Vibration damping building

Abstract

To realize, with a simple configuration, a structure in which the shear force borne by the boundary beam can be smoothly transmitted to the continuous shear wall.SOLUTION: The vibration damping is provided with a continuous shear wall 30 over a plurality of floors, including a first wall pillar 31 and a second wall pillar 32 arranged in the same plane, and a first boundary beam 35 made of steel that connects the first wall pillar 31 and the second wall pillar 32. The first boundary beam 35 has an H-shaped beam end portion 50 when viewed in longitudinal section. A vibration energy absorbing portion 37 is provided at the center of the beam in the material axis direction X. Each of the beam end portions 50 is buried in the first wall pillar 31 and the second wall pillar 32. A horizontal rib reinforcing material 56 is provided in the buried portion of one or both of the beam end portions 50 so as to extend horizontally on the beam side surface.SELECTED DRAWING: Figure 2

Description

[Technical Field]

[0001] The present invention relates to a vibration-controlled building in which multi-story earthquake-resistant walls are provided continuously over multiple floors. [Background technology]

[0002] One of the methods for improving the earthquake resistance of buildings is to use multi-story earthquake-resistant walls. For example, Patent Document 1 discloses a configuration that includes multiple boundary beams arranged between spaced-apart multi-story earthquake-resistant walls, bending deformation absorbing dampers arranged on the boundary beams, and shear deformation absorbing dampers arranged on the multi-story earthquake-resistant walls. Furthermore, Patent Document 2 discloses a structure comprising a plurality of multi-story earthquake-resistant walls erected at intervals on the same plane on the outer periphery of an upper structure, and a plurality of boundary beams connecting the plurality of multi-story earthquake-resistant walls, the lower ends of which are pin-supported to the lower structure. Patent Document 3 also discloses a structure comprising two multi-story earthquake-resistant walls erected at a distance from each other on the same plane, and a plurality of boundary beams connecting the two multi-story earthquake-resistant walls, each of which is pin-supported at one point on its outer lower end to a lower structure so that it can rotate freely, and an energy absorbing member is interposed between another point on the inner lower end of each multi-story earthquake-resistant wall and the lower structure, and at least one of the plurality of boundary beams is equipped with an energy absorbing member.

[0003] For example, if the above-mentioned multi-story shear wall is constructed of reinforced concrete and the boundary beam is constructed of H-shaped steel, the shear force acting on the boundary beam is transmitted from the web of the H-shaped steel through the flange to the concrete of the multi-story shear wall. In an ultra-high-rise building, for example, with a height of 200 to 300 meters, the beam depth at the end of the boundary beam can be very large, for example, about 1200 mm. In such a case, the shear force may not be properly transmitted from the web to the flange, resulting in locally large bearing stresses in the flange. It is possible to disperse the bearing stress of the flange and transmit it to the concrete by increasing the length of the end of the boundary beam that is embedded in the concrete of the multi-story earthquake-resistant wall, but in this case, the connection between the end of the boundary beam and the reinforcing bars of the multi-story earthquake-resistant wall becomes complicated. It is desirable to realize a structure with a simple configuration that can smoothly transmit the shear force borne by the boundary beam to the multi-story earthquake-resistant wall. [Prior art documents] [Patent documents]

[0004] [Patent Document 1] Japanese Patent Application Laid-Open No. 2000-328810 [Patent Document 2] Patent No. 4124777 [Patent Document 3] Patent No. 4167624 Summary of the Invention [Problem to be solved by the invention]

[0005] The object of the present invention is to provide a vibration-controlled building that can realize a structure that can smoothly transmit the shear force borne by boundary beams to multi-story earthquake-resistant walls with a simple configuration. [Means for solving the problem]

[0006] In order to solve the above problems, the present invention employs the following means. In other words, the vibration-controlled building of the present invention is a vibration-controlled building in which multi-story earthquake-resistant walls are installed across multiple floors, and is characterized in that it comprises a plurality of wall columns arranged on the same plane and steel boundary beams connecting the plurality of wall columns, and a member that absorbs vibration energy is installed in the central beam part of the boundary beam, and a vertical support plate is installed at at least one beam end of the boundary beam embedded in the wall column so as to extend in a vertical plane perpendicular to the material axis direction of the boundary beam. With this configuration, when a horizontal load caused by an earthquake, wind, or the like causes one of the wall columns to tilt toward the other, the reaction force from the other wall column is transmitted to the side end of the wall column on the one side via the boundary beam. In this way, the deformation of one wall column is reduced by the other wall column. Here, due to the relative displacement between the wall columns, forces act on the boundary beam in opposite directions, with one beam end moving upward and the other beam end moving downward. Because the boundary beam includes a member that absorbs vibration energy, the deformation energy is absorbed, and the relative displacement between the wall columns enhances the damping effect. During the above-mentioned action, a shear force acts on the boundary beam. Here, the beam end of the boundary beam can be smoothly transmitted to the wall column by a vertical bearing plate provided at the beam end so that it extends in a vertical plane perpendicular to the material axis direction of the boundary beam. Furthermore, to realize the above-mentioned structure, it is only necessary to provide a vertical bearing plate at the end of the boundary beam where it is embedded in the wall column, thereby realizing a simple structure. In this way, it is possible to provide a vibration-controlled building that can smoothly transmit the shear force borne by the boundary beam to the multi-story earthquake-resistant wall with a simple configuration.

