Horizontal structural plane and deck plate

Abstract

The present invention provides a horizontal structural frame that can achieve the required in-plane shear performance and offers improved constructability compared to conventional wooden floors. [Solution] In the horizontal structural frame structure 100, the beam members 2 are made of wood, and the facing members 3 are made of deck plates 41 with a corrugated cross-section. The beam members 2 and the support members 3 are joined by a first fastener 5, which is driven into the upper surface 2a of the beam members 2. Multiple first fasteners 5 are arranged spaced apart in the direction of the wood fibers of the beam members 2. The support members 3 and the facing members 4 are joined by a second fastener 6. Multiple deck plates 41 are laid out continuously in the width direction X of the deck plates 41, and the laid deck plates 41 are integrated with a third fastener. The lower flange 43 of the deck plates 41 is positioned below the upper surface 2a of the beam members 2, and the floor strength ratio of the dry floor 1 is greater than 2.48 times.

Description

[Technical Field]

[0001] This invention relates to a horizontal structural plane structure and deck plate applicable to a dry floor in which a surface material is provided on a beam material via a support material. [Background technology]

[0002] Conventionally, as a technology related to wooden floors in which wood is used for beams and sheathing, Non-Patent Document 1 discloses, for example, the following conventional wooden floors (1) to (3). (1) A traditional wooden floor where girders and main floor beams are placed around the perimeter of the room, secondary floor beams are placed between them at regular intervals, joists are laid on top of them, and subfloor material of about 12 mm is nailed down. (2) A traditional wooden floor where the tops of the beams and joists are aligned as "recessed joists," and the bracing is omitted, with the structural plywood of the floor subfloor being directly nailed to the beams and joists. (3) A traditional wooden floor system in which small beams are installed at 910 mm intervals, and structural plywood of about 24 mm is directly attached to the beams as the subfloor material, thereby eliminating the need for joists.

[0003] In the technology disclosed in Non-Patent Document 1, since wood is used for the facing material, it is necessary to provide many secondary beams and A- and B-beams to ensure in-plane shear performance. In addition, many fasteners need to be driven in to join the secondary beams, A- and B-beams and the facing material to each other. This results in increased construction time.

[0004] Conventionally, technologies relating to horizontal structural frameworks in which deck plates are used as facing materials have been disclosed, for example, in Patent Document 1 and Patent Document 2.

[0005] The floor structure construction method of Patent Document 1 comprises: a layout step of setting the number and arrangement of metal plates so that the gap between the beams and the metal plates and / or the gap between each metal plate is a predetermined value based on the width dimensions of the metal plates to be installed between the beams; a metal plate installation step of installing the metal plates between the beams based on the arrangement determined in the layout step; and a floor plate installation step of installing floor plates on the upper flanges of the metal plates. Furthermore, in the floor structure construction method of Patent Document 1, the upper flange of the deck plate, which is a metal plate, is installed so that the position of the upper flange of the beam and the upper surface of the beam are approximately flush. In order to prevent floor creaking noises that occur when metal plates are stacked, a gap is provided between adjacent metal plates in the floor structure construction method of Patent Document 1.

[0006] The deck plate structure of Patent Document 2 comprises a plurality of deck plates that are erected on a plurality of first wooden beams of a wooden frame and arranged in a line in a first direction, a first fixing part that fixes the deck plates to the upper surface of the first wooden beams, and a plurality of second fixing parts that fix adjacent deck plates in the first direction to each other and are provided with gaps in between in the second direction.

[0007] However, the floor shear strength ratio of the test specimens (test specimens 1 to 5) composed solely of structural members as shown in Patent Document 1 is 2.48 times or less. These test specimens 1 to 5 have in-plane shear performance lower than that of a horizontal structural plane with an allowable shear strength per unit length of 7.84 kN / m (floor shear strength ratio of 4.0 times), as shown in Non-Patent Document 1 as one of the specifications for conventional wooden floors. In the test specimen (test specimen 6) which joins finishing material and beam material as shown in Patent Document 1, the floor shear strength ratio is 4.63 times. However, since the finishing material in test specimen 6 is not a structural material, the in-plane shear performance of the finishing material itself is not guaranteed due to material quality control. Depending on the quality of the finishing material, it may not be possible to secure the required in-plane shear performance, so there is a need for a horizontal structural plane structure that can exhibit in-plane shear performance exceeding a floor shear strength ratio of 2.48 times using only structural members.

[0008] In the technology disclosed in Patent Document 2, the deck plate is fastened to the upper surface of the beam, making it difficult to install studs necessary for wall construction on the beam in wooden buildings. Furthermore, in the technology disclosed in Patent Document 2, the lower flange of the deck plate is fastened to the upper surface of the beam, so when an in-plane shear force is generated in the beam, the in-plane shear force is transmitted from the beam to the deck plate via a fastener placed on the lower flange of the deck plate. This raises concerns about torsional deformation of the deck plate, a phenomenon in which the upper flange of the deck plate twists in the longitudinal direction of the deck plate. There is a need for a technology that can suppress torsional deformation of the deck plate and improve its in-plane shear performance. [Prior art documents] [Patent Documents]

[0009] [Patent Document 1] Japanese Patent Publication No. 2005-155312 [Patent Document 2] Patent No. 7176141 [Non-patent literature]

[0010] [Non-Patent Document 1] Allowable stress design for wooden frame construction houses (2017 edition), Japan Housing and Wood Technology Center, March 2017, pp. 8-9. [Overview of the project] [Problems that the invention aims to solve]

