JP6790571B2 - Bearing wall - Google Patents

Description

The present invention relates to a bearing wall.

Patent Document 1 below discloses a bearing wall used in a building such as a steel house or a prefabricated house. The bearing wall described in this document is formed by joining steel plates having a plurality of circular holes arranged at intervals in the vertical and horizontal directions of a building to a panel frame formed in a substantially grid pattern. It is configured. Then, in the bearing wall described in this document, when an earthquake load is applied, a shear stress is generated in the steel plate and an axial force is generated in the panel frame.

Japanese Patent No. 3737368

By the way, the bearing wall needs to satisfy the bearing capacity according to the specifications of each building to which the bearing wall is applied.

In consideration of the above facts, an object of the present invention is to obtain a bearing wall capable of satisfying the required yield strength.

The bearing wall of the first aspect includes a pair of vertical members extending in the vertical direction with an interval in the horizontal direction, which is a direction orthogonal to the longitudinal direction, and a pair of vertical members extending in the vertical direction with an interval in the vertical direction. , A plurality of horizontal members connecting the pair of vertical members in the horizontal direction, a first joint portion joined to the vertical member on one side, a second joint portion joined to the vertical member on the other side, and the pair. Circular openings arranged in a row at regular intervals in the vertical direction between vertical members, a general part which is a flat part where the opening is not formed, and an edge of the opening. an annular rib projecting toward the thickness direction of the main portion is formed with respect to the general portion, and the wall member having, a bearing wall provided with the Ultimate strength of the bearing wall and Q _u, the The horizontal distance between the first joint and the second joint is W, the thickness of the plate material constituting the wall surface material is t, and the yield stress degree of the plate material constituting the wall surface material is σ _y . The ratio of the distance between the centers of the annular ribs adjacent in the vertical direction to the inner diameter of the annular ribs is β, and the maximum number n of the openings arranged between the pair of cross members adjacent in the vertical direction is , Is set to satisfy the following equation (1).

According to the bearing wall of the first aspect, when a load due to an earthquake, wind, or the like acts on a building, the stress in the vertical intermediate portion between one vertically adjacent opening and the other opening in the wall material is increased. Increase. Then, when the load acting on the building exceeds a predetermined load, the portion of the wall surface material where the stress is increased is plastically deformed. As a result, it is possible to absorb the energy input to the building due to an earthquake, wind, or the like. Here, in the invention of the first aspect, the maximum number n of openings arranged between a pair of cross members adjacent to each other in the vertical direction of the building is set so as to satisfy the above formula (1). .. Thus, it is possible to obtain a bearing wall that satisfies the Ultimate Strength Q _u. The horizontal member is a member that connects the upper ends of the pair of vertical members in the horizontal direction, a member that connects the lower ends of the pair of vertical members in the horizontal direction, and a pair of vertical members in the vertical direction. A member that connects the middle part in the horizontal direction. Further, the bearing wall of the first aspect also includes a configuration that does not include a member that connects the intermediate portions of the pair of vertical members in the vertical direction in the horizontal direction.

In the bearing wall of the first aspect, the bearing wall of the second aspect determines the shear buckling stress degree of the general portion between one said opening adjacent to each other in the vertical direction and the other opening τ _a. Let τ _b be the degree of shear buckling stress of the general portion between one of the cross members and the opening adjacent to the cross member in the vertical direction, and the other horizontal member and the horizontal member in the vertical direction. and wherein the shear buckling stress of the general portion tau _c between the adjacent openings, the one adjacent in the vertical direction the annular rib and the other in the vertical direction between the inner edge of the annular rib _Let w be the distance between one of the cross members and the inner edge of the annular rib adjacent to the cross member in the vertical direction, and let w _b be the distance between the other cross member and the cross member. The vertical distance between the annular ribs adjacent to each other in the vertical direction in the vertical direction is w _c, and the vertical distance between the horizontal member and the horizontal member in the vertical direction and the horizontal member in the vertical direction are vertically adjacent to each other. Let H be the distance in the direction, let r be the radius of the opening, pass between one vertically adjacent opening and the other opening, and the inner edge of the one opening and the other. _Let La be the length between the inner edge of one opening and the inner edge of the other opening in the common tangent line passing through the inner edge of the opening, and let θ be the angle between the common tangent line and the vertical direction. The vertical distance between one of the cross members and the opening vertically adjacent to the cross member is h _b1 , and the other cross member and the opening vertically adjacent to the cross member are adjacent to each other. The vertical distance between the first joint and the opening is h _c1 , the horizontal distance between the second joint and the opening is a _b1 , and the horizontal distance between the first joint and the opening is a _b1. and a _c1, E the Young's modulus of the sheet material constituting the wall material, in the case where the Poisson's ratio was [nu, the ultimate strength Q _u is set so as to satisfy the following equation (2) to formula (11) ing.

According to the bearing wall of the second aspect , the ultimate bearing capacity _Qu is set so as to satisfy the above equations (2) to (11). This makes it possible to obtain a bearing wall that satisfies the Ultimate Strength Q _u shape (dimension of members constituting the bearing wall).