[0007] In one aspect of the present invention, the embedded length of the beam end of the boundary beam within the wall column is equal to or greater than the minimum threshold value of the embedded length and is within the beam depth of the boundary beam. With this configuration, the embedded length of the boundary beam end into the wall column is equal to or greater than the minimum embedded length threshold, so the joint area between the boundary beam and the wall column is equal to or greater than a certain value. This increases the anchorage resistance between the beam end of the boundary beam and the wall column, thereby improving the unity between the wall column and the boundary beam. In addition, the embedded length is within the depth of the boundary beam and is not particularly long, so interference between the embedded part of the beam end and the internal structure of the wall column is suppressed, and the wall column structure is prevented from becoming complicated. This allows for a simple configuration. [Effects of the Invention]

[0008] According to the present invention, it is possible to provide a vibration-controlled building that can realize a structure that can smoothly transmit the shear force borne by the boundary beam to the multi-story earthquake-resistant wall with a simple configuration. [Brief explanation of the drawings]

[0009] [Figure 1] FIG. 2 is a side view of a multi-story earthquake-resistant wall provided in a vibration-controlled building according to an embodiment of the present invention. [Figure 2] 2 is an enlarged view of a portion of the multi-story earthquake-resistant wall of FIG. 1 where a first boundary beam and a second boundary beam are provided. [Figure 3] 3 is a cross-sectional view of the multi-story earthquake-resistant wall of FIG. 2 at a portion where a first boundary beam and a second boundary beam are provided. [Figure 4] FIG. 3 is a vertical cross-sectional view of the multi-story earthquake-resistant wall of FIG. 2. [Figure 5] FIG. 4 is an enlarged view of the friction damper of FIG. 3. [Figure 6] FIG. 1 is a diagram showing the shear resistance function against horizontal loads provided by the three wall columns that make up the vibration-controlled building of the present invention and the boundary beams between each wall column. [Figure 7] FIG. 10 is a diagram showing the state in which a multi-story earthquake-resistant wall is deformed. [Figure 8] FIG. 4 is an enlarged view of a main part of a multi-story earthquake-resistant wall provided in a vibration-controlled building according to a first modification of the above embodiment. [Figure 9] FIG. 10 is a diagram showing the inter-story deformation angle as a result of performing a time history response analysis on the configuration of the first modified example. [Figure 10] FIG. 10 is a diagram showing the maximum response displacement as a result of performing a time history response analysis on the configuration of the first modified example. DETAILED DESCRIPTION OF THE INVENTION

[0010] The present invention provides a vibration-control building equipped with a multi-story earthquake-resistant wall, which comprises a first wall column and a second wall column arranged on the same plane, and a first boundary beam made of steel connecting the first wall column and the second wall column, the first boundary beam having a vibration energy absorption section in the center of the beam and horizontal rib reinforcement members on the side of the beam at the end of the beam. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, a vibration-controlled building according to an embodiment of the present invention will be described with reference to the accompanying drawings. FIG. 1 shows a side view of a multi-story earthquake-resistant wall installed in a vibration-controlled building according to an embodiment of the present invention. As shown in FIG. 1, a vibration-controlled building 1 includes a substructure 10 serving as a foundation structure, and a superstructure 20 . The vibration-controlled building 1 is an ultra-high-rise building with a height of, for example, about 200 m from the ground surface Gf.

[0011] The substructure 10 is constructed in the ground G below the ground surface Gf. The substructure 10 is firmly supported in the ground G by an appropriate type of foundation structure, such as a spread foundation or a pile foundation. In this embodiment, the substructure 10 is a pile foundation structure having a plurality of foundation piles. The superstructure 20 is provided above the substructure 10. The superstructure 20 comprises a column-beam frame 22 formed on the outer periphery of the superstructure 20 and a multi-story earthquake-resistant wall 30 formed on the inner periphery of the superstructure 20. The column-beam structure 22 has a plurality of column members 24 and a plurality of beam members 25. The plurality of column members 24 are arranged at intervals in a first direction X extending in a horizontal plane. Each column member 24 is made of, for example, reinforced concrete and extends in the vertical direction Z. The plurality of beam members 25 are arranged at intervals in the vertical direction Z on each floor of the superstructure 20. Each beam member 25 is made of, for example, steel frame construction. On each floor, the plurality of beam members 25 are installed between column members 24 adjacent to each other in the first direction X, and between the column member 24 and the multi-story earthquake-resistant wall 30.

