JP2015017469A - Vibration control damper for building, and vibration control structure of building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To prevent the collapse of the whole building without being subject to great restrictions when a planar design of the building is performed.SOLUTION: A vibration control damper for a building includes rectangular steel tubes 11 that are applied as a column for configuring a building frame and that are arranged along the longitudinal direction of each column in positions at four corners in a rectangular area, respectively, and an energy absorbing plate 12 that has the function of attenuating energy generated when absorbing an external force. A composite column material 10 is configured by joining the energy absorbing plate 12 between the adjacent rectangular steel tubes 11.

Description

  The present invention relates to a vibration damper for a building and a vibration damping structure for a building.

  Currently, building designs that take earthquakes into account are roughly classified into two categories according to the magnitude of the earthquake. Of these, the secondary design that takes into account a large earthquake that may or may not occur once within the useful life of the building allows damage to the main structures such as columns and beams (plastic deformation), but Designed with the policy of preventing collapse. Under these circumstances, in recent years, there has been a damage control type design in which the energy generated at the time of an earthquake is intensively attenuated by a damping damper to prevent damage to other main structures or to minimize it. It is popular. Hysteretic dampers that dampen the energy during an earthquake in a concentrated manner include hysteretic dampers that use plastic deformation of steel materials and viscoelastic dampers that attenuate using shear deformation of high-damping rubber. Many vibration dampers are applied. For example, in a building to which a hysteretic damping damper is applied, energy generated when an earthquake occurs is attenuated by plastic deformation of the steel material, and the entire collapse is prevented (for example, Patent Document 1). reference).

JP 2003-301623 A

  As described above, the conventional vibration damper is installed as a brace on a frame of a building, or as a pillar or a wall member in the frame. For this reason, in a building to which the vibration damper is applied, there is a great restriction on the plan design, for example, it becomes difficult for people to pass through the frame.

  In view of the above circumstances, the present invention provides a vibration damping damper for a building and a vibration damping structure for a building that can prevent the entire building from collapsing without being greatly restricted when the building is designed in plan. The purpose is to do.

  In order to achieve the above object, a vibration damper for a building according to the present invention is applied as a column for constituting a frame of a building, and is arranged along the longitudinal direction of each column at positions corresponding to four corners of a rectangular region. And an energy absorbing element having a function of attenuating energy generated when an external force is applied, and the energy absorbing element is joined between adjacent supporting elements. .

  Moreover, the present invention is characterized in that, in the above-described vibration damper for a building, the energy absorbing element is formed in a flat plate shape, and is aligned and joined along the longitudinal direction of the support element.

  Moreover, the present invention is characterized in that in the above-described vibration damper for a building, a gap is secured between the energy absorbing elements arranged along the longitudinal direction of the support element.

  Moreover, the present invention is characterized in that, in the above-described vibration damper for a building, the support element and the energy absorption element are each formed of a steel material and are joined to each other by welding.

  Further, the present invention provides the above-described vibration damper for a building, wherein the support element is formed of a steel material, an angle material is attached to the support element by welding, and the energy absorption is performed on the angle material. It is characterized by bolting the elements.

  According to the present invention, in the above-described vibration damping damper for a building, the support element and the energy absorption element are each formed of a steel material, and the energy absorption element is made of a material having a yield point smaller than that of the support element. It is configured, and when the external force is applied, the energy absorbing element is plastically deformed to attenuate energy.

  Further, the present invention provides the above-described vibration damper for a building, wherein the energy absorbing element is configured in a flat plate shape, and includes ribs along the longitudinal direction of the support element on at least one surface. Features.

  Further, the present invention provides the above-described vibration damper for a building, wherein the energy absorbing element includes a plurality of steel plate members made of steel, and a viscoelastic member arranged in a manner of connecting the end surfaces of these steel plate members. When the external force is received, the viscoelastic member is shear-deformed to attenuate energy.

  Further, the present invention is characterized in that, in the above-described vibration damper for a building, the support element is configured by a square steel pipe having a hollow rectangular cross section.

  Further, the present invention is characterized in that, in the above-described vibration damper for a building, the support element has a width-thickness ratio that does not cause local buckling until plasticizing.

  Moreover, the building damping structure according to the present invention is characterized in that the building frame is configured by applying any one of the above-described building damping dampers as a pillar.

