JP7657619B2 - Load-bearing panels - Google Patents

Description

The present invention relates to a load-bearing panel.

In a conventional load-bearing panel, the joining mechanism for joining the panel column to the frame beam or foundation beam of the building has a long hole extending vertically and a bolt inserted into the long hole, thereby substantially preventing the transmission of vertical force between the panel column and the frame beam or foundation beam (for example, Patent Document 1).

JP 2013-217051 A

However, in the conventional load-bearing panels described above, slippage occurs due to the clearance between the bolt and the outer edge of the long hole in the horizontal direction, and there is a risk that the load-bearing panel will not be able to withstand small deformations in the horizontal direction.

The present invention aims to provide a load-bearing panel that does not transmit substantially vertical forces between the panel column and the frame beam or foundation beam, and can withstand minute horizontal deformations.

The load-bearing panel of the present invention is
A pair of panel columns;
A joining mechanism for joining each of the panel columns to a frame beam or a foundation beam of a building;
A load-bearing panel comprising:
The joining mechanism has a plate-shaped member that is connected to the pair of panel columns and is configured to be deformable in the vertical direction.

In the load-bearing panel of the present invention,
It is preferable that the structure further comprises a stiffening material provided between the pair of panel columns and configured to maintain the spacing between the pair of panel columns when a horizontal force is applied to the load-bearing panel.

In the load-bearing panel of the present invention,
It is preferable that the stiffening material has a pair of vertical wall portions arranged on both sides of the plate-shaped member in the short direction and configured to restrict deformation of the plate-shaped member in the short direction.
In the load-bearing panel of the present invention,
It is preferable that the panel has a pair of vertical wall portions provided between the pair of panel columns, arranged on both sides of the short side of the plate-shaped member, and configured to restrict deformation of the plate-shaped member in the short side direction.

The present invention provides a load-bearing panel that does not transmit substantially vertical forces between the panel column and the frame beam or foundation beam, and can withstand minute horizontal deformations.

FIG. 1 is a schematic diagram showing a building equipped with a load-bearing panel according to an embodiment of the present invention; FIG. 2 is an enlarged view of the load-bearing panel of FIG. 1 . FIG. 3 is an enlarged view showing the connecting member of FIG. 2 . FIG. 3 is an enlarged view showing the joining mechanism of FIG. 2 . FIG. 5 is a top view showing the joining mechanism of FIG. 4 as viewed from above. FIG. 2 is a schematic diagram showing the behavior of the building of FIG. 1 when an earthquake or the like occurs. 1 is an enlarged view showing a joining mechanism and a stiffener of a load-bearing panel according to a first modified example of the present invention. FIG. FIG. 8 is an enlarged view of a portion of the joining mechanism and stiffener of FIG. 7 . FIG. 8 is a cross-sectional view of the joining mechanism and stiffener of FIG. 7 taken along line BB. FIG. 8 is an exploded perspective view showing the joining mechanism and stiffener of FIG. 7 disassembled from a pair of panel posts. FIG. 11(a) is a schematic diagram showing the behavior of the load-bearing panel of FIG. 4 when an earthquake or the like occurs, and FIG. 11(b) is a schematic diagram showing the behavior of the load-bearing panel of FIG. 7 when an earthquake or the like occurs. FIG. 12(a) is a schematic diagram showing the behavior of the load-bearing panel of FIG. 4 when an earthquake or the like occurs, and FIG. 12(b) is a schematic diagram showing the behavior of the load-bearing panel of FIG. 7 when an earthquake or the like occurs. FIG. 11 is a schematic diagram for explaining a load-bearing panel according to a second modified example of the present invention.

The load-bearing panel according to the present invention can be used in any type of building, but is particularly suitable for use in residential buildings.
Hereinafter, an embodiment of a load-bearing panel according to the present invention will be described with reference to the drawings. In each drawing, the same components are designated by the same reference numerals.

Figure 1 shows a schematic diagram of a building 1 equipped with a load-bearing panel 4 according to one embodiment of the present invention. The building 1 may be any type of building, but is preferably a residence. The building 1 comprises a framework 2, a foundation 3, and a load-bearing panel 4.

