EP0056258B1 - Dispositif d'amortissement d'oscillations et d'absorption d'énergie - Google Patents

Dispositif d'amortissement d'oscillations et d'absorption d'énergie Download PDF

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Publication number
EP0056258B1
EP0056258B1 EP82100092A EP82100092A EP0056258B1 EP 0056258 B1 EP0056258 B1 EP 0056258B1 EP 82100092 A EP82100092 A EP 82100092A EP 82100092 A EP82100092 A EP 82100092A EP 0056258 B1 EP0056258 B1 EP 0056258B1
Authority
EP
European Patent Office
Prior art keywords
oscillation
foundation
steel
supporting bearing
bearing according
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired
Application number
EP82100092A
Other languages
German (de)
English (en)
Other versions
EP0056258A2 (fr
EP0056258A3 (en
Inventor
Béla Dr. Csák
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Technische Universitat Budapest
Original Assignee
Technische Universitat Budapest
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Technische Universitat Budapest filed Critical Technische Universitat Budapest
Priority to AT82100092T priority Critical patent/ATE38407T1/de
Publication of EP0056258A2 publication Critical patent/EP0056258A2/fr
Publication of EP0056258A3 publication Critical patent/EP0056258A3/de
Application granted granted Critical
Publication of EP0056258B1 publication Critical patent/EP0056258B1/fr
Expired legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E04H9/022—Bearing, supporting or connecting constructions specially adapted for such buildings and comprising laminated structures of alternating elastomeric and rigid layers