[0011] This invention has been made in view of the above circumstances, and its purpose is to provide a horizontal structural plane structure and deck plate that can exhibit the required in-plane shear performance and have improved constructability compared to conventional wooden floors. [Means for solving the problem]

[0012] The horizontal surface structure according to the present invention is a horizontal surface structure applied to a dry floor provided with a surface material via a receiving material on a beam material. In the beam material, wood is used. In the surface material, a deck plate is used. The beam material and the receiving material are joined by a first joining tool. The first joining tool is driven into the upper surface of the beam material, and a plurality of the first joining tools are arranged at intervals in the wood fiber direction of the beam material. The receiving material and the surface material are joined by a second joining means. The deck plates are arranged side by side in a plurality continuously in the width direction of the deck plate, and the arranged deck plates are integrated by at least one of fitting, caulking, and a third joining tool. The lower flange of the deck plate is arranged below the upper surface of the beam material, and the floor magnification of the dry floor is more than 2.48 times, which is characterized in that.

[0013] The deck plate according to the present invention constitutes the horizontal surface structure according to the present invention.

Effects of the Invention

[0014] According to the present invention, the required in-plane shear performance can be exhibited, and the workability can be improved compared with the conventional wooden floor.

Brief Description of the Drawings

[0015] [Figure 1] FIG. 1 is a plan view showing a horizontal surface structure according to the first embodiment. [Figure 2] FIG. 2 is a front view showing a surface material in the horizontal surface structure according to the first embodiment. [Figure 3] FIG. 3 is a front view showing a joint portion between the surface material and the receiving material and a joint portion between the receiving material and the beam material in the horizontal surface structure according to the first embodiment. [Figure 4] FIG. 4 is a plan view showing a horizontal surface structure according to the second embodiment. [Figure 5] FIG. 5 is a front view showing a joint portion between the surface material and the receiving material and a joint portion between the receiving material and the beam material in the horizontal surface structure according to the third embodiment. [Figure 6]Figure 6 is a front view showing the joint between the surface material and the support material, and the joint between the support material and the beam material, in the horizontal structural frame according to the fourth embodiment. [Figure 7] Figure 7 is a plan view showing the horizontal structural plane structure according to the fifth embodiment. [Figure 8] Figure 8 is a front view showing the joint between the surface material and the support material, and the joint between the support material and the beam material, in the horizontal structural frame according to the fifth embodiment. [Figure 9] Figure 9 is a plan view showing the horizontal structural plane structure according to the sixth embodiment. [Figure 10] Figure 10 is a front view showing the joint between the surface material and the support material, and the joint between the support material and the beam material, in the horizontal structural frame structure according to the seventh embodiment. [Figure 11] Figure 11 is a front view showing the joint between the surface material and the support material, and the joint between the support material and the beam material, in the horizontal structural frame structure according to the eighth embodiment. [Figure 12] Figure 12(a) is a schematic plan view showing an example of the present invention in Example 1, and Figure 12(b) is a schematic plan view showing a comparative example in Example 1. [Figure 13] Figure 13 is a plan view showing the test specimen in Example 2. [Figure 14] Figure 14 is a plan view showing the test specimen in Example 2. [Figure 15] Figure 15 shows the results in Example 3. [Figure 16] Figure 16 shows the results in Example 4. [Figure 17] Figure 17 shows the results in Example 5. [Modes for carrying out the invention]

[0016] Some embodiments of this invention will be described below with reference to the drawings.

[0017] (First embodiment: Horizontal structural plane structure 100) As shown in Figures 1 to 3, the horizontal structural plane structure 100 is applied to a dry floor 1 in which a surface material 4 is attached to a beam material 2 via a support material 3. The floor shear strength of the dry floor 1 is greater than 2.48 times. This allows the required in-plane shear performance to be achieved with structural members alone.

[0018] The floor shear strength of the dry floor 1 is preferably 4.0 times or more. Since the maximum value of the floor shear strength specified in Non-Patent Literature 1 is 4.0 times, having an in-plane shear performance of 4.0 times or more allows for the inclusion of all the specifications for conventional wooden floors shown in Non-Patent Literature 1. For this reason, the range in which conventional wooden floors, in which the facing material is made of wood, can be replaced with the horizontal structural plane structure 100 of the present invention can be expanded. Furthermore, having an in-plane shear performance of 4.0 times or more allows for wider spacing between load-bearing walls in wooden buildings, and for longer support spans of beams and facing materials in wooden buildings.

[0019] Here, the floor ratio can be calculated from: "the required floor ratio calculated from the load-bearing wall line distance, the arrangement of load-bearing walls, and the seismic resistance grade (grades 1 to 3) as stipulated in the Act on Promotion of Securing Quality of Housing (Housing Quality Assurance Act)"; "the floor ratio (existing floor ratio) indicated for each structural form (specification) of multiple horizontal structural elements shown in the Japanese Housing Performance Indication Standards"; and "the floor ratio calculated by dividing the allowable shear strength per unit length shown for each structural form (specification) of multiple horizontal structural elements shown in Non-Patent Document 1 by 1.96 kN / m, which corresponds to a floor ratio of 1.0 (floor ratio equivalent to the existing floor ratio)." The floor strength ratio (floor strength ratio exceeding 2.48 times) indicated as the required performance of this invention refers to the value calculated in accordance with the floor strength ratio calculation method shown in Non-Patent Document 1. Specifically, it is the value calculated by dividing the allowable shear strength per unit length of the horizontal structural plane by 1.96 kN / m.