The frame 2 includes a plurality of frame columns 21 extending in the vertical direction and a plurality of frame beams 22 extending in the horizontal direction.
Each structural column 21 is composed of a base 211 which is the lower end of the structural column 21, and a portion 212 other than the base 211. The base 211 of each structural column 21 is joined to the foundation 3. The portion 212 other than the base 211 of the structural column 21 is preferably a square steel pipe, but may be other steel material. The cross section of the base 211 of the structural column 21 is preferably cross-shaped, but may be any shape.
The structural beams 22 are preferably H-shaped steel beams, but may be made of other steel materials.
The structure of the frame 2 is not limited to that shown in Fig. 1 and may be any structure. A suitable structure of the frame 2 will be described later.

The foundation 3 has a column base foundation 31 that supports the column base portion 211 of the frame 2, and a foundation beam 32 that is spanned between the column base foundations 31.

The load-bearing panel 4 has the strength to withstand horizontal forces. The load-bearing panel 4 has the function of supporting the horizontal load from the frame 2 when the frame 2 sways horizontally due to the occurrence of an earthquake, wind, etc.

Figure 2 shows an example of a load-bearing panel 4. As shown in Figures 1 and 2, the load-bearing panel 4 has a pair of panel columns 41, a connecting member 42 that connects the pair of panel columns 41 together, and a joining mechanism 43.

Each panel column 41 extends in the vertical direction. Each panel column 41 has a column base portion 411, a column capital portion 412, and a column main body portion 413 between the column base portion 411 and the column capital portion 412.
The column main body 413 is preferably a square steel pipe, but may be made of any steel material.
The column base 411 of each panel column 41 is pin-connected to the foundation beam 32 of the foundation 3 by one or more (e.g., four) anchor bolts. The column base 411 preferably has a cross-shaped cross section, but may have any shape.

Fig. 3 shows an enlarged view of a portion of the connecting material 42 in Fig. 2. As shown in Figs. 2 and 3, the connecting material 42 has a steel damper 42a, a pair of long side members 42b, four oblique side members 42c, a pair of horizontal members 42e, and a pair of connecting pieces 42f.
The steel damper 42a is made of, for example, extremely low yield point steel.
The pair of long side members 42b extend vertically and are attached to the column main body portions 413 of the pair of panel columns 41.
On both sides of the width center of the load-bearing panel 4, the long-side member 42b and the connecting piece 42f are connected by a pair of upper and lower oblique members 42c and a horizontal member 42e. In a plan view of the load-bearing panel 4 (FIGS. 2 to 3), when the long-side member 42b is viewed as the base of an isosceles triangle, the pair of upper and lower oblique members 42c extend at an angle to the horizontal and vertical directions so as to form a pair of hypotenuses of the isosceles triangle, and the horizontal member 42e extends in the horizontal direction so as to form a perpendicular line dropped from the apex of the isosceles triangle.
The steel damper 42a is joined to a pair of connecting pieces 42f. This allows the steel damper 42a to be plastically deformed in the shear direction when an earthquake occurs. The steel damper 42a is joined to the pair of connecting pieces 42f with bolts. This allows the steel damper 42a to be easily replaced when replacement becomes necessary due to an earthquake or the like.
However, the connectors 42 may have configurations different than those shown in FIGS.
In the example of Figure 2, the load-bearing panel 4 has two connecting members 42, one above the other, but the load-bearing panel 4 may have only one connecting member 42, or three or more connecting members 42.

Figure 4 shows an enlarged view of the joining mechanism 43 and its surrounding area in Figure 2. Figure 5 shows the joining mechanism 43 in Figure 4 alone, viewed from above. As shown in Figures 2, 4 and 5, the joining mechanism 43 joins each panel column 41 of the load-bearing panel 4 to the frame beam 22 of the frame 2. Specifically, the joining mechanism 43 vertically roller joins each panel column 41 of the load-bearing panel 4 to the frame beam 22 of the rigid frame 2. A vertical roller joint refers to a joining structure that does not substantially transmit vertical forces but transmits horizontal forces. In other words, the joining mechanism 43 is configured so as not to substantially transmit vertical forces between each panel column 41 and the frame beam 22. As a result, during an earthquake or the like, only a vertical force of a magnitude that does not cause the anchor bolts to come loose, the foundation beams 32 to break, or the frame beams 22 to break in shear (all of which are brittle fractures that undermine the advantage of the rigid frame structure's high deformation capacity) acts between each panel column 41 and the frame beams 22. Specifically, the joint mechanism 43 is configured to allow each panel column 41 and the frame beams 22 to move relative to each other in the vertical direction.

