EP4165262B1 - Bauwerkslager zum schutz von bauwerken gegen erschütterungen - Google Patents

Bauwerkslager zum schutz von bauwerken gegen erschütterungen Download PDF

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Publication number
EP4165262B1
EP4165262B1 EP21794495.8A EP21794495A EP4165262B1 EP 4165262 B1 EP4165262 B1 EP 4165262B1 EP 21794495 A EP21794495 A EP 21794495A EP 4165262 B1 EP4165262 B1 EP 4165262B1
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EP
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Prior art keywords
damping device
bearing
shocks
structural bearing
structural
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EP21794495.8A
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English (en)
French (fr)
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EP4165262C0 (de
EP4165262A1 (de
Inventor
Johann Distl
Felix Weber
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Maurer Engineering GmbH
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Maurer Engineering GmbH
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Priority to HRP20241044TT priority Critical patent/HRP20241044T1/hr
Priority to RS20240874A priority patent/RS65817B1/sr
Publication of EP4165262A1 publication Critical patent/EP4165262A1/de
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Publication of EP4165262B1 publication Critical patent/EP4165262B1/de
Publication of EP4165262C0 publication Critical patent/EP4165262C0/de
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    • 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

Definitions

  • the present invention relates to a structural bearing for protecting structures against shocks.
  • Such structural bearings are widely known from the prior art.
  • structural bearings designed for earthquake protection are used herein.
  • Earthquake isolators protect structures, such as buildings and bridges, which lie in the frequency range of high earthquake energy with respect to their first inherent frequency, against the effects of earthquakes by their very low coupling force in the horizontal direction.
  • Typical earthquake isolators are sliding pendulum bearings and reinforced elastomeric bearings.
  • Sliding pendulum bearings reduce the thrust forces on the structures by decoupling the structures from the earthquake accelerations in the horizontal direction by their deep horizontal coupling stiffness.
  • sliding pendulum bearings do not create isolation of the structure against the vertical acceleration component of the earthquakes because the coupling stiffness of the sliding pendulum bearing in the vertical direction is too high.
  • the sliding pendulum bearing does not act as an earthquake isolator because earthquakes occur very rarely. Instead, it performs the functions of a conventional structural bearing (absorbing the vertical load, transferring the wind load in the horizontal direction, absorbing non-earthquake horizontal displacements, absorbing the rotation of the structure).
  • Reinforced elastomeric bearings with lead core (Lead Rubber Bearing (LRB)), without lead core (Low Damping Rubber Bearing (LDRB)), without lead core but with high elastomeric damping (High Damping Rubber Bearing (HDRB)) and flat sliders (flat surface slider (FSS)) together with a recentering spring element are also used for the horizontal earthquake isolation of structures.
  • the horizontal earthquake isolation is also based on the deep horizontal coupling stiffness of the LRB, LDRB, HDRB or the FSS with recentering spring element.
  • these earthquake isolators increase the damping of the structure.
  • the sliding pendulum bearing and the FSS increase the damping of the structure via the friction on the primary sliding surface.
  • the LRB increases the structure damping via the hysteretic damping primarily of the lead core and secondarily of the elastomer. With a LDRB, the damping increase is naturally smaller.
  • the difference between a sliding pendulum bearing and a LRB, LDRB, HDRB or FSS with recentering spring element is that the sliding pendulum bearing determines the pendulum period of the structure independently of the structure mass by its effective pendulum radius, whereas the LRB, LDRB, HDRB or FSS with recentering spring element determines the coupling stiffness by its stiffness.
  • the coupling stiffness of the sliding pendulum bearing is determined by the structure mass and the pendulum period, while the pendulum period of the LRB, LDRB, HDRB or FSS with recentering spring element is determined by the structure mass and the stiffness of the LRB, LDRB, HDRB or FSS with recentering spring element.
  • elastomeric bearings are generally used as point and strip bearings or as full-surface mounting or spring assemblies with viscous damper.
  • the elastomeric bearings are either laid flat as mats between the structure and the ground (below and at the side) or arranged as point and strip bearings between walls and ceilings, wherein in both cases a continuous elastic separation joint is created between the upper part of the structure and the underlying part of the structure or the ground. Thereby, the entire separation joint does not necessarily have to be filled with elastomeric bearings. Even partial-surface mountings are possible.