[0020] A deck plate 41 is used for the surface material 4. Hereinafter, the width direction of the deck plate 41 will be X, the longitudinal direction Y will be the direction that intersects the width direction X and the longitudinal direction Y of the deck plate 41, and the height direction Z will be the direction that intersects the width direction X and the longitudinal direction Y.

[0021] The beam 2 is made of wood. The wood used for the beam 2 may be, for example, sawn timber, glued laminated timber, laminated veneer timber, or cross-laminated board.

[0022] The cross-sectional shape of beam member 2 is formed into a rectangular shape, such as a square or rectangle. Beam member 2 is extended in the direction of the wood fibers. Multiple beam members 2 are extended in the width direction X and the length direction Y, respectively, and assembled in a grid pattern.

[0023] The support member 3 is made of plate-shaped steel. The support member 3 is formed in a Z-shape in cross-section. The plate thickness of the steel used for the support member 3 is, for example, 1.0 mm or more and 4.5 mm or less. The yield strength of the steel used for the support member 3 is, for example, 235 N / mm². 2 Above, 325N / mm 2 The following applies:

[0024] The support member 3 has a mounting portion 31 on which the deck plate 41 is placed, a support member web portion 32 that is bent vertically upward from the mounting portion 31, and a support member flange portion 33 that is bent from the support member web portion 32 to the opposite side from the mounting portion 31. The mounting portion 31 extends horizontally. The support member web portion 32 is in contact with the side surface 2b of the beam member 2. The mounting portion 31 is connected to the lower end of the support member web portion 32. The support member flange portion 33 extends horizontally. The support member flange portion 33 is in contact with the upper surface 2a of the beam member 2. The support member flange portion 33 is connected to the upper end of the support member web portion 32.

[0025] Support members 3 may extend along the direction of extension of the beam member 2 and be installed one per side of the beam member 2. Alternatively, support members 3 may be installed in sections along one side of the beam member 2.

[0026] The support member 3 may also be a wooden board with a Z-shaped cross-section. In this case, the wood used for the support member 3 may be, for example, sawn timber, laminated timber, veneer laminated timber, cross-laminated board, or plywood.

[0027] The sawn timber used for the beam material 2 and the receiving material 3 includes visually graded structural sawn timber, machine-graded structural sawn timber, ordinary structural timber (ungraded timber), sawn timber for framed wall construction method, etc. The reference material strength Fb (Fb refers to the reference material strength for bending stress) of the visually graded structural sawn timber is 9.0 N / mm 2 or more and 38.4 N / mm 2 or less. The machine grading of the machine-graded structural sawn timber is E50 or more and E150 or less. The reference material strength Fb of the ordinary structural timber (ungraded timber) is 22.2 N / mm 2 or more and 38.4 N / mm 2 or less. The reference for the Young's modulus of the sawn timber for framed wall construction method is 5.5 kN / mm 2 or more and 17.9 kN / mm 2 or less. The glued laminated timber used for the beam material 2 and the receiving material 3 is structural glued laminated timber, etc. The strength grade is E50 - F170 or more and E190 - F615 or less. The bending Young's modulus classification of the laminated veneer lumber (LVL) used for the beam material 2 and the receiving material 3 is 60E or more and 180E or less. The grade by the grading machine of the cross-laminated timber (CLT) used for the beam material 2 and the receiving material 3 is M30A or more and M120A or less or M30B or more and M120B or less. The plywood used for the receiving material 3 is structural plywood, etc. Structural panels (such as OSB, particle board, MDF, etc.) may also be used. When the grade of the structural plywood is grade 1, the reference for the Young's modulus is 5.0 kN / mm 2 or more and 8.5 kN / mm 2 or less. When the grade of the structural plywood is grade 2, the reference for the Young's modulus is 3.3 kN / mm 2 or more and 6.5 kN / mm 2 or less.

[0028] A deck plate 41 is used for the facing material 4. The deck plate 41 conforms to "JIS G 3352", is formed in a corrugated cross-section, and has an upper flange 42 extending horizontally, a lower flange 43 extending horizontally and positioned below the upper flange 42, and a web 44 that is connected to the upper flange 42 and the lower flange 43 and inclined with respect to the vertical. The thickness of the deck plate 41 is, for example, 1.0 mm to 1.6 mm. The height of the deck plate 41 is, for example, 50 mm to 120 mm. A finishing material such as flooring (not shown) is provided on top of the facing material 4.

[0029] For the deck plate 41 used for the facing material 4, a steel deck plate (flat deck) for floor formwork as defined in the "Design and Construction Guidelines and Commentary for Steel Deck Plates (Flat Decks) for Floor Formwork, 2004 Edition" (edited by the Japan Public Building Association, published by the Flat Deck Industry Association, February 1, 2004) may be used.

[0030] Multiple deck plates 41 are laid out in a continuous line along the width direction X of the deck plate 41. The laid-out deck plates 41 are integrated together, for example, by a third fastener 7. The deck plates 41 are fitted together at their ends in the width direction X. The third fastener 7 is driven into this fitted portion to integrate them. The laid-out deck plates 41 may be integrated together by fitting, riveting, and the third fastener 7, or by at least one of these methods.