The bearing wall of the third aspect includes a plurality of vertical members extending in the vertical direction at intervals in the horizontal direction, which is a direction orthogonal to the longitudinal direction, and extending in the horizontal direction at intervals in the vertical direction. , A plurality of horizontal members that horizontally connect a pair of vertically adjacent vertical members among the plurality of vertical members, and a first of the pair of vertically adjacent vertical members that are joined to the vertical member. Circular openings arranged in a row at regular intervals in the vertical direction between one joint and the second joint joined to the other vertical member and a pair of the vertical members adjacent in the horizontal direction. A portion, a general portion which is a flat portion in which the opening is not formed, an annular rib formed at the edge of the opening and projecting from the general portion in the thickness direction of the general portion, and an annular rib. a load-bearing wall and a plurality of wall members having the Ultimate strength of the bearing wall and Q _u, the interval in the horizontal direction between the first joint and the second joint portion and is W, The thickness of the plate material constituting the wall surface material is t, the yield stress degree of the plate material constituting the wall surface material is σ _y, and the ratio of the distance between the centers of the annular ribs adjacent in the vertical direction to the inner diameter of the annular rib. Is β, the number of the wall surface members is k, and the maximum number n of the openings arranged between the pair of the cross members adjacent to each other in the vertical direction is set so as to satisfy the following equation (12). The bearing wall that was made.

According to the bearing wall of the third aspect, the maximum number n of openings arranged between a pair of cross members adjacent to each other in the vertical direction of the building is set so as to satisfy the above formula (12). .. Thus, it is possible to obtain a bearing wall that satisfies the Ultimate Strength Q _u. The horizontal member is a member that connects the upper ends of the pair of vertical members in the horizontal direction, a member that connects the lower ends of the pair of vertical members in the horizontal direction, and a pair of vertical members in the vertical direction. A member that connects the middle part in the horizontal direction. Further, the bearing wall of the third aspect also includes a configuration that does not include a member that connects the intermediate portions of the pair of vertical members in the vertical direction in the horizontal direction.

Bearing walls of the fourth aspect, in the bearing walls of the third aspect, the shear buckling stress of the general portion between one said opening and the other of the adjacent openings in the vertical direction tau _a Let τ _b be the degree of shear buckling stress of the general portion between one of the cross members and the opening adjacent to the cross member in the vertical direction, and the other horizontal member and the horizontal member in the vertical direction. and wherein the shear buckling stress of the general portion tau _c between the adjacent openings, the one adjacent in the vertical direction the annular rib and the other in the vertical direction between the inner edge of the annular rib _Let w be the distance between one of the cross members and the inner edge of the annular rib adjacent to the cross member in the vertical direction, and let w _b be the distance between the other cross member and the cross member. The vertical distance between the annular ribs adjacent to each other in the vertical direction in the vertical direction is w _c, and the vertical distance between the horizontal member and the horizontal member in the vertical direction and the horizontal member in the vertical direction are vertically adjacent to each other. Let H be the distance in the direction, let r be the radius of the opening, pass between one vertically adjacent opening and the other opening, and the inner edge of the one opening and the other. _Let La be the length between the inner edge of one opening and the inner edge of the other opening in the common tangent line passing through the inner edge of the opening, and let θ be the angle between the common tangent line and the vertical direction. The vertical distance between one of the cross members and the opening vertically adjacent to the cross member is h _b1 , and the other cross member and the opening vertically adjacent to the cross member are adjacent to each other. The vertical distance between the first joint and the opening is h _c1 , the horizontal distance between the second joint and the opening is a _b1 , and the horizontal distance between the first joint and the opening is a _b1. and a _c1, E the Young's modulus of the sheet material constituting the wall material, in the case where the Poisson's ratio was [nu, the ultimate strength Q _u is set so as to satisfy the following expressions (13) to (22) ing.

According to the bearing wall of the fourth aspect , the ultimate bearing capacity _Qu is set so as to satisfy the above equations (13) to (22). This makes it possible to obtain a bearing wall that satisfies the Ultimate Strength Q _u shape (dimension of members constituting the bearing wall).

The bearing wall according to the present invention has an excellent effect that the required bearing capacity can be satisfied.

It is a front view which shows the bearing wall of this embodiment. It is sectional drawing which shows the cross section of the wall material of the bearing wall cut along the line 2-2 shown in FIG. It is a schematic diagram which shows typically the 1st deformation area of a wall material. It is a schematic diagram which shows typically the 2nd deformation area of a wall material. It is a schematic diagram which shows typically the 3rd deformation region of a wall material. It is a schematic diagram which shows typically the pair of openings and the peripheral part thereof in a wall material. It is a front view corresponding to FIG. 1 which shows the virtual stress zone part of a wall material. It is a front view corresponding to FIG. 1 which shows the bearing wall provided with one compression resistance cross member. It is a front view corresponding to FIG. 1 which shows the bearing wall provided with two compression resistance cross members. It is a front view corresponding to FIG. 1 which shows the bearing wall provided with two wall materials. It is a front view corresponding to FIG. 1 which shows a bearing wall provided with two wall members and two compression resistance cross members. It is a front view corresponding to FIG. 1 which shows a bearing wall provided with 2 wall members and 4 compression resistance cross members.

The bearing wall according to the embodiment of the present invention will be described with reference to FIGS. 1 to 7. The arrows VE and HO shown in each figure indicate the vertical direction and the horizontal direction of the building provided with the bearing wall of the present embodiment. In the following explanation, when the vertical direction is used without special mention, the vertical direction of the building is used, and when the horizontal direction is used, the bearing wall is viewed from the front on one side (left side) of the horizontal direction of the building. It shall indicate the other side (right side).

As shown in FIG. 1, the bearing wall 10 of the present embodiment is configured by joining a plate-shaped wall surface material 14 to a frame 12 formed in a rectangular frame shape.