  • the elastomeric mats or bearings can be made of foamed polyurethane, for example.
  • a horizontal separation joint is arranged in the structure in a similar way to point and strip bearings made of elastomer, by which the loads are transmitted by the elastic spring assemblies.
  • the spring assemblies are not arranged over the entire surface of the joint, but rather at specific points.
  • the spacing of the spring assemblies depends on the static conditions and can be, for example, 2 to 4 meters.
  • the spring assemblies are made with parallel spiral springs and the viscous damper is designed as a pot damper.
  • Such a vibration damper for a system for vibrationally isolating objects of large mass using a viscous or visco-elastic medium is disclosed, for example, in EP 0 580 272 B1 .
  • the vibration isolation is created by the stiffness jump between the ground and the bearings, for example, between the lower part of the structure and the bearing, as well as between the bearing and the upper part of the structure.
  • a part of the vibration energy is reflected at the joint and, thus, cannot reach the upper part of the structure.
  • this vibration isolation cannot be provided by the earthquake bearings.
  • the dynamic stiffness of the vibration isolation bearings necessary for a required isolation effect can be defined via the so-called tuning frequency of the mounting or also isolation frequency.
  • the tuning frequency refers to the theoretical, vertical inherent frequency, which is determined by the part of the structure assumed to be a rigid mass above the bearing joint and the dynamic stiffness and damping of the elastic bearing joint. This simplified model approach is referred to as a single-mass oscillator. The ground is assumed to be infinitely stiff in this simplified consideration.
  • the choice of the tuning frequency determines the vertical dynamic stiffness of the bearing joint per unit mass of the structure and is therefore the decisive parameter for dimensioning the elastic bearing joint.
  • Usual values of the tuning frequency of the vibration isolations of buildings against structure-borne sound and micro shocks are in the range of about 8 Hz to about 15 Hz. These vibration isolation bearings must be able to absorb vertical amplitudes in the range of 1/100 mm and horizontal deformations of a few centimeters at most. In contrast, earthquake bearings generate a horizontal isolation frequency in the range of 0.2 Hz (isolation period duration 5 s) to 0.4 Hz (isolation period duration 2.5 s). Such earthquake bearings absorb horizontal displacements with amplitudes ranging from a few centimeters to more than one meter. The vertical stiffness of the earthquake bearings is many times greater than the stiffness of vibration isolation bearings with respect to structure-borne sound and micro shocks.
  • CN 109 854 053 A discloses an example of a system with two isolation levels separated by an intermediate plate.
  • the object of the present invention is to provide an improved structural bearing which can isolate a wide range of shocks and at the same time is as simple as possible in design.
  • the structural bearing according to the invention for protecting structures against shocks has a first damping device and a second damping device.
  • the first damping device is designed for vibration isolation of shocks of a first type
  • the second damping device is designed for vibration isolation of shocks of a second type, wherein the shocks of the first type differ significantly from the shocks of the second type.
  • the functions of the two structural bearings which have been designed and installed separately up to now, are combined in one device.
  • a compact structural bearing is provided that can be installed in a single operation. Previously costly measures for separate successive installation of the different structural bearings with their corresponding damping functions can thus be avoided.
  • a single structural bearing is provided that can cover a particularly wide range of shocks for protecting the structure.
  • the first damping device and the second damping device can in principle be of any type.
  • the decisive factor is that the shocks of the first type to be isolated significantly differ from the shocks of the second type.
  • the term "significantly" is understood as further defined by the dependent claims and in the following.
  • the first damping device may be designed as, for example, a sliding pendulum bearing, a flat sliding bearing with recentering spring element or a reinforced earthquake elastomeric bearing.
  • the second damping device may include, for example, one or more elastomeric bearings that are used for various vibrations in the service condition load case of the structural bearing.
  • the first damping device is an earthquake isolator and the second damping device is a structure-borne sound isolator.
  • the first damping device isolates macro shocks.
  • the second damping device isolates micro shocks.
  • the second damping device is arranged in a component of the first damping device.
  • a particularly compact structural bearing can be provided.
