JP2019157518A - Bearing wall frame structure in ladder shape - Google Patents

Abstract

To provide a bearing wall frame structure in a ladder shape capable of constructing bearing wall frame structures with various widths including a narrow width and constructing a bearing wall with an excellent energy absorption property upon an earthquake.SOLUTION: A bearing wall frame structure 10 is provided with two parallel metallic members 1 to each other and a plurality of lateral members 4 arranged at an interval in the longitudinal direction of the vertical members 1 between the two vertical members 1 and connected on each of the vertical members 1. The lateral member 4 comprises joint parts 3 being composed of two metallic web plates and a metallic dumper 2 arranged between the two joint parts 3 and connected on each of the joint parts 3, where a wider width surface of the web plate is parallely arranged on a structure plane formed with the two vertical members 1 and height of the web plate becomes higher in an end-spreading manner toward a joint end of the vertical members 1 from a joint end of a dumper 2.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a ladder-type load-bearing wall frame.

  For example, in steel-framed houses, pillars made of square steel pipes and beams made of shaped steel such as H-shaped steel form a frame structure as a primary member, and bracing built-in bearing walls against this frame structure Predetermined earthquake resistance is ensured by arranging various types of bearing walls, such as.

  A housing with a frame structure requires a required number of bearing walls for each construction surface, so that the degree of freedom of design tends to be low, and therefore, construction on a narrow site or a modified site is often difficult. Therefore, a method of arranging a narrow load-bearing wall at an appropriate position in the composition surface of the frame structure such as a ramen frame is applied. This narrow bearing wall is 0.5P for a conventional bearing wall of 1P width (P is a module and can be set arbitrarily between 800 mm and 1100 mm, for example, 910 mm width, etc., depending on module design specifications). It is a load-bearing wall with a width or 0.25P width.

  Conventionally, a ladder-type bearing wall has been developed as one form of the narrow bearing wall. The ladder-type bearing wall has two longitudinal members and a transverse member disposed in the vertical direction between the two longitudinal members, and the transverse member is connected to the longitudinal member via a backing plate. (For example, refer to Patent Document 1). In this ladder-type bearing wall, a shear yield-inducing hole is provided in the cross member so as to promote the shear yield of the cross member when an excessive horizontal force acts during a large earthquake.

JP 2014-47469 A

  However, in the ladder-type bearing wall described in Patent Document 1, the contact plate interposed between the longitudinal member and the transverse member may be deformed prior to the transverse member with respect to the horizontal force at the time of the earthquake. There is a risk that the amount of energy absorbed during earthquakes will decrease. In addition, it is conceivable that the vertical member is bent and deformed, and the rigidity of the bearing wall may be significantly reduced due to the bending deformation of the column.

  The present invention has been made in view of the above-described problems, and can form a load-bearing wall frame having various widths including a narrow width, and can form a load-bearing wall having excellent energy absorption during an earthquake. The purpose is to provide a mold bearing wall.

In order to achieve the above object, one aspect of the ladder-type load-bearing wall frame according to the present invention includes two metal longitudinal members parallel to each other, and
A ladder-type load-bearing wall frame having a plurality of cross members disposed between the two vertical members at intervals in the longitudinal direction of the vertical members and connected to the vertical members,
The cross member has a connecting portion composed of two metal web plates, and a metal damper disposed between the two connecting portions and connected to the connecting portions, The wide surface of the web plate is disposed in parallel to the construction surface formed by the two vertical members,
The height of the web plate is widened toward the end of connection with the longitudinal member from the end of connection with the damper.

  According to this aspect, the plurality of cross members disposed between the two vertical members are provided with a damper in the center, and the damper has a wide surface in the left and right direction so as to widen from the damper side toward the vertical material side. By connecting to the vertical member through a connecting part consisting of a web plate that increases the height of the column, the shear force caused by the horizontal force during a large earthquake is increased while increasing the stiffening effect of the column. Can be intensively burdened. In other words, the cross member that forms the conventional ladder-type load-bearing wall frame is, for example, a shape steel material such as channel steel, which is horizontally arranged. In the event of a large earthquake, there is a possibility that bending deformation will occur in the longitudinal members, which is a factor in reducing the seismic energy absorption. In addition, a structure in which a cross member made of channel steel or the like is connected to a vertical member through a contact plate is generally used. It becomes a factor of decline.