More specifically, in this example, the joining mechanism 43 has a plate-shaped member 431 and an attachment portion 434.

The plate-like member 431 is connected to a pair of panel columns 41. The plate-like member 431 is configured to be deformable in the vertical direction. The joining mechanism 43 has the plate-like member 431 configured to be deformable in the vertical direction, thereby vertically roller-joining each panel column 41 and the frame beam 22. In addition, the joining mechanism 43 of this example has the plate-like member 431 configured to be deformable in the vertical direction, thereby making each panel column 41 and the frame beam 22 relatively movable in the vertical direction. As a result, the joining mechanism 43 is configured not to substantially transmit a vertical force between each panel column 41 and the frame beam 22.
The plate-like member 431 is made of, for example, a plate spring.
4 and 5, the thickness direction of the plate-like member 431 is oriented in the vertical direction, the longitudinal direction of the plate-like member 431 is oriented in the width direction of the strength panel 4 (left and right direction in FIG. 4), and the short side direction of the plate-like member 431 (direction perpendicular to the longitudinal direction and thickness direction of the plate-like member 431) is oriented in the out-of-plane direction of the strength panel 4 (depth direction of the paper in FIG. 4). Here, the width direction of the strength panel 4 (hereinafter also simply referred to as the "width direction") is the direction in which the pair of panel columns 41 of the strength panel 4 face each other. In addition, the out-of-plane direction of the strength panel 4 (hereinafter also simply referred to as the "out-of-plane direction") is the direction perpendicular to an imaginary plane including the pair of panel columns 41 of the strength panel 4, and is also the horizontal direction perpendicular to the width direction of the strength panel 4.
In this example, the plate-like member 431 is connected to the upper end of the column head 412 of a pair of panel columns 41. Specifically, the column head 412 of the panel column 41 has a main body 412a, a lower horizontal plate 412b joined to the lower end of the main body 412a by welding or the like, and an upper horizontal plate 412c joined to the upper end of the main body 412a by welding or the like. The lower horizontal plate 412b is joined to the upper end of the column main body 413 of the panel column 41 by welding or the like. The upper horizontal plate 412c of the column head 412 of each panel column 41 and the plate-like member 431 are bolted to each other by fasteners Ba including bolts and nuts through through holes 412h, 431h provided in each of the panel columns 41. However, the plate-like member 431 may be connected to the upper end of the column head 412 of the pair of panel columns 41 by a method different from that of this example. It is preferable that the cross section of the column capital portion 412 (specifically, the main body portion 412a) of the panel column 41 is cross-shaped.
As shown in FIG. 5, in this example, the plate-shaped member 431 has a rectangular shape when viewed from above; however, the plate-shaped member 431 may have any shape when viewed from above.

The mounting portion 434 connects the plate-like member 431 and the frame beam 22. In this example, the mounting portion 434 has a horizontal plate 432 and a connection portion 433. In this example, the frame beam 22 is made of an H-shaped steel having a pair of upper and lower flange portions 22a.
The horizontal plate 432 extends in the horizontal direction. The horizontal plate 432 is connected to the frame beam 22, specifically, to the flange portion 22a of the frame beam 22. Specifically, the horizontal plate 432 and the flange portion 22a of the frame beam 22 are bolted to each other by fasteners Bb including bolts and nuts via through holes 432h, 22h provided in the horizontal plate 432 and the flange portion 22a of the frame beam 22, respectively. However, the horizontal plate 432 may be connected to the frame beam 22 by a method different from that of this example.
The connection portion 433 extends in the vertical direction and connects the plate-like member 431 and the horizontal plate 432. In this example, the connection portion 433 is joined to the plate-like member 431 and the horizontal plate 432 by welding.
The mounting portion 434 may have a configuration different from that of this example as long as it connects the plate-like member 431 and the frame beam 22. The frame beam 22 may be made of a steel material other than H-shaped steel.