  According to the present invention, the energy at the time of the earthquake is absorbed by the energy absorbing elements of the columns constituting the building frame, so that the frame is not blocked or the surface is not narrowed. It is possible to prevent the entire building from collapsing without adding a great restriction when designing the plan of the object.

FIG. 1 is a perspective view of a main part of a vibration damper for a building according to Embodiment 1 of the present invention. FIG. 2 is a side view of an essential part showing a structure of a building to which the building vibration damper shown in FIG. 1 is applied. FIG. 3 is a perspective view of a main part of a vibration damper for a building which is a second embodiment of the present invention. FIG. 4 is a side view of an essential part showing a structure of a building to which the building vibration damper shown in FIG. 3 is applied. FIG. 5 is a side view of a main part of a vibration damper for a building which is a third embodiment of the present invention. FIG. 6 is a perspective view of a main part of the building vibration damper shown in FIG. FIG. 7: is a principal part side view of the damping damper for buildings which is Embodiment 4 of this invention. FIG. 8 is a perspective view of a main part of the vibration damper for a building shown in FIG. FIG. 9 is a side view of a main part of a vibration damper for a building which is a fifth embodiment of the present invention. FIG. 10 is an exploded perspective view of a main part of the vibration damper for a building shown in FIG. FIG. 11 is a diagram showing an analysis model of a building having an eight-layer four-span rigid frame prepared in order to perform response analysis in Examples and Comparative Examples. FIG. 12 is a chart showing values set for each member cross section of the analysis model shown in FIG. 11. FIG. 13 is a chart showing the cross-sectional performance and the total plastic moment of the analysis model shown in FIG. FIG. 14 is a graph showing the result of the interlayer deformation angle by the seismic response analysis of the analysis model shown in FIG.

  Exemplary embodiments of a vibration damper for a building and a vibration damping structure for a building according to the present invention will be described below in detail with reference to the accompanying drawings.

(Embodiment 1)
FIG. 1 shows a vibration damper for a building which is Embodiment 1 of the present invention. As shown in FIG. 2, the vibration damper for a building exemplified here is used as a composite pillar material 10 for constituting a frame of a building. As shown in FIG. 1, a square steel pipe (support Element) 11 and an energy absorbing plate (energy absorbing element) 12.

  The square steel pipe 11 is a seamless long hollow material formed by hot forming, and has a small width-to-thickness ratio so that the cross section is square and does not buckle locally until plasticized. is there. The energy absorbing plate 12 is a steel plate formed into a flat plate shape with a material having a yield point smaller than that of the square steel pipe 11. For example, when the square steel pipe 11 is formed by rolled steel for building structures such as SN400 and SN490, the energy absorbing plate 12 formed by a low yield point steel such as LY100 and LY225 can be applied.

In order to configure the composite column member 10 by applying the square steel pipe 11 and the energy absorbing plate 12, the square steel pipe 11 is arranged so as to be parallel to each other at the four corners of the square region, and the adjacent square steel pipe 11 is provided. The energy absorbing plates 12 are respectively joined to the positions that are the four sides of the square region. What is necessary is just to join and integrate between the square steel pipe 11 and the energy absorption board 12 by welding. In this case, since the square steel pipe 11 is configured so that the width-thickness ratio becomes small, there is no possibility that the square steel pipe 11 is thermally deformed during welding. The cross-sectional performance and the restoring force characteristic required for the pillar of the building are set to desired values by appropriately adjusting the specifications such as the material, dimensions, width-thickness ratio, etc. of the square steel pipe 11 and the energy absorbing plate 12 to be applied. It can be configured as follows. For example, in order to reliably prevent the energy absorbing plate 12 from being deformed in the out-of-plane direction and local buckling, a steel material having a design standard strength of 325 N / mm ² or more may be applied as the square steel pipe 11.

  In the composite column member 10 configured as described above, when an external force is applied along the horizontal direction while standing on the upper surface of the foundation, the energy absorbing plate 12 having a small yield point is plastically deformed and generated by the external force. The energy is attenuated and absorbed by the plastic deformation of the energy absorbing plate 12. In this case, the square steel pipes 11 arranged at the four corners of the square region increase the plastic deformability of the energy absorbing plate 12 by preventing the energy absorbing plate 12 from being deformed in the out-of-plane direction and local buckling. The energy absorbing plate 12 can attenuate and absorb larger energy.