[0012] In this embodiment, the multi-story earthquake-resistant wall 30 is provided on the inner periphery of the superstructure 20. The multi-story earthquake-resistant wall 30 is arranged in the center of the superstructure 20 in the first direction X. The multi-story earthquake-resistant wall 30 is provided continuously across multiple floors of the superstructure 20. Fig. 2 is an enlarged view of the portion of the multi-story earthquake-resistant wall in Fig. 1 where the first boundary beam and the second boundary beam are provided. Fig. 3 is a horizontal cross-sectional view of the portion of the multi-story earthquake-resistant wall where the first boundary beam and the second boundary beam are provided, taken along the line AA in Fig. 2. Fig. 4 is a vertical cross-sectional view of the multi-story earthquake-resistant wall, taken along the lines CC, DD, and EE in Fig. 2. The multi-story earthquake-resistant wall 30 includes a plurality of wall columns, namely, a first wall column 31, a second wall column 32, and a third wall column 33, and boundary beams, namely, a first boundary beam 35 and a second boundary beam . The first wall column 31, the second wall column 32, and the third wall column 33 are arranged in the same vertical plane. The first wall column 31 is arranged in the center of the multi-story shear wall 30 in the first direction X. The second wall column 32 and the third wall column 33 are arranged at both ends of the multi-story shear wall 30 in the width direction along the first direction X. The second wall column 32 and the third wall column 33 are arranged on opposite sides of the first wall column 31 in the width direction of the multi-story shear wall 30. The second wall column 32 and the third wall column 33 are each spaced apart from the first wall column 31 in the first direction X. In this embodiment, the width dimension W1 of the first pilaster 31 in the first direction X is set larger than the width dimensions W2, W3 of the second pilaster 32 and the third pilaster 33 in the first direction X. In this embodiment, the thickness dimensions of the first pilaster 31, the second pilaster 32, and the third pilaster 33 in the second direction Y, which is perpendicular to the first direction X in the horizontal plane, are set to be the same. In this way, the cross-sectional area (horizontal cross-sectional area) of the first pilaster 31 is set larger than the cross-sectional areas of the second pilaster 32 and the third pilaster 33.

[0013] The first wall column 31, the second wall column 32, and the third wall column 33 are made of reinforced concrete. Each of the first wall column 31, the second wall column 32, and the third wall column 33 includes longitudinal main reinforcement 40, horizontal reinforcement 41, shear reinforcement 42, and a concrete portion 44. The vertical main reinforcements 40 are provided so as to extend in the up-down direction Z. A plurality of the vertical main reinforcements 40 are provided at intervals in each of the first direction X and the second direction Y. The horizontal bars 41 are provided so as to extend in the horizontal direction X. A plurality of horizontal bars 41 are provided at intervals in the vertical direction Z. The shear reinforcement 42 is arranged to surround the longitudinal main reinforcements 40 from the outside. A plurality of shear reinforcement 42 is arranged at intervals in the vertical direction Z. The shear reinforcement 42 includes a first shear reinforcement 42A and a second shear reinforcement 42B. As will be described later, in the first boundary beam 35 and the second boundary beam 36, the beam end portions 50 are embedded in the concrete portions 44 of the first wall column 31, the second wall column 32, and the third wall column 33. As shown in FIG. 3 , the first shear reinforcement 42A is arranged in a portion of the beam end portion 50 that does not interfere with the embedded portion. The first shear reinforcement 42A is formed in a substantially rectangular shape and is arranged to bundle the plurality of longitudinal main reinforcements 40 from the outside. The second shear reinforcement 42B is arranged near the embedded portion of the beam end portion 50. The second shear reinforcement 42B is formed in a C-shape. More specifically, the second shear reinforcement 42B has two end portions 43 formed by cutting a portion of the first shear reinforcement 42A, and these two end portions 43 are spaced apart from each other, so that the end portions 43 are spaced apart from each other in the second direction Y. The second shear reinforcement 42B is arranged so that the embedded portion of the beam end portion 50 is accommodated between the spaced apart end portions 43.

[0014] The first boundary beam 35 connects the first wall column 31 and the second wall column 32. The second boundary beam 36 connects the first wall column 31 and the third wall column 33. The first boundary beam 35 and the second boundary beam 36 are each spaced apart in the vertical direction Z and are arranged, for example, on each floor of the superstructure 20. The first boundary beam 35 is disposed between the first wall column 31 and the second wall column 32. The first boundary beam 35 extends in the first direction X, and both beam ends 50 in the material axis direction, i.e., the first direction X, are embedded and joined to the first wall column 31 and the second wall column 32. The embedded length M1 (see FIG. 3) of the beam end 50 of the first boundary beam 35 into the first wall column 31 is within the height (beam depth) T1 (see FIG. 4) of the first boundary beam 35. The embedded length M2 of the beam end 50 of the first boundary beam 35 into the second wall column 32 is within the height T1 of the first boundary beam 35. The embedded length M1 of the beam end 50 of the first boundary beam 35 into the first wall column 31 and the embedded length M2 of the beam end 50 into the second wall column 32 are equal to or greater than a minimum embedded length threshold. The minimum embedded length threshold is appropriately set to, for example, 80 cm. The second boundary beam 36 is disposed between the first wall column 31 and the third wall column 33. The second boundary beam 36 extends in the first direction X, and both beam ends 50 in the material axis direction, i.e., the first direction X, are embedded and joined to the first wall column 31 and the third wall column 33. In this embodiment, the second boundary beam 36 has the same height T1 as the first boundary beam 35. The embedded length M3 of the beam end 50 of the second boundary beam 36 into the first wall column 31 is within the height T1 of the second boundary beam 36. Furthermore, the embedded length M4 of the beam end 50 of the second boundary beam 36 into the third wall column 33 is within the height T1 of the second boundary beam 36. Furthermore, the embedded length M3 of the beam end 50 of the second boundary beam 36 into the first wall column 31 and the embedded length M4 into the third wall column 33 are equal to or greater than the minimum embedded length threshold described for the first boundary beam 35. There is sufficient clearance between each of the first boundary beam 35 and the second boundary beam 36 and the floor slab (not shown) of the superstructure 20, and the first boundary beam 35 and the second boundary beam 36 are positioned so that deformation of the first boundary beam 35 and the second boundary beam 36 is not restricted by the floor slab.