Definitions

  • the invention relates to a vibration damping bearing for structures to reduce seismic forces and stresses in structures.
  • any intermediate structure is installed between the foundation and the wall structure of the structure, which is suitable for consuming energy.
  • about 1 m high walls are installed between the foundation and the wall structure, which burst during earthquakes. Due to the changes in shape, some of the energy is really used up. After the earthquake, the damaged walls can be replaced in sections.
  • the ability of the wall to consume energy is achieved by using such a mortar which is capable of withstanding large changes in shape when the wall is being built.
  • inserts for absorbing energy between the foundation and the wall construction and between the foundation and the floor In order to achieve a similar goal and to absorb energy, it has already been proposed to insert inserts for absorbing energy between the foundation and the wall construction and between the foundation and the floor. In the first place, the inserts are rolls with limited movement, in the latter place they are plastic sliding plates.
  • the energy is absorbed with the help of the shape change of reinforced concrete columns.
  • approximately 1.5 m high reinforced concrete columns must be placed between the foundation and the wall structure. They are dimensioned so that their energy of plastic shape change is in equilibrium with the kinetic energy that occurs during earthquakes.
  • support for spherical tanks for the storage of liquid is provided to reduce the effect of seismic forces.
  • the tanks are placed on articulated supports that start from their plane of symmetry.
  • the bottom tangent of the tank is approximately one meter above the ground.
  • a rigid ring is welded to the tank from below, which is connected to the foundation by means of three horizontal steel bars, which enclose 120 ° with each other.
  • the ends of the bars are connected to both the ring and the foundation by means of ball joints.
  • Pistons for vibration damping are located approximately in the middle of the rods. This interpretation is only applicable in very limited areas. This design is unsuitable for buildings. The design is also complicated and the construction expensive, and their maintenance is labor-intensive.
  • a shrinkage damping bearing for buildings is known, which is installed between a foundation and a wall structure.
  • the vibration damping bearing has a spring system which contains a movement damping part and an energy absorption part.
  • the movement damping part is formed by a sandwich construction made of rubber plates and steel plates in between, and the energy absorption part protrudes into the opposing surfaces of the foundation and the wall construction. It also has a number of steel mandrels.
  • the vibration damping bearing according to the invention is installed between the foundation and the wall structure.
  • the foundation executes the same movements as the ground under seismic load and has the same speed values, acceleration values and amplitude values.
  • the wall construction on the other hand, only executes those movements which the intermediate vibration damping bearing permits.
  • the vibration damping bearing determines which maximum horizontal load the wall structure should receive. This is achieved by installing such a spring system between the foundation and the wall structure, which allows at most those seismic forces that result horizontally from the wind load, while the system swims when higher forces occur and does not automatically transmit larger forces due to its plastic shape change.
  • the vibration damping bearing consists of a damping part with a large elastic shape changing capacity and an energy absorption part (plastic part) with great effectiveness.
  • the movement damping part can be easily and simply produced as a layered structure made of alternating rubber layers and steel plates.
  • the energy absorption part advantageously consists of vertical steel mandrels or a set of steel mandrels that protrude into the foundation as well as into the wall construction. The dimensions of the mandrels are selected so that they come into the flow area at horizontal loads greater than the wind load.
  • the movement damping part has at least two layers of hard rubber plates and at least three layers of steel plates, there is a base for load distribution both on the side of the foundation and on the side of the wall construction.
  • Both the foundation and the wall structure expediently have bushings which are made of steel tubes for receiving the steel mandrels.
  • the bushings are immovably embedded in the base body as well as in the wall construction and are expediently concreted in.
  • the sockets extend into the interior of the foundation and the wall structure at a depth that is at least four times, but preferably at least six times their diameter.
  • the steel mandrels extend into the interior of the bushes at a depth that is at least three times, but advantageously at least five times their diameter.
  • An air cushion is left between the ends of the steel mandrels and the lower part of the bushings.
  • the steel mandrels extend freely through the layered structures, which are composed of rubber plates and steel plates. Between the outer surface of the steel mandrels and the inner surface of the bushes, a lubricant is expediently applied in thin layers to reduce the friction. Both the basic body and the wall construction are conveniently provided with reinforcing inserts in the form of spatial brackets near the sockets.
  • the vibration damping bearing is expediently between the Base body and the wall construction installed in sections, and each section contains both a movement damping part, and an energy absorption part.
  • the entire system, or possibly some of its parts, have bushes with less rigidity along the edges instead of the steel mandrels.
  • the additional bushings are embedded in an elastic filler.
  • a main advantage of the vibration damping bearing according to the invention is that, in the event of an earthquake, the energy absorption part comes into the flow area due to forces which exceed the stress from the wind load, and thus no further from the foundation which moves together with the ground. can transmit greater forces to the wall structure more.
  • the movement damping part of the layered structure is able to bear vertical forces, behaves as an elastic support due to repeated quakes in the vertical plane and the horizontal movements are dampened.
  • the energy absorption part which contains the vertical steel mandrels, can only absorb forces in the horizontal direction and absorb energies that occur during the quake through the plastic shape change of the mandrels.
  • the vibration damping bearing works on the principle of the so-called "progressive suspension”. It can therefore be determined with great accuracy that new spring elements only come into play to a certain extent after changes in shape have occurred, which can only undergo elastic changes in shape. As a result, those elastic reaction forces arise in the parts that have only undergone elastic shape changes, which prevent the wall construction of the building from being displaced horizontally beyond a certain limit.
  • the structure in the vibration damping bearing according to the invention therefore always behaves the same. Thanks to the vibration damping bearing according to the invention, the investment costs for the structure are lower, since the load-bearing structure can only be dimensioned for the wind load, the foundation and the basement for the quake with the prescribed intensity. Due to the exclusion of the transmission of a force greater than the wind load, in the event of an earthquake, neither the load-bearing structure, nor the other furnishings and additional structures of the structure are damaged.
  • Fig. 1 is a portion of the foundation A, above the wall structure B can be seen. Between them, the vibration damping bearing is arranged, which consists of the plastic energy absorption part and the elastic movement damping part.
  • the latter is such a layer construction, which is composed of the rubber plates 5 arranged one above the other and the steel plates 6 lying between and surrounding them.
  • the rubber plates 5 made of hard rubber and the steel plates 6 can have a thickness which corresponds to the need.
  • openings for receiving are provided according to FIG. 2, through which the mandrels extend.
  • a base 4 for load distribution is attached below and above the layer construction which forms the movement damping part, on which the wall construction B is supported on the movement damping part and the latter on the foundation.
  • the steel mandrels 3 do not get directly into the openings formed for them between the foundation A and the wall construction B, but they extend into the interior of bushings 1, which are expediently made of steel tube.
  • the sockets 1 are surrounded by strong, spatial brackets 7 in at least two directions, by means of which their position is stabilized.
  • the part of the foundation A and the wall structure B in the vicinity of the bushings 1 will have greater strength.
  • the sockets 1 are therefore rigidly embedded both in the foundation A and in the wall construction B.
  • the bushings 1 extend at least 6 times as deep into the concrete body of the foundation A and the wall construction B as their own diameter.
  • Fig. 3 shows that the steel mandrels 3 do not extend along the inner part of the bushings 1, but they extend into them at least with a length which corresponds to at least five times their diameter.
  • the steel mandrels 3 are replaced along the edges of the vibration damping bearing by additional mandrels 10 with less rigidity.
  • the air gap 8 and the application of the lubricant 9 are not required.
  • the latter can be made of rubber, for example.
  • the bushings 1 are expediently concreted in advance both in the foundation A and in the wall construction B, and at the same time the spatial reinforcement brackets 7 are completed in the vicinity of the bushings 1. Both in FIG. 3 and in FIG. 4 it is shown that the rubber plates 5 and the steel plates 6 are expediently connected to one another by means of adhesive.
  • the steel mandrel 3 is also accommodated in a thin-walled casing 2 in the layer structure consisting of the rubber plates 5 and the steel plates 6.
  • the casing tube 2 prevents harmful millings in the energy absorption part from occurring as a result of the movements.
  • the vibration damping bearing shown in FIG. 1 can of course not only be arranged individually, but also, if necessary, in a plurality between the foundation A and the wall construction B.
  • the groups of arranged vibration damping bearings complement their effect with one another, respectively, both their movement damping effect and their energy absorption effect are superimposed, i. H. they function as spring systems connected in parallel.
  • the vibration damping bearing according to the invention is used to protect structures at any point that are exposed to seismic movements. It can also be used for special structures such as power plants, smelters, reactors, etc., but there is no need to take into account the horizontal forces that correspond to the wind load or the acceleration values that correspond to these horizontal forces.
  • structures are planned and calculated in such a way that all structural elements remain undamaged during the entire service life of the structures in the event of wind load loads.
  • the main cause of the damage is the process of energy absorption, which ensures the balance of kinetic and potential energy in the construction system throughout the duration of the earthquake.
  • the global average cost of avoiding structural damage is around 4 - 6% of the total construction costs.
  • the steel mandrels are inserted into the foundation through the base plate or through the holes in the sandwich construction.
  • the guiding of the steel mandrels is guaranteed with the help of inserted pipe bushings.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Vibration Prevention Devices (AREA)
  • Diaphragms For Electromechanical Transducers (AREA)
  • Paper (AREA)

