Inorganic bearing surface material and bearing wall
Patent Information
- Application Number
- JP2024536781
- Authority / Receiving Office
- JP · JP
- Patent Type
- Applications
- Filing Date
- 2024-11-05
- Publication Date
- 2025-01-21
- Estimated Expiration
- Not applicable · inactive patent
AI Technical Summary
Inorganic load-bearing surface materials, such as gypsum boards, have low toughness and rigidity, leading to decreased load-bearing performance and wall magnification in wooden buildings, making them prone to damage and unable to withstand short-term horizontal loads effectively.
The use of inorganic load-bearing surface materials with a narrower face material width, specifically less than 910 mm, and an increased plasticity ratio to enhance the ultimate strength correction value, allowing for higher wall magnification by adjusting the dimensions of the gypsum boards rather than the material itself.
This approach significantly increases the toughness and load-bearing capacity of the gypsum boards, resulting in a wall magnification of 3.0 or more, as demonstrated by in-plane shear tests, effectively improving the seismic strength and load-bearing performance of wooden buildings.
Abstract
Description
Inorganic load-bearing surfaces and load-bearing walls
[0001] The present disclosure relates to inorganic load-bearing facings and load-bearing walls.
[0002] In order for walls such as exterior walls and partition walls to have a high wall multiplier, it is necessary to increase the shear strength (or rigidity) of the bearing surface materials that form the walls. Bearing surface materials are primarily classified into wood-based bearing surface materials and inorganic bearing surface materials. Wood-based bearing surface materials include structural plywood, medium density fiberboard (MDF), oriented strand board (OSB), etc. On the other hand, inorganic bearing surface materials include cement board, calcium silicate board, and gypsum board (including gypsum board). Compared to wood-based bearing surface materials, inorganic bearing surface materials have superior fire resistance, moisture permeability, and dimensional stability, and are therefore widely used in walls of wooden buildings.
[0003] Therefore, in order to increase rigidity, conventional wooden buildings use high-specific-gravity inorganic load-bearing surface materials (board materials) with a specific gravity of 1.0 or more. However, high-specific-gravity inorganic load-bearing surface materials are heavy and therefore difficult to handle, and have the problem of being prone to cracking when fastened with fasteners such as nails to pillars or partitions.
[0004] In addition, to achieve a high wall coefficient, the maximum strength P of the inorganic bearing surface material ｍａｘ It is not a hard bearing surface material for increasing the ultimate displacement δ ｕ However, for example, in the case of a gypsum board with a specific gravity of 1.0 (an example of an inorganic bearing surface material, a gypsum-based surface material in which the outer surface of a gypsum core (core material) is covered with gypsum board base paper), the maximum bearing strength P ｍａｘ It has been determined that when the deformation angle reaches 20 x 10, the gypsum core is destroyed and the remaining strength is lost. －３ After rad, the strength decreased early, 0.8P ｍａｘ The strength reduction is specified as follows: ｍａｘ The ultimate displacement of the bearing surface material is δ ｕ This refers to the strength when it reaches
[0005] Therefore, if the specific gravity of the gypsum board is reduced, the nail lateral resistance will decrease, and the maximum strength P ｍａｘ It has also been specified that the shear strength of the nailed portion of a bearing surface material is reduced. Here, "lateral nail resistance" refers to the shear resistance or shear strength of the nailed portion of the bearing surface material, measured by the lateral nail resistance test specified in JIS A 6901. Although lowering the specific gravity of gypsum board improves its toughness somewhat, the strength of the gypsum board itself decreases, leading to problems such as a decrease in rigidity and an inability to obtain sufficient bearing capacity.
[0006] The width of a typical inorganic bearing face material is 910 mm or more, more specifically, in the range of 910 mm to 1820 mm. Inorganic bearing face materials with such a typical width generally have high rigidity but low toughness, and as a result, tend to have low strength performance as a bearing face material. Here, in this specification, "face material width" means the length of the short side in a front view, and "low toughness" means the ultimate displacement δ ｕ But 30 x 10 －３ ~35×10 －３ This means a shear deformation angle of about rad.
[0007] The frame length of a bearing wall (the length of the wall on the architectural plan) is generally used as an indicator of the strength of a wooden building against short-term horizontal loads (earthquake force, wind pressure, etc.). A wall factor appropriate to the structure of the bearing wall is used to calculate the frame length. Here, the "wall factor" is an indicator of the earthquake resistance or strength performance of the bearing wall, and the higher the value, the greater the earthquake resistance strength.