[0031] The third fastener 7 is, for example, a self-drilling screw. Multiple third fasteners 7 are arranged spaced apart in the longitudinal direction Y of the deck plate 41. The spacing between the third fasteners 7 is, for example, 50 mm or more and 200 mm or less.

[0032] The upper flange 42 of the deck plate 41 may be positioned at the same height as the upper surface 2a of the beam member 2. The lower flange 43 of the deck plate 41 is positioned below the upper surface 2a of the beam member 2.

[0033] The beam member 2 and the support member 3 are joined by a first fastener 5. The first fastener 5 is, for example, a self-drilling screw. The first fastener 5 may be at least one of the following: a self-drilling screw, a wood screw, a bolt, a drift pin, a lag screw, and a nail.

[0034] The first connector 5 is driven into the upper surface 2a of the beam member 2. As a result, when a horizontal load is applied to the horizontal structural plane 100, the in-plane shear force within the horizontal structural plane between the beam member 2 and the panel member 4 is transmitted mainly by the shear resistance of the first connector 5.

[0035] The first fastener 5, which is driven into the upper surface 2a of the beam member 2, penetrates the receiving member flange portion 33. The first fastener 5, which is driven into the upper surface 2a of the beam member 2, is driven in the vertical direction. However, the first fastener 5, which is driven into the upper surface 2a of the beam member 2, may be driven in at an angle with respect to the vertical direction.

[0036] Multiple first fasteners 5 are arranged spaced apart in the direction of the wood fibers of the beam material 2. The average value P0 of the spacing between the first fasteners 5 is 620 mm or less. By setting the average value P0 of the spacing between the first fasteners 5 to 620 mm or less, the floor strength ratio of the dry floor 1 can be increased to more than 2.48 times. Furthermore, by setting the average value P0 of the spacing between the first fasteners 5 to 380 mm or less, the floor strength ratio of the dry floor 1 can be increased to 4.0 times or more.

[0037] Among the multiple (n) first fasteners 5 driven into the receiving material 3, the length L5 is defined as the distance from the first fastener 5 at one end to the first fastener 5 at the other end. The average value P0 of the spacing between the first fasteners 5 can be calculated as length L5 / (n-1).

[0038] Multiple first fasteners 5 are arranged at equal intervals. That is, the spacing P1 of the first fasteners 5 at the ends of the support member 3 is equal to the spacing P2 of the first fasteners 5 at the center of the support member 3.

[0039] The support member 3 and the face member 4 are joined by a second fastener 6. The second fastener 6 is, for example, a self-drilling screw. The second fastener 6 is at least one of a self-drilling screw, wood screw, bolt, drift pin, lag screw, and nail. The support member 3 and the face member 4 may also be joined by welding.

[0040] The second fastener 6 is driven into the mounting portion 31 of the support member 3. Multiple second fasteners 6 are arranged spaced apart in the direction of the wood fibers of the beam member 2. The average value Q0 of the spacing between the second fasteners 6 is, for example, 50 mm or more and 610 mm or less. In this case, the floor strength ratio of the dry floor 1 can be set to more than 2.48 times. Furthermore, by setting the average value Q0 of the spacing between the second fasteners 6 to 350 mm or less, the floor strength ratio of the dry floor 1 can be set to 4.0 times or more.

[0041] Among the multiple (m) second fasteners 6 arranged on the support member 3, the length L6 is defined as the distance from the second fastener 6 at one end to the second fastener 6 at the other end. The average value Q0 of the spacing between the second fasteners 6 can be calculated as length L6 / (m-1).

[0042] In the longitudinal direction Y, multiple second fasteners 6 are arranged at equal intervals. In the width direction X, multiple second fasteners 6 are arranged on the lower flange 43 of the deck plate 41, and the average value Q0 of their arrangement interval is between 50 mm and 350 mm.

[0043] The self-drilling screws used in the first fastener 5, the second fastener 6, and the third fastener 7 have, for example, nominal diameters of 3.5 mm, 4.2 mm, 4.8 mm, 6 mm, and 8 mm, and a shaft length of 10 mm to 200 mm, and are self-drilling screws equivalent to JIS B 1124.

[0044] The wood screws used in the first fastener 5 and the second fastener 6 are, for example, wood screws conforming to the standards of JIS B 1112 and JIS B 1135, or wood structural screws conforming to JIS A 5559.

[0045] The bolts used in the first fastener 5 and the second fastener 6 are bolts conforming to the JIS B 1180 standard.

[0046] The drift pins used in the first fastener 5 and the second fastener 6 are round steel drift pins as specified in JIS G 3191.

[0047] The lag screws used in the first fastener 5 and the second fastener 6 are made of SWRCH10R, a cold heading carbon steel detergent specified in JIS G 3507, or lag screws with equivalent or greater strength.

[0048] The nails used in the first fastener 5 and the second fastener 6 are round iron nails, fine-threaded round iron nails, and thick-threaded round iron nails specified in JIS A 5508, with a diameter of 2.5 mm or more.

[0049] According to this embodiment, a deck plate 41 is used for the facing material 4. Since the deck plate 41, which has higher rigidity than conventional wooden floors, is used for the facing material 4, the span between joists that was required in conventional wooden floors can be widened, and the A and B beams can be omitted, thus reducing the amount of timber. As a result of reducing the amount of timber, the effort required to install the joists and A and B beams, and the number of joints between the joists and A and B beams can be reduced, making it possible to shorten the construction period and reduce the labor required for construction, thus improving constructability compared to conventional wooden floors.

