2359_Presentacion_E_Mellier.pdf

8/10/2019 2359_Presentacion_E_Mellier.pdf

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Mexico City, 16-05-2014

A record breaking cable stayed bridge and

future developmentsRusski Island Bridge, Vladivostok, Russia

Erik MELLIER Technical Director Freyssinet


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Milestones in the Recent Cable StayedBridge History

3rd International Bridge SeminarMexico City 15-17 May 2014

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Normandy Bridge (France) 1992/1994

2141 m long bridge

854 m steel main span (world longest)

2600 tons of Stay Cables

Semi-bonded strand

(galvanized, waxed and sheathed)

Cross-ties


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Vasco de Gama Bridge (Portugal) 1996/1998

> Main span 420m

> 192 stays, 1700 tons

> Development of the duct with double helicalfillet to mitigate rain/wind induced vibration


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Ting Kau Bridge (Hong Kong) 1996/1998

Central Spans of 448 and 475 m

3060 tons

Longest Stay Cable in the world): 465 m

Fast track erection: 1,000 tons of stay installed in 1 Month


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Oresund Bridge (Denmark) 1998/1999

Main span : 490m

Road/Train Bridge : 2300 tons of stay cables

Dampers on all the cables


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Millau Viaduct (France) - 2004

Tallest Bridge in the world, main span : 342m

Watertightness testing


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Rion-Antirion Bridge (Greece) 2004

3 x 560m span

Paraseismic deviator at anchorages

Pendular dampers

Striking protection


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The Russki Island BridgeVladivostok, Russia


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Golden Horn Bridge- 737 m main span


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Copyright USKMost 2012


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12Copyright USKMost 2012


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The Russky Island Bridge - 1104 m main span


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Copyright Mostovik 2012


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The 10 longest cable stayed spans in the World


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Key facts

Main span : 1104 m

Pylon height : 319 m

Longest stay cable : 582 m Designed and built in 4 ans

Minimum temperature during construction operation : -30 C


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Concrete Cross Section

Side spans

Counterweight to balance the shortness of side spans


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Steel Cross Section Main Span

Main Span + 70 m in side spans

With : 25,96 m

Depth : 3,20 m


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Pyons

A shaped

Height 319 m

13 m footings

240 two meter

diameter piles


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Stay Cables

21 cables per fan, 24 m bottom anchorage spacing in main span

27 to 86 150 mm strands per stay, 1860 Mpa strength

2960 km of strands

Russian flag colors


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Parties involved

Designer: Mostovik

Main contractor : USK Most

Sub constractor on the peninsulaside : Mostovik

Designer and supplier of the stays :Freyssinet


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Copyright Mostovik 2012Copyright Mostovik 2012


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Construction schedule


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Some design results reflecting how aultra long cable stayed span behaves


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Dy_max = 1.85m

Dx_max = 50cm

Deflection under traffic loads


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1.03 m at each jointThe deck is longitudinally free (no fixed point), centered by the stays

and braked by longitudinal dampers at the abutments

Longitudinal thermal movements


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Vibration modes

Mode shape Frequency (Hz)

Transversal bending n1 0.081

Vertical bending n1 0.176


Transversal bending n2 0.213


Torsion 0.492

1

2

3


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Maximum displacement:

5 cm longitudinally

15 cm transversally

Its high flexibility makes thebridge insensitive to

earthquakes

Seismic behavior

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

Pseudoa

cceleration(

g)

Period (s)

Eurocode 8

Mostovik

0.35 g

HORIZONTAL - FAULT NORMAL - MORGAN DATA

-1.5000

-1.0000

-0.5000

0.0000

0.5000

1.0000

1.5000

0 2000 4000 6000 8000 10000 12000

time (ms)

acc.