  In the ladder-type load-bearing wall frame of this aspect, the bending rigidity of the connection between the longitudinal member and the transverse member where the bending moment is dominant and the periphery thereof is the shape of the end of the metal (particularly steel) web plate forming the transverse member. By being enhanced by the region, the bending strength of the connecting portion and its periphery is improved, and the bending deformation of the longitudinal member can be effectively suppressed. In this aspect, increasing the bending rigidity of the longitudinal member also means that the rigid region of the longitudinal member is expanded by the end-spreading region of the web plate. As a result, the web plate can be prevented from being deformed out of plane due to bending, and the shear force caused by the horizontal force is concentrated on the damper without damaging the web plate due to the horizontal force during a large earthquake. be able to. Therefore, it is possible to effectively absorb the seismic energy at the time of a large earthquake while shearing and deforming the damper without bending and yielding the web plate forming the longitudinal member and the transverse member. From these facts, in the event of a large earthquake, high seismic performance is imparted to the vertical structural surface of a building in which this ladder-type load-bearing wall frame is incorporated without damaging the structural members of the ladder-type load-bearing wall frame. Can do.

  Here, the vertical member can be formed of a square steel pipe or the like. Further, the left and right connecting portions forming the cross member can be formed from a steel plate. Furthermore, various dampers such as viscoelastic dampers, viscous dampers, and elastoplastic dampers can be used as the dampers incorporated between the left and right connecting portions in addition to the shape steel materials such as the grooved steel and the H-shaped steel.

  The ladder-type load-bearing wall frame of this aspect has an appropriate width (1P width to 0.25P width) inside a rigid frame structure (a gate-type frame structure in which columns and beams are rigidly connected) that forms a vertical structure surface of a building. The ladder-type load-bearing wall frame formed in the above-described structure may be incorporated. Alternatively, the ladder-type load-bearing wall frame of the present embodiment may be applied as a column forming the gate-type frame.

  In another aspect of the ladder-type load-bearing wall frame according to the present invention, the connecting portion includes the web plate and flange plates connected to upper and lower ends of the web plate.

  According to this aspect, the flange plate is connected to the upper and lower sides of the web plate, so that the bending rigidity and shear rigidity of the joint portion are increased, and the shear force due to the horizontal force at the time of a large earthquake is further applied to the damper. It can be intensively burdened.

  According to another aspect of the ladder-type load-bearing wall frame according to the present invention, the upper side and the lower side of the wide surface of the web plate have a curved line shape, and the curved line shape faces the connection end with the longitudinal member. And asymptotically approaching the longitudinal direction of the longitudinal member.

  According to this aspect, the rigid area of the connecting portion between the vertical member and the cross member (web plate) can be widened without making the area of the wide surface of the web plate too large. This can be easily understood when compared with, for example, a web plate that spreads out in a tapered shape. Compared to a web plate that spreads out in a taper shape, the area of the web plate can be reduced as much as possible. On top of that, the width of the end spread (height of the end of the web plate) is increased by the desired amount of rigidity. Can be expanded. Therefore, it is possible to obtain a further excellent stiffening effect of the vertical member, and to suppress as much as possible the material cost of the web plate having a wide end surface that widens from the damper side toward the vertical member side.

Further, in another aspect of the ladder-type load-bearing wall frame according to the present invention, the wide surface of the web plate has a trapezoidal shape having two inclined sides, an upper base, and a lower base,
The inclined side of the web plate and the two upper and lower flange plates are continuous through a bent portion, and the upper base and the lower base are also connected to a metal backing plate through the bent portion. In this state, the adjacent flange plate and the contact plate are connected to each other through a welded portion, and both corresponding plates are connected to the longitudinal member and the damper.

