JP2002180691A - Building structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a building structure capable of forming a sparse-pillar large space and having high aseismic stability low coefficient of story-shearing and high degree of freedom for design. SOLUTION: In this building structure having plural floors, the continuous plural floors are formed as a large beam type structure and provided with a base isolation structure 5 having enough rigidity, pillar members and/or wall members bearing vertical load are installed right above the base isolation structure to form the sparse-pillar space 13, which is taken as a basic structural unit, and a base isolation mechanism 7 is interposed between each basic structural unit and a contour structure 1.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention provides an SI living space in a high-rise building structure or a building structure having a large building area, in which a large sparse column large space is formed and seismic safety is ensured.

[0002]

2. Description of the Related Art Seismic isolation technologies such as furniture seismic isolation, floor seismic isolation, basic and intermediate seismic isolation structures, and regional seismic isolation have already been proposed. Each is a seismic isolation technology classified by seismic isolation target. When seismic isolation technology is applied only to the required floors, floor seismic isolation technology is a seismic isolation technology for living space only among these technologies. However, although the floor seismic isolation technology can control the vibration of the floor, it has problems in securing living space and a small degree of freedom in designing due to the necessity of installing solid columns in a short span.

[0003] Further, in floor seismic isolation technology, no superior technology has been proposed from the viewpoints of seismic safety and reduction of the burden layer shearing force of the frame as compared with the base and intermediate seismic isolation structures.

[0004]

SUMMARY OF THE INVENTION Accordingly, an object of the present invention is to form a large space of sparse columns, to provide high seismic safety, to reduce the shearing force of the burden layer of the frame, and to design freely. It is in providing high-quality building structures.

[0005]

SUMMARY OF THE INVENTION The present invention relates to an architectural structure having a plurality of floors, in which a continuous seismic isolation structure having sufficient rigidity is provided as a large beam-type structure with a plurality of floors. A column member and / or a wall member capable of withstanding a vertical load is installed immediately above the structure to form a sparse column space to obtain a basic structural unit, and a space between each basic structural unit and the outer structure is provided. And a building structure characterized by interposing a seismic isolation mechanism.

[0006] This seismic isolation structure may be composed of a single floor.

This seismic isolation structure may be composed of a plurality of floors.

This seismic isolation structure may be composed of a truss structure or a beam string structure having sufficient rigidity and a floor structure composed of a slab and a secondary member of the structure.

The outer structure may be a structure composed of at least one of a rigid frame structure type, a tube structure type, and a wall structure type.

[0010] The shell may have a hat truss structure on the top floor and / or a hoop truss structure at an intermediate height of the building.

The seismic isolation mechanism may be a combination of a suspension structure and a damping device.

The seismic isolation mechanism may be a combination of a rolling bearing, a restoring device, and a damping device.

The seismic isolation mechanism may be a combination of a laminated rubber bearing and a damping device.

[0014] In this building structure, a structure having the basic structural unit may be provided inside the outer structure of the support.

In this architectural structure, a basic structural unit may be selectively formed only on some floors except the lower floor of the architectural structure.

[0016]

Embodiments of the present invention will be described below with reference to the drawings. FIG. 1A shows a floor seismic isolation structure according to the present invention. The floor seismic isolation structure has an outer main structure 1 and an inner seismic isolation structure 5 inside.

The outer main structure 1 has a rigid frame structure or a tube structure.

The rigid frame structure is composed of columns and beams and has a rigid joint.

The tube structure is a structure in which the span, which is the distance between the columns, is narrowed as compared with the rigid frame structure.

The outer main structure 1 is composed of a hat truss structure 3, a column / beam frame 15, and a cantilever 9 for attaching a seismic isolation device.