  Therefore, as shown in FIG. 2, if this composite pillar material 10 is applied to construct a frame of a building, even when a relatively large-scale earthquake occurs, the energy generated when the earthquake occurs is composite pillar material 10. It is possible to prevent the main building from collapsing and prevent the entire building from collapsing. Moreover, as is clear from FIG. 2, the energy absorbing plate 12 of the composite column material 10 that is a column of the frame absorbs energy at the time of the occurrence of the earthquake. It is not narrowed, and no restrictions are imposed when designing the floor plan of the building.

  When the composite column material 10 is applied to configure the frame, it is not always necessary to use all the columns as the composite column material 10. That is, depending on the rigidity and proof stress required for each layer of the building, as shown in FIG. 2, the frame of the building may be configured in combination with the steel pipe column 1 having a simple rectangular tube shape.

  In the composite column material 10, the beam 2 can be welded to the composite column material 10 by applying the through diaphragm 3 to the joint portion of the composite column material 10 with the beam 2. In this case, it is not always necessary to apply the composite column material 10 to the panel portion 4, and the steel pipe column 1 having the same outer dimensions as the composite column material 10 is applied as shown in the enlarged view in FIG. 2. May be.

(Embodiment 2)
FIG. 3 shows a vibration damper for a building which is a second embodiment of the present invention. The damping damper for buildings illustrated here includes a square steel pipe (support element) 11 and an energy absorbing plate (energy absorbing element) 12 as in the first embodiment, and as shown in FIG. It is used as a composite column member 20 for constituting a frame, and is different from the first embodiment in the joining method of the square steel pipe 11 and the energy absorbing plate 12.

  That is, in the composite column member 20 of the second embodiment, as shown in FIG. 3, the angle member 21 is attached to the two surfaces of the square steel pipe 11 by welding, and the energy absorbing plate 12 is attached to the angle member 21. It is detachably joined by bolt joining. Even when the angle member 21 is welded to the square steel pipe 11, there is no possibility that the square steel pipe 11 configured to have a small width-thickness ratio is thermally deformed. The material of the angle member 21 may be arbitrary. As the energy absorbing plate 12, a plate having a length extending over the entire length of the composite column member 20 may be applied. In the second embodiment, a plurality of energy absorbing plates 12 having a unit length are square. The steel pipes 11 are aligned and joined in the longitudinal direction. The size of each energy absorbing plate 12 is arbitrary, but can be handled without using a construction machine such as a crane if it is configured to have a weight of about 20 kg, for example. Since other configurations are the same as those of the first embodiment, the same reference numerals are given and detailed descriptions thereof are omitted.

  Even in the composite column member 20 configured as described above, when an external force is applied along the horizontal direction while standing on the upper surface of the foundation, the energy generated by the external force is the plasticity of the energy absorbing plate 12 having a small yield point. It is attenuated and absorbed by the deformation. In this case, the square steel pipes 11 arranged at the four corners of the square region prevent the energy absorbing plate 12 from being deformed in the out-of-plane direction or the local buckling, thereby increasing the plastic deformability of the energy absorbing plate 12. It is possible to attenuate and absorb larger energy as in the first embodiment.

  Therefore, as shown in FIG. 4, if this composite column material 20 is applied to construct a frame of a building, even when a relatively large earthquake occurs, the energy generated at the time of the earthquake is generated. It is possible to prevent the main building from collapsing and prevent the entire building from collapsing. Moreover, as apparent from FIG. 4, the energy absorbing plate 12 of the composite column member 20 absorbs the energy at the time of the earthquake occurrence, so that the frame is not blocked or the surface of the structure is not narrowed. There are no restrictions when designing a building plan. Further, the bolted energy absorbing plate 12 can be easily attached to and detached from the square steel pipe 11. For this reason, the replacement work of the energy absorbing plate 12 damaged after the earthquake can be easily performed. In particular, in the composite column material 20 in which the plurality of energy absorbing plates 12 are joined side by side, not only the replacement work is facilitated due to the size of the energy absorbing plate 12 being handled being reduced, but also the damaged energy. Only the absorption plate 12 can be replaced, and the replacement work can be facilitated from this point.

