JPS61151377A - Earthquake-proof apparatus - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

DETAILED DESCRIPTION OF THE INVENTION (Industrial Application Field) The present invention relates to a seismic isolation device, and particularly to a seismic isolation structure that protects an entire building structure from large earthquakes.

(Prior art and problems) Conventionally, for example, the m section of a 9m beam in a nuclear power plant building! llj! Various proposals have been made as seismic isolation devices for built structures, and some of them have already been put into practical use.

This type of immunity 8ii8 is a flat elastic body.

For example, f? where rubber plates are stacked up like a sandwich with steel plates? Although the ill rubber structure is well known, there were the following 111 problems.

In other words, when the input seismic acceleration becomes large, for example 0.2 g or more, the structure is more likely to skid, and since it is mainly composed of elastic bodies, the l [I history] which indicates the absorption of seismic energy There was also a problem that the area surrounded by the curve was small.

Therefore, in order to solve the above problem and obtain a large amount of energy absorption, an isolation device has been proposed that combines the above laminated rubber with a soft metal, such as lead, that immediately deforms plastically when an earthquake force is applied. There is.

However, although such seismic isolation devices increase the ability to absorb seismic energy, when short-period vibrations such as strong winds act on a structure, contrary to an earthquake, the soft metal absorbs a relatively small external force. There is also the problem that the structure sways more than expected because it undergoes plastic deformation.

This invention was made with the intention of solving the above-mentioned problems, and its purpose is to provide a structure with a relatively large ability to absorb seismic energy and an appropriate resistance to external forces applied to the structure. The purpose of the present invention is to provide an insulation device with a high degree of rigidity.

(Means for Solving the Problems) In order to achieve the above object, the present invention provides a seismic isolation device interposed between the building structure and the foundation, which supports the vertical load of the building structure and supports the horizontal load. It consists of an elastic body that deforms elastically against horizontal loads, and a rod-shaped damper that has one end fixed to the foundation and the other end loosely fitted to the building structure and deforms plastically through a predetermined elastic deformation in response to horizontal loads.

(Operation of the invention) In the seismic isolation structure configured as described above, a hysteresis curve in which the elastic body and the rod-shaped damper are superimposed is obtained, and earthquake energy can be largely absorbed and the building structure can be protected.

Furthermore, since the rod-shaped damper has appropriate rigidity against external forces applied to the building structure, it prevents the structure from shaking significantly.

Roughly speaking, the rod-shaped damper is of the cantilever type, so that the energy absorption force does not differ depending on the direction against seismic force from multiple directions, and an equal damping force can be obtained in each direction.

(Embodiments) Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

FIG. 1 and FIG. 2 show an embodiment of a seismic isolation device according to the present invention.

The seismic isolation device shown in the figure is interposed between a building structure 10 and a foundation 12, and roughly consists of an elastic body 14 that supports the vertical load of the building structure 10, and a rod-shaped damper 16. There is.

The elastic body 74 is made by laminating flat rubber plates 14a and steel plates 14b of the same shape alternately, and has end plates 14c, 14c attached to the upper and lower ends. It is in the state shown by the dotted line in Figure 4, and has the ability to absorb seismic waves whose main components are short-period waves.

On the other hand, the rod-shaped damper 16 is constructed as shown in FIG.

The rod-shaped damper 16 is made of a steel rod 16a having a circular cross section, and is connected to the steel rod 16a on the back side through the lower end of the steel rod 16a.
The upper mounting plate 16d has a through hole 16C with a diameter slightly larger than the diameter of the steel rod 16a into which the upper end of the steel rod 16a is loosely fitted. Attachment to the structure 10 and foundation 12 is performed as follows.

Concave notches 18° 18 are formed in the parts of the building structure 10 and the foundation 12 where both ends of the steel rod 16a are located, and the upper and lower mounting plates 16d are installed so as to close the notches 18, respectively. 16b is fixed by anchor bolts 20 buried in the structure 10 and the foundation 12, respectively, and as a result, the lower end of the steel rod 16a is fixed to the lower mounting plate 1.
6tl to the foundation 12, and its upper end is loosely fitted to the building structure 10 via an upper mounting plate 16d.

The behavior of the rod-shaped damper 16 configured in this way with respect to horizontal loads is as shown in FIG.

First, assuming that the distance between the steel rod 16a and the through hole 160 is a, even if the foundation 12 is displaced in the direction of the arrow X of the third factor A, the position where the steel rod 16a and the through hole 16c abut, that is, the foundation 1
Unless 2 is displaced by a, no force is applied to the steel rod 16a (0-A).