[0015] Each of the first boundary beam 35 and the second boundary beam 36 is made of steel and is formed so that the longitudinal cross section of the beam end 50 is H-shaped. That is, each of the beam end 50 of the first boundary beam 35 and the second boundary beam 36 integrally has an upper flange 51 provided in a horizontal plane, a lower flange 52 provided below and parallel to the upper flange 51, and a web 53 located in a vertical plane and provided to connect the upper flange 51 and the lower flange 52. At each of the beam end portions 50 of the first boundary beam 35 and the second boundary beam 36, vertical bearing plates, i.e., first bearing plates 54 and second bearing plates 55, are provided so as to extend in a vertical plane perpendicular to the upper flange 51, lower flange 52, and web 53, respectively, and are joined to the upper flange 51, lower flange 52, and web 53, respectively. The first bearing plate 54 is provided so as to be located on the same plane as the surface 44f of the concrete section 44. The second bearing plate 55 is provided at the tip of each of the beam end portions 50 of the first boundary beam 35 and the second boundary beam 36. At each beam end portion 50, the first bearing plate 54 and the second bearing plate 55 are provided on each of the two beam sides sandwiching the web 53. That is, the first bearing plate 54 and the second bearing plate 55 are provided on one surface side and the other surface side of the web 53, respectively.

[0016] A horizontal rib reinforcement 56 is provided at each beam end 50 of the first boundary beam 35 and the second boundary beam 36. The horizontal rib reinforcement 56 is provided on both sides of the beam side surfaces of the first boundary beam 35 and the second boundary beam 36, extending in the horizontal plane. At each beam end 50, the horizontal rib reinforcement 56 is positioned on the concrete portion 44 side of the first bearing plate 54 so as to be perpendicular to both the web 53 and the first bearing plate 54, and is joined to both the web 53 and the first bearing plate 54. The horizontal rib reinforcement 56 is embedded in the concrete portion 44 of each of the first wall column 31, the second wall column 32, and the third wall column 33. At each beam end 50, multiple horizontal rib reinforcements 56 are provided spaced apart from one another in the vertical direction. In this embodiment, three horizontal rib reinforcements 56 are provided at each beam end 50. In this embodiment, each horizontal rib reinforcement 56 is positioned so that the distance between the horizontal rib reinforcement 56 and the upper flange 51, the distance between the horizontal rib reinforcement 56 and the lower flange 52, and the distance between the horizontal rib reinforcements 56 themselves are the same. At each beam end 50, horizontal rib reinforcement 56 is provided on each of the two beam side surfaces that sandwich the web 53. In other words, horizontal rib reinforcement 56 is provided on each of one surface side and the other surface side of the web 53. In this embodiment, horizontal rib reinforcement members 56 are provided on both beam end portions 50 of the first boundary beam 35, but it is also possible to provide horizontal rib reinforcement members 56 on only one beam end portion 50. Similarly, in this embodiment, horizontal rib reinforcement members 56 are provided on both beam end portions 50 of the second boundary beam 36, but it is also possible to provide horizontal rib reinforcement members 56 on only one beam end portion 50.

[0017] In each of the first boundary beam 35 and the second boundary beam 36, a member that absorbs vibration energy, i.e., a vibration energy absorbing portion 37, is provided between both end portions 50, i.e., in the central portion of the beam in the material axis direction X of the first boundary beam 35 and the second boundary beam 36. The vibration energy absorbing portion 37 is provided so as to be interposed in the middle portion of the first boundary beam 35 and the second boundary beam 36. In this embodiment, the vibration energy absorbing portion 37 is a friction damper. Fig. 5 is an enlarged view of the vibration energy absorbing section 37 in Fig. 3. The vibration energy absorbing section 37 as a friction damper includes a first steel plate 70, a second steel plate 71, and a sliding mechanism 72. Two first steel plates 70 are provided. The two first steel plates 70 are provided so as to extend in a vertical plane with a gap between them in the second direction Y. The two first steel plates 70 are joined to the webs 53 on one side of the first boundary beam 35 and the second boundary beam 36 via multiple steel plates 75 and bolts and nuts 76. One second steel plate 71 is provided. The second steel plate 71 is sandwiched between two first steel plates 70 that are spaced apart in the second direction Y and is provided so as to extend in a vertical plane. The second steel plate 71 is provided so that both surfaces thereof face each of the two first steel plates 70. The second steel plate 71 is joined via multiple steel plates 77 and bolts and nuts 78 to the webs 53 of the first boundary beam 35 and the second boundary beam 36 on the side opposite to the side on which the first steel plate 70 is provided.

