JP2008267074A - Core-integrated aseismatic structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To secure a height dimension of an opening part, by enhancing a degree of freedom on a planar plan, by integrating aseismatic elements in two directions into a part in one plane, in a structure having a plane having a difference in a distance between the horizontal two directions (the long side and the short side). <P>SOLUTION: This aseismatic structure has a plane shape of combining a plurality of planes 1-3 different in a width and the length in a plurality of directions, and is formed by arranging the aseismatic elements 4-6 of a continuous layer in the respective planes 1-3. Among the plurality of planes, the respective aseismatic elements 4 and 5 in any of the two planes 1 and 2, are arranged for turning in the direction for crossing with the length direction at an interval in the length direction of the respective planes 1 and 2. A core A is constituted by integrating a partial aseismatic element 7 into a part on the plane in at least any one plane among one plane 1 and the other plane 2, by turning the respective aseismatic elements 4 and 5 in the two planes 1 and 2 in the mutually crossing direction. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention relates to a core-intensive seismic structure in which a multi-layer seismic element such as a seismic wall constitutes a core.

  A structure with multiple layers of seismic elements is aggregated in a part of the center such as the center on the plane with the seismic elements that should be distributed in two directions as a core. There is an advantage that the degree of freedom is increased (see Patent Documents 1 and 2). In this case, it is necessary to arrange a large number of pillars that share the horizontal force in the event of an earthquake together with the core on the outer periphery on the plane, and formally a tube structure having a core wall in many cases.

  However, structures that can adopt a structure in which seismic elements for two directions are concentrated in the center of the plane are limited to those having a plane that does not have an extreme difference in distance between the two horizontal directions (long side and short side). When there is a difference in the distance in the two horizontal directions, it is indispensable to add a resistance element against the horizontal force in the long side direction (column direction) (see Patent Document 3). In this case, the pillar / beam frame is the seismic element in the long side direction.

  It is possible to aggregate the seismic elements in the two horizontal directions if the multi-layer seismic elements are also arranged in the long side direction (column direction) after forming the columnar wall shape (see Patent Document 4). As the difference between the long side and the short side increases, the amount of seismic elements facing the long side also increases.As a result, the seismic elements facing the long side must be dispersed in the long side direction. Becomes a wall-type structure.

  The wall-type structure has no pillar-type and beam-type protrusions indoors, and has the advantage of increasing the effective area of the floor. On the other hand, as shown in FIG. 10- (a), since the sleeve wall as the seismic element facing the long side is connected to the seismic element (seismic wall) facing the short side direction (span direction), it faces the short side direction. There are disadvantages in that the degree of freedom in plan planning is limited, such as a change in the floor plan within the area defined by the seismic elements, and a reduction in floor space.

  The wall-type structure also connects the waist wall and the hanging wall to the slab and forms a wall beam, which restricts the height of the opening and limits the size of the sash that can be stored in the opening. Is done.

JP 2003-328586 A (Claim 1, paragraphs 0010 to 0012, FIGS. 1 to 3) JP 2006-45933 A (Claim 1, paragraphs 0024 to 0029, FIGS. 1 and 2) JP 2006-328797 A (Claim 1, paragraphs 0010 to 0014, FIG. 1) Japanese Patent No. 2914187 (Claim 1, Claim 2, paragraphs 0018-0025, 0027-0040, FIGS. 1-24, 31-34)

  As described above, in a structure having a plane with a difference in distance between two horizontal directions (long side and short side), it is difficult to consolidate seismic elements in two directions in a part of one plane. The degree of freedom and the height of the opening are always limited.

  In view of the above background, the present invention proposes a core-intensive seismic structure that does not require a seismic element facing the long side to be connected to the seismic element facing the short side.

The core-intensive seismic structure according to the first aspect of the present invention has a planar shape in which a plurality of planes having different widths and lengths are combined in a plurality of directions, and a multi-layer seismic element is provided in each plane. It is a seismic structure that is arranged,
Among the plurality of planes, the seismic elements in any two planes are spaced in the length direction of each plane, and arranged in a direction crossing the length direction,
Facing the direction in which the seismic elements in the two planes intersect each other,
Among the one plane and the other plane, a part of the seismic elements in at least one of the planes is aggregated into a part on the plane to constitute a core.