The hat truss structure 3 is constituted by a truss structure having a triangular frame in which each member has a pin as a contact point, and is installed at the top of the structure. The hat truss structure 3 has higher rigidity than the rigid frame structure and has a bending-back effect. Therefore, by mounting the hat truss structure 3 on the uppermost layer, the effect of relieving the stress of the outer main structure 1 is brought about by utilizing the bending back effect.

The outer main structure 1 has one or more seismic isolation structures 5 therein.

In the seismic isolation structure 5, the seismic isolation device 7 is arranged on the cantilever 9, and the lower floor frame 27 is arranged thereon.
The seismic isolation structure 5 can serve as a beam of the outer main structure by disposing the truss 21 on the lower floor frame 27. By further installing the upper floor frame 18 on the truss 21, the sparse column space 13 appears on the floor.

Since the sparse column space 13 does not require a column, large-sized devices having a large width and depth, such as a production line in a factory, can be installed in a free layout.

The cantilever 9 is a bracket-shaped member for supporting the seismic isolation structure 5.

The seismic isolation device 7 is installed on the cantilever 9 and a lower floor frame 27 is further disposed thereon. The seismic isolation device 7 on the outer main structure 1 insulates and supports the seismic isolation structure 5 to reduce transmission of vibration.

The truss 21 functions to make the seismic isolation structure 5 a beam-type structure having sufficient rigidity. For this reason, the seismic isolation structure 5 also has a function as a beam of the outer main structure 1.

The upper floor frame 18 functions as a lower ceiling of the seismic isolation structure 5 and at the same time as an upper floor. Since the truss 21 does not need to be disposed on the upper floor frame 18, it can be used as the sparse column space 13 on the upper floor frame 18.

In this embodiment, there are 6 units of the seismic isolation structure 5 inside the outer main structure 1, and the upper 2 units of the seismic isolation structure 5 have a two-layer structure. That is, in the two-layer structure, the floor is further provided with the truss 21 on the upper floor frame 18 and the uppermost floor frame 18 is further disposed thereon, so that the layer surrounded by the truss 21 becomes two layers. Further, a sparse column space 13 is provided immediately above the space.

The seismic isolation structure 5 can be formed from a single layer or more, and can be formed into a plurality of structures by further laminating.

In this embodiment, the truss 21 is disposed inside the end of the lower floor frame 27, and a space is formed between the truss 21 and the end of the lower floor frame 27. It is also possible to use this space as a space for growing plants or a balcony.

FIG. 1B shows an analysis model of the base isolation structure according to the present invention. A black circle indicates the concentrated mass at the beam position of the outer main structure 1, and a white circle indicates the same concentrated mass of the base-isolated structure 5. The portion connected to the damper 151 by the rigidity 153 is the mathematical model 121 of the seismic isolation mechanism, and the line connecting the black circles linearly corresponds to the mathematical model of the rigidity of the outer main structure 101. The outer main structure 101 includes a second floor 105 and a fourth floor 107.
6th floor 109, 8th floor 111, 10th floor 113, 1
On the third floor 115, each seismic isolation structure is insulated and supported via a damper 151 and a rigidity 153.

FIG. 2 shows a conceptual diagram of the seismic isolation structure (girder structure) according to the present invention.

In the seismic isolation structure 5, a lower floor frame 27 is disposed on the seismic isolation device 7. The seismic isolation structure 5 includes a lower floor frame 27.
By disposing the truss 21 thereon, it is possible to have sufficient rigidity as a beam of the outer main structure. Such a structure is repeatedly formed into a seismic isolation structure having a plurality of layers, and the uppermost floor frame 1 is formed.
By installing 8, a sparse column space 13 can appear on the floor.
The window glass 23 can be fitted into the truss 21 arranged on the outer periphery, and the plant 17 and the balcony can be arranged outside the truss 21.

Further, a normal door 25 is fitted into the truss 21 disposed inside, so that a living space suitable for use can be formed.

FIG. 3 shows a structural example in which a seismic isolation structure according to the present invention and a conventional building structure 65 are combined. This structural example is a structure having a seismic isolation structure on the upper part of a conventional construction building 65 having six floors above ground.