[0050] According to this embodiment, multiple deck plates 41 are laid out continuously in the width direction X of the deck plate 41, and the laid deck plates 41 are integrated with each other by at least one of fitting, riveting, and a third fastener, and the floor shear strength of the dry floor 1 is greater than 2.48 times. In other words, this embodiment, without considering finishing materials, possesses in-plane shear performance of a floor shear strength of more than 2.48 times, which is the required performance for the in-plane shear performance of the horizontal structural frame according to the present invention, using only structural members. Therefore, the required in-plane shear performance can be achieved with structural members alone.

[0051] According to this embodiment, the floor strength ratio of the dry floor 1 can be set to 4.0 times or more. In this case, the structural members alone can achieve the in-plane shear performance necessary to replace a conventional wooden floor with an allowable shear strength per unit length of 7.84 kN / m (floor strength ratio of 4.0 times), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors. Therefore, the range in which conventional wooden floors, in which the facing material is made of wood, can be replaced with the horizontal structural plane structure 100 of the present invention can be expanded.

[0052] By setting the average value P0 of the spacing between the first fasteners 5 to 380 mm or less and the average value Q0 of the spacing between the second fasteners 6 to 350 mm or less, it becomes possible to replace the horizontal structural frame structure according to the present invention, which uses deck plates 41 as the surface material 4, with the horizontal structural frame structure according to the present invention, which uses deck plates 41 as the surface material 4, in wooden buildings where a horizontal structural frame with an allowable shear strength per unit length of 7.84 kN / m (floor strength ratio of 4.0 times), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors. As a result, the range in which conventional wooden floors, in which the surface material is composed of wood, can be replaced with the horizontal structural frame structure 100 according to the present invention can be expanded.

[0053] According to this embodiment, the beam member 2 and the support member 3 are joined by a first fastener 5, the first fastener 5 is driven into the upper surface 2a of the beam member 2, the support member 3 and the facing member 4 are joined by a second joining means, and the lower flange 43 of the deck plate 41 is positioned below the upper surface 2a of the beam member 2. By adopting a recessed structure in which the lower flange 43 of the deck plate 41 is positioned below the upper surface 2a of the beam member 2 so that the deck plate 41 does not interfere with the beam member 2, it becomes easier to position the intermediate columns necessary when installing the walls of a wooden building on the upper surface 2a of the beam member 2. Furthermore, by adopting a structure in which the lower flange 43 of the deck plate 41 is recessed below the upper surface 2a of the beam member 2, torsional deformation in the longitudinal direction Y of the deck plate 41 can be suppressed compared to conventional deck plate floors in which the lower flange of the deck plate is driven into the beam member. As a result, the in-plane shear performance can be improved.

[0054] According to this embodiment, multiple deck plates 41 are laid out continuously in the width direction X of the deck plate 41, and the deck plates 41 are joined together to form a single unit. As a result, when a finishing material such as flooring is installed on the surface material 4, an air layer exists between the lower flange 43 of the deck plate 41 and the finishing material, so sound insulation performance due to air propagation can be expected. Therefore, it is possible to omit consideration of the finishing material as a sound insulation element, and the design effort can be reduced.

[0055] In this embodiment, the upper flange 42 of the deck plate 41 and the upper surface 2a of the beam member 2 are at the same height. This makes it easy to install finishing materials such as flooring on the upper flange 42 of the deck plate 41 and the upper surface 2a of the beam member 2. Therefore, ease of construction and aesthetic appeal can be improved.

[0056] (Second embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the second embodiment will be described. Detailed explanations of configurations similar to those in the above-described embodiment will be omitted. In this embodiment, the first fastener 5 is driven into the upper surface 2a of the beam member 2.

[0057] As shown in Figure 4, in the horizontal structural plane structure 100 of this embodiment, the spacing P1 of the first fasteners 5 at the ends of the beam members 2 is smaller than the spacing P2 of the first fasteners 5 at the central part of the beam members 2. In this case, compared to the case where the spacing of the first fasteners 5 is equal, the in-plane shear force within the horizontal structural plane can be efficiently transmitted between the beam members 2 and the surface members 4.

[0058] (Third embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the third embodiment will be described.

[0059] As shown in Figure 5, in the horizontal structural plane structure 100 of this embodiment, the first fastener 5 is driven into the upper surface 2a and side surface 2b of the beam member 2. As a result, when a horizontal load is applied to the horizontal structural plane structure 100, the in-plane shear force within the horizontal plane between the beam member 2 and the surface member 4 is transmitted mainly by the shear resistance and pull-out resistance of the first fastener 5. By fastening the first fastener 5 to the upper surface 2a of the beam member 2 in two directions, perpendicular and parallel, the strength of the joint between the beam member 2 and the support member 3 can be improved compared to the case where it is fastened in only one direction.

[0060] By increasing the number of first fasteners 5 arranged parallel to the upper surface 2a of the beam member 2 compared to the number of first fasteners 5 arranged perpendicular to the upper surface 2a of the beam member 2 (i.e., the joint strength provided by the first fasteners 5 arranged perpendicular to the upper surface 2a of the beam member 2 < the joint strength provided by the first fasteners 5 arranged horizontally to the upper surface 2a of the beam member 2), the shear resistance of the first fasteners 5 arranged perpendicular to the upper surface 2a of the beam member 2 becomes dominant in the in-plane shear performance of the horizontal structural frame according to the present invention.