Then, after the steel rod 16a and the through hole 16c come into contact, an additional 1! a! 12 moves in the direction of arrow X, the steel rod 16a is elastically deformed (A-8>).

If the movement of the foundation 12 continues, the steel rod 16a will be plastically deformed B-C), and if the direction of movement of the foundation 12 is reversed (Y direction), the steel rod 16a will be elastically deformed in the opposite direction C-D). When the rod 16a separates from the through hole 16C, it becomes a no-load state, and this state is maintained until the base Ia12 moves by 2a in the Y direction (DE).

Furthermore, when the foundation 12 moves in the Y direction, the steel rod 1
6a shows plastic deformation (F-G) through elastic deformation region (E-F).
)do.

After that, when the moving direction of the base 1112 becomes the X direction again, the steel rod 16a undergoes elastic deformation (GH), and then remains in an unloaded state (H-I) until the M foundation 12 moves by 2a, and then again Elastic deformation (1-J).

The graph in FIG. 3(B) summarizes the behavior of the steel rod 16a with respect to horizontal loads as described above.

Now, since the seismic isolation device of the present invention configured as described above includes the elastic body 14 and the rod-shaped damper 16, the characteristics of the device as a whole against horizontal loads are as shown by the solid line in FIG. It becomes a superposition of these individual characteristics,
Surface 1 of the hysteresis curve indicating the degree of absorption of earthquake energy (the part surrounded by the middle point in FIG. 4) becomes larger, and as a result, the vibration transmitted from the foundation 12 to the building structure 10 can be significantly reduced.

Also, against external forces that directly act on the building structure 10,
After the steel rod 16a comes into contact with the through hole 16C, since the steel rod 16a has appropriate rigidity, it is prevented from shaking significantly.

Further, the rod-shaped damper 16 described above is composed of a steel rod 16a and plates 16b and 16d, and has a simple and inexpensive structure, and can be easily replaced.

Furthermore, since the upper end of the steel rod 16a, which undergoes repeated elastic and plastic deformation many times as described above, is loosely fitted, and the lower end of the steel rod 16a is welded to the back surface of the lower plate 16b,
Fatigue fracture at the fixed end can be effectively prevented.

That is, both ends of the steel rod 16a are connected to the building structure 10 and the base 112.
Although it is possible to obtain properties similar to those of the present invention by fixing the ends to the ends of the steel bar, it is possible to obtain properties similar to those of the present invention. A tensile axial force is generated in the direction, which promotes fatigue failure, but by loosely fitting one end of the steel rod 16a, only bending stress acts on the steel rod 16a even in the event of large deformation. This phenomenon is prevented.

Therefore, if the distance a between the steel rod 16a and the through hole 16c is extremely small, the condition will be similar to that of the fixed end in the case of large deformation, so it is preferably about 2 to 51 mm, for example.

FIG. 5 shows another embodiment of the invention, and only its features will be described below.

That is, in the embodiment shown in the figure, the steel rod 1 of the above embodiment
A spherical bearing 22 is interposed at the upper end of the upper mounting plate 16d that loosely fits into the through hole 16C.

In this configuration as well, an earthquake energy absorption history curve comparable to that of the above embodiment can be obtained, and since the spherical bearing 22 is interposed in the idle portion v1, the fifth
As shown in Figure (8), even if the foundation 12 is displaced, in the initial state, the bearing 22 moves and there is no FII for a relatively short period of time.
It enters the N state, but after that it deforms elastically.

In other words, as explained with reference to the diagram in FIG.
The superimposed characteristics are P+ and P2 and P2 and P in Figure 4.
The history curve will be like connecting 3, and will be a balanced and appropriate one.

Also, unlike the case where the distance a between the steel rod 16a and the through hole 16c is simply made extremely small, a certain degree of freedom is secured by the spherical bearing 22, so it is similar to the case where both ends are fixed ends. There are no problems.

In addition, although the case where the steel rod 16a of the rod-shaped damper 16 was comprised with one was illustrated in the said Example, implementation of this invention is not limited to this, and the steel rod 16a may be plural.

(Effects of the Invention) As described above in detail in the examples, the seismic isolation device according to the present invention has various excellent effects such as having a large seismic energy absorption function despite having a relatively simple structure. is obtained.