(m/s)


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Vref = 44m/s at deck level

Max. displacements :

-1.90/+0.85 m vertically

+/- 2.55 m transversally

Wind behavior


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The Technology : Compact cables withhigh damping


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Technical Challenges

TECHNICAL CHALLENGES :

Ultra long cables (580 m)

Critical temperatures (-40/+60C)

Compact stays to reduce drag Dampers : High logarithmic dec

Monitoring

Challenging installation schedule


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H2000 range

Stuffing boxBending filtration

Leaktightness

Injection chamberUnsheathed strandWax injection

WedgeFatigue proofed

H2000 stay cable range

Including a patented bending filtration device

Tested protection for

Water ingress

Vibrations and fatigue

Designed for inspection

& maintenance


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Factors influencing the drag

The cables are acting like a sail whose drag is significant

Dairdrag CDUF =2

2

1

The compact system

Curve force

deck/stay Deck

& pylon

staysTransverse

bending

Span

200 600400 800 1,000


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Compact PSS systemStandard PSS system

Compact strands

Tightly fitted pipes

Special installation procedure with dedicatedmethodologies

20 % drag reduction

The Compact System


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Bai Chai bridge, Vietnam

Indian River bridge, USA

Chambal bridge, India

Golden Horn bridge, Russia

Russky Island bridge, Russia

Bai Chai

Russky

The Compact System - references


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Dampers

5 x Semi-actif pistons


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Dampers Internal Radial Dampers (IRD)

Internal Radial Dampers (IRD) :

A three piston damper placed at the formwork tubeextremity (deck level).

Damping in all directions Low temperature sensitivity


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Dampers Internal Radial Dampers (IRD)

Stroke: +/- 90mm

Flexible structure : Large deflections due to live loads

Long cables : largemovement amplitude

=> Large stroke

Log dec : 4%, Temperature : -40/+60C,


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Dampers Pendular External Dampers (PED)

Tablier

Oscillationsdes Cables

Pendular External Dampers

Articulated structure transferring and amplifying thecable movement to two hydraulic pistonshydrauliques placed at deck level

=> Optimised efficiency thanks to distance to thebottom anchorage

Damping in all directions Low temperature sensitivity


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Distance from the anchorage:

8.4m 16 m

Height : 4 et 5 m

Pistons :

Passive

Semi active

Stroke : +/- 100 and +/-150 mm

Log dec : 6%



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PED with passive dampers :

Stroke +/-100mm ou +/-150mm

Fatigue qualification : 2 million cycle testes

Temperature qualification : Tests at 40 C and +60 C

Test de caractrisation 40CCeq

123

2

1

3

Crit

Cpassive piston



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PED with semi-active pistons :magneto-rheologicaltechnology

Stroke+/-150mm Working principle : the piston

viscosity in adjusted consituously tothe measured vibration mode. Theviscosity is potimal at any time.

Ceq

123

2

1

3

Crit

Cpassive piston

4

Ceq

123

Crit

< -----Csemi-actif ----->

4



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Damping performance : in situ testing


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Monitoring

Permanent monitoring system: 48 accelerometers & 48 load cells


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Control System :

Load cells

Accelerometers

Monitoring


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Construction Cable installation


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Cable Installation - Challenges

Design :

Compact System

Ultra long cables (580 m)

Flexible structure

Environment :

Highly cold : installation with -30C and wind

Schedule :

Working 24 / 7

Adapation

Material, equipements

Procedures

On site training

Optimised installation cycle


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Th ff f ld h k hi ffi i


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The effect of cold weather on workmanship efficiency


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I t ll ti K d t


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Russky Island Bridge (Russia)

MOSTOVIK CK MOCT

20/07/2011 1st red cable

19/10/2011 1st blue cable

06/01/2012 1st white cable

23/03/2012 last Freyssinetcable installed

12/04/2012 Closure of

the Bridge

10/03/2012 worldrecord longest cable

30/08/2011 1st red cable

21/11/2011 1st blue cable

21/01/2012 1st white cable247 days84 pairs

Average cycle : 6 days

Installation Key dates


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I t ll ti W ki l


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Installation Working places


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Installation Working cycle


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H - 48 hrs : Preparation

Duct welding 24 7

Equipment preparation

Anchorage installation



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H- 24 hrs : Checks

Equipment

Strand

Anchorages and duct



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H- 10 hrs : Equipment installation

Hydraulic tools pre-heating

Threading equipment installation on the deck



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H - 5 hrs : Checking

Temporary tools Master strand preparation

QR checking

High level of traceability :