Claims (10)

1. Une structure d'appui et d'amortissement d'oscillations pour bâtiments, disposée entre la fondation (A) et un mur (B) et comprenant un système élastique comportant un élément amortisseur de mouvements et un élément d'absorption d'énergie, l'élément amortisseur étant constitué par une structure en sandwich (5, 6) formée de plaques de caoutchouc (5) et plaques d'acier (6) intercalées, cependant que l'élément d'absorption d'énergie pénètre dans les surfaces opposées respectives de la fondation (A) et du mur (B) et comporte une série de broches d'acier (3), caractérisée en ce que lesdites broches (3) s'étendent librement à travers la structure en sandwich (5, 6) et son inappropriés à supporter des charges dont la valeur dépasse celle de la charge maximale due à l'action du vent.
2. Structure d'appui et d'amortissement selon la revendication 1, caractérisée en ce que la fondation (A) et le mur (B) sont pourvus de douilles (1) d'aciers appelées à recevoir lesdites broches d'acier (3).
3. Structure d'appui et d'amortissement selon la revendication 1 ou 2, caractérisée en ce que les douilles (1) pénètrent dans la fondation (A) et le mur (B) sur une longueur au moins égale au quadruple, et notamment au sextuple, de leur diamètre.
4. Structure d'appui et d'amortissement selon la revendication 2 ou 3, caractérisée en ce que les broches d'acier (3) pénètrent dans les douilles (1) sur une longueur égale au moins au triple, et notamment au quintuple, de leur diamètre.
5. Structure d'appui et d'amortissement selon une des revendications 1 à 4, caractérisée en ce qu'un intervalle est ménagé entre les broches d'acier (3) et la structure en sandwich (5, 6).
6. Structure d'appui et d'amortissement selon une des revendications 1 à 5, caractérisée en ce qu'un lubrifiant (9) est disposé entre la circonférence extérieure des broches d'acier (3) et la surface intérieure des douilles (1).
7. Structure d'appui et d'amortissement selon une des revendications 1 à 6, caractérisée en ce qu'elle comporte des chapes de renforcement (7) disposées dans la fondation (A) et le mur (B), dans la zone des douilles précitées.
8. Structure d'appui et d'amortissement selon une des revendications 1 à 7, caractérisée en ce qu'elle est installée par sections entre la fondation (A) et le mur (B).
9. Structure d'appui et d'amortissement selon une des revendications 1 à 8, caractérisée en ce que les broches d'acier (3) sont remplacées, aux bords de ladite structure, ou dans ses parties, par des douilles supplémentaires (1a) moins rigides.
10. Structure d'appui et d'amortissement selon la revendication 9, caractérisée en ce que les douilles supplémentaires (1a) sont encastrées dans un matériau de remplissage (11) élastique.
EP82100092A 1981-01-08 1982-01-08 Dispositif d'amortissement d'oscillations et d'absorption d'énergie Expired EP0056258B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AT82100092T ATE38407T1 (de) 1981-01-08 1982-01-08 Einsatzkonstruktion zur schwingungsdaempfung und energieabsorption.