  • the second damping device is merely integrated into the first damping device and additional functions are added to the entire structural bearing.
  • the spatial dimensions of the second damping device can be reduced to a minimum. A separation of both damping devices in different isolation levels by further components is also no longer necessary.
  • the structural bearing has a particularly simple design and at the same time can isolate a particularly wide range of shocks.
  • the second damping device has an isolation frequency that is greater by the factor of 10 or at least the factor of 10 than an isolation frequency of the first damping device. Due to the difference in magnitude by at least the factor of 10, the shocks of the first type differ from the shocks of the second type by at least one order of magnitude. Thus, significantly different shocks are isolated by the first damping device and the second damping device. Thus, a particularly wide range of shocks can be isolated by the structural bearing.
  • the isolation frequency of the first damping device is in the range of 0.2 Hz to 0.4 Hz and/or the isolation frequency of the second damping device is in the range of 8 Hz to 15 Hz.
  • the isolation frequency of the first damping device is in the range of 0.2 Hz to 0.4 Hz and/or the isolation frequency of the second damping device is in the range of 8 Hz to 15 Hz.
  • significantly different shocks are isolated by the first damping device and the second damping device.
  • a particularly wide range of shocks can be isolated by the structural bearing.
  • the structural bearing is designed to isolate shocks three-dimensionally, preferably such that the first damping device isolates substantially horizontal shocks and the second damping device isolates substantially horizontal and vertical shocks.
  • the three-dimensional vibration isolation or different design of the first damping device and the second damping device allows significantly different shocks to be isolated by the first damping device and the second damping device.
  • a particularly wide range of shocks can be isolated by the structural bearing.
  • the first damping device is designed for vibration isolation of shocks from an earthquake load case
  • the second damping device is designed for vibration isolation of shocks from a service condition load case of the structural bearing.
  • the structural bearing can isolate the corresponding shocks in both an ordinary load case and an extraordinary load case.
  • significantly different shocks are isolated by the first damping device and the second damping device.
  • a particularly wide range of shocks can be isolated by the structural bearing.
  • the second damping device is arranged between two spatially spaced components of the first damping device.
  • the second damping device can be arranged between two previously separate components of the first damping device.
  • a previously single component of the first damping device can also be divided into two components in order to arrange the second damping device therebetween.
  • the spatial spacing ensures that there is no continuous sound bridge between the two spaced components of the first damping device. Both components are only connected via the intermediate second damping device.
  • the second damping device or the structural bearing can isolate shocks of the second type particularly effectively.
  • the first damping device is a sliding pendulum bearing, preferably a double sliding pendulum bearing.
  • the sliding pendulum bearing can be particularly effective in isolating the corresponding horizontal shocks in an earthquake load case, see the above description of the prior art.
  • the sliding pendulum bearing may be of any type.
  • the sliding pendulum bearing can be designed as a single sliding pendulum bearing, a double sliding pendulum bearing or an adaptive sliding pendulum bearing. These types of sliding pendulum bearings are widely known from the prior art, cf. corresponding solutions of the company Maurer Engineering GmbH.
  • the sliding pendulum bearing has an upper bearing plate, a lower bearing plate and a slider located therebetween, wherein the second damping device is arranged in the slider of the sliding pendulum bearing.
  • This embodiment guarantees that the vertical load by the structure is always transferred centrally through the slider into the underlying foundation, regardless of the position of the slider on the main sliding surface.
  • this also applies to the earthquake load case of the structural bearing, in which the slider may be fully deflected. Therefore, the surface pressure and thus the decisive dimensions, such as diameter and thickness, of the second damping device can be optimally adapted to the intended tuning frequency or isolation frequency of the second damping device.
  • the non-centric load on the second damping device is only small in this solution, which avoids an uneven distribution of pressure in the second damping device or a gaping joint between the second damping device and the adjacent components.
  • the slider generally represents the connection point with the smallest circumference in the vertical direction within the sliding pendulum bearing.
