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Anti seismic devices


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Anti seismic devices

  1. 1. DouceHydro
  2. 2. Anti-seismic devices ofJARRET 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. 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 = 0.5n 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. 4. Performance The graph shows influence of alpha value on the energy dissipation. Alpha: 0.1 Alpha: 0.5The GREEN area represents the energy area dissipated during one cycle with a damper setwith alpha 0.5.The PINK area represents the difference between energy areas dissipated by a damper setwith alpha 0.5 and 0.1.As result for 2 dampers at same maximum force, stroke, and velocity if we use alpha 0.1the 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. 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 .VWorking PrincipleA Douce-Hydro’s/Jarret Structures’ viscous fluid damper works on the principle of the rapidpassage of viscous fluid through a narrow orifice or port generates high resistance, whichdissipates 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. 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. 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 amountof 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. 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. 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 + CvPreloaded springDevice is preloaded In contact against a Static Dynamic(F0) vertical wall of the pier headPerformanceThe graph below shows the performance generated by the PSD during a dynamic event atnominal velocity V= 0.2 m/sec. The value F0 is the preload value and K is the stiffness value ofthe spring. The value F0 is defined in order to overcome the friction of the pot bearings during adynamic event. The unit is designed to be used in compression in both directions. Page 9
  10. 10. Preloaded Spring DampersSpring function X P F K(x) Arc tan(K) F = K(x) F only depends on XPreloaded + 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. 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 ATCTemperature and Aging:A variation of the outside temperature, which can range from - 55ºC to + 80ºC, does not change theamount 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 environmentalconditions, 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 barsconnecting the stainless steel plates are removed by cutting them. A complete installation manual isprovided. Page 11
  12. 12. PSD Series BC10S: compression in one direction BC60S: Compression in two directions F0 AT: PSD in TRACTION ATC: PSD in TRACTION and COMPRESSIONATC Page 12
  14. 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. 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 energyDecrease of theacceleration Page 15
  16. 16. SPIDERS Technology patented by Jarret StructuresSpider 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 earthquakePSD position on base Principle plan Energy dissipation Page 16
  17. 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
  19. 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. 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 STUCentral Pier must resist at17400 kN (shear Force) With dampers:1 fixed pier + 2 dampersThe dissipation of energyallows to reduce the total Force at 10375 kN Page 20
  21. 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 functionFree movement Blocking function Special reaction dampers fixed on high speed bridge in Greece. Page 21
  22. 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.ApplicationsShock 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 thedeck during an earthquake. STU can equally be advised to elevate light rail structures as well as in bridgeparapets to share collision forces through an expansion joint. For other civil engineering structures such asbuildings, STU can provide additional rigidity in the frame structure. STU can also be used to strengthenadjacent buildings during a seismic event.The retrofit of existing steel truss railway bridges with STU can allow heavier trains and take the increasingbraking forces without a change to the substructure. STU can be made to strengthen supporting piers whichhave been found inadequate due to increase in traction and braking forces, or which have sustained damagecaused 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 is7780 kN but the total force accepted by all the structure is 38 900kN Page 22
  23. 23. Dampers for cables stay AVE SeriesThe large global development of the technology for stay cables has created a need fordamping. Initial attempts to adapt commercial dampers failed to meet the specificrequirements 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 satisfythe special requirement of damping stay cables.Because long-term vibrations due to wind and rain create fatigue stress in the cables, the ideais to offer a very reliable unit which is able to smoothly damp vibrations without creating anyadditional stress to the structure.Working PrincipleThe Douce-Hydro’s/Jarret Structures’ Cable Stay Dampers (CSD) works on the principle thatrapid 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 steelpart. A piston head is moving through the viscous fluid, and the lamination of the fluid createsthe viscous damping. A special developed seal installed on the top of the body allows for thelong-term microscopic movement of the damper caused by the normal displacement of thedeck.The behaviour law of the viscous damper is F= C.Vα. According to the specifications requiredof a particular application, Douce-Hydro/Jarret Structures can provide a value for thecoefficient alpha which can range from 0.3 to 2. A pure linear damper F=C.V can also beprovided. Viscous dampers for cable stay (CSD) Page 23
  24. 24. Preloaded Spring Dampers A Preloaded Spring Damper (PSD) is a unit designed to dissipate seismic energy onstructures such as bridges. The PSD reduces longitudinal and transversal displacementof the deck. Douce-Hydro/Jarret Structures can provide two types of PSD: working intension/compression, or acting only in compression. Douce-Hydro/Jarret Structures caninstall the PSD compression type longitudinally between the deck and the abutment, orinstall a PSD tension/compression unit in transversal position between the deck and thepier structure. The PSD acts as a shear key which has the possibility to regenerate itselfautomatically after a dynamic event. The seismic energy is dissipated in the PSD unitinstead of being displaced in a steel or concrete structure. Douce-Hydro/Jarret Structurescan accommodate transversal and longitudinal seismic displacement, and at the sametime take into account longitudinal displacement such as creep shrinkage and thermalexpansion 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. 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, anelegant solution is to install between Pier Deckthe 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. 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 mmSZ (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. 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 / VitesseForce (kN) Velocity (m/s) Page 27
  28. 28. Reference listBuildings and Bridges Year Product QtyUNITED 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 1997FRANCE- 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 dIroise 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. 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 4ANGOLA- Bridge of Kuala 2009 ASR1000 2CANADA- Sky dome Toronto stadium protection of the roof 1992 BC5A 22GREAT 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 10INDONESIA- Suramadu bridge Project 2008 ASR1500-300 8 Page 29
  30. 30. Buildings and Bridges Year Product QtyITALY- 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 16KAZAHKSTAN- Bridge 2008 ASR1000-300 2PORTUGAL- 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 2MAROCCO- Dam Al Waddah 1997 ACC1750-150 4CHINA- 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 4CHILI- Applexion seismic reinforcement for a tower 2005 ASR20 8CYPRUS- Viaduct Petra Tou Romlu 2000 BC60S 4 ASR 900-130 20- Limasol project 2005 AB750-200 20 Page 30
  31. 31. Buildings and Bridges Year Product QtyLIBAN- Viaducts Kaizarane 2001 ASR 300 20TAIWAN- 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 10SPAIN- 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 4INDIA-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 80INDONESIA- Cikapayang Pasteur Bridge 2003 AB3700-150 76GREECE- 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. 32. Buildings and Bridges Year Product QtyGREECE- 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 6SWITZERLAND- Seismic isolation equipment at CERN 2005 ASR30 4 ASR60 4TURKMENISTAN- Bridge 2011 ASR 3000 16 ASR 1500 58 ASR 3000 2 Page 32