Vibration-damping studs

Abstract

To suppress excessive increase in yield strength of a shear panel type damper after yielding of a steel panel.SOLUTION: A shear panel type damper 30 includes a rectangular steel panel 32 which is connected to a pair of an upper beam 14 and a lower beam 16 moving relatively, and in which a plurality of openings 40 is formed on a pair of diagonal lines DL respectively.SELECTED DRAWING: Figure 2

Description

[Technical Field]

[0001] The present invention provides Vibration-damping studs Regarding. [Background technology]

[0002] A shear panel type damper is known in which a corrugated portion as an initial irregular shape is formed on a web (see, for example, Patent Document 1).

[0003] Also known is a vibration energy absorbing device in which openings are formed in a web (see, for example, Patent Document 2). [Prior art documents] [Patent documents]

[0004] [Patent Document 1] Japanese Patent Publication No. 2020-201893 [Patent Document 2] Japanese Patent Application Publication No. 2017-214746 Summary of the Invention [Problem to be solved by the invention]

[0005] Meanwhile, shear panel dampers that require vibration energy absorption capacity are generally designed to avoid deterioration of the strength of the steel panel due to local buckling and to allow the steel material that makes up the steel panel to fully demonstrate its deformation performance.

[0006] In this type of shear panel damper, after the steel panel yields, a diagonal tension field is formed in the steel panel, which increases the strength.

[0007] However, from the viewpoint of structural design, it is desirable for a shear panel damper to absorb vibration energy by stably shearing the steel panel while maintaining its yield strength, without exhibiting an excessive increase in strength after the steel panel yields.

[0008] In consideration of the above, an object of the present invention is to suppress an excessive increase in the strength of a shear panel damper after the steel panel has yielded. [Means for solving the problem]

[0009] According to the first aspect The shear panel type damper is connected to a pair of connecting members that move relative to each other, and includes a rectangular steel panel with a plurality of openings formed on each of a pair of diagonal lines.

[0010] First aspect In the shear panel damper described above, a rectangular steel panel is connected to a pair of connecting members that move relative to each other. As a result, the steel panel undergoes shear deformation when the pair of connecting members move relative to each other. When the steel panel yields due to this shear deformation, vibration energy is absorbed. As the deformation of the steel panel subsequently increases, a diagonal tension field is generated along a pair of diagonal lines of the steel panel. This diagonal tension field increases the strength of the steel panel after yielding.

[0011] To address this issue, the present invention provides a steel panel with multiple openings. The multiple openings are arranged on a pair of diagonal lines of the steel panel. These openings make it difficult for a diagonal tension field to occur along the pair of diagonal lines of the steel panel after the steel panel yields. In other words, the occurrence of a diagonal tension field along the pair of diagonal lines of the steel panel can be delayed after the steel panel yields. Therefore, an excessive increase in the strength of the shear panel damper after the steel panel yields can be suppressed.

[0012] Furthermore, in the present invention, by forming a plurality of openings on a pair of diagonal lines in the steel panel, it is possible to suppress an excessive increase in the strength of the shear panel damper after the steel panel yields without using high-performance steel for the steel panel, thereby reducing the material cost of the steel panel.

[0013] In this way, the present invention can reduce the material cost of the steel panel while suppressing an excessive increase in the strength of the shear panel damper after the steel panel has yielded.

[0014] According to the second aspect Shear panel type dampers are According to the first aspect In the shear panel damper, the plurality of openings are arranged symmetrically with respect to a center line passing through the intersection of the pair of diagonal lines.

[0015] Second aspect In the shear panel damper according to the present invention, the openings are arranged symmetrically with respect to a center line passing through the intersection of a pair of diagonal lines. This allows the steel panel to undergo stable shear deformation when the pair of connecting members move relative to each other. Therefore, it is possible to improve the deformation performance (energy absorption performance) of the steel panel while suppressing an excessive increase in the strength of the shear panel damper after the steel panel yields.

[0016] According to the third aspect Shear panel type dampers are First aspect or According to the second aspect In the shear panel damper, one of the plurality of openings is located on the intersection of the pair of diagonal lines.

[0017] Third aspect In the shear panel damper according to the present invention, one of the plurality of openings is located at the intersection of a pair of diagonal lines, and this opening can delay the generation of a diagonal tension field along each of the pair of diagonal lines.