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
HU818135A HU180621B (en) 1981-01-08 1981-01-08 Shock absorber insert set
HU3581 1981-01-08

Publications (3)

Publication Number Publication Date
EP0056258A2 EP0056258A2 (fr) 1982-07-21
EP0056258A3 EP0056258A3 (en) 1983-03-30
EP0056258B1 true EP0056258B1 (fr) 1988-11-02

Family

ID=10947588

Family Applications (1)

Application Number Title Priority Date Filing Date
EP82100092A Expired EP0056258B1 (fr) 1981-01-08 1982-01-08 Dispositif d'amortissement d'oscillations et d'absorption d'énergie

Country Status (4)

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EP (1) EP0056258B1 (fr)
AT (1) ATE38407T1 (fr)
DE (1) DE3279177D1 (fr)
HU (1) HU180621B (fr)

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
HU183796B (en) * 1982-01-28 1984-05-28 Beton Es Vasbetonipari Muevek Method for producing and using concrete, reinforced concrete slabs respectively constructions exposed to dynamic or static action secured flexible or rigid quickconnection provided with sunk armatures
GR1001450B (el) * 1992-12-24 1993-12-30 Ioannis Logiadis Αντισεισμικός σύνδεσμος δεσμευμένης ταλάντωσης για μία ασφαλή σεισμική μόνωση των κατασκευών.
FR2747418B1 (fr) * 1996-04-12 2000-06-02 Claude Verstraete Procede de construction parasismique de batiments et maisons individuelles en beton arme et metalliques
ATE303489T1 (de) 1999-02-26 2005-09-15 Vinci Construction Grands Proj Gelenkige paraseismische elastoplastische vorrichtung für hoch- und tiefbau und brücke mit einer derartigen vorrichtung
CN102852165B (zh) * 2012-09-24 2014-09-17 赵鸣 一种立式储罐的基于可更换部件的减震结构
CN106869568A (zh) * 2017-04-06 2017-06-20 杨维国 一种三维隔震减振装置及其隔震减振方法
CN112095832B (zh) * 2020-09-29 2022-02-22 扬州大学 一种基于预压碟簧的自复位耗能拉索支撑装置

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR1345154A (fr) * 1962-10-26 1963-12-06 Cie Francaise D Entpr S Perfectionnements apportés aux enceintes, notamment sphériques, de grandes dimensions
US3350821A (en) * 1965-01-11 1967-11-07 Potteries Motor Traction Compa Building construction responsive to changing support condition
US4179104A (en) * 1975-05-08 1979-12-18 Development Finance Corporation Of New Zealand Mechanical attenuator
DE2921828C2 (de) * 1978-05-31 1983-02-10 Freyssinet International (S.T.U.P.), 92100 Boulogne-Billancourt, Hauts-de-Seine Auflager mit hoher innerer Dämpfung für Bauwerke

Also Published As

Publication number Publication date
HU180621B (en) 1983-03-28
DE3279177D1 (en) 1988-12-08
EP0056258A2 (fr) 1982-07-21
EP0056258A3 (en) 1983-03-30
ATE38407T1 (de) 1988-11-15

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