JP7157475B2 - Load-bearing wall structure of wooden structure building and load-bearing wall construction method - Google Patents

Description

TECHNICAL FIELD The present invention relates to a load-bearing wall structure and a load-bearing wall construction method for a wooden structure building. The present invention relates to a load-bearing wall structure of a wooden structure building that can be improved and a load-bearing wall construction method.

As construction methods for relatively small-scale buildings such as residential buildings, the wooden frame construction method has a long history, the wooden frame wall construction method for wall structures has been popular since the 1970s, the steel frame construction method has been popular since the 1960s, The steel house construction method and the like, which are becoming popular in recent years, are known. The wooden frame construction method is a method of constructing a wooden frame structure by generally assembling timbers with square cross sections as columns and beams, and is the most popular conventional construction method in Japan. The wooden frame wall construction method is also called the two-by-four construction method, and is ``a method of installing walls and floor slabs by attaching structural plywood or other similar materials to a framework using wood'' (Ministry of Land, Infrastructure, Transport and Tourism notification No. 2002). 1540 and 1541). The steel framework construction method is a method of constructing a steel structure framework by assembling steel materials that constitute columns, beams, braces, and the like. Conceptually, the steel house construction method replaces the wooden framing materials of the wooden frame wall construction method with lightweight shaped steel. It is a steel structure frame wall construction method. In addition, as other structures related to small-scale buildings, reinforced concrete structures such as rigid-frame structures or wall structures are known.

Small-scale buildings in Japan are known to have a wide variety of structures as described above. Below, as a technique related to the present invention, the seismic performance of wooden structures will be described.

In general, construction methods for wooden structures are roughly classified into wooden frame construction methods and wooden frame wall construction methods. Due to the effects of large-scale earthquakes in recent years, studies on the earthquake resistance of wooden structures have received particular attention in recent years in Japan. In the practice of architectural design in Japan, as an indicator of the strength of a wooden structure building that can withstand short-term horizontal loads (seismic force, wind pressure, etc.), the length of a load-bearing wall that is effective in terms of structural strength length) is generally used (Patent Document 1: Japanese Unexamined Patent Application Publication No. 2001-227086). For the calculation of the framing length, the wall scale factor corresponding to the structure of the load-bearing wall is used. The wall magnification is an index of the seismic performance or bearing capacity of a load-bearing wall, and the larger the value, the greater the seismic strength. When a specific number of load-bearing walls are to be used in the design, the earthquake resistance of the entire building can be improved by adopting a load-bearing wall structure with a relatively high wall magnification. In other words, in Japan, a wooden structure building requires the wall volume required by the Building Standards Law to exhibit the required earthquake resistance, and the strength of a wooden building that can withstand short-term horizontal loads depends on the wall ratio of the load-bearing wall. is proportional to the value obtained by multiplying the wall length by the wall length, and in normal architectural design, the amount of existing walls (frame length of load-bearing wall x wall magnification) that is greater than the required wall amount is secured in the design in both the beam direction and the girder direction. There is a need. In general, if a load-bearing wall structure with a relatively large wall ratio is adopted, the number of load-bearing walls (the number of installation locations) can be reduced and the degree of freedom in design can be improved. , the number of load-bearing walls (the number of installation locations) increases, and the degree of freedom in design decreases. Therefore, a wall structure with a large wall magnification is advantageous in improving the degree of design freedom and earthquake resistance of a building.

The wall ratio of general-purpose wooden load-bearing walls that have been used in Japan for many years is stipulated in Article 46 of the Building Standards Law Enforcement Ordinance and Ministry of Construction Notification No. 1100 (June 1, 1981). . On the other hand, for many recent load-bearing walls that do not belong to such general-purpose wall structures, it is necessary to determine the wall ratio based on the approval of the Minister of Land, Infrastructure, Transport and Tourism as stipulated in Table 1 (8) of paragraph 4 of the same article. . For this reason, it is necessary to set the wall ratio for many wooden structure load-bearing walls that have been constructed in recent years based on performance tests conducted by designated performance evaluation organizations.・It is described in detail in the “Wooden load-bearing wall and its magnification performance test/evaluation work method manual” published by the inspection agency.

As described in many documents such as "Wooden load-bearing walls and their magnification performance test and evaluation work method manual", the performance test to determine the wall magnification of wooden structural load-bearing walls is the in-plane shear test of load-bearing walls. is. In this test, a predetermined horizontal load is repeatedly applied to a load-bearing wall specimen, and the relationship between the horizontal load and the shear deformation angle is obtained. The wall magnification is the horizontal It is the value obtained by calculating the short-term allowable shear strength based on the load and the shear deformation angle and dividing it by the predetermined strength (wall length (m) x 1.96 (kN/m)). Therefore, the wall magnification is a value obtained by dividing the short-term allowable shear strength by the reference value and converting it into an index. Here, the short-term allowable shear strength, which is the basis for calculating the wall magnification, is obtained by multiplying the value indicating the smallest value (short-term standard strength) among the following four indices by a coefficient of variation and obtaining a predetermined coefficient (factor of strength reduction is a value multiplied by a coefficient that evaluates
(1) Yield strength
(2) Value of ultimate yield strength corrected based on plasticity rate (hereinafter referred to as “ultimate yield strength (corrected value)”)
(3) 2/3 of maximum yield strength (hereinafter referred to as "maximum yield strength equivalent value")
(4) Yield strength at shear deformation angle = 1/120 rad

For example, after the maximum yield strength is obtained at a specific shear deformation angle, when the shear deformation angle is slightly increased, the edge of the face material, cracks, etc. occur, resulting in a rapid decrease in yield strength or early shear failure. In the case of load-bearing walls, even if the maximum strength equivalent value shows a relatively large value, the ultimate strength (correction value) is small, and as a result, only a relatively small value of wall magnification is obtained in many cases. On the other hand, after the maximum yield strength is obtained at a specific shear deformation angle, even if the shear deformation angle at which the maximum yield strength is exhibited is further increased, the yield strength does not decrease significantly, and shear fracture may be difficult to occur. In the case of such a load-bearing wall, even if the ultimate strength (correction value) is relatively large and therefore the value corresponding to the maximum strength is relatively small, it is often possible to set a relatively large wall magnification. . That is, the wall magnification of a wooden structural bearing wall does not necessarily depend only on the increase in the value equivalent to the maximum bearing strength, but has the property of being able to increase as desired through a comprehensive study related to other factors such as the ultimate bearing strength. .

In addition, in the construction of wooden structures in recent years, work tools such as nailing machines and screwing machines tend to be used frequently, and nails, screws, screws, etc. for fixing face materials to pillars, beams, etc. Fixtures, anchors or fasteners (hereinafter simply referred to as "fasteners") are often press-fitted or hammered into the face material by work tools such as nailers (nail guns, nailers) and screw drivers. be taken in. When a fastener is pressed into or driven into the face material with this type of work tool, the head of the fastener sinks into the face material, and as a result, the fastener slips out or penetrates the face material when a horizontal load is applied, so-called punching. The phenomenon of sharing is likely to occur. The punching shear phenomenon is considered to be one of the factors that rapidly lower the bearing wall strength.