[0018] In this way, in the present invention, by arranging openings at the intersection of a pair of diagonal lines, it is possible to reduce the number of openings formed in the steel panel while delaying the generation of an oblique tension field along the pair of diagonal lines. [Effects of the Invention]

[0019] As described above, according to the present invention, it is possible to suppress an excessive increase in the strength of the shear panel damper after the steel panel has yielded. [Brief explanation of the drawings]

[0020] [Figure 1]FIG. 1 is an elevation view showing a frame on which a shear panel damper according to one embodiment is installed. [Figure 2] 2A and 2B are enlarged elevation and top views of the shear panel damper shown in FIG. 1. [Figure 3] 3A and 3B are an enlarged elevation view and a top view corresponding to FIG. 2, showing a shear panel damper according to a comparative example. [Figure 4] 1 is a graph showing the load-deformation relationship of a shear panel damper according to an embodiment and a comparative example. [Figure 5] FIG. 1 is a perspective view showing a basic analytical model of a shear panel damper used in stress analysis. [Figure 6] 10(A) to 10(C) are elevation views showing an analytical model of a shear panel damper used in stress analysis. [Figure 7] (A) and (B) are elevation views showing the analytical model of the shear panel damper used in the stress analysis. [Figure 8] Graphs (A) to (C) show the analysis results (load-deformation relationships) corresponding to each analysis model. [Figure 9] Graphs (A) and (B) show the analysis results (load-deformation relationship) corresponding to each analysis model. DETAILED DESCRIPTION OF THE INVENTION

[0021] Hereinafter, a shear panel damper according to one embodiment will be described with reference to the drawings.

[0022] (Vibration-damping studs) 1 shows, as an example, a vibration-damping stud 20 equipped with a shear panel damper 30 according to this embodiment. The vibration-damping stud 20 is installed within the structural plane of a frame 10. The frame 10 has a pair of columns 12, and an upper beam 14 and a lower beam 16 mounted on the pair of columns.

[0023] Here, the frame 10 undergoes shear deformation (inter-story deformation) during an earthquake. As a result of this shear deformation of the frame 10, the upper beams 14 and the lower beams 16 move relative to each other in the horizontal direction. The vibration-damping studs 20 are connected to the upper beams 14 and the lower beams 16, which move relative to each other during an earthquake.

[0024] The vibration-damping stud 20 includes an upper connecting member 22, a lower connecting member 24, and a shear panel damper 30. The upper connecting member 22 and the lower connecting member 24 are formed, for example, from H-shaped steel, and are arranged with their material axis direction oriented vertically.

[0025] The upper connecting member 22 has its upper end (one end) joined to the underside of the central portion of the upper beam 14 in the material axis direction, and extends downward from the central portion. During an earthquake, this upper connecting member 22 moves horizontally together with the upper beam 14.

[0026] On the other hand, the lower end (one end) of the lower connecting member 24 is joined to the upper surface of the central portion of the lower beam 16 in the material axis direction, and extends upward from this central portion. During an earthquake, this lower connecting member 24 moves horizontally together with the lower beam 16. The lower end (other end) of this upper connecting member 22 and the upper end (other end) of the lower connecting member 24 are connected via a shear panel-type damper 30.

[0027] The upper connecting member 22 and the lower connecting member 24 are an example of a pair of connecting members.

[0028] (shear panel type damper) The shear panel damper 30 has a steel panel 32, a pair of vertical stiffeners 34, and a pair of horizontal stiffeners 36. The steel panel 32 is formed from a rectangular steel plate and is arranged along the structural surface of the frame 10. The steel panel 32 is formed from ordinary steel, for example.

[0029] The upper end of the steel panel 32 is connected to the lower end of the upper connecting member 22. The lower end of the steel panel 32 is connected to the upper end of the lower connecting member 24. As a result, when the upper beam 14 and the lower beam 16 move relative to each other in the horizontal direction during an earthquake, a shear force is input to the steel panel 32 via the upper connecting member 22 and the lower connecting member 24, causing the steel panel 32 to undergo shear deformation.

[0030] The pair of vertical stiffeners 34 are provided along both ends in the width direction (left-right direction) of the steel panel 32. In addition, the pair of horizontal stiffeners 36 are provided along both ends in the length direction (up-down direction) of the steel panel 32. These vertical stiffeners 34 and horizontal stiffeners 36 suppress buckling of the steel panel 32 during an earthquake.