  According to this aspect, for example, by cutting one piece of steel plate material, a high-rigidity connecting portion having four sides of a trapezoid, and a flange plate and a contact plate continuous to the four sides is manufactured. Can do. In this connecting portion, in the state where the flange plate and the contact plate are bent at 90 degrees with respect to each side of the trapezoidal web plate, the contact sides of the adjacent flange plate and contact plate are welded to each other. A box-shaped connecting portion can be formed. Thus, for example, for a trapezoidal web plate, two flange plates and two contact plates are welded to the corresponding sides of the web plate, respectively, and the contact sides of adjacent web plates and contact plates are also connected to each other. Compared with the case where a box-shaped joint is manufactured by welding, the welding length can be remarkably shortened, and the manufacturing cost can be reduced.

  In another aspect of the ladder-type load-bearing wall frame according to the present invention, the damper is a damper made of a steel material having a cross-sectional shape perpendicular to the longitudinal direction of the cross member.

  According to this aspect, by applying a damper having a cross-sectional shape orthogonal to the longitudinal direction of the cross member made of a steel material of Σ type, the manufacturing cost is suppressed as much as possible, and the damper having excellent seismic energy absorption is obtained. A ladder-type load-bearing wall frame is obtained. Since the Σ-type steel material has a diagonal material (an intermediate material between a vertical material and a horizontal material) in the center, this diagonal material has a vertical support performance that the vertical material has and a horizontal direction that the horizontal material has. It will have both deformation performance. Therefore, it is possible to effectively absorb the seismic energy with strength and suppleness against excessive horizontal force during a large earthquake. In particular, since the damper is made of a steel material and has a Σ-shaped cross section, its manufacturing cost is significantly lower than various dampers such as a viscoelastic damper, a viscous damper, and an elastoplastic damper.

  As can be understood from the above description, according to the ladder-type load-bearing wall frame of the present invention, it is possible to form a load-bearing wall frame with various widths including narrow widths, and to provide a ladder-type load-bearing with excellent energy absorption during an earthquake. A wall frame can be provided.

It is a figure which shows the front view of the ladder type load-bearing wall frame which concerns on 1st Embodiment with the bending moment figure at the time of the horizontal force at the time of an earthquake acting. (A) is the perspective view which expanded the one cross member and the vertical member in the ladder type load-bearing wall frame which concerns on 1st Embodiment, (b) is a bb arrow line view of Fig.2 (a). FIG. It is a front view which shows an example of the vertical composition surface in which the ladder type load-bearing wall frame which concerns on 1st Embodiment was integrated. It is the perspective view which expanded one cross member and the vertical member in the ladder type load-bearing wall frame which concerns on 2nd Embodiment. It is a figure which shows the modification of the connection part which forms the ladder type load-bearing wall frame which concerns on 2nd Embodiment with a manufacturing method. It is a front view of the ladder type load-bearing wall frame concerning a 3rd embodiment. It is the perspective view which expanded one cross member and the vertical member in the ladder type load-bearing wall frame concerning a 3rd embodiment.

  Hereinafter, the ladder-type load-bearing wall frame according to each embodiment will be described with reference to the accompanying drawings. In addition, in this specification and drawing, about the substantially same component, the duplicate description may be abbreviate | omitted by attaching | subjecting the same code | symbol.

[Ladder-type load-bearing wall structure according to the first embodiment]
First, with reference to FIG.1 and FIG.2, the ladder type load-bearing wall frame which concerns on 1st Embodiment is demonstrated. Here, FIG. 1 is a diagram showing a front view of the ladder-type load-bearing wall frame according to the first embodiment, together with a bending moment diagram when a horizontal force acts during an earthquake. FIG. 2A is an enlarged perspective view of one cross member and a vertical member in the ladder type load-bearing wall frame according to the first embodiment, and FIG. 2B is a perspective view of FIG. It is a bb arrow line view. A ladder-type load-bearing wall frame 10 shown in FIG. 1 is arranged between two longitudinal members 1 parallel to each other and an interval in the longitudinal direction of the longitudinal member 1 between the two longitudinal members 1. A plurality of cross members 4 (three in the illustrated example) connected to the material 1. The vertical member 1 is formed from a square steel pipe, and a base plate 1a fixed to the foundation is fixed to the square steel pipe by welding or the like at the lower end.