The conventional structure 65 is composed of columns, beams, and the like, such as a reinforced concrete structure or a steel frame reinforced concrete structure having 6 floors above the ground.
It is constructed by conventional methods such as wall and slab.

Further, the outer main structure 1 is provided above the conventional structure 65.

The shell main structure 1 is composed of a hat truss structure 3, a column-beam frame 15, and a canch 9 having a function of a bracket for supporting the seismic isolation device 11. The seismic isolation structure 5 is supported inside the seismic isolation device 7.

The seismic isolation structure 5 has a lower floor frame 59 disposed thereon, and a truss 21 and an upper floor frame 61 in a living space above it.
Can function as a beam of the outer main structure. Further, by installing the truss 21 and the second upper floor frame 63 at the upper part, the seismic isolation structure can be a beam-type structure. Finally, the sparse column space 13 is placed on the second upper floor frame 63.
Can be formed.

By combining the present invention and the conventional structure in this manner, the conventional structure alone produces the highest response acceleration speed and response displacement, and the present invention is applied only to the upper layer portion requiring a large layer shear force resistance. The application not only reduces the response generated in the upper layer, but also reduces the layer shearing force generated in the conventional structure 65, thereby improving the overall earthquake resistance and reducing the cost of the member. It leads to selection.

FIG. 4 shows a building having a seismic isolation structure according to the present invention.

This building has an outer main structure 1 and a seismic isolation structure 5 inside it.

The outer main structure 1 is composed of a column-beam frame composed of a foundation structure 31 and a rigid frame structure and a common space 41 composed of a rigid frame structure with earthquake-resistant walls on both sides of the building. And a hat truss structure 3.

The column-beam frame is disposed only on the outer periphery of the building. A bracket 247 for installing the seismic isolation device 7 is provided at the capital of the column 51 on the inner side of the building, and supports the seismic isolation structure 5 via the seismic isolation device 249 at this portion.

The seismic isolation structure 5 is a structure having sufficient rigidity as a beam composed of three truss structures in the girder direction and five truss structures and a floor structure in the direction between beams. The first-level seismic isolation structure 5 is a beam-type structure having four truss structures in the direction between beams, and is a case where a stairwell is provided in the space of the building.

The seismic isolation structures of the first to fifth layers are seismic isolation structures each having a single-layer truss structure, and the sixth and seventh layers are seismically isolated. The structure is a seismic isolation structure consisting of a two-story truss structure.

In the space immediately above the upper floor frame 18 of each seismic isolation structure, a sparse column space 13 supported by only the outer main structure is formed.

The hat truss structure on the top floor is a roof frame from a single-layer truss structure, and has a high rigidity in order to relieve stress in the building.

As described above, by installing the seismic isolation structure, the acceleration response at the time of the earthquake generated in each seismic isolation structure is reduced, and the layer shear force transmitted to the common space 41 having the rigid frame structure with the earthquake-resistant wall. And the response itself will be small, and a building with extremely high seismic performance will be realized. Furthermore, by providing a large space without pillars directly above this seismic isolation structure, which was difficult to achieve with conventional structures, the degree of freedom in architectural planning is dramatically increased and the formation of SI living space can be easily achieved. Become.

FIGS. 5 to 7 show simulation models for verifying the behavior of the seismic isolation structure and the conventional structure according to the present invention when a seismic motion is input.

In FIG. 5, the black circles of the conventional structural model show the load and its value for each floor, and the wire shows the rigidity of each floor and its value.
The lower the lower part, the higher the shearing force transmitted from the upper part, so that the frame composed of columns and beams becomes large and requires rigidity.

