JPH11181921A - Earthquake resistant wall made of steel - Google Patents

Abstract

PROBLEM TO BE SOLVED: To raise earthquake resistance and reduce cost by simple assembling by fitting reinforcing ribs to a shear panel at intervals of specific width/thickness ratio, and arranging stiffner plates on both faces in each territory surrounded with the reinforcing ribs so as to join them together with the shear panel by a bolt. SOLUTION: Territories A surrounded with reinforcing ribs 3 opposite to the surface and the back face of a shear panel 2 and a fitting plate 6 are arranged so that the width/thickness ratio is about 80-150, and they are fitted together by welding or the like. Stiffner plates 4 having bolt insert holes 7 on the center are brought into contact with the surface and back face on the center part of each territory A. Further through holes provided on both stiffner plates 4 and the shear panel 2 are fastened with a bolt and a nut 5 to integratedly join them together. In this case, an earthquake resistant wall 1 is fixedly fitted to the bolt insert holes 7 of the frame fitting plate 6 provided on the inner wall of a main frame constituted of pillars and beams. Accordingly, even if large strain is applied to it, the strain is dispersed to the wide territory of the circumference of the stiffner plates 4 to prevent injury. Hereby, generation of buckling is restrained on the whole wall, and an earthquake resistant wall 1 of high earthquake resistant performance can be provided.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an energy input to a structure, such as a steel structure, which is installed in an opening (hereinafter referred to as a main frame) constituted by left and right columns and upper and lower beams, and which is input during an earthquake. As a hysteresis energy due to plastic deformation to reduce the plasticization of the structure.

[0002]

2. Description of the Related Art As a conventional steel-made earthquake-resistant wall of this type, there is a device described in, for example, Japanese Utility Model Laid-Open No. 7-29266. As shown in FIG. 9, this steel earthquake-resistant wall is provided with reinforcing ribs 12 (stiffeners) by welding on both sides of a shear panel 11 made of an extremely low yield point steel plate by welding, and end reinforcing ribs 13 on the peripheral edge thereof. Are welded, and the end reinforcing ribs 13
The frame has a structure in which a mounting frame 14 called a picture frame having a large number of screw insertion holes 15 for welding to columns and beams is mounted by welding.

The reinforcing ribs 12 are, for example, 40 to 40 so that the reinforcing ribs 12 or the portion of the shear panel 11 surrounded by the reinforcing ribs 12 and the end reinforcing ribs 13 do not easily buckle locally during an earthquake. Partitioned into a width-to-thickness ratio of about 70, and
The dimensions are determined so as to suppress the buckling of the entire wall.

[0004]

The above-mentioned reinforcing ribs 12 are welded to the shear panel 11 by fillet welding or the like. However, when the thickness of the shear panel 11 is relatively thin, the vertical and horizontal reinforcing ribs 12 are not shown. As shown in FIG. 9, the number becomes considerable, and therefore, there is a problem that many man-hours are required for machining and welding, and the cost is increased. For example, the outer shape of a steel shear wall
In a standard case of 6 m in width and 3 m in height, the shear panel 11
Is 9 mm, if the width-to-thickness ratio of the region surrounded by the reinforcing ribs 12 is to be suppressed to 60, even if the end reinforcing ribs 13 are set apart, a very large number such as 10 vertical and 4 horizontal Since the reinforcing ribs 12 are required, the cost is extremely high.

[0005] In addition, the steel earthquake-resistant wall welded and assembled by the large number of reinforcing ribs 12 not only causes welding distortion or initial deformation which greatly affects buckling, but also fixes four circumferences to columns and beams. It is extremely difficult to ensure the high precision required to perform

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and an object of the present invention is to provide a steel earthquake-resistant wall which has high seismic performance, is easy to assemble, and can reduce the cost. .

[0007]

In the steel earthquake-resistant wall according to the present invention, reinforcing ribs are attached to a shear panel at an interval having a width-to-thickness ratio of about 80 to 150, and each of the regions surrounded by these reinforcing ribs is provided. A stiffening plate is provided on both sides of the shear panel substantially at the center, and is joined together with the shear panel by bolts and nuts.

In the above-mentioned steel earthquake-resistant wall, a material for reducing friction or a material for following the displacement is interposed between the shear panel and the stiffening plate.

