Alain Pecker -- Rion Antirion (Presentation)

DESIGN AND CONSTRUCTION OF THE RION ANTIRION BRIDGE FOUNDATIONS

Alain PECKER

Technische Universität Hamburg-Harburg, January 29, 2008

•Finance •Design

Continental Greece

•Build •Own Peloponese

•Operate •Transfer

KEY DATES • • • • •

Launch of tender : 1992 Contract award : December 1997 Start of construction : 1999 Opening to traffic : August 2004 Total cost : 770 Mi Euros (630 construction)

OUTLINE OF PRESENTATION • • • • •

Overview of project Geotechnical and environmental conditions Description of foundation system Design strategy Construction methods

ANTIRION Gulf of Corinth

RION

RION ANTIRION

286

560

560 2252

560

286

230 m

m 0 9

65 m

GEOTECHNICAL CONDITIONS

WEAK ALLUVIUMS : SAND AND GRAVEL CLAY SILT

RION

ANTIRION

65 m.

SOIL CHARACTERISTICS Depth below ground surface

0

20

40

60

80

100 0

100

200

300

400

500 0

Undrained shear strength (kN/m2)

100

200

300

400

500

Shear wave velocity (m/s)

600

ENVIRONMENTAL CONDITIONS

Earthquake design level

Earthquake performance level Life safe

Fully Operational operational

Near collapse

Frequent Occasional Rare Very Rare

Es sen

Sa fet y

tia l/H az a

Cr itic al

Ba

sic

rdo u

ob jec tiv e

so

Unacceptable performance

ob j ec tiv e bje

cti ve

DESIGN SPECTRUM Sea bed level 1.5

S pectral acceleration (g )

Damping 5 %

M = 7.0 Return period 2000 y

1.0

0.5

0.0 0.0

1.0

2.0

3.0

Period (s)

4.0

5.0

TECTONIC MOVEMENTS

PIER BASE ELEVATION :

PLAN :

VERTICAL SLIP : 2 m

HORIZONTAL OPENING : 2 m

SHIP IMPACT :

16 knots RION

ANTIRION

180 000 t

CONTROLLING FACTORS • • •

No rock formation at less than 500 m Large water depth : 65 m Performance objectives (2000 year return period): Damages acceptable but bridge repairable, and re-usable • horizontal sliding acceptable ; tilt prohibited (<0.1 %) • Significant duration for design Possibility for development of innovative concepts

FOUNDATIONS ? PILES EMBEDDED CAISSONS SOIL SUBSTITUTION SHALLOW FOUNDATION

Soil reinforcement with stiff inclusions

SOIL REINFORCEMENT • Driven steel pipes Diameter 2 m, Thickness 20 mm Length 25 m to 30 m Spacing 7 m x 7 m • Gravel layer : 3m thick

200 INCLUSIONS UNDER EACH FOUNDATION

FOUNDATION LAYOUT

ROLE OF INCLUSIONS + GRAVEL LAYER

P

P

n

n n 1 N Brittle links

Ductile link

Ductile chain

CAPACITY DESIGN PHILOSOPHY Plastic hinge = Gravel bed

Fuse

Overstrength = Reinforced soil COMBINED EFFECT PROVIDES

Bounds for forces in the superstructure Control of failure mode (horizontal sliding)

DESIGN STRATEGY • Facing a new design situation Keep things as simple as possible • Three steps process Conceptual design : New tools (Yield Design Theory) Amenable to parametric studies

Validation : Physical modeling (centrifuge) Final design : non linear finite element models dynamic macro element Structural analyses

SEISMIC CAPACITY

M

Q

N T

BEARING CAPACITY under

COMBINED LOADS B

Fx

M

T

O

Yield design theory M T N

M / CB 2 T / CB N / CB

N

BOUNDING SURFACE

N = 860 MN - L = 25 m - S = 7 m

Overturning moment (MN m)

WITHOUT inclusions 35000 30000

WITH Gravel layer WITH inclusions

WITHOUT Gravel layer

25000 20000 15000 10000 5000 0

0 200 400 600 800 Horizontal shear force at foundation level (MN)

1000

Overturning moment (MN-m)

INCLUSIONS SPACING

30000

7m x 7m

20000

M=V.h

9m x 9m

10000

0 0

200

400

600

Horizontal shear force (MN)

800

EXPERIMENTAL VALIDATION • Centrifuge tests Ultimate failure loads

Monotonic tests

Push over test Cyclic behavior

Cyclic tests

Overturning moment (MN-m)

CYCLIC TEST # 2 1200 1000 800 600 400 200 0 0

10

20

30

40

50

60

70

Horizontal shear force at foundation level (MN)

80

MONOTONIC FAILURE LOAD Computed failure load (MN)

120 100 80 60 40 20 0 0

50

100

Measured failure load (MN)

CYCLIC LOAD 75% Failure load Horizontal force (MN)

50 30

11 10 10

10 -10 -30 -50 -0.50

-0.30

-0.10

0.10

0.30

Horizontal displacement (m)

0.50

Overturning moment (MN-m)

FINITE ELEMENT ANALYSIS 35000 30000 25000 20000 15000 10000 5000 0 0

100

200

300

400

500

Horizontal shear force (MN)

600

700

GRAVEL BED DESIGN

SEISMIC DEMAND SOIL STRUCTURE INTERACTION

DYNAMIC MACRO ELEMENT Nonlinearities :

V

• geometrical (interface behaviour) :

M

H

Uplift model

NEAR FIELD

• material (elasto-plastic soil behaviour) : Plasticity model

M

Wave propagation : • dissipation of radiation energy

FAR FIELD

Dynamic elastic impedances K

C

RHEOLOGICAL MODEL

FAR FIELD C

NEAR FIELD FOUNDATION

Horizontal shear force (MN)

SOIL STRUCTURE INTERACTION 500

250

0

-250

Simplified model Finite element model

-500 0

10

20

30

40

Time (s)

50

PIER OFFSET DURING EARTHQUAKE 0.15

0.10

Uy [m]

0.05

0.00 -0.40

-0.35

-0.30

-0.25

-0.20

-0.15

-0.10

-0.05

0.05

-0.05

-0.10

-0.15

Ux [m]

0.10

TECTONIC MOVEMENTS

CONSTRUCTION METHODS

Off-Shore Foundations

Cable stayed bridge

Inclusions

Steel Pipe Driving & Gravel Bed Installation

AUGUST 8th, 2004

END OF AN EXCEPTIONAL TECHNICAL CHALLENGE AND HUMAN ADVENTURE

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

ACKNOWLEDGMENTS • GEFYRA SA (Concessionaire) Jean Paul Teyssandier • GEFYRA KINOPRAXIA (Contractor) Gilles de Maublanc , Pierre Morand • DESIGN JV Jean Marc Tourtois • DESIGN CHECKER Peter Taylor Ralph Peck, Ricardo Dobry