FIG. 6 shows the load value for each floor and the rigidity value of each floor when the floor seismic isolation structure according to the present invention is modeled. Each model was set because it is composed of the outer main structure and the seismic isolation structure. The spring model and dashpot model shown between the outer main structure and the seismic isolation structure are mathematical models of the seismic isolation mechanism installed in each unit, and the spring model shows the restoring force characteristics of the seismic isolation mechanism. The dashpot model shows the damping performance of the seismic isolation mechanism.

FIG. 7 shows one of the sizes of the structure according to the present invention.
Here is an example. The occupied area of the structure is rectangular, 30 meters long and 40 meters wide.

FIG. 8 is a graph showing the relationship between the deformation of the seismic isolation device and the shear load. FIG. 8A shows the seismic isolation device of the fourth layer from the first lower layer, and FIG. 8B shows the graph of the seismic isolation device of the fifth and sixth lower layers.

The slope of the graph indicates a spring constant, and the greater the slope, the greater the rigidity. The area enclosed by the graph indicates the amount of energy absorption, and the larger the area, the greater the amount of energy absorption.

FIG. 9 shows the response analysis result of the present invention to the seismic wave in the Great Hanshin-Awaji Earthquake under the above conditions. FIG. 9A shows the maximum response acceleration, and FIG.
The maximum response displacement is shown, and (c) shows the maximum response shear force coefficient.

In FIG. 9A, the maximum response acceleration indicates the magnitude of the swaying acceleration, and the presence or absence of the collapse of the furniture in the room can be represented by the magnitude of this numerical value. In the conventional structure, the maximum response acceleration increases sharply when the floor is raised from the first floor to the 15th floor, and the 15th floor is equivalent to the Hyogoken-Nanbu Earthquake of 50 cm / sec (54% of the actual earthquake) When cm is input, 950 cm / sec ² also occurs. On the other hand, sponge seismic structure in the present invention is a ^two order of 50 cm / sec in both the floor 15 floor from the first floor, as compared to the response of conventional against Kobe earthquake structure 1/20 It can be seen that the acceleration response was reduced and the seismic safety was greatly improved. It can also be seen that the response of the floor seismic isolation structure is also reduced in the response characteristics of the shell main structure, so that the response of the shell itself is smaller than the input value on each floor. The seismic isolation of the outer structure is also improved by making the floor seismic isolation.

FIG. 9B shows the maximum response displacement and the moving distance of the structure. Also in this example, the conventional structure is
When the floor is raised from the first floor to the fifteenth floor, the maximum response displacement sharply increases, and is 38 cm at the fifteenth floor. On the other hand, the floor seismic isolation structure of the present invention increases slowly even if the number of floors is raised from the first floor to the fifteenth floor, and is 16 cm at the maximum of the fifteenth floor.

FIG. 9C shows the maximum response shear force coefficient, and a numerical value representing the required horizontal resistance of the building to the earthquake (shear force coefficient of each floor = sum of mass above the floor / summation of the floor). Required horizontal resistance). The conventional structure is
When the floor is raised from the first floor to the fifteenth floor, the maximum response shear force coefficient sharply increases, and is 1.0 at the fifteenth floor. on the other hand,
In the seismic isolation structure of the present invention, the increase is slow even when the number of floors is increased from the 0th floor to the 15th floor, and the increase is 0.05 at the maximum of the 15th floor.
It is. When the layer shear force coefficient of the first floor is compared, the conventional structure has a value of 0.05 and 1/10 in the present invention, whereas the member size and strength of each floor may be smaller than the conventional structure. In other words, the building has a high economic effect.

As described above, it has been proved that the implementation of the present invention has remarkable seismic safety compared with the conventional structure at the three points of the maximum response acceleration, the maximum response displacement, and the maximum response layer shear force coefficient.

