JP2014101749A - Period-prolonged architectural structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an architectural structure in which acceleration acting on a building during the earthquake is reduced and it is not necessary to consider such special settlement as to allow large deformation for the exterior of the building, facility piping, or the like.SOLUTION: In a part of a column 200 and/or a wall formed from reinforced-concrete or iron-frame reinforced-concrete, a vibration control joint 100 formed from a material with the rigidity lower and an allowable shear deformation amount larger than concrete, is interposed for reducing horizontal rigidity of the column 200 and/or the wall, such that a natural period is prolonged in an architectural structure. A core reinforcing bar 700 or a core steel frame is provided to penetrate upper and lower sides of the column 200 with the vibration control joint 100 interposed therebetween.

Description

  The present invention reduces the rigidity of the chassis by using damping joints with low horizontal rigidity for a part of the chassis, lengthens the natural period of the chassis, and suppresses inter-layer deformation during an earthquake within a predetermined range. It is related to the building.

  For general seismic design that ensures seismic resistance by increasing the cross-sectional area of structural members such as columns, beams, and walls that make up the building, thereby improving rigidity and strength, There is a so-called seismic isolation design that prolongs the natural period of a building by providing a base isolation layer and reduces acceleration acting on the building during an earthquake in exchange for large deformation of the base isolation layer.

  As literature which disclosed the seismic isolation design of the building, there exists Unexamined-Japanese-Patent No. 5-10386 (patent document 1), for example. According to this publication, a building is supported by a seismic isolation device that integrates a base isolation bearing that supports the vertical load of the superstructure, a damping member that absorbs vibration energy, and an impact buffering member that suppresses excessive displacement. To do. When a seismic force acts on a building using such a seismic isolation device, the seismic isolation device is greatly deformed in the horizontal direction, and at the same time, the acceleration acting on the building itself, that is, the seismic load is greatly reduced. Therefore, the design load of the building frame structure is greatly reduced, and a lightweight superstructure can be realized. Furthermore, since the acceleration that acts on the building during an earthquake is reduced, the risk of falling furniture is greatly reduced.

  The technique described in the above publication is to seismically isolate the entire building by providing a seismic isolation device in the lower part of the building, whereas JP 2003-27765 A (Patent Document 2) A seismic isolation device was installed in the middle part, and it was proposed to isolate only the part above that part. Patent document 2 suppresses the horizontal deformation of the seismic isolation device to about 20 to 30 cm or less by providing seismic isolation devices in a plurality of intermediate layers supporting 70% or more of the total weight of the building and isolating the upper part thereof. It has been proposed to facilitate the design of laminated rubber, which is a seismic isolation bearing.

JP-A-5-10386 JP 2003-27765 A

  According to the general seismic design concept, the structure of the building will not be damaged by normal seismic motion, but the response acceleration of the building will increase. It tends to cause damage. Furthermore, in the case of a large earthquake, there is a possibility that damage will occur to the girder constituting the frame structure. Furthermore, reinforced concrete structures have high layer rigidity and small allowable interlayer deformation, so that viscous damping dampers could hardly be expected. Especially for middle- and low-rise structures of 60m or less, the natural period is as short as about 1 second or less, so it is effective to reduce the seismic response acceleration except for the seismic isolation structure even though the response acceleration or the dynamic load during earthquake is large. There was no means.

  On the other hand, when the seismic isolation structure is adopted, the superstructure supported by the seismic isolation device reduces the response acceleration at the time of the earthquake, so not only the soundness of the building's frame structure is maintained, but also the fall of furniture, Damage to the secondary member is greatly reduced. However, because large deformation concentrates on the seismic isolation device, the building exterior of the floor where the seismic isolation device is installed, equipment piping, stairs, elevators, etc. are provided with a special fit to allow this deformation, or flexible piping It is necessary to use etc. In the case of seismic isolation at the foundation of the building, a pit is required for installing the seismic isolation device, and a space for allowing displacement of the building is required around the building. These are all factors that increase costs when using seismic isolation design.

  The present invention solves the above-mentioned problems of general seismic design and seismic isolation design, reduces the acceleration acting on the building during an earthquake, and allows a special deformation that allows large deformation of the building exterior, equipment piping, etc. The purpose is to provide buildings that do not need to take into account the need for extra accommodation.

