EP2778291B1 - Method for producing a foundation panel that eliminates the effect of earthquakes for at least one building - Google Patents

Description

The invention relates to a method for producing a seismically passive foundation plate with at least one structure arranged on the foundation plate. Furthermore, the invention relates to a seismically passive foundation plate with at least one arranged on the foundation plate structure.

Process for the production of foundation plates as well as foundation plates are from the practice, eg from the EP 1 413 681 A2 , basically known. It has proven useful to assign a foundation plate to a building, so that the establishment of a complex of different buildings has a plurality of individual foundation slabs, each building is assigned a respective foundation plate. The known from practice foundation plates tear in the event of an earthquake slightly apart (cracking in the concrete), since the concrete used to form the foundation plates can absorb any tensile forces. The foundation plates of the individual buildings are separated by joints or press joints. In the event of an earthquake, earthquake waves hit the individual foundation plates, causing them and the buildings on the individual foundation plates to vibrate. As a result, each building is stimulated differently and vibrates independently of neighboring buildings. The time course, the amplitudes and the movement of the individual foundation plates and buildings are different, with even opposing movements are possible between adjacent buildings and / or foundation plates. In this case, adjacent building interconnecting components, such as cables, damaged, which must be excluded by complicated connection constructions. In order to mitigate the effects of earthquakes, it is still known in practice, between the foundation plate and the building to arrange vibration-damping bearing structures. It is also known to provide vibration damping bearing structures between the foundation plate and a second foundation plate disposed thereunder. However, the production and maintenance of these known from practice storage structures is very complex and costly.

The invention is therefore the technical problem of providing a method for producing a seismic passive foundation plate, which is simple and reliable executable and can be produced with the earthquake resistant foundation plates and structures. Furthermore, the invention is the technical problem of specifying a seismic passive foundation plate, which reduces the effects of earthquakes. Above all, seismic passive means that the foundation slab or structure is less likely to vibrate and no further, especially active, measures are required.

To solve the technical problem, the invention teaches a method for producing a seismic passive foundation plate with at least one arranged on the foundation plate structure, wherein the foundation plate is provided with such a designed reinforcing reinforcement, which reinforcing reinforcement is preferably arranged and dimensioned so that through the foundation plate Traction power is absorbed, which tensile force is at least as large as acting on the foundation plate by an earthquake force normal force N _A , and wherein the at least one building created on the foundation plate and connected to the foundation plate. More preferably, the invention teaches a method of making a seismic passive foundation plate having at least one structure disposed on the foundation plate, the foundation plate being provided with a reinforcement reinforcement arranged and dimensioned such that By an earthquake in the foundation plate embossed forced normal forces N _A can be taken with a defined safety distance and wherein the at least one building created on the foundation plate and connected to the foundation plate. The seismic passive foundation plate is preferably free of storage facilities with which storage facilities ground dislocations and / or vibrations of a structure arranged on the foundation plate are braked or eliminated.

The invention is based on the finding that earthquake waves incoherently impinge on a foundation plate. This means that different floor areas, which floor areas each abut principally on a foundation plate underside, are located in different phases of the seismic wave according to the phase difference caused by the respective different timing at which the seismic wave meets the floor area. Depending on the distance of individual floor areas from one another and accordingly on the time difference with which the seismic wave strikes these floor areas, the phase difference of two floor areas can be so great that an opposite direction of vibration results between them.

It has been shown that in an earthquake, the ground oscillates substantially horizontally. In accordance with the phase difference described above, the bottom areas adjacent to the underside of the panel do not move uniformly but differently. By contrast, the individual areas of a monolithic, non-cracked foundation slab can not move in different directions, at least not in the same order of magnitude as the floor areas, but only to a much smaller extent, which is negligible in this regard. This results in two effects. The only common movements can perform Foundation plate areas move much less than the majority of the floor areas, so to speak with an average of the displacements of the floor areas, which may be much smaller than the maximum value due to the partial opposition of the movements. This results in a different relative displacement between the floor areas and the foundation plate areas. Due to the friction between the base and the foundation plate, however, this relative displacement is hindered and as a result a constraining force or forced normal force N _{A is introduced} into the foundation plate. Due to the oscillating ground movement with different directions of movement, this force is alternately a tensile or a compressive force. According to the common material properties of concrete, a corresponding reinforcement must be inserted to absorb the tensile forces. Otherwise, a base plate of appropriate size would tear apart and act like several single foundation plates.