As shown in FIG. 10, a stringed beam structure may be used instead of the truss 21 shown in the first embodiment. The reinforcement structure of the beam string system is a bundle material 201 protruding from a large span main structure such as a beam, and one end is connected to the bundle material 201,
The other end is composed of a string member 203 connected to the column 204 or the beam 205 member of the main structure, and the bending stress generated by the load applied to the main structure is canceled by the pulling force of the string member 203 to cancel the bending stress. It is possible to construct a reinforcing structure having high rigidity in the space of the span. In the beam string structure, not only reinforcement in one direction of the building but also a similar reinforcement structure in a direction orthogonal thereto can be formed, and the entire floor can be constructed in a hard box-type structure.

FIG. 11 shows a hoop truss structure 20 as an intermediate layer.
7 shows an example of a floor seismic isolation with 7. If the outer main structure is constructed only on the outer periphery of the floor seismic isolation structure, the outer main structure may buckle as a whole depending on the long-term axial load situation of the outer main structure and the response during an earthquake. May occur. In this case, the hoop truss structure 2 is provided in the middle layer of the outer main structure.
07 to prevent overall buckling. Since the hoop truss structure 207 has a truss structure, the basic structure 25
The three main structures 1 and the hat truss structure 253 can firmly solidify the outer main structure, thereby improving the seismic safety.

FIG. 12 shows an external view and a detailed view of a direct-acting rolling bearing crossing type seismic isolation device 209 which is one of the seismic isolation devices.

The linear motion rolling bearing crossing type seismic isolation device 209 includes:
A first linear motion mechanism 220 having a first moving block 220b instructed to be relatively movable on a first guide rail 220a, and a second linear mechanism having the same configuration as the first linear motion mechanism and having a vertically inverted structure. A second moving block 222b and a first moving block 220b, which are configured to be relatively movable below a second guide rail 222a of the second linear moving mechanism 222, by using a rubber shim 211. It is configured to be connected via

In the seismic isolation structure shown in FIG. 1, the seismic isolation device 7 can be inserted between the lower floor frame 27 and the cantilever 9 to function.

FIG. 13 shows a laminated rubber bearing 225 and a lead-containing laminated rubber bearing 229 which are one type of seismic isolation device. The laminated rubber bearing 225 is provided between the upper flange plate 219 attached to the lower floor frame 27 and the lower flange plate 243 attached to the cantilever 9.
1 is located. The seismic isolation rubber member 221 has a cylindrical shape, and a plurality of disk-shaped steel plates 2 are arranged between upper and lower fixed plates.
23 and the rubber layer 245 are laminated and vulcanized and bonded. The laminated rubber bearing 229 includes a steel plate 223 and a rubber layer 24.
5 and the laminated portion functions as a restoration device. In the lead-containing laminated rubber bearing 229, the seismic isolation rubber body 221 has a cylindrical shape, and a plurality of disc-shaped steel plates 223 and a rubber layer 245 are laminated between upper and lower fixed plates and vulcanized and bonded. A lead plug 227 is inserted into the center hole. The lead-containing laminated rubber bearing 229 has a laminated portion of the steel plate 223 and the rubber layer 245 functioning as a restoring device, and a central lead plug 227.
Function as a damping device. In the seismic isolation structure shown, it is possible to function as the seismic isolation device 7 by inserting it between the lower floor frame 27 and the cantilever 9.

FIG. 14 shows a floor seismic isolation structure using a suspension structure as the seismic isolation mechanism.

The outer main structure 1 includes a hat truss structure 3, a column / beam frame 15, a seismic isolation device 11, and a hoop truss structure 2.
07. On the side surface, the column / beam frame 15 and the seismic isolation device 11 are alternately stacked. The hat truss structure 3 is mounted on the uppermost layer. Further, the hoop truss structure 207 is inserted into the tenth or higher floors.

The hat truss structure 3 has a structure in which the contacts are pins and each member has a triangular frame. Since the hat truss structure 3 has higher rigidity than the rigid frame structure, it has an effect of bending back. Therefore, by mounting the hat truss structure 3 on the uppermost layer, an effect of supporting the outer main structure 1 is provided by utilizing the bending back effect.