  • the dimensions of the second damping device can also be reduced to a minimum.
  • the structural bearing has a particularly compact and simple design.
  • the slider is divided into two parts and the second damping device is arranged between these two components of the slider.
  • the slider is designed in such a way that the diameter of each of the two components of the slider increases towards the second damping device.
  • the surface pressure in the second damping device can be reduced relative to the surface pressure in the sliding surfaces between the slider and the bearing plates.
  • the second damping device directly adjoins the first damping device. Due to the direct connection between the first damping device and the second damping device, the structural bearing has a particularly simple design. In particular, any separation or foundation plates to create two separate isolation levels for the first damping device and the second damping device are no longer necessary. Thus, the effort involved in manufacturing and installing the structural bearing can be considerably reduced.
  • the structural bearing has a load spreading plate which is arranged above the second damping device and preferably directly adjoins the second damping device.
  • the load spreading plate By means of the load spreading plate, the loads of the structure introduced vertically from above can be distributed over the entire surface of the second damping device in the service condition load case as well as in the earthquake load case of the structural bearing.
  • the risk of too high local pressures and thrust stresses on the second damping device is also considerably reduced in this case.
  • the load spreading plate is made of concrete, steel or reinforced concrete.
  • the second damping device has a V-shaped cross-section.
  • the components arranged above and below the second damping device are complementary in shape thereto.
  • the V-shaped design of the cross-section of the second damping device due to the V-shaped design of the cross-section of the second damping device, too high local pressures and thrust stresses on the second damping device in the earthquake load case of the structural bearing can be avoided.
  • the risk of a gaping joint between the second damping device and the components adjoining it is significantly reduced.
  • the V-shaped design also includes variants in which only a portion of the cross-section is V-shaped.
  • the second damping device may also be conical in shape.
  • the second damping device is an elastomeric bearing.
  • Elastomeric bearings are particularly suitable for isolating structure-borne sound and shocks in the service condition load case of the structural bearing in the horizontal and vertical direction, this means three-dimensionally, see the above description of the prior art.
  • the elastomeric bearing can be of any type. However, it must be designed for the service condition load case of the structural bearing. The use of several elastomeric bearings is also conceivable.
  • the elastomeric bearing has an elastomeric layer.
  • the elastomeric bearing is an elastomeric layer.
  • the elastomeric layer preferably incudes polyurethane, particularly preferably the material HRB HS 12000.
  • the material HRB HS 12000 of the company Getzner is particularly suitable for high permanent pressures. In corresponding tests, a permissible short-term pressure of up to 52.9 MPa was determined. This means that damage to the elastomeric bearing can be avoided in the event of an earthquake load case of the structural bearing.
  • the elastomeric bearing remains operational even after exceptionally large shocks, which are basically isolated by the first damping device.
  • the elastomeric layer is reinforced.
  • the reinforcement additionally stabilizes the elastomeric layer.
  • the force distribution within the elastomeric bearing can be controlled in a targeted manner. This means that damage to the elastomeric bearing can be avoided in the earthquake load case of the structural bearing.
  • the elastomeric bearing remains operational even after exceptionally large shocks, which are basically isolated by the first damping device.
  • the elastomeric layer has an elastomeric plate.
  • the elastomeric layer is an elastomeric plate.
  • the elastomeric plate is circular, rectangular, square and/or annular in shape. Elastomeric plates are particularly easy to manufacture and can be installed on site without great effort. Further, this makes the structural bearing compact and simple in design. By choosing the right shape, the elastomeric plate is optimally adapted to the spatial conditions in the structural bearing and corresponding requirements.
  • Figs. 1 and 2 each show a lateral cross-section of a structural bearing 1 for protecting structures against shocks according to the invention in accordance with a first embodiment.
  • the structural bearing 1 has a first damping device 2 and a second damping device 3.
  • the first damping device 2 is designed for vibration isolation of shocks of a first type and the second damping device 3 is designed for vibration isolation of shocks of a second type. Thereby, the shocks of the first type differ significantly from the shocks of the second type.
