anti-seismic devices.pdf

Douce Hydro

GENERAL Elastomeric Technology

Anti-seismic devices of

JARRET STRUCTURES

STU: Shock Transmission Unit AB Series

AVE Series: Dampers for Cables Stay

PSD in traction compression ATC Series

FVD: Fluid Viscous Damper ASR Series

PSD: Preload Spring Damper BC Series

n area

JARRET STRUCTURES devices use a special product: The silicon fluid

Our technology use fluid characteristics to obtain device function

Fluid characteristics DDeevviiccee ffuunnccttiioonnss COMPRESSIBILITY SSPPRRIINNGG FFuunnccttiioonn

VISCOSITY DDAAMMPPIINNGG FFuunnccttiioonn

Technology

With Jarret Structures Technology the alpha value can be between 0.05 > > 0.8

The graph shows influence of the alpha value on the damping performance.

As we can see, an alpha value (0.1) provides a more reactive reaction at low

velocity that increases the dissipated energy.

The second advantage of alpha 0.1 is to limit the maximum reaction when the

velocity grows up, this point is very interesting to limit this maximum into the

structures at high velocity.

DAMPING BEHAVIOR LAW : F = C .V

= 0.5

= 0.1

= 1

INCREASE THE ENERGY CAPACITY

INCREASE REACTION AT LOW VELOCITY

CONTROL DAMPING FORCE AT HIGH VELOCITY

DAMPER WITHOUT MAINTENANCE

Alpha: 0.5 Alpha: 0.1

The graph shows influence of alpha value on the energy dissipation.

The GREEN area represents the energy area dissipated during one cycle with a damper set

with alpha 0.5.

The PINK area represents the difference between energy areas dissipated by a damper set

with alpha 0.5 and 0.1.

As result for 2 dampers at same maximum force, stroke, and velocity if we use alpha 0.1

the energy capacity is more important than if we use a higher alpha value (0.3, 0.5, ...)

THE LAW ALPHA VALUE TECHNOLOGY (alpha 0.1-0.05) ALLOWS TO:

Performance

A Jarret Structures damper is designed to dissipate seismic or dynamic energy on a structure. Douce-Hydros/Jarret Structures ASR series dampers work in tension and compression. The dampers can reduce longitudinal and transversal or vertical displacement of a deck. They can be installed in different type of structures, for example, longitudinally between the deck and the abutment, or in transverse between the deck and the pier structure of a bridge. They can equally be installed in a building for brace or base isolation. Seismic energy is dissipated into the damper unit instead of being dissipated in the concrete or steel structure.

Working Principle

A Douce-Hydros/Jarret Structures viscous fluid damper works on the principle of the rapid passage of viscous fluid through a narrow orifice or port generates high resistance, which dissipates a large amount of energy as heat.

F = C .V Behavior law:

F = Pressure x Surface

F = (P1-P2) x Sdiff

(P1-P2) depends on flow into vf, fixed by the

velocity.

P1, P2: internal pressure into the chambers

Vf: fluid velocity into the gap

Sdiff: surface of the piston where the

pressure is applied.

P1 P2

F

X

FVD: Fluid Viscous Damper ASR Series

Vf Sdiff V

A Shock Transmission Unit (STU), also called Dynamic Connector is designed to be connected between bridge structure components to form a rigid link under dynamic loads induced by forces such as vehicle braking and earthquakes. At the same time, the structure will be able to move freely under slow applied loads such as thermal expansion and creep shrinkage. The unit is connected between elements of bridge structures at expansion joints, or near the bearings between the superstructure and the substructure. The use of STU allows the load sharing of a suddenly applied force.

Velocity 0 Valve open P2=P1 Force 0 Velocity > 0 Valve closed P2 P1 Force very high

Working Principle

These dampers work on the principle of rapid passage of viscous fluid through a narrow gap, orifice or port, generates only minor resistance. A STU should block the deck of a bridge during a quick motion and behave like a spring with a very high stiffness. At the same time, the Shock Transmission Unit should deliver a low reaction force during the slow displacements of thermal expansion or contraction of the deck.