Patent Documents 2 to 5 (Patent No. 5415156, JP 2013-209809, JP 2013-238068, JP 2012-202112) disclose load-bearing surface materials using belt-shaped reinforcing materials. A method for fixing a face material of a wooden load-bearing wall to a wall base of a wooden framework member such as a column or a beam or a wooden structural member is described. In this type of face material fixing method, a belt-shaped reinforcing material such as a synthetic fiber fabric, or a belt-shaped reinforcing material such as a steel plate or a wood fiber board is continuously laid along the edge of the facing material, and each belt-shaped reinforcing material A large number of fasteners such as nails are driven into the wall at predetermined intervals, thereby fixing the face member to the wall base. A wooden structural load-bearing wall using such strip reinforcements optimizes the spacing of the fasteners, and the strip reinforcements improve the face plate retention of the fasteners, thereby providing a maximum It may be possible to increase the bearing capacity and increase the wall magnification of the bearing wall to a relatively large extent. In addition, when using a steel belt-shaped reinforcing member such as a band iron plate that can prevent the head of the fastener from sinking into the face material, not only can the maximum proof stress be increased, but also the punching shear phenomenon can be prevented. It is thought that it is possible to prevent

Japanese Patent Application Laid-Open No. 2001-227086 Japanese Patent No. 5415156 JP 2013-209809 A JP 2013-238068 A Japanese Patent Application Laid-Open No. 2012-202112

Allowable Stress Design for Wooden Frame Construction Houses [1] (2017 edition), pp.63 and 300

As described above, the belt-shaped reinforcing material made of steel plate is placed along the edge of the load-bearing surface material, and a large number of fasteners are press-fitted or hammered from above the belt-shaped reinforcing material with a work tool or the like to prevent short-term horizontal loads. It is possible to increase the maximum yield strength by a relatively large amount and prevent the occurrence of the punching shear phenomenon. However, in a load-bearing wall with steel strip stiffeners, the overall rigidity of the edge zone of the face plate with the strip stiffeners is improved, but the stiffness of this zone and the non-strength spaced apart from the strip stiffeners are increased. There is a relatively large difference in rigidity from that of the reinforcing region (the region that is not reinforced by a plate-shaped reinforcing member such as a band-shaped reinforcing member or is not covered by a plate-shaped reinforcing member). Due to such an extreme change in rigidity, cracks or breakage occur in the non-reinforced area of the face material, and as a result, the ultimate strength of the load-bearing wall is relatively greatly reduced. It was clarified by experiments such as Such a phenomenon makes it difficult to improve the wall magnification.

SUMMARY OF THE INVENTION The present invention has been made in view of these circumstances, and its object is to attach a load-bearing panel to a load-bearing wall using metal reinforcements associated with fasteners that fasten the load-bearing facing to the wall subfloor. A tree that reliably prevents the occurrence of the punching shear phenomenon and enhances the toughness of the load-bearing wall by appropriately arranging such reinforcing members, thereby eliminating the obstacles that hinder the improvement of the wall magnification. To provide a load-bearing wall structure of a structural building and a load-bearing wall construction method.

In order to achieve the above object, the present invention provides a wooden structure wall base for a wooden frame construction method or a wooden frame wall construction method, and a load-bearing face member fastened to the wall base by a fastener having a shaft and a head. The fasteners are arranged on the outer peripheral portion and the intermediate portion of the face member at predetermined intervals, and the shaft portion penetrates the face member by the impact force or pressure of the work tool on the fasteners. is extended, press-fitted, penetrated or screwed into the wall base, the head is arranged at a position equivalent to the outer surface of the face member, and the face member is attached to the wall base by the holding force of the fastener. In load-bearing wall structures of wooden structures that are integrally held,
spaced substantially the same as the spacing of the fasteners and arranged in edge zones on both sides of the face plate over the entire height of the face plate, with a back surface in close contact or adhesion to the outer surface of the face plate; Having a stiffening metal plate that reinforces the face material portion near the fastener,
The stiffening metal plates are spaced apart from each other, and between adjacent stiffening metal plates, a non-reinforced area in which the stiffening metal plates do not exist is formed in the edge zone,
The stiffening metal plate is perforated by the shank by the impact force or pressure of the working tool acting on the fastener when striking or press-fitting the fastener, and penetrates the shank. Provided is a load-bearing wall structure characterized by having strength and plate thickness to hold, support or support the head in substantially the same position as the outer surface of the face member.

The present invention also provides a method of positioning a load-bearing panel against a wooden structural wall foundation of a wooden frame construction method or a wooden frame wall construction method, and a fastener having a shaft and a head portion is spaced from the outer periphery of the panel at a predetermined distance. The fasteners are driven apart, and the face member is pierced by the striking force or pressure of the work tool against the fastener, and the shaft penetrating the face member is extended, press-fitted, penetrated or screwed into the wall base, and the head is In a load-bearing wall construction method for a wooden structure building in which a portion is arranged at a position equivalent to the outer surface of the face material and the face material is structurally and integrally held to the wall base by the holding force of the fastener,
Stiffening metal plates, which have their back surfaces adhered or adhered to the outer surface of the face plate to reinforce the portion of the face plate near each fastener, are placed on either side of the face plate at substantially the same spacing as the fastener spacing. By arranging the stiffening metal plates in the edge zone over the entire height of the face material and separating the stiffening metal plates from each other, the non-reinforced area of the face material where the stiffening metal plate does not exist is the edge zone to form
The fastener is driven into the stiffened metal plate by the work tool so that the shank of the fastener penetrates the stiffened metal plate and penetrates the stiffened metal plate, and the head of the fastener is A load-bearing wall construction method is provided, characterized in that the stiffening metal plate holds, supports, or bears at substantially the same position as the outer surface of the face member.

"Wooden structure wall base" refers to the outer wall and inner wall of a wooden building, and is a concept that includes each wall base on the interior side and the exterior side. However, it is a concept that includes edge zones on both sides of the face plate and edge zones at the upper and lower ends of the face plate. Also, the "intermediate portion" of the face plate generally means a portion of the face plate that is fixed or locked to a stud or the like, and means a band that extends vertically or vertically between upper and lower edge bands. Furthermore, "supporting" means "an engineering practical application of a theoretical fulcrum." means constituting or forming a "bearing" In addition, with respect to the head of the fastener and the outer surface of the face material, "substantially the same position" means that the outer surface of the head of the fastener and the outer surface of the face material are generally located in the same plane. means

According to the above-described configuration of the present invention, the stiffening metal plate prevents the head of the fastener from sinking into the face material. Effectively prevent the occurrence of the phenomenon. Also, the stiffening metal plate constitutes a stiffening means which locally increases the stiffness of the face plate portion near the fastener, rather than reinforcing the stiffness of the entire edge zone. For this reason, the rigidity of the entire face material including the edge zone is maintained in a state of being leveled as a whole, and the face material has a conventional configuration in which a band-shaped reinforcing material is continuously laid in the edge zone (Patent Document 2 Compared to 5), uniform or uniform rigidity is exhibited as a whole. Therefore, according to the load-bearing wall structure configured as described above, the non-reinforced area, or the reinforced area and the non-reinforced area due to the change or difference in rigidity between the reinforced area of the face material and the non-reinforced area of the face material. It is possible to prevent a stress concentration state from being locally generated at a boundary portion with a reinforcing region or the like, thereby preventing a situation in which a face member is cracked or damaged.

