoundation systemsystem
Design strategyDesign strategy
Construction methodsConstruction methods
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Gulf of Corinth
RIONRION
ANTIRIONANTIRION
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RION ANTIRION
286 560
2252
560 560 286
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65 m90
m
230 m
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GEOTECHNICAL CONDITIONSGEOTECHNICAL CONDITIONS
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65 m.
RION ANTIRION
SAND AND GRAVEL
CLAYSILT
WEAK ALLUVIUMS :
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0
20
40
60
80
100
0 100 200 300 400 500
Undrained shear strength (kN/m2
)
Dep
thbelowgroundsu
rface
0 100 200 300 400 500 600
Shear wave velocity (m/s)
SOIL CHARACTERISTICSSOIL CHARACTERISTICS
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ENVIRONMENTAL CONDITIONSENVIRONMENTAL CONDITIONS
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UnacceptableUnacceptable
performanceperformanceBasicobjective
Essential/Hazardousobjective
Safety
Criticalobjective
FrequentFrequent
OccasionalOccasional
RareRare
VeryVery RareRareEarthquaked
esign
Earthquaked
esignlevel
level
Earthquake performanceEarthquake performance levellevel
FullyFully
operationaloperationalOperationalOperational LifeLife
safesafe
NearNear
collapsecollapse
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DESIGN SPECTRUMDESIGN SPECTRUM
SeaSeabedbedlevellevel
0.0
0.5
1.0
1.5
0.0 1.0 2.0 3.0 4.0 5.0
Period (s)
Spectralaccele
ration
(g) Damping 5 %
M = 7.0
Return period 2000 y
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TECTONIC MOVEMENTS
PLAN : HORIZONTAL OPENING : 2 m
ELEVATION :VERTICAL SLIP : 2 m
PIER BASE
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180 000 t
RION ANTIRION
SHIP IMPACT :
16 knots
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CONTROLCONTROLLLING FACTORSING FACTORS
No rock formation at less than 500 mNo rock formation at less than 500 m Large water depth : 65 mLarge water depth : 65 m
PerformancePerformance objectives (2000objectives (2000 yearyearreturnreturnperiodperiod))::
Damages acceptable but bridgeDamages acceptable but bridge repairablerepairable,, andandrere--usableusable
horizontal sliding acceptable ; tilt prohibited (
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FOFOUNUNDATIONS ?DATIONS ?
PILESPILES
EMBEDDED CAISSONSEMBEDDED CAISSONS
SOIL SUBSTITUTIONSOIL SUBSTITUTION
SHALLOW FOUNDATIONSHALLOW FOUNDATION
Soil reinforcement with stiff inclusionsSoil reinforcement with stiff inclusions
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SOIL REINFORCEMENTSOIL REINFORCEMENT
Driven steel pipesDriven steel pipes
Diameter 2 m, Thickness 20 mmDiameter 2 m, Thickness 20 mm
Length 25 m to 30 mLength 25 m to 30 m
Spacing 7 m x 7 mSpacing 7 m x 7 m
Gravel layer : 3m thickGravel layer : 3m thick
202000 INCLUSIONS UNDER EACH FOUNDATIONUNDER EACH FOUNDATION
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FOUNDATION LAYOUT
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ROLE OFROLE OF INCLUSIONSINCLUSIONS
+ GRAVEL LAYER+ GRAVEL LAYER
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1 1 n 1 + 1
1nn ++=
N Brittle links + Ductile link = Ductile chain
PPPP
1
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CAPACITY DESIGN PHILOSOPHYCAPACITY DESIGN PHILOSOPHY
Plastic hinge = Gravel bedPlastic hinge = Gravel bed FuseFuse
OverstrengthOverstrength = Reinforced soil= Reinforced soil
COMBINED EFFECT PROVIDESCOMBINED EFFECT PROVIDES
Bounds for forces in the superstructureBounds for forces in the superstructure
Control of failure modeControl of failure mode(horizontal sliding)(horizontal sliding)
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Facing a new design situationFacing a new design situation
Keep things as simple as possibleKeep things as simple as possible ThreeThree stepsstepsprocessprocess
CConceptualonceptual designdesign : New: New toolstools ((YieldYieldDesignDesign TheoryTheory))
AmAmenable to parametric studiesenable to parametric studies
Validation :Validation : PhysicalPhysical modelingmodeling (centrifuge)(centrifuge)
FFinalinal designdesign : non: non linearlinearfinite element modelsfinite element modelsdynamicdynamic macromacro elementelement
Structural analysesStructural analyses
DESIGN STRATEGYDESIGN STRATEGY
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SEISMIC CAPACITYSEISMIC CAPACITY
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BEARING CAPACITY
underCOMBINED LOADS
xF
Q N
T
B
O
N
T
CBNN
CBTT
CBMM
/
/
/ 2
=
=
=
Yield design theory