[0031] The pair of vertical stiffeners 34 and the pair of horizontal stiffeners 36 may be provided as needed, and may be omitted as appropriate.

[0032] As shown in Fig. 2, a plurality of openings 40 are formed in the steel panel 32. The plurality of openings 40 are circular (perfectly circular) through-holes that penetrate the steel panel 32 in the thickness direction. These openings 40 are formed on a pair of diagonal lines DL of the steel panel 32. This makes it difficult for a diagonal tension field R (see Fig. 3) to be generated in the steel panel 32 after the steel panel 32 yields.

[0033] More specifically, the plurality of openings 40 are arranged at intervals on each diagonal line DL. The plurality of openings 40 are arranged so that their centers C are located on each diagonal line DL. Furthermore, the plurality of openings 40 are arranged symmetrically (line-symmetrically) with respect to a center line CL that passes through an intersection P of the pair of diagonal lines DL.

[0034] The center C of each opening 40 does not necessarily have to be located on the diagonal line DL, as long as the opening 40 crosses the diagonal line DL. Also, the opening 40 is not limited to a perfect circle, and may be an ellipse, a polygon, or the like.

[0035] One opening 40A of the plurality of openings 40 is arranged on an intersection P of a pair of diagonal lines DL. This opening 40A is made larger than the other plurality of openings 40. More specifically, the opening area (diameter) of opening 40A is made larger than the opening areas (diameters) of the other plurality of openings 40.

[0036] The other openings 40 have the same size. The size, number and arrangement of the openings 40 can be changed as appropriate.

[0037] (action) Next, the operation of this embodiment will be described.

[0038] First, the load-deformation relationship of the shear panel type damper according to the comparative example will be explained. As shown in Fig. 3, the shear panel type damper 100 according to the comparative example differs from the shear panel type damper 30 according to the present embodiment in that no opening is formed in the steel panel 32. The other configurations are the same as those of the shear panel type damper 30 according to the present embodiment.

[0039] 4 shows a graph G100 illustrating the load-deformation relationship of the shear panel damper 100 according to the comparative example. As can be seen from this graph G100, in the shear panel damper 100 according to the comparative example, after the steel panel 32 has yielded (after shear yielding), that is, when the load (shear force) acting on the steel panel 32 reaches the yield shear force Q y After reaching this value, as the deformation angle (amount of deformation) of the shear panel type damper 100 increases, the strength (load) of the shear panel type damper 100 increases. In this case, in the structural design of the peripheral members of the shear panel type damper 100, a cross-sectional design that takes into account the increase in the strength of the shear panel type damper 100 is required.

[0040] Therefore, from the viewpoint of structural design, it is desirable to prevent an excessive increase in the yield strength of the shear panel damper 100 after the yielding of the steel panel 32. In particular, it is desirable to maintain the yield strength of the shear panel damper 100 constant after the yielding of the steel panel 32.

[0041] Here, when the deformation angle of the shear panel damper 100 increases after the steel panel 32 yields, a diagonal tension field R is formed on the diagonal line DL of the steel panel 32, as shown in Fig. 3. It is believed that this diagonal tension field R increases the bearing capacity of the shear panel damper 100. Note that Fig. 3 shows the diagonal tension field R schematically to facilitate understanding.

[0042] 2, in this embodiment, a plurality of openings 40 are formed in the steel panel 32. The plurality of openings 40 are arranged on a pair of diagonal lines DL of the steel panel 32.

[0043] This makes it difficult for an oblique tension field R (see FIG. 3) to occur along the pair of diagonal lines DL of the steel panel 32 after the steel panel 32 yields. In other words, it is possible to delay the occurrence of the oblique tension field R along the pair of diagonal lines DL of the steel panel 32 after the steel panel 32 yields. As a result, for example, as shown in graph G30 in FIG. 4, it is possible to suppress an excessive increase in the strength of the shear panel damper 30 after the steel panel 32 yields.

[0044] In this embodiment, after the steel panel 32 yields, the strength (load) of the shear panel damper 30 is equal to the yield shear force Q y In other words, in this embodiment, after the steel panel 32 yields, the strength of the shear panel type damper 30 is maintained around the yield shear force Q y The load-deformation relationship of the target shear panel damper 30 is set so that it is maintained around the yield shear force Q y The area around (target shear force) is, for example, the yield shear force Q y This means a range of ±20%.