Douce-Hydros/Jarret Structures AB series is made with a steel reservoir, with a piston rod sliding through it. On the piston rod, there is a fixed head, which separates the reservoir into two chambers. When the unit is filled with silicon fluid, at rest, the pressure is the same in both chambers. When the velocity goes up, the silicone must pass into a clever valve that generates pressure.

P1, P2 internal pressure into the chambers

STU: Shock Transmission Units

P1 P2

A Special valve is fixed between the 2 chambers

STU acts as a very stiff spring in dynamic

(During earthquake or braking)

AB Series

Dynamic Connectors

AB Series

Performance:

The graph below shows the performance generated by an STU at low velocity, and during a dynamic event at high velocity. Douce-Hydros/Jarret Structures AB series are velocity dependant.

Temperature and Aging:

A variation of the outside temperature, which can range from - 55C to + 80C, does not change the amount of energy dissipated per cycle. There is no ageing of the silicone fluid. Douce-Hydros/Jarret Structures AB series have been tested in very severe environmental conditions, including fire.

C E A / B Ea /Eb(mm) (mm) (mm) mm)

140 25 4x20 150

X(mm)

961 801ASR 300 Fmax = 350 Kn Alpha = 0.1

ASR 300-100 50 200

(mm)Dampers Stroke

(mm)Y

(mm)NxD

ASR 300-500 140 25 4x20 1501961 1801250 200

ASR 2000-100 325 55 290ASR 2000, Fmax= 2000 kN, alpha= 0.1

50 1740 1330 6x44 400ASR 2000-600 360 55 290300 2990 2580 6x44 400

ASR 1500-100 255 45 4x39 255ASR 1500, Fmax= 1500 kN, alpha= 0.1

50 1517 1197 350ASR 1500-600 280 45 4x39 255300 2767 2447 350

ASR 1000-100 200 40 4x33 220ASR 1000, Fmax= 1000 kN, alpha= 0.1

50 1478 1158 300

2422 2192 250 180

ASR 1000-500 225 40 4x33 220250 2478 2158 300

ASR 650-100 160 30 4x27ASR 650, Fmax= 650 kN, alpha= 0.1

180 50 1172 942 250ASR 650-500 180 30 4x27 180250 2172 1942 250

ASR and AB Dimension

The range of dampers size is not limited, we can design dampers following your request, for example 10KN, 300KN, 3000KN, 4000KN....

These values are given just for example. It is possible to adapt devices with regard to your wishes. Do not hesitate to contact us to obtain more details and explanations.

Mechanical adjustment

Working Principle

The PSD works on the principle of rapid passage of viscous fluid through a narrow orifice or port generates high resistance, which dissipates a large amount of energy. In order to avoid the displacement before reaching a certain force level, Douce-Hydro/Jarret Structures can define a preloaded value, F0. Before reaching this value it is not possible to compress the unit. After the dynamic compression of the PSD, the unit has the ability to return to its original position due to the integrated spring function. For example, this return force value is defined in order to overcome the friction force of the sliding pot bearings. In order to generate this damping and spring function in two directions, a double-acting PSD is used.

Performance

The graph below shows the performance generated by the PSD during a dynamic event at nominal velocity V= 0.2 m/sec. The value F0 is the preload value and K is the stiffness value of the spring. The value F0 is defined in order to overcome the friction of the pot bearings during a dynamic event. The unit is designed to be used in compression in both directions.