[0008] To summarize the method for calculating the wall coefficient, in principle, the smallest value of the four types of strength values (1) to (4) below is used as the short-term standard shear strength P ｏ and the short-term standard shear strength P ｏ The wall factor is the value obtained by multiplying the yield strength P by a predetermined reduction coefficient (α) (a coefficient that evaluates the factors that reduce the strength). ｙ (2) Ultimate strength P ｕ The ultimate strength correction value P is corrected based on the ductility factor μ ｕ ' (3) Maximum proof stress Pｍａｘ (4) Strength when the shear deformation angle is 1 / 120 rad. In the case of wood-based bearing surface materials with high toughness, the strength value is often determined by the above (1), whereas in the case of inorganic bearing surface materials with low toughness, the strength value is often determined by the above (2). That is, in the case of general inorganic bearing surface materials with a surface width of 910 mm or more as mentioned above, the ultimate strength P ｕ Since the ductility factor μ is small, the ultimate strength correction value P ｕ Since the strength value is determined by ' and the wall factor is determined based on this strength value, there is room for improvement in the wall factor calculated based on a low strength value.
[0009] Therefore, for inorganic bearing surface materials, by increasing the plasticity factor μ, the ultimate strength correction value P ｕ It is desirable to have inorganic bearing surface materials that can increase the wall coefficient by making ' as large as possible.
[0010] Patent Document 1 proposes a wooden exterior wall structure in which a surface material is applied to the exterior side of a wooden framework or wooden frame. This wooden exterior wall structure has gypsum boards fixed as load-bearing surface materials to the exterior side of the wooden framework members or wooden frame members, the gypsum core portion of the gypsum boards contains an organopolysiloxane compound as a load-bearing surface material that prevents load-bearing deterioration, and the wall body formed by fixing the gypsum boards as load-bearing surface materials to the framework or frame has a wall multiplier of 2.0 or more as the strength of the wooden exterior wall against short-term horizontal loads.
[0011] JP 2015-165087 A
[0012] The wooden exterior wall structure described in Patent Document 1 can maintain a wall strength factor of 2.0 or more as the strength of the wooden exterior wall against short-term horizontal loads. However, it does not disclose a solution to the above-mentioned problem, that is, a means for increasing the ultimate strength correction value as much as possible and increasing the wall strength factor by increasing the plasticity factor of inorganic load-bearing surface materials.
[0013] The present disclosure provides an inorganic load-bearing surface material that increases the ultimate strength correction value as much as possible by increasing the plasticity factor, thereby making it possible to increase the wall coefficient, and a load-bearing wall that includes this inorganic load-bearing surface material.
[0014] In one embodiment of the inorganic load-bearing face material of the present disclosure, the width of the face material in a front view of the load-bearing face material is less than 910 mm.
[0015] In addition, in another aspect of the present disclosure, the inorganic bearing face material has a strength value that is applied when calculating the wall magnification of the bearing face material, and is determined by an ultimate strength correction value obtained by correcting the ultimate strength of the bearing face material based on the plasticity factor, among the following four types of strength: (1) Yield strength P ｙ (2) Ultimate strength P ｕ The ultimate strength correction value P is corrected based on the ductility factor μ ｕ ' (where μ = δ ｕ / δ ｖ and δ ｕ is the ultimate displacement, δ ｖ is the yield point displacement) (3) Maximum strength P ｍａｘ (4) The strength when the apparent shear deformation angle is 1 / 120 rad or the strength when the true shear deformation angle is 1 / 300 rad
[0016] According to the present disclosure, it is possible to provide an inorganic load-bearing surface material that increases the ultimate strength correction value as much as possible and increases the wall coefficient by increasing the plasticity factor, and a load-bearing wall that includes this inorganic load-bearing surface material.
[0017] The present invention relates to a method for fabricating a wooden building using a shear wall, a structural member, and a method for fabricating a wooden building using a shear wall.
[0018] Hereinafter, inorganic bearing surface materials and bearing walls according to embodiments will be described with reference to the accompanying drawings. Note that in this specification and drawings, substantially identical components may be designated by the same reference numerals to avoid redundant description.