  When the composite column material 20 is applied to configure the frame, not all the columns need to be the composite column material 20. That is, depending on the rigidity and proof strength required for each layer of the building, as shown in FIG. 4, the frame of the building may be configured in combination with the steel pipe column 1 simply having a rectangular tube shape.

  In the composite column member 20, the beam 2 can be welded to the composite column member 20 by applying the through diaphragm 3 to the joint portion with the beam 2 in the same manner as in the conventional building. In this case, it is not always necessary to apply the composite column material 20 to the panel portion 4, and the steel pipe column 1 having the same outer dimensions as the composite column material 20 may be applied.

(Embodiment 3)
5 and 6 show a vibration damper for a building which is a third embodiment of the present invention. The building damping damper illustrated here includes a square steel pipe (support element) 11 and an energy absorbing plate (energy absorbing element) 12 as in the first embodiment, and is a composite for constituting a building frame. The column material 30 is used, and the joining method of the square steel pipe 11 and the energy absorbing plate 12 is different from that of the first embodiment.

  That is, in the composite column member 30 of the third embodiment, as shown in FIG. 5, the angle member 21 is attached to the square steel pipe 11 by welding, and the energy absorbing plate 12 is bolted to the angle member 21. Removably joined. Even when the angle member 21 is welded to the square steel pipe 11, there is no possibility that the square steel pipe 11 configured to have a small width-thickness ratio is thermally deformed. The material of the angle member 21 may be arbitrary. As the energy absorbing plate 12, a plurality of energy absorbing plates 12 having a unit length are arranged side by side in the longitudinal direction of the square steel pipe 11 and joined. A working gap 31 is secured between the energy absorbing plates 12. The size of each energy absorbing plate 12 is arbitrary, but can be handled without using a construction machine such as a crane if it is configured to have a weight of about 20 kg, for example. Since other configurations are the same as those of the first embodiment, the same reference numerals are given and detailed descriptions thereof are omitted.

  Even in the composite column member 30 configured as described above, when an external force is applied along the horizontal direction while standing on the upper surface of the foundation, the energy generated by the external force is plastic of the energy absorbing plate 12 having a small yield point. It is attenuated and absorbed by the deformation. In this case, the square steel pipes 11 arranged at the four corners of the square region prevent the energy absorbing plate 12 from being deformed in the out-of-plane direction or the local buckling, thereby increasing the plastic deformability of the energy absorbing plate 12. It is possible to attenuate and absorb larger energy as in the first embodiment.

  Therefore, if this composite pillar material 30 is applied to construct a building frame, even when a relatively large earthquake occurs, the energy generated at the time of the earthquake is intensively attenuated in the composite pillar material 30, It is possible to prevent damage to other main structures or to suppress it to a small extent, and to prevent the entire building from collapsing. In addition, since the energy absorbing plate 12 of the composite column member 30 absorbs the energy at the time of the earthquake occurrence, the frame is not blocked or the surface of the structure is not narrowed. There are no restrictions. Further, the bolted energy absorbing plate 12 can be easily attached to and detached from the square steel pipe 11. For this reason, the replacement work of the energy absorbing plate 12 damaged after the earthquake can be easily performed. In particular, in the composite column member 30 in which the plurality of energy absorbing plates 12 are joined side by side, not only the replacement work is facilitated due to the reduced size of the energy absorbing plate 12 but also the damaged energy. Only the absorption plate 12 can be replaced, and the replacement work can be facilitated from this point. In addition, since the gap 31 is secured between the energy absorbing plates 12, a hand can be inserted into the composite column member 30 through the gap 31 or the inside can be visually recognized. In addition, the handling of the bolts and nuts is facilitated, and the operation of checking the fastening state of the bolts and nuts is also facilitated.

(Embodiment 4)
7 and 8 show a vibration damper for a building which is a fourth embodiment of the present invention. The building damping damper illustrated here includes a square steel pipe (support element) 11 and an energy absorbing plate (energy absorbing element) 12 as in the first embodiment, and is a composite for constituting a building frame. The column material 40 is used, and the joining method of the square steel pipe 11 and the energy absorbing plate 12 is different from that of the first embodiment.