1 fix pier

Behaviour law:

F = F0 + Kx + Cv

Static Dynamic In contact against a vertical wall of the pier head

Fixed to the deck Damper

Preloaded spring Device is preloaded (F0)

PSD: Preload Spring Dampers

PSD Series

Spring function

Preloaded + Spring function

Preloaded + Spring function + Damping

Preloaded Spring Dampers

Arc tan(K)

F only depends on X

Internal Pressure Increases

F = Pin + K(x) + CV

- We use Preloaded Spring Damper

- We add a piston to the head to obtain damping

X P F

F = K(x)

F = Pin + K(x)

Pin

Pin

Displacement (X)

K(x)

K(x)

Displacement (X)

Pin Arc tan (K)

K(x) CV

Dissipated

energy

+

MECHANICAL & DESIGN CHARACTERISTICS OF STANDARD DEVICES

TYPE BC60S

Temperature and Aging:

A variation of the outside temperature, which can range from - 55C to + 80C, does not change the amount of energy dissipated per cycle. There is no ageing of silicone fluid. Douce-Hydros/Jarret Structures BC series PSDs have been tested in extreme environmental conditions, including fire.

Installation:

PSDs are delivered with stainless steel plates which hold the PSD in the correct position for concreting. The PSD unit has to be bolted to the lower face of the deck and then the temporary holding bars connecting the stainless steel plates are removed by cutting them. A complete installation manual is provided.

PSD Dimension

BC60S

Other design:

ATC BC10S

These values are given just for example. It is possible to adapt devices with regard to your wishes. Do not hesitate to contact us to obtain more details and explanations.

Devices

PSD Series

BC10S: compression in one direction

BC60S: Compression in two directions

AT: PSD in TRACTION

ATC: PSD in TRACTION and COMPRESSION ATC

F0

BASE ISOLATION

SPIDERS

WIND-BRACING BETWEEN FLOORS

BUILDING PROTECTION

BA

Base isolation

Application on individual buildings

Working Principle:

The base isolation is a solution to protect individual or small buildings. This system is a combination using isolators (Elastomeric plot) and dampers.

The isolators reduce the force but increase the displacements. The dampers allow reducing the displacements by dissipating energy.

With this combination, the building structure is protected and the force and displacement transmitted at the foundation are low.

- Dampers ==> Dissipate energy

- Isolator ==> Reduce the rigidity

Decrease of the

acceleration

Impact of the base isolation on response spectra

Isolators

Dampers

Without dampers, the displacements are too high.

Dampers allow to reduce displacement

Bracing between floors:

Association of PSD in series + Preloaded cable, PSD + Transmitters or ASR.

This installation is possible on existing buildings.

Limited dimensions.

ASR1500-108

Office state Buildings 8&9, Sacramento,

USA

Decrease of the

acceleration

BRACING Application on high buildings

Active wind-bracing using

a spring damper working

in traction compression

(BEIJING HOTEL)

Wind-bracing between floors

Disposition X

- Dampers ==> Dissipate energy

Impact of the Bracing on response spectra

Spider disposition

PSD position on base

Working principle:

This technology is developed by JARRET STRUCTURES, it is an interesting solution to protect building by retrofitting.

This system uses a PSD working in traction, the device is fixed at a preloaded cable relying all the floors together. The cable layout can be accommodated with building. It is relied only on device by cable working only in case of earthquake

Principle plan

Energy dissipation

SPIDERS Technology patented by Jarret Structures

SPIDERS Technique: More important decrease of the displacements and accelerations.

Wind-bracing with spiders

- More advantageous than the wind-bracing between floors

- One damper by cable at the structure base

- Running of the squanderer ~ the sum of the deformations between floors

- Perfect for urban renewal

- Cables disposed inside or outside the structure

- Reducing of the PSD number

- Displacements between floors accumulated

SPIDERS

ENEAs test structure

3D View

DAMPERS APPLICATION

SPECIAL DAMPERS FOR RAILWAY BRIDGE

DYNAMIC CONNECTOR

DAMPERS FOR CABLE STAY

PRELOADED SPRING DAMPERS

BRIDGE PROTECTION

Dampers

Regardless of the type construction, Douce-Hydro/Jarret Structures creates dampers which dissipate a large part of the kinetic energy, allowing the displacement of the deck without damaging the abutments and the structure. Protection by dampers:

- Longitudinally on abutments - Transversally on the piers.