[0018] The sliding mechanism 72 is provided between the first steel plate 70 and the second steel plate 71. Specifically, the sliding mechanism 72 includes a sliding plate joined to one of the first steel plate 70 and the second steel plate 71, and a sliding material joined to the other. A plurality of steel materials 79 are provided outside the first steel plate 70, and a bolt 80 is provided from one side of the first steel plate 70 so as to pass through a hole 70h formed in the first steel plate 70 and a hole 71h formed in the second steel plate 71. A nut 81 is screwed onto this bolt 80 from the other side of the first steel plate 70 and tightened. In this way, the first steel plate 70 and the second steel plate 71 are provided in pressure contact with each other via the sliding mechanism 72. At least one of the holes 70h formed in the first steel plate 70 and the holes 71h formed in the second steel plate 71 is an elongated hole extending in the vertical direction Z. With the above-mentioned configuration, when a force acts on one side of the first boundary beam 35 and the second boundary beam 36, sandwiching the vibration energy absorption section 37, to move relative to the other side in the vertical direction Z, and this force is greater than the friction force set between the sliding material and the sliding plate, the first steel plate 70 and the second steel plate 71 will move relative to each other in the vertical direction Z, thereby absorbing the vibration energy. In this way, the first boundary beam 35 and the second boundary beam 36 are structural members that join the second wall column 32, the third wall column 33, and the first wall column 31, and also function as vibration energy absorbing members.

[0019] Figure 6 shows the shear resistance function of the multi-story shear wall 30 against horizontal loads. Conceptually, when a horizontal load F acts on the first wall column 31 located in the center, a large bending moment tends to occur toward the base of the wall column, as shown in Figure 6. However, because the first wall column 31 is connected to the second wall column 32 located on the left side and the first wall column 31 is connected to the third wall column 33 located on the right side by the first boundary beam 35 and the second boundary beam 36, respectively, the bending moment acting on the first wall column 31 in the center is reduced by the bending back effect of the first boundary beam 35 and the second boundary beam 36 located on both sides. In addition, the first boundary beam 35 and the second boundary beam 36 have vibration energy absorption sections in the beam centers, which plateau (set an upper limit) the shear force they can withstand, thereby reducing the axial force acting on the first wall column 31.

[0020] FIG. 7 is a diagram showing a state in which the multi-story earthquake-resistant wall is deformed in the first direction. First, in such a vibration-controlled building 1, when horizontal loads due to earthquakes, wind, etc. act, the first wall column 31, which is located in the center and has a larger cross-sectional area than the second wall column 32 and the third wall column 33, and in this embodiment in particular has a larger width than the second wall column 32 and the third wall column 33, acts as a central column. In other words, it acts to suppress inter-story deformation of the vibration-controlled building 1 while making the amount of deformation uniform for each story. Furthermore, as shown in Figure 7, if a horizontal load caused by an earthquake, wind, or the like displaces the first wall column 31, for example, so that it tilts toward the third wall column 33, a compressive force F1 acts on one side end 31s of the first wall column 31 on the third wall column 33 side, pushing the one side end 31s of the first wall column 31 downward. The one side end 31s of the first wall column 31 is joined to the third wall column 33 via multiple second boundary beams 36. Therefore, the compressive force F1 acting on the side end 31s is transmitted to the third wall column 33, resulting in a downward pushing force F2. The third wall column 33 exerts an upward reaction force F3 that resists the downward pushing force F2, and this reaction force F3 is transmitted to the side end 31s of the first wall column 31 via the second boundary beam 36. Furthermore, a tensile force F4 acts on the other side end 31t of the first pilaster 31, on the side of the second pilaster 32, tending to extend the side end 31t upward. The other side end 31t of the first pilaster 31 is joined to the second pilaster 32 via a plurality of first boundary beams 35. Therefore, the tensile force F4 acting on the side end 31t is transmitted to the second pilaster 32, and an upward tensile force F5 acts on the second pilaster 32. The second pilaster 32 exerts a downward reaction force F6 that resists the upward tensile force F5, and this reaction force F6 is transmitted to the other side end 31t of the first pilaster 31 via the first boundary beams 35.

[0021] In this way, when the first pillar 31 tries to undergo rotational deformation, at least a portion of the compressive force F1 and tensile force F4 acting on the first pillar 31 are offset by the reaction forces F3 and F6 transmitted from the second pillar 32 and third pillar 33 on either side of it. In this way, the second pillar 32 and third pillar 33 arranged on either side of the first pillar 31 suppress rotational deformation of the first pillar 31. If the width dimension W2 of the second wall column 32 and the width dimension W3 of the third wall column 33 are the same on both sides of the first wall column 31, and the lengths of the first boundary beam 35 and the second boundary beam 36 are the same, the upward reaction force F3 and the downward reaction force F6 will be the same on both sides of the first wall column 31. As a result, the axial force fluctuations at one side end 31s and the other side end 31t of the first wall column 31 will cancel each other out.

