research and practice in engineering the rion … · research and practice in engineering the...
TRANSCRIPT
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RESEARCH AND PRACTICE IN ENGINEERING The Rion-Antirion Bridge foundation design
Alain PECKER
IAS Distinguished Lecture, City University of Hong Kong, 15/11/2017
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•Finance
•Design
•Build
•Own
•Operate
•Transfer
Continental Greece
Peloponese
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OUTLINE OF PRESENTATION
• Overview of Project• Geotechnical and environmental
conditions• Adopted solution for foundations• Design methodology• Pictures of construction• A last question
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KEY DATES
• Launch of tender : 1992• Contract award : December 1997• Start of construction : End 1999• Date of completion : August 2004 • Total cost : 770 Mi Euros (630 construction)
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3 x 560m
2252m
Gulf of Corinth
RION
ANTIRION
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65 m
230 m
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GEOTECHNICAL CONDITIONS
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65 m.
RION ANTIRION
SAND AND GRAVELCLAYSILT
GEOTECHNICAL SOIL PROFILE
Rock > 500m
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ENVIRONMENTAL CONDITIONS
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Seismicdesign conditionsMagnitude 7.0Max acceleration: 0.5gP= 0.05% / year
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TECTONIC MOVEMENTS
PLAN :
ELEVATION : VERTICAL DISPLACEMENT : 2m
PIER BASE
HORIZONTAL DISPLACEMENT : 2 m
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180 000 t
RION ANTIRION
SHIP IMPACT
16 knots
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CHALLENGES
• No rock formation at less than 600 m
• Large water depth : 65 m
• Performance objectives (2000 year return period):Damages acceptable but bridge repairable
•horizontal sliding acceptable ; tilt prohibited (<0.1 %)
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INVESTIGATED FOUNDATION SOLUTIONS
PILESEMBEDDED CAISSONSSOIL SUBSTITUTIONSHALLOW FOUNDATION
Many advantages : constructability, celerity, costBehavior in high seismic areas on soft soil ?
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EXAMPLES OF FOUNDATION BEHAVIOURShallow foundations
• Post earthquake observationsMexico city (1985)Loma Prieta (1989)
• Confirmation by small scale experimentsShake table tests (CEA, Cambridge, PWRI)Centrifuge tests (UC DAVIES, IFSSTAR)Pseudo dynamic tests (JRC)
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MEXICO(Michoacan, 1985)
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MEXICO(Michoacan, 1985)
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MOSS LANDING (Loma Prieta, 1989)
20
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STRATEGY
• Use the concepts of previous research on:Seismic bearing capacity of shallow foundations
Salençon-Pecker (1991)
Analyses of nailed structuresSalençon-De Buhan (1993)
• Introduce new aspects to develop an innovative solutionShear force contribution in resistance of inclusionsIntroduce a capacity design philosophy
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PP
∆1
CAPACITY DESIGN (Paulay, 1997)
PP
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∆1 m ∆1 n ∆1 + m ∆1
1 n n ++=
∗ µµN Brittle links + Ductile link = Ductile chain
PP
CAPACITY DESIGN (Paulay, 1997)
PP
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SOIL REINFORCEMENT
• Driven steel pipesDiameter 2 m, Thickness 20 mm Length 25 m to 30 mSpacing 7 m x 7 m
• Gravel layer : 3m thick
200 INCLUSIONS UNDER EACH FOUNDATION
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FOUNDATION CROSS SECTION
Gravel layer : h=3m
Inclusions : s=7mx7mh=30mφ=2m
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CENAPRED WORKSHOP (1991)
Salençon-Pecker (1991)
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BEARING CAPACITYunderCOMBINED LOADS
xF
Q
MN
T
B
O
M
N
T
CBNNCBTT
CBMM
//
/ 2
=
=
=
Yield design theory (1983)
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REINFORCED SOIL
Ωω
B
λΒ
ε''
α µ
δ
F
(Salençon-Pecker, 1999)
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200 400 600 800 1000Horizontal shear force at foundation level (MN)
0
5000
10000
15000
20000
25000
30000
35000
0
Ove
rtur
ning
mom
ent
(MN
.m)
BOUNDING SURFACE
WITHOUTinclusions
WITHinclusions WITHOUT