The frame 12 has a pair of vertical members 16 extending in the vertical direction at intervals in the horizontal direction and a pair of vertical members 16 extending in the horizontal direction at intervals in the vertical direction, and the upper ends and lower ends of the pair of vertical members 16 are connected to each other. A pair of cross members 18 and 18 for connecting the above members are provided. In the present embodiment, the vertical member 16 and the horizontal member 18 are steel pipes or shaped steels having a predetermined length, and the vertical member 16 and the horizontal member 18 are joined via welding or a fastening member. Here, the vertical member arranged on the left side of the pair of vertical members 16 is referred to as the first vertical member 16T1, and the vertical member arranged on the right side is referred to as the second vertical member 16T2. Further, the horizontal member 18 that connects the upper ends of the first vertical member 16T1 and the second vertical member 16T2 is referred to as the first horizontal member 18Y1, and the horizontal member that connects the lower ends of the first vertical member 16T1 and the second vertical member 16T2. The material 18 is referred to as a second cross member 18Y2.

The wall surface material 14 is formed by using a substantially rectangular steel plate. The wall surface material 14 is the first vertical member so as to close a rectangular opening formed between the first vertical member 16T1, the second vertical member 16T2, the first horizontal member 18Y1 and the second horizontal member 18Y2. It is joined to 16T1, the second vertical member 16T2, the first horizontal member 18Y1 and the second horizontal member 18Y2. In the present embodiment, a plurality of drill screws are screwed into the left end portion, the right end portion, the upper end portion, and the lower end portion of the wall surface material 14, respectively, so that the left side of the wall surface material 14 is screwed. The end portion, the right end portion, the upper end portion, and the lower end portion are joined to the first vertical member 16T1, the second vertical member 16T2, the first horizontal member 18Y1, and the second horizontal member 18Y2, respectively. ..

More specifically, the portion where the drill screw is screwed in at the left end portion of the wall surface material 14 is referred to as the first joint portion 20, and the portion where the drill screw is screwed in at the right end portion of the wall surface material 14 is defined as the first joint portion 20. 2 Joint portion 22. The first joint portion 20 and the second joint portion 22 are arranged at substantially equal intervals in the vertical direction. Further, the portion where the drill screw is screwed in at the upper end portion of the wall surface material 14 is referred to as the third joint portion 24, and the portion where the drill screw is screwed in at the lower end portion of the wall surface material 14 is referred to as the third joint portion 24. 4 Joint portion 26. The third joint portion 24 and the fourth joint portion 26 are arranged at substantially equal intervals in the horizontal direction. The horizontal distance between the first joint portion 20 and the second joint portion 22 is W, and the horizontal distance between the third joint portion 24 and the fourth joint portion 26 is H.

The wall surface material 14 is formed with a plurality of openings 28 arranged in a row at predetermined intervals in the vertical direction. In the present embodiment, these plurality of openings 28 are formed to have substantially the same inner diameter R (radius r), and the distance d in the vertical direction between the openings 28 adjacent to each other in the vertical direction is substantially the same. It is set to be. Further, in the present embodiment, the distance D between the central axes 28A of the openings 28 adjacent to each other in the vertical direction is the inner diameter R of the opening 28 and the distance a _c1 between the opening 28 and the first joint 20 ( It is set to be shorter than the sum of (see FIG. 5) and the distance _ab1 (see FIG. 4) between the opening 28 and the second joint 22. As a result, when a load in the horizontal direction of the building due to an earthquake or wind acts on the bearing wall 10, the shear stress value of the horizontal intermediate portion between the first joint portion 20 and the opening 28 in the wall surface material 14 and the shear stress value, as well. , The shear stress value of the horizontal intermediate portion between the second joint portion 22 and the opening 28 in the wall surface material 14 is set up and down between one opening 28 and the other opening 28 adjacent to each other in the vertical direction in the wall surface material 14. It is possible to make it lower than the shear stress value in the middle part of the direction.

Here, assuming that the flat portion of the wall surface material 14 in which the openings 28 are not formed is a flat plate portion 30 as a general portion, the minimum length d of the flat plate portions 30 between the openings 28 adjacent to each other in the vertical direction d (adjacent). The distance d) between the openings 28 is the minimum length a _c1 of the flat plate portion 30 between the opening 28 and the first joint portion 20 (distance a _c1 between the opening 28 and the first joint portion 20). And the minimum length a _b1 of the flat plate portion 30 between the opening 28 and the second joint 22 (distance a _b1 between the opening 28 and the second joint 22). There is. The thickness of the plate material constituting the wall surface material 14 is t. That is, the thickness of the flat plate portion 30 is t. Further, the yield stress degree of the plate material constituting the wall surface material 14 is defined as σ _y . The yield stress degree σ _y may be appropriately determined depending on the material of the plate material constituting the wall surface material 14. For example, the yield stress degree σ _y may be based on the yield stress (yield yield point) or proof stress (offset method) based on the JIS Z 2241 metal material tensile test method. Further, the Young's modulus of the plate material constituting the wall surface material 14 is E, and the Poisson's ratio is ν.