[0022] Furthermore, the first boundary beams 35 and second boundary beams 36, which are arranged between the first wall pillar 31 and the second and third wall pillars 32 and 33, are subjected to forces in opposite directions, with one end upward and the other end downward, due to relative displacement between the first wall pillar 31 and the second and third wall pillars 32 and 33. For example, in FIG. 7, the first boundary beam 35 arranged between the first wall pillar 31 and the second wall pillar 32 is subjected to an upward force F4 at the end on the first wall pillar 31 side, and a downward force F6 at the end on the second wall pillar 32Y side. Here, the first boundary beams 35 and second boundary beams 36 have vibration energy absorption sections 37, which absorb deformation energy, thereby enhancing the damping effect due to the relative displacement occurring between the first wall pillar 31 and the second and third wall pillars 32 and 33. The upper limit of the force (stress) transmitted between the first wall column 31 and the second and third wall columns 32 and 33 can be determined by the frictional forces set in the first and second boundary beams 35 and 36. By adjusting the frictional forces of the first and second boundary beams 35 and 36 using bolt tension during the design stage, it becomes possible to appropriately set the seismic control performance of the multi-story earthquake-resistant wall 30.

[0023] As described above, the first pilaster 31 located in the center has a larger cross-sectional area than the second pilaster 32 and the third pilaster 33. In particular, in this embodiment, the first pilaster 31 is wider than the second pilaster 32 and the third pilaster 33. For this reason, in the first pilaster 31, when viewed from above, the horizontal distance from the center to its end is long, and when the first pilaster 31 is displaced so as to tilt, the amount of displacement of the end is large. Therefore, the amount of displacement of the first boundary beam 35 and the second boundary beam 36 joined to this end is large. This displacement is efficiently absorbed by the vibration energy absorbing portion 37.

[0024] During the above-mentioned operation, a large upward or downward shear force acts on each beam end 50 of the first boundary beam 35 and the second boundary beam 36. This shear force is transmitted from the web 53 of the first boundary beam 35 and the second boundary beam 36 via the upper flange 51 and the lower flange 52 to the first wall column 31, the second wall column 32, and the third wall column 33, and also via the horizontal rib reinforcement 56 to the first wall column 31, the second wall column 32, and the third wall column 33. For this reason, even in the case of an ultra-high-rise building where the beam depth is large, the shear force acting on the web 53 is distributed to the upper flange 51, lower flange 52 and horizontal rib reinforcement 56, preventing the bearing stress of the upper flange 51 and lower flange 52 from increasing locally, and the shear force borne by the first boundary beam 35 and second boundary beam 36 can be smoothly transmitted to the first wall column 31, second wall column 32 and third wall column 33.

[0025] The vibration-controlled building 1 as described above is a vibration-controlled building 1 in which multi-story earthquake-resistant walls 30 are provided across multiple floors, and is equipped with a first wall column 31 and a second wall column 32 arranged on the same plane, and a steel first boundary beam 35 connecting the first wall column 31 and the second wall column 32, and the first boundary beam 35 has an H-shaped vertical cross section at the beam end 50, and a vibration energy absorption section 37 is provided at the center of the beam in the material axis direction X, and each of the beam end 50 is embedded in the first wall column 31 and the second wall column 32, and horizontal rib reinforcement members 56 are provided in the embedded portions of either or both of the beam end portions 50 so as to extend horizontally on the side of the beam. With this configuration, when horizontal loads caused by earthquakes, wind, or the like cause one of the first and second wall columns 31, 32 to tilt toward the other, the reaction force from the other wall column 31, 32 is transmitted to the side end of the other wall column 31, 32 via the first boundary beam 35. In this way, deformation of one wall column 31, 32 is reduced by the other wall column 31, 32. Due to the relative displacement between the first and second wall columns 31, 32, forces act on the first boundary beam 35 in opposite directions: one beam end 50 moves upward, and the other beam end 50 moves downward. The first boundary beam 35 includes a vibration energy absorption section 37, which absorbs vibration energy associated with deformation within the building during an earthquake, thereby reducing axial force fluctuations and bending moments in the wall columns 31, 32. As a result, in the vibration-controlled building 1 of the present invention, the damping effect is enhanced by the relative displacement that occurs between the first wall pillar 31 and the second wall pillar 32. During the above-described action, a shear force acts on the first boundary beam 35. This shear force is transmitted from the web 53 of the first boundary beam 35 via the flanges 51 and 52 to the first wall column 31 and the second wall column 32, and also via the horizontal rib reinforcement 56 to the first wall column 31 and the second wall column 32. Therefore, even if the beam depth is large, the shear force acting on the web 53 is dispersed to the flanges 51 and 52 and the horizontal rib reinforcement 56, preventing the bearing stress of the flanges 51 and 52 from increasing locally. Therefore, the shear force borne by the first boundary beam 35 can be smoothly transmitted to the first wall column 31 and the second wall column 32. Furthermore, to realize the above-described structure, it is sufficient to provide horizontal rib reinforcement 56 to the portion of the beam end 50 of the first boundary beam 35 that is embedded in the wall columns 31 and 32. Furthermore, by providing horizontal rib reinforcement 56 to the portion of the beam end 50 of the first boundary beam 35 that is embedded in the wall columns 31 and 32, shear force is transmitted smoothly, so there is no need to particularly lengthen the embedded lengths M1 and M2 of the beam end 50. This reduces interference between the embedded portion of the beam end 50 and the internal structure of the first wall column 31 and the second wall column 32, and prevents the structure of the first wall column 31 and the second wall column 32 from becoming complicated. This allows for a simple configuration. In this way, a vibration-controlled building 1 can be provided that can realize a structure that can smoothly transmit the shear force borne by the boundary beam 35 to the multi-story earthquake-resistant wall 30 with a simple configuration.