[0061] By increasing the number of first fasteners 5 positioned perpendicular to the upper surface 2a of the beam member 2 compared to the number of first fasteners 5 positioned parallel to the upper surface 2a of the beam member 2 (i.e., the joint strength provided by the first fasteners 5 positioned parallel to the upper surface 2a of the beam member 2 < the joint strength provided by the first fasteners 5 positioned perpendicular to the upper surface 2a of the beam member 2), the pull-out resistance of the first fasteners 5 positioned parallel to the upper surface 2a of the beam member 2 becomes dominant in the in-plane shear performance of the horizontal structural frame according to the present invention.

[0062] The first fastener 5, which is driven into the upper surface 2a of the beam member 2, penetrates the receiving member flange portion 33. The first fastener 5, which is driven into the upper surface 2a of the beam member 2, is driven in the vertical direction. However, the first fastener 5, which is driven into the upper surface 2a of the beam member 2, may be driven in at an angle with respect to the vertical direction.

[0063] The first fastener 5, which is driven into the side surface 2b of the beam member 2, penetrates the support member web portion 32. The first fastener 5, which is driven into the side surface 2b of the beam member 2, is driven in horizontally. However, the first fastener 5, which is driven into the side surface 2b of the beam member 2, may be driven in at an angle to the horizontal direction.

[0064] (Fourth embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the fourth embodiment will be described.

[0065] As shown in Figure 6, in the horizontal structural plane structure 100 of this embodiment, the first fastener 5 is driven into the upper surface 2a of the beam member 2. As a result, when a horizontal load is applied to the horizontal structural plane structure 100, the in-plane shear force within the horizontal structural plane between the beam member 2 and the panel member 4 is transmitted mainly by the shear resistance of the first fastener 5.

[0066] The support member 3 has a mounting portion 31 on which the deck plate 41 is placed, a support member web portion 32 that is bent vertically upward from the mounting portion 31, and a support member flange portion 33 that is bent from the support member web portion 32 to the opposite side from the mounting portion 31. The support member flange portion 33 is inserted into a slit 21 formed on the side surface 2b of the beam member 2.

[0067] The first fastener 5, which is driven into the upper surface 2a of the beam member 2, penetrates the receiving member flange portion 33.

[0068] Furthermore, a counterbore may be formed on the upper surface 2a of the beam member 2 to accommodate the head of the first fastener 5. This prevents the first fastener 5 from protruding from the upper surface 2a of the beam member 2. This makes it easier to arrange the studs necessary when installing the walls of a wooden building on the upper surface 2a of the beam member 2 of the wooden building. In this case, it also becomes easier to align the upper surface 2a of the beam member 2 with the upper flange 42 of the deck plate 41 in the height direction. This further improves the workability of finishing materials such as flooring.

[0069] (Fifth embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the fifth embodiment will be described.

[0070] As shown in Figures 7 and 8, in the horizontal structural plane structure 100 of this embodiment, the first fastener 5 is driven into the side surface 2b of the beam member 2. As a result, when a horizontal load is applied to the horizontal structural plane structure 100, the in-plane shear force within the horizontal structural plane between the beam member 2 and the surface member 4 is transmitted mainly by the pull-out resistance of the first fastener 5.

[0071] The support member 3 is formed in an L-shape in cross-section.

[0072] The support member 3 omits the support member flange portion 33 and has a mounting portion 31 on which the deck plate 41 is placed, and a support member web portion 32 that is bent vertically downward from the mounting portion 31. The mounting portion 31 extends horizontally. The support member web portion 32 is in contact with the side surface 2b of the beam member 2. The mounting portion 31 is connected to the upper end of the support member web portion 32.

[0073] The support member 3 may also be a wooden board with an L-shaped cross-section. In this case, the wood used for the support member 3 may be, for example, sawn timber, laminated timber, veneer laminated timber, cross-laminated board, or plywood.

[0074] The first fastener 5, which is driven into the side surface 2b of the beam member 2, penetrates the support member web portion 32. Since the first fastener 5 is not provided on the upper surface 2a of the beam member 2, the placement of studs necessary when installing the walls of a wooden building on the upper surface 2a of the beam member 2 of the wooden building becomes even easier.

[0075] The first fastener 5, which is driven into the side surface 2b of the beam member 2, is driven in horizontally. Alternatively, the first fastener 5, which is driven into the side surface 2b of the beam member 2, may be driven in at an angle to the horizontal direction.

[0076] Multiple first fasteners 5 are arranged spaced apart in the direction of the wood fibers of the beam material 2. The average value P0 of the spacing between the first fasteners 5 is 370 mm or less. By setting the average value P0 of the spacing between the first fasteners 5 to 370 mm or less, the floor strength ratio of the dry floor 1 can be increased to more than 2.48 times. Furthermore, by setting the average value P0 of the spacing between the first fasteners 5 to 230 mm or less, the floor strength ratio of the dry floor 1 can be increased to 4.0 times or more.

[0077] According to this embodiment, a deck plate 41 is used for the facing material 4. Since the deck plate 41, which has higher rigidity than conventional wooden floors, is used for the facing material 4, the span between joists that was required in conventional wooden floors can be widened, and the A and B beams can be omitted, thus reducing the amount of timber. As a result of reducing the amount of timber, the effort required to install the joists and A and B beams, and the number of joints between the joists and A and B beams can be reduced, making it possible to shorten the construction period and reduce the labor required for construction, thus improving constructability compared to conventional wooden floors.