As shown in FIG. 2, an annular rib 32 (burring) integrally formed with the flat plate portion 30 is formed on the edge portion 28B of the opening 28. The annular rib 32 projects from the flat plate portion 30 to one side in the thickness direction of the flat plate portion 30 (the side on which the vertical member 16 and the horizontal member 18 (see FIG. 1) are arranged). Further, the radial inner surface of the annular rib 32 is curved in a substantially arc shape in a cross-sectional view, and the radial inner surface of the annular rib 32 is gradually narrowed as the distance from the flat plate portion 30 increases. As a result, the inner diameter of the annular rib 32 gradually decreases as it separates from the flat plate portion 30. In the following description, the "inner diameter φ of the annular rib 32" refers to the inner diameter φ of the portion of the annular rib 32 having the smallest inner diameter. Also, the width of the annular rib 32 (dimension in the radial direction of the annular rib 32) and b _r. Further, the ratio of the distance D between the centers of the annular ribs 32 adjacent in the vertical direction (the distance corresponding to the distance D between the central axes 28A of the openings 28 adjacent in the vertical direction) to the inner diameter φ of the annular ribs 32 is β. And. Then, since the annular rib 32 is formed on the edge portion 28B of the opening 28, the value of the bending stress acting in the vicinity of the edge portion 28B of the opening 28 is set to be adjacent to each other in the vertical direction on the wall surface material 14. It is possible to make it lower than the shear stress value of the intermediate portion in the vertical direction between the opening 28 of the above and the other openings 28.

As shown in FIG. 1, or the number of the wall member 14 which is formed in the opening 28 of the bearing wall 10 described is set in consideration of the required permissible yield strength Q _cr and ultimate strength Q _u. The "allowable proof stress Q _cr " refers to the lower end of the first vertical member 16T1 when the load in the horizontal direction of the building acts on the bearing wall 10 and the stress generated in the wall surface member 14 reaches the elastic limit. The horizontal component of the tensile force F acting in the direction of the line LF connecting the joint with the second horizontal member 18Y2, the upper end of the second vertical member 16T2, and the joint with the first horizontal member 18Y1. is there. Further, the "ultimate yield strength _Qu " is the possessed ultimate yield strength, and in this "ultimate yield strength _Qu ", the load in the horizontal direction of the building acts on the bearing wall 10 and the lower end portion of the first vertical member 16T1. The tensile force F acting in the direction of the line LF connecting the joint portion between the second horizontal member 18Y2 and the upper end portion of the second vertical member 16T2 and the joint portion between the first horizontal member 18Y1 yields the yield strength. It is a component force in the horizontal direction. The "allowable yield strength Q _cr " is the yield strength assuming a large earthquake or a strong typhoon (assuming a horizontal acceleration of 0.2 G in the building), and the "ultimate yield strength Q _u " is the maximum. It is the yield strength assuming an earthquake (assuming a horizontal acceleration of 0.3 G in the building).

In the bearing wall 10 having the above-described configuration, the space between the openings 28 in the wall surface material 14 undergoes shear deformation at substantially the same time. Under this phenomenon, the allowable yield strength Q _cr will be examined.

The permissible yield strength Q _cr is the total value of the shear strengths of 34 between each opening 28 in the wall surface material 14 and 36 between the opening 28 and the third joint 24 arranged on the uppermost side in the wall surface material 14. Is derived from the sum of the value of the shear strength of the wall member 14 and the value of the shear strength of 38 between the opening 28 and the fourth joint 26 arranged on the lowermost side of the wall surface material 14. Specifically, the allowable proof stress Q _cr is the sum of the above values, the horizontal distance W between the first joint portion 20 and the second joint portion 22, and the third joint portion 24 and the fourth joint portion 26. It is calculated as the allowable proof stress in the horizontal direction by multiplying the ratio with the interval H in the vertical direction.

Here, as shown in FIGS. 3 to 5, a virtual region (hereinafter, this region) of a portion (a portion with large deformation) that is deformed (a portion with large deformation) between one opening 28 and the other opening 28 in the wall surface material 14 Is referred to as "first deformation region 40"), and a virtual region (a portion having a large deformation) that is deformed at 36 between the opening 28 arranged on the uppermost side of the wall surface material 14 and the third joint 24. Hereinafter, this region is referred to as a "second deformation region 42"), which is a portion of the wall surface material 14 that is deformed (a portion with a large deformation) between the opening 28 arranged on the lowermost side and the fourth joint 26. A virtual area (hereinafter, this area is referred to as a “third deformation area 44”) is extracted and examined.

As shown in FIG. 3, the inner edge (edge 28B) of the one opening 28 and the other opening 28 pass between one opening 28 and the other opening 28 which are adjacent to each other in the vertical direction. Let LC be the common tangent that passes through the inner edge. The angle between the common tangent LC and the vertical direction is θ. Further, a line extending in the horizontal direction through the contact point S1 between the common tangent line LC and the inner edge of one opening 28 and a line extending in the horizontal direction through the contact point S1 between the common tangent line LC and the inner edge of the other opening 28 are first. Let the virtual line L1. Further, a line connecting the right end of one opening 28 and the right end of the other opening 28, the left end of one opening 28 and the left end of the other opening 28. The line connecting the above is referred to as the second virtual line L2. The region surrounded by the first virtual line L1 and the second virtual line L2 is the first deformation region 40. Note that the common tangent length between the contacts S1 of the inner edge of the contact S1 and the other opening 28 of the inner edge of one opening 28 in the LC was a L _a, first annular vertically adjacent ribs 32 _Let w be the vertical distance between the inner edge of the ring 32 and the inner edge of the other annular rib 32. Moreover, the dimensions in the vertical direction of the first modified region 40 and h _a, the dimension in the lateral direction of the first modified region 40 and a _a. Furthermore, the shear buckling stress level in the first modified region 40 and tau _a. Further, the vertical dimension h _{a of} the first deformation region 40, the horizontal dimension a _a , and the vertical direction between the inner edge of one annular rib 32 adjacent to each other in the vertical direction and the inner edge of the other annular rib 32. interval _{w a} to, the common tangent length between the contact point S1 and the contact point S1 of LC _{L a,} the radius r of the width _{b r} and the opening 28 of the annular rib 32, the following equation (23) to formula It has the relationship shown in (25).