[0026] In addition, the embedded lengths M1 and M2 of the beam end portion 50 of the first boundary beam 35 into the first wall column 31 and the second wall column 32 are greater than or equal to the minimum threshold values ​​of the embedded lengths M1 and M2, and are within the beam depth T1 of the first boundary beam 35. With this configuration, the embedded lengths M1, M2 of the beam end portion 50 of the first boundary beam 35 into the first wall column 31 and the second wall column 32 are equal to or greater than the minimum threshold values ​​of the embedded lengths M1, M2, so the joint area between the first boundary beam 35 and the first wall column 31, the second wall column 32 is equal to or greater than a certain value. Therefore, the anchorage resistance between the beam end portion 50 of the first boundary beam 35 and the first wall column 31, the second wall column 32 is increased, and the unity between the first boundary beam 35 and the first wall column 31, the second wall column 32, and the first boundary beam 35 can be improved. Furthermore, the embedded lengths M1 and M2 are within the beam depth T1 of the first boundary beam 35 and are not particularly long, which reduces interference between the embedded portion of the beam end 50 and the internal structure of the first wall column 31 and the second wall column 32, preventing the structure of the first wall column 31 and the second wall column 32 from becoming complicated. This allows for a simple configuration.

[0027] The multi-story earthquake-resistant wall 30 further includes a third wall column 33, and the second wall column 32 and the third wall column 33 are spaced apart from each other in the width direction X, sandwiching the first wall column 31 therebetween. The first wall column 31 and the third wall column 33 are connected by a steel second boundary beam 36, and the cross-sectional area of ​​the first wall column 31 is larger than the cross-sectional areas of the second wall column 32 and the third wall column 33. The second boundary beam 32 has an H-shaped vertical cross section at its beam end 50, and a vibration energy absorbing section 37 is provided at the center of the beam in the material axis direction X. Each of the beam ends 50 is embedded in the first wall column 31 and the third wall column 33, and horizontal rib reinforcement members 37 are provided at the embedded portions of either or both of the beam ends 50 so as to extend horizontally on the side of the beam. With this configuration, of the first wall column 31, second wall column 32, and third wall column 33 that make up the multistory earthquake-resistant wall 30, the cross-sectional area of ​​the first wall column 31, which is located in the center, is larger than the cross-sectional area of ​​the second wall column 32 and third wall column 33, which are located on both sides of it. This allows the first wall column 31 to function as a central column of the multistory earthquake-resistant wall 30, and makes it possible to suppress deformation that occurs in the multistory earthquake-resistant wall 30 due to horizontal loads acting due to earthquakes, wind, etc. Furthermore, when a horizontal load caused by an earthquake, wind, or the like displaces the first pilaster 31, for example, so that it tilts toward the second pilaster 32 or away from the second pilaster 32, the reaction force from the second pilaster 32 is transmitted to the side end 31t of the first pilaster 31 on the second pilaster side 32 via the first boundary beam 35, and the reaction force from the third pilaster 33 is transmitted to the side end 31s of the first pilaster 31 on the third pilaster 33 side via the second boundary beam 36. In this way, deformation occurring in the first pilaster 31 is reduced by both the second pilaster 32 and the third pilaster 33. Here, due to the relative displacement between the first pilaster 31 and the second pilaster 32 and the third pilaster 33, forces act in different directions on the first boundary beam 35 and the second boundary beam 36, with one beam end 50 moving upward and the other beam end 50 moving downward. Because the first boundary beam 35 and the second boundary beam 36 have vibration energy absorption sections 37, deformation energy is absorbed, and the damping effect is enhanced by the relative displacement that occurs between the first wall column 31 and the second and third wall columns 32 and 33. In this way, the deformation occurring in the first wall pillar 31, the second wall pillar 32 and the third wall pillar 33 can be efficiently damped.

[0028] (First Modification of the Embodiment) The vibration-controlled building of the present invention is not limited to the above-described embodiment explained with reference to the drawings, and various modifications are possible within the technical scope. FIG. 8 is an enlarged view of a main part of a multi-story earthquake-resistant wall provided in a vibration-controlled building according to the first modification. In the vibration-controlled building of the first modification, the vibration energy absorbing portion 37A of the first boundary beam 35A is a hysteretic damper made of ultra-low yield point steel, which has a lower yield point than the steel material constituting the beam end 50. The first boundary beam 35A absorbs vibration energy by deforming when the first wall column 31 and the second wall column 32 undergo rotational deformation and a stress greater than the yield point set in the first boundary beam 35A is input. In such a case, it goes without saying that the same effects as those of the above embodiment can be achieved. In this first modified example, the vibration energy absorption portion 37 of the first boundary beam 35 is a hysteresis damper rather than a friction damper, but the vibration energy absorption portion 37 of the second boundary beam 36 may also be a hysteresis damper, or the vibration energy absorption portions 37 of both the first boundary beam 35 and the second boundary beam 36 may also be hysteresis dampers.