  In order to achieve the above object, according to the present invention, a vibration control joint made of a material having a lower rigidity and a larger allowable shear deformation than concrete is interposed in a column and / or a wall made of reinforced concrete or steel reinforced concrete. Thus, the horizontal rigidity of the columns and / or walls is reduced, so that the natural period is a long period, and the upper and lower sides of the columns penetrate through the damping joint. In this way, a building having a core rebar or a core steel frame is proposed.

  According to the present invention, since the core rebar or the core steel frame is provided so as to penetrate the upper side and the lower side of the column across the damping joint, when the outer peripheral column receives a tensile force due to the seismic force, Core rebar resists.

  In addition, the present invention provides a column and / or wall made of a reinforced concrete or steel reinforced concrete column and / or wall with a vibration damping joint made of a material having a lower rigidity and a larger allowable shear deformation than concrete. We propose a building with a long natural period by reducing horizontal rigidity.

  Here, as materials having a lower horizontal rigidity than concrete and a large allowable shear deformation amount, for example, natural rubber, isoprene rubber, butadiene rubber, styrene-butadiene rubber, chloroprene rubber, ethylene-propylene rubber, butyl rubber, fluoro rubber Further, rubber materials such as urethane rubber and silicone rubber, polymer materials such as elastomer, and composite materials such as fiber reinforced rubber can be used. Further, these may be combined with a steel plate, a sliding support, or a structure such as a metal spring.

  The damping joint is made of a material such as rubber as described above, and is a layered structure or support provided in the middle part of the column or wall (any position between the upper and lower ends), or at the upper or lower part, A vertical load can be supported. The damping joint may be provided at any part of the pillar, for example, at the pillar head or the middle part. Although it is preferable to provide the same layer at the same height, the positions (heights) provided for each grouping such as the outer periphery and the inside may be different. The damping joint is a sheet-like structure having a vertical thickness of generally about 100 mm or less, preferably 50 mm or less, depending on the building floor height. In this specification, a pillar and a wall contain the part of a reinforced concrete or a steel reinforced concrete, and the said damping joint.

  It is also possible to mix pillars with damping joints and pillars without damping joints on the same floor, and make pillars without damping joints into long pillars for two layers. If such a structural variation is used, the degree of freedom of design can be expanded to adjust the natural period of the building. The applicable range is wider than conventional seismic isolation structures, for example, core reinforcing bars may be placed on columns that exert a tensile force during an earthquake. Since the deformation of each layer is concentrated on the joint, a small damper can be arranged in the vicinity. For example, there is a structure in which a damping joint is provided at the capital and a damper is provided at the ceiling. Moreover, even when a reinforced concrete wall is required for an architectural plan, it is possible to provide a damping joint on the wall, and the application range is wide. Furthermore, in the conventional seismic isolation structure, the relative deformation of the seismic isolation layer is very large, so it was difficult to apply viscoelastic dampers in terms of size and cost, but the relative deformation of the joints is small. It is also possible to apply a viscoelastic damper or the like.

  To increase the natural period of the building means that the natural period of the building becomes longer than when no damping joint is provided. It is preferable to suppress the horizontal displacement between layers at the time of the earthquake of the floor provided with the damping joint to less than 1/50 of the floor height, preferably to less than 1/100. However, the interlayer horizontal displacement 1/50 or 1/100 is a rough guide in consideration of safety and subsequent use. The term “earthquake” means design earthquake motion or design seismic force assuming an earthquake. The inter-layer displacement at the time of earthquake of a reinforced concrete or steel-framed reinforced concrete building is generally one-hundredth of the floor height, so that the horizontal displacement at the time of an earthquake is allowed to be 1/100, preferably 1/50 of the floor height. In this case, it is preferable to concentrate most of the interlayer horizontal displacement on the damping joint by using the rubber-based material, which is a material having a lower rigidity and a larger allowable shear deformation than concrete, as the damping joint material.

  The higher the stiffness of the material used for the damping joint, or the smaller the thickness of the damping joint, and the larger the cross-sectional area of the damping joint, the higher the rigidity of the column. Therefore, the horizontal displacement between layers tends to increase. On the other hand, by appropriately setting the rigidity of the material used for the damping joint and the dimensions of the damping joint, Can be suppressed to less than 1/50 or less than 1/100 of the floor height.

