1. Douce
Hydro

2. Anti-seismic devices of
JARRET STRUCTURES
GENERAL
Elastomeric Technology
FVD: Fluid Viscous Damper
ASR Series
STU: Shock Transmission Unit
AB Series
PSD: Preload Spring Damper
BC Series
PSD in traction compression
ATC Series
AVE Series:
Dampers for Cables Stay
Page 2

3. Technology
JARRET STRUCTURES devices use a special product: The silicon fluid
Our technology use fluid characteristics to obtain device function
Fluid characteristics Device functions
COMPRESSIBILITY SPRING Function
VISCOSITY DAMPING Function
DAMPING BEHAVIOR LAW :
F = C .V α
With Jarret Structures Technology the alpha value can be between 0.05 > α > 0.8
The graph shows influence of the alpha value on the damping performance.
α=1
α = 0.1
α = 0.5
n area
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.
Page 3

4. Performance
The graph shows influence of alpha value on the energy dissipation.
Alpha: 0.1 Alpha: 0.5
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:
INCREASE THE ENERGY CAPACITY
INCREASE REACTION AT LOW VELOCITY
CONTROL DAMPING FORCE AT HIGH VELOCITY
DAMPER WITHOUT MAINTENANCE
Page 4

5. FVD: Fluid Viscous Damper
ASR Series
A Jarret Structures’ damper is designed to dissipate seismic or
dynamic energy on a structure. Douce-Hydro’s/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.
Behavior law:
α
F = C .V
Working Principle
A Douce-Hydro’s/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.
Vf Sdiff V
P1 P2
F
F = Pressure x Surface
F = (P1-P2) x Sdiff
(P1-P2) depends on flow into vf, fixed by the
velocity.
X P1, P2: internal pressure into the chambers
Vf: fluid velocity into the gap
Sdiff: surface of the piston where the
pressure is applied.
Page 5

6. STU: Shock Transmission Units
AB Series
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.
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.
A Special valve is fixed between the 2 chambers
P1 P2
STU acts as a very stiff spring in dynamic
(During earthquake or braking)
P1, P2 internal pressure into the chambers
Velocity ≈ 0 Valve open P2=P1 Force ≈ 0
Velocity > 0 Valve closed P2 ≠ P1 Force very high
Douce-Hydro’s/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.
Page 6

7. 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-Hydro’s/Jarret Structures’ AB series are velocity dependant.
Temperature and Aging:
A variation of the outside temperature, which can range from - 55ºC to + 80ºC, does not change the amount
of energy dissipated per cycle. There is no ageing of the silicone fluid.
Douce-Hydro’s/Jarret Structures’ AB series have been tested in very severe environmental conditions,
including fire.
Page 7

8. ASR and AB Dimension
Mechanical adjustment
Dampers Stroke Y X øC E NxøD A /B Ea /Eb
(mm) (mm) (mm) (mm) (mm) (mm) (mm) mm)
ASR 300 Fmax = 350 Kn Alpha = 0.1
ASR 300-100 ± 50 961 801 140 25 4xø20 200 150
ASR 300-500 ±250 1961 1801 140 25 4xø20 200 150
ASR 650, Fmax= 650 kN, alpha= 0.1
ASR 650-100 ± 50 1172 942 160 30 4xø27 250 180
ASR 650-500 ±250 2172
2422 1942
2192 180 30 4xø27 250 180
ASR 1000, Fmax= 1000 kN, alpha= 0.1
ASR 1000-100 ± 50 1478 1158 200 40 4xø33 300 220
ASR 1000-500 ±250 2478 2158 225 40 4xø33 300 220
ASR 1500, Fmax= 1500 kN, alpha= 0.1
ASR 1500-100 ± 50 1517 1197 255 45 4xø39 350 255
ASR 1500-600 ±300 2767 2447 280 45 4xø39 350 255
ASR 2000, Fmax= 2000 kN, alpha= 0.1
ASR 2000-100 ± 50 1740 1330 325 55 6x44 400 290
ASR 2000-600 ±300 2990 2580 360 55 6x44 400 290
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.
The range of dampers size is not limited, we can design dampers following your request, for
example 10KN, 300KN, 3000KN, 4000KN....
Page 8

9. PSD: Preload Spring Dampers
PSD Series
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.
1 fix pier
Fixed to the deck
Damper
Behaviour law:
α
F = F0 + Kx + Cv
Preloaded spring
Device is preloaded In contact against a Static Dynamic
(F0) vertical wall of the
pier head
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.
Page 9

10. Preloaded Spring Dampers
Spring function X P F
K(x)
Arc tan(K)
F = K(x)
F only depends on X
Preloaded + Spring function
Internal Pressure Increases
K(x)
Pin
Displacement (X)
F = Pin + K(x)
Preloaded + Spring function + Damping
- We use Preloaded Spring Damper
- We add a piston to the head to obtain damping +
Dissipated
energy
CV α
K(x)
Pin
Arc tan (K)
Pin
F = Pin + K(x) + CV α Displacement (X)
Page 10