According to the load-bearing verification test (in-plane shear test) conducted by the present inventors, the load-bearing wall according to the present invention is a load-bearing wall of a conventional configuration having strip-shaped reinforcing members continuously extending in the edge zone (Patent Documents 2 to 5 As described in , compared to a load-bearing wall in which an elongated strip-shaped reinforcing material is arranged along the edge of the face plate, the face plate is less likely to crack or break, and as a result, the wall is rich in toughness and relatively high. It has a tendency to demonstrate magnification. This is because, in the load-bearing wall according to the present invention, since the rigidity of the entire surface material is maintained in a uniform or even state, the stress generated during shear deformation is relatively well distributed, and the surface material has the inherent toughness and toughness of the material. It means that the deformation followability was effectively and sufficiently exhibited. That is, according to the present invention, even if the maximum strength equivalent value is slightly inferior to the bearing wall of the conventional structure (Patent Documents 2 to 5), the ultimate strength (correction value ) is relatively high, resulting in a bearing wall exhibiting a high wall magnification.

From another aspect, the present invention provides a load-bearing wall for a wooden structure building having the load-bearing wall structure of the above configuration. From yet another aspect, the present invention provides a wooden structure having such load-bearing walls. The present invention also provides an inorganic facing material that can be used in the load-bearing wall structure having the above configuration, wherein the main body of the stiffening metal plate is integrally disposed on the outer surface of the facing material at least in the edge zone of the facing material. To provide an inorganic facing material formed by

According to the load-bearing wall structure and load-bearing wall construction method for a wooden structure building according to the present invention, the punching shear phenomenon is prevented in the load-bearing wall by using metal reinforcements associated with the fasteners that fasten the load-bearing panel to the wall base. It is possible to reliably prevent the occurrence of this, and to increase the toughness of the load-bearing wall by appropriately disposing the reinforcing material, thereby eliminating the obstacles that hinder the improvement of the wall magnification.

FIG. 1 is a front view showing a load-bearing wall structure of a wooden building. FIG. 2(A) is a front view of the face material fastening portion showing the configuration of the face material fastening portion of the bearing wall formed by fastening the face material to the pillar with a nail and a stiffening metal plate, and FIG. ) is a cross-sectional view taken along the II line of FIG. Fig. 3 is a partial perspective view; FIGS. 3(A) and 3(B) are partial perspective views of the load-bearing wall structure showing how nails are driven into stiffening metal plates attached to face members. FIG. 4 is a front view of a face material fastening portion of a load-bearing wall showing a modification of the stiffening metal plate. FIG. 5 is a partial perspective view of a load-bearing wall structure showing how a nail is driven into a stiffening metal plate of circular profile attached to a face plate. FIG. 6 is a front view showing a load-bearing wall structure of a wooden building using a stiffening metal plate with a circular profile. 7 is a front view showing a modification of the bearing wall structure shown in FIG. 6. FIG. FIG. 8 is a front view showing the configuration of a specimen used in the in-plane shear test of the load-bearing wall structure according to the example of the present invention. FIG. 9 is a front view showing the configuration of a specimen used in an in-plane shear test of a load-bearing wall structure according to a comparative example. FIG. 10 is a diagram showing the test results of the in-plane shear test of a specimen having a general-purpose gypsum board as a load-bearing face material. are shown. FIG. 11 is a diagram showing the test results of an in-plane shear test of a specimen having a gypsum-based face material mixed with glass fiber as a load-bearing face material. (shear deformation angle) correlation is shown.

According to a preferred embodiment of the present invention, an inorganic face material is used as the face material, nails, screws or screws are used as the fasteners, and each of the stiffening metal plates is a single fastener. It is fastened to the face plate by Nails, screws or screws are driven into stiffened metal plates by work tools such as nailers, screwers or screw drivers. The striking force or pressure of the work tool acts on the head of the nail, screw or screw, and the shank of the nail, screw or screw pierces the stiffening metal plate with its tip, and the face material and wall base ( column, beam or horizontal member) and integrates with the wall base.

In a preferred embodiment of the invention, the stiffening metal plates are further arranged over the entire width of the face in the edge zones of the top and bottom ends of the face, the stiffening metal plates being spaced apart from each other and providing support. Non-reinforced areas, in which no rigid metal plates are present, are formed between adjacent stiffened metal plates in the edge zones of the upper and lower ends. In another preferred embodiment of the present invention, the stiffening metal plates are further arranged in the middle of the facing over the entire height of the facing, the stiffening metal plates being spaced apart from each other and the stiffening metal plates A non-existent non-reinforced area is formed between adjacent stiffening metal plates in the intermediate portion. Preferably, the stiffening metal plates are arranged or aligned in the edge zone (and middle section) of the facing at substantially even intervals. Optionally, fasteners that fasten the load-bearing facings to the wall subfloor without engaging the stiffening metal plates are disposed between the stiffening metal plates by omitting portions of the rows of stiffening metal plates, or , are additionally arranged in the non-reinforced areas between the stiffening metal plates.

Preferably, the stiffened metal plate has adhesive means, adhesive means, anchoring means or locking means for holding the body of the metal plate to the outer surface of the facing prior to application of the fasteners, and is attached to the outer surface of the facing. Attached or temporarily fastened. The stiffening metal plate is pre-attached or temporarily fastened to the edge zone of the face plate during manufacturing, factory shipment, storage, etc., or is attached to the edge zone of the face plate at the construction site or construction site. Attached or temporarily fastened. Adhesive means or adhesive means applied to the back surface of the stiffening metal plate or adhesive (material), or adhesive tape or double-sided tape interposed between the stiffening metal plate and face material, etc. is mentioned. Moreover, a staple, a pin, etc. are mentioned as an anchoring means or a locking means. If desired, an index indicating the driving position of the fastener is provided in the central portion of the stiffening metal plate. The indicators are engraved, formed, applied or disposed on the stiffened metal plate by means of scribe, paint, ink, printing, ridges, depressions, unevenness, protrusions, or the like. As an index, a small diameter through hole having a diameter smaller than the diameter of the shank of the fastener may be drilled in the stiffening metal plate.

Preferably, the stiffening metal plate has a circular, polygonal or square profile when viewed from the front, and the maximum dimension of the stiffening metal plate when viewed from the front is between the axis of the fastener and the edge of the face material. , and the minimum size of the metal plate in front view is set to be at least twice the diameter or outer size (maximum outer size) of the head. Preferably, the thickness of the metal plate is set within the range of 0.05 to 2.0 mm. More preferably, the metal plate is made of a perfectly circular or square steel plate having a plate thickness within the range of 0.2 to 0.8 mm and a diameter or one side within the range of 20 to 30 mm when viewed from the front. , the central part or the center of gravity of the steel plate is located at the driving position of the fastener.

In a preferred embodiment of the present invention, the fastener and the stiffening metal plate have edge bands at intervals of 200 mm or less and 50 mm or more starting from the axis of the particular fastener or the center point of the particular stiffening metal plate. The face material is a gypsum-based face material (gypsum board or gypsum plate) having a specific gravity of 0.85 or less, preferably 0.8 or less. As mentioned above, the stiffening metal plate prevents the gypsum-based face material from cracking or breaking when a short-term horizontal load or vibration is applied during an earthquake, etc., and contributes to the improvement of the wall magnification. .

BEST MODE FOR CARRYING OUT THE INVENTION Hereinafter, the configuration of a load-bearing wall structure according to a preferred embodiment of the present invention will be described in detail with reference to the accompanying drawings.

FIG. 1 is a front view showing a load-bearing wall structure of a wooden building.