In this embodiment, as described above, the joining mechanism 43 has the plate-like member 431 configured to be deformable in the vertical direction, and thus each panel column 41 and the frame beam 22 are joined by vertical rollers, and a vertical force is not substantially transmitted between each panel column 41 and the frame beam 22. Therefore, as shown in Fig. 6, when the frame 2 shakes due to an earthquake, wind, or the like, the plate-like member 431 of the joining mechanism 43 absorbs deformation such as bending fracture of the frame beam 22, thereby suppressing the generation of large forces in the pair of panel columns 41 of the load-bearing panel 4, the anchor bolts joining the pair of panel columns 41 and the foundation beam 32, and the foundation beam 32. Therefore, the pull-out of the anchor bolts and the destruction of the foundation beam 32 can be suppressed, and the burden on the foundation 3 can be reduced.
If the joint mechanism 43 is configured to transmit a substantially vertical force between each panel column 41 and the frame beam 22, the frame beam 22 is restrained at the position of a pair of panel columns 41, and there is a high possibility that shear failure will occur in the frame beam 22. In general, shear failure has a lower deformation capacity than bending failure. In addition, at this time, a large couple (a force symmetrical above and below) is generated in the foundation beam 32, which makes it easier for the anchor bolts to be pulled out and for the foundation beam 32 to be destroyed. Therefore, the load on the foundation 3 becomes large.
Furthermore, in a joint mechanism using a long hole as in the above-mentioned Patent Document 1, slippage occurs in the horizontal direction by the clearance between the bolt and the outer edge of the long hole, and there is a risk that the load-bearing panel will not be able to exert its strength against minor horizontal deformation. On the other hand, according to this embodiment, the plate-like member 431 does not slip in the horizontal direction, so the load-bearing panel 4 can effectively exert its strength even against minor horizontal deformation. As a result, the load-bearing panel 4 can effectively exert its strength against traffic vibrations, wind vibrations, and the like.

7 to 10 are drawings for explaining a first modified example of the load-bearing panel 4. The load-bearing panel 4 of this example differs from the examples of Figures 2 and 4 described above in that it further includes a stiffening member 44. The configuration of the joining mechanism 43 of this example is similar to the example of Figures 2 and 4 described above.
The stiffening material 44 is provided between the pair of panel columns 41. The stiffening material 44 is configured to maintain the distance between the pair of panel columns 41 when a horizontal force is applied to the load-bearing panel 4.

In this example, the stiffener 44 is joined to both longitudinal ends of the plate-like member 431. More specifically, the stiffener 44 has a pair of stiffener body members 4411, 4412 and a pair of spacers 442.

8 and 9, each stiffening body member 4411, 4412 has a pair of vertical plate portions 441a extending vertically, and a horizontal plate portion 441b extending horizontally and connecting the pair of vertical plate portions 441a. In this example, each stiffening body member 4411, 4412 is made of channel steel, but may be made of any steel material. Each stiffening body member 4411, 4412 extends in the width direction of the load-bearing panel 4. As shown in FIG. 9, the pair of stiffening body members 4411, 4412 are arranged along the vertical direction, and the horizontal plate portions 441b of the pair of stiffening body members 4411, 4412 abut against each other. The first stiffening body member 4411, which is located on the upper side of the pair of stiffening body members 4411, 4412, is open on the upper side, and the second stiffening body member 4412, which is located on the lower side of the pair of stiffening body members 4411, 4412, is open on the lower side.

As shown in Fig. 7 and Fig. 8, the pair of spacers 442 are disposed on both ends in the extending direction of the horizontal plate portion 441b of the first stiffening main body member 4411. The plate-like member 431 of the joining mechanism 43 is disposed on the pair of spacers 442. The spacers 442 cause the plate-like member 431 and the horizontal plate portion 441b of the first stiffening main body member 4411 to face each other at a distance in the vertical direction. As shown in Fig. 8, the horizontal plate portions 441b of the stiffening main body members 4411 and 4412, the spacers 442, and the plate-like member 431 have through holes 441h, 442h, and 431h', respectively, and are joined to each other by fasteners Bc including bolts and nuts via these through holes 441h, 442h, and 431h'.
In this manner, both ends in the longitudinal direction of the plate-like member 431 and both ends in the extending direction of the horizontal plate portion 441b of the first stiffening main body member 4411 are joined to each other via the spacers 442. As a result, a space is secured for the plate-like member 431 to deform downward by the thickness of the spacers 442 on the inner side of the longitudinal direction of the plate-like member 431 relative to the pair of spacers 442. As a result, the stiffening material 44 is prevented from hindering the vertical deformation of the plate-like member 431, and thus the joining mechanism 43 is prevented from substantially preventing the transmission of vertical force between each panel column 41 and the frame beam 22.