11. PSD Dimension
MECHANICAL & DESIGN CHARACTERISTICS OF STANDARD DEVICES
TYPE BC60S
BC60S
Devices
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.
Other design:
BC10S
ATC
Temperature and Aging:
A variation of the outside temperature, which can range from - 55ºC to + 80ºC, does not change the
amount of energy dissipated per cycle. There is no ageing of silicone fluid.
Douce-Hydro’s/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.
Page 11

12. PSD Series
BC10S: compression in one direction
BC60S: Compression in two directions
F0
AT: PSD in TRACTION
ATC: PSD in TRACTION and COMPRESSION
ATC
Page 12

13. BUILDING PROTECTION
BASE ISOLATION
WIND-BRACING BETWEEN FLOORS
SPIDERS
Page 13

14. Base isolation
Application on individual buildings
Working Principle:
BA 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.
Isolators
Dampers
Without dampers, the displacements Dampers allow to reduce
are too high. displacement
Impact of the base isolation
on response spectra
- Isolator ==> Reduce the rigidity
Decrease of the
acceleration - Dampers ==> Dissipate energy
Page 14

15. BRACING
Application on high buildings
Bracing between floors:
– Association of PSD in series + Preloaded cable,
PSD + Transmitters or ASR.
– This installation is possible on existing buildings.
– Limited dimensions.
Wind-bracing between floors ASR1500-108
Office state Buildings 8&9, Sacramento,
USA
Active wind-bracing using
a spring damper working
in traction compression
(BEIJING HOTEL)
Disposition « X »
Impact of the Bracing on
response spectra
- Dampers ==> Dissipate energy
Decrease of the
acceleration
Page 15

16. SPIDERS
Technology patented by Jarret Structures
Spider disposition
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
PSD position on base
Principle plan Energy dissipation
Page 16

17. SPIDERS
• 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
ENEA’s test structure 3D View
SPIDERS Technique:
More important decrease of the displacements and accelerations.
Page 17

18. BRIDGE PROTECTION
DAMPERS APPLICATION
SPECIAL DAMPERS FOR RAILWAY
BRIDGE
DYNAMIC CONNECTOR
DAMPERS FOR CABLE STAY
PRELOADED SPRING DAMPERS
Page 18

19. 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) Transversal Dampers (F= 500 kN; Stroke= 260 mm)
High Speed Train railway bridge of Ventabren in France. Aiton Highway A43 bridge in France.
Page 19

20. Dampers improvements
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/s².
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
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
Page 20

21. 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.
Damping function
Free movement
Blocking
function
Special reaction dampers fixed on high speed bridge
in Greece.
Page 21

22. Dynamic Connectors
STU: Shock Transmission Units
Shock Transmission Unit (F= 2250 kN, Stroke 100 mm)
AB 4500-100 for the Taiwan high speed train.
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.
1 fixed pier = no damper, no STU
Central Pier must resist at
17400kN (shear Force)
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
Page 22

23. Dampers for
cables stay
AVE Series
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-Hydro’s/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.Vα. 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.
Viscous dampers for cable stay (CSD)
Page 23

24. Preloaded Spring Dampers
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 (F = 2200 kN) Longitudinal PSD on abutment
St. André Viaduct, Fréjus in France. (F = 2500 kN, Stroke = 50mm)
High Speed railroad viaduct of Epenottes, France.
Transversal PSD on the Deck.
(F= 2200Kn, Stroke = 50mm.
Motorway bridge A51, Viaduct
of Monestier in France
Page 24

25. Improvement in using
PSD
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).
In order to solve this problem, an
elegant solution is to install between Pier
Deck
the deck and the pier a PSD.
The PSD had 3 functions:
1 Link the pier to the deck during service. (Preload force)
Before earthquake
2 Damp energy during the earthquake. (Energy dissipation)
During earthquake
3 Align the deck after the earthquake.
After Earthquake
Page 25

26. Improvement in using
PSD
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 device’s 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.
Page 26

27. The Quality
Our top priority
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
Test - Force / Vitesse
Force (kN)
Velocity (m/s)
Page 27

28. Reference list
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 Société Générale La Défense 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 à 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 André 1998 ASR1200 56
- Highway Bridge Viaduct of Pal in Nice 1998 ASR900-160J 4
- Chemical Tanks storage 2000 ASR300 32
- Hotel Tsantelenia Val d’Isère 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 Banquière 2001 ASR300 4
- Ship pontoon Guadeloupe 2001 ASR300 4
- School Bellefontaine Caribbean Island 5 buildings 2001 ASR50 160
Page 28

29. Buildings and Bridges Year Product Qty
- 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
Page 29

30. Buildings and Bridges Year Product Qty
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 Cesaréo 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
Page 30

31. Buildings and Bridges Year Product Qty
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
Page 31

32. Buildings and Bridges Year Product Qty
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
Page 32