JP2001164645A - Structural calculation method for wooden house and wooden house built using the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To exercise structural design utilizing a wall conventionally treated as a non-bearing wall such as a vertical wall, a spandrel wall, an auxiliary wall, etc., provided in a wooden house as a strength element. SOLUTION: Modeling for substituting hanging walls D1, D2 which are formed by stretching them over upper parts of three columns 1, 2, 3 and have not been conventionally treated as the bearing wall for braces E1, E2 is treated to take them into structural calculation as the strength element.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for calculating the structure of a wooden house built on a site, such as a narrow frontage, and a wooden house constructed using the method.

[0002]

2. Description of the Related Art Generally, in a wooden building, especially a wooden house, a vertical wall, a sleeve wall, a lumbar wall, and the like are treated as non-bearing walls. Were not recognized, and structural calculations were performed ignoring these entities.

However, in such a conventional structure calculation method, for example, a horizontal load (for example, wind,
Although the method of “wall magnification” according to the provisions of Article 46 of the Ordinance for Enforcement of the Building Standards Law is generally applied to structural design for earthquakes, there is a problem that the analysis accuracy is not sufficient.

[0004] When a wooden one-story, two-story, or three-story house is constructed on the site of a narrow frontage, a layout in which a parking lot and a front door are lined up in front of a flat space is often required. In such a case, the setting of the load-bearing wall extending in the depth direction is relatively easy, but the setting of the load-bearing wall extending in the frontage direction is restricted, and a large space where the parking lot and the entrance are lined up is secured. There was also a problem that it was difficult to do.

The present inventors take in so-called non-bearing walls such as a vertical wall, a sleeve wall (60 cm or less in width), a waist wall and the like, which have not been recognized as a bearing wall in the conventional structural calculation, as a bearing element in the structural calculation. In addition to improving the analysis accuracy, we found that even in a wooden house with a narrow frontage as described above, it is possible to set the load-bearing elements by means other than ordinary load-bearing walls, so that it can meet the requirements of the layout where parking lots and entrances are lined up did. The present invention has been made based on such knowledge, and the purpose thereof is to grasp non-bearing walls such as vertical walls as load-bearing elements, and to perform means other than ordinary load-bearing walls, that is, by setting vertical walls and the like. It is an object of the present invention to provide a structural calculation method capable of satisfying seismic indices such as an interlayer deformation angle, an eccentricity, and a rigidity, and a wooden house built using the method.

[0006] Another object of the present invention is to provide a method for designing a wooden structure, which is based on the wall magnification in the horizontal load prescribed in the current Building Standard Law, instead of the conventional design method. Structural calculation method of wooden house that can make freer structural design possible by applying structural calculation method widely used in steel and RC (reinforced concrete) structures, and wooden house built using the same Is to do.

[0007]

According to a first aspect of the present invention, there is provided a method for calculating the structure of a wooden house, comprising: setting a frame for calculating the structure of the wooden house;
It is characterized in that a wall treated as a non-bearing wall such as a sleeve wall, a waist wall, or the like is regarded as a bearing element, a modeling process is performed on the wall, and a structural calculation is performed.

As a result, it is possible to regard a wall which has been conventionally regarded as a non-bearing wall as a bearing element, and it is possible to more accurately grasp the strength and deformation performance of a wooden building itself against a horizontal load, as well as a narrow frontage. It is also possible to set the load-bearing element by means other than the normal load-bearing wall in a wooden house.

According to a second aspect of the present invention, in the method for calculating the structure of a wooden house, the modeling process is a process of converting a non-bearing wall into a brace or a wall element.

Thus, the strength of the vertical wall or the like can be accurately taken into the structural calculation.

In the wooden house according to the third aspect of the present invention, when setting up a frame for calculating the structure of the wooden house, a wall treated as a non-bearing wall in the wooden house is regarded as a load-bearing element, and this is modeled. It is characterized by the fact that it was built reflecting the results of structural calculations obtained by the conversion process.

As a result, the degree of freedom in the structural design of a wooden house is increased, and a more user-friendly house can be designed.

The wooden house according to the fourth aspect of the present invention is a wooden house.
It is characterized by being below the story.

As a result, even in a wooden two-story or three-story house with a narrow frontage, it is possible to secure strength against a horizontal load in which the layout of the garage and the entrance is allowed in front.

[0015]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 is a flowchart showing the steps of a method for calculating the structure of a three-story building according to the method of the present invention. First, the frame is set (step S1), and the seismic force,
The horizontal force is set by the wind pressure or the like (step S2),
The building member cross section is set (step S3), the static stress is analyzed (step S4), and the safety is confirmed based on the allowable stress level (step S5).