  A plane having a different width and length refers to, for example, a rectangle having a long side and a short side, a parallelogram, a trapezoid, and the like, but because of irregularities, a shape having a constant width over the entire length. Not necessarily. A plane shape in which a plurality of planes having different widths and lengths are combined in a plurality of directions refers to a shape in which two or more planes are combined in a direction in which the center lines of two or more planes intersect each other. This includes the case where the center line intersects at an arbitrary angle and is orthogonal. If the plane is a parallelogram, the direction of the long side (bottom side) is the length direction and the direction of the height is the width direction, but the seismic elements are arranged in each plane. "Includes this width direction and the short side direction of the quadrilateral.

  Since the planar shape of the structure is a combination of multiple planes, when the plane spans multiple layers (floors), the structure is a three-dimensional shape in which the lowermost plane is stacked in multiple layers with the planar shape, Alternatively, a three-dimensional shape in which a plurality of layers are stacked while gradually reducing the planar shape of the lowermost layer.

  The seismic elements are arranged in the direction of the length of each plane and facing in the direction intersecting the length direction. For example, one plane constituting the planar shape of the structure is the long side direction (column direction) and the short side. In the case of a rectangle having a direction (span direction), it means that the seismic elements are arranged in the short side direction at intervals in the long side direction. However, since the plane is irregular, the arrangement direction of the seismic elements is not necessarily the short side direction of the plane, and includes a direction inclined in the short side direction.

  The direction in which each seismic element in two planes intersects each other means that each seismic element faces in the direction intersecting each other regardless of the direction in which the center lines of the two planes intersect. Including.

  Since it is desirable that the seismic elements are equally distributed in two horizontal directions, it is reasonable that the seismic elements in any two planes are orthogonal to each other, but the seismic elements in the two directions cross each other. For example, it is not always necessary to be orthogonal because it can exhibit the same resistance as when orthogonal.

  A part of the seismic elements in at least one of the two planes and the other plane is aggregated into a part on the plane. This means that the seismic elements are collectively arranged at a position different from the positions of the seismic elements arranged at intervals. This part of the seismic elements is integrated into a part on a plane to constitute the core. The core is arranged in any plane and may be arranged in each plane. The planar shape of the core is not limited.

  Longitudinal direction of one plane by facing each other in the direction of the crossing of the seismic elements arranged in the length direction of each plane in each of the two planes and facing the direction crossing the length direction Seismic elements in the other plane resist resistance to horizontal forces acting in the direction of the beam (crossing). Similarly, the seismic element in one plane resists a horizontal force acting in the long side direction (column direction) of the other plane or superior. The seismic elements in each plane act in the short side direction (span direction) of the respective plane or resist an excellent horizontal force.

  As the two planes are paired in this way, a relationship is established in which the seismic elements on one plane supplement each other's seismic resistance on the other plane. It is no longer necessary to connect seismic elements such as sleeve walls in the direction of the direction.

  Some seismic elements that make up the core bear a horizontal force that cannot be borne by the sum of the seismic elements arranged at intervals in two planes, but the sum of the seismic elements is sufficiently horizontal. If it is possible to bear the burden, the structure of the part of the seismic elements constituting the core has a surplus capacity.

  Therefore, the seismic element in one plane has resistance to horizontal force acting in the short side direction (span direction) of the plane, and resistance to horizontal force acting in the long side direction (digit direction) of the other plane. If it has, the structure will possess the earthquake resistance of two horizontal directions only by the earthquake-resistant element arrange | positioned in two planes.

  The seismic element is composed of a seismic wall or brace facing in one direction, and it is not necessary to connect the seismic element (sleeve wall) in the direction perpendicular to the direction to the end of the seismic element (seismic wall) as described above. In any plane, the seismic structure is formed only by the seismic elements and slabs facing the short side direction (span direction).