Longitudinal damper (F= 3000 kN; Stroke= 650 mm) High Speed Train railway bridge of Ventabren in France.

Transversal Dampers (F= 500 kN; Stroke= 260 mm) Aiton Highway A43 bridge in France.

Let consider a bridge (4 spans, Length = 300m, Weight = 10000 t) to protect against a longitudinal earthquake with the following data:

Soil type: EC8-B and PGA = 2m/s. The deck is supported by 5 identical piers (P1 to P5) with a longitudinal stiffness: Kp = 300MN/m

If we put dampers in some piers, these units will dissipate a big part of the seismic energy and therefore, reduce the forces in the fix pier

Dampers improvements

1 fixed pier = no damper, no STU

Central Pier must resist at 17400 kN (shear Force)

With dampers: 1 fixed pier + 2 dampers The dissipation of energy allows to reduce the total

Force at 10375 kN

Special Dampers for

RAILWAY BRIDGES

Douce-Hydro/Jarret Structures has developed a special unit designed to react with three different behaviours:

1) Free movement with low velocity 2) Blocking during train braking, similar to a Shock Transmission Unit

function 3) Damping of the energy during blocking (earthquake), similar to a

damper function

These devices are adapted to be used in association with spherical pot bearings.

Blocking function

Free movement

Damping function

Special reaction dampers fixed on high speed bridge in Greece.

Dynamic Connectors

STU: Shock Transmission Units

Applications

Shock Transmission Units (STU) can be used for both steel and concrete structures. They are disposed on cable stayed and suspension bridges in order to eliminate large displacements of the deck during an earthquake. STU can equally be advised to elevate light rail structures as well as in bridge parapets to share collision forces through an expansion joint. For other civil engineering structures such as buildings, STU can provide additional rigidity in the frame structure. STU can also be used to strengthen adjacent buildings during a seismic event.

The retrofit of existing steel truss railway bridges with STU can allow heavier trains and take the increasing braking forces without a change to the substructure. STU can be made to strengthen supporting piers which have been found inadequate due to increase in traction and braking forces, or which have sustained damage caused by corrosion.

Shock Transmission Unit (F= 2250 kN, Stroke 100 mm) AB 4500-100 for the Taiwan high speed train.

With STU: 1 fixed pier + 4 = 5 fixed piers

The 5 piers are connected dynamically by blocking devices

(STU) The shear force on the central pier is 7780 kN but the total force accepted

by all the structure is 38 900kN

1 fixed pier = no damper, no STU Central Pier must resist at 17400kN (shear Force)

The large global development of the technology for stay cables has created a need for damping. Initial attempts to adapt commercial dampers failed to meet the specific requirements of the bridge industry because they were not appropriate for bridges. Douce-Hydro/Jarret Structures has developed a new generation of dampers in order to satisfy the special requirement of damping stay cables. Because long-term vibrations due to wind and rain create fatigue stress in the cables, the idea is to offer a very reliable unit which is able to smoothly damp vibrations without creating any additional stress to the structure.

Working Principle

The Douce-Hydros/Jarret Structures Cable Stay Dampers (CSD) works on the principle that rapid passage of viscous fluid through a narrow orifice or port, generates high resistance, which then dissipates a large amount of energy. The energy is dissipated in heat. In order to avoid any possible leakage, the body of the unit is made of a single stainless steel part. A piston head is moving through the viscous fluid, and the lamination of the fluid creates the viscous damping. A special developed seal installed on the top of the body allows for the long-term microscopic movement of the damper caused by the normal displacement of the deck.

The behaviour law of the viscous damper is F= C.V. According to the specifications required of a particular application, Douce-Hydro/Jarret Structures can provide a value for the coefficient alpha which can range from 0.3 to 2. A pure linear damper F=C.V can also be provided.

Dampers for

cables stay

AVE Series

Viscous dampers for cable stay (CSD)

Longitudinal PSD on abutment (F = 2500 kN, Stroke = 50mm) High Speed railroad viaduct of Epenottes, France.