The load-bearing wall shown in FIG. 1 has a structure in which a gypsum-based face member 10 having a thickness of 9.5 mm, a width of 910 mm, and a height of approximately 2800 to 3030 mm (for example, 2900 mm) is fixed to a wooden frame on a concrete (RC) foundation 1. have For example, as the gypsum-based face material 10, a gypsum board (JIS A 6901) in which both sides of a flat gypsum core are coated with base paper for gypsum board, or both sides of a flat core mixed with glass fiber are used for gypsum board. Gypsum board or gypsum board coated with base paper (hereinafter referred to as "glass fiber reinforced gypsum board") can be preferably used. In the examples of the present invention described later, gypsum board (JIS A 6901) having a specific gravity of 0.67 is used as the former gypsum-based face material, and the product name "Tiger EX Board" ( A glass fiber reinforced gypsum board having a specific gravity of 0.79 is used.

As shown in FIG. 1, a gypsum-based face material 10 (hereinafter referred to as "face material 10") is fixed by nails 20 to a base 2, a pillar 3, a stud 4, and a horizontal member 5. . The nail 20 is, for example, a plated iron round nail (NZ nail: JIS A 5508). In this example, as the nail 20, for example, an NZ50 nail (length 50 mm, head diameter approximately 6.6 mm, shaft diameter approximately 2.75 mm) is used. The nails 20 are arranged at intervals S1 in the four peripheral bands of the face member 10, and are arranged at intervals S2 in the center band of the face member 10 extending in the vertical direction. Preferably, the distance S1 is set within the range of 50 mm to 200 mm, and the distance S2 is set within the range of 50 mm to 300 mm. In the outer peripheral zone of the face plate 10, stiffening metal plates 30 are arranged along the outer edge of the face plate 10 at the same intervals S1 as the nails 20. As shown in FIG. The nail 20 is driven into the central portion of the stiffening metal plate 30 by a nailing machine or the like at the outer peripheral portion of the face material 10, and directly into the face material 10 by a nailing machine or the like in the vertical center zone of the face material 10. be hammered. The nails 20 on the outer peripheral portion perforate the central portion of the stiffening metal plate 30 and pass through the stiffening metal plate 30, and penetrate the outer peripheral portion of the face material 10 to attach the wall base materials 2, 3, 5 (base 2). , pillar 3 and horizontal member 5). On the other hand, the nail 20 of the central zone penetrates the central zone of the vertically extending panel 10 and presses into the stud 4 .

Thus, the load-bearing wall structure shown in FIG. It has a configuration in which the longitudinal band (vertical central band) at the center of the face plate is integrally fastened to the stud 4 by 20 . According to the load-bearing verification test conducted by the present inventors, which will be described later, such a wooden structural load-bearing wall configuration is advantageous in improving the wall magnification.

FIG. 2(A) is a front view of the face material fastening portion showing the configuration of the face material fastening portion of the bearing wall formed by fastening the face material 10 to the pillar 3 with the nail 20 and the stiffening metal plate 30, FIG. 2(B) is a cross-sectional view taken along line II of FIG. 2(A), and FIGS. It is a perspective view of the face material fastening portion showing the. FIGS. 3(A) and 3(B) are partial perspective views of the load-bearing wall structure showing how a nail 20 is driven into a stiffening metal plate 30 attached to a face plate.

2(A) and 2(B) show the positional relationship among the stiffening metal plate 30, the nail 20, the face member 10 and the column 3, and the like. The stiffening metal plate 30 is a rectangular thin solid or imperforate metal blind plate having dimensions of width W and height H, and in this example the width W and height H are set to about 25 mm. It is a metal plate with a square contour when viewed from the front. The stiffening metal plate 30 is preferably made of a galvanized steel plate with a thickness of 0.05-2.0 mm, more preferably 0.2-0.8 mm (for example, 0.4 mm). Since this type of steel plate is relatively excellent in terms of corrosion resistance, termite resistance, economy, etc., it can be suitably used as a material for metal plates. As the stiffening metal plate 30, a plate made of a general-purpose metal material such as a plated steel plate (for example, Galvalume steel plate (registered trademark)), an aluminum alloy plate, a stainless alloy plate, a copper plate, or a lead plate may be used. Alternatively, a resin-coated metal plate, a laminate of dissimilar metal plates, or the like may be used as the stiffening metal plate 30 .

In general, the nail 20 is positioned a distance S3 from the edge of the facing 10 and the center of the stiffening metal plate 30 is positioned a distance S3 from the edge of the facing 10 . The distance S3 is set to a dimension within the range of about 5-20 mm, preferably 10-15 mm (12 mm in this example).

FIGS. 2(C), 2(D) and 3(A) show how the nail 20 is driven into the stiffening metal plate 30 attached to the face member 10. FIG. The nail 20 is held and supported by the shaft portion 21 that penetrates or presses into the wall base by the striking force or pressure of a nailing machine or the like, and the face member 10 at a position equivalent to the outer surface of the face member 10. or a head 22 to be supported.

The stiffening metal plate 30 is pre-attached to the edge zone of the panel 10 by attachment means 33 when the panel 10 is manufactured, shipped from the factory, stored, etc., or is attached by the attachment means 33 at the construction site or construction site. It is attached to the edge zone of the panel 10 . The stiffening metal plate 30 does not necessarily need to be firmly fixed to the face material 10, and the stiffening metal plate 30 may be attached to the face material 10 in a manner of temporary fixing or temporary fixing. As the mounting means 33 for the stiffening metal plate 30 , an adhesive (material) or adhesive (material) applied to the back surface of the stiffening metal plate 30 , or an adhesive (material) interposed between the stiffening metal plate 30 and the face material 10 . Adhesive tape or double-sided tape that can be used. A stiffening metal plate 30 is provided with a cross-shaped index 31 indicating the driving position of the nail 20 . The index 31 is preferably provided at the center or center of gravity of the stiffening metal plate 30 . An arbitrary indication may be engraved, applied, formed or arranged on the stiffening metal plate 30 as the index 31 by means of marking, paint, ink, printing, bumps, depressions, unevenness, protrusions, or the like.

As shown in FIGS. 2(C) and 3(A), a nailing machine (not shown) is positioned so that the tip of the nail 20 is press-fitted into the center of the indicator 31, and the driving pressure Pr of the nailing machine is applied. When the nail 20 is driven into the stiffening metal plate 30 , the tip of the shaft portion 21 pierces the stiffening metal plate 30 and penetrates the stiffening metal plate 30 . In the nail 20 after nailing, the outer surface of the head 22 is substantially flush with the outer surface of the stiffening metal plate 30, as shown in FIG. 2(D). Thus, the head 22 is held, supported or borne by the stiffening metal plate 30 in substantially the same position as the outer surface of the face plate 10, and the nail 20 is shown in Figures 2D and 3A. , the face plate 10 and the post 3 are penetrated or press-fitted, so that the face plate 10 is integrally fastened to the post 3 . As shown in FIG. 3A, the face member 10 is further fastened to the stud 4 with a nail 20 driven directly into the face member 10 by a nailing machine or the like at a position corresponding to the stud 4 .

As shown in FIG. 3(B), the stiffened metal plate 30 is not attached to the face material 10 in advance, and the stiffened metal plate 30 is removed when the nails 20 are driven into the stiffened metal plate 30 by a nailing machine (not shown). is positioned at the edge of the panel 10 with a work tool, a jig, fingers, or the like, and the stiffening metal plate 30 can be fixed to the panel 10 only by the pressure of the nail 20. If desired, the nail 20 may be penetrated or pressed into the face member 10 and the column 3 by driving the nail 20 into the stiffening metal plate 30 with a manual work tool such as a hammer.

