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IABSE Conference – Shanghai 2009

When a Dream becomes RealityThe Rion-Antirion Bridge

y

Jacques Combault (France)

Second Severn Crossing(UK)

Confederation Bridge(Canada)

Vasco de Gama Bridge(Portugal)

5 km 13 kmRion‐Antirion Bridge

(Greece)

5 cable‐stayed spans

16.5 kmOresund Bridge

(Denmark – Sweden)

13 km

Millau Viaduct(France)

8 cable‐stayed spansSutong Bridge

(China)

1088 m long main span

Hangzhou Bridge(China)

36 km2

15 yearsof

Major Achievements

Gulf of Corinth

1/26

MAIN BRIDGE

Site CharacteristicsSite Characteristics

DEEP WATER

65 mRION ANTIRION

SAND AND GRAVELCLAY

WEAK ALLUVIUMS

65 m.

RION ANTIRION

CLAYSILT

SEISMIC and TECTONIC ACTIVITY

1 2

1.3

0.5

0.6

0.7

0.8

0.9

1

1.1

1.2

Acc

eler

atio

n

•Pic Ground Acceleration : 0.48 g•Maximum Acceleration : 1.20 g•Tectonic Drift : 8 mm / year

0

0.1

0.2

0.3

0.4

0 1 2 3 4 5 6 7 8

Vibration Period of the Structure (s)2/26

TECTONIC MOVEMENTS

ELEVATION

PIER BASE

VERTICAL SLIP : 2 m

PLAN HORIZONTAL OPENING : 2 m

SHIP IMPACT

RION ANTIRION

16 knots

180 000 t

65 m WATER DEPTH

WEAK ALLUVIUMS

NO UNUSUAL PROBLEM

WEAK ALLUVIUMS

SEISMIC INTENSITY

TECTONIC ACTIVITY

SHIP IMPACT

TECTONIC ACTIVITY

SEISMIC and TECTONIC ACTIVITY

+DEEP WATER

+

HUGE INTERACTION FORCES

3/26

HUGE INTERACTION FORCES

+WEAK ALLUVIUMS

+

WHAT ABOUT FOUNDATION ?The Akashi Kaikio Bridge - Kobe (Japan)

MAIN BRIDGE

Initial ConceptInitial Concept

4/26

Pylon Base

Spreading walls

Large diameter footing

Shallow pad foundation

Spreading walls+

Supporting Soil

Soil improvement

Poor quality soil

Shallow pad foundation

Soil improvement

+

5/26

Pylon Deck Connection

Energy dissipation

Displacement capacity

Seismic hazard

Energy dissipation+

6/26

Tectonic Movement

Deck Concept

Drop in section

Expansion joints

Drop-in section+

Pylon HeadConcrete pylon head

Transverse PT

Weight+

7/26

MAIN BRIDGE

Final ConceptFinal Concept

Pylon

• Made Monolithic

• Base re-designed and Simplified

• Head made Composite and Light

230 m

65 m

8/26

Pylons Concept

Seabed

• Deposits Removedp

• Reinforced with Steel Pipes

• Gravel Soil – Pylon Interface

9/26

Deck

• Made Continuous

• Fully Suspended

• Made Slender

10/26

Deck

The Rion - Antirion Bridge

Deck

and

Cables

• Composite steel-concrete deck• Steel I girders 2.20 m high• Concrete top slab 25 cm thick

• 5 continuous spans


• 5 continuous spans• Rion side span 286 m long• 3 typical spans 560 m long• Antirion side span 286 m long

• Fully suspended• 2*23 pairs of cable-stays• Uniformly distributed

• Rion side span 286 m long• 3 typical spans 560 m long• Antirion side span 286 m long

• Fully suspended• 2*23 pairs of cable-stays• Uniformly distributed• Regular spacing 12.15m

• Simply supported at both ends• Regular spacing 12.15 m

• Simply supported at both ends

CONTINUOUS DECK

Stay-Cables•spacing: 12.174 m

•strands: 43 - 55 - 61 - 73Top Flange•width: 0.80 - 1.00 m

•thickness: 40 - 80 mm

Bottom Flange•width: 1.00 - 1.35 - 1.70 m

•thickness: 80 - 90 mm








• Simply supported at both ends• Regular spacing 12.15m


CONTINUOUS DECK11/26

Final Characteristics of the Bridge

286 560 560 560 2862252










CONTINUOUS DECK

FUSE

DAMPERS

12/26










CONTINUOUS DECK

RION-ANTIRION Bridge (Greece)

286 560 560 560 2862252

2701480890 320

TATARA Bridge (Japan)

127 448 475 1271177

TING KAU Bridge (Hong Kong)

13/26

St t l St bilit

ADVANTAGES

• Structural Stability• Natural Seimic Isolation• Structural Flexibility

• For linear variations (shrinkage, creep, temperature)

• For tectonic displacementsp• For gravity loads (traffic)

• Structural Lightness• Better seismic behaviour• Better aerodynamic behaviour

14/26

MAIN BRIDGE

Final DesignFinal DesignReinforced Soil

CapacityCapac ty

THEORETICAL ANALYSESGlobal Soil Bearing Capacity

THEORETICAL ANALYSESKinematic Approach of the Yield Design Theory

15/26

m)

THEORETICAL ANALYSESInclusion Spacing Effect

10000

20000

30000

ng M

omen

t (M

N-m

9m x 9m

7m x 7m

M0

10000

0 200 400 600 800

Horizontal Shear Force (MN)

Ove

rtur

ni

WH

M

Centrifuge Test in a Laboratory EXPERIMENTAL VALIDATION

EXPERIMENTAL VALIDATION

Centrifuge Test : Reinforced Soil Model


Centrifuge Test : Before Installation of the Foundation Model

16/26


Centrifuge Test : Ultimate Capacity Test

120

MN

)

Monotonic Failure Load EXPERIMENTAL VALIDATION

40

60

80

100

uted

failu

re lo

ad (M

0

20

0 20 40 60 80 100 120

Measured failure load (MN)

Com

pu

50

Cyclic Load (75% Failure Load) EXPERIMENTAL VALIDATION

-10

10

30

zont

al fo

rce

(MN

)

1

10

-50

-30

-0.50 -0.30 -0.10 0.10 0.30 0.50

Horizontal displacement (m)

Hor

iz

MAIN BRIDGE

ConstructionConstruction

17/26

REINFORCINGSOILSOIL

G idi E i tHydraulic Hammer

Tremie Pipe

Guiding Equipment

INCLUSIONDRIVINGDRIVING

Hydraulic Hammer Base(View from Below)

21/26

MAIN BRIDGE

ConclusionConclusion

25/26

When a Dream has become RealityThe Rion-Antirion Bridge

Jacques Combault (France)

26/26

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