As shown in FIG. 4, the upper left portion of the inner edge of the opening 28 arranged on the uppermost side of the wall surface material 14 and the line corresponding to the above-mentioned common tangent LC (see FIG. 3) (angle formed in the vertical direction). Let the third virtual line L3 be a line extending in the horizontal direction through the contact point S2 with the line). Further, a line extending in the vertical direction through the left end of the opening 28 arranged on the uppermost side of the wall surface material 14 is referred to as a fourth virtual line L4. The region surrounded by the third virtual line L3, the fourth virtual line L4, the second joint portion 22, and the third joint portion 24 is the second deformation region 42. The vertical distance between the third joint portion 24 and the inner edge of the uppermost annular rib 32 is defined as w _b . Further, the vertical dimension of the second deformation region 42 is h _b, and the horizontal dimension of the second deformation region 42 is a _b . Further, the degree of shear buckling stress in the second deformation region 42 is τ _b . Further, the vertical dimension h _{b of} the second deformation region 42, the horizontal dimension a _b , the horizontal distance between the second joint 22 and the opening 28 a _b1 , and the third joint 24 are the most. The vertical distance h _{b1 from} the opening 28 on the upper side and the radius r of the opening 28 have the relationships shown in the following equations (26) and (27).

As shown in FIG. 5, the lower right portion of the inner edge of the opening 28 arranged on the lowermost side of the wall surface material 14 and the line corresponding to the above-mentioned common tangent LC (see FIG. 3) (vertical direction). The line extending in the horizontal direction through the contact point S3 with the line having an angle of θ) is referred to as the fifth virtual line L5. Further, a line extending in the vertical direction through the right end of the opening 28 arranged on the lowermost side of the wall surface material 14 is referred to as a sixth virtual line L6. The region surrounded by the fifth virtual line L5, the sixth virtual line L6, the first joint portion 20, and the fourth joint portion 26 is the third deformation region 44. The vertical distance between the fourth joint 26 and the inner edge of the lowermost annular rib 32 is w _c . Further, the vertical dimension of the third deformation region 44 is h _c, and the horizontal dimension of the third deformation region 44 is a _c . Furthermore, the shear buckling stress level in the third modified region 44 and tau _c. Further, the vertical dimension h _{c of} the third deformation region 44, the horizontal dimension a _c , the horizontal distance between the first joint portion 20 and the opening 28 a _c1 , the fourth joint portion 26 and the most. The vertical distance h _{c1 from} the lower opening 28 and the radius r of the opening 28 have the relationships shown in the following equations (28) and (29).

Then, the allowable proof stress Q _cr is calculated based on the following equations (30) to (33). The following formulas (30) to (33) are quoted from the design standard formulas of the American Iron and Steel Institute (AISI Standard North American Specification for the Design of Cold-formed Steel Structural Members, 2007 Edition, ANSI). See S100-2007, October, 2007).

In this embodiment, in consideration of the case where the load to the right is input to the bearing wall 10, as shown in FIG. 4, the left side of the opening 28 arranged on the uppermost side of the wall surface material 14 The range of the second deformation region 42 is determined by setting the line extending in the vertical direction through the end of the wall member 14 as the fourth virtual line L4, and as shown in FIG. 5, the opening arranged on the lowermost side in the wall surface material 14. The range of the third deformation region 44 was determined by setting the line extending in the vertical direction through the right end of 28 as the sixth virtual line L6. However, the ranges of the second deformation region 42 and the third deformation region 44 may be determined in consideration of the case where the load to the left is input to the bearing wall 10. When the range of the second deformation area 42 and the third deformation area 44 is set in consideration of the case where the load in the right direction is input to the load-bearing wall 10, or when the load in the left direction is input to the load-bearing wall 10. Whether to set the range of the second deformation region 42 and the third deformation region 44 in consideration is on the side where the allowable bearing capacity _Qcr calculated by the above equations (30) to (33) becomes smaller (on the safe side). ) You can set it.

Also, Ultimate Strength Q _u that is required, following by multiplying the ratio between the acceleration to a building contemplated by acceleration and the allowable strength Q _cr to buildings envisaged in the ultimate strength Q _u in acceptable yield strength Q _cr It is expressed by the equation (34) of.

Incidentally, Ultimate Strength Q _u of the bearing wall 10 is correlated with the number n of the openings 28 disposed between the pair of crosspieces 18. Here, the time when the virtual stress band portion 46 shown in FIG. 7 is tensile yield and ultimate strength Q _u of the bearing wall 10. As shown in FIGS. 6 and 7, a line connecting the right ends of the inner peripheral surface (the portion having the inner diameter φ) of each annular rib 32 and a line connecting the left ends are drawn. The 7 virtual line L7 is designated, and the line connecting the upper ends and the lower ends of the 7th virtual line L7 is referred to as the 8th virtual line L8. The region surrounded by the 7th virtual line L7 and the 8th virtual line L8 is the virtual stress zone portion 46. Further, the horizontal dimension of the virtual stress zone portion 46 is the width φ corresponding to the inner diameter φ of the annular rib 32, and the vertical dimension of the virtual stress zone portion 46 is the annular ribs adjacent to each other in the vertical direction. The distance βφ between the 32 is multiplied by the number n of the annular ribs 32 (the number of openings n) to obtain nβφ.