Preparation

Installation

Results



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H- 2 hrs : Stay pipe lifting

Checking of wind forecast

600 trolleys used forlongest stay pipes



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D Day: Erection

2 shifts

Special care to information transfer



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D Day : Cable erection

Compact system, 20% drag reduction



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Russki Island Bridge ConstructionMilestones


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63Copyright Mostovik 2012


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Construction de louvrage


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3rd International Bridge SeminarMexico City 15-17 May 2014 66




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3rd International Bridge SeminarMexico City 15-17 May 2014 71Copyright Mostovik 2012


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The next record :The 3rd Bosphorus CrossingIstanbul, Turkey


GEOGRAPHY A NEW LINK BETWEEN EUROPE ANDASIA


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Istanbul

rd !os"#orus !ridge

The northen crossing over theBosphorus Strait.

Combining Raod and Rail traffic

Part of the Marmara Motorway(3rd Istanbul Ring Raod)


BRIDGE CHARACTERISTICS


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High Rigidity Suspension Bridge combining stiffening cables andsuspension cables

597 m322 m

1408 m 378 m378 m




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TunnelAt GradeElevated

2 railway tracks

8 traffic lanes (2 x 4)

2 walkways

58 m




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Back spans: post tensioned, multi cell concrete deck




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Towers

320 m height

Reinforced concrete withsteel boxes

Slip forming construction


STIFFENING CABLES CHARACTERISTICS


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Strand type: Galvanized semi bonded

1960 MPa strength

Quantity: 8,500 tons of strands

Units: 75 to 151 strands

Cable length: 150 to 600 m


Parties Involved


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Owner: General Directorate of Highways (KGM)

3rd Ring Road Concessionaire : ICTAS / ASTALDI Joint Venture

3rd Crossing Main Contractor : Hyundai (Korea)

Designers:

Michel Virlogeux Consultant (France)

T-ingnirie J.-F. Klein - (Switzerland)

Bureau dEtudes Greisch (Belgium)

Stiffening cable supplier : Freyssinet



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A new generation of dampers


Bakc Span : External Hydraulic Dampers


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Cables S22b to

S10M:External

HydraulicDampers

H


Main span : Cross links for long cables


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Cables 11to 22:

CrossLinks


Cross Link technology


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A damping connection between two adjacent cables

Taking the benefit of the relative movement existingbetween two adjacent cables due to differentfrequencies and connection at different heights

High efficiency due to large distance from anchorage




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Cross link principle

Attached between two stiffening cables at about 10m high : High efficiencydue to significant distance from anchorage,

Assymetrical hydraulic piston : avoid out of plane cable motions due tolimited force in compression.

Compression : F = 0

Traction : F = C.v

v

F

Compression Traction

7-12m




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A Freyssinet SFD (Seal Free Damper) piston

No working joint

Robust guides working within the oil bath

No possibility of leakage No maintenance

2 axis articulation to allow movement

around the cable


Design of Cross Links - criteria

P f 6 0 % i ll


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Performance: > 6.0 % vertically

Calculated on modes 1, 2, 3 & 4

Stroke needed = +/- 600 mm


P t t t t i

Cross Link testing


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Prototype test campaign

Performed at Eucenter Pavia Italy (Prof. Calvi)

Performance tests at several amplitudes : +/- 35, +/-70 & +/- 105mm

Fatigue tests : 80km cumulative

stroke

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P t t t t i lt

Cross Link testing


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A = +/-35 mm;A = +/-70 mm

A = +/-105 mmPrototype test campaign: results

=> Real behaviour of the piston matching the expected unsymetrical behavior.



Case study: release of several cables together

Cross Link modeling


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Case study: release of several cables together

3D model able to simulate out-of-

plane movements

Cross Links modelling

Logarithmic decrement assessment Remarkable efficiency


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Logarithmic decrement assessment Remarkable efficiency

=> Assessed globally for the several cables connected as a single cablevibrating uses the reaction of others to dissipate energy through the CrossLink piston



Cross Link aesthetics


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Current 3rd

Bosphorus CrossingConstruction Progress




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Thank you foryour attention



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2359_Presentacion_E_Mellier.pdf