[Brief explanation of the drawing]

Fig. 1 is an overall configuration diagram showing one embodiment of the seismic isolation device of the present invention, Fig. 2 is an enlarged view of the main part of Fig. 1, and Fig. 3 is an explanatory diagram showing the behavior of a rod-shaped damper (the same figure (A )) and the characteristic surface If ((B) in the same figure), FIG. 4 is a characteristic diagram of the seismic isolation device, and FIG. 5 is an explanatory diagram of the main part showing another embodiment. 10... Building structures 12... Group
Foundation 14...Elastic body 16...Rod damper 18...Notch 1 20...
... Anchor bolt 22 ... Spherical bearing. Patent Applicant Obayashi Co., Ltd. Composition Attorney Patent Attorney -Sokuken-(Aノ(0)-A-B-C→ OuD →F-OuG→ →H-1-J- -X -X → X Figure 3 (B) Procedural Amendment (Jiro 5゜1988) May 13, 1960 (Mr. Manabu Shiga, Commissioner of the Patent Office)
6.1.Display of incident
1982 Patent Application No. 271886 0
0. Swearing 2, name of invention
1 (Im vi Wl
t, :3, person who makes corrections
(Relationship with the incident)
Patent applicant (S address: 37 Kyo 13-chome, Higashi-ku, Osaka-shi, Osaka Prefecture, 05
4) Obayashi Co., Ltd. Composition Director Yoshi Obayashi Department 4, Agent address: 1-24-16 Nishi-Shinbashi, Minato-ku, Tokyo Subject of amendment 1) Column 2 of "Detailed Description of the Invention" in the specification Contents of the amendments to the attached drawings of the Ming N prisoner 1) Detailed explanation of the invention in the specification, page 8, line 7; [and without welding the lower end of the steel rod 5a, which is the point of maximum stress, on the surface of the lower plate 16b,
"Back side of a", corrected. i) Figure 5 (B) of the attached drawing of Book II was deleted and replaced with the original drawing. Proceedings of the Proceedings (spontaneous) Figure 5 (B) August 12, 1985 Director General of the Agency Uga Michibe 1, Display of &r Patent Application No. 271886 of 1988 2, Name of Invention Vibration Device Relationship with the person making the correction Patent applicant office 3-37 Kyobashi, Higashi-ku, Osaka-shi, Osaka (054)
) Obayashi Co., Ltd. Managing Director Yoshi Obayashi 1-24-16 Nishi-Shinbashi, Minato-ku, Tokyo Correctional Subject 6, Contents of the Amendment Amended as shown in the attached sheet 1, Name of the Invention Seismic Isolation Device 2, Claim (1) i! A seismic isolation device interposed between a building structure and a foundation includes an elastic body that supports the vertical load of the building structure and deforms elastically in response to horizontal loads, and an elastic body that is fixed at one end to the foundation of the building structure. A seismic isolation system W1゜ characterized in that it consists of a rod-shaped damper whose other end is attached to the structure and which deforms plastically through a predetermined elastic deformation in response to a horizontal load.(2) In the loosely fitted part of the rod-shaped damper The seismic isolation device according to claim 1, characterized in that a spherical bearing is interposed. 3. Detailed Description of the Invention (Field of Industrial Application) This invention relates to a seismic isolation device, and particularly to a seismic isolation structure that protects the entire building structure from large earthquakes. (Prior art and problems) Various proposals have been made for seismic isolation for heavy building structures such as nuclear power plant buildings and bridge legs, and some of them have already been put into practical use. There is. This type of seismic isolation device uses a flat elastic body. For example, a laminated rubber structure in which rubber plates are sandwiched and stacked with steel plates is well known, but it has the following problems. That is, input jt! When the seismic acceleration becomes large, for example 0.2 g or more, the structure is more likely to skid, and since it is mainly composed of elastic bodies,
Another problem was that the area surrounded by the hysteresis curve indicating the absorption of earthquake energy was also small. Therefore, in order to solve the above problem and obtain large energy absorption, an M-isolation device has been proposed which combines the above-mentioned laminated rubber with a soft metal, such as lead, which undergoes plastic deformation immediately when an earthquake force is applied. There is. However, although such seismic isolation devices increase the ability to absorb seismic energy, when short-period vibrations such as strong winds act on a structure, contrary to an earthquake, the soft metal absorbs a relatively small external force. There is also the problem that the structure sways more than expected because it undergoes plastic deformation. This invention was made with the intention of solving the above-mentioned problems, and its purpose is to have a relatively large ability to absorb earthquake energy, and to be able to withstand external forces applied to the structure side. The purpose of the present invention is to provide a seismic isolation device having appropriate rigidity. (Means for Solving the Problems) In order to achieve the above object, the present invention provides