The hoop truss structure 207 has a truss structure and has a function of preventing overall setback in the event of an earthquake.

The outer main structure 1 has one or more seismic isolation structures 5 therein.

The seismic isolation structure 5 is connected to the outer main structure 1 by being suspended from the cantilever 9 via the suspension structure 231. The seismic isolation structure 5 includes an upper floor frame 18.
And the suspension structure are connected. In addition, the seismic isolation structure 5 can serve as a beam of the main structure by disposing the truss 21 on the lower floor frame 27. By further installing the upper floor frame 18 on the truss 21, the sparse column space 13 appears on the floor where the upper floor frame 18 exists.

Since the sparse column space 13 does not require columns, it is possible to install a large-sized device having a large width and depth such as a production line in a factory.

The cantilever 9 is a horizontal axis for supporting the suspension structure 207.

The suspension structure 231 is suspended from the cantilever 9 and connected to the upper floor frame 18. Suspension structure 231
Separates the outer main structure 1 and the seismic isolation structure 5 to reduce the transmission of vibration.

The truss 21 is a structure that functions as a wall of the seismic isolation structure 5 having a truss structure. At the same time, truss 2
1 performs the function of the beam of the outer main structure 1.

The upper floor frame 18 functions as the lower ceiling of the seismic isolation structure 5 and at the same time as the upper floor. Also,
Since the truss need not necessarily be arranged on the upper floor frame 18, it can be used as a sparse column space on the upper floor.

In FIG. 14, there are six seismic isolation structures 5 inside the outer main structure 1, and one upper seismic isolation structure 5 has a three-layer structure. That is, in the three-layer structure, the truss 21 is further disposed on the upper floor frame 18 and the uppermost floor frame 18 is further disposed thereon, so that the layer surrounded by the truss 21 becomes two layers. The upper layer has a sparse column space 13.

The seismic isolation structure 5 can be formed from two or more layers, and can be formed into a plurality of structures by further laminating.

Incidentally, the truss 21 is disposed inside the end of the lower floor frame 27. Therefore, a space is created between the truss 21 and the lower floor end. Using this space, it is also possible to grow plants.

By using a seismic isolation structure using a suspension structure, a space can be effectively used up to the ceiling on the first floor.

FIG. 15 shows a seismic isolation structure having a core in the center.

In the base-isolated structure having a core in the center, the outer main structure 1 includes a hat truss structure 3 and a column / beam frame 15.
, Seismic isolation device 11, hoop truss structure 207, and core 2
33. On the side surface, the column / beam frame 15 and the seismic isolation device 11 are alternately stacked. The hat truss structure 3 is mounted on the uppermost layer. Further, the hoop truss structure 207 is inserted into the tenth or higher floors.

The hat truss structure 3 has a structure in which the contacts are pins and each member has a triangular frame. The hat truss structure 3 has a higher rigidity than the rigid frame structure, and thus has a bending return effect. Therefore, by mounting the hat truss structure 3 on the uppermost layer, an effect of supporting the outer main structure 1 is provided by utilizing the bending back effect.

[0086] The hoop truss 207 has a truss structure and has a function of preventing a total setback during an earthquake.

The core 233 is provided with two different seismic isolation devices 1
1 are disposed adjacent to each other in a space including Core part 23
3 is adjacent to the space including the seismic isolation device 11 via the shared wall 237. The core unit 233 has a common floor 235 for each floor. The core part 233 is also adjacent to a hoistway 239 through which a hoist passes. A hoistway tower is installed at the top of the hoistway 239.

The outer main structure 1 has one or a plurality of seismic isolation structures 5 therein.

In the seismic isolation structure 5, the seismic isolation device 7 is arranged on the cantilever 9, and the lower floor frame 27 is arranged thereon.
The seismic isolation structure 5 can serve as a beam of the main structure by arranging the truss 21 on the lower floor frame 27. By further installing the upper floor frame 18 on the truss 21, the sparse column space 13 appears on the floor where the upper floor frame 18 exists.