  That is, in the composite column member 40 of the fourth embodiment, as shown in FIG. 8, the angle member 21 is attached to the square steel pipe 11 by welding, and the energy absorbing plate 12 is bolted to the angle member 21. Removably joined. Even when the angle member 21 is welded to the square steel pipe 11, there is no possibility that the square steel pipe 11 configured to have a small width-thickness ratio is thermally deformed. The material of the angle member 21 may be arbitrary. As the energy absorbing plate 12, one having a length over the entire length of the composite column member 40 may be applied, but in the fourth embodiment, a plurality of energy absorbing plates 12 having a unit length are rectangular. The steel pipes 11 are aligned and joined in the longitudinal direction. The size of each energy absorbing plate 12 is arbitrary, but can be handled without using a construction machine such as a crane if it is configured to have a weight of about 20 kg, for example. Further, each energy absorbing plate 12 is provided with a pair of ribs 41. The rib 41 is a flat plate member made of the same steel plate as the energy absorbing plate 12. When the energy absorbing plate 12 is joined to the square steel pipe 11, the rib 41 protrudes from the inner surface of the energy absorbing plate 12 in a right angle direction and is square. It is provided along the longitudinal direction of the steel pipe 11. Since other configurations are the same as those of the first embodiment, the same reference numerals are given and detailed descriptions thereof are omitted.

  Even in the composite column member 40 configured as described above, when an external force is applied along the horizontal direction while standing on the upper surface of the foundation, the energy generated by the external force is the plasticity of the energy absorbing plate 12 having a small yield point. It is attenuated and absorbed by the deformation. In this case, the square steel pipes 11 arranged at the four corners of the square region not only prevent the energy absorbing plate 12 from being deformed in the out-of-plane direction and local buckling, but also by the ribs 41 provided on the energy absorbing plate 12. 12 is prevented from being deformed in the out-of-plane direction and local buckling, so that the plastic deformability of the energy absorbing plate 12 is greatly increased, and a larger amount of energy can be attenuated and absorbed.

  Therefore, if this composite pillar material 40 is applied to construct the frame of the building, even when a relatively large earthquake occurs, energy generated at the time of the earthquake is intensively attenuated in the composite pillar material 40, It is possible to prevent damage to other main structures or to suppress it to a small extent, and to prevent the entire building from collapsing. Moreover, since the energy absorbing plate 12 of the composite column member 40 absorbs energy at the time of the occurrence of an earthquake, the frame is not blocked or the surface of the structure is not narrowed. There are no restrictions. Further, the bolted energy absorbing plate 12 can be easily attached to and detached from the square steel pipe 11. For this reason, the replacement work of the energy absorbing plate 12 damaged after the earthquake can be easily performed. In particular, in the composite column member 40 in which the plurality of energy absorbing plates 12 are joined side by side, not only the replacement work is facilitated due to the reduced size of the energy absorbing plate 12 to be handled, but also the damaged energy. Only the absorption plate 12 can be replaced, and the replacement work can be facilitated from this point.

(Embodiment 5)
9 and 10 show a vibration damper for a building which is a fifth embodiment of the present invention. The vibration damper for a building exemplified here is used as a composite pillar material 50 for constituting a frame of a building. A square steel pipe (support element) 11, an energy absorbing plate (energy absorbing element) 52, and It is configured with.

  The square steel pipe 11 is a seamless long hollow material formed by hot forming, and has a small width-to-thickness ratio so that the cross section is square and does not buckle locally until plasticized. is there. The energy absorbing plate 52 has a flat plate shape formed by connecting end surfaces of steel plate members 52a made of steel materials with high damping rubber (viscoelastic member) 52b. As the energy absorbing plate 52, the steel plate members 52a arranged along the longitudinal direction of the square steel pipe 11 may be connected to each other by a high damping rubber 52b, or arranged along the width direction of the square steel pipe 11. You may make it connect between the steel plate members 52a with the high attenuation | damping rubber | gum 52b. As the energy absorbing plate 52, one having a length over the entire length of the composite pillar material 50 may be applied, but in the fifth embodiment, a plurality of energy absorbing plates 52 having a unit length are used. ing. The size of each energy absorbing plate 52 is arbitrary, but it is preferable that the energy absorbing plate 52 be configured to have a weight of, for example, about 20 kg in consideration of handling properties.