[0029] (Second Modification of the Embodiment) In the above embodiment, the multi-story earthquake-resistant wall 30 was equipped with a first wall column 31, a second wall column 32, and a third wall column 33, but alternatively, the multi-story earthquake-resistant wall 30 may be configured to have only the first wall column 31 and the second wall column 32 but not the third wall column 33, with the first wall column 31 and the second wall column 32 connected by a first boundary beam 35. In this case, for example, the first wall pillar 31 and the second wall pillar 32 may be configured to have the same cross-sectional area. In other words, such a vibration-controlled building 1 is a vibration-controlled building 1 in which multi-story earthquake-resistant walls 30 are provided across multiple floors, and is equipped with a first wall column 31 and a second wall column 32 arranged on the same plane, and a steel first boundary beam 35 connecting the first wall column 31 and the second wall column 32, and the first boundary beam 35 has an H-shaped vertical cross section of the beam end 50, and a vibration energy absorption section 37 is provided in the center of the beam in the material axis direction X, and each of the beam end 50 is embedded in the first wall column 31 and the second wall column 32, and horizontal rib reinforcement members 56 are provided in the embedded portions of either or both of the beam end portions 50 so as to extend horizontally on the side of the beam. Needless to say, even with this configuration, as in the above embodiment, it is possible to provide a vibration-controlled building 1 that can smoothly transmit the shear force borne by the boundary beam 35 to the multi-story earthquake-resistant wall 30 with a simple configuration.

[0030] (Another modified example of the embodiment) For example, in the above embodiment, the thickness dimensions in the second direction Y of the first pilaster 31, the second pilaster 32, and the third pilaster 33 are the same, but this is not limited to this. The thickness dimensions in the second direction Y of the first pilaster 31, the second pilaster 32, and the third pilaster 33 may be different from one another. Furthermore, the first boundary beam 35 and the second boundary beam 36 do not necessarily have to be arranged on each floor of the superstructure 20, but may be arranged at appropriate intervals in the vertical direction Z. Furthermore, in the above embodiment, the multi-story earthquake-resistant wall 30 is provided continuously from the first floor above ground to the top floor of the building, but it may also be provided from a floor below ground level to a specific intermediate floor. In the above embodiment, the multi-story earthquake-resistant wall 30 is described as having the first wall column 31 and the second wall column 32, or as having the first wall column 31, the second wall column 32, and the third wall column 33, but four or more wall columns may be provided. That is, the wall column may have a four- or five-column structure. In addition, the configurations given in the above embodiments can be selected or changed as appropriate without departing from the spirit of the present invention.

[0031] (Example of consideration) The vibration damping effect was confirmed for the configuration shown as the first modified example. First, as an example, a configuration was used in which, as in the first modified example, hysteretic dampers were used as the vibration energy absorbing parts 37. The yield strength of each vibration energy absorbing part 37 was set to 1000 kN. Next, in Comparative Examples 1 and 2, configurations were used in which an oil damper and a viscoelastic damper were used as vibration energy absorbers, respectively. In this case, because it is not easy to realize an oil damper and a viscoelastic damper on a single beam due to the layout, a cantilever beam was installed from one side of opposing wall columns to the other, and at the same time, another cantilever beam was installed from the other side to the other side on another adjacent floor above and below, with an oil damper and a viscoelastic damper installed between these two cantilever beams. In this case, since there was one oil damper and one viscoelastic damper per two stories, the damping force per unit was set to 2000 kN so that the total damping force was equivalent to that of the Example.

[0032] For the configurations of the Example, Comparative Example 1, and Comparative Example 2, a time history response analysis was performed using Level 2 of the publicly announced random wave as an input wave. Figure 9 shows the inter-story deformation angle as a result of the time history response analysis. Figure 10 shows the maximum response displacement as a result of the time history response analysis. In each figure, the Example is indicated by L1, Comparative Example 1 by L2, and Comparative Example 2 by L3. The story drift angle and response displacement are smallest in the example, and the difference in story drift angle is large in the intermediate floors. This is thought to be due to the high rigidity and energy absorption of the boundary beams in the example. [Explanation of symbols]

[0033] 1 Vibration-damping building 37, 37A Vibration energy absorption section 30 Continuous shear wall 50 Beam end 31 First wall pillar 56 Horizontal rib reinforcement 32 2nd wall pillar X 1st direction (material axis direction, width direction) 33 Third wall column M1 Length of the first boundary beam end embedded in the first wall column 35, 35A First boundary beam M2 The length of the first boundary beam's end embedded in the second wall column 36 Second boundary beam T1 Height of first boundary beam

Claims

1. A vibration-damping building in which multi-story earthquake-resistant walls are provided over multiple floors, A plurality of wall pillars arranged on the same plane; a steel boundary beam connecting a plurality of the wall columns; a member for absorbing vibration energy is provided at the center of the boundary beam; A vibration-controlled building characterized in that a vertical support plate is provided on at least one beam end of the boundary beam embedded in the wall column, extending in a vertical plane perpendicular to the material axis direction of the boundary beam.

2. The vibration-controlled building according to claim 1, characterized in that the embedded length of the beam end of the boundary beam within the wall column is equal to or greater than the minimum threshold value of the embedded length and is within the beam depth of the boundary beam.

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