  The building according to the present invention can further be provided with a damper to absorb kinetic energy during vibration. When based on this invention, since the interlayer displacement at the time of an earthquake becomes large due to the low rigidity and large deformation capacity of the damping joint, the damper can effectively absorb energy. As the damper, a device such as an oil damper may be externally added, but the material itself may have a damper function by selecting a viscoelastic material as a material for the damping joint.

  In addition, when vibration suppression joints are provided on columns and / or walls of a plurality of floors, it is possible to further effectively increase the period of the building and reduce the response acceleration.

  It is also possible to provide damping joints on all columns and / or walls that support vertical loads on a specific floor. The specific floor in this case may be the lowest floor, the middle floor, or the top floor.

  Or the structure which provided the damping joint only in the one part pillar and / or wall of the specific floor may be sufficient. In this case, the beam and floor supported by columns and / or walls with damping joints and the beams and floor supported by columns and / or walls without damping joints are relatively Since displacement occurs, vibration energy can be effectively absorbed by providing a damper between them. In the case of a building consisting of a seismic wall and a column beam frame, or a building consisting of a core and a column beam frame, the seismic wall and core are not provided with damping joints, but only the column beam frame is provided with a damping joint. It is also possible to provide a high damping by installing a damping damper between the core and the surrounding column beam frame.

  According to the present invention, since the horizontal rigidity of the columns and / or walls is reduced by the damping joint, the natural period of the building is made longer than that of the structure without the damping joint. According to the present invention, the dynamic load applied to the building during the earthquake is reduced, while the interlayer displacement is suppressed to less than 1/50 or less than 1/100 of the floor height, so that the furniture falls and the secondary member is damaged. In addition, damage to the frame structure during a major earthquake can be suppressed, and the building exterior, equipment piping, stairs, elevators, etc. can be provided with special accommodation to allow this deformation, flexible piping, etc. Is also unnecessary.

  Furthermore, since the interlayer deformation is larger than that of reinforced concrete or steel-framed reinforced concrete structures, viscous damping dampers function effectively even in medium and low-rise structures of 60 m or less. As the deformation per layer is mostly borne by the damping joint, the deformation of the column is reduced, and the column can be prevented from being damaged. In addition, medium- and low-rise reinforced concrete structures with a short natural period, which could not be expected in the past, can be extended with a damping joint, and a high damping effect can be expected by installing a damper if necessary. it can.

  According to the present invention, since the core rebar or the core steel frame is provided so as to penetrate the upper side and the lower side of the column across the damping joint, when the outer peripheral column receives a tensile force due to the seismic force, Core rebar resists.

Conceptual diagram of a reinforced concrete column beam structure constituting the framework of a building according to the present invention Elevated view of an embodiment in which the present invention is used for a building having a seismic wall The conceptual diagram of the Example which applied this invention to the building which has core parts, such as a seismic wall, and a column beam frame Conceptual diagram of another embodiment using a damper Conceptual diagram of an embodiment in which the core reinforcing bar penetrates the damping joint part Plan view (left) and elevation (right) of an embodiment according to the present invention Plan view (left) and elevation (right) of an embodiment according to the present invention Plan view (left) and elevation (right) of an embodiment according to the present invention Plan view (left) and elevation (right) of an embodiment according to the present invention Plan view (left) and elevation (right) of an embodiment according to the present invention Plan view (left) and elevation (right) of an embodiment according to the present invention

  Hereinafter, specific embodiments of the present invention will be described based on examples. However, the present invention is not limited to the examples described below, and the examples are described to help the understanding of the invention. It goes without saying that it is not too much.

  FIG. 1 illustrates the concept of a reinforced concrete column beam structure that constitutes a framework of a building according to one embodiment of the present invention. A damping joint 100 is provided at the head of each pillar 210 on the intermediate floor. The damping joint 100 is made of urethane rubber, has a thickness of about 50 mm, and a planar shape is substantially the same as the horizontal sectional shape of the pillar 210. As the material of the damping joint 100, rubber other than urethane rubber, other polymer materials, and composite materials can be used as long as the material has the supporting ability of vertical load and the necessary rigidity, deformation ability and strength against horizontal load. Is as already described. Furthermore, a structure such as a sliding bearing or a metal spring may be used as long as the same condition is satisfied.