[0078] According to this embodiment, multiple deck plates 41 are laid out continuously in the width direction X of the deck plate 41, and the laid deck plates 41 are integrated with each other by at least one of fitting, riveting, and a third fastener, and the floor shear strength of the dry floor 1 is greater than 2.48 times. In other words, this embodiment, without considering finishing materials, possesses in-plane shear performance of a floor shear strength of more than 2.48 times, which is the required performance for the in-plane shear performance of the horizontal structural frame according to the present invention, using only structural members. Therefore, the required in-plane shear performance can be achieved with structural members alone.

[0079] According to this embodiment, the floor strength ratio of the dry floor 1 can be set to 4.0 times or more. In this case, the structural members alone can achieve the in-plane shear performance necessary to replace a conventional wooden floor with an allowable shear strength per unit length of 7.84 kN / m (floor strength ratio of 4.0 times), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors. Therefore, the range in which conventional wooden floors, in which the facing material is made of wood, can be replaced with the horizontal structural plane structure 100 of the present invention can be expanded.

[0080] By setting the average value P0 of the spacing between the first fasteners 5 to 230 mm or less and the average value Q0 of the spacing between the second fasteners 6 to 350 mm or less, it becomes possible to replace the horizontal structural plane with a per-unit shear strength of 7.84 kN / m (floor strength ratio of 4.0 times), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors, with the present invention, which uses deck plates 41 for the surface material 4. As a result, the range in which conventional wooden floors, where the surface material is made of wood, can be replaced with the horizontal structural plane structure 100 of the present invention can be expanded.

[0081] In this embodiment, the beam member 2 and the support member 3 are joined by a first fastener 5, which is driven into the side surface 2b of the beam member 2, the support member 3 and the facing member 4 are joined by a second joining means, and the lower flange 43 of the deck plate 41 is positioned below the upper surface 2a of the beam member 2. By adopting a recessed structure in which the deck plate 41 does not interfere with the beam member 2, it becomes easier to position the intermediate studs necessary when installing the walls of a wooden building on the upper surface 2a of the beam member 2. Furthermore, by adopting a structure in which the lower flange 43 of the deck plate 41 is recessed below the upper surface 2a of the beam member 2, torsional deformation in the longitudinal direction Y of the deck plate 41 can be suppressed compared to conventional deck plate floors in which the lower flange of the deck plate is driven into the beam member. As a result, the in-plane shear performance can be improved.

[0082] According to this embodiment, multiple deck plates 41 are laid out continuously in the width direction X of the deck plate 41, and the deck plates 41 are joined together to form a single unit. As a result, when a finishing material such as flooring is installed on the surface material 4, an air layer exists between the lower flange 43 of the deck plate 41 and the finishing material, so sound insulation performance due to air propagation can be expected. Therefore, it is possible to omit consideration of the finishing material as a sound insulation element, and the design effort can be reduced.

[0083] (Sixth embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the sixth embodiment will be described. In this embodiment, the first connector 5 is driven into the side surface 2b of the beam member 2.

[0084] As shown in Figure 9, in the horizontal structural plane structure 100 of this embodiment, the spacing P1 of the first fasteners 5 at the ends of the beam members 2 is smaller than the spacing P2 of the first fasteners 5 at the central part of the beam members 2. In this case, compared to the case where the spacing of the first fasteners 5 is equal, the in-plane shear force within the horizontal structural plane can be efficiently transmitted between the beam members 2 and the surface members 4.

[0085] (Seventh embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the seventh embodiment will be described.

[0086] As shown in Figure 10, in the horizontal structural plane structure 100 of this embodiment, the first fastener 5 is driven into the side surface 2b of the beam member 2. As a result, when a horizontal load is applied to the horizontal structural plane structure 100, the in-plane shear force within the horizontal plane between the beam member 2 and the surface member 4 is transmitted mainly by the pull-out resistance of the first fastener 5.

[0087] The support member 3 has a mounting portion 31 on which the deck plate 41 is placed, a support member web portion 32 that is bent vertically upward from the mounting portion 31, and a support member flange portion 33 that is bent from the support member web portion 32 to the opposite side from the mounting portion 31. The mounting portion 31 extends horizontally. The support member web portion 32 is in contact with the side surface 2b of the beam member 2. The mounting portion 31 is connected to the lower end of the support member web portion 32. The support member flange portion 33 extends horizontally. The support member flange portion 33 is in contact with the upper surface 2a of the beam member 2. The support member flange portion 33 is connected to the upper end of the support member web portion 32.

[0088] The first fastener 5, which is driven into the side surface 2b of the beam member 2, penetrates the web portion 32 of the receiving member.

[0089] (Eighth embodiment: Horizontal structural plane structure 100) Next, the horizontal structural plane structure 100 in the eighth embodiment will be described.

[0090] As shown in Figure 11, in the horizontal structural plane structure 100 of this embodiment, the first fastener 5 is driven into the side surface 2b of the beam member 2.

[0091] The support member 3 is made of wood with a rectangular cross-section. The support member 3 is in contact with the side surface 2b of the beam member 2. A mounting portion 31 on which the deck plate 41 is placed is formed on the upper surface of the support member 3. The mounting portion 31 is positioned below the upper surface 2a of the beam member 2.

[0092] The first fastener 5 is driven into the side of the receiving member 3 and penetrates the receiving member 3.