a seismic isolation device interposed between the building structure and the foundation, which supports the vertical load of the building structure and supports the horizontal load. It consists of an elastic body that deforms elastically against horizontal loads, and a rod-shaped damper that has one end fixed to the foundation and the other end loosely fitted to the building structure and deforms plastically through a predetermined elastic deformation in response to horizontal loads. (Operation of the Invention) In the seismic isolation structure having the above configuration, a superimposed hysteresis curve of the elastic body and the rod-shaped damper is obtained, and earthquake energy can be largely absorbed and the building structure can be maintained. Furthermore, since the rod-shaped damper has appropriate rigidity against external forces applied to the building structure, it prevents the structure from shaking significantly. Furthermore, the rod-shaped damper is of a cantilever type, so that the energy absorption power does not differ depending on the direction against seismic forces from multiple directions, and an equal damping force can be obtained in each direction. (Embodiments) Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. FIG. 1 and FIG. 2 show an embodiment of the R-isolation device according to the present invention. The seismic isolation device shown in the figure is interposed between a building structure 10 and a foundation 12, and roughly consists of an elastic body 14 that supports the vertical load of the building structure 10, and a rod-shaped damper 16. There is. The elastic body 14 is made by laminating flat rubber plates 14a and steel plates 14b of the same shape alternately, and has end plates 14c, 14c attached to the upper and lower ends. It is in the state shown by the dotted line in Figure 4, and has the ability to absorb seismic waves whose main components are short-period waves. On the other hand, the rod-shaped damper 16 is constructed as shown in FIG. The rod-shaped damper 16 includes a cap *16a having a circular cross section, a lower mounting plate 16b that passes through the lower end of the steel rod 16a and is welded to it on the back side, and the upper end of the steel rod 16a is loosely fitted. The through hole 16 has a diameter slightly larger than that of the steel rod 16a.
The upper mounting plate 16d has a perforated hole c, and is attached to the building structure 10 and the foundation 12 as follows. 10 architectural structures and foundations! Concave notches 18° 18 are formed in the portions of the steel rod 16a where both ends of the steel rod 16a are located, and the upper and lower mounting plates 16d and 16b are attached to the structure 10 so as to close the notches 18. and basic 12
As a result, the lower end of the steel rod 16a is fixed to the foundation 12 via the lower mounting plate 16b, and the upper end thereof is fixed to the building structure 10 via the upper mounting plate 16d. It is in a loosely fitted state. The behavior of the rod-shaped damper 16 constructed in this way with respect to horizontal loads is as shown in FIG. First, assuming that the distance between the steel rod 16a and the through hole 16c is a, even if the foundation 12 is displaced in the direction of the arrow X in FIG.
Unless 2 is displaced by a, no force is applied to the steel rod 16a (0-A). After the steel rod 16a and the through hole 16c come into contact with each other, when the foundation 12 further moves in the direction of arrow X, the steel rod 16a undergoes elastic deformation (A-8). If the foundation 12 continues to move roughly, the steel rod 16a will be plastically deformed B-C), and if the direction of movement of the foundation 12 is reversed (Y direction), the steel rod 16a will be elastically deformed in the opposite direction C-D). When the steel rod 16a separates from the through hole 16C, it becomes a no-load state,
This state is maintained until the foundation 12 moves by 2a in the Y direction (DE). And furthermore, base! 1112 moves in the Y direction, the steel rod 16a undergoes elastic deformation gA region (E-F) and plastic deformation (
F-G). After that, when the movement direction of the foundation 12 becomes the X direction again,
After the steel rod 16a is elastically deformed (GH), it remains in an unloaded state (H-1) until the base g212 moves by 28,
Elastic deformation occurs again (1-J). The graph in FIG. 3(B) summarizes the behavior of the steel rod 16a with respect to horizontal loads as described above. Now, since the seismic isolation device of the present invention configured as described above includes the elastic body 14 and the rod-shaped damper 16, the characteristics of the device as a whole against horizontal loads are as shown by the solid line in FIG. These individual characteristics are combined into one tatami mat,
The area of the hysteresis curve indicating the degree of absorption of earthquake energy (the part surrounded by the middle point in FIG. 4) becomes larger, and as a result, the vibration transmitted from the foundation 12 to the building structure 10 can be significantly reduced. Also, architectural structures 10. After the steel rod 16a contacts the through hole 160, the steel rod 16a