  • the first damping device 2 is an earthquake isolator in the form of a sliding pendulum bearing, in this case in particular a double sliding pendulum bearing.
  • the sliding pendulum bearing has a lower bearing plate 4, an upper bearing plate 5 and a slider 6 located therebetween.
  • the lower bearing plate 4 and the upper bearing plate 5 each include a main sliding surface on which the slider 6 can be deflected.
  • the two main sliding surfaces are each concave in shape towards the slider 6.
  • sliding sheets 7 are arranged on the respective main sliding surfaces so that the slider 6 can move along the main sliding surface in accordance with the required friction values.
  • the slider 6 Towards the lower bearing plate 4 and the upper bearing plate 5, the slider 6 has a convexly shaped sliding surface, respectively, which is substantially complementary in shape to the respective main sliding surface of the lower bearing plate 4 and the upper bearing plate 5.
  • the sliding surfaces of the slider 6 have a sliding material 8, so that the friction between the slider 6 and the lower bearing plate 4 and upper bearing plate 5 can be further reduced.
  • the sliding pendulum bearing is designed for vibration isolation of substantially horizontal shocks from an earthquake load case of the structural bearing 1, see Fig. 2 .
  • the slider 6 is deflected along the main sliding surfaces of the lower bearing plate 4 and the upper bearing plate 5. This allows the lower bearing plate 4 to move horizontally relative to the upper bearing plate 5.
  • the isolation frequency of the sliding pendulum bearing is in a range of 0.2 Hz to 0.4 Hz.
  • the second damping device 3 is designed as a structure-borne sound isolator.
  • the second damping device 3 isolates micro shocks.
  • the second damping device 3 is an elastomeric bearing.
  • the elastomeric bearing is an elastomeric layer in the form of an elastomeric plate, which preferably includes polyurethane.
  • the material HRB HS 12000 is used, which is suitable for particularly high permanent pressures.
  • the elastomeric layer can also be reinforced so that the elastomeric bearing is additionally stabilized.
  • the elastomeric bearing is designed for vibration isolation of shocks from a service condition load case of the structural bearing 1, see Fig. 1 . This applies to both essentially horizontal and vertical shocks. In other words, shocks can be isolated three-dimensionally. Due to the vibration isolation of relatively small shocks, the elastomeric bearing has an isolation frequency that is greater by at least the factor of 10 than the isolation frequency of the sliding pendulum bearing. In this case, the isolation frequency of the elastomeric bearing is in the range of 8 Hz to 15 Hz.
  • the elastomeric bearing is arranged in the slider 6 of the sliding pendulum bearing.
  • the slider 6 has an upper component 6a and a lower component 6b between which the elastomeric bearing is arranged.
  • the upper component 6a and the lower component 6b are spatially spaced apart, so that there is no sound bridge between the upper component 6a and the lower component 6b.
  • the elastomeric bearing forms a horizontal separation joint within the structural bearing 1 and, thus, can effectively minimize transmission of vibrations in the structure-borne sound and micro range from the lower structural bearing member to the upper structural bearing member.
  • the upper component 6a and the lower component 6b are designed such that the respective diameter increases toward the elastomeric bearing.
  • the surface pressure in the elastomeric bearing can be reduced relative to the surface pressure in the sliding surfaces between the slider 6 and the lower bearing plate 4 as well as upper bearing plate 5.
  • the upper component 6a and the lower component 6b each have two lateral protrusions 9 to fix the elastomeric bearing between the protrusions 9.
  • the elastomeric bearing may also be bonded to the upper and/or lower component 6a, 6b in order to achieve the desired fixation within the structural bearing 1.
  • the dimensions of the elastomeric bearing can be reduced to a minimum. Furthermore, a separation plate dividing the elastomeric bearing and the sliding pendulum bearing into two isolation levels is no longer necessary.
  • the elastomeric bearing is always evenly loaded, since the acting superimposed load of the structure is transferred at all times via the slider 6 from the upper bearing plate 5 to the lower bearing plate 4. Thus, too high local pressures and thrust stresses on the elastomeric bearing as well as a gaping joint in the area of the elastomeric bearing can be avoided.
  • the elastomeric bearing can withstand even high force loads for a short period of time during the earthquake load case and remains operational.
  • a single and simply designed structural bearing is provided that performs the functions of the structure-borne sound and shock protection during the service condition load case as well as the functions of the earthquake protection during the earthquake load case.