  The column 200 on the upper floor is provided with a damping joint 100 at a position approximately in the center between the column head and the column base. The position where the damping joint 100 is to be provided is not limited to the illustrated position, and may be any position between the stigma and the column base. Here, an example in which the vibration damping joint 100 is provided on the pillars of a plurality of floors is shown, but the vibration damping joint may be provided in only one layer.

  Assuming that the floor height of the frame shown in the figure is 4 m, the rigidity of the entire frame including the damping joint is determined so that the horizontal deformation at the time of the earthquake of each floor provided with the damping joint 100 is suppressed to less than 40 mm. . If the interlayer horizontal displacement is about 1/100 of the floor height, damage to the secondary member and damage to the frame structure during a large earthquake can be suppressed. However, when it is permitted from the viewpoint of damage to the secondary member and the frame, the horizontal displacement of the interlayer is larger than 1/100 of the floor height, for example, 1.5 / 100 or 1/50 of the floor height. It may be what you do. The load for calculating the horizontal deformation at the time of the earthquake may be either a static load or a dynamic load. For example, assuming that a horizontal acceleration of 0.2 G acts on a building, the rigidity or cross section of each member can be determined by calculating the horizontal deformation of the floor by static load-deformation analysis.

  FIG. 2 is an elevational view showing the concept when the damping joint 100 is used in a building having a seismic resistant wall 400 according to another embodiment of the present invention. A damping joint 100 is mounted on the top of the earthquake-resistant wall 400 constituting the first layer of the building over the entire horizontal section of the earthquake-resistant wall. In addition, the damping joint 100 is partially mounted on the top of the earthquake-resistant wall 400 constituting the second layer, and the other part is a gap 500. Whether or not the damping joint is mounted over the entire horizontal section of the earthquake-resistant wall can be appropriately set depending on the rigidity required for the portion of the damping joint and the rigidity of the earthquake-resistant joint material. The position where the damping joint is installed may be any position between the top and the base of the seismic wall, as described for the column.

  When the building has a column beam frame and a seismic wall, the damping joint is preferably provided at the same level of the column and the seismic wall (for example, the head of the column and the top of the seismic wall).

FIG. 3 is a conceptual diagram of an embodiment in which the present invention is applied to a building having a core portion such as a seismic wall or an elevator shaft and a column beam frame. A seismic wall 400 (or an elevator shaft, staircase, etc., which has high rigidity and small allowable deformation) and a beam 300 of a column beam frame having a damping joint 100 at the top of the column are connected by a damping damper 600. This is the structure. The seismic wall 400 has high rigidity and small deformation at the time of earthquake, whereas the column beam structure has relatively large deformation at the time of earthquake due to the deformation capacity of the damping joint, so that the damper 600 vibrates. Absorbs energy effectively and suppresses vibration of column beam frame. If a viscoelastic material is used for the damping joint 100, the damping effect of the column beam frame can be expected.
Further, the position below the damping joint 100 (for example, the position below the damping joint 100 provided at the top of the pillar) and the top of the damping joint 100 (for example, the beam supported by the damping joint 100). It is also effective to connect them with a vibration damper 620. The damper 620 may be used in combination with the vibration damper 600.

  By locating elevator shafts, large-diameter pipes, staircases, etc. that have low ability to follow inter-layer horizontal deformation in a core part that does not have damping joints, and other parts that have a column beam structure with damping joints. In the column beam frame portion, an interlayer displacement larger than 1/100 can be allowed. In this case, the allowable interlayer displacement at the time of a large earthquake may be, for example, 1/50 of the floor height or a value higher than that when allowed from other conditions.

  FIG. 4 is a conceptual diagram showing another embodiment using a damper. In the case of a frame provided with a damping joint 100 at the stigma, a part (specifically, a beam part) composed of a column supported by the damping joint and a beam connected to the pillar (specifically, a beam part), and a part directly below the damping joint 100 The column heads may be connected with a damper 600. Since the relative displacement of this portion increases due to deformation of the damping joint, the damper effectively absorbs vibration energy. Using a viscoelastic material or a sliding bearing for the damping joint 100 is equivalent to using the damper 600. These and the damper 600 can be used in combination.