15i is thick because it has moderate rigidity.
Prevent from being exposed. In general, the rod-shaped damper 16 described above is composed of a steel rod 16a and plates 16b and 16d, and has a simple and inexpensive structure, and can be easily replaced. Furthermore, the upper end of the steel rod 16a, which undergoes repeated elastic and plastic deformation many times as described above, is loosely fitted, and the lower end of the steel rod 16a, which is the point of maximum stress, is not welded to the surface of the lower plate 16b. , is welded to the back surface of the plate 16a, so that fatigue failure of the fixed end can be effectively prevented. In other words, both ends of the steel rod 16a are connected to the building structure 10 and the foundation 12.
Although it is possible to obtain properties similar to those of the present invention by fixing the ends to the ends of the steel bar, it is possible to obtain properties similar to those of the present invention. A tensile axial force is generated in the direction, which promotes fatigue failure, but by applying i-liquid to one end, only bending stress acts on the steel rod 16a even in the event of large deformation. This phenomenon is prevented. Therefore, if the distance a between the steel rod 16a and the through hole 16c is extremely small, the condition will be similar to that of the fixed end in the case of large deformation, so it is preferably about 2 to 511 degrees, for example. FIG. 5 shows another embodiment of the invention, and only its features will be described below. That is, in the embodiment shown in the figure, the steel rod 1 of the above embodiment
A spherical bearing 22 is interposed in a loosely fitting portion of the upper mounting plate 16d at the upper end of the upper mounting plate 6a with the through hole 16c. In this configuration as well, an earthquake energy absorption history curve comparable to that of the above embodiment can be obtained, and since the MW layer partial spherical bearing 22 is interposed, the foundation 12 Even if the bearing 22 is displaced, in the initial state, the bearing 22 moves and becomes unloaded for a relatively short period of time, but then it deforms elastically. In other words, to explain with reference to FIG. M3 (8), the distance 0-A is shortened compared to the above embodiment, and the elastic body
The characteristics superimposed on Pl and Pl and Pl and P in Fig. 4 are
It becomes a history curve that connects l, and becomes a balanced and appropriate one. Also, unlike the case where the distance a between the steel rod 16a and the through hole 16C is simply made extremely small, since a certain degree of freedom is secured by the spherical bearing 22, it is possible to There are no such problems. In addition, in the above embodiment, the Jll rod 16 of the rod-shaped damper 16
Although the case where the steel rod 16a is constituted by one rod is illustrated, the implementation of the present invention is not limited to this, and the number of steel rods 16a may be plural. Further, the rod-shaped damper 16 is equipped with a history curve shown in FIG. Especially the steel rod 16a
depends largely on the properties of Therefore, in order to exhibit a high level of damping performance, it is necessary to
For 6a, it is desirable that the material has a high plasticity at break, that is, it is a material with high ductility and a low degree of strain hardening, and the higher the yield stress, the more effective it is in actual use. . From these 11 points, the steel bar 16a is JISG41
Chromium molybdenum steel with high yield strength and high ductility specified in 05 is suitable, and 80M435 steel is particularly desirable. (Effects of the Invention) As described above in detail in the examples, although the seismic isolation device according to the present invention has a relatively simple structure, it has various excellent effects that have a large earthquake energy absorption function. can get. 4. Brief explanation of the drawings Fig. 1 is an overall configuration diagram showing one embodiment of the seismic isolation system d of the present invention, Fig. 2 is an enlarged view of the main part of Fig. 1, and Fig. 3 shows the behavior of the rod-shaped damper. The explanatory diagram shown ((A) in the same figure) and the characteristic curve (((A) in the same figure)
B)), FIG. 4 is a characteristic diagram of the seismic isolation device, and FIG. 5 is an explanatory diagram of main parts showing another embodiment.

Claims (2)

[Claims] (1) A seismic isolation device interposed between a building structure and a foundation includes an elastic body that supports the vertical load of the building structure and deforms elastically in response to horizontal loads, and one end fixed to the foundation. 1. A seismic isolation device comprising a rod-shaped damper whose other end is loosely fitted into the building structure and undergoes a predetermined elastic deformation and plastic deformation in response to a horizontal load. (2) The seismic isolation device according to claim 1, characterized in that a spherical bearing is interposed in the loosely fitted portion of the rod-shaped damper.