A Preloaded Spring Damper (PSD) is a unit designed to dissipate seismic energy on structures such as bridges. The PSD reduces longitudinal and transversal displacement of the deck. Douce-Hydro/Jarret Structures can provide two types of PSD: working in tension/compression, or acting only in compression. Douce-Hydro/Jarret Structures can install the PSD compression type longitudinally between the deck and the abutment, or install a PSD tension/compression unit in transversal position between the deck and the pier structure. The PSD acts as a shear key which has the possibility to regenerate itself automatically after a dynamic event. The seismic energy is dissipated in the PSD unit instead of being displaced in a steel or concrete structure. Douce-Hydro/Jarret Structures can accommodate transversal and longitudinal seismic displacement, and at the same time take into account longitudinal displacement such as creep shrinkage and thermal expansion or contraction.

Transversal PSD on the Deck. (F= 2200Kn, Stroke = 50mm. Motorway bridge A51, Viaduct of Monestier in France

Preloaded Spring Dampers

Transversal PSD (F = 2200 kN) St. Andr Viaduct, Frjus in France.

1 Link the pier to the deck during service. (Preload force)

2 Damp energy during the earthquake. (Energy dissipation)

3 Align the deck after the earthquake.

Improvement in using

PSD

The PSD had 3 functions:

Pier Deck

In order to solve this problem, an

elegant solution is to install between

the deck and the pier a PSD.

Before earthquake

In the previous solutions, the central pier was fixed.

Using STU or dampers help us to decrease shear in the fix pier but, when this pier is too stiff, their efficiency will be very weak. If the shear of the fix pier has to be decreased, we must consider another solution.

The best idea of the new solution is the following: - If the central pier remains fix during the seismic oscillation of the deck, this pier, during earthquake, will have to move the deck, it will provide large shear forces in this pier (see drawing below).

During earthquake

After Earthquake

The PSD installed in P3 has to be able to fulfill the following mechanical requirements:

- In service, the deck is submitted to forces such as frictions on sliding pot bearings (2.5% deck weight). Therefore, for this bridge, the devices preload must be 2500 kN.

- This means that under any static horizontal force lower to 2500 kN, the device acts as a fix connection between the deck and the pier.

During earthquake, as the seismic forces, higher than this preload, the device will act as an elastic link with a damping effect. In our example, we have installed a PSD in the central pier and we have let the 4 other piers free.

A time history analysis has been achieved and gave the following result: Shear force on P3 = 3500 kN for a max device compression of 35 mm

SZ

(FP3 corresponds with the force applied on the central pier and F total is the amount of force applied on all the structure.)

Shear in P3 was divided by approximately 2.2, compared to the best of the other solutions. In certain cases, the ratio can reach 5.

Improvement in using

PSD

Quality Process: Inspection test plan, safety review and process, full traceability, material certificates, commissioning, record manufacturing data

book.

Static test : 2000 kN

Dynamic test : 1300 kN

The Quality

Our top priority

Test - Force / Vitesse

Velocity (m/s)

Fo

rce

(kN

)

Buildings and Bridges Year Product Qty

UNITED STATES

- Office state Buildings 8 & 9, Sacramento CA 2008 ASR1500-108 256 - Genentech Building, South San Francisco 2003 ASR900-200 8