  As a result, the space on the slab is partitioned by only the seismic elements facing the short side direction (span direction), and the seismic elements do not protrude into the section, so the layout can be changed freely within the section. The degree of freedom in plan planning will be greatly improved. Further, since it is not necessary to connect the waist wall and the hanging wall to the slab, the restriction on the height of the opening is eliminated, and the degree of freedom in the dimension of the sash accommodated in the opening is improved.

  Some seismic elements constituting the core are aggregated at one place on the plane and at a plurality of places. In order to suppress deformation due to each core independently resisting horizontal force when being concentrated in a plurality of cores, a boundary beam is provided between legs of the plurality of cores as claimed in claim 2. Is built. Alternatively, a top beam is provided between the tops of the plurality of cores as described in claim 3.

  In these cases, when the core is subjected to a bending force due to a horizontal force, the boundary beam or the top beam acts to restrain the deformation of the core by acting a bending back moment on the core, so that the rigidity and strength of the core In addition, the rigidity and proof stress of the structure are improved.

  If the structure is an apartment house, the upper floor on any plane may be subject to height restrictions or diagonal restrictions as it rises. In that case, the structure (building) that includes the plane is shown in Figure 10- As shown in (b), it may become a three-dimensional shape set back. Since the plane area of the set-back structure becomes smaller as it becomes higher, the number (number) of earthquake-resistant elements arranged in the plane becomes smaller as the upper floor.

  Therefore, normally, since it is necessary to arrange a certain amount of seismic elements according to the floor area in the plane of each layer (floor), the upper floors and the thickness of the seismic elements may have to be increased. In that case, the stiffness of the set-back structure moves toward the front side of the structure (the side with less floors), and the amount of eccentricity with the center of gravity located on the back side (the side with more floors) of the structure increases. Increasing the amount of eccentricity tends to cause twisting of the structure, and the structure can be easily shaken. Since it is necessary to deal with this eccentricity, the construction surface with a larger number of floors and the thickness of the earthquake-resistant element (wall thickness) must be increased.

  On the other hand, in claim 1, a part of the seismic elements is concentrated on a part of the plane, and a core is formed, so that the seismic element of one plane supplements the seismic resistance of the other plane as described above. Since the relationship is established, it is possible to reduce the twist associated with the setback. As a result, as described in claim 4, it is possible to make the thickness of at least one of the earthquake-resistant element of one plane and the earthquake-resistant element of the other plane constant.

  In claim 4, since the thickness of the seismic element in the plane of each layer (floor) is constant regardless of the setback of the structure, the rigid center can be brought closer to the back side of the structure. It is possible to reduce the amount of eccentricity and torsion of the structure. In addition, since the thickness of the seismic element is constant, there is an advantage that when the seismic element is a seismic wall, the entire seismic wall can be made of precast concrete having a constant thickness.

  The structure is constructed as a seismic structure by having seismic elements facing in two directions, but the seismic isolation device is installed between the upper structure (structure) and the lower structure such as the foundation, or in the middle layer of the upper structure. It can also be interposed. In that case, since the superstructure (structure) is seismically isolated, the burden on seismic elements is reduced, so it is possible to reduce the total amount of seismic elements or the amount of seismic elements that constitute the core. is there.

  In this case, laminated rubber bearings, elastic sliding bearings, and other vibration isolation devices are used for the seismic isolation device. However, if the main material of the seismic isolation device is rubber, the seismic isolation device has an axial tensile force. When received, the functions of the seismic isolation device may be impaired.

  Then, when the seismic isolation device is installed in a part of the layer including the one or the other plane, the lowermost part of the upper structure supported by the seismic isolation device as described in claim 5 In addition, if a very thick slab that suppresses the action of the axial tensile force exceeding the allowable value on the seismic isolation device is constructed, it is possible to suppress the action of the axial tensile force on the seismic isolation device, It becomes possible to avoid a decrease in the function of the seismic isolation device. In this case, the structure is divided into an upper structure and a lower structure with an installation layer of the seismic isolation device interposed therebetween.