To elaborate on the ultimate strength Q _u, after all between the opening 28 adjacent vertically to shear deformation, further load on the large horizontal direction acts on the bearing wall 10, the virtual stress band portion 46, A tensile force is generated in the direction of the diagonal line LT passing through the two vertices of the virtual stress zone portion 46 (the intersection of the seventh virtual line L7 and the eighth virtual line L8). The inclination angle of the diagonal line LT with respect to the vertical direction is φ / (nβφ) (see also FIG. 6). When the virtual stress band portions 46 and tensile yield point in time the Ultimate Strength Q _u by the tensile force, the relationship between the number n of the ultimate strength Q _u and the opening 28 is represented by the following formula (35) ..

If the above equation (35) is a quadratic equation for 1 / n, it is expressed by the following equation (36).

Further, when the above equation (36) is solved for n, the following equation (37) is obtained.

From the above formula (37), by setting the number n of the openings 28 between the pair of cross members 18 adjacent to each other in the vertical direction on the bearing wall 10 to a range satisfying the following formula (38), the required ultimate situation is achieved. it can be obtained bearing wall 10 to satisfy the yield strength Q _u.

(Action and effect of this embodiment)
Next, the operation and effect of this embodiment will be described.

As shown in FIG. 1, according to the bearing wall 10 of the present embodiment described above, when a load due to an earthquake, wind, or the like acts on the building, 34 between each opening 28 in the wall surface material 14, the uppermost side. The stress of 36 between the opening 28 arranged in the third joint portion 24 and 38 between the opening 28 arranged at the lowermost side and the fourth joint portion 26 is increased. Then, when the load acting on the building exceeds a predetermined load, the portion of the wall surface material where the stress is increased is plastically deformed. As a result, the energy input to the building due to an earthquake, wind, or the like can be absorbed.

Here, in the bearing wall 10 of the present embodiment, the maximum number n of the openings 28 arranged between the pair of cross members 18 adjacent to each other in the vertical direction of the building is set so as to satisfy the above formula (38). by, it is possible to obtain a bearing wall that satisfies the Ultimate strength Q _u.

Further, in the present embodiment, the ultimate proof stress _Qu is calculated by the above-mentioned equations (30) to (34). This makes it possible to obtain the shape of the bearing wall 10 which satisfies the required ultimate strength Q _u a (dimension of members constituting the bearing wall 10).

(Structure with compression resistor cross member)
Next, using FIGS. 8 and 9, the frame 12 of the bearing wall is simply used as a horizontal member in addition to the first vertical member 16T1, the second vertical member 16T2, the first horizontal member 18Y1 and the second horizontal member 18Y2. An example configured to include one or more compression resistance cross members 48 will be described.

In the bearing wall 50 shown in FIG. 8, the bearing wall 50 extends in the left-right direction between the first horizontal member 18Y1 and the second horizontal member 18Y2, and the intermediate portion in the vertical direction of the first vertical member 16T1 and the second vertical member 16T2. A single compression resistance cross member 48 is provided to connect the intermediate portion in the vertical direction of the above. The compression resistance cross member 48 is capable of transmitting a force in the left-right direction, and is configured to be able to resist a force in a direction in which the first vertical member 16T1 and the second vertical member 16T2 are attracted to each other. Further, the compression resistance cross member 48 is not joined to the wall surface material 14, and is separated from the wall surface material 14 in the present embodiment. Further, in the present embodiment, three of the seven openings 28 formed in the wall surface material 14 are arranged between the first cross member 18Y1 and the compression resistance cross member 48, and the rest. The four openings 28 are arranged between the compression resistance cross member 48 and the second cross member 18Y2.

In the bearing wall 52 shown in FIG. 9, two compression resistance cross members 48 extending in the left-right direction are provided between the first cross member 18Y1 and the second cross member 18Y2. The compression resistance cross member arranged on the upper side of the two compression resistance cross members 48 is referred to as the first compression resistance cross member 48Y1, and the compression resistance arranged on the lower side with respect to the first compression resistance cross member 48Y1. The cross member 48 is referred to as a second compression resistance cross member 48Y2. Further, in the present embodiment, two of the seven openings 28 formed in the wall surface material 14 are arranged between the first cross member 18Y1 and the first compression resistance cross member 48Y1. Three openings 28 are arranged between the first compression resistance cross member 48Y1 and the second compression resistance cross member 48Y2, and the remaining two openings 28 are the second compression resistance cross member 48Y2 and the second. It is arranged between the cross member 18Y2.

By the way, similarly to the load-bearing wall 10 described above, when a larger load in the horizontal direction acts on the load-bearing walls 50 and 52 after all of the openings 28 adjacent to each other are sheared and deformed, the cross member 18 and the compression are compressed. Two vertices (7th virtual line L7 and 8th virtual line L8) of the virtual stress zone portion 46 are provided in the virtual stress zone portion 46 of each section between the resistance cross member 48 and the compression resistance cross member 48. A tensile force is generated in the direction of the diagonal line LT passing through the intersection with. The ultimate proof stress of the bearing walls 50 and 52 is the virtual stress zone portion 46 having the largest number of openings 28 in each virtual stress zone portion 46 (or the virtual stress zone portion 46 having the longest diagonal LT length). It is determined by the tensile strength in the direction of the diagonal LT.