[0019] [Inorganic Load-Bearing Face Material and Shear Wall According to an Embodiment] An example of an inorganic load-bearing face material and a shear wall according to an embodiment will be described with reference to Figures 1 and 2. Note that, while gypsum board will be used as the inorganic load-bearing face material in the following description, cement boards and calcium silicate boards may also be used as the inorganic load-bearing face material according to the embodiment. Here, Figure 1 is a front view of an example of a shear wall equipped with an inorganic load-bearing face material according to the embodiment. Furthermore, Figure 2 is a diagram showing the envelope of a load-deformation angle curve obtained by an in-plane shear test of a wooden building, together with a linear graph obtained by converting the envelope into the load-deformation angle characteristics of a perfectly elasto-plastic model.
[0020] The bearing wall 70 shown in FIG. 1 is a bearing wall of a wooden frame construction method, formed by fixing a wooden frame onto a continuous footing 10 made of reinforced concrete.
[0021] A base 22 (an example of a lower cross member) extending laterally (e.g., horizontally) is fixed on the continuous footing 10 via anchor bolts 11. Two columns 31 (an example of vertical members) and a plurality of studs 32 (another example of vertical members) (three in the illustrated example) are fixed on the base 22 and spaced a predetermined distance between them. A beam 21 (an example of an upper cross member) extending laterally (e.g., horizontally) is fixed to the upper ends of these vertical members 30. The base 22, beam 21, and the plurality of vertical members 30 form a frame 40. Here, the illustrated shear wall 70 is shown as an example formed within the structural plane of the first floor, but in shear walls formed within the structural plane of the second or higher floors, both the lower cross member and the upper cross member serve as beams for the upper floors.
[0022] The base 22, the vertical members 30, and the beams 21 are all made of wood (square timber) that is used in ordinary wooden buildings.
[0023] The inorganic load-bearing surface material 50 fastened to the frame 40 is gypsum board. Gypsum board includes structural gypsum board, reinforced gypsum board, ordinary gypsum board, etc. as specified in JIS A 6901, but it is preferable to use structural gypsum board or reinforced gypsum board as the load-bearing surface material. Gypsum board is a gypsum-based surface material in which the front and back surfaces of a plate-shaped core material made of a gypsum core (gypsum hardened body) are covered with gypsum board base paper.
[0024] The dimensions of the applicable gypsum board 50 are a face material width t1 of 600 mm and a face material height t2 of approximately 2800 mm (in the range of approximately 2730 mm to 3030 mm). The thickness of the gypsum board 50 is 9.5 mm or 12.5 mm.
[0025] That is, the face material width t1 of the gypsum board 50 is set to a width narrower than the conventional range of 910 mm to 1820 mm. Here, the multiple gypsum boards 50 in the illustrated example have the same face material width t1, but for example, three or more gypsum boards may all have different face material widths, or a configuration may be provided that includes multiple gypsum boards having the same face material width and other gypsum boards having different face material widths.
[0026] Here, the face material width t1 can be set to a width less than 910 mm, such as 225 mm, 250 mm, 300 mm, 455 mm, 500 mm, 800 mm, etc., in addition to 600 mm.
[0027] The gypsum board 50 is fastened to each vertical member 30 with a plurality of nails 60 (an example of fasteners). Here, the nails 60 may be, for example, galvanized round iron nails (NZ nails: JIS A 5508), and among them, NZ50 nails (length 50 mm, head diameter approximately 6.6 mm, shank diameter approximately 2.75 mm) may be used. Here, the fasteners 60 may be screws (including screw screws) or the like in addition to nails.
[0028] The fastening pitch t3 of the nails 60 can be set in the range of 50 mm to 300 mm, for example, to 150 mm.
[0029] The load-bearing wall 70 is formed by fastening two gypsum boards 50 with the same face material width t1 to the frame 40, but three or more gypsum boards 50 may be fastened, or multiple gypsum boards with different face material widths may be fastened.
[0030] By setting the face material width t1 of the gypsum board 50 forming the bearing wall 70 to less than 910 mm, the toughness of the gypsum board 50 and the bearing wall 70 is improved, and the wall ratio of the bearing wall 70 can be increased. The reason for this will be described in detail below with reference to FIG. 2.
[0031] Figure 2 shows the envelope of the load-deformation curve obtained from an in-plane shear test of a wooden building, along with a linear graph obtained by converting the envelope into the load-deformation characteristic of a perfectly elastic-plastic model.
[0032] The perfect elastic-plastic model is a linear function line in the linear elastic region (elastic region) and a yield point σ ｓ The line of the plastic deformation region (plastic region) extends parallel to the X-axis from the yield point σ ｓ indicates the elastic limit. The method of converting the envelope curve into a perfect elasto-plastic model is a well-known method described in documents such as "Wooden Shear Wall and Its Magnification Performance Testing and Evaluation Manual."