  FIG. 5 shows the structure of the vibration-damping joint 100 when it is assumed that a tensile force acts on the column during an earthquake. A core rebar 700 or a core steel frame is provided so as to penetrate the upper side and the lower side of the column 200 with the damping joint 100 interposed therebetween, and the core rebar 700 resists a tensile force acting on the column. A through hole is provided in the center of the damping joint 100 so that the core rebar 700 does not interfere with the damping joint 100 during an earthquake. That is, a donut-shaped gap is provided around the core rebar 700 between the damping joint 100 and the core reinforcing bar 700. However, this gap is not essential.

  FIG. 6 is a plan view (left) and an elevation view (right) of the first layer showing one embodiment of a building based on the present invention. As shown in the plan view, in the first layer, the damping joints 100 are provided on all the pillars 230. As shown in the elevation view, the position where the damping joint is provided is the middle part of the column for the first layer, the head of the column for the second layer, the third layer and above The layer is not provided with a damping joint 100. It is effective to insulate the building from the ground floor, but it is effective to insulate the seismic load by increasing the period of the entire building while allowing constant interlayer deformation on the floor by the damping joint. In order to reduce it, vibration damping joints may be provided on the intermediate floor or the top floor. Normally, a damping joint is provided at the same elevation position for one layer, but this is not always necessary.

  FIG. 7 is a plan view (left) and an elevation view (right) of the first layer showing another embodiment of a building based on the present invention. As shown in the plan view of the first layer, the damping joint 100 is provided only on the inner pillar 230, and the outer pillar 240 is not provided with a damping joint. The joint 350 between the beam of the part where the damping joint is provided and the column of the part where the damping joint is not provided has a clearance to allow relative displacement or is restrained in the horizontal direction by an elastic joint. It is preferable to weaken. About two parts provided with the damping joint, you may make it not transmit a moment by pin-joining both (only displacement is mutually restrained).

  FIG. 8 is a plan view (left) and an elevation view (right) of the first layer showing another embodiment of the building based on the present invention (in the case of having a seismic wall in part). A seismic wall 450 is provided near the center of each layer in plan view. In the first layer and the second layer of the building, all the pillars 230 and the seismic walls 450 are provided with damping joints 100 and 110. Thus, by providing the damping joint 110 also on the seismic wall, it is possible to increase the overall period of the building having the seismic wall.

  FIG. 9 shows an embodiment in which damping joints 100 are provided at the heads of all the pillars 230 on the first floor and the second floor, and the pillars and the upper floor beams 300 are connected by dampers 600. The damper may be provided outside as shown in the figure, but the damper itself may have a damper function because the material itself of the damping joint 100 has viscoelasticity. Alternatively, a vibration damping joint and a sliding bearing may be used in series.

  FIG. 10 is a conceptual diagram of an embodiment in which a damping joint having a core rebar is provided on the outer peripheral column 220 on the assumption that a tensile force acts on the outer peripheral column 220 of the building during an earthquake. The inner pillar 230 where no tensile force acts is provided with a vibration-damping joint without a core rebar. When the outer peripheral column 220 receives a tensile force due to the seismic force, the core rebar resists. The point that the damping joint may be provided at any position between the column head and the column base is the same as in the previous embodiment.

  FIG. 11 shows an embodiment in which the present invention is applied to a building having a highly rigid core portion at the center of the building and a structure in which the core portion is surrounded by a column beam frame. The core portion surrounded by the core wall 450 is not provided with a vibration damping joint, and the vibration damping joint 100 is provided at the column head of the column constituting the column beam frame portion. Further, the core portion and the column beam frame allow some relative deformation by the elastic joint 350, and at the same time, the damper 600 is provided to absorb the vibration energy. As in the previous example, it is possible to provide damping joints on all of the core walls and column beam frames, and as in this embodiment, damping joints may be provided only on portions other than the core walls. .

  Although various embodiments have been described above, it is obvious that these can be used in appropriate combination or can be used in combination with existing technology.

100 Damping joints 200, 210, 230, 240 Column 300 Beam 310 Floor slab 400 Earthquake resistant wall 450 Core wall 500 Air gap 600, 620 Damper 700 Core rebar 350, 360 Elastic joint

Claims (1)

Columns and / or walls made of reinforced concrete or steel reinforced concrete intervene with damping joints made of a material that is lower in rigidity than concrete and has a large allowable shear deformation,
A building whose natural period is prolonged by reducing the horizontal rigidity of the columns and / or walls,
A building in which a core rebar or a core steel frame is provided so as to penetrate the upper side and the lower side of the pillar across the vibration damping joint.

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