Therefore, in the bearing wall 50 shown in FIG. 8, the number n of the openings 28 arranged between the compression resistance cross member 48 and the second cross member 18Y2 is set in a range satisfying the above equation (38). by that, it is possible to satisfy the required ultimate strength Q _u. Further, in the bearing wall 52 shown in FIG. 9, the number n of the openings 28 arranged between the first compression resistance cross member 48Y1 and the second compression resistance cross member 48Y2 satisfies the above-mentioned formula (38). by being set in a range, it is possible to satisfy the required ultimate strength Q _u.

(Structure with multiple wall materials)
Next, a configuration in which a plurality of wall surface materials 14 are provided will be described with reference to FIGS. 10 to 12.

The bearing wall 54 shown in FIG. 10 is configured by joining two wall surface members 14 to the frame 12. The frame 12 of the bearing wall 54 has three vertical members 16 extending in the vertical direction at intervals in the horizontal direction, and the upper end portions and lower end portions of the vertical members 16 extending in the vertical direction at intervals in the vertical direction. A pair of cross members 18 and 18 for connecting the above members are provided. Here, the vertical member arranged on the leftmost side of the three vertical members 16 is referred to as the first vertical member 16T1, the vertical member arranged on the rightmost side is referred to as the third vertical member 16T3, and the first vertical member is defined as the first vertical member. The vertical member 16 arranged between the members 16T1 and the third vertical member 16T3 is referred to as a second vertical member 16T2. Further, the horizontal member 18 connecting the upper ends of the first vertical member 16T1, the second vertical member 16T2, and the third vertical member 16T3 is referred to as the first horizontal member 18Y1, and the first vertical member 16T1, the second vertical member 16T2, and The cross member 18 connecting the lower ends of the third vertical member 16T3 is referred to as a second cross member 18Y2.

Further, two wall surface members 14 arranged adjacent to each other in the left-right direction are joined to the frame 12. The wall surface material 14 arranged on the left side is referred to as a first wall surface material 14H1, and the wall surface material 14 arranged on the right side is referred to as a second wall surface material 14H2.

The first wall surface member 14H1 closes the rectangular opening formed between the first vertical member 16T1, the second vertical member 16T2, the first horizontal member 18Y1 and the second horizontal member 18Y2, so as to close the first vertical member. It is joined to the member 16T1, the second vertical member 16T2, the first horizontal member 18Y1 and the second horizontal member 18Y2. The portion where the drill screw is screwed in at the left end portion of the first wall surface material 14H1 is referred to as the first joint portion 20, and the portion where the drill screw is screwed in at the right end portion of the first wall surface material 14H1. Is referred to as a second joint portion 22. Further, the portion where the drill screw is screwed in at the upper end portion of the first wall surface material 14H1 is referred to as the third joint portion 24, and the drill screw is screwed in at the lower end portion of the first wall surface material 14H1. The portion is referred to as the fourth joint portion 26.

The second wall surface material 14H2 closes the rectangular opening formed between the second vertical member 16T2, the third vertical member 16T3, the first horizontal member 18Y1 and the second horizontal member 18Y2, so as to close the second vertical member. It is joined to the member 16T2, the third vertical member 16T3, the first horizontal member 18Y1 and the second horizontal member 18Y2. Similar to the first wall surface material 14H1, the portion where the drill screw is screwed in at the left end portion of the second wall surface material 14H2 is referred to as the first joint portion 20, and the right end portion of the second wall surface material 14H2. The portion where the drill screw is screwed in is referred to as the second joint portion 22. Further, the portion where the drill screw is screwed in at the upper end portion of the second wall surface material 14H2 is referred to as the third joint portion 24, and the drill screw is screwed in at the lower end portion of the second wall surface material 14H2. The portion is referred to as the fourth joint portion 26.

The first wall surface material 14H1 and the second wall surface material 14H2 are configured in the same manner as the above-mentioned wall surface material 14 (see FIG. 1). In the present embodiment, the first wall surface material 14H1 and the second wall surface material 14H2 are symmetrically configured with the boundary portion between them interposed therebetween. Further, the bearing wall 54 described above has substantially the same configuration as the above-mentioned bearing wall 10 (see FIG. 1) arranged side by side in the left-right direction and joined. The portion of the bearing wall 54 corresponding to the bearing wall 10 shown in FIG. 1 is designated by the same reference numeral as the portion corresponding to the bearing wall 10. Then, in the bearing wall 54, the number n of the openings 28 between the first horizontal member 18Y1 and the second horizontal member 18Y2 takes into consideration the number (two) of the wall surface members 14 in the above formula (38). by being set in a range satisfying the following equation (39) can be satisfied the required ultimate strength Q _u.