[0093] When the threaded portion screwed into the beam member 2 is sufficiently long, and the pull-out strength per first fastener 5 is greater than the shear strength per first fastener 5, the shear resistance of the first fastener 5 becomes dominant in the in-plane shear performance of the horizontal structural frame according to the present invention.

[0094] When the threaded portion screwed into the beam member 2 is relatively short, and the shear strength per unit of the first fastener 5 is greater than the pull-out strength per unit of the first fastener 5, the pull-out resistance of the first fastener 5 becomes the dominant factor in the in-plane shear performance of the horizontal structural frame according to the present invention.

[0095] Although some embodiments of this invention have been described above, these embodiments are presented as examples and are not intended to limit the scope of the invention. Furthermore, these embodiments can be combined as appropriate. In addition, this invention can be implemented in various novel forms other than those described above. Therefore, each of the above embodiments can be omitted, replaced, or modified in various ways without departing from the spirit of this invention. Such novel forms and modifications are included in the scope and spirit of this invention, as well as in the claims and equivalents of the claims. [Examples]

[0096] In Example 1, the amount of timber used in the horizontal structural frame structure of the present invention (Example 1) and the conventional wooden floor (Comparative Example 1) was compared. In Example 1, deck plates were used as the facing material. In Comparative Example 1, plywood was used as the facing material. The design conditions were a main beam grid of 7.2m and a room type of office (live load 2900N / m²). 2 A trial design was carried out with the finish conforming to the 1-hour fire resistance specification (gypsum board: 42 mm on the front, 46 mm on the back, finishing materials (flooring, ceiling material, underlayment, etc.)). Figures 12(a) and 12(b) show an overview of the present invention example and comparative example. In Figures 12(a) and 12(b), G1 and G2 are main beams. The main beams are erected between columns (not shown). G3 is a secondary beam, erected between the main beams. B1 is a tertiary beam, erected on the secondary beams. K is a secondary beam, erected on the tertiary beams.

[0097] Table 1 shows a comparison of the amount of wood used in Example 1 of the present invention and Comparative Example 1.

[0098] [Table 1]

[0099] As shown in Table 1, Example 1 of the present invention, which uses deck plates, allows for a wider span between secondary beams G3 and secondary beams B1 (the distance between secondary beams G3 and secondary beams B1 in Figure 12) compared to Comparative Example 1, which uses plywood, and also allows for the omission of the A and B beams K. Therefore, Example 1 of the present invention, which uses deck plates as a facing material, can reduce the amount of wood by 25% compared to Comparative Example 1. With the reduction in the amount of wood, the number of joints can also be reduced in Example 1 of the present invention. [Examples]

[0100] In Example 2, a full-scale in-plane shear test was conducted to confirm the in-plane shear performance of the horizontal structural plane structure according to the present invention, which uses deck plates in the horizontal structural plane. Table 2 shows a list of test specimen variables. Table 3 shows the material specifications of the test specimens. Figure 13 shows a schematic diagram of test specimen No. 2, and Figure 14 shows a schematic diagram of test specimen No. 3.

[0101] [Table 2]

[0102] [Table 3]

[0103] Test specimen No. 1 is a test specimen that assumes a conventional wooden floor and conforms to the specifications of a horizontal structural plane with an allowable shear strength per unit length of 7.84 kN / m as described in Non-Patent Literature 1. Test specimen No. 2 is a test specimen in which a deck plate is used for the facing material 4, a Z-shaped metal fitting is used for the support material 3, and a φ6-50 self-drilling screw is used for the first fastener 5 that connects the beam material 2 and the support material 3. Test specimen No. 3 is a test specimen in which a deck plate is used for the facing material 4, an L-shaped metal fitting is used for the support material 3, and a φ6-50 self-drilling screw is used for the first fastener 5 that connects the beam material 2 and the support material 3. Test specimen No. 4 is a test specimen that uses a deck plate as the facing material, an L-shaped metal fitting for the support member 3, and a φ6-90 wood screw for the first fastener 5 that connects the beam member 2 and the support member 3.

[0104] The test method was carried out in accordance with the "Test for calculating the stiffness and allowable shear strength of vertical and horizontal structural planes" described in Non-Patent Literature 1. The test specimen was a horizontal structural plane structure with a 2,000 mm main beam grid in both the width and longitudinal directions of the deck plate. The test specimen was installed in a reaction floor format, and was set up so that the structural plane was parallel to the reaction floor, similar to an actual horizontal structural plane. The beam members were fixed to the reaction floor at one side (hereinafter referred to as the "fixed beam") via a jig, and the opposite side (hereinafter referred to as the "loaded beam") was fixed to the column base and loaded horizontally. In order to avoid restricting the bending deformation of the fixed beam, the fixed beam was not installed directly to the jig, but a steel plate was placed near the joint of the fixed beam to create a gap between the fixed beam and the jig. The joints of the beam assembly were made of mortise and tenon joints with tensioning hardware, and the beam assembly was manufactured so that it behaved generally as a pin joint.

[0105] Table 4 shows the results of the full-scale in-plane shear test.

[0106] [Table 4]

[0107] Compared to the initial stiffness of 3,160 kN / rad and floor magnification of 4.53 times for a conventional wooden floor (test specimen No. 1), the initial stiffness of the test specimen (test specimen No. 2), which used a deck plate 41 for the facing material 4 and a Z-shaped metal fitting for the support material 3, was 5,000 kN / rad and the floor magnification was 6.01 times. The initial stiffness of the test specimen (test specimen No. 3), which used a deck plate 41 for the facing material 4