The forced normal force or tensile force N _A caused by the earthquake and acting on the foundation plate is preferably a product of a tensile stress σ and the area A of the reinforcement, which is given in the following formula: $${\mathrm{N}}_{\mathrm{A}}=\mathrm{\sigma }\times \mathrm{A}$$

wobei E der E-Modul von Stahl, d_ri die behinderte Relativverschiebung und L_i die Länge des Fundaments ist. Die behinderte Relativverschiebung d_ri ist nach der Gleichung $$d_{\mathit{ri}}=\frac{d_g\sqrt{2}}{L_g}\cdot L_i$$

The tensile stress σ is particularly preferably determined according to the following formula: $$\sigma =e\cdot \frac{d_{\mathit{ri}}}{L_i}$$

where E is the modulus of elasticity of steel, d _{ri is} the obstructed relative displacement and L _{i is} the length of the foundation. The obstructed relative displacement d _ri is according to the equation $$d_{\mathit{ri}}=\frac{d_G\sqrt{2}}{L_G}\cdot L_i$$

where dg is the design floor displacement and the distance Lg is the length of the route measured from the ground surface or foundation plate, from which the earthquake vibration is considered to be uncorrelated. The distance Lg is 200 to 700 m and mainly 300 to 600 m. The design floor displacement can be 3 mm to 10 cm and, for example, 5 mm to 5 cm. The reinforcement reinforcement is designed so that it can absorb the relative displacement d _ri or the resulting force normal force.

It is recommended that the reinforcing reinforcement be arranged in the foundation plate with the proviso that the tensile force generated by the earthquake and oriented parallel or essentially parallel to the earth's surface is absorbed by the foundation plate. Particularly preferably, the tensile force, which is preferably exclusively horizontal, absorbs the tensile force generated by the earthquake. Due to the reinforcing reinforcement, the resistance of the foundation plate to tensile forces or tensile stresses is increased such that the foundation plate withstands earthquake-induced tensile stresses without damage. The tensile forces of the earthquake acting on the foundation plate are advantageously absorbed by the reinforcing reinforcement, whereby a tearing apart of a concrete mass forming the foundation plate is prevented.

According to one embodiment, the reinforcing reinforcement is oriented horizontally or approximately parallel to a foundation underside or foundation surface. Preferably, the reinforcement reinforcement is oriented in both horizontal main directions of the foundation plate. Preferably, at least two and preferably a plurality of layers of the reinforcing reinforcement are arranged on the foundation underside and the foundation surface in the foundation plate. The reinforcing reinforcement is preferably made of reinforcing steel, in particular reinforcing steel bars and / or welded mesh. Alternatively and / or additionally, fiber-reinforced or textile-reinforced concrete and / or high-performance reinforced high-strength concrete can be used for producing or reinforcing the foundation plate.

So that relative displacements and earthquake-related tensile forces can be absorbed by the reinforcing reinforcement, it is recommended that the reinforcing steel and / or the reinforcing steel mats have the highest possible elongation at break. Conveniently, the reinforcing steel and / or the reinforcing steel mat has an elongation at break of, for example, up to 50 ‰. If necessary, the reinforcing steel and / or the reinforcing steel mat has an elongation at break of up to 25 ‰. It is possible that the reinforcing steel and / or the reinforcing steel mat has an elongation at break of 20 to 50 ‰. Conveniently, the yield strength of the reinforcing steel f _{yk is} greater than 400 N / mm ² , preferably at least 500 N / mm ² . It is recommended that the reinforcing bars have a diameter of 6 mm to 40 mm, and preferably from 12 mm to 32 mm. Conveniently, the reinforcing reinforcement is arranged parallel to the vibration plane of the earthquake or the horizontal seismic waves.

Furthermore, it is possible, in the case of two or more individual foundation plates lying next to one another, to connect them with coupling elements which ensure that the individual foundation plates are resistant to earthquakes how a seismic passive foundation plate according to the invention act. For this purpose, it is necessary that the coupling elements connect the existing reinforcements, which are preferably present on the upper and lower sides of the individual foundation plates as orthogonal reinforcing nets, with each other in a force-fit manner. The coupling elements must be designed so that they are able to absorb the force normal forces determined according to the formulas described above. Furthermore, it is a prerequisite of this method that the reinforcement present in the individual foundation plates is able to absorb the normal forces determined according to the formulas described above.

