EP0056258A2 - 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
EP0056258A2
EP0056258A2 EP82100092A EP82100092A EP0056258A2 EP 0056258 A2 EP0056258 A2 EP 0056258A2 EP 82100092 A EP82100092 A EP 82100092A EP 82100092 A EP82100092 A EP 82100092A EP 0056258 A2 EP0056258 A2 EP 0056258A2
Authority
EP
European Patent Office
Prior art keywords
construction
foundation
steel
insert
energy absorption
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.)
Granted
Application number
EP82100092A
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German (de)
English (en)
Other versions
EP0056258B1 (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 patent is a vibration damping insert designed to reduce seismic forces and stresses that occur in buildings.
  • the insert construction serves to eliminate, or at least to reduce, the transmission of ground movements, and it is installed between the foundation and the wall construction.
  • Swiss Patent No. 584,333 contains a peculiar solution for reducing the effects of seismic forces. This is the support of spherical tanks for the storage of liquid. The tanks are placed on articulated supports that emanate 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 three horizontal steel bars that enclose 120 ° with each other. The ends of the bars are connected to the ring as well as to the foundation by ball joints. Pistons for vibration damping are located approximately in the middle of the rods.
  • the proposal in the Swiss description contains good ideas, but in reality it can only be used in very limited areas, it cannot be used in buildings. The complexity and cost of the structure are also disadvantageous, and their maintenance requires a significant amount of living work.
  • the solution which contains patent No. 3,940,895 in the USA, was developed according to other principles, but with the use of known sets of technical vibration theory.
  • the essential thing is that to a vibrating mass - e.g. to the building or part of it - with the help of a rigid rod and a support, a smaller mass is connected so that when the larger mass is accelerated, the smaller mass is accelerated in the opposite direction.
  • the degree of damping can be set with the aid of the geometric relationships of the rigid connection between the two masses.
  • the physical background of the solution is real and obvious, on the one hand the real solution is costly, on the other hand the damping is only effective in one level, in the level of the support, to expand in other directions is complicated and difficult, e.g. through the use of ball joints and multi-directional support.
  • the insert construction for the damping is to be put together from a damping part with a great ability to change the elastic shape, and from an energy absorption part (plastic part) with great effectiveness.
  • the part for the movement damping can be constructed easily and well as a construction consisting of alternating rubber layers and steel plates.
  • the energy absorption part can consist of such, expediently vertical steel mandrels or of a set of steel mandrels which extend both into the foundation and into the wall construction. The dimensions of the mandrels are chosen so that they come into the flow area at horizontal loads greater than the wind load.
  • the insert construction for damping serves to reduce seismic forces and stresses on buildings - which prevents or at least reduces the movement of ground movements and is installed between the foundation and the wall construction - in such a way that the insert construction increases the rigidity of one elastic-plastic spring system is formed, the spring system contains a part of the movement damping with high ability of elastic shape change, as well as an energy absorption part (plastic part) with great effectiveness, the part for movement damping consists of superimposed rubber layers, which are surrounded by steel plates , the part for energy absorption consists of rows of steel mandrels that extend into the opposing planes of the foundation and the wall construction, and with greater loads than the one that results from the maximum wind load res are ultimately unsuitable for absorbing the stress.
  • the part for movement damping is composed of at least two layers of hard rubber plates and at least three layers of steel plates, the layer construction developed in this way advantageously has both on the side of the base body and on the side of the wall construction one base for the load distribution.
  • Both the base body and the wall construction are suitable for holding the steel mandrels for energy absorption, and they usually have sleeves made of steel pipes. The sleeves are embedded in the base body as well as in the wall construction without any possibility of movement, advantageous, they are concreted in.
  • the buohsen reach into the interior of the base body and the wall construction at a depth that is at least four times, but advantageously at least six times the diameter of the make up 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 are advantageously loosely traversed by the layered structures, which are composed of rubber plates and steel plates, when an air cushion is released. Between the outer lateral surface of the steel mandrels and the inner lateral surface of the bushes, a lubricant is expediently applied in film-like thin layers to reduce the friction. Both the base body and the wall construction near the bushes expediently have reinforcement cells in the form of spatial brackets.
  • the elastic-plastic spring system is installed in sections between the base body and the wall construction, and each section contains both a part for movement damping and a part for energy absorption.
  • the entire spring system or possibly some of its parts, have bushes with less stiffness along the edges instead of the steel mandrels.
  • the additional bushings are embedded in an elastic filler.
  • the stratified motion damping part is able to ask vertical forces, further that it is due to repeated quakes in a vertical plane behaves as an elastic support, the horizontal movements are dampened by it.
  • the energy absorption part of the insert construction which contains the vertical steel mandrels, can - due to its character - only absorb forces in the horizontal direction, at the expense of the plastic shape change of the mandrels it can absorb the energies that were generated during the quake.
  • the insert construction works according to the calculations based on 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 the change in shape has 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 structure of the building from being displaced horizontally beyond a certain limit.
  • Figure 1 shows a section of the floor plan A, above the wall construction B. Between them is built in insert structure for damping, which consists of the plastic part for energy absorption and the elastic part for movement damping.
  • insert structure for damping which consists of the plastic part for energy absorption and the elastic part for movement damping.
  • the latter is such a layer structure, which is composed of the 5 rubber plates arranged one above the other and the 6 steel plates lying between and surrounding them.
  • the 5 rubber plates made of hard rubber and the 6 steel plates can be assembled in a thickness that meets the needs.
  • Figure 1 it can be seen that below and above the layer construction that forms the part of the movement damping, there is a 4 base for load distribution, on which the wall construction B is supported on the part for movement damping, the latter on the base body.
  • the 3 steel mandrels do not get directly into the openings formed for them between the base body A and the wall construction B, but they extend into the interior of the bushings 1, which are expediently made of steel tube.
  • the bushings 1 are surrounded by strong, spatial brackets 7 in at least 2 grooves, by means of which their position is stabilized greater strength.
  • the sockets 1 are therefore now rigidly embedded in the base body A and in the wall construction B.
  • the bushings 1 extend at least 6 times as deep into the concrete body of the base body A and the wall construction B as their own diameter.
  • Figure 3 shows that the steel mandrels 3 do not extend along the inner part of the bushings 1, but they reach into them at least in a length that is at least five times their diameter.
  • Figure 4 shows the possibility that the steel mandrels 3 along the edges of the insert construction for damping can be replaced by the additional mandrels 10 with less rigidity.
  • the air gap 8 and the application of the lubricant 9 are not required, but it is expedient to embed the additional mandrel 10 with a smaller diameter in some filler material.
  • the latter can for example made of rubber.
  • the bushings 1 are expediently prayed in advance both into the base body A and into the turning structure B, and at the same time the spatial reinforcement brackets 7 are finished in the vicinity of the bushings 1.
  • the rubber plates 5 and the steel plates 6 are expediently connected to one another by means of adhesive.
  • the casing 2 prevents that harmful cuts in the part for energy absorption due to the movements can occur.
  • the inlay construction for damping according to the patent serves to protect buildings in any location that is 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.
  • 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 cost of avoiding structural damage is around 4-6% of the total construction costs on a global average.
  • the steel mandrels can be replaced if necessary.