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200 400 600 800 1000
Horizontal shear force at foundation level (MN)
0
5000
10000
15000
20000
25000
30000
35000
0
Overturningmoment(MNm)
BOUNDINGBOUNDING
SURFACESURFACE
WITHOUT
inclusions
WITH
inclusions
WITH
Gravel layer
WITHOUT
Gravel
layer
NN= 8= 8660 MN0 MN --LL = 25 m= 25 m --SS= 7 m= 7 m
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0
10000
20000
30000
0 200 400 600 800
Horizontal shear force (MN)
Overt
urningmo
ment(MN
-m)
9m x 9m
7m x 7m
INCLUSIONSINCLUSIONS
SPACINGSPACING
M=V.hM=V.h
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EXPERIMENTAL VALIDATIONEXPERIMENTAL VALIDATION
Centrifuge testsCentrifuge tests
Ultimate failure loadsUltimate failure loads Monotonic testsMonotonic tests
Push over testPush over test
Cyclic behaviorCyclic behavior Cyclic testsCyclic tests
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0
200
400
600
800
1000
1200
0 10 20 30 40 50 60 70 80
Horizontal shear force at foundation level (MN)
Ove
rturningmoment
(MN-m)
CYCLIC TEST # 2CYCLIC TEST # 2
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MONOTONIC FAILURE LOADMONOTONIC FAILURE LOAD
0
20
40
60
80
100
120
0 50 100
Measured failure load (MN)
Com
putedfailureload(MN)
CYCLIC LOADCYCLIC LOAD
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CYCLIC LOADCYCLIC LOAD
75% Failure load75% Failure load
-50
-30
-10
10
30
50
-0.50 -0.30 -0.10 0.10 0.30 0.50
Horizontal displacement (m)
Horizonta
lforce(M
N)
1
1010
1
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0
5000
10000
15000
20000
25000
30000
35000
0 100 200 300 400 500 600 700
Horizontal shear force (MN)
Overturningm
oment(M
N-m)
FINITE ELEMENT ANALYSISFINITE ELEMENT ANALYSIS
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GRAVEL BED DESIGNGRAVEL BED DESIGN
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SEISMIC DEMANDSEISMIC DEMAND
SOIL STRUCTURE INTERACTIONSOIL STRUCTURE INTERACTION
DYNAMIC MACRO ELEMENT
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V
MH
NEAR FIELD
FAR FIELD
K C
M
Nonlinearities :
geometrical (interface behaviour) :
Uplift model
material (elasto-plastic soil behaviour) :
Plasticity model
Wave propagation :
dissipation of radiation energy
Dynamic elastic impedances
DYNAMIC MACRO ELEMENT
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RHEOLOGICAL MODELRHEOLOGICAL MODEL
1 2 3
1 2 3 4
0
C0
NEAR FIELDFAR FIELD
FOU
NDATION
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SOIL STRUCTURE INTERACTIONSOIL STRUCTURE INTERACTION
-500
-250
0
250
500
0 10 20 30 40 50
Simplified model
Finite element model
Time (s)Time (s)
Horizontal
Hor
izontalsh
ear
sh
earforce
(MN)
force
(MN)
PIER OFFSET DURING EARTHQUAKEPIER OFFSET DURING EARTHQUAKE
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PIER OFFSET DURING EARTHQUAKEPIER OFFSET DURING EARTHQUAKE
U
-0.15
-0.10
-0.05
0.00
0.05
0.10
0.15
-0.40 -0.35 -0.30 -0.25 -0.20 -0.15 -0.10 -0.05 0.05 0.10
Ux[m]
y
[m]
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TECTONIC MOVEMENTSTECTONIC MOVEMENTS
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CONSTRUCTION METHODSCONSTRUCTION METHODS
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Off-Shore Foundations
Cable stayed
bridge
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Inclusions
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Steel Pipe Driving & Gravel Bed Installation
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AUGUST 8AUGUST 8thth, 2004, 2004
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END OF AN EXCEPTIONALEND OF AN EXCEPTIONAL
TECHNICAL CHALLENGETECHNICAL CHALLENGE
AND HUMAN ADVENTUREAND HUMAN ADVENTURE
CONCLUSIONSCONCLUSIONS
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Key factors to the successKey factors to the success
Correct assessment of foundation performanceCorrect assessment of foundation performance
criterioncriterion
Time allowed for designTime allowed for design
Close collaboration andClose collaboration and confidenceconfidencebetween allbetween all
parties:parties:Owner, Contractor, Design team, CheckerOwner, Contractor, Design team, Checker
ACKNOWLEDGMENTSACKNOWLEDGMENTS
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GEFYRA SA (Concessionaire)GEFYRA SA (Concessionaire)
Jean PaulJean Paul TeyssandierTeyssandier
GEFYRA KINOPRAXIA (Contractor)GEFYRA KINOPRAXIA (Contractor)
Gilles deGilles de MaublancMaublanc , Pierre, Pierre MorandMorand
DESIGN JVDESIGN JVJean Marc TourtoisJean Marc Tourtois
DESIGN CHECKERDESIGN CHECKER
Peter TaylorPeter Taylor
Ralph Peck, Ricardo DobryRalph Peck, Ricardo Dobry
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