  The cross member 4 has a connecting portion made of a steel web plate 3 and a steel damper 2 disposed between the two connecting portions 3 and connected to each connecting portion 3. The web plate 3 forming the cross member 4 is connected to the backing plate 5 by welding, and the backing plate 5 is connected to the longitudinal member 1 by welding. As described above, the plurality of cross members 4 arranged at intervals in the vertical direction between the vertical members 1 can also be referred to as a binding material. In this specification, “welding” depends on the strength and joining mode (rigid connection, pin connection) required for the connection, such as groove welding (complete penetration welding, partial penetration welding) and fillet welding. Shows the appropriate welding selected.

  The web plate 3 has a wide surface arranged in parallel with a construction surface formed by two longitudinal members 1. As shown in FIGS. 1 and 2, the shape of the wide surface of the web plate 3 is such that the height of the web plate 3 is widened from the connection end with the damper 2 toward the connection end with the longitudinal member 1. It is high. The example shown in FIG.1 and FIG.2 is exhibiting the trapezoid shape from which the upper and lower sides of the wide surface of the web plate 3 are taper-shaped, and the end spreads. The connection plate 2a at the end of the damper 2 is connected to the upper base of the trapezoid (the short side of the parallel sides) by welding. As shown in FIGS. 1 and 2, the cross member 4 having the damper 2 at the center and the connecting portion 3 having a trapezoidal shape on the left and right wide surfaces thereof has a butterfly shape in front.

  As shown in FIGS. 2A and 2B, the damper 2 is a damper made of steel whose cross-sectional shape perpendicular to the longitudinal direction of the cross member 4 forms a Σ shape. Since such a Σ-type damper 2 (Σ-type device) has a diagonal material (an intermediate material between a vertical material and a horizontal material) in the center, the diagonal material has a vertical rigidity that the vertical material has, It will have the performance of both the horizontal deformation capability of the horizontal material. Therefore, it is possible to effectively absorb the seismic energy with strength and suppleness against excessive horizontal force during a large earthquake. In particular, since the damper is made of a steel material and has a Σ-shaped cross section, its manufacturing cost is significantly lower than various dampers such as a viscoelastic damper, a viscous damper, and an elastoplastic damper.

  As shown in the bending moment diagram of FIG. 1, when a horizontal force H at the time of an earthquake acts on the ladder type load bearing wall structure 10, both the longitudinal member 1 and the transverse member 4 A large bending moment can occur at the end. Although it is not a general earthquake, it can be the same bending moment distribution even in the case of a large earthquake that occurs only rarely, but since the magnitude of the bending moment is much larger than in a general earthquake, the longitudinal members are bent excessively. Deformation can lead to a plastic zone. In the ladder-type load-bearing wall frame 10, the connecting portion 3 forming the cross member 4 is widened toward the connecting portion with the vertical member 1 so that the width of the wide surface is increased. The rigid area of the joint of 2 becomes wide. In this way, by extending the rigid region from the connection portion with the web plate 3 in the longitudinal member 1, the bending span in the longitudinal member 1 is shortened, and the bending rigidity of the longitudinal member 1 is increased.

  Further, since the web plate 3 has a divergent shape toward the connecting portion with the longitudinal member 1, the bending rigidity of the web plate 3 is also increased, and the surface of the web plate 3 resulting from the horizontal force acting during the earthquake is acting. Deformation to the outside is also suppressed. Accordingly, it is possible to concentrate the shear force caused by the horizontal force on the damper 2 without damaging the web plate 3 due to the horizontal force at the time of a large earthquake. For these reasons, the ladder-type load-bearing wall frame 10 effectively reduces the earthquake energy during a large earthquake while bending the damper 2 intensively without bending and shearing the longitudinal members 1 and the web plate 3. Can be absorbed into.