slidingsurface
N = 860 MN - L = 25 m - S = 7 m
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200 400 600 800 1000Horizontal shear force at foundation level (MN)
0
5000
10000
15000
20000
25000
30000
35000
0
Ove
rtur
ning
mom
ent
(MN
.m)
WITHOUTinclusions
WITHinclusions
WITHSliding surface
BOUNDING SURFACE N = 860 MN - L = 25 m - S = 7 m
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CAPACITY DESIGN PHILOSOPHY
Plastic link (hinge) = Gravel bed
Overstrength = Reinforced soil
COMBINED EFFECT PROVIDES
Bounds for forces in the superstructure
Control of failure mode (horizontal sliding)
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• Facing a new design situationKeep things as simple as possible
• Four steps processConceptual design : New tools (Yield Design Theory)Amenable to parametric studies
Validation : Physical modeling (centrifuge)Final design : non linear finite element modelsDevelopment of a dynamic macro element (structural
analyses)
DESIGN STRATEGY
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INCLUSIONS SPACING
0
5000
10000
15000
20000
25000
30000
35000
0 100 200 300 400 500 600 700
M=V.h
Horizontal shear force (MN)
Ove
rtur
ning
mom
ent (
MN
.m)
7m x 7m
9m x 9m
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EXPERIMENTAL VALIDATION
• Centrifuge tests
Ultimate failure loads Monotonic tests
Push over test
Cyclic behavior Cyclic tests
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Diameter 90cm
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MONOTONIC FAILURE LOAD
0
20
40
60
80
100
120
0 50 100
Measured failure load (MN)
Com
pute
dfa
ilure
load
(MN
)
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FINITE ELEMENT ANALYSES
• SoilContinuum elementsElastoplastic constitutive law
• InclusionsBeam elementsLinear elastic
• Interface : Soil-Raft & Soil-InclusionsLimited shear capacity No tensile capacity (soil-raft)
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FINITE ELEMENT MODELFoundation
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0
5000
10000
15000
20000
25000
30000
35000
0 100 200 300 400 500 600
Horizontal shear force (MN)
Ove
rtur
ning
mom
ent (
MN
.m)
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FAILURE MECHANISM
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GRAVEL BED DESIGN
• RoleAct as a plastic link (hinge)
• RequirementsLarge permeability to control pore pressure build upTheoretical analysis (Pecker-Dormieux-Prevost, 2001)
Adequate friction angle to bound forces and limitdisplacementsField tests
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SEISMIC SOIL STRUCTURE INTERACTION
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FINITE ELEMENT MODEL
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FINITE ELEMENT MODEL
Macroelement
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SOIL STRUCTURE INTERACTION
-500
-250
0
250
500
0 10 20 30 40 50
Simplified model
Finite element model
Time (s)
Horiz
onta
l she
arfo
rce
(MN
)
Finite element modelMacroelement
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TECTONIC DISPLACEMENT
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PICTURES OF CONSTRUCTION
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Inclusions
Steel Pipe Driving & Gravel Bed Installation
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END OF AN EXCEPTIONAL TECHNICAL CHALLENGE
AND HUMAN ADVENTURE
AUGUST 8th, 2004
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CONCLUSIONS
Key factors to the success
• Correct assessment of foundation performance criterion
• Time allowed for design• Close collaboration and confidence between all
parties:Owner, Contractor, Design team, Checker
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HOW WILL THE BRIDGE BEHAVE DURING AN EARTHQUAKE ?
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M = 6.5de =36 kmH = 30 km
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M1 M2 M3 M4
Immediately due to the earthquake 0.021 [m] 0.016 [m] 0.011 [m] 0.000 [m]
Total (from footing landing up to immediately afterthe earthquake)
0.202 [m] 0.247 [m] 0.283 [m] 0.161 [m]
Total displacements are similar to theoretical ones
Earthquake induced displacements are less than 10% of total
FOOTINGS SETTLEMENTS
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"Often engineers are bound to solve problems although on those specific issues science is not achieved. Gentlemen, you must find practical solutions, even facing uncompleted science“
Louis PASTEUR