[0009]

[Embodiment 1] FIG. 1 is a front view of an embodiment of a steel shear wall according to the present invention, and FIG.
It is X sectional drawing. In both figures, 1 is a steel shear wall,
Reference numeral 2 denotes a shear panel made of, for example, an extremely mild steel plate and constituting a main part of the steel earthquake-resistant wall 1. Reference numeral 3 denotes a stiffening rib made of a steel material having higher rigidity than the shear panel 2 and is attached to the front and back surfaces of the shear panel 2 so as to face each other. Reference numeral 6 denotes an attachment plate having a large number of screw insertion holes 7 and made of ordinary steel plate attached to the peripheral edge of the shear panel 2 by welding.

The reinforcing rib 3 is opposed to the front and back surfaces of the shear panel 2, and is a region A (hereinafter referred to as the reinforcing rib 3) surrounded by the reinforcing rib 3 and the mounting plate 6 (or the reinforcing rib 3 and the end reinforcing rib). The width-to-thickness ratio (referred to as an enclosed region) is about twice as large as the above-mentioned standard width-to-thickness ratio (about 40 to 70) (thus, 80 to 1)
(About 50) and attached by welding or other means. A stiffening plate 4 having a bolt insertion hole 4a at the center thereof is brought into contact with the front and back surfaces substantially at the center of each region A, and a bolt is inserted into the through-holes 2a provided in both the stiffening plate 4 and the shear panel 2. Then, the nut is tightened and joined together. In this case, it is desirable that the bolts and nuts 5 are located on the same line in the horizontal and vertical directions.

Here, the region A surrounded by the reinforcing ribs 3 is
As shown in FIG. 3, a square of the length of one side is H, the plate thickness of the shear panel 2 is t _p, the size of the stiffening plate 4 (the length of one side L and B) and thickness t is determined as follows. L = B = １ ／ -１ ／ × H (therefore, 1 in the area A)
In the sides of the order of 25-50% of the length H) t = 1 / 10~1 / 5 × L, and 1.5 times the thickness t _p of the shear panel 3

The steel earthquake-resistant wall constructed as described above is disposed in a main frame constituted by columns and beams, and a bolt insertion hole 7 formed in a mounting plate 6 in a frame provided on the inner wall of the main frame.
It is fixed and attached by bolts inserted through.

The width of the region A surrounded by the reinforcing ribs 3 is the same as that of the region A according to the present invention, and the steel earthquake-resistant wall without the stiffening plate 4 is When a very large distortion of 5% to 5% is expected,
In each area A of the shear panel 2, as shown in FIG. 5A, since large deformation and strain S are alternately and repeatedly received, as shown in FIG. It is easy to be damaged, and extremely large local buckling occurs as shown in FIG. 5C, and buckling also occurs on the entire wall.

On the other hand, the steel earthquake-resistant wall 1 according to the present invention
Is provided with the stiffening plate 4 in the region A of the shear panel 2 and pressed down. Therefore, even if the stiffening plate 4 receives an extremely large strain supposed at the time of the above-mentioned earthquake, the strain is reduced as shown in FIG. In addition, since it is dispersed in a wide area C around the stiffening plate 4, even if small deformation or local buckling occurs as shown in FIGS. 6B and 6C, there is no concentration of damage. Therefore, buckling hardly occurs on the entire wall, and a steel earthquake-resistant wall having high earthquake resistance can be obtained.

FIGS. 7 and 8 are front views showing another example of the present embodiment. Although the example of FIG. 1 shows a case where the area A surrounded by the reinforcing ribs 3 and the mounting plate 4 is substantially square, in this example, the long side of the area A is, for example, 1.5 times the short side. This is the case when it is long horizontally. In such a case, the stiffening plate 4 is also formed in a rectangular shape, a plurality of bolt insertion holes are provided in the longitudinal direction, and the center of the area A is abutted on both sides of the shear panel. I do.

As described above, the height of the region A is H and the length is 2H.
In the plate thickness of t _p (Fig. 4), the height B of the stiffening plate 4, the length L and the thickness t are determined as follows. B = １ ／ to ×× H (25 to 50 of the height H of the area A)
% Of) L = 5 / 4~6 / 4 × with H t = 1 / 10~1 / 5 × B, and 1.5 times the thickness t _p of the shear panel 3

In this embodiment, the same effect as in the embodiment of FIG. 1 can be obtained. In this embodiment, a stiffening plate 14 is made of a shaped steel such as a channel steel, and its web is brought into contact with the front and back of the shear panel 2, and the bolts and nuts 5 are formed.
Alternatively, they may be integrally joined.