  As apparent from FIGS. 1 and 2, the rigid region of the longitudinal member 1 can be freely adjusted by adjusting the inclination angle of the upper and lower sides of the web plate 3 having a divergent shape toward the longitudinal member 1 as desired. it can. As the inclination angle of the upper and lower sides of the web plate 3 from the horizontal direction is increased, the area of the wide surface of the web plate 3 is increased, and the rigid area of the longitudinal member 1 is also increased. On the other hand, the material cost of the web plate 3 is To rise. Therefore, it is preferable to set the area (inclination angle of the upper and lower sides) of the wide surface of the web plate 3 in consideration of both the material cost of the wavelet 3 and the stiffening effect of the longitudinal member 1 and the transverse member 4.

  Next, with reference to FIG. 3, an example of the vertical construction surface of the building in which the ladder-type load-bearing wall frame 10 is incorporated will be described. Here, FIG. 3 is a front view showing an example of a vertical surface of a building in which the ladder-type load-bearing wall frame 10 is incorporated. The vertical structural surface of the illustrated example has a structural frame structure having two structural columns 21 and a large beam 22 rigidly connected to the structural columns 21 by welding or the like in one structural surface of a steel frame construction method building. 20 is formed. A ladder-type load-bearing wall frame 10 having a predetermined width B is incorporated in the shaft frame 20. An end plate (not shown) fixed to the upper end of the vertical member 1 of the ladder-type load-bearing wall frame 10 is connected to a lower flange of the H-shaped steel forming the large beam by a plurality of medium bolts. On the other hand, the base plate 1a at the lower end of each longitudinal member 1 forming the ladder-type load-bearing wall frame 10 is placed on the concrete base 30 and is upward from the base 30 with respect to the bolt holes opened in the base plate 1a. The protruding anchor bolt 31 is inserted and nut-tightened, whereby the ladder type load bearing wall frame 10 is fixed to the foundation 30.

  The predetermined width B of the ladder-type load-bearing wall frame 10 is a normal 1P width (P indicates a module, for example, 910 mm width can be arbitrarily set according to module design specifications), 0.5P width, 0.25P width, etc. Can be set to various widths. In particular, by applying the ladder-type bearing wall structure 10 having a narrow width such as 0.25P width, the opening area of the frame structure 20 can be widened, and the building has a high degree of design freedom. In addition to the width B of the ladder-type load-bearing wall frame 10, the position of the ladder-type load-bearing wall frame 10 in the shaft frame 20 can be set as appropriate. In addition, a plurality of ladder-type load-bearing wall frames 10 may be disposed in the shaft frame 20 and, at that time, the width B of each ladder-type load-bearing wall frame 10 may be changed.

  The vertical structural surface 20 of the building having the ladder-type load-bearing wall frame 10 is damaged when a horizontal force in the event of a large earthquake acts on the vertical structural surface 20. The shearing force resulting from this horizontal force can be intensively borne on the damper 2 without doing so. Therefore, it becomes the vertical construction surface 20 which has high seismic performance, and the building which provided such a vertical construction surface 20 on the other outer wall surface or inner wall surface becomes a building excellent in seismic energy absorption.

[Ladder-type load-bearing wall structure according to the second embodiment]
Next, with reference to FIG. 4, the ladder type load-bearing wall frame according to the second embodiment will be described. Here, FIG. 4 is an enlarged perspective view of one cross member and a vertical member in the ladder-type load-bearing wall frame according to the second embodiment, and corresponds to FIG. Accordingly, the ladder-type load-bearing wall frame according to the second embodiment is also provided with, for example, three cross members at intervals in the vertical direction.