In the frame setting process, what members are to be assembled and how the frame is assembled are determined, and the assembled frame is modeled in a mode suitable for a tool prepared for structural calculation. At this time, a part which has been conventionally treated as a non-bearing wall, such as a vertical wall, a waist wall, and a sleeve wall (width of 60 cm or less), is regarded as a bearing element, for example, a brace (bracing) or a wall element (axial force). The model is replaced with a single wooden column that has only horizontal force without the slab, and is incorporated into the structural calculation and reflected in the structural plan and structural design. However, stairs and huts (the roof surface is considered to have surface rigidity) are not considered as load-bearing elements.

In the structural planning stage, as a result of the safety check, if there is no conformity, the process returns to step S3 to repeat the above-described process. If there is a conformity, the interlayer deformation angle is confirmed (step S6). (1/120 or less or 1
/ 150 or less. Interlayer deformation angle is generally 1/12 for wooden structures
It is defined as 0 or less. However, wooden 3 stories are often
1/1 because it is built in a densely populated area and because of fire protection
This is because there are many cases where the number is specified to be 50 or less. ), And make a determination again (step S7). If the result of the determination is non-conformity, the process returns to step S3 again to repeat the above-described process. If the result is proper, the eccentricity and rigidity are confirmed (step S8). In principle, the eccentricity is 0.15 or less,
The rigidity must be 0.60 or more.

The safety of the seismic index is confirmed (step S9), and if the conformity is met, the process is terminated. If the conformity is not met, the retained horizontal strength is confirmed (step S10), and a judgment is made (step S11). The calculation of the retained horizontal strength is based on the incremental analysis method. If the determination result is inconsistent, the process returns to step S3 to repeat the above-described process.

The vertical wall to be considered as the object of the load-bearing element is:
For example, a structural plywood (thickness t (mm) ≧ 9) or a structural plywood (t = 24) effective for structural strength is attached to a column, a beam, or the like by direct nailing. The structure is not limited only to the above case. The same applies to sleeve walls, waist walls, and the like. The above-described process is not limited to a three-story wooden building, but is also applicable to a one-story wooden building or a two-story wooden building.

FIGS. 2 (a) to 2 (c) are schematic diagrams showing each principle in the case of using the method of the present invention, and FIG. 2 (d) is a schematic diagram showing each principle in the case of using the conventional method. In the conventional method, as shown in FIG. 2 (d), the side walls S1,
In the case of a structure in which S2 is provided and a vertical wall D is formed on the upper part, the vertical wall D is a non-bearing wall, and the side walls S1, S on both sides are formed.
Only 2 is taken as structural wall and taken into the structural calculation, and the result is reflected in structural planning and structural design.

On the other hand, in the method of the present invention, FIG.
As shown in (a), in the case of a structure in which the vertical walls D1 and D2 are formed above the spaces A1 and A2 by passing the beam 4 over the three columns 1, 2, and 3, respectively, A frame including the vertical wall 3 and the vertical walls D1 and D2 is treated as a horizontal resistance element, which is subjected to a modeling process and incorporated into a structural calculation. As shown in FIG. 2 (b), the left and right side walls S1, S surrounding the space A serve as bearing walls.
In the case of a structure in which a vertical wall D is set on the upper side, in addition to the side walls S1 and S2, a frame including the vertical wall D is treated as a horizontal resistance element, and these are modeled and incorporated into structural calculations. .

As shown in FIG. 2C, in the case of a structure in which a side wall S1 as a bearing wall is set on one side of the space A and a vertical wall D is set on the upper part, the pillar 3 and the vertical wall D are added in addition to the side wall S1. Are treated as horizontal resistance elements and subjected to modeling processing, and each of them is taken into structural calculations. FIG. 3 is an explanatory diagram showing the contents of the modeling process for the structure shown in FIG.
As shown in FIG. 3 (b), the vertical walls D1 and D2 shown in FIG. 3 are subjected to a modeling process of replacing them with braces E1 and E2, respectively, and a structural calculation is performed assuming such a structure. In FIG. 3 (b), the symbol 〇 indicates a pin joint portion (not transmitting bending stress) between the brace E1, E2 and each of the columns 1, 2, or 3.

When a vertical wall of plywood nailing is treated as a load-bearing wall, a replacement equation in a modeling process for replacing this with a brace (brace) having the same shearing force is given by equations (1) to (3). , The cross-sectional area A _B (cm
² ) is obtained.