FIG. 4 is a front view of a surface material fastening portion of a load-bearing wall showing a modification of the stiffening metal plate 30. As shown in FIG. FIG. 4(A) shows a stiffening metal plate 35 having a circular contour with a diameter D, and FIG. A rigid metal plate 36 is shown, in FIG. 4(C) a stiffened metal plate 37 of oblong rectangular profile having dimensions of width W and height H, and in FIG. ' is shown with a stiffening metal plate 38 having an equilateral triangular profile. An index (not shown) indicating the driving position of the nail 20 is arranged at the center of gravity of each of the metal plates 35-38, and the nail 20 is driven into the center of gravity of each of the metal plates 35-38.

FIG. 5 is a partial perspective view of a load-bearing wall structure showing a manner in which a nail is driven into a stiffening metal plate 35 having a circular outline, and FIG. It is a front view showing. 7 is a front view showing a modification of the bearing wall structure shown in FIG. 6. FIG.

As shown in FIG. 5, the circular profile stiffening metal plate 35 is attached to the edge zone of the facing 10 in exactly the same manner as the square profile stiffening metal plate 30 . As described above, the nail 20 is driven into the stiffening metal plate 35 by the driving pressure Pr of a nailing machine (not shown) and penetrates or presses into the face member 10 and the column 3. integrally fastened to the The panel 10 is further secured to the studs 4 by nails 20 driven directly into the panel 10 by a nailer or the like, as described above.

A front view of the bearing wall structure thus constructed is shown in FIG. The load-bearing wall structure shown in FIG. 6 has a configuration in which nails 20 and stiffening metal plates 35 are arranged at equal intervals at intervals S1 around the entire circumference (four circumferences) of the face member 10 .

FIG. 7 shows a front view of a load-bearing wall structure having a configuration in which the stiffening metal plates 35 on the upper and lower edges of the face member 10 are omitted. The stiffening metal plates 35 do not necessarily have to be arranged over the entire circumference (four circumferences) of the face member 10. As shown in FIG. can be arranged.

8 is a front view showing the configuration of test specimens (Examples 1 and 2) used in the in-plane shear test of the load-bearing wall structure shown in FIG. 6. FIG. FIG. 9 is a front view showing the configuration of test pieces of Comparative Examples 1-2 and 2-2, which will be described later. In FIGS. 8 and 9, the same reference numerals are given to components or members corresponding to or corresponding to the components or members of the above-described embodiments. Moreover, FIG.10 and FIG.11 is a diagram which shows the test result of an in-plane shear test.

The present inventors, in accordance with the test body specifications described in "Wooden load-bearing wall and its magnification performance test and evaluation business method manual", have a load-bearing wall structure shown in FIG. was manufactured, and an in-plane shear test was performed using a non-mounted caustic tester. The specimen shown in FIG. 8 is a specimen of the load-bearing wall structure shown in FIG. It has a configuration in which plates 35 are arranged.

The test body shown in FIG. 8 is a main structure of a wooden framework consisting of a base 2 and columns 3 made of Japanese cedar with a cross section of 105×105 mm, and horizontal members 5 made of Douglas fir with a cross section of 180×105 mm supported by the columns 3. have a part. Joint studs 4' made of cedar wood with a cross section of 45 x 105 mm are erected in the central part between the pillars 3, and between the pillars 3 and the joint studs 4', cedar wood studs 4 with a cross section of 30 x 105 mm are installed. be erected. A trunk joint 5' made of lumber of Japanese cedar or Douglas fir is constructed between the pillar 3 and the stud 4, and constructed between the stud 4 and the joint stud 4'. As a test jig, a pulling hardware 40 is arranged at the joint between the base 2 and the pillar 3 and at the joint between the horizontal member 5 and the pillar 3 . The base 2, the pillar 3, the joint stud 4', the stud 4, the horizontal member 5, and the joint 5' constitute the shaft members of the load-bearing wall structure, and these members form a rectangular framework.

In the test piece shown in FIG. 8, the vertical separation distance h1 between the base 2 and the horizontal member 5 , the height h2 of the trunk joint 5', and the relative height h3 of the horizontal member 5 to the trunk joint 5' are h1=2625 mm. , h2 = 1790 mm, h3 = 835 mm, the spacing (column center spacing) w1 between the column 3 and joint stud 4' was set to w1 = 910 mm, and the wall length L was set to 1.82 m. . The face material 10 is divided into upper and lower parts by a tether 5'. It has a dimension of 865 mm. The hanging allowance dimensions h4 and h5 of the face materials 10a and 10b were set to 30 mm.

In the test body shown in FIG. 8, the nails 20 and stiffening metal plates 35 for fastening the face materials 10a and 10b to the base 2, the pillar 3, the joint stud 4', the horizontal member 5 and the dorsal joint 5' They were arranged at equal intervals (spacing S1=75 mm) over the entire circumference of the edge zones of the members 10a, 10b. Nails 20 for fastening the face materials 10a and 10b to the studs 4 were arranged at regular intervals (interval S2=150 mm) in the vertical center zones of the face materials 10a and 10b. As the nail 20, a NZ50 nail (50 mm in length, about 6.6 mm in head diameter, about 2.75 mm in shaft diameter) is used, and as the stiffening metal plate 35, a galvanized steel plate with a diameter of 24 mm and a thickness of 0.4 mm is used. (perfect circular blind plate) was used.

The present inventors manufactured the following two types of specimens and conducted in-plane shear tests using a non-loading caustic tester.
(1) In the configuration shown in FIG. 8, an example using a gypsum board (JIS A 6901) having a thickness of 9.5 mm, a width of 910 mm, and a specific gravity of 0.67 as the face materials 10a and 10b (hereinafter referred to as "Example 1") ) test specimen
(2) In the configuration shown in FIG. 8, an example using glass fiber reinforced gypsum boards having a thickness of 9.5 mm, a width of 910 mm and a specific gravity of 0.79 as the face members 10a and 10b (hereinafter referred to as "Example 2"). ) Specimens The test results of the specimens of Examples 1 and 2 are shown in FIGS. 10 and 11 . Evaluation of the test results shown in each figure will be described later.

The present inventors further produced test specimens having the following configurations as Comparative Examples 1-1, 1-2, 2-1 and 2-2, and performed an in-plane shear test using a non-mounted caustic test apparatus. carried out.

(1) Comparative Example 1-1
In the test body having the configuration shown in FIG. prepared as -1 . Intervals S1 and S2 between the nails 20 are S1=75 mm and S2=150 mm, as in the specimen shown in FIG. The face materials 10a and 10b are gypsum boards (JIS A 6901) having a thickness of 9.5 mm, a width of 910 mm, and a specific gravity of 0.67, like the specimen of Example 1.

(2) Comparative Example 1-2
8, the stiffening metal plate 35 is replaced with a conventional band iron plate (belt-shaped reinforcing material) 50 as shown in FIG. A test piece fastened to the wall base shown in FIG. 8 was prepared as Comparative Example 1-2. The face materials 10a and 10b are gypsum boards (JIS A 6901) having a thickness of 9.5 mm, a width of 910 mm, and a specific gravity of 0.67, like the specimen of Example 1. The dimensions of the band iron plate 50 shown in FIG. 9 are about 800-900 mm long, 60 mm wide and 0.4 mm thick. Intervals S1 and S2 between the nails 20 are S1=75 mm and S2=150 mm, as in the specimen shown in FIG. The band iron plate similar to the band iron plate 50 is described in the above-mentioned Patent Documents 2 to 5 (Patent No. 5415156, JP 2013-209809, JP 2013-238068, JP 2012-202112). Therefore, further detailed description is omitted.