[0045] In addition, the yield shear force Q y is an example of a target shear force (target shear resistance), and the load-deformation relationship (target load-deformation relationship) targeted by the shear panel damper 30 can be changed as appropriate according to requirements.

[0046] Furthermore, in this embodiment, by forming a plurality of openings 40 on a pair of diagonal lines DL of the steel panel 32, it is possible to suppress an excessive increase in the strength of the shear panel damper 30 after the yielding of the steel panel 32 without using high-performance steel for the steel panel 32. Therefore, the material cost of the steel panel 32 can be reduced.

[0047] In this way, in this embodiment, it is possible to reduce the material cost of the steel panel 32 while suppressing an excessive increase in the strength of the shear panel damper 30 after the steel panel 32 yields.

[0048] In this embodiment, the plurality of openings 40 are formed only on the pair of diagonal lines DL of the steel panel 32. In other words, in this embodiment, no openings are formed in the steel panel 32 at locations outside the pair of diagonal lines DL.

[0049] Here, if an opening is formed in a location in the steel panel 32 that is off the pair of diagonal lines DL, the initial rigidity and yield strength of the steel panel 32 will decrease, and there is a possibility that the target load-deformation relationship will not be obtained.

[0050] In contrast to this, in this embodiment, as described above, a plurality of openings 40 are formed only on a pair of diagonal lines DL of the steel panel 32. This suppresses a decrease in the initial rigidity and yield strength of the steel panel 32. Therefore, it is possible to make the load-deformation relationship of the steel panel 32 approach a target load-deformation relationship while suppressing an excessive increase in the strength of the shear panel damper 30 after the steel panel 32 yields.

[0051] Furthermore, in this embodiment, the multiple openings 40 are arranged symmetrically with respect to the center line CL that passes through the intersection of the pair of diagonal lines DL. This allows the steel panel 32 to undergo stable shear deformation when the upper beam 14 and the lower beam 16 move relative to each other in the horizontal direction during an earthquake. Therefore, it is possible to improve the deformation performance (energy absorption performance) of the steel panel 32 while suppressing an excessive increase in the strength of the shear panel damper 30 after the steel panel 32 yields.

[0052] Furthermore, in this embodiment, the centers C of the multiple openings 40 are arranged on a pair of diagonal lines DL, which allows the steel panel 32 to undergo shear deformation more stably when the upper beam 14 and the lower beam 16 move relative to each other in the horizontal direction during an earthquake.

[0053] In this embodiment, one opening 40A of the plurality of openings 40 is disposed on the intersection P of the pair of diagonal lines DL. This opening 40A can delay the generation of the oblique tension field R along each of the pair of diagonal lines DL.

[0054] Therefore, by locating the opening 40A at the intersection P of the pair of diagonal lines DL, the number of openings 40 formed in the steel panel 32 can be reduced while delaying the generation of the oblique tension field R along the pair of diagonal lines DL.

[0055] (Variation) Next, a modification of the above embodiment will be described.

[0056] In the above embodiment, the steel panel 32 is connected to the upper connecting member 22 and the lower connecting member 24 of the vibration-damping stud 20, which serve as a pair of connecting members. However, it is sufficient that the steel panel 32 is connected to a pair of connecting members that move relative to each other during an earthquake, and is capable of shear deformation in accordance with the relative movement of this pair of connecting members.

[0057] Therefore, the shear panel type damper may be, for example, a steel earthquake-resistant wall in which a steel panel is connected to a pair of connecting members, that is, an upper beam 14 and a lower beam 16. The shear panel type damper may also be a vibration damper in which a steel panel is connected to a pair of boundary beams, that is also a pair of connecting members.

[0058] Furthermore, the target load-deformation relationship of the steel panel 32 can be changed as appropriate.

[0059] (Stress analysis) Next, the stress analysis of the shear panel type damper will be explained.

[0060] In this stress analysis, an antisymmetric bending shear force was applied to an analytical model of a shear panel damper, and the load-deformation relationship was calculated.

[0061] (Analysis model) Fig. 5 shows a basic analytical model M0 of the shear panel damper 30 according to the embodiment. This basic analytical model M0 is set with mechanical properties assuming ordinary steel (SS400). In addition, in the basic analytical model M0, the steel panel 32 is set to yield prior to buckling of the steel panel 32 and the pair of vertical stiffeners 34. Note that in the basic analytical model M0, the pair of horizontal stiffeners 36 (see Fig. 1) are omitted.