Shearing force (kgf) of load-bearing wall: Q = K · δ (1) Shearing force (kgf) of brace: Q = (2 · E · _AB · l ² · δ) / S ³ (2) ) From formulas (1) and (2), the brace cross-sectional area A _B (cm ² ) is
It is given by equation (3). A _B = (K · S ³ ) / (2 · E · l ² ) (3) where K: in-plane shear rigidity of the load-bearing wall (kgf / cm) δ: deformation amount (cm) E: displacement brace Young's modulus (kgf / cm ² ) l: Plywood width (cm) h: Plywood height (cm) S: Brace length (cm) S = √ (I ² + h ² )

When a vertical wall of plywood nailing is treated as a load-bearing wall, a replacement equation in a modeling process for replacing this with a wall element having the same bending rigidity and shear rigidity is derived in the following process. Three parameters of axial rigidity, bending rigidity and shear rigidity are used for the replacement with the wall element which is a horizontal resistance element, but the axial rigidity is not substantially evaluated, and is usually a small numerical value, for example, 0.1. (Cm ² ). Therefore, the case where the in-plane shear stiffness of the horizontal resistance element is divided into two, that is, bending stiffness and shear stiffness, will be described below. Plywood bending deformation δ _M , bending stiffness I, shearing deformation δ _S ,
The shear stiffness _AS is given by the following equations (4) to (7), respectively.

Δ _M = (P · h ³ ) / (12 · E · I) (4) I = (t · l ³ ) / 12 (5) δ _S = (P · h) / (G · A _S ) (6) A _S = (t · l) /1.2 (7)

[0027] (4) In summary deformed them from ~ (7), the ratio of the bending deformation [delta] _M and shear deformation [delta] _S is given by the following equation (8). δ _M / δ _S = (G · h ² ) / (1.2 · E · l ² ) (8) Since the in-plane shear stiffness K of the horizontal resistance element is given by the following equation (9), k = P / δ = P / (δ _M + δ _S )… (9)

The bending stiffness I and the shear stiffness A _S of the replacement wall element (one column) are given by the following equations (10) and (11). I = {(K · h ³ ) / (12 · E)} · [{(1.2 · E · l ² ) + (G · h ² )} / (G · h ² )] (10) A _S = {(K · h) / G} [{(1.2 · E · l ² ) + (G · h ² )} / (1.2 · E · l ² )]… (11) where K: surface of load-bearing wall Inner shear stiffness (kgf / cm) P: Shear force (kgf) E: Young's modulus of plywood (kgf / cm ² ) G: Shear modulus of plywood (kgf / cm ² ) t: Thickness of plywood (cm) l : Plywood width (cm) h: Plywood height (cm)

FIG. 4 is a conceptual diagram showing a vertical cross section of a three-story wooden house according to an embodiment of the present invention as viewed from the front side, in which B is a foundation, and 1, 2, and 3 are wooden. This shows a column that is effective in all cross sections. Beams 4, 5, and 6 supporting the ceiling of the third floor and the floors of the second and third floors are assembled in parallel over the pillars 1, 2, and 3, and the pillars 1 and 3 are respectively taken in and the side walls S1 as bearing walls. , S2, S3, S4. There is no bearing wall on the first floor.

The beams 4 and 4 are located directly below the ceilings of the first to third floors.
At the lower part of the beams 4, 5, 6 in parallel with 5, 5 and 6, at a predetermined distance from the beams 4, 8, 9 are provided, and each of the gates 7, 8, 9 is provided.
Vertical walls D1, D2, D3 between 8, 9 and beams 4, 5, 6
Is provided. Base, pillars 1, 2, 3, beams 4, 5, 6
Glued lumber is used as the material, etc., and each cross section is 120 ×
120 mm to 120 × 300 mm. The intersection between the pillar 2 and the Kamoi 7 was bound by a triangular metal fitting 12 as shown in FIG. In addition, the front floor of the building on the first floor will be a framed structure with no columns and only columns. In addition, in FIG. 4, pillar 1, pillar 2,
And the columns 3 are configured to have different cross-sectional areas, but the columns 1, 2, and 3 having the same cross-sectional area may be used.

In such a frame, a columnar portion is restrained by a vertical wall using a structural plywood, thereby enabling a ramen frame. The column base can be a pin. The column 2 at the center of the frame has a cross-sectional area of 120 × 240 mm to increase rigidity, and since horizontal force is concentrated on the column 2, the base B is formed by using a pin metal to prevent the joint from slipping off.
It is fixed to.

The joints at the joints adopt the conventional joining method by pre-cut, and the load-bearing walls of each floor are made of structural plywood.
(t ≧ 9) is fixed to the column, beam or base by nailing, and some vertical walls are nailed on both sides of the structural plywood (t ≧ 9) so as to work effectively in structural strength. It is hardened and formed by punching and joining. The floor structure is directly nailed to the beam using structural plywood (t = 24).

In such a three-story wooden house, structural calculations are performed by considering a dummy layer at the level of the lower ends of the vertical walls D1, D2, D3. By using such vertical walls D1, D2, D3 structurally, the pillars attached to the vertical walls D1, D2, D3 can restrain the column capitals and bear the horizontal strength. The "pull-out force" is reduced.