Since the sparse column space 13 does not require a column, it is possible to install a large-sized, wide and deep device such as a production line in a factory.

The cantilever 9 is a horizontal axis for supporting the seismic isolation structure 5.

[0092] The seismic isolation device 7 is installed on the cantilever 9 and the lower floor frame 27 is further disposed thereon. Seismic isolation structure 7
Separates the outer main structure 1 and the seismic isolation structure 5 to reduce the transmission of vibration.

The truss 21 is a structure that functions as a wall of the seismic isolation structure 5 having a truss structure. At the same time, truss 2
1 performs the function of the beam of the outer main structure 1.

The upper floor frame 18 functions as the lower ceiling of the seismic isolation structure 5 and at the same time as the upper floor. Also,
Since the truss need not necessarily be arranged on the upper floor frame 18, it can be used as a sparse column space on the upper floor.

In the embodiment shown in FIG. 15, there are twelve seismic isolation structures 5 inside the outer main structure 1, of which one upper seismic isolation structure 5 has a three-layer structure. That is,
In the three-layer structure, the floor is further trussed on the upper floor frame 18.
1 and the uppermost floor frame 18 is further disposed thereon, so that the layer surrounded by the trusses 21 has two layers and the uppermost layer has the sparse column space 13.

The seismic isolation structure 5 can be formed from two or more layers, and can be formed into a plurality of structures by further laminating.

[0097] The truss 21 is disposed inside the end of the lower floor frame 27. Therefore, a space is created between the truss 21 and the lower floor end. Using this space, it is also possible to grow plants.

The provision of the core makes it possible to form a seismic isolation structure having an elevator at the center.

[0099]

According to the present invention, since a large space with sparse columns can be formed, the earthquake-resistant safety is high.
It is possible to provide a building structure having a low layer shear coefficient and a high degree of freedom in design.

[Brief description of the drawings]

FIG. 1A shows a floor seismic isolation structure according to the present invention,
(B) shows an equivalent circuit of the floor isolation structure according to the present invention.

FIG. 2 shows a conceptual diagram of a seismic isolation structure (girder structure) according to the present invention.

FIG. 3 is a floor seismic isolation structure according to the present invention and a conventional building structure 6
5 shows an example of a structure in which No. 5 is combined.

FIG. 4 shows a building having a floor isolation structure according to the present invention.

FIG. 5 shows the load value of each floor of the conventional structural model and each floor as 1c.
The force required to move the m is indicated by ton.

FIG. 6 shows the load value for each floor and the force required to move each floor by 1 cm when the floor isolation structure according to the present invention is modeled by ton.

FIG. 7 shows the size of the structure according to the present invention.

8 (a) shows the seismic isolation device of the first to fourth layers from the lower layer, and FIG. 8 (b) shows the graphs of the fifth and sixth lower seismic devices.

9A shows the maximum response acceleration, and FIG. 9B shows the maximum response acceleration.
The maximum response displacement is shown, and (c) shows the maximum response shear force coefficient.

FIG. 10 shows a beam string type seismic isolation structure according to the present invention.

FIG. 11 shows a seismic isolation structure having a hoop truss structure in an intermediate layer according to the present invention.

FIG. 12 shows a linear rolling bearing crossing type seismic isolation device according to the present invention.

FIG. 13 shows a laminated rubber bearing and a leaded laminated rubber bearing according to the present invention.

FIG. 14 shows a floor seismic isolation structure using a suspension structure as the seismic isolation mechanism according to the present invention.

FIG. 15 shows a floor seismic isolation structure having a core in the center according to the present invention.