[0062] In this stress analysis, analytical models M1 to M5 were used, which differ from the basic analytical model M0 in the number and arrangement of openings formed in the steel panel 32. Figures 6(A), 6(B), 6(C), 7(A), and 7(B) show analytical models M1 to M5. The analytical model M1 is a model of the shear panel damper 30 (see Figure 2) according to the above embodiment.

[0063] (Analysis conditions) As shown in Figure 5, one end of the basic analysis model M0 (one of the vertical stiffeners 34) was fully fixed, and a forced displacement was applied in the direction of arrow Y from a loading point F set at the bottom end of the other end (the other vertical stiffener 34), causing an antisymmetric bending shear force to act on the steel panel 32. At this time, the other end of the basic analysis model M0 was only allowed translational displacement in the loading direction (direction of arrow Y) and the up-down direction (direction of arrow X) from the loading point F, and displacement in the out-of-plane direction (direction of arrow Z) of the steel panel 32 was constrained. In addition, the nonlinear characteristics of the steel material constituting the basic analysis model M0 were kinematic hardening bilinear.

[0064] (Analysis results) 8(A), 8(B), 8(C), 9(A), and 9(B) show graphs G1 to G5 showing the load-deformation relationship of each of the analysis models M1 to M5, and a graph GT showing the target load-deformation relationship. The horizontal axis of each of the graphs G1 to G5 and GT represents the deformation angle (rad) of the analysis models M1 to M5, and the vertical axis represents the yield shear force (V). w Q p Load shear force Q (= Q / w Q p )

[0065] The target graph GT can be changed as needed, but in this analysis, after the steel panel 32 yields, the shear panel damper w Q p (Yield shear force Q in Figure 4) y The system is designed to maintain a constant

[0066] As shown in Figures 8(A), 8(B), 8(C), 9(A), and 9(B), in each of the analysis models M1 to M5, excessive increase in strength after yielding of the steel panel 32 was suppressed in the deformation angle range up to 0.1 rad.

[0067] Next, as shown in FIG. 8(A), in the analytical model M1, the post-yield strength of the steel panel 32 was approximately constant and approximated to the target graph GT.

[0068] Next, as shown in Figure 8(B), in the analytical model M2 in which four openings 40 were added to the outer periphery of the analytical model M1, the post-yield strength of the steel panel 32 was slightly lower than the target graph GT, but remained approximately constant.

[0069] Next, as shown in Figure 8(C), in the analytical model M3 in which four openings 40 were removed from the outer periphery of the analytical model M1, the post-yield strength of the steel panel 32 increased slightly from the target graph GT but remained approximately constant.

[0070] Next, as shown in Figure 9(A), in the analytical model M4 in which four openings 40 were removed from the center side of the analytical model M1, the post-yield strength of the steel panel 32 increased above the target graph GT, but the increase rate was less than 20%.

[0071] Next, as shown in Figure 9(B), in analytical model M5, which was created by removing the opening 40A from the center of analytical model M1, the post-yield strength of the steel panel 32 increased above the target graph GT, but the increase rate was less than 20%. Furthermore, analytical model M5 showed the same load-deformation relationship as analytical model M4.

[0072] From the above analysis results, it can be seen that by arranging multiple openings 40 on a pair of diagonal lines DL of the steel panel 32, excessive increase in the strength of the shear panel type damper after the steel panel 32 yields can be suppressed.

[0073] Although one embodiment of the present invention has been described above, the present invention is not limited to such an embodiment, and one embodiment and various modified examples may be used in appropriate combination, and it goes without saying that the present invention can be implemented in various forms as long as it does not deviate from the gist of the present invention. [Explanation of symbols]

[0074] 22 Upper connecting member (connecting member) 24 Lower connecting member (connecting member) 30 Shear panel damper 32 Steel Panel 40 aperture 40A aperture CL center line DL Diagonal

Claims

1. A pair of connecting members that are respectively connected to the upper beam and the lower beam that constitute the frame and that move relatively in the horizontal direction; a shear panel damper including a rectangular steel panel connected to the pair of connecting members and having openings formed on a pair of diagonal lines and at an intersection of the pair of diagonal lines; and The openings arranged at the intersections of the pair of diagonal lines are larger than the other openings. Vibration-damping studs.

2. The plurality of openings are arranged symmetrically with respect to a center line passing through the intersection of the pair of diagonal lines. The vibration-damping stud of claim 1.

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