If the individual foundation slabs are not separated from each other by press joints, but with a certain joint spacing, this must be closed when installing the coupling elements. This is done by concreting / filling the joints with suitable material, whereby concrete, reinforced concrete, steel fiber concrete or micro-reinforced high-performance concrete can be used. Alternatively, the coupling elements can be designed so that they take over this function of the joint bridging.

Furthermore, the invention for solving the technical problem teaches a method for producing a seismic passive foundation plate with at least one structure arranged on the foundation plate, wherein the structure is erected on the foundation plate, wherein the foundation plate is provided with a stiffening reinforcement such that with the stiffening reinforcement Thrust V _A and / or a moment M _A is / are receivable, which thrust V _A and / or which moment M _A is initiated by the excited by an earthquake, vibrating structure in the foundation plate / are.

It is within the scope of the invention that an earth-side or ground-surface-side end face of the foundation plate has a reinforcing profiling by which the thrust force V _A and / or the moment M _A is preferably added in addition to the stiffening reinforcement, which thrust force V _A or which Moment M _{A is introduced} through the vibrating, arranged on the foundation plate structure in the foundation plate. The stiffening reinforcement ensures that shear forces and / or moments introduced transversely to the building-side surface of the foundation plate into the foundation plate are absorbed and in this way tensile stresses acting on the foundation plate are absorbed. The thrust force V _A and / or the moment M _A , which thrust force V _A and / or which moment M _A , act in each point of the foundation, advantageously result from a dynamic analysis of the soil-structure interaction. It is recommended that as part of the dynamic analysis of the soil-structure interaction a modeling of the structure on the existing soil stratification is made. According to one embodiment, the building or the structures or the various rising structures of the respective structure with their masses, stiffness and damping is modeled on the foundation plate. Every single structure of a structure has a frequency with which it vibrates horizontally. Typically, these horizontal frequencies are between 0.5 to 10 Hz. Also, the soil (ground) below the foun- dation board is modeled in the context of the invention with its mass, stiffness and damping. The entire system of soil layers, the foundation plate and the structure is stimulated by earthquakes. Due to the vibration of the masses of the individual structures and the resulting inertial forces, the moments M _A and shear forces V _{A are determined} in each point of the foundation plate.

The incorporation of the reinforcing reinforcement and / or stiffening reinforcement in the foundation plate, this is characterized by a high resistance to the initiated moments and shear forces, so that a tearing apart of the foundation plate in the event of an earthquake is avoided. Advantageously, with the foundation plate, the total earthquake excitation further reduced, for example, by an increased radiation damping of the large and massive Fundamtplatte in the ground. According to this advantageous embodiment, the mutual oscillations or tilting vibrations of the structures are reduced.

The reinforcement is expediently arranged in the foundation in such a way that the foundation plate can receive the moments M _A and / or the thrust forces V _A in the respective cross-section of the foundation plate. To record the moments M _A , the reinforcing reinforcement and / or reinforcing reinforcement is arranged horizontally and / or parallel to the foundation surface or foundation underside.

The reinforcing reinforcement and / or stiffening reinforcement is also oriented in both main horizontal directions. This is preferably carried out with two or more superimposed reinforcement layers, which are preferably arranged near the foundation top or foundation underside.

According to one embodiment, a thickness of the foundation plate at each location of the foundation plate is selected such that the torque which can be absorbed by the reinforcement reinforcement and / or reinforcing reinforcement is greater than the moment M _A. Empfohlenermaßen the thickness of the foundation plate is chosen at each location so that the absorbable thrust and / or shear force is greater than the shear forces V _A. In the context of the invention, the thickness of the foundation plate means an extension of the foundation plate transversely to the earth's surface. It is recommended that the characteristic cylinder compressive _strength f _{ck of} the concrete is as high as possible, preferably greater than 20 N / mm ² . To increase the absorbable thrust inclined reinforcing rods (diagonal bars) and / or mats and / or steel bracket can be installed in the foundation plate. When inclined shear force reinforcement is to be used preferably a slope which is 45 ° or about 45 °. This results in a profiling of the foundation plate. A resulting thickness of the foundation plate should preferably not be more than 10 m and not less than 1 m.