[0033] In Figure 2, the maximum strength P ｍａｘ , 0.8P ｍａｘ Load reduction area, ultimate strength P ｕ , yield strength P ｙ , ultimate displacement δ ｕ , yield point displacement δ ｖ , and yield displacement δ ｙ is shown. The ultimate displacement δ ｕ and yield point displacement δ ｖ are 0.8P respectively. ｍａｘ Load drop region and yield point σ ｓ is the shear deformation angle at ｙ is the yield strength P ｙ The shear deformation angle at the time of occurrence is the plasticity factor μ. ｕ / δ ｖ is the value.
[0034] As described in the literature such as "Allowable Stress Design of Wooden Frame Construction Houses [1] (2017 Edition)" on pages 63 and 300, the strength P specified by the perfect elastic-plastic model shown in Figure 2 is ｍａｘ , P ｕ , P ｙ , and displacement δ ｕ , δ ｖ , δ y Based on the short-term allowable shear strength P ａ Calculate the short-term allowable shear strength P ａ The wall ratio is calculated by dividing by a predetermined strength (wall length L (m) × 1.96 (kN / m)).
[0035] In calculating the wall coefficient, the smallest value of the four types of strength values (1) to (4) below is used as the short-term standard shear strength P ｏ and the short-term standard shear strength P ｏ The value obtained by multiplying the specified reduction coefficient (α) (coefficient for evaluating the factors that reduce the strength) is the short-term allowable shear strength P ａ Here, the ultimate strength correction value P ｕ ' is 0.2P ｕ / Ds=0.2P ｕ × (2μ-1) １／２ The structural characteristic coefficient Ds is calculated as follows: Ds = 1 / (2μ-1) １／２ (1) Yield strength P ｙ (2) Ultimate strength P ｕ The ultimate strength correction value P is corrected based on the ductility factor μ ｕ ' (3) Maximum proof stress P ｍａｘ (4) The strength at the time of specific deformation when the apparent shear deformation angle is 1 / 120 rad (unloaded or loaded)
[0036] In addition, for all specimens, the yield displacement δ of the specimen ｙ is smaller than the true shear deformation angle of 1 / 300 rad, and there is no significant damage when the true shear deformation angle is 1 / 300 rad, the proof stress at the specific deformation in (4) above is not the proof stress when the apparent shear deformation angle is 1 / 120 rad, but the proof stress when the true shear deformation angle is 1 / 300 rad.The proof stress value that shows the smallest value among the three types of proof stress values in (2) to (4) above is the short-term standard shear strength P ｏ It is identified as:
[0037] In the case of wood-based bearing surface materials with high toughness, the bearing strength value is often determined by the above (1), whereas in the case of gypsum board 50 with low toughness, the bearing strength value is often determined by the above (2). That is, in the case of conventional gypsum boards with a general surface material width of 910 mm or more, the ultimate bearing strength P ｕ Since the ductility factor μ is small, the ultimate strength correction value P ｕ Since the strength value is determined by ' and the wall factor is determined based on this strength value, there is room for improvement in the wall factor.
[0038] Therefore, as a result of intensive research, the inventors have decided to increase the toughness of gypsum boards by reviewing the dimensions of the gypsum boards, rather than by developing new materials for the gypsum boards, and to improve the ultimate strength correction value P ｕ This increases the wall multiplier.
[0039] In other words, by changing the width t1 of the face material of the gypsum board 50 from the conventional range of 910 mm to 1820 mm to a range of less than 910 mm, it is possible to increase the toughness of the gypsum board 50 and the bearing wall 70 equipped with the same, and to increase the wall coefficient. ｕ But 30 x 10 －３ ~35×10 －３ rad, whereas the ultimate displacement δ of the gypsum board 50 shown in the figure ｕ is 40 x 10 －３ It has been demonstrated that the shear deformation angle is greater than 1 / 4 rad, resulting in increased toughness.
[0040] More specifically, the ultimate displacement δ of the gypsum board 50 ｕ is a maximum of 66.7 x 10 －３ It has been verified that the shear deformation angle is approximately twice that of conventional gypsum board.