FIGS. 5 (a), 6 (a), 7 (a), 8 (a)
FIG. 5 is a schematic diagram showing the structure of the first to fourth embodiments of the three-story wooden house, and FIGS. 5 (b), 6 (b), 7 (b), and 8 (b) are FIGS.
FIG. 9A is a model diagram showing a mode in which side walls and vertical walls of Examples 1 to 4 shown in FIGS. 8A to 8A are treated as load-bearing walls and are modeled by replacing them with braces. 9 and FIG.
0 shows Comparative Examples 1 and 2.

In the wooden three-story house shown in FIG. 5 (a), there are three wooden through pillars 1, 2, 3 as shown in FIG. 4 installed at a horizontal distance of 3000 mm and a distance of 600 mm. These are taken into the pillars 1 and 3 on both sides, respectively, to form side walls S1, S2 and S3 as load-bearing walls over the first to third floors, and the beams 4, 5 and 6 are parallel across the pillars 1, 2 and 3. , And at the bottom of a predetermined dimension parallel to each of the beams 4, 5, 6 are provided with the gates 7, 8, 9;
Vertical walls D1, D2, D3 are formed between the beam 9 and the beams 4, 5, 6. The height from the floor of each floor to the beams 4, 5, and 6 of the ceiling is 2800 mm.

In the model diagram shown in FIG. 5B, each vertical wall D1,
D2, D3 and the side walls S1 to S3 as bearing walls and the vertical walls D11, D22, embedded in the side walls S1 to S3,
D33 is treated as a load-bearing wall, and bracing E is a load-bearing element.
Modeling processing to replace 1 to E9 is performed. The ends of the braces were attached slightly inside the beam ends of beams 4, 5, and 6, and the effective cross-sectional area was the same as that of the column, and was effective against both tensile and compressive forces.

FIG. 6 is a schematic diagram showing the structure of the second embodiment.
FIG. 6B is a model diagram obtained by modeling FIG. 6A. The second embodiment is substantially the same as the first embodiment except that the intervals between the wooden through pillars 1, 2 and 2 are 2700 mm and 900 mm, and the corresponding parts are denoted by the same reference numerals. And the description is omitted.

FIG. 7 is a schematic diagram showing the structure of the third embodiment.
(b) is a model diagram obtained by modeling FIG. 7 (a). In the third embodiment, the gate is provided only between the pillars 1 and 2 on each floor, and the gate is not provided in the side walls S1 to S3. Other configurations such as the arrangement of the columns 1, 2, and 3 are substantially the same as those of the first embodiment, and corresponding members are denoted by the same reference numerals. The modeling process is performed on each of the vertical walls D1, D
2 and D3 are bended to E1, E2 and E3, and side walls S1 and
S2 and S3 are replaced with braces E4, E5 and E6, and are used for structural calculation.

FIG. 8A is a schematic diagram showing the structure of the fourth embodiment.
FIG. 8B is a model diagram obtained by modeling FIG. 8A. In the fourth embodiment, there is no headgate in the side walls S1, S2, S3, and the arrangement of the pillars 1, 2, 3 is substantially the same as that of the second embodiment. The members are assigned the same numbers. The modeling process is performed by replacing the vertical walls D1, D2, and D3 with braces E1, E2, and E3, and replacing the side walls S1, S2, and S3 with braces E4, E5, and E6. Provided for calculations.

FIG. 9A is a schematic diagram showing the structure of Comparative Example 1.
FIG. 9B is a model diagram obtained by modeling FIG. 9A. In this comparative example 1, between the wooden through pillars 1 and 2,
The distance between the columns 2 and 3 is 3000 mm and 600 mm, respectively. Side walls S1, S2 and S3 are provided between the columns 2 and 3 as load-bearing walls, and vertical walls D1, D2 and D3 are provided on each floor. . Other configurations are substantially the same as those of the third embodiment.

When a wooden three-story house having such a configuration is modeled, as shown in FIG. 9 (b), the side walls S1, S2, and S3, which are load-bearing walls, are braced E4, E at each floor.
The vertical walls D1, D2, and D3 were not treated as load-bearing walls, but were treated as so-called non-bearing walls, which were not included in the structural calculation.

FIG. 10A is a schematic diagram showing the configuration of Comparative Example 2, and FIG. 10B is a model diagram obtained by modeling FIG. 10A. Comparative Example 2 is substantially the same as Comparative Example 1 except that the intervals between the wooden pillars 1, 2, and 3 were 2700 mm and 900 mm. As is apparent from FIG. 10B, the side walls S1, S2, and S3, which are load-bearing walls, each have a brace E.
4, E5 and E6, but the vertical walls D1, D2,
D3 is a non-bearing wall and is treated as not present in the structural calculation.