  The ladder-type load-bearing wall frame 10A shown in FIG. 4 is different from the ladder-type load-bearing wall frame 10 in that the connecting portion 3A forming the cross member 4A has flange plates 3b above and below the web plate 3a. The web plate 3 a has a wide surface with a height increasing from the connecting portion with the damper 2 toward the connecting portion with the longitudinal member 1. The flange plate 3b is connected by welding so as to protrude from the left and right sides of the web plate 3a at the upper and lower ends of the web plate 3a. The flange width of the flange plate 3b is preferably set to be equal to or less than the width of the square steel pipe forming the longitudinal member 1, for example.

  Thus, by connecting the flange plates 3b above and below the web plate 3a, the bending rigidity and shear rigidity of the connecting portion 3A are further enhanced. Therefore, the shearing force resulting from the horizontal force at the time of a large earthquake can be borne more intensively on the damper 2.

<Modification>
Next, with reference to FIG. 5, the modification of the connection part which forms the ladder type load-bearing wall frame which concerns on 2nd Embodiment is demonstrated. Here, FIG. 5 is a view showing a modified example of the connecting portion forming the ladder type load-bearing wall frame according to the second embodiment together with the manufacturing method. As shown in the upper diagram of FIG. 5, one steel plate P is cut along a cutting line CL to take out a connecting portion before assembly.

  The connecting portion taken out by the cutting process includes a web plate 3 a having a trapezoidal wide surface, two flange plates 3 b ′ continuous with a taper side of the web plate 3 a via a bending line BL, and a web plate 3 a. The trapezoidal upper and lower bases respectively have contact plates 3c and 3d that are continuous via a folding line BL.

  A box-shaped joint is formed by bending the flange plate 3b 'and the contact plates 3c and 3d at 90 degrees with respect to the web plate 3a at each folding line BL at the joint taken out by cutting. Is done. Then, as shown in the lower diagram of FIG. 5, by connecting the contact portions of the flange plate 3 b ′ and the contact plates 3 c, 3 d that are in contact with each other in the bent state by the welded portion W, the lower diagram is shown. Thus, the box-shaped connecting portion 3A ′ is manufactured.

  Unlike the joint 3A shown in FIG. 4, the flange 3b ′ is not disposed at the center of the tapered end of the web plate 3a in the joint 3A ′. However, since the flange plate 3b 'is connected to the tapered upper and lower ends of the web plate 3a in the connecting portion 3A', a highly rigid connecting portion 3A 'is formed. Here, the relatively small area contact plate 3 c is connected to the damper 2, and the other contact plate 3 d is connected to the longitudinal member 1.

  Further, the connecting portion 3A ′ is manufactured by the manufacturing method shown in the drawing, for example, two flange plates and two contact plates are welded to the corresponding sides of the web plate, respectively, with respect to the trapezoidal web plate. In addition, the welding length can be significantly shortened compared with the case where a contact portion between the adjacent web plate and the backing plate is also welded to produce a box-shaped joint, and the production cost of the joint 3A ′ is reduced. Can be reduced.

[Ladder-type load-bearing wall structure according to the third embodiment]
Next, with reference to FIG.6 and FIG.7, the ladder type load-bearing wall frame which concerns on 3rd Embodiment is demonstrated. Here, FIG. 6 is a front view of the ladder-type load-bearing wall frame according to the third embodiment. FIG. 7 is an enlarged perspective view of one cross member and a vertical member in the ladder-type load-bearing wall frame according to the third embodiment, corresponding to FIGS. 2 (a) and 4. The ladder type load-bearing wall frame 10B shown in FIGS. 6 and 7 has a curved line shape in the upper and lower sides of the wide surface of the web plate 3e in the connecting portion 3B forming the cross member 4B. Is different from the ladder-type load-bearing wall frame 10A in that it has a configuration that gradually approaches the longitudinal direction of the longitudinal member 1 toward the connection end with the longitudinal member 1. Furthermore, it also differs from the ladder-type load bearing wall frame 10A in that it has upper and lower flange plates 3f showing a planar shape (curved shape) complementary to the linear shape of the upper and lower sides of the web plate 3e.