Conveniently, reinforcing steel and / or welded mesh are preferably used as stiffening reinforcement. In principle, it is possible that a fiber-reinforced and / or textile-reinforced concrete and / or a high-performance reinforced micro-reinforced concrete is used for the training or local reinforcement of the foundation plate.

Conveniently, the stiffening reinforcement or the reinforcing steel and / or the welded mesh has the highest possible elongation at break. Advantageously, the elongation at break of the reinforcing steel and / or the welded mesh is 50 ‰ or approximately 50 ‰. However, according to one embodiment, an elongation at break of at least 25 ‰ or even less than 25 ‰ is sufficient. The yield strength of the reinforcing steel f _yk should be _greater than 400N / mm2, preferably it should be 500 N / mm2 or approximately 500 N / mm2. The diameter of the reinforcing steel or reinforcing steel bars may be, for example, 6 mm to 40 mm, and preferably 12 to 32 mm.

It is within the scope of the invention that the building is anchored to the foundation plate.

It is recommended that a plurality or plurality of structures is arranged on the foundation plate. This means that a plurality of structures are arranged on the same foundation plate. The reinforcing reinforcement and / or stiffening reinforcement ensures that in the case of an earthquake a breakup of the foundation plate is excluded, whereby different settlements of different structures in the event of an earthquake are excluded. The building is, for example, a power plant or an industrial plant. In principle, it is possible that the building is formed from a plurality or plurality of buildings. According to one embodiment, the building is designed as a building.

Particularly preferably, the foundation plate is preferably placed directly on the ground. According to a preferred embodiment, no further bearing elements are provided between the foundation plate and the ground or the earth's surface. It is recommended that the foundation plate rests on the ground or surface without being stored. Particularly preferably, the structure is connected directly and / or bearing-free to the foundation plate. Due to the bearing-free arrangement of the structure on the foundation plate and the bearing-free support of the foundation plate on the ground, the foundation plate is formed as a passive foundation plate.

The foundation plate designed according to the invention can be combined with other foundation measures known from the prior art. In particular, it is possible to form the foundation plate on piles or they as a pile top plate of a pile foundation.

Particularly preferably, the foundation plate is integrally formed. It is within the scope of the invention that the foundation plate as a joint-free, one-piece Foundation plate is formed. This means that the structure or the majority of the structures are arranged on one or the same foundation plate.

Furthermore, the invention relates to solving the technical problem, a seismic passive foundation plate with at least one arranged on the foundation plate structure, wherein the foundation plate is made in particular according to a method of claims 1 to 11,

wherein the foundation plate is provided with a reinforcing reinforcement, wherein the reinforcing reinforcement is formed with the proviso that a tensile force can be absorbed by the foundation plate, which tensile force is at least as large as the tensile force N _A acting on the foundation plate by an earthquake
and or
wherein the foundation plate is provided with a stiffening reinforcement, wherein the reinforcing reinforcement is formed with the proviso that with the stiffening reinforcement a thrust force V _A and / or a moment M _A of standing on the foundation plate, for example, earthquake-induced vibration building is receivable / are or recorded will be.

The invention is based on the finding that the foundation plate according to the invention is excited by an earthquake low or practically not excited. The reinforcing reinforcement and / or stiffening reinforcement preclude a tearing apart of the foundation plate in an earthquake. Especially with large dimensions of the foundation plate, the earthquake can not make the foundation plate with the peak acceleration stimulate. Large dimensions means, for example, that the foundation plate has a length of at least 100 m and / or a width of at least 100 m. Advantageously, earthquake accelerations compensate each other or overlap such that the foundation plate in the case of an earthquake undergoes no or only an insignificant change in position. As a result, can be minimized with the foundation plate according to the invention, in particular tilting vibrations of tall, slender structures. Advantageously, individual structures on the foundation plate according to the invention in an earthquake on an equal global displacement, wherein advantageously a relative distance between the individual structures remains constant or substantially constant. Furthermore, the invention is based on the finding that because of the lower stress on the structures in the event of an earthquake expensive, stiffening constructions of the structures can be dispensed with. Consequently, flexible construction methods of various structures can be realized on the foundation plate according to the invention.

Advantageously, different settlements between different structures arranged on the foundation plate are excluded by the foundation plate according to the invention. The foundation plate according to the invention is also used regardless of the nature of the ground. A foundational depth of the foundation plate according to the invention essentially corresponds to the foundation depth of the known from practice Einzelfundamentplatten, each of which only a building or only a building is assigned.