In order to configure the composite column member 50 by applying the square steel pipe 11 and the energy absorbing plate 52, the square steel pipes 11 are arranged so as to be parallel to each other at the four corners of the square region, and adjacent to each other. The energy absorbing plates 52 are respectively joined to the positions that are the four sides of the square region. When joining the energy absorbing plate 52 to the rectangular steel pipe 11, the energy absorbing plate 52 may be bolted to the angle member 21 after the angle member 21 is attached to the rectangular steel pipe 11 by welding. The material of the angle member 21 may be arbitrary. Since the square steel pipe 11 having a small width-thickness ratio is applied, there is no possibility that the square steel pipe 11 is thermally deformed when the angle member 21 is welded. The cross-sectional performance and restoring force characteristics of the composite column member 50 as a whole are adjusted by appropriately adjusting the specifications such as the material, dimensions, width-thickness ratio, etc. of the steel plate member 52a constituting the applied square steel pipe 11 and energy absorbing plate 52. It is possible to obtain a desired value. In order to reliably prevent the energy absorbing plate 52 from being deformed in the out-of-plane direction or locally buckled, for example, a steel material having a design standard strength of 325 N / mm ² or more may be applied as the square steel pipe 11.

  In the composite column member 50 configured as described above, when an external force is applied along the horizontal direction in a state of being erected on the upper surface of the foundation, the adjacent steel plate member 52 a is deformed as the energy absorbing plate 52 is deformed. Since the relative displacement occurs, the high damping rubber 52b interposed between the steel plate members 52a undergoes shear deformation, and the energy generated by the external force is attenuated and absorbed by the shear deformation of the high damping rubber 52b. Become. Therefore, if this composite pillar material 50 is applied to construct a building frame, even when a relatively large earthquake occurs, energy generated at the time of the earthquake is intensively attenuated in the composite pillar material 50, It is possible to prevent damage to other main structures or to suppress it to a small extent, and to prevent the entire building from collapsing. Moreover, since the energy absorbing plate 52 of the composite column member 50 absorbs energy at the time of the occurrence of an earthquake, the frame is not blocked or the surface of the structure is not narrowed. There are no restrictions. Further, in the composite pillar material 50 to which the high damping rubber 52b is applied, the damping function of the energy absorbing plate 52 can be obtained even when the deformation amount of the energy absorbing plate 52 is small. It is possible to expect a damping effect even when the building vibrates.

  When the composite column material 50 is applied to configure the frame, not all the columns need to be the composite column material 50. That is, depending on the rigidity and proof strength required for each layer of the building, the frame of the building may be configured in combination with a steel pipe column that is simply formed in a rectangular tube shape.

  Although not clearly shown in the drawing, a beam can be welded and joined to the composite column member 50 by applying a through diaphragm to the joint portion of the composite column member 50 with the beam, as in the case of a conventional building. In this case, it is not always necessary to apply the composite column material 50 to the panel portion, and a steel pipe column having the same outer dimensions as the composite column material 50 may be applied.

  In addition, in Embodiment 1-Embodiment 5 mentioned above, all have illustrated the composite pillar material which has a square cross section, However, It is also possible to comprise so that it may have a rectangular cross section. Moreover, although the hollow square steel pipe which has a square cross section is illustrated as a support element, the cross section does not need to be square and does not need to be hollow.

  In the fourth embodiment described above, a pair of ribs that are parallel to each other are provided along the longitudinal direction of the support element. However, the ribs may not be parallel as long as they are along the longitudinal direction. Not necessarily.

  Further, in the above-described fifth embodiment, the high damping rubber is exemplified as the viscoelastic member. However, other members may be applied as long as the energy is attenuated by shear deformation when an external force is applied. May be.

  Furthermore, if the steel plate member of the fifth embodiment is made of a material having a yield point smaller than that of the support element, it is possible to add a hysteretic damping damper function to the viscoelastic damping damper. It becomes.

(Example)
Hereinafter, the present invention will be described more specifically with reference to Examples 1, 2 and Comparative Examples.