  As shown in the figure, the web plate 3e has a curved linear shape at the upper and lower sides of the wide surface, so that the rigid area of the connecting portion with the longitudinal member 1 can be widened without increasing the area of the wide surface too much. it can. That is, for example, the size of both areas can be easily understood as compared with a web plate that spreads out in a tapered shape, but a tapered web plate that passes through the upper and lower end points where the illustrated web plate 3e is connected to the longitudinal member 1 is shown. Recalling the area, it can be understood that there is a large area difference from the illustrated web plate 3e.

  FIG. 6 illustrates a rigid region formed by the connecting portion 3B. As is clear from the rigid region of the ladder-type load-bearing wall frame 10 shown in FIG. 1, the web plate 3e extends further in the longitudinal direction of the longitudinal member 1, so that the longitudinal member corresponds to the extension of the web plate 3e. The rigid zone of 1 can be further expanded. And by extending the rigid region of the longitudinal member 1 in this way, the bending rigidity of the longitudinal member 1 is further enhanced, and the risk of the longitudinal member 1 being bent and deformed to yield in the event of a large earthquake is further reduced. Can do.

  From the above, by applying the cross member 4B having the connecting portion 3B, a further excellent stiffening effect for the vertical member 1 is obtained, and the shape of the divergent shape from the damper 2 side toward the vertical member 1 side is obtained. The material cost of the web plate 3e having a wide surface can be suppressed as much as possible. Although not shown, a ladder-type load-bearing wall frame having the web plate 3e shown in FIGS. 6 and 7 and having a connecting portion without the upper and lower flange plates 3f may be used.

  Other embodiments in which other components are combined with the configurations described in the above embodiments may be used, and the present invention is not limited to the configurations shown here. This point can be changed without departing from the spirit of the present invention, and can be appropriately determined according to the application form.

  1: vertical member, 1a: base plate, 2: damper, 2a: connecting plate, 3: connecting part (web plate), 3A, 3A ′, 3B: connecting part, 3a, 3e: web plate, 3b, 3b ′, 3f : Flange plate, 3c, 3d: backing plate, 4, 4A, 4B: cross member, 5: backing plate, 10, 10A, 10B: ladder-type bearing wall, 20: vertical construction surface (shaft construction 20), 21 : Through pillar, 22: Large beam, 30: Foundation, 31: Anchor bolt, 32: Nut, W: Welded part, P: Plate, CL: Cutting line, BL: Bending line

Claims (5)

Two metal vertical members parallel to each other,
A ladder-type load-bearing wall frame having a plurality of cross members disposed between the two vertical members at intervals in the longitudinal direction of the vertical members and connected to the vertical members,
The cross member has a connecting portion composed of two metal web plates, and a metal damper disposed between the two connecting portions and connected to the connecting portions, The wide surface of the web plate is disposed in parallel to the construction surface formed by the two vertical members,
A ladder-type load-bearing wall frame, characterized in that the height of the web plate increases in a divergent shape from the connection end with the damper toward the connection end with the longitudinal member.   The ladder type load-bearing wall frame according to claim 1, wherein the connecting portion includes the web plate and a flange plate connected to upper and lower ends of the web plate.   The upper and lower sides of the wide surface of the web plate have a curved line shape, and the curved line shape gradually approaches the longitudinal direction of the longitudinal member toward the connection end with the longitudinal member. The ladder-type load-bearing wall frame according to claim 1 or 2. The wide surface of the web plate has a trapezoidal shape having two inclined sides, an upper base and a lower base,
The inclined side of the web plate and the two upper and lower flange plates are continuous through a bent portion, and the upper base and the lower base are also connected to a metal backing plate through the bent portion. 2. The flange plate and the contact plate adjacent to each other in the formed state are connected via a welded portion, and both corresponding plates are connected to the longitudinal member and the damper. Or the ladder type load-bearing wall frame as described in 2.   5. The ladder-type load-bearing wall frame according to claim 1, wherein the damper is a damper made of a steel material having a Σ-type cross section perpendicular to the longitudinal direction of the cross member. .

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