[0041] Furthermore, when the wall multiplier of a load-bearing wall equipped with conventional gypsum board is used as a standard, it has been verified that the wall multiplier ratio (the ratio of the wall multiplier to the conventional load-bearing wall) of a load-bearing wall 70 equipped with gypsum board 50 having multiple face material widths of less than 910 mm (225 mm, 300 mm, 455 mm, 600 mm, 800 mm, 847 mm) is in the range of 1.16 to 1.98, and the wall multiplier of the load-bearing wall 70 is 3.0 or more.
[0042] [In-plane shear test and its results] The inventors produced a specimen for a shear wall in accordance with the test specifications (specimen, test equipment, and test method) for unloaded and loaded types described in the "Wooden Shear Walls and Their Magnification Factors: Performance Testing and Evaluation Procedure Manual." The comparative example was a shear wall with a wall width of 1,820 mm, equipped with two sheets of glass fiber reinforced gypsum board with a face material width of 910 mm and a height of 2,730 mm.
[0043] This specimen has a frame formed by a cedar sill and two pillars with a cross section of 105 x 105 mm, a stud with a cross section of 45 x 105 mm between the two pillars, and a Douglas fir beam with a cross section of 180 x 105 mm supported by the pillars. As a test jig, pull-out hardware is arranged at the joint between the sill and the pillars and at the joint between the beam and the pillars.
[0044] For comparison with the Comparative Example, a test specimen was produced as Reference Example 1, in which particle board (two sheets of 910 mm wide surface material) was used as the load-bearing surface material instead of gypsum board. Reference Example 1 has the same specifications as the Comparative Example, except for the material of the load-bearing surface material.
[0045] On the other hand, the Examples had the same specifications as the Comparative Examples except for the glass fiber gypsum boards used, and the face material widths of the glass fiber gypsum boards in Examples 1 to 6 were 225 mm, 300 mm, 455 mm, 600 mm, 800 mm, and 847 mm, respectively. In Example 4, three gypsum boards were used to create a shear wall with a width of 1,820 mm. For the other Examples, calculation results were obtained by linear interpolation using the measured values of the Comparative Example and Examples 4 and 6. Furthermore, as Reference Example 2, an experiment was also conducted on a test specimen using two particle boards with a face material width of 600 mm (one board in the width direction and two boards connected vertically).
[0046] The experimental results and calculation results are shown in Table 1. Here, with regard to the wall magnification ratio, the ratio of Examples 1 to 6 to the wall magnification of the Comparative Example was calculated, and the ratio of Reference Example 2 to the wall magnification of Reference Example 1 was calculated. Table 2 also shows five types of strength values for each of the Comparative Example, Examples 4 and 6, and Reference Examples 1 and 2.
[0047]
[0048]
[0049] From Tables 1 and 2, in Reference Example 1, which is equipped with particle board (wood-based load-bearing surface material), the toughness of the load-bearing surface material and the load-bearing wall is high, so the load-bearing strength value is the yield strength P ｙ In Reference Example 2, where the width of the face material is reduced, the strength value is determined by the ultimate strength correction value P ｕ Although the strength value determination items change when the width of the panel is changed, it has been demonstrated that there is no significant difference in the wall multiplier between the two.
[0050] In contrast, the comparative example and examples 1 to 6, which are equipped with glass fiber reinforced gypsum boards, all have lower toughness than wood-based bearing surface materials, and therefore the bearing strength values are the ultimate strength correction value P ｕ It has been demonstrated that the wall multiplier ratio of the examples can be increased to 1.16 to 1.98 times compared to the wall multiplier of the comparative example (wall multiplier of inorganic standard strength face material with a standard face material width of 910 mm).
[0051] Here, in Example 6 in Table 2, the ultimate strength correction value P ｕ Yield strength P than ｙ Although the value of is small, the proof stress value of Example 6 in Table 1 is smaller than the corrected ultimate proof stress value P ｕ This is for the following reason. In other words, the standard of the evaluation method of the designated performance evaluation organization specifies that the yield displacement δ of the test specimen is ｙ is smaller than the true shear deformation angle of 1 / 300 rad, and there is no significant damage when the true shear deformation angle is 1 / 300 rad, the proof stress when the shear deformation angle is 1 / 120 rad shall be the proof stress when the true shear deformation angle is 1 / 300 rad, regardless of the test method. ｏ is the ultimate strength correction value P ｕ ', Maximum proof stress P ｍａｘ In both the comparative example and Example 6 in Table 2, the yield displacement δ of the test specimen is determined from three types of yield strength values: the yield strength at a shear deformation angle of 2 / 3 of the normal shear deformation angle, and the yield strength at a true shear deformation angle of 1 / 300 rad. ｙis smaller than the true shear deformation angle of 1 / 300 rad, and there is no significant damage when the true shear deformation angle is 1 / 300 rad, and (2) the ultimate strength correction value P ｕ The short-term standard shear strength P is determined by the smallest value of (3) 2 / 3 of the maximum strength Pmax, and (4) the strength at a true shear deformation angle of 1 / 300 rad. In other words, the experimental results of Example 6 are consistent with this standard, and the short-term standard shear strength P ｏ is the ultimate strength correction value P ｕ It has been decided in.