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  • 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)
  • Vibration Dampers (AREA)

Claims (15)

  1. Bauwerkslager (1) zum Schutz von Bauwerken gegen Erschütterungen mit
    einer ersten Dämpfungsvorrichtung (2) und einer zweiten Dämpfungsvorrichtung (3),
    wobei die erste Dämpfungsvorrichtung (2) für die Schwingungsisolation von Erschütterungen einer ersten Art ausgelegt ist und die zweite Dämpfungsvorrichtung (3) für die Schwingungsisolation von Erschütterungen einer zweiten Art ausgelegt ist,
    wobei sich die Erschütterungen der ersten Art signifikant von den Erschütterungen der zweiten Art unterscheiden,
    wobei die erste Dämpfungsvorrichtung (2) ein Erdbebenisolator ist und die zweite Dämpfungsvorrichtung (3) ein Körperschallisolator ist,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) in einem Bauteil der ersten Dämpfungsvorrichtung (2) angeordnet ist.
  2. Bauwerkslager (1) nach Anspruch,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) eine Isolationsfrequenz aufweist, die um wenigstens den Faktor 10 größer ist als eine Isolationsfrequenz der ersten Dämpfungsvorrichtung (2).
  3. Bauwerkslager (1) nach Anspruch 2,
    dadurch gekennzeichnet, dass
    die Isolationsfrequenz der ersten Dämpfungsvorrichtung (2) im Bereich von 0,2 Hz bis 0,4 Hz und/oder die Isolationsfrequenz der zweiten Dämpfungsvorrichtung (3) im Bereich von 8 Hz bis 15 Hz liegt.
  4. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    das Bauwerkslager (1) so ausgelegt ist, dass es Erschütterungen dreidimensional isoliert, vorzugsweise so, dass die erste Dämpfungsvorrichtung (2) im Wesentlichen horizontale Erschütterungen isoliert und die zweite Dämpfungsvorrichtung (3) im Wesentlichen horizontale und vertikale Erschütterungen isoliert.
  5. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die erste Dämpfungsvorrichtung (2) für die Schwingungsisolation von Erschütterungen aus einem Erdbeben-Lastfall, und die zweite Dämpfungsvorrichtung (3) für die Schwingungsisolation von Erschütterungen aus einem Gebrauchszustands-Lastfall des Bauwerkslagers (1) ausgelegt ist.
  6. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) zwischen zwei räumlich beabstandeten Bauteilen der ersten Dämpfungsvorrichtung (2) angeordnet ist.
  7. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die erste Dämpfungsvorrichtung (2) ein Gleitpendellager ist, vorzugsweise ein Doppelgleitpendellager ist.
  8. Bauwerkslager (1) nach Anspruch 7,
    dadurch gekennzeichnet, dass
    das Gleitpendellager eine obere Lagerplatte (4), eine untere Lagerplatte (5) und einen dazwischen liegenden Gleiter (6) aufweist, wobei die zweite Dämpfungsvorrichtung (3) im Gleiter (6) des Gleitpendellagers angeordnet ist.
  9. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) direkt an der ersten Dämpfungsvorrichtung (2) anschließt.
  10. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    das Bauwerkslager (1) eine Lastausbreitungsplatte (11) aufweist, die oberhalb der zweiten Dämpfungsvorrichtung (3) angeordnet ist und vorzugsweise direkt an der zweiten Dämpfungsvorrichtung (3) anschließt.
  11. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) einen V-förmigen Querschnitt aufweist.
  12. Bauwerkslager (1) nach einem der vorhergehenden Ansprüche,
    dadurch gekennzeichnet, dass
    die zweite Dämpfungsvorrichtung (3) ein Elastomerlager ist.
  13. Bauwerkslager (1) nach Anspruch 12,
    dadurch gekennzeichnet, dass
    das Elastomerlager eine Elastomerschicht aufweist, die vorzugsweise Polyurethan, besonders bevorzugt den Werkstoff HRB HS 12000, beinhaltet.
  14. Bauwerkslager (1) nach Anspruch 22,
    dadurch gekennzeichnet, dass
    die Elastomerschicht bewehrt ist.
  15. Bauwerkslager (1) nach Anspruch 22 oder 23,
    dadurch gekennzeichnet, dass
    die Elastomerschicht eine Elastomerplatte aufweist, welche insbesondere kreisförmig, rechteckig, quadratisch und/oder ringförmig ausgebildet ist.
EP21794495.8A 2020-10-13 2021-10-13 Bauwerkslager zum schutz von bauwerken gegen erschütterungen Active EP4165262B1 (de)