A combination with other types of foundations is quite possible. For example, the foundation plate can be placed on piles or stake groups or the foundation plate may represent the pile head plate of such a pile group.

In the case of an earthquake, the deformation of a building, which is arranged on the foundation plate according to the invention, is reduced. Likewise, the fixation of supply lines, such as pipelines, cables and the like to be connected to each other, arranged on the foundation plate structures simplified because of the supply lines in the event of an earthquake due to the reduced vibrations of the structures only slight deformations must be included. Incidentally, in the foundation plate cable and pipe ducts can be performed easily, as in the case of an earthquake, a breakage and damage to the cable and pipe ducts is excluded.

The foundation plate according to the invention may also consist of existing Einzelelfundamentplatten which are positively connected to each other by coupling elements.

Fig. 1:

einen Schnitt durch eine erfindungsgemäße Fundamentplatte mit darauf angeordneten Bauwerken,

Fig. 2:

einen Schnitt durch die erfindungsgemäße Fundamentplatte gemäß Fig. 1 während eines Erdbebens,

Fig. 3:

einen Schnitt durch eine erfindungsgemäße Fundamentplatte mit darauf angeordneten Bauwerken in einer zweiten Ausführungsform und

Fig. 4:

einen Schnitt durch die Fundamentplatte gemäß Fig. 3 während eines Erdbebens.

The invention will be explained in detail with reference to a drawing showing only one embodiment. They show schematically:

Fig. 1:

a section through a foundation plate according to the invention with structures arranged thereon,

Fig. 2:

a section through the foundation plate according to the invention according to Fig. 1 during an earthquake,

3:

a section through a foundation plate according to the invention with structures arranged thereon in a second embodiment and

4:

a section through the foundation plate according to Fig. 3 during an earthquake.

Fig. 1 shows a foundation plate 1, on the three structures 2, 3, 4 are arranged. The foundation plate 1 has a reinforcing reinforcement 5, which reinforcing reinforcement 5 is oriented parallel to the earth's surface 6. In case of earthquake, what in Fig. 2 is shown, the earth's surface 6 vibrates in the horizontal direction, which is indicated by the arrow P in Fig. 2 is indicated. Due to the fact that the earthquake waves strike the earth's surface 6 at points A, B at different points in time from an exciter center (not shown), the earth's surface 6 has a different deflection at the point A than at the point B. Due to the overlying foundation plate 1 and the adhesion of the soil to the foundation plate 1, these different deflections will not allow in particular at the points A and B. The obstruction of the deflection of the earth's surface 6 at the points A and B causes the forces N _A1 and N _A2 , respectively, which force normal forces or tensile forces N _A1 and N _{A2 act} on the foundation plate 1. There they call alternately tensile forces and compressive forces, wherein the tensile forces are absorbed by the reinforcing reinforcement 5 in the foundation plate 1, whereby a fracture of the foundation plate 1 is avoided.

Because the deflections on the foundation plate-side ground surface 6 are hindered by the foundation plate 1, horizontal displacement of the foundation plate 1 parallel to the double-headed arrow P is also reduced. As a result, the vibrations and the tilting vibrations of the structures 2, 3, 4 at the in Fig. 1, 2 shown base plate 1 is reduced compared to the tilting vibrations observed in the prior art. In this way, in the structures 2, 3, 4 in an earthquake damage to the structures 2, 3, 4 are also avoided.

The foundation plate 1 with the structures 2, 3, 4 arranged thereon Fig. 3 essentially corresponds to the foundation plate 1 with the structures 2, 3, 4 arranged thereon according to FIGS Fig. 1 and 2 , However, the foundation plate 1 according to Fig. 3 one of the reinforcement or reinforcing reinforcement 5 of the foundation plate 1 according to the Fig. 1 and 2 various reinforcements or stiffening reinforcements 7 on.

In Fig. 4 is shown at the point C, a lateral force V _A1 and a moment M _A1 , which is caused by tilting vibrations of the structures 2 and 3. Furthermore, a thrust force V _A2 and a moment M _{A2 is} shown at the point D, which is caused by the tilting vibrations of the structures 3 and 4. The in the 3 and 4 shown stiffening reinforcement 7 is designed with the proviso that the moments M _A1 and M _A2 and the thrust forces V _A1 and V _{A2 received} by the reinforcing reinforcement 7 and so damage the foundation plate 1 according to the 3 and 4 be excluded.