[0052] In addition, the deformation performance (ultimate displacement δ ｕ ) is 35.64 × 10 －３ rad, the maximum is 66.7 x 10 －３ It has been demonstrated that the sensitivity can reach up to 100 rad.
[0053] That is, by reducing the width of the surface material of the glass fiber reinforced gypsum board, the toughness is increased, and the strength value is the ultimate strength correction value P ｕ Although it is still determined by the ultimate strength correction value P ｕ The increase in ' results in an increase in the wall factor.
[0054] Here, the wall magnification factor of the comparative example was calculated to be about 2.7. Therefore, by multiplying this value by the wall magnification ratio of each example, it was demonstrated that the wall magnification factor of each example was 3.0 or more.
[0055] This verification has demonstrated that narrowing the width of the gypsum board surface compared to conventional surface widths increases the toughness of the gypsum board and the shear wall equipped with it, thereby increasing the wall coefficient.
[0056] It should be noted that other embodiments may be possible in which other components are combined with the configurations described in the above embodiments, and the present disclosure is not limited to the configurations shown here. In this regard, modifications are possible within the scope of the present disclosure, and can be appropriately determined depending on the application form.
[0057] This international application claims priority based on Japanese Patent Application No. 2022-118776, filed on July 26, 2022, the entire contents of which are incorporated herein by reference.
[0058] 10: Continuous footing 11: Anchor bolt 21: Beam (upper horizontal member) 22: Foundation (lower horizontal member) 30: Vertical member 31: Pillar (vertical member) 32: Stud (vertical member) 40: Frame 50: Bearing surface material (inorganic bearing surface material, gypsum board) 60: Nail (fastener) 70: Bearing wall
Claims
1. An inorganic load-bearing surface material, An inorganic load-bearing surface material, the width of which when viewed from the front is less than 910 mm.
2. The inorganic strength surface material according to claim 1, wherein the strength value applied when calculating the wall factor of the strength surface material is determined by an ultimate strength correction value in which the ultimate strength of the strength surface material is corrected based on a plasticity factor, among the following four types of strength: (1) Subjugation endurance P ｙ (2) Ultimate strength P ｕ The ultimate strength correction value P is corrected based on the ductility factor μ ｕ ' (where μ = δ ｕ / δ ｖ and δ ｕ is the ultimate displacement, δ ｖ is the yield point displacement) (3) Maximum proof stress P ｍａｘ 2 / 3 (4) Strength when the apparent shear deformation angle is 1 / 120 rad or strength when the true shear deformation angle is 1 / 300 rad
3. Ultimate displacement δ with respect to shear deformation angle ｕ The upper limit is 66.7 x 10 －３ 3. The inorganic load-bearing surface material according to claim 1 or 2, which is rad.
4. 3. An inorganic load-bearing surface material according to claim 1 or 2, wherein the wall factor ratio to the wall factor of an inorganic standard load-bearing surface material having a standard width of 910 mm in front view is in the range of 1.16 to 1.
98.
5. 3. The inorganic load-bearing surface material according to claim 1 or 2, having a wall ratio of 3.0 or more.
6. 3. The inorganic load-bearing surface material according to claim 1 or 2, wherein the surface material width is any one of 225 mm, 300 mm, 455 mm, 600 mm, 800 mm, and 847 mm.
7. 3. The inorganic load-bearing surface material according to claim 1 or 2, which is formed from gypsum board.
8. A frame including a plurality of vertical members and upper horizontal members and lower horizontal members respectively connecting upper ends and lower ends of the plurality of vertical members; A load-bearing wall comprising the inorganic load-bearing surface material according to claim 1 or 2, which is fixed to the frame by a plurality of fasteners.
9. 9. The load-bearing wall of claim 8, wherein the load-bearing panels have the same width.
10. The load-bearing wall according to claim 8 , wherein the plurality of load-bearing face panels include load-bearing face panels having the same width and load-bearing face panels having different widths.