[Explanation of symbols]

 Reference Signs List 1 outer main structure 3 hat truss structure 5 seismic isolation structure 7 seismic isolation device 9 canch 11 seismic isolation device 13 sparse column space 15 column-beam frame 17 plant 18 upper floor frame 21 truss 23 window 25 door 27 lower floor frame 31 Basic structure 33 Truss 35 Void space 37 Pillar 39 Truss 41 Common space 43 Truss 45 Truss 51 Each pillar 53 Normal floor 55 Lower floor frame 57 Upper floor frame 59 Lower floor frame 61 Upper floor frame 63 Upper floor frame 65 Conventional structure 101 Outer shell Main structure 105 2F input 107 4F input 109 6F input 111 8F input 113 10F input 115 13F input 121 Mathematical model of seismic isolation mechanism 123 2F response 125 3F 127 4F response 129 5F 131 6F response 133 7F 137 9F 139 10F response 14 143 2F 145 13F 147 14F 149 15F 151 Damper 153 Rigidity 155 RF response 201 Bundling material 203 Stringing material 205 Second stringing material 205 Second stringing material 207 Hoop truss structure 209 Linear rolling bearing Cross-type seismic isolation device 211 Rubber rail 213 Block 215 Type ball bearing 219 Upper flange plate 220 First linear moving mechanism 220a First guide rail 220b First moving block 221 Seismic isolation rubber body 222 Second linear moving mechanism 222a Second guide rail 222b Second moving block 223 Steel plate 225 Laminated rubber bearing 227 Lead plug 229 Leaded laminated rubber bearing 231 Suspended structure 233 Core part 235 Common floor 237 Common wall 239 Hoistway 241 Hoistway tower 243 Lower flange plate 2 45 Rubber layer 247 Bracket 249 Seismic isolation device 251 Base structure 253 Hat truss structure

Continued on the front page (51) Int.Cl. ⁷ Identification symbol FI Theme coat II (reference) E04B 1/36 E04B 1/36 L CD Q E04H 1/04 E04H 1/04 F F16F 15/02 F16F 15/02 L N (72) Inventor Norikatsu Takase 13-4 Arakicho, Shinjuku-ku, Tokyo Sumitomo Construction Co., Ltd. F-term (reference) 3J048 AA02 BA08 BB03 BE15 DA01 DA07 EA38

Claims (11)

[Claims] 1. A building structure having a plurality of floors, wherein a seismic isolation structure having sufficient rigidity is provided on a continuous plurality of floors as a large beam-type structure, and a seismic isolation structure is provided immediately above the seismic isolation structure. By installing a column member and / or a wall member capable of withstanding a vertical load, a sparse column space is formed to obtain a basic structural unit, and a seismic isolation mechanism is interposed between each basic structural unit and a shell structure. An architectural structure characterized in that: 2. The building structure according to claim 1, wherein said seismic isolation structure comprises a single floor. 3. The building structure according to claim 1, wherein said seismic isolation structure comprises a plurality of floors. 4. The seismic isolation structure comprises a truss structure or a beam string structure having sufficient rigidity and a floor structure comprising a slab and a secondary member of the structure. The described building structure. 5. The structure according to claim 1, wherein the outer structure is a structure configured of at least one of a frame structure type, a tube structure type, and a wall structure type. Building structures. 6. The hull truss structure at the top of the building and / or a hoop truss structure at an intermediate height of the building.
A building structure according to any of the above. 7. The building structure according to claim 1, wherein the seismic isolation mechanism is a combination of a suspension structure and a damping device. 8. The seismic isolation mechanism is a combination of a rolling bearing, a restoring device, and a damping device.
7. The building structure according to any one of items 6 to 6. 9. The seismic isolation mechanism is a combination of a laminated rubber bearing and a damping device.
A building structure according to any of the above. 10. The building structure according to claim 1, wherein a structure having the basic structural unit is provided inside an outer structure of the support. . 11. The building structure according to claim 1, wherein a basic structural unit is selectively formed only on some floors except a lower floor of the building structure. Building structure.