Further, the bearing wall 56 shown in FIG. 11 has substantially the same configuration as the bearing wall 50 shown in FIG. 8 joined side by side in the left-right direction, and the bearing wall 58 shown in FIG. 12 is shown in FIG. The structure is almost the same as that of the bearing walls 52 shown in 9 which are joined side by side in the left-right direction. In the bearing wall 56 and the bearing wall 58, the bearing wall 10 shown in FIG. 1, the bearing wall 50 shown in FIG. 8, and the bearing wall 52 shown in FIG. 9 correspond to the bearing wall 10. , 50, 52 and the same reference numerals as the corresponding parts. Then, in the bearing wall 56 shown in FIG. 11, the number n of the openings 28 arranged between the compression resistance cross member 48 and the second cross member 18Y2 is set in a range satisfying the above equation (39). by that, it is possible to satisfy the required ultimate strength Q _u. Further, in the bearing wall 58 shown in FIG. 12, the number n of the openings 28 arranged between the first compression resistance cross member 48Y1 and the second compression resistance cross member 48Y2 satisfies the above equation (39). by being set in a range, it is possible to satisfy the required ultimate strength Q _u.

In the present embodiment, the bearing walls 10, 50, 52, 54, 56, 58 provided with the single wall surface material 14 or the two wall surface materials 14 have been described, but the present invention is not limited thereto. For example, a bearing wall may be constructed by using three or more wall surface materials 14. Here, assuming that the number of the wall surface members 14 is k, the space between the pair of cross members 18 facing each other in the vertical direction, the horizontal members 18 facing each other in the vertical direction and the compression resistance cross members 48 facing each other in the vertical direction. The maximum number n of the openings 28 between the pair of compression resistance cross members 48 may be set within a range satisfying the following equation (40). Also, Ultimate Strength _{Q u} may be calculated by the following equation (41).

Although one embodiment of the present invention has been described above, the present invention is not limited to the above, and can be modified in various ways other than the above within a range not deviating from the gist thereof. Of course.

10 Load-bearing wall 16 Vertical member 18 Horizontal member 20 First joint 22 Second joint 28 Opening 30 Flat plate (general part)
32 Circular rib 48 Compression resistance cross member (cross member)
50 Load-bearing wall 52 Load-bearing wall 54 Load-bearing wall 56 Load-bearing wall

Claims (1)

A plurality of vertical members extending in the vertical direction, which is the longitudinal direction, at intervals in the horizontal direction, which is the direction orthogonal to the longitudinal direction.
A plurality of horizontal members extending horizontally at intervals in the vertical direction and horizontally connecting a pair of vertically adjacent vertical members among the plurality of vertical members.
A pair of the vertical members adjacent to each other in the horizontal direction, the first joint portion joined to the vertical member and the second joint portion joined to the vertical member of the pair of the vertical members adjacent to each other in the horizontal direction. It is formed at the edges of the circular openings arranged in a row at regular intervals in the vertical direction between the materials, the general portion which is a flat portion where the openings are not formed, and the edges of the openings. One or more wall surface materials having an annular rib that protrudes with respect to the general portion in the thickness direction of the general portion.
Equipped with a,
The plurality of horizontal members are the first horizontal member that horizontally connects the upper ends of the pair of vertical members that are adjacent to each other in the horizontal direction among the plurality of vertical members, and the plurality of vertical members that are adjacent to each other in the horizontal direction. A second horizontal member that connects the lower ends of a pair of matching vertical members in the horizontal direction, and a pair of vertical members that are adjacent to each other in the horizontal direction and that connect the intermediate portions in the vertical direction in the horizontal direction. Or including multiple compression resistance crosspieces,
How to design a bearing wall
The Ultimate Strength required of the bearing wall and Q _u,
Let W be the horizontal distance between the first joint and the second joint.
Let t be the thickness of the plate material constituting the wall surface material.
Let the yield stress degree of the plate material constituting the wall surface material be σ _y .
Let β be the ratio of the distance between the centers of the annular ribs adjacent to each other in the vertical direction to the inner diameter of the annular ribs.
Let k be the number of wall materials.
_Let τ _a be the degree of shear buckling stress of the general part between one opening adjacent to each other in the vertical direction and the other opening .
Let τ _b be the degree of shear buckling stress of the general portion between one of the cross members and the openings adjacent to the cross member in the vertical direction .
Shear buckling stress of the general portion between the opening and the other of the crosspiece and the lateral member adjacent vertically and tau _c,
Let w be the vertical distance between one of the annular ribs adjacent to each other in the vertical direction and the inner edge of the other annular rib .
The vertical distance between one of the horizontal members and the inner edge of the annular rib adjacent to the horizontal member in the vertical direction is defined as w _b .
Let w _c be the vertical distance between the other cross member and the inner edge of the annular rib adjacent to the cross member in the vertical direction .
Let H be the vertical distance between one of the horizontal members and the other horizontal member adjacent to the horizontal member in the vertical direction.
Let r be the radius of the opening.
One of the openings in a common tangent that passes between one vertically adjacent opening and the other opening and passes through the inner edge of the one opening and the inner edge of the other opening. _Let La be the length between the inner edge and the inner edge of the other opening .
Let θ be the angle between the common tangent and the vertical direction.
The vertical distance between one of the cross members and the openings adjacent to the cross member in the vertical direction is defined as h _b1 .
The vertical distance between the other horizontal member and the opening vertically adjacent to the horizontal member is h _c1 .
The horizontal distance between the second joint and the opening is _defined as a _b1 .
The horizontal distance between the first joint and the opening is a _c1 .
When the Young's modulus of the plate material constituting the wall surface material is E and the Poisson's ratio is ν,

The Ultimate Strength _{Q u} being the request, set to satisfy the following equation (13) to (22),
Based on the set ultimate proof stress _Qu , the arrangement of the one or more compression resistance cross members is the maximum of the openings arranged between the pair of the cross members adjacent in the vertical direction. The number n is set so as to satisfy the following equation (12) .
How to design a bearing wall.