Tables 1 to 3 show the test results for Examples 1 to 4 and Comparative Examples 1 and 2 described above. Table 1 shows pillars 1, 2, and 3.
Fulcrum reaction force at each fulcrum number a1 to a3 (t: ton)
Table 2 shows the maximum value (tm) of the bending moment of the column on the first to third floors, and Table 3 shows the displacement (cm) of each floor when a predetermined horizontal force is applied.

[0044]

[Table 1]

[0045]

[Table 2]

[0046]

[Table 3]

As is clear from Table 1, in Examples 1 to 4, the fulcrum reaction force was significantly reduced in comparison with Comparative Examples 1 and 2. In other words, the pull-out force when a horizontal force was applied was significantly increased. It can be seen that it has been reduced.

As is clear from Table 2, Comparative Examples 1 and 2
On the other hand, it can be understood that the maximum values of the bending moments are increased in all of Examples 1 to 4. Further, as is apparent from Table 3, in Examples 1 to 4 as compared with Comparative Examples 1 and 2, the displacement amounts of the second and third floors can be significantly reduced.

Next, a test for examining the horizontal strength and rigidity of a vertical wall in a wooden house will be described. The test specimen is as shown in FIG. 11, where the distance between the three wooden pillars 1 and 2 is set to 1800 mm and 2700 mm between the two wooden pillars 1 and 2 and the beam 4 is extended over the upper ends of the pillars 1, 2 and 3. Pass
A dumbbell 7 is provided below the beam 4, and the plywood (d = 9,
10 (d = 15) were fixed using nails. Each pillar 1,
The lower ends of a few were fitted into the shoe hardware 11 and fixed to the foundation. At the intersection of the structural plywood 10 and the column 2, triangular metal parts 12 were used as hanging members on both sides of the column 2.

Test Method In FIG. 11, the rod end of the hydraulic cylinder was connected to the beam 4 from the direction of the white arrow, and the displacement gauges SE1 to SE4 were mounted on the opposite mounting column (not shown) upward and downward by 830 mm, 720 mm.
Four pieces were fixed at intervals of mm, 700 mm, and 650 mm, and seven displacement gauges (not shown) were fixed by making holes in the joints between the vertical walls D1 and D2 and the columns. A horizontal force was applied by a hydraulic cylinder, and the pressurization was repeated three times so that each of the displacement meters SE1 to SE4 showed a predetermined displacement (mm) shown in FIG.

FIG. 12 is a graph showing a horizontal force application pattern applied to four sets of test specimens (No. 1 to No. 4) as shown in FIG. 11 by a hydraulic cylinder. 9.6mm from the white arrow direction as shown
4.5mm, 19.3mm, 29.0mm, 38.6mm, 5
In the first to seventh loading steps of 8.0 mm and 116.0 mm, a double amplitude loading which is repeated three times is applied, and
No. 4 was repeatedly subjected to a single amplitude loading three times in the same manner assuming wind load, and various measurements were performed. Table 4 ~
It is as shown in Table 6.

Table 4 shows the load (kgf), the maximum load (kgf), the displacement at the maximum load (mm), the displacement angle (rad), and the final displacement (mm) for each specimen No. 1 to No. 4. ) Is shown. As apparent from Table 4, the fourth loading step (interlayer displacement angle 1/10 based on the displacement amount of the displacement meter SE1) is performed.
0 rad: the same applies hereinafter), the load-displacement curve followed almost the same trajectory, during which the falling-out of the vertical wall receiving material was observed. Also, from the sixth loading step (1/50 rad), the displacement clearly increased each time loading was performed repeatedly with the same load. No significant difference was observed in the difference in the displacement amount depending on the direction of the applied force. The maximum load was recorded for each of the specimens No. 1 to No. 4 after exceeding 1/25 rad.

[0053]

[Table 4]

Table 5 shows that each of the displacement gauges SE1 to SE1 for each specimen.
The displacement ratio of SE4 is shown. The left column of the dotted line of each column in Table 5 shows the displacement of the displacement meter SE1, and the right column shows the comparison of each displacement when the displacement of the displacement meter SE4 is 1.0.

[0055]

[Table 5]

As is clear from Table 5, the characteristic of the displacement state is that the ratio of the displacement amount from the column base to the displacement meter SE2 is:
Specimen No. 1 which increased almost linearly, especially loaded with both amplitudes
In No. 3 to No. 3, almost no bending deformation occurred between the column pedestals from the displacement meter SE3. Although the specimen No. 4 with half-amplitude loading has a slightly thinner tendency, as a whole feature including the specimen No. 4, shearing of the structural plywood between the displacement gauges SE1 and SE2, that is, the vertical wall portion The deformation can be said to be extremely small. Also, regarding the column, the bending deformation is greatest at the vertical wall receiving member, and the displacement from the column base to the vertical wall receiving member is considered to be largely owed to the rotation of the column base.