(3) Comparative Example 2-1
Similar to the test piece of Comparative Example 1-1, a test piece in which the face materials 10a and 10b were fastened to the wall base of the test piece in FIG. However, a test body was prepared as Comparative Example 2-1 using glass fiber reinforced gypsum boards having a thickness of 9.5 mm, a width of 910 mm and a specific gravity of 0.79 as the face materials 10a and 10b.

(4) Comparative Example 2-2
Similar to the test piece of Comparative Example 1-2, this test piece is made by driving a nail 20 into a band iron plate 50 and fixing the face members 10a and 10b to the wall base shown in FIG. , a test body using glass fiber reinforced gypsum boards having a specific gravity of 0.79 as the face materials 10a and 10b was prepared as Comparative Example 2-2.

10 and 11 show the bearing wall structure (Examples 1 and 2) according to the present invention and the bearing wall structures of Comparative Examples 1-1, 1-2, 2-1 and 2-2. It is a diagram showing the characteristics of (shear deformation angle). 10 and 11, the black circles on each envelope indicate the 0.8Pmax load drop region after the maximum proof stress (maximum load) Pmax. 10 and 11 show the maximum yield strength of each example and each comparative example as Pmax1 to Pmax6, and the shear deformation angle on the envelope curve of the 0.8Pmax load decrease region, that is, the ultimate displacement δu It is indicated as δu1 to δu6 for the example and each comparative example.

As explained at the beginning of this document, the wall ratio is the value obtained by dividing the short-term allowable shear strength Pa by a predetermined reference value (L x 1.96), and the short-term allowable shear strength Pa can be understood from the formulas in Figures 10 and 11. As is possible, it is a value obtained by multiplying the short-term reference strength P0 by a predetermined reduction _coefficient α, and is proportional to the _value of the short-term reference strength P0. In the test results of Examples 1 and 2 and Comparative Examples 1-1, 1-2, 2-1, and 2-2 conducted by the present inventors, the above-mentioned ultimate yield strength (correction value) is the smallest values and therefore the ultimate strength (corrected value) was taken as the short-term reference strength P ₀ . The value of the ultimate yield strength (correction value) is a value obtained by correcting the ultimate yield strength Pu based on the plasticity ratio μ, as can be understood from the formulas of FIGS. 10 and 11 . 10 and 11, the characteristics of yield strength and displacement, short-term allowable shear strength Pa, and wall magnification values are for relative performance comparison between examples and comparative examples for the same face material. Therefore, in order to simplify the explanation, it is assumed that the reduction factor α=1.0.

In particular, in order to increase the short-term allowable shear strength Pa (hence, the wall magnification) in load-bearing walls using inorganic face materials such as gypsum-based face materials, it is necessary to increase the short-term standard strength P ₀ , and the short-term standard In order to increase the yield strength P ₀ , both the factors that make up the short-term basic yield strength P ₀ , that is, the ultimate yield strength Pu and the plasticity ratio μ, must be increased, or one of the ultimate yield strength Pu and the plasticity ratio μ must be greatly reduced. need to increase the other. Even if the maximum strength Pmax can be increased, the short-term allowable shear strength Pa and the wall magnification cannot be increased as desired when the plasticity ratio μ decreases relatively greatly. The plasticity factor μ is proportional to the value of the ultimate displacement Δu, and is a numerical value that objectively indicates the property of continuing to deform beyond the elastic deformation range (without breaking or collapsing) when a load is continuously applied. The plasticity factor μ can be regarded as an index of toughness and deformation followability.

From the test results shown in FIG. 10, the following tendencies or properties can be understood.
(1) In the case of the load-bearing wall structure (comparative example 1-2) reinforced with the steel band plate 50, the maximum load Pmax However, the ultimate displacement δu is greatly reduced (as a result, the plasticity factor μ is greatly reduced), so the short-term basic strength P ₀ does not increase greatly, so the short-term allowable shear strength Pa and the wall magnification are It cannot be increased as desired.
(2) In the case of the load-bearing wall structure (Example 1) reinforced with the stiffening metal plate 35, the ultimate displacement δu (Therefore, without a large decrease in the plasticity ratio μ), the maximum yield strength Pmax increases significantly, so the short-term basic yield strength P ₀ increases significantly, so that the short-term allowable shear strength Pa increases relatively large.

From the test results shown in FIG. 11, the following tendencies or properties can be understood.
(1) In the case of a load-bearing wall structure reinforced with a stiffening metal plate 35 (Example 2) and a load-bearing wall structure reinforced with a steel band plate 50 (Comparative Example 2-2), both the steel band plate 50 and the stiffening metal plate 35 are provided. Compared to the load-bearing wall structure (Comparative Example 2-1), both the maximum strength Pmax and the plasticity ratio μ are increased, so the short-term basic strength _P0 is greatly increased, and therefore the short-term allowable shear strength Pa and the wall magnification are increased. increase.
(2) Comparing the load-bearing wall structure (Example 2) reinforced with the stiffening metal plate 35 and the load-bearing wall structure (Comparative Example 2-2) reinforced with the band iron plate 50, the load-bearing wall structure of Example 2 is , is slightly inferior to the load-bearing wall structure of Comparative Example 2-2 in terms of the maximum bearing strength Pmax, but is superior to the load-bearing wall structure of Comparative Example 2-2 in terms of plasticity factor μ. As a result, the load-bearing wall structure of Example 2 exhibits even greater short-term allowable shear strength Pa and wall magnification than the load-bearing wall structure of Comparative Example 2-2.

Based on these test results, in order to reliably improve the short-term allowable shear strength and wall magnification of the load-bearing wall, the supplementary method of the present invention, in which each nail 20 is independent without bridging the adjacent nails 20 with the steel strips 50, is used. It has been found that the use of rigid metal plates 30 , 35-38 is an effective remedy or improvement. This point will be further explained below based on the phenomenon actually observed in the in-plane shear test.

As shown in FIGS. 10 and 11, the maximum yield strengths Pmax3 and Pmax6 of the specimens of Comparative Examples 1-2 and 2-2 are, compared to the maximum yield strengths Pmax2 and Pmax5 of the specimens of Comparative Examples 1-1 and 2-1, This value is substantially equivalent to the maximum yield strengths Pmax1 and Pmax4 of the specimens of Examples 1 and 2. However, as shown in FIG. 10, the proof stress of the specimens of Comparative Examples 1-2 and 2-2 shows the maximum proof stress Pmax3 relatively early, and furthermore, as shown in FIG. As δ increases, the yield strength tends to decrease relatively sharply. Since the band iron plates 50 laid continuously in the edge zone bridge a large number of nails 20 and increase the rigidity of the edge zone as a whole, the area covered by the band iron plates 50 and the reinforced zone. , and the non-reinforced area inside the face plate 10 surrounded by this reinforced area (the area where the steel band plate 50 does not exist or is not covered by the steel band plate 50 and is not reinforced by the steel band plate 50) A relatively large difference in rigidity occurs, and due to the change or difference in rigidity, excessive strain, stress concentration, or excessive stress is generated in the non-reinforced area of the face material, or the boundary portion between the reinforced area and the non-reinforced area. It is thought that this is caused by the occurrence of localized stress, etc., and the occurrence of cracks or breakage in the face material.