The seismic isolation device may be subjected to an axial tensile force during vertical vibration in addition to when the structure is lifted by a horizontal force, but in claim 5, “suppresses an axial tensile force exceeding an allowable value”. "To a certain extent, for example, about 1 N / mm ² or less" means to suppress the action of the axial tensile force exceeding the allowable stress when the action of the tensile force is allowed.

  In claim 5, when an extremely thick slab is constructed at the lowermost part of the upper structure, the extremely thick slab is lifted by its own mass when the structure is about to be lifted by a falling moment acting on the structure. In order to prevent the seismic isolation device, a state where a tensile force or a compressive force below a certain value is applied to the seismic isolation device is obtained. Since the extra-thick slab also becomes a part of the superstructure of the structure, it also functions to increase the rigidity of the superstructure, so that the functions of the boundary beam and the top beam can be supplemented.

  Two planes are spaced in the length direction of each plane, and the seismic elements arranged in the direction crossing the length direction cross each other, so that the long side direction of one plane (column direction) ) And a horizontal force acting in the long side direction of the other plane (the direction of the spar), the seismic elements on the planes of each other can be made to resist each other.

  Because the two planes are paired, the relationship that the seismic element on one plane supplements the seismic resistance on the other plane is established, so it is necessary to place seismic elements other than the core in each plane in two directions. In any plane, the seismic structure can be established only by the seismic elements and slabs facing the short side direction (span direction).

  As a result, the space on the slab is partitioned by only the seismic elements facing the short side direction (span direction), and the seismic elements do not protrude into the section, so the layout can be changed freely within the section. The degree of freedom in plan planning is improved. Since there is no need to connect the waist wall and the hanging wall to the slab, the restriction on the height of the opening is also eliminated.

  Hereinafter, the best mode for carrying out the present invention will be described with reference to the drawings.

  1- (a) has a planar shape in which a plurality of planes 1 and 2 having different widths and lengths are combined in a plurality of directions, and multiple seismic elements 4 and 5 are arranged in the planes 1 and 2, respectively. An outline example of a core-intensive seismic structure (hereinafter referred to as a structure) in which a part of the seismic elements 7 is aggregated into a part on a plane and constitutes a core 7A will be shown.

  FIG. 1- (a) shows a plan view of a structure having a planar shape in which the center lines of the two planes 1 and 2 are oriented in directions orthogonal to each other. As shown in FIGS. The combination angle of the two planes 1 and 2 is arbitrary. The planes 1 and 2 referred to here correspond to the slab 8 in the structure.

  Among the plurality of planes (slabs 8) 1 and 2, the seismic elements 4 and 5 on any two planes 1 and 2 are spaced in the length direction of the planes 1 and 2 and orthogonal to the length direction. Arranged in the crossing direction such as the direction. The seismic elements 4 and 5 on the two planes 1 and 2 face each other in a crossing direction such as orthogonal to each other. Among the one plane 1 and the other plane 2, a part of the seismic elements 7 in at least one of the planes is collected into a part on the plane to constitute the core 7 </ b> A.

  The plane 1 and the plane 2 are overlapped by a plurality of layers, so that a structure (building) 1A and a structure (building) 2A are formed. The seismic element 4 and the seismic element 5 rise from the lowermost planes (slabs 8) 1 and 2 of the structures 1A and 2A and continue to the uppermost planes (slabs 8) 1 and 2, respectively. Slab 8) Connect to 1 and 2. The seismic elements 4 and 5 are composed of seismic walls and braces. At least a part of the lowermost planes (slabs 8) 1 and 2 may be a thick slab 12 described later.

  An example of a conventional wall-type structure having the same planar shape as that of FIG. 1- (a) is shown in FIG. 10- (a). As shown here, the sleeve walls that function as seismic elements in the long-side direction of the plane are perpendicular to the seismic elements at the ends of the seismic elements that are placed in the plane of the conventional structure and facing the short-side direction. Connect to. Since this sleeve wall may be connected to the middle part in the longitudinal direction of the seismic element facing in the short side direction, it becomes a factor that obstructs the free change of the layout in the area defined by the adjacent seismic elements. A detailed example of the seismic element (seismic wall) shown in FIG. 10- (a) is shown in FIG. 7- (b).