Priority Applications (2)

Application Number Priority Date Filing Date Title
HRP20241044TT HRP20241044T1 (hr) 2020-10-13 2021-10-13 Konstrukcijski ležajevi, namijenjeni zaštiti konstrukcija od udara
RS20240874A RS65817B1 (sr) 2020-10-13 2021-10-13 Konstrukcijsko ležište za zaštitu konstrukcija od potresa

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102020212920.7A DE102020212920A1 (de) 2020-10-13 2020-10-13 Bauwerkslager zum schutz von bauwerken gegen erschütterungen
PCT/EP2021/078326 WO2022079106A1 (en) 2020-10-13 2021-10-13 Structural bearing for protecting structures against shocks

Publications (3)

Publication Number Publication Date
EP4165262A1 EP4165262A1 (de) 2023-04-19
EP4165262B1 true EP4165262B1 (de) 2024-05-29
EP4165262C0 EP4165262C0 (de) 2024-05-29

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EP (1) EP4165262B1 (de)
CN (1) CN116324102A (de)
AU (1) AU2021361097B2 (de)
CL (1) CL2023000953A1 (de)
DE (1) DE102020212920A1 (de)
ES (1) ES2983538T3 (de)
HR (1) HRP20241044T1 (de)
HU (1) HUE067865T2 (de)
PH (1) PH12023550157A1 (de)
RS (1) RS65817B1 (de)
WO (1) WO2022079106A1 (de)

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE4223786A1 (de) * 1992-07-15 1994-01-20 Gerb Schwingungsisolierungen Schwingungsdämpfer
US6324795B1 (en) 1999-11-24 2001-12-04 Ever-Level Foundation Systems, Inc. Seismic isolation system between floor and foundation comprising a ball and socket joint and elastic or elastomeric element
DE10233804B3 (de) * 2002-07-25 2004-02-26 Isoloc Schwingungstechnik Gmbh Schwingungsisolator
KR100716088B1 (ko) * 2006-07-10 2007-05-08 주식회사 에스코알티에스 마찰을 이용한 수직진동 감쇠베어링
WO2012169669A1 (en) 2011-06-08 2012-12-13 Cho, Yeoung Cheol Elastic device and mechanism to control horizontal displacement utilizing a horizontal component of elastic force and bridge bearing using the same
TWM426684U (en) * 2011-12-09 2012-04-11 Xun-Ren Zhuang Seismic isolation bearing
CN205383398U (zh) * 2016-01-03 2016-07-13 山东科技大学 一种抗倾覆三维隔震支座
CN109854053A (zh) * 2019-01-28 2019-06-07 清华大学 智能三维隔震与隔振系统

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RS65817B1 (sr) 2024-09-30
WO2022079106A1 (en) 2022-04-21
CL2023000953A1 (es) 2023-09-15
AU2021361097A1 (en) 2023-02-23
HUE067865T2 (hu) 2024-11-28
EP4165262C0 (de) 2024-05-29
AU2021361097B2 (en) 2024-06-13
DE102020212920A1 (de) 2022-04-14
PH12023550157A1 (en) 2024-03-18
CN116324102A (zh) 2023-06-23
EP4165262A1 (de) 2023-04-19
HRP20241044T1 (hr) 2024-11-08
ES2983538T3 (es) 2024-10-23

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