The length of the stiffener 44 in the extension direction is approximately the same as the distance between the pair of panel columns 41 (specifically, the widthwise distance between the widthwise inner ends of the pair of panel columns 41). The stiffener 44 is also located at the same height as a part of the pair of panel columns 41 (the upper ends in this example). As a result, even if the pair of panel columns 41 try to approach each other when a horizontal force is applied to the load-bearing panel 4, the panel columns 41 hit the stiffener 44, preventing the gap between the pair of panel columns 41 from narrowing, and thus allowing the gap between the pair of panel columns 41 to be maintained.

Here, the advantages of the stiffener 44 will be described with reference to FIG.
If the load-bearing panel 4 does not have a stiffening member 44 as in the example of Figure 4 above, when a horizontal force (particularly a horizontal force in the in-plane direction of the load-bearing panel 4) is applied to the load-bearing panel 4 in the event of an earthquake or the like, as shown in Figure 11 (a), the distance between a pair of panel columns 41 will narrow, and the plate-shaped member 431 may undergo compressive buckling in the in-plane direction of the load-bearing panel 4. As a result, the connecting member 42 may also undergo compressive buckling, and the horizontal load-bearing force may not be exerted very effectively.
On the other hand, when the load-bearing panel 4 has a stiffening material 44 as in this example shown in Figure 7, when a horizontal force (particularly a horizontal force in the in-plane direction of the load-bearing panel 4) is applied to the load-bearing panel 4 during an earthquake or the like, the stiffening material 44 can maintain the distance between a pair of panel columns 41, as shown in Figure 11 (b), so that compressive buckling of the connecting material 42 can be suppressed and the horizontal load-bearing force can be more effectively exerted.
In this specification, the in-plane direction of the load-bearing panel 4 is a direction parallel to an imaginary plane including a pair of panel columns 41 of the load-bearing panel 4 .

In addition, since the stiffening material 44 in this example has a second stiffening body member 4412 in addition to the first stiffening body member 4411, it has a higher rigidity and is able to more reliably maintain the distance between a pair of panel columns 41.
However, the stiffener 44 does not have to have the second stiffener body member 4412 .

9 , in this example, the stiffening material 44 has a pair of vertical wall portions 443 that are disposed on both sides in the short-side direction of the plate-like member 431 and are configured to restrict deformation in the short-side direction of the plate-like member 431. In this example, the pair of vertical wall portions 443 are formed by a pair of vertical plate portions 441a of the first stiffening main body member 4411.
Here, the advantages of the pair of vertical wall portions 443 of the stiffener 44 will be described with reference to Fig. 12. The left diagram of Fig. 12(a) shows a schematic cross section taken along line A-A in Fig. 4. The left diagram of Fig. 12(b) shows a schematic cross section taken along line CC in Fig. 7.
4, if the load-bearing panel 4 does not have the stiffening member 44 or if the stiffening member 44 does not have a pair of vertical wall portions 443, when the building 1 shakes in the out-of-plane direction of the load-bearing panel 4 in the event of an earthquake or the like, the plate-like member 341 deforms in the short side direction (out-of-plane direction), and the panel column 41 and the frame beam 22 are relatively displaced in the out-of-plane direction, as shown in Fig. 12(a). As a result, the interior/exterior material (interior material and/or exterior material) M joined to the frame beam 22 is dragged by the frame beam 22 and displaced in the out-of-plane direction, and collides with the panel column 41, which may cause damage to the interior/exterior material M.
On the other hand, in the case where the stiffening member 44 has a pair of vertical wall portions 443 as in the present example shown in Figures 7 and 9, when the building 1 sways in the out-of-plane direction of the load-bearing panel 4 in the event of an earthquake or the like, as shown in Figure 12(b), when the frame beam 22 and the plate-like member 431 are displaced in the out-of-plane direction, the plate-like member 431 hits the vertical wall portion 443, and as a result, the panel column 41 deforms so as to tilt in the out-of-plane direction together with the plate-like member 431. As a result, the panel column 41 and the interior/exterior material M tilt in the out-of-plane direction at approximately the same angle, so that damage to the interior/exterior material M can be suppressed.