  On the other hand, in the example shown in FIG. 1- (a), the seismic element perpendicular to the seismic element 5 is not connected to the area between the seismic elements 5 and 5 arranged in the plane 2 facing the Y direction. It is possible to change the floor plan freely. In FIG. 1- (a), since a plurality of cores 7A and 7B are arranged in the plane 1 facing the X direction, the floor plan in the region between the seismic elements 4 and 4 arranged in the plane 1 is shown. Although the change is restricted to the cores 7A and 7B, if the number of the cores 7A and 7B is singular, the degree of freedom of change increases.

  A detailed example of the seismic element (seismic wall) 4 (5) shown in FIG. 1- (a) is shown in FIG. 7- (a). Further, the end of the seismic element 4 (5) in the length direction has a structure in which a column or a sleeve wall having the same thickness as that of the other part is built. The main bar 41a is arranged inside the built-in column 41, and the main bar restraining bar 41b surrounding the main bar 41a is arranged around the main bar 41a. The built-in column 41 has a function as a column. ing.

  Thus, in the present invention, for example, the seismic elements 4 (5) other than the cores 7A and 7B have the built-in columns 41 having the same thickness as the main body portions at both ends, so that the seismic elements 4 (5) are orthogonal to each other. There is no need to connect the sleeve walls, and the planar shape of the seismic element 4 (5) may be a perfect straight line. However, since the earthquake-resistant element 4 (5) including the built-in column 41 is an example, if the structure is equivalent to including the built-in column 41, the built-in column 41 is not necessarily required.

  2 and 3 are plan views of a 14-story apartment house having a plane shape in which three planes 1 to 3 are combined in three directions as specific examples of the structure. FIG. 2 shows the plane of the second floor (reference floor), and FIG. 3 shows the planes of the tenth and eleventh floors. 2 and 3, the plane 1 faces the X direction, and the plane 2 faces the direction inclined toward the plane 1 with respect to the Y direction. 2 and 3, the structure is constituted by three planes 1 to 3, but the earthquake-resistant structure is also formed by two planes of plane 1 and plane 2. 2 and 3, since the seismic element 6 arranged in the plane 3 intersects both the X direction and the Y direction, the seismic element 6 has two horizontal forces in the X direction and the Y direction. Can function as an earthquake-resistant element for planes 1 and 2.

  The appearance of this structure is shown in FIG. 6, and the structure (building) 2A including the plane 2 is set back from the tip side to the connection side with the structure 1A including the plane 1, 2. As can be seen from FIG. 3, the length of the plane 2 is shortened from the lower layer to the upper layer.

  In FIG. 2, the seismic elements 4 in the plane 1 face in the short side direction (span direction) of the plane 1 and are arranged at intervals in the long side direction (column direction). The seismic element 4 passing through the elevator shaft is divided at the position of the elevator shaft, and divides the elevator hall and the staircase. Basically, the seismic elements in the intersecting direction such as orthogonal to the both ends of the seismic element 4, that is, the end in the short side direction of the plane 1 are not connected.

  In FIG. 2, a core 7 </ b> B made of the seismic element 7 is arranged around the elevator shaft where the seismic element 4 is divided. In addition, the core 7B is also arranged around the elevator shaft in the plane 1 and near the plane 2. The core 7B may have a shape other than a quadrangle, but in the case of a quadrangle, for example, the core 7B is composed of a seismic element 71 parallel to the seismic element 4 and a seismic element 72 in a direction orthogonal thereto. In FIGS. 2 and 3, the core 7 </ b> B is also disposed in the continuous plane 3 while intersecting both the plane 1 and the plane 2.

  When a plurality of cores 7B are arranged in the plane 1 as shown in FIGS. 2 and 3, between the legs of the cores 7B and 7B adjacent in the long side direction of the plane 1 as shown in FIG. In some cases, a boundary beam 9 that constrains deformation of the core 7B is installed. A top beam 10 may be installed between the tops of the cores 7B and 7B. 2 and 3, the boundary beam 9 is installed between the earthquake-resistant elements 72 and 72 of the adjacent cores 7B and 7B with the earthquake-resistant element 4 interposed therebetween around the elevator shaft near the plane 2 in the plane 1. Has been.