That is, in the case of the load-bearing walls reinforced with the steel strips 50 (Comparative Examples 1-2 and 2-2), the rigidity of the edge zone of the face plate 10 is improved as a whole, but the rigidity of this zone and the band-shaped reinforcing material The rigidity of the non-reinforced area away from the surface material 10 is relatively large, and due to such an extreme change in rigidity, the non-reinforced area of the face material 10 is likely to crack or break. For this reason, the ultimate displacement Δu is relatively small with respect to the yield point displacement Δv, and as a result, the plasticity factor μ is lowered, and it is difficult to improve the wall ratio and the short-term allowable shear strength as desired.

On the other hand, as shown in FIGS. 10 and 11, the test specimens of Examples 1 and 2 maintain a relatively high yield strength even after the maximum yield strength Pmax is obtained, even if the shear deformation angle δ increases. Tend. In the test specimens of Examples 1 and 2, the rigidity of the entire surface material is maintained in a uniform or even state. Effectively and fully exhibiting the original toughness and deformation followability. As a result, in Examples 1 and 2 , the maximum yield strengths Pmax1 and 4 were equivalent to the maximum yield strength Pmax3 of Comparative Example 1-2 , or slightly lower than the maximum yield strength Pmax6 of Comparative Example 2-2. Nevertheless, the short-term reference strength P ₀ shows a relatively high value. This is because by adopting the load-bearing wall structures of Examples 1 and 2, the toughness of the wall is improved and the short-term basic strength _P0 is increased, thereby effectively improving the wall ratio and the short-term allowable shear strength. It means what you can do.

As described above, according to the load-bearing wall structure according to the present embodiment, the load-bearing wall includes the stiffening metal plate 30 that only partially reinforces the face material 10 by closely contacting or adhering the back surface thereof to the outer surface of the face material 10 , 35-38 , the stiffening metal plates 30 , 35-38 are positioned around the perimeter of the facing 10 at a spacing S1 substantially the same as the spacing of the nails 20. As shown in FIG. The stiffening metal plates 30 1 , 35 - 38 are spaced apart from each other, and a non-reinforced area of the face material in which the stiffening metal plates 30 1 , 35 - 38 do not exist is formed on the outer periphery. The nail 20 is driven into the metal plate by a work tool such as a nailer, and the shaft portion 21 of the nail pierces and penetrates the stiffened metal plate to penetrate the wall base material (base 2, pillar 3, horizontal member). 5) is fitted or press-fitted. The stiffening metal plates 30 , 35-38 hold, support or bear on the head 22 of the nail 20 in substantially the same position as the outer surface of the faceplate. The head 22 maintains a substantially fixed state with respect to the face member 10 in normal or ordinary times, and moves relatively to follow the deformation of the structure when short-term horizontal loads such as earthquakes are applied or when vibrations are applied. It may be displaced, but continues to support the facing 10 so as to maintain load or stress transferability between the nail 20 and the facing 10 .

According to such a load-bearing wall structure, punching shear is achieved by the stiffening metal plates 30 , 35-38 associated with the nails 20 that fasten the facing 10 to the wall substrate (base 2, pillar 3, cross member 5). It is possible to reliably prevent the occurrence of the phenomenon, improve the toughness of the wall body, increase the ultimate strength (correction value), and thereby improve the wall magnification of the wall body.

Although the preferred embodiments and examples of the present invention have been described in detail above, the present invention is not limited to the above-described embodiments and examples, and is within the scope of the present invention described in the claims. It goes without saying that various modifications or changes are possible.

For example, the above-described embodiments and examples relate to first-story load-bearing walls of wooden structures, but the present invention is equally applicable to second- or third-story load-bearing walls. . In the case of 2nd or 3rd floor load-bearing walls, the lower end of the load-bearing panel is fastened to the 2nd or 3rd floor level horizontal member or the like.

Moreover, although the above embodiments and examples relate to load-bearing wall structures constructed using the wooden frame construction method, the present invention can be similarly applied to load-bearing wall structures constructed using the wooden frame wall construction method. In this case, the load-bearing face members are fastened to vertical frames, lower frames, upper frames, etc., instead of foundations, columns, and horizontal members.

Furthermore, when the load-bearing wall structure according to the present invention is classified according to the type of face material, it is roughly divided into (1) inorganic load-bearing walls and (2) wooden load-bearing walls. In the above embodiments and examples, a gypsum-based face material is used as a load-bearing face material, but a load-bearing wall using a gypsum-based face material belongs to inorganic load-bearing walls. Other face materials that can be used for inorganic load-bearing walls include inorganic face materials such as various gypsum boards, various gypsum plates, volcanic vitreous double-layer plates, calcium silicate plates, cement plates, and vermiculite plates. In addition, examples of face materials that can be used in wooden load-bearing walls include wood-based face materials such as plywood materials (structural plywood), particle boards, OSB (oriented strand board), and MDF (medium density fiberboard). be done.

In the above embodiment, a gypsum-based face material having a thickness of 9.5 mm, a width of 910 mm, and a height of about 2800 to 3030 mm is used. is not limited to the specific items in the above embodiment (for example, gypsum-based face materials with a size range of 910 mm to 3030 mm are commercially available), and, like the test specimen shown in FIG. It is also possible to dispose a member such as a torso tie at an intermediate position in the height direction ( an arbitrary height position ) .

The present invention relates to a wooden structure constructed such that a load-bearing face member is fastened to a wooden structural wall base of a wooden framework construction method or a wooden frame wall construction method, and the load-bearing face member is structurally and integrally held on the wall base. Applied to building bearing wall structure. The present invention also provides a wooden structure building having a step of fastening load-bearing face materials to a wooden structure wall foundation of a wooden frame construction method or a wooden frame wall construction method, and structurally holding the load-bearing face materials integrally with the wall foundation. Applied to load- bearing wall construction method. According to the present invention, it is possible to reliably prevent the occurrence of the punching shear phenomenon and improve the wall magnification in the load-bearing wall structure of a wooden building.

1 Foundation 2 Foundation 3 Column 4 Stud 4' Joint stud 5 Horizontal member (trunk, eaves girder, girder)
5' body joints 10, 10a, 10b gypsum-based face material 20 nails (fasteners)
21 shank 22 head 30, 35, 36, 37, 38 stiffening metal plate 31 index 33 mounting means W, W' width H height D diameter S1, S2 nail spacing S3 distance Pr nailer (not shown) ) implantation pressure

Claims (25)