Tables 6, 7 and 8 show the test specimen No. 1
Table 6 shows the results of the bidirectional loading test for No. 3 to No. 3.
Is the reference rigidity, Table 7 is the reference allowable proof stress, and Table 8
Shows the reference ultimate strength.

[0058]

[Table 6]

[0059]

[Table 7]

[0060]

[Table 8]

Next, a method for evaluating the reference allowable proof stress and the reference ultimate proof stress of each specimen will be described with reference to the explanatory view shown in FIG. a) Evaluation of the standard allowable proof stress of the test specimen 1) Taking the load on the vertical axis and the displacement on the horizontal axis, determine the load-displacement envelope curve. In this load-displacement envelope curve,
Points corresponding to 0.1 times and 0.4 times the maximum load are connected by a straight line. 2) Connect points corresponding to 0.9 times and 0.4 times of the maximum load with a straight line, draw a straight line tangent to the load-displacement envelope curve with the same slope, and denote the load at the intersection of the straight line and the straight line as the allowable proof stress. I do. 3) The minimum value of the 50% lower allowable limit of 75% confidence level of 75% of the maximum load and the 50% lower allowable limit of 75% reliability level of the maximum load is the standard allowable strength of the specimen. I do.

B) Evaluation of the standard ultimate proof stress of the specimen 1) Of the displacement when the load decreases to the maximum load of 0.8 and the displacement at which the shear displacement angle of the specimen becomes 1/30,
Draw a straight line that passes through the smaller value and is parallel to the vertical axis. 2) The position of the straight line is determined so that the area of the portion surrounded by the straight line, the straight line, the horizontal axis, and the straight line parallel to the horizontal axis is equal to the load-displacement envelope curve, the horizontal axis, and the area of the portion surrounded by the straight line. The value of the load at the intersection of the straight line and the vertical axis is defined as the reference ultimate strength. 3) The value of the 50% lower permissible limit of 75% confidence level of the reference ultimate strength is defined as the reference ultimate strength of the specimen.

Next, the calculated values obtained based on the analysis model diagram shown in FIG. 14 and the experimental values are compared. The sectional performance of each of the members M1 to M6 in FIG.
For the Young's modulus of the columns and beams, the JAS standard values of the structural glued laminated lumber used for the test specimens, for which the specified performance was confirmed by material tests, were used. In consideration of the fact that the structure was in the weak axis direction with respect to the force direction, the Young's modulus was reduced to 105 (tf / cm ² ).
The members of the brace (members M5 and M6 in FIG. 14)
The Young's modulus and each cross-sectional performance value were determined by separate calculations from the specifications and pitches of the nails used to join the structural plywood. The value of the second moment of area of the beam and the wall receiving member was obtained by substituting 40 cm (about half the height of the vertical wall) of the same cross-sectional area. As conditions, two cases were assumed: a case where the triangular metal used for the center pillar was considered as a rigid region, and a case where it was ignored. The results are as shown in Table 10.

[0064]

[Table 9]

[0065]

[Table 10]

Subsequently, modeling was performed on each of the three types of experimental specimens I to IV, and it was verified whether or not the result of the structural calculation by the modeling process according to the present invention and the experimental data were consistent. FIG. 15 is a schematic diagram of the experimental specimen type I, and FIG. 16 is a model diagram obtained by performing a modeling process on the experimental specimen type I. As shown in FIG. 15, the test specimen type I has a column 1 on the longitudinal direction of a rectangular base B1 in plan view.
a, 1b, 1c and 1d are erected, and the other ends of the columns 1a to 1d are respectively nailed to beams 4a provided along the longitudinal direction of the base B1.

Further, at an appropriate position between the base B1 and the beam 4a, a hanging wall receiving material Da is provided between the columns 1a and 1b along the longitudinal direction of the beam 4a, and a hanging wall receiving material Db is provided at the appropriate position between the column 1b. The hanging wall receiving member Dc is narrowly fitted between the pillar 1c and the pillar 1d between the pillar 1c and the pillar 1c. And base B1, pillar 1
a, a sleeve wall S1 is nailed along the hanging wall receiving member Da and the pillar 1b. Similarly, the sleeve wall S2 is also nailed at a position facing the base B1 in the longitudinal direction. On the other hand, hanging walls D1, D2 are respectively nailed between the hanging wall receiving members Da, Db, and Dc and the beam 4a at a substantially central portion. Then, a space A prepared for a parking lot or an entrance is formed at a position surrounding the base B1, the pillar 1b, the hanging wall receiving material Db, and the pillar 1c.