  2 and 3, the boundary beam 9 between the adjacent cores 7A and 7A near the plane 2 is extended to the other core 7B, and as shown in FIG. 8A, all the cores 7A and 7B are formed as the base beam 13. It may be erected to connect. The foundation beam 13 shown in FIG. 8A is integrated with the upper structure (structures 1A and 2A). Below the foundation beam 13 sandwiching the seismic isolation device 11 indicated by a broken-line circle, a foundation beam 14 having a lower structure that is paired with the foundation beam 13 is constructed as shown in FIG. FIG. 8- (b) is an elevation view of (a). The seismic isolation device 11 is joined to the foundation beam 13 and the foundation beam 14.

  When the foundation beam 13 that is continuous in the length direction of the planes 1 and 2 is constructed under the structures 1A and 2A as shown in FIG. 8A, the structures 1A and 2A are as shown in FIG. It is composed of a foundation beam 13, seismic elements 4 and 5 and a core 7B rising continuously, and a slab 8 connecting the seismic elements 4 and 5 and the core 7B in each layer, and is constructed as a highly rigid frame. In FIG. 8, a thick solid line indicates that the structure 1A itself forms a huge skeleton (frame).

  Since the entire rigid frame (structures 1A and 2A) is likely to behave as a rigid body in the event of an earthquake, in FIG. 8, the stability against falling in the short side direction is particularly ensured.

  In the case of the conventional structure, since the seismic isolation device is placed directly under the core in order to support the base in isolation, the resistance moment arm is short and the resistance moment does not work effectively. . On the other hand, in FIG. 8, the resistance moment works between the foundation beams 13 and 13 on both sides in the short side direction, which is connected to the lowermost slab 8 of the structure 1A, and the length of the arm increases, so the resistance moment is effective. Will act. As described above, at least a part of the lowermost slab 8 may be a very thick slab 12.

  FIG. 8 shows the positional relationship between the seismic isolation element 11 and the seismic element 4 and the core 7B around the core 7B on the side far from the plane 2 of the plane 1 in FIGS. FIGS. 9A and 9B show the positional relationship between the core 7A and the seismic isolation device 11 around the core 7A near the plane 2 of the plane 1. FIG. Since a very thick slab 12 is constructed around the core 7A near the plane 2 as will be described later, the seismic isolation device 11 is installed under the thick slab 12. In this case, the seismic isolation device 11 is joined to the foundation beam 14 and the thick slab 12.

  Since the highly rigid structure 1A behaves as a rigid body as described above, the seismic isolation device 11 has the very thick slab 12 so that the moment of reaction force against the overturning moment from the seismic isolation device 11 is maximized in FIG. It is arranged near the periphery. (A) shows a state in which the core 7A is arranged on one side of the center of the thick slab 12, and (b) shows a state in which the center of the core 7A is located in the center of the thick slab 12.

  In FIG. 9- (a), the seismic isolation devices 11 are arranged at the four corner positions of the very thick slab 12 so that the resistance moment of the structure 1A is maximized regardless of the planar shape of the core 7A. In (b), since the core 7A has a square shape, the seismic isolation device 11 is disposed on the extension line of the seismic elements 71 and 72 constituting the core 7A so that a resistance moment is effectively generated in two horizontal directions. However, in the case of (b), the effect is the same even if the seismic isolation devices 11 are arranged at the four corner positions of the very thick slab 12. In the case of FIG. 9, the resistance moment acts between both sides in the short side direction of the very thick slab 12, which is the lowest slab 8 of the structure 1A. In FIG. 8- (a), since the foundation beams 13 and 13 are located on both sides in the short side direction of the plane 1, the seismic isolation devices 11 can be arranged on both sides of the core 7B.