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)
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
HU3581 1981-01-08
HU818135A HU180621B (en) 1981-01-08 1981-01-08 Shock absorber insert set

Publications (3)

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

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

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2145445A (en) * 1982-01-28 1985-03-27 Beton Es Vasbetonipari Muevek Anchorage for concrete
GR1001450B (el) * 1992-12-24 1993-12-30 Ioannis Logiadis Αντισεισμικός σύνδεσμος δεσμευμένης ταλάντωσης για μία ασφαλή σεισμική μόνωση των κατασκευών.
FR2747418A1 (fr) * 1996-04-12 1997-10-17 Verstraete Claude Procede de construction parasismique de batiments et maisons individuelles en beton arme et metalliques
EP1031680A1 (fr) 1999-02-26 2000-08-30 Campenon Bernard SGE Dispositif parasismique élastoplastique articulé pour ouvrage de génie civil, et ouvrage d'art tel qu'un pont comportant ledit dispositif
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
CN112095832A (zh) * 2020-09-29 2020-12-18 扬州大学 一种基于预压碟簧的自复位耗能拉索支撑装置

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Citations (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
DE2921828A1 (de) * 1978-05-31 1979-12-06 Freyssinet Int Stup Auflager mit hoher innerer daempfung fuer bauwerke
US4179104A (en) * 1975-05-08 1979-12-18 Development Finance Corporation Of New Zealand Mechanical attenuator

Patent Citations (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
DE2921828A1 (de) * 1978-05-31 1979-12-06 Freyssinet Int Stup Auflager mit hoher innerer daempfung fuer bauwerke

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2145445A (en) * 1982-01-28 1985-03-27 Beton Es Vasbetonipari Muevek Anchorage for concrete
GR1001450B (el) * 1992-12-24 1993-12-30 Ioannis Logiadis Αντισεισμικός σύνδεσμος δεσμευμένης ταλάντωσης για μία ασφαλή σεισμική μόνωση των κατασκευών.
WO1994015047A1 (fr) * 1992-12-24 1994-07-07 Ioannis Logiadis Raccord antisismique a vibrations limitees permettant l'isolation sismique d'une structure
AU675817B2 (en) * 1992-12-24 1997-02-20 Emmanuel Logiadis Antiseismic connector of limited vibration for seismic isolation of a structure
US5669189A (en) * 1992-12-24 1997-09-23 Logiadis; Ioannis Antiseismic connector of limited vibration for seismic isolation of an structure
FR2747418A1 (fr) * 1996-04-12 1997-10-17 Verstraete Claude Procede de construction parasismique de batiments et maisons individuelles en beton arme et metalliques
EP1031680A1 (fr) 1999-02-26 2000-08-30 Campenon Bernard SGE Dispositif parasismique élastoplastique articulé pour ouvrage de génie civil, et ouvrage d'art tel qu'un pont comportant ledit dispositif
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
CN112095832A (zh) * 2020-09-29 2020-12-18 扬州大学 一种基于预压碟簧的自复位耗能拉索支撑装置

Also Published As

Publication number Publication date
DE3279177D1 (en) 1988-12-08
EP0056258B1 (fr) 1988-11-02
ATE38407T1 (de) 1988-11-15
EP0056258A3 (en) 1983-03-30
HU180621B (en) 1983-03-28

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