  In each of Example 1, Example 2, and Comparative Example, response analysis was performed when an earthquake wave was input to an analysis model of a building having an 8-layer, 4-span ramen frame shown in FIG. In Example 1, Example 2, and the comparative example, the column cross sections of the first and second floors are different. That is, in Example 1, the composite pillar material shown in Embodiment 2 of FIG. 3 (hereinafter referred to as “first composite pillar material”) is applied as the pillar C1 on the first or second floor, and in Example 2, 1-2. The composite pillar material (hereinafter referred to as “second composite pillar material”) shown in the fifth embodiment of FIGS. 9 and 10 is applied as the pillar C1 of the floor. On the other hand, in the comparative example, a square steel pipe column (hereinafter referred to as “comparative column material”) having a side of 600 mm and a plate thickness of 28 mm is applied as the column C1 on the first and second floors. The other columns C2 and C3 and the beam G1 have the same cross-section and load conditions. It is assumed that an evenly distributed load of 54 kN / m is applied to the beam G1. The member cross section of each analysis model is as shown in FIG. The span of the beam G1 is set to 6 m, and each floor height is set to 4 m.

  FIG. 13 shows the cross-sectional performance of each of the first composite pillar material, the second composite pillar material, and the comparative pillar material. In addition, about the 1st composite pillar material and the 2nd composite pillar material, since the energy absorption plates 12 and 52 yield immediately by the deformation | transformation at the time of an earthquake, the cross-sectional performance which integrated the square steel pipe 11 of four corners is shown. As is clear from FIG. 13, the first composite column material, the second composite column material, and the comparative column material have substantially the same cross-sectional performance, and are set to have the same rigidity and proof stress.

  FIG. 14 is a graph showing the results of interlayer deformation angles by the seismic response analysis of each analysis model. As an input seismic wave, an El Centro NS wave standardized to a maximum speed of 50 kine was used. As can be seen from FIG. 14, in Example 1 and Example 2, the response of the interlayer deformation angle is reduced with respect to the comparative example, and the expected damping effect is obtained.

DESCRIPTION OF SYMBOLS 1 Steel pipe column 2 Beam 3 Diaphragm 4 Panel part 10 Composite column material 11 Square steel pipe 12 Energy absorption board 20 Composite column material 21 Angle material 30 Composite column material 31 Crevice 40 Composite column material 41 Rib 50 Composite column material 52 Energy absorption plate 52a Steel plate Member 52b High damping rubber

Claims (11)

  It was applied as a pillar for constructing the frame of a building, and had a support element placed along the longitudinal direction of each pillar at the four corners of a rectangular area, and a function to attenuate energy generated when external force was applied. A vibration damper for a building, comprising: an energy absorbing element; and the energy absorbing element joined between adjacent support elements.   The building vibration damper according to claim 1, wherein the energy absorbing element is formed in a flat plate shape, and is joined side by side along the longitudinal direction of the support element.   The building vibration damper according to claim 2, wherein a gap is secured between energy absorbing elements arranged along the longitudinal direction of the support element.   The building damping damper according to claim 1, wherein the support element and the energy absorbing element are each formed of steel, and are joined to each other by welding.   2. The support element according to claim 1, wherein the support element is formed of a steel material, an angle material is attached to the support element by welding, and the energy absorbing element is bolted to the angle material. Damping damper for buildings.   The support element and the energy absorption element are each formed of a steel material, and the energy absorption element is made of a material having a yield point smaller than that of the support element. When receiving an external force, the energy absorption element The building damping damper according to claim 1, wherein the energy is attenuated by plastic deformation.   The said energy absorption element is comprised in flat form, and is equipped with the rib along the longitudinal direction of the said support element in at least one surface, The damping damper for buildings of Claim 6 characterized by the above-mentioned.   The energy absorbing element comprises a plurality of steel plate members made of steel and viscoelastic members arranged in a manner to connect the end faces of these steel plate members, and when receiving an external force, 2. The vibration damper for a building according to claim 1, wherein the energy is attenuated by shear deformation of the viscoelastic member.   The building damping damper for a building according to any one of claims 4 to 8, wherein the supporting element is constituted by a square steel pipe having a hollow rectangular cross section.   10. The building vibration damper according to claim 9, wherein the support element is configured to have a width-thickness ratio that does not locally buckle until plasticizing.   A building vibration control structure comprising a building frame by applying the vibration damping damper for a building according to any one of claims 1 to 10 as a pillar.

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