  Also in the case of FIG. 9, the thick slab 12 receives a reaction force from the seismic isolation device 11 when the seismic isolation device 11 receives a compressive force. When the seismic isolation device 11 tries to receive a tensile force when a tensile force acts on the upper part of the extra-thick slab 12, the extra-thick slab 12 has a particularly large mass, and is lifted by resisting a tipping moment. To prevent. As a result, the action of tensile force on the seismic isolation device 11 is avoided.

  2 and 3, since the plane 2 (structure 2A) connected to the plane 1 (structure 1A) has a parallelogram shape, the seismic element 5 in the plane 2 is in the short side direction of the plane 2 That is, they are arranged in the long side direction of the plane 1 and spaced apart in the long side direction of the plane 2. Neither end of the seismic element 5 is basically connected to the seismic element in the direction intersecting it. In FIG. 2 and FIG. 3, for the sake of safety, a short-length seismic element in a direction intersecting with one (right side) end of the seismic element 5 is connected, but this seismic element is not always necessary. Absent.

  It is not necessary to connect a seismic element that intersects it to the end of the seismic element 4 in the plane 1, and it is not necessary to connect a seismic element that intersects it to the end of the seismic element 5 in the plane 2. This is because the shortage of the seismic element 4 inside and the shortage of the seismic element 5 inside the plane 2 are concentrated in the core 7A in the plane 1.

  As described above, the structure (building) 2A including the plane 2 is set back, but in FIGS. 2 and 3, the thickness of the seismic element 5 in the plane 2 is made constant regardless of the number of floors and becomes the upper floor. I did not increase the thickness as much.

  When the structure 2A including the plane 2 has a set back shape, the flat area becomes smaller as the floor becomes higher, but since a certain number of seismic elements according to the flat area need to be arranged, the seismic elements are usually gradually increased. It is necessary to increase the thickness. As a result, the distance (the amount of eccentricity) between the position of the center of gravity of the structure 2A located closer to the connection side with the structure 1A and the position of the rigid center located on the end (front surface) side of the structure 2A. ) Becomes large, and it becomes easy to cause torsion when receiving a horizontal force.

  On the other hand, in FIGS. 2 and 3, the thickness of the seismic element 5 is constant because the structure 2A is set back in shape, but the thickness of the seismic element 5 in the plane 2 is constant regardless of the floor number. Since the rigid center is closer to the connection side with the structure 1A than the case where the increase is increased, an increase in the amount of eccentricity is suppressed and the occurrence of torsion is suppressed.

  2 and 3 with respect to the horizontal force acting in the X direction on the structure having a planar shape, the seismic element 5 in the plane 2 and the seismic element 72 parallel to the seismic element 5 constituting the core 7A. Resists. The seismic element 4 in the plane 1 and the seismic element 71 parallel to the seismic element 4 constituting the core 7A resist the horizontal force in the Y direction. That is, by combining the two planes 1 and 2 facing in two directions, a relationship is established in which the seismic elements 4 (5) on one plane 1 (2) supplement each other with the seismic resistance on the other plane 2 (1). .

  2 and 3, the entire structure is divided into an upper structure such as a ground floor and a lower structure such as a foundation, and a seismic isolation device 11 such as a laminated rubber bearing or an elastic sliding bearing is interposed between the upper structure and the upper structure. The seismic structure reduces the burden on seismic elements 4-7. The thickness of the seismic elements 4 to 7 is suppressed by reducing the burden as compared with the case where the seismic isolation device 11 is not provided. Although the arrangement position on the plane of the seismic isolation apparatus 11 is shown in FIG. 4, the seismic isolation apparatus 11 may be interposed in the intermediate | middle layer of a ground floor. In FIG. 4, ◯ indicates a laminated rubber bearing, and ◎ indicates an elastic sliding bearing, but the form of the seismic isolation device 11 is not limited.

  In FIG. 4, a band-like region surrounded by a thick line and hatched indicates the range of the foundation on the laminated rubber bearing. As shown in FIG. 5, a thick slab 12 as a bottom plate of the upper structure (structures 1A, 2A) is constructed to cover the seismic isolation device 11 as shown in FIG. Has been. The grid-like portion including the arrangement position of the seismic isolation device 11 including the band-like region indicated by the thick line indicates the foundation beam 13 integrated with the upper structure (structures 1A, 2A).