It is composed of a wooden structure wall base for a wooden frame construction method or a wooden frame wall construction method, and a load-bearing surface material fastened to the wall base by fasteners having shafts and heads, and the fasteners are spaced at predetermined intervals. and the shaft penetrates the face material and extends, press-fits, or penetrates into the wall base by the impact force or pressure of the work tool on the fastener. Alternatively, the head is placed at a position equivalent to the outer surface of the face plate, and the face plate is integrally held on the wall base by the holding force of the fastener. In the bearing wall structure,
spaced substantially the same as the spacing of the fasteners and arranged in edge zones on both sides of the face plate over the entire height of the face plate, with a back surface in close contact or adhesion to the outer surface of the face plate; Having a stiffening metal plate that reinforces the face material portion near the fastener,
The stiffening metal plates are spaced apart from each other, and between adjacent stiffening metal plates, a non-reinforced area in which the stiffening metal plates do not exist is formed in the edge zone,
The stiffening metal plate is perforated by the shank by the impact force or pressure of the working tool acting on the fastener when striking or press-fitting the fastener, and penetrates the shank. A load-bearing wall structure having strength and plate thickness to hold, support, or support the head in substantially the same position as the outer surface of the face member. The stiffening metal plates are further arranged in the edge zones of the top and bottom ends of the face plate over the entire width of the face plate, and the stiffening metal plates are spaced apart from each other at the top and bottom edges of the face plate. 2. The method according to claim 1, characterized in that non-reinforced zones, which are spaced from one another in the zones and in which no stiffening metal plates are present, are formed between adjacent stiffening metal plates in the edge zones of the upper and lower ends. bearing wall construction. The stiffening metal plates are further arranged in an intermediate portion of the facing member over the entire height of the facing member, the stiffening metal plates being spaced apart from each other in the intermediate portion, and the stiffening metal plates are present. 3. The load-bearing wall structure according to claim 1, wherein a non-reinforced area is formed between adjacent stiffening metal plates in the intermediate portion. 4. A load-bearing wall structure according to any one of claims 1 to 3, wherein each said stiffening metal plate is fastened by a single fastener. The stiffening metal plate has adhesive means, bonding means, anchoring means or locking means for holding the main body of the stiffening metal plate to the outer surface of the face member before the fasteners are installed. A load-bearing wall structure according to any one of claims 1 to 4. 6. A load-bearing wall structure according to any one of claims 1 to 5, wherein said face material is an inorganic face material, and said fasteners are nails, screws or screws. A load-bearing wall structure according to any one of claims 1 to 6, wherein said stiffening metal plate has a circular, polygonal or square profile when viewed from the front. The maximum dimension of the stiffening metal plate in a front view is set to a dimension not more than twice the distance between the axial center of the fastener and the edge of the face member, and the stiffening metal plate The minimum dimension in front view is set to be at least twice the diameter or outer dimension of the head, and the thickness of the stiffening metal plate is set to a dimension within the range of 0.05 to 2.0 mm. A load-bearing wall structure according to any one of claims 1 to 7, characterized in that: The stiffening metal plate is made of a perfectly circular or square steel plate having a plate thickness within the range of 0.2 to 0.8 mm and a diameter or one side within the range of 20 to 30 mm when viewed from the front, 9. The bearing wall structure according to claim 8, wherein the central portion of the steel plate is located at the driving position of the fastener. An inorganic face material is used as the face material, and the fastener and the stiffening metal plate are 200 mm or less and 50 mm from the center of the specified fastener or the center of the specified stiffening metal plate or the center of gravity of the specified stiffening metal plate. It has a structure arranged in the edge zone at intervals of the above, and an index indicating the driving position of the fastener is provided at the center of the outer surface of the stiffening metal plate or at the center of gravity of the stiffening metal plate. Item 10. The load-bearing wall structure according to any one of Items 1 to 9. A fastener for fastening the load-bearing face member to the wall base without engaging the stiffening metal plate is disposed between the stiffening metal plates by omitting a portion of the stiffening metal plates in a row. 11. A bearing wall structure according to any one of the preceding claims, or additionally arranged in non-reinforced areas between said stiffening metal plates. A load-bearing wall of a wooden structure building comprising the load-bearing wall structure according to any one of claims 1 to 11. A wooden structure building having a load-bearing wall of the load-bearing wall structure according to any one of claims 1 to 11. 12. An inorganic facing usable in a load-bearing wall structure according to any one of claims 1 to 11, characterized in that, at least in said edge zone, the main body of said stiffening metal plate is attached to the outer surface of said facing. An inorganic face material characterized by being integrally arranged. A load-bearing face member is positioned against a wooden structural wall foundation of a wooden frame construction method or a wooden frame wall construction method, and fasteners having a shaft portion and a head portion are placed on the outer peripheral portion and intermediate portion of the face member at predetermined intervals. The face member is pierced by hammering, the impact force or pressure of the work tool against the fastener, and the shaft portion penetrating the face member is extended, press-fitted, penetrated or screwed into the wall base, and the head is inserted. In a load-bearing wall construction method for a wooden structure building, the face member is arranged at a position equivalent to the outer surface of the face member and is structurally and integrally held to the wall base by the holding force of the fastener,
Stiffening metal plates, which have their back surfaces adhered or adhered to the outer surface of the face plate to reinforce the portion of the face plate near each fastener, are placed on either side of the face plate at substantially the same spacing as the fastener spacing. By arranging the stiffening metal plates in the edge zone over the entire height of the face material and separating the stiffening metal plates from each other, the non-reinforced area of the face material where the stiffening metal plate does not exist is the edge zone to form
The fastener is driven into the stiffened metal plate by the work tool so that the shank of the fastener penetrates the stiffened metal plate and penetrates the stiffened metal plate, and the head of the fastener is A method of constructing a load-bearing wall, comprising holding, supporting, or supporting the stiffening metal plate at a position substantially identical to the outer surface of the face member. The stiffening metal plates are further arranged in the edge zones of the upper end and the lower end of the face member over the entire width of the face member, and the stiffening metal plates are spaced apart from each other so that the stiffening metal plates are 16. A method of constructing a load-bearing wall according to claim 15, wherein non-existing non-reinforced areas of said facing material are formed in edge zones of upper and lower ends. The stiffening metal plates are further arranged in the middle portion of the face member over the entire height of the face member, and the stiffening metal plates are spaced apart from each other so that the face member without the stiffening metal plate is non-existent. 17. A load-bearing wall construction method according to claim 15 or 16, wherein a reinforcing zone is formed in said intermediate portion. 18. The stiffening metal plate according to any one of claims 15 to 17, characterized in that the stiffening metal plate is held on the outer surface of the face member by adhesive means, adhesive means, anchoring means or locking means before the fastener is installed. The load-bearing wall construction method described. An inorganic face material is used as the face material, nails, screws or screws are used as the fasteners, and each stiffening metal plate is fastened to the face material with a single fastener. The bearing wall construction method according to any one of claims 15 to 18. 20. The load-bearing wall construction method according to any one of claims 15 to 19, wherein the stiffening metal plate has a circular, polygonal or square profile when viewed from the front. A steel plate having a thickness within the range of 0.05 to 2.0 mm is used as the stiffening metal plate, and the maximum dimension of the stiffening metal plate in a front view is the size of the fastener. The minimum dimension of the stiffening metal plate in front view is set to be at least twice the diameter or outer dimension of the head. 21. The load-bearing wall construction method according to any one of claims 15 to 20, wherein the load-bearing wall is set. A perfectly circular or square steel plate in front view with a thickness within the range of 0.2 to 0.8 mm and a diameter or one side within the range of 20 to 30 mm is used as the stiffening metal plate. 22. The method of constructing a load-bearing wall according to claim 21, wherein the center portion of the steel plate is positioned at the driving position of the fastener. 23. The load-bearing wall construction method according to any one of claims 15 to 22, wherein an index indicating the driving position of the fastener is provided at the center or the center of gravity of the stiffening metal plate. 24. Any one of claims 15 to 23, wherein an inorganic face material is used as said face material, and said fasteners and said stiffening metal plates are arranged in said edge zone at intervals of 200 mm or less and 50 mm or more. 1. The load-bearing wall construction method according to 1. A fastener for fastening the load-bearing face member to the wall base without engaging the stiffening metal plate is disposed between the stiffening metal plates by omitting a portion of the stiffening metal plates in a row. 25. A load-bearing wall construction method according to any one of claims 15 to 24, or additionally disposed in a non-reinforced area between said stiffening metal plates.

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