13 is a drawing for explaining a second modified example of the load-bearing panel 4. As shown in FIG. 13, the joint mechanism 43 may be configured to join each panel column 41 of the load-bearing panel 4 to the foundation beam 32 so as not to transmit a vertical force between each panel column 41 and the foundation beam 32. That is, the joint mechanism 43 may vertically roller-join each panel column 41 of the load-bearing panel 4 to the foundation beam 32. The joint mechanism 43 may also be configured to relatively move each panel column 41 of the load-bearing panel 4 to the foundation beam 32 in the vertical direction. This allows only a vertical force of a magnitude that does not cause the anchor bolts to come out, the foundation beam 32 to break, or the frame beam 22 to break in shear (both of which are brittle breaks that impair the advantage of the high deformation capacity of the rigid frame frame) to act between each panel column 41 and the foundation beam 32 during an earthquake or the like.
Although detailed illustration is omitted, in this case, the plate-shaped member 431 is connected to the lower ends of the column base portions 411 of a pair of panel columns 41, and the mounting portions 434 connect the plate-shaped member 431 to the foundation beam 32.
In this case, the column capital portion 412 of each panel column 41 is pin-connected to the frame beam 22 by one or more (for example, four) fasteners. It is preferable that the cross section of the column capital portion 412 is cruciform.

In the example of FIG. 13, the load-bearing panel 4 may also have a stiffening member 44, as in the examples of FIGS. 7 to 10. In this case, it is preferable that the stiffening member 44 has a configuration obtained by inverting the configuration described above with reference to FIGS. 7 to 10. In other words, the first stiffening body member 4411 is arranged so that its lower side is open, and the second stiffening body member 4412 is positioned above the first stiffening body member 4411 and is open on its upper side. A pair of spacers 442 are arranged below both ends of the horizontal plate portion 441b of the first stiffening body member 4411 in the extension direction, and the plate-like member 431 of the joining mechanism 43 is arranged below the pair of spacers 442.

In each example described in this specification, the stiffener 44 does not have to have a pair of vertical wall portions 443.

In the example of FIG. 7 described above, the stiffener 44 is not joined to the pair of panel columns 41, but is joined to the plate-like member 431 as described above. However, in each example described in this specification, both ends of the stiffener 44 in the extension direction may be joined to the pair of panel columns 41 without being joined to the plate-like member 431. In this case, too, the stiffener 44 can maintain the distance between the pair of panel columns 41 when a horizontal force (particularly a horizontal force in the in-plane direction of the load-bearing panel 4) is applied to the load-bearing panel 4. In this case, too, it is preferable that the stiffener 44 has a pair of vertical wall portions 443.

The following describes the structure of the frame 2 that is suitable for use in combination with the above-mentioned load-bearing panel 4, with reference to Figure 1. Figure 1 shows an example of a frame 2 that is suitable for use in combination with the load-bearing panel 4.

In the example of FIG. 1, the frame 2 is a rigid-frame frame.
Specifically, the structural columns 21 and the structural beams 22 are rigidly connected to each other. In this specification, the term "rigid connection" also includes semi-rigid connection.
In a typical rigid frame structure, the base of the frame column on the first floor is rigidly connected to the foundation, but the frame 2 of this example differs from a typical rigid frame structure in that the base 211 of the frame column 21 on the first floor of the frame 2 is rotatable, that is, it is pin-connected to the foundation 3. This allows the building 1 having this frame 2 to have a simpler structure for the foundation 3, compared to a building equipped with a typical rigid frame structure.
Here, with respect to the column base 211, "rotatable" means that the inflection point height ratio of the column base 211 is 0.3 or less.