In the steel earthquake-resistant wall according to the present embodiment, since the stiffening plates 4 are joined to the front and back surfaces substantially at the center of each area A surrounded by the reinforcing rib 3, the steel earthquake-resistant wall 1 is assumed at the time of an earthquake. Even if a very large strain of several percent to 5% is applied, each region A causes only a small buckling deformation or a small local buckling. Can be improved.

Since the width-to-thickness ratio is increased, the reinforcing ribs 3
Can be reduced. For this reason, welding distortion and initial deformation can be reduced, and the accuracy of the steel shear wall can be improved. Further, since assembly and construction are simple, the cost can be reduced in combination with the reduction of the reinforcing ribs 3 and welding.

[Embodiment 2] This embodiment is the same as Embodiment 1
A grease or a Teflon sheet for reducing friction is interposed between the shear panel 2 and the stiffening plate 4 or a rubber-based material that can follow the gap between the two is interposed. . In the present embodiment configured as described above, the friction between the shear panel 2 and the stiffening plate 4 is reduced, or the follow-up of the displacement between the two is facilitated. Can be made smooth and easy, and the stiffening plate 4 can be prevented from being out of plane.

In each of the above embodiments, the case where the shear panel 2 and the stiffening plate 4 are joined with the bolts and nuts 5 has been described. However, if the shear panel 2 can be deformed during an earthquake, rivets or other materials may be used. Joining means may be used.

[0022]

In the steel earthquake-resistant wall according to the present invention, the reinforcing ribs are attached to the shear panel at an interval having a width-to-thickness ratio of approximately 80 to 150, and the reinforcing ribs are provided at substantially the center of each area surrounded by the reinforcing ribs. Since the stiffening plates are provided on both sides of the shear panel and joined together with the shear panel by bolts and nuts, the following effects can be obtained.

Even if a steel shear wall receives a very large strain of several percent to 5%, which is assumed at the time of an earthquake, each region causes a small buckling deformation or only a small local buckling. Performance can be improved. Further, since the width-to-thickness ratio of each region is increased and the number of reinforcing ribs is reduced, welding distortion and initial deformation can be reduced, thereby improving the accuracy of the steel shear wall. Furthermore, assembly and construction are simple, and the cost can be reduced in combination with the reduction in the number of reinforcing ribs and welding.

Further, according to the present invention, since a material for reducing friction or a material for following the slip is interposed between the above-mentioned shear panel and the stiffening plate, the in-plane deformation of the shear panel during an earthquake can be smoothly performed. The stiffening plate can be easily formed and out-of-plane deformation of the stiffening plate can be prevented.

[Brief description of the drawings]

FIG. 1 is a front view of a first embodiment of the present invention.

FIG. 2 is a sectional view taken along line XX of FIG.

FIG. 3 is an explanatory diagram of a main part of FIG. 1;

FIG. 4 is an explanatory diagram of a main part of a second embodiment.

FIG. 5 is an operation explanatory view of a comparative example of the first embodiment.

FIG. 6 is an operation explanatory view of the first embodiment.

FIG. 7 is an explanatory diagram of another example of the first embodiment.

FIG. 8 is an explanatory diagram of still another example of the first embodiment.

FIG. 9 is a front view of an example of a conventional steel earthquake-resistant wall.

[Explanation of symbols]

 1 Steel Shear Wall 2 Shear Panel 3 Reinforcement Rib 4 Stiffening Plate 5 Bolt / Nut A Area Surrounded by Reinforcement Rib

Continued on the front page (51) Int.Cl. ⁶ Identification code FI E04B 2/56 632 E04B 2/56 632C 632H 643 643A E04H 9/02 321 E04H 9/02 321B

Claims (2)

[Claims] 1. A steel earthquake-resistant wall having a shear panel with reinforcing ribs attached on both sides thereof in a vertical and horizontal direction and installed in a main frame of a structure to resist earthquakes, wherein the reinforcing rib has a width-to-thickness ratio of approximately Attached to the shear panel at intervals of about 80 to 150, stiffening plates are provided on both sides of the shear panel at approximately the center of each area surrounded by the reinforcing ribs, and bolts and nuts are used together with the shear panel. A steel shear wall that has been joined. 2. The steel earthquake-resistant wall according to claim 1, wherein a material for reducing friction or a material for following a shift is interposed between the shear panel and the stiffening plate.