When the above-described experimental specimen type I is subjected to the modeling process according to the present invention, FIGS.
It can be modeled as in (b). FIG. 16 (a)
As shown in the figure, the experimental specimen type I can be represented by a model composed of columns 1a to 1d and braces E1 to E5. On the other hand, as shown in FIG. 16B, in the present embodiment, fulcrum springs F1 and F2 are provided on the column bases of the columns 1a and 1c.
Are provided and modeled. That is, the fulcrum spring F is used to calculate the structure in consideration of the elongation of each member joint.
1 and F2 are subjected to a modeling process (hereinafter, referred to as an axial spring model). The fulcrum spring F
The stiffnesses of 1 and F2 are calculated as 8660 Kg / cm.

In the above configuration, the above-mentioned double amplitude additional loading (first step to seventh step) is performed in the direction of the arrow (east-west direction) shown in FIG. 15, and the displacement amount of the beam 4a in the east-west direction is detected. The amount of displacement detected from the displacement meter SE1 was measured. FIG. 17 is a graph showing the displacement amount of the test specimen type I with respect to the load. In the figure, the vertical axis represents the load (kg
f), and the horizontal axis shows the displacement (mm) output from the displacement meter SE1. The plot points 1 to 7 on the respective lines indicate the first to seventh loading steps, respectively.

The solid line shown in FIG. 17 is a graph showing the amount of displacement with respect to each load when the double amplitude additional load is executed four times. The broken line is a graph showing the result of the structure calculation by the modeling process according to the present invention, and the dashed line is the graph showing the result of the structure calculation by the shaft spring modeling process according to the present invention. As is clear from the figure, the result of the structural calculation by the modeling processing according to the present invention is the displacement meter SE1.
This is almost equal to the displacement output from the above, and the practicability of the structural calculation by the modeling processing according to the present invention has been proved.

FIG. 18 is a schematic view of an experimental specimen type II.
FIG. 19 is a model diagram obtained by performing a modeling process on the test specimen type II. Type II differs from Type I in that the hanging wall D
2 has no sleeve wall S2 and no pillar 1c. In such a configuration, FIG.
The modeling shown in FIG. 19A and the axial spring modeling shown in FIG. 19B were performed, and a double amplitude incremental load test was performed.

FIG. 20 is a graph showing the amount of displacement with respect to the load of the test specimen type II. As shown in the figure, it can be seen that the experimental data graph of the solid line substantially matches the result of the structural calculation according to the present invention, in which the modeling process of the dotted line is performed. Furthermore, it was found that the results of the structural calculation according to the present invention in which the dash-dot-dotted shaft spring modeling process was performed were almost the same, and the practicability of the structural calculation by the modeling process according to the present invention was further proved.

FIG. 21 is a schematic diagram of an experimental specimen type III and a model diagram obtained by modeling the experimental specimen type III. Type III is different from Type I, base B1
Does not exist, the columns 1a and 1d are erected on the holding stands N1 and N2 for experiments, and the column bases are fixed by the shoe hardware 11,11. The pillar supporting the beam 4a is a pillar 1a and a pillar 1d.
And there is no sleeve wall. Furthermore, pillar 1a
The joint between the hanging member and the hanging wall receiving material Da is provided with triangular metal fittings 12, 12 to secure the strength of the specimen type III. Similarly, a triangular metal fitting 12 is provided at a joint between the column 1d and the hanging wall D2. In such a configuration, a modeling process was performed as shown in FIG. FIG. 22B is a diagram in which the triangular hardware 12 is modeled as a structural calculation element (hereinafter, referred to as a triangular hardware modeling process) in order to consider the influence of the triangular hardware 12. And
A double-amplitude loading test was performed for these. In addition,
The rigidity of the triangular metal fitting is 500 Kg / cm, and the experimental specimen type III does not have the base B1.
No particular provision is made for F2.

FIG. 23 is a graph showing the amount of displacement of the test specimen type III with respect to the load. As shown in the figure, it can be seen that the experimental data graph indicated by the solid line substantially matches the result of the structural calculation according to the present invention, in which the modeling process indicated by the dotted line is performed. Further, it can be seen that the results substantially match the results of the structural calculation according to the present invention in which the processing of modeling the dash-dot-dot triangular hardware is performed. In the test specimen type III, as the load becomes higher, the experimental data and the structural calculation result according to the present invention tend to be inconsistent, but this is because each parameter used in the structural calculation is more in consideration of safety. This is due to the adoption of parameters on the safe side. In addition, the non-bearing walls are only the hanging walls D1 and D2, and the parameters required for the structural calculation are insufficient. However, parameters required for structural calculation,
In other words, it can be said that the more non-bearing walls are, the more the accuracy of the structural calculation by the modeling process according to the present invention is improved. Therefore, the effectiveness of the present invention is further proved.