It is preferable that the load-bearing panels 4 are provided only on the first floor, and not on the second floor or higher. In this example, on the second floor or higher of the frame 2, the frame columns 21 and the frame beams 22 are rigidly connected, as in a typical rigid frame frame, so the frame 2 has sufficient strength against horizontal forces even without the load-bearing panels 4. On the other hand, on the first floor of the frame 2, unlike a typical rigid frame frame, the column bases 211 of the frame columns 21 are rotatable, so there is a risk that the frame 2 alone will not have sufficient strength against horizontal forces, and it is therefore preferable to supplement the strength against horizontal forces with load-bearing panels 4.

It is preferable that the cross-sectional area of the portion 212 of the frame column 21 of the frame 2 other than the column base portion 211 is larger than the cross-sectional area of the panel column 41 (specifically, the column main body portion 413) of the load-bearing panel 4. By increasing the cross-sectional area of the portion 212 of the frame column 21 other than the column base portion 211 in this way, it is possible to increase the cross-sectional area of the frame beam 22, and thus it is possible to suppress the deflection of the frame beam 22 when walking, earthquakes, wind, etc. occur. In addition, suppressing the deflection of the frame beam is generally required in the "Explanation of Technical Standards Related to the Structure of Buildings" and the like. Here, the cross-sectional areas of the frame column 21, panel column 41, and frame beam 22 refer to the area (area of the flesh part) along the cross-sectional shape in a cross section perpendicular to the extension direction of each of the frame column 21, panel column 41, and frame beam 22, and are intended to exclude the area of the hollow part in the cross section.
From a similar viewpoint, it is preferable that the area second moment of the portion 212 of the structural column 21 of the structural frame 2 other than the column base 211 be greater than the area second moment of the panel column 41 of the load-bearing panel 4 .
From a similar viewpoint, it is also preferable that the plastic section modulus of the portion 212 of the structural column 21 of the structure 2 other than the column base 211 be greater than the plastic section modulus of the panel column 41 of the load-bearing panel 4 .

From the viewpoint of configuring the building 1 to have a total collapse shape, it is preferable that the cross-sectional area of the frame beam 22 is equal to or less than the cross-sectional area of the portion 212 of the frame column 21 other than the column base 211. From the viewpoint of suppressing deflection of the frame beam 22 in the event of an earthquake, wind, or the like, it is more preferable that the cross-sectional area of the frame beam 22 is equal to the cross-sectional area of the portion 212 of the frame column 21 other than the column base 211. From the viewpoint of suppressing deflection of the frame beam 22 in the event of an earthquake, wind, or the like, it is more preferable that the cross-sectional area of the frame beam 22 is greater than the cross-sectional area of the panel column 41 of the load-bearing panel 4.
From the same viewpoint, it is preferable that the second moment of area of the frame beam 22 is equal to or less than the second moment of area of the portion 212 of the frame column 21 other than the column base 211, and it is more preferable that it is equal to the second moment of area of the portion 212 of the frame column 21 other than the column base 211. Also, from the viewpoint of suppressing deflection of the frame beam 22 in the event of an earthquake, wind, or the like, it is preferable that the second moment of area of the frame beam 22 is greater than the second moment of area of the panel column 41 of the load-bearing panel 4.
From the same viewpoint, it is preferable that the plastic section modulus of the frame beam 22 is equal to or less than the plastic section modulus of the portion 212 of the frame column 21 other than the column base 211, and it is more preferable that it is equal to the plastic section modulus of the portion 212 of the frame column 21 other than the column base 211. Also, from the viewpoint of suppressing deflection of the frame beam 22 in the event of an earthquake, wind, or the like, it is preferable that the plastic section modulus of the frame beam 22 is greater than the plastic section modulus of the panel column 41 of the load-bearing panel 4.

For example, it is preferable to use a square steel pipe with a 150mm square for the portion 212 of the structural column 21 other than the base 211, a 250mm H-shaped steel for the structural beam 22, and a square steel pipe with a 80mm square for the panel column 41 (specifically, the main body 413 of the column).

As mentioned above, the load-bearing panel 4 is configured so as not to substantially support the vertical load from the frame beam 22. However, as mentioned above, the deflection of the frame beam 22 can be suppressed by making the cross-sectional area of the portion 212 of the frame column 21 of the frame 2 other than the column base 211 larger than the cross-sectional area of the panel column 41 of the load-bearing panel 4, and thus making it possible to also make the cross-sectional area of the frame beam 22 larger.