Furthermore, in the Fig. 1 to 4 illustrated that the foundation plate 1 on the ground floor or on its surface facing away from the structures has a profiling 8, through which the foundation plate 1 in conjunction with the reinforcing reinforcement 5 and the stiffening reinforcement 7 undergoes additional reinforcement.

Claims (14)

1. A method for producing a seismically passive foundation slab (1) having at least one structure (2, 3, 4) arranged on the foundation slab (1), wherein the foundation slab (1) is provided with a reinforcement (5) configured in such a way that a tensile force can be absorbed by the foundation slab (1), which tensile force is at least as large as the tensile force (N_A, N_A2) acting on the foundation slab (1) due to an earthquake, in that the reinforcement (5) is formed from concrete steel, wherein the tensile yield strength of the concrete steel f_yk is larger than 400 N/mm² and the reinforcement (5) is orientated parallel or approximately parallel to the earth's surface (6), wherein the at least one structure (2, 3, 4) is erected on the foundation slab (1) and connected to the foundation slab (1), wherein a plurality or multiplicity of structures (2, 3, 4) is arranged on the foundation plate (1).
2. The method according to claim 1, wherein the reinforcement (5) is arranged in the foundation slab (1) with the proviso that the tensile force generated by the earthquake and orientated parallel or essentially parallel to the earth's surface (6) is or can be absorbed by the foundation slab (1).
3. The method according to one of claims 1, or 2, wherein the preferably exclusively horizontal tensile force generated by the earthquake is absorbed by the reinforcement (5).
4. The method according to one of claims 1 to 3, wherein the reinforcement is arranged in the two main directions of the foundation slab - particularly orthogonally to one another.
5. The method according to one of claims 1 to 4, wherein a plurality of individual foundation slabs is connected to the seismically passive foundation slab with the aid of coupling elements.
6. The method according to claims 1 to 5, wherein the foundation slab (1) is provided with a reinforcement (7), wherein a pushing force V_A and/or a moment M_A is or can be absorbed using the reinforcement (7), which pushing force V_A and/or which moment M_A is/are introduced into the foundation slab (1) by the vibrating structure (2, 3, 4) excited by an earthquake.
7. The method according to one of claims 1 to 6, wherein the foundation slab or the underside thereof is constructed in a profiled manner.
8. The method according to one of claims 1 to 7, wherein the structure (2, 3, 4) is anchored on the foundation slab (1).
9. The method according to one of claims 1 to 8, wherein the foundation plate (1) is preferably laid directly onto the earth (6).
10. The method according to one of claims 1 to 9, wherein the foundation plate (1) is additionally laid on piles.
11. The method according to one of claims 1 to 10, wherein the foundation slab (1) is constructed in one piece.
12. A seismically passive foundation slab having at least one structure (2, 3, 4) arranged on the foundation slab (1), wherein the foundation slab (1) is produced according to one of claims 1 to 11 in particular, wherein the foundation slab (1) is provided with a reinforcement (5), wherein the reinforcement (5) is constructed with the proviso that a tensile force can be absorbed by the foundation slab (1), which tensile force is at least as large as the tensile force (N_A, N_A2) acting on the foundation slab due to an earthquake, in that the reinforcement (5) is formed from concrete steel, wherein the tensile yield strength of the concrete steel f_yk is larger than 400 N/mm² and the reinforcement (5) is orientated parallel or approximately parallel to the earth's surface (6), and wherein a plurality or multiplicity of structures (2, 3, 4) is arranged on the foundation plate (1).
13. The seismically passive foundation slab according to claim 12, wherein the foundation slab (1) consists of a plurality of individual foundation slabs, which are connected to one another via coupling elements.
14. The seismically passive foundation slab according to claim 12 or 13, wherein the foundation slab (1) is provided with a reinforcement (7), wherein the reinforcement (7) is constructed with the proviso that a pushing force (V_A1, V_A2) and/or a moment (M_A1, M_A2) of the structure (2, 3, 4), which is vibrating due to the earthquake and stands on the foundation slab (1), can be absorbed or is/are absorbed using the reinforcement (7).

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