Finally, an experiment was conducted on the test specimen type IV. The experimental specimen type IV has the configuration shown in FIG. 11, and the specimen was subjected to a double amplitude incremental load test. FIG. 24 is a model diagram obtained by performing a modeling process on the test specimen type IV. In this test, Pillar 1, Pillar 2,
Modeling is performed by setting a proof value (hereinafter referred to as a standard strength) defined by the standard as the proof value of the column 3 and a proof value (hereinafter referred to as the experimental strength) different from the proof value defined by the standard. Was.

FIG. 25 is a graph showing the displacement with respect to the load of the test specimen type IV. As shown in the figure, it can be seen that the experimental data graph of the solid line and the result of the structural calculation of the standard strength of the present invention subjected to the modeling process of the dotted line are almost the same. Further, it can be seen that the results almost match the results of the structural calculation according to the experimental strength of the present invention in which the dash-dot line modeling process was performed. From the result of the modeling process in the test specimen type IV, the usefulness of the structure calculation method of the present invention is proved even in a wooden house having no sleeve wall and only columns and vertical walls as shown in FIG. Was done.

[0077]

According to the first aspect of the present invention, the strength of the wooden building itself against the horizontal load can be more accurately grasped by treating the wall, which has been conventionally regarded as a non-bearing wall, as the bearing element. Needless to say, in a narrow-width wooden house, it is possible to set a load-bearing element other than a normal load-bearing wall.

According to the second aspect of the invention, the strength of the vertical wall or the like can be accurately taken into the structural calculation.

According to the third aspect of the present invention, the degree of freedom in the structural design of a wooden house is increased, and a more user-friendly house can be designed.

According to the fourth aspect of the present invention, even in a wooden three-story house with a narrow frontage, it is possible to secure the strength against a horizontal load that allows the garage and entrance to be laid out in front.

[Brief description of the drawings]

FIG. 1 is a flowchart showing a structure calculation process of a wooden house used in the method of the present invention.

FIG. 2 shows (a) to (c) when the method of the present invention is used and
(d) is a schematic diagram showing the principle when the conventional method is used.

FIG. 3 is an explanatory diagram showing the contents of a modeling process for the structure shown in FIG. 2 (a).

FIG. 4 is a conceptual diagram showing a vertical cross section of a three-story wooden house according to an embodiment of the present invention, as viewed from the front.

FIG. 5 is a schematic diagram of the first embodiment and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 6 is a schematic diagram of a second embodiment and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 7 is a schematic diagram of a third embodiment and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 8 is a schematic diagram of a fourth embodiment and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 9 is a schematic diagram of Comparative Example 1 and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 10 is a schematic diagram of Comparative Example 2 and a model diagram obtained by performing a modeling process on the schematic diagram.

FIG. 11 is a schematic view of a test specimen for testing.

FIG. 12 is a graph showing a horizontal force application pattern for a test on a specimen.

FIG. 13 is an explanatory diagram showing a method for evaluating a reference allowable proof stress and a reference ultimate proof stress of an experimental specimen.

FIG. 14 is an analysis model diagram.

FIG. 15 is a schematic view of an experimental specimen type I.

FIG. 16 is a model diagram showing a model of an experimental specimen type I;

FIG. 17 is a graph showing a displacement amount of an experimental specimen type I with respect to a load.

FIG. 18 is a schematic diagram of an experimental specimen type II.

FIG. 19 is a model diagram showing a model of an experimental specimen type II.

FIG. 20 is a graph showing a displacement amount with respect to a load of the test specimen type II.

FIG. 21 is a schematic view of an experimental specimen type III.

FIG. 22 is a model diagram showing a model of experimental specimen type III.

FIG. 23 is a graph showing a displacement amount of an experimental specimen type III with respect to a load.

FIG. 24 is a model diagram showing a model of an experimental specimen type IV.

FIG. 25 is a graph showing the amount of displacement with respect to the load of the test specimen type IV.

[Explanation of symbols]

 1, 1a, 1b, 1c, 1d, 2, 3 pillar 4, 4a, 5, 6 beam 7, 8, 9 Kamoi 10 structural plywood 11 shoe hardware 12 triangular hardware

Claims (4)

[Claims] When a frame is set to perform a structural calculation of a wooden house, walls treated as non-bearing walls such as vertical walls, sleeve walls, and lumbar walls in the wooden house are regarded as load-bearing elements and modeled. A structural calculation method for a wooden house, wherein the structural calculation is performed. 2. The method for calculating the structure of a wooden house according to claim 1, wherein the modeling process is a process of converting non-bearing walls into braces or wall elements. 3. When a frame is set to perform a structural calculation of a wooden house, a wall treated as a non-bearing wall in the wooden house is regarded as a load-bearing element, and a structural calculation of the structural calculation obtained by modeling the wall is performed. A wooden house characterized by being built reflecting the results. 4. The wooden house according to claim 3, wherein the wooden house has three stories or less.