In each example described in this specification, the frame 2 is not limited to being two stories high, but may have any number of stories.

The load-bearing panels of the present invention can be used in any type of building, but are particularly suitable for residential buildings.

1 Building 2 Frame 21 Frame column 211 Column base 212 Part of frame column other than the column base 22 Frame beam 22a Flange portion 22h Through hole 3 Foundation 31 Column base foundation 32 Foundation beam 4 Strength panel 41 Panel column 411 Column base 412 Column head 412a Main body 412b Lower horizontal plate 412c Upper horizontal plate 412h Through hole 413 Column main body 42 Connecting member 42a Steel damper 42b Long side member 42c Diagonal side member 42e Horizontal member 42f Connecting piece 43 Joining mechanism 431 Plate-shaped member 431h, 431h' Through hole 432 Horizontal plate 432h Through hole 433 Connection portion 434 Mounting portion 44 Stiffening member 4411 First stiffening main body member (stiffening main body member)
4412 Second stiffening body member (stiffening body member)
441a Vertical plate portion 441b Horizontal plate portion 441h Through hole 442 Spacer 442h Through hole 443 Vertical wall portion Ba, Bb, Bc Fastener M Interior/exterior material

Claims (4)

A pair of panel columns;
A joining mechanism for joining each of the panel columns to a frame beam or a foundation beam of a building ;
A connecting member that connects the pair of panel columns and has a vibration damping mechanism;
A load -bearing panel having a strength against a horizontal force applied to a frame of the building including the frame beam ,
Each of the panel columns is pin-joined to the foundation beam or the frame beam on the vertical opposite side to the side on which the joint mechanism is provided,
The joining mechanism has a plate-like member that is connected to the pair of panel columns and is configured to be deformable in a vertical direction,
The plate-like member is an elongated plate-like member having a longitudinal direction and a lateral direction in a plan view,
The plate-like member has a plate thickness direction oriented in the vertical direction, a longitudinal direction oriented in the horizontal extension direction of the frame beam or the foundation beam, and a short side direction oriented in a direction perpendicular to both the vertical direction and the horizontal extension direction of the frame beam or the foundation beam,
The plate-like member is connected to the pair of panel columns at both ends in the longitudinal direction, and is connected to the vertical lower side of the frame beam or the vertical upper side of the foundation beam between both ends in the longitudinal direction,
The plate-like member is configured as a plate spring capable of deformation in a plate thickness direction, and a space is provided between both ends in the longitudinal direction on the lower or upper side in the vertical direction, and a space is provided on the upper or lower side in the vertical direction at both ends in the longitudinal direction, thereby enabling deformation in the vertical direction,
The load-bearing panel further includes a stiffening member extending along the longitudinal direction of the plate-like member, the stiffening member being provided between the pair of panel columns and configured to maintain the spacing between the pair of panel columns and prevent relative torsional deformation between the pair of panel columns when a horizontal force is applied to the load-bearing panel ,
A load-bearing panel, wherein the stiffening material is arranged on both sides of the plate-shaped member in the short direction and has a pair of vertical wall portions configured to restrict deformation of the plate-shaped member in the short direction . 2. The load-bearing panel of claim 1, wherein the stiffening material comprises a first stiffening main body member having a pair of vertical plate portions as the pair of vertical wall portions extending in the vertical direction, the pair of vertical plate portions being arranged on both sides of the plate-like member in the short direction and configured to restrict deformation of the plate-like member in the short direction, and a horizontal plate portion extending in the horizontal direction and connecting the pair of vertical plate portions . The load-bearing panel of claim 2, wherein both longitudinal ends of the plate-like member and both longitudinal ends of the horizontal plate portion of the first stiffening body member of the stiffener are joined to each other via spacers, and between the longitudinal ends of the plate-like member, the plate-like member and the horizontal plate portion of the first stiffening body member of the stiffener are configured to face each other in a vertical direction and spaced apart from each other . 4. The load-bearing panel according to claim 2 or 3, wherein the stiffening material has a pair of vertical plate portions extending in a vertical direction and a horizontal plate portion extending in a horizontal direction and connecting the pair of vertical plate portions, and further comprises a second stiffening body member connected to the first stiffening body member along the vertical direction.

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