  The extra-thick slab 12 is constructed under the upper structure on the seismic isolation device 11 as shown in FIG. 1- (c), so that the seismic isolation device 11 is caused by the overturning moment that acts on the upper structure with a horizontal force. It has the function of preventing the pulling force from acting and causing the seismic isolation device 11 to act mainly on the axial compression force. In the example of FIG. 5, the extra-thick slab 12 has a thickness of 3000 mm corresponding to the height of one layer of the structure 1A.

(A) is a plan view showing the outline of the seismic structure of the present invention, (b) is a boundary beam (foundation beam) and a top beam added to the seismic structure, and a seismic isolation device is arranged under the foundation beam. The elevation which showed a mode, (c) is the elevation which showed a mode that very thick slab was added under a structure. It is the top view of the 2nd floor (standard floor) which showed the example of the 12-story apartment house which has a plane shape which combined three planes in 3 directions as an earthquake-proof structure of the present invention. It is the top view which showed the 10th floor and the 11th floor of the structure shown in FIG. It is a top view of the lower structure which showed the installation position of the seismic isolation apparatus in the structure shown in FIG. FIG. 3 is an elevation view of one plane (structure) in the structure shown in FIG. 2. It is the perspective view which showed the external appearance of the structure shown in FIG. (A) is the top view which showed the detailed example of the seismic element (seismic wall) of this invention, (b) is the top view which showed the conventional detailed example of the seismic element (seismic wall). (A) is the top view which showed the positional relationship of the seismic element (seismic wall) and core of this invention, a foundation beam, and a seismic isolation apparatus, (b) is an elevation view of (a). (A), (b) is the top view which showed the positional relationship of the core of this invention, a very thick slab, and a seismic isolation apparatus. (A) is the top view which showed the arrangement | positioning state of the seismic element of the conventional structure corresponding to the structure of this invention shown to Fig.1- (a), (b) of the structure containing the structure which set back It is the elevation which showed the example.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 ... Plane, 1A ... Structure 2 ... Plane, 2A ... Structure 3 ... Plane, 3A ... Structure 4 ... Seismic element, 41 ... Built-in column, 41a ... Main reinforcement, 41b ... Main bar restraint 5 …… Seismic element, 6 …… Seismic element 7 …… Seismic element, 7A, 7B …… Core, 71 …… Seismic element, 72 …… Seismic element 8 …… Slab 9 …… Boundary beam 10 …… Top beam 11 …… Seismic isolation device 12 …… Thick slab 13 …… Base beam (superstructure)
14 …… Foundation beam (under structure)

Claims (5)

A seismic structure having a planar shape in which a plurality of planes having different widths and lengths are combined in a plurality of directions, and a multi-layer seismic element arranged in each plane,
Among the plurality of planes, each seismic element in any two planes is spaced in the length direction of each plane, arranged in a direction intersecting the length direction,
Each seismic element in the two planes faces in a direction intersecting each other,
A core-intensive seismic structure characterized in that a part of the seismic elements in at least one of the one plane and the other plane is aggregated into a part on the plane to constitute a core. object.   2. The core-intensive earthquake-resistant structure according to claim 1, wherein the partial earthquake-resistant elements are integrated into a plurality of cores on a plane, and boundary beams are installed between the legs of the plurality of cores. .   The core aggregation according to claim 1, wherein the part of the seismic elements is aggregated on a plurality of cores on a plane, and a top beam is provided between the tops of the plurality of cores. Type seismic structure.   The core-intensive earthquake-resistant structure according to any one of claims 1 to 3, wherein a thickness of at least one of the one plane earthquake-resistant element and the other plane earthquake-resistant element is constant. object. The seismic isolation device is installed in a part of the structure including the one or the other plane, and an axis exceeding the allowable value for the seismic isolation device is provided at the lowest part of the upper structure supported by the seismic isolation device. The core-intensive seismic structure according to any one of claims 1 to 4, wherein an extremely thick slab that suppresses the action of a directional tensile force is constructed.

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