- Fred Hartmann Bridge, Houston 2003 ASR140-300 176

- Lexington Avenue Building, New York City 2004 BC5B 8

- Harbor View Medical Center, Seattle 2006 ARS1500 6

- Genentech Building 2006 ASR900-200Z 3

- 3 COM Building 2002

- Coronado Bay Bridge 2001

- Vincent Thomas Bridge 1999

- Santiago Creek 2000

- San Francisco Opera 2002

- King County Court house 2003

- Trump Tower 2003

- Vancouver water Reservoir 1998

- Gerald Desmond Bridge 1997

FRANCE

- Railway Bridge Busseau sur Creuse 1988 BC10S150C 8

- Viaduct of Reveston Perpignan 1990 ASR50 4

- Tower Socit Gnrale La Dfense 1994 AMD 700-150 2

- Viaduct of Nantua 1995 ASR300H 2

- Highway A51 - Plaine de la Reymure

. Bridge PI14 1996 ASR150-60C 8

. Bridge PS13 1996 ASR300-80B 4

. Bridge PI09 1996 ASR500-160D 8

. Bridge OH11 1996 ASR500-100E 8

- Bridge d'Iroise Brest 1995 ASR250-340A 8

- Viaduct for airport Raizet of Pointe Pitre 1994 ASR880-210A 28

- Highway A43 - Viaduct of Aiton 1995 ASR500-260B 16

- Highway A43 - Structure PS24 1996 ASR500-100C 4

- HighwayA43 - Structure PS 3 1995 ASR900-140A 4

- RN 114 - Bridge on Tech river 1997 ASR880-210A 4

- Railway Bridge TGV high speed train of Ventabren 1997 ASR3000-650 8

- Highway Bridge Viaduct Saint Andr 1998 ASR1200 56

- Highway Bridge Viaduct of Pal in Nice 1998 ASR900-160J 4

- Chemical Tanks storage 2000 ASR300 32

- Hotel Tsantelenia Val dIsre 2000 BC60S8C 6

- Private individual house 2000 ASR3C 12

- School Ducos Martinique Caribbean Island 9 buildings 2000 ASR 50 160

- Road RD19 bridge of Falicon over La Banquire 2001 ASR300 4

- Ship pontoon Guadeloupe 2001 ASR300 4

- School Bellefontaine Caribbean Island 5 buildings 2001 ASR50 160

Reference list


- 4 buildings 2001 ASR100 160

- Viaduct of Blanchard in Guadeloupe Island 2001 ASR300 8

- Viaduct of Caen for Tram 2002 ASR300 8

- Chemical Tanks storage in Lyon 2000 ASR300 32

- School Le Robert in Guadeloupe Island 2003 ASR150 36

- Road RN 202 2002 ASR900 9

- Viaduct of Carbet - Guadeloupe 2002 ASR 500 8

- Viaduct of Peru - Guadeloupe 2003 ASR150 8

- Chemical Tanks storage - Lyon 2003 ASR300 8

- Viaduct of Monestier 2004 ASR100-40 4

- Viaduct of Catane Grenoble 2004 ASR500-200 8

- RD10 Bridge of Potiche and Hilette 2004 ASR100-40 4

- High speed train Perpignan Figueras 2005 BC60S1500 16

- Private Home Morne Rouge - Martinique 2006 ASR50-10 4

- Buildings 2008 ASR 300 12

ASR650 8

- Bridges 2009 ASR200 4

ASR300 64

- Highway A9 2011 ASR-4C 2

- Buildings 2011 ASR200 4

ANGOLA - Bridge of Kuala 2009 ASR1000 2

CANADA - Sky dome Toronto stadium protection of the roof 1992 BC5A 22

GREAT BRITAIN

- Baswich bridge railway bridge 1997 ACC1100-160 8 BR60S 2

- Piff Elms Bridge 1998 ACC300 4

- M5 Motor Way 1998 BC1G 2

- Newark Dycke Bridge 1999 ACC400-150 4

- Bridge 2008 AB1000 10

INDONESIA

- Suramadu bridge Project 2008 ASR1500-300 8


ITALY

- Bridge of Restello 1987 BC80S 16

- Bridge Udine / Icop 1986 BC80S 4

- Viaduct of Icla / Naples 1988 ATC600 8

- Olympic Stadium Rome 1990 BC50S 32

- Viaduct of Tagliamento 1988 ATC 8

- Viaduct of Meschio 1989 ATC 8

- Viaduct of San Cesaro 1987 BC80S 8

- Viaduct of Prenestino 1987 ATC 4

- Supermarket Carugi Florence 1990 BC1D 12

- Giaggiolo Building 2004 BC0S100BF 16

KAZAHKSTAN - Bridge 2008 ASR1000-300 2

PORTUGAL - Bridge on Douro Porto 1996 ASR150-200A 12

- Bridge Vasco de Gamma on Tagus river Lisbon 1996 ASR4000-700 10

- Viaduct of Colombo Lisbon 1997 ASR900-240 9

- Viaduct of Luz Lisbon 1997 BC10S600E 8

- Viaduct railway of Sintra 1998 ASR250 2

- Viaduct Ribeiro da Ponte 2005 ASR1200 4

- Viaduct of Sacavem 2008 ASR120 120

ASR650 30

- Bridge of Alto da Guerra Mitrena 2009 ASR2000 8

- Bridge do Cuco 2008 ASR1500 2

MAROCCO

- Dam Al Waddah 1997 ACC1750-150 4

CHINA - Beijing Hotel 1998 BC10S150 125

- Historic Museum Beijing Tien an Men Square 2000 ASR500 36

- Beijing building Hotel Xian XI 2001 ASR500 52

- Pedestrian footbridge Beijing 2004 ASR500 7

- Yanglu Bridge 2005

- Shenzen Corridor Bridge 2005

- Jing Yue River Bridge 2010 ASR2000-1400 4

ASR2000-1700 4

CHILI - Applexion seismic reinforcement for a tower 2005 ASR20 8

CYPRUS

- Viaduct Petra Tou Romlu 2000 BC60S 4 ASR 900-130 20

- Limasol project 2005 AB750-200 20


LIBAN - Viaducts Kaizarane 2001 ASR 300 20

TAIWAN

- Taipei Financial Center tuned mass damper 2001 ASR 900-1000 8 - Taiwan High speed train Project section 220 2001 AB 4500-100 32

- Taiwan High speed train section 230 2002 AB4500-100 32

- Da Ping Lin Building 2002 ASR1000-160 32

- China medical center Hospital 2002 ASR700-150 44

- Hang Yu Building 2004 ASR500-150 10

SPAIN - High speed railway Viaduct 2001 AB3000-100 4

- High speed railway Viaduct Malaga 2004 ASR1500-100 8

- High speed railway Rules Viaduct 2004 ASR 1500-600 12

BC60S850-90 3

- High speed railway Xativa Viaduct 2005 BC60S1500-50 4

INDIA -River Sone Bridge Bihiar 2002 AB1200-150 16

-Power Plant Kaiga 3 2002 AB500-100 80

-Power Plant Kaiga 4 2003 AB500-100 80

-Power Plant TAPP 3 2002 AB500-100 80

-Power Plant TAPP 3 2003 AB500-100 80

INDONESIA - Cikapayang Pasteur Bridge 2003 AB3700-150 76

GREECE - Bridge of Domokos 0-14 km (SG 3, 5, 10 & 11) 2009 ASR1500-350 8

ASR1000-200 4

ASR1500-350 34

ASR1500-440 8

ASR1500-160 8

ASR1500-630 8

- Bridge of Domokos 14-28 km (SG12, 13, 14, 15 & 16) 2009 ASR1000-250 8

ASR650-600 38

ASR650-400 32

ASR1000-300 16

ASR650-300 38

ASR650-700 12

ASR1000-200 4

ASR650-250 8

ASR650-900 4


GREECE

- Bridge of Lionokladi-Domokos 25-52 km (SG25,27 & 28) 2010 ASR1500-400 4

ASR3000-200 4

ASR3000-400 8

ASR1500-500 4

ASR2000-500 2

ASR1000-500 2

ASR1000-500 4

ASR3000-600 8

ASR3000-300 6

ASR3000-500 6

SWITZERLAND - Seismic isolation equipment at CERN 2005 ASR30 4

ASR60 4

TURKMENISTAN

- Bridge 2011 ASR 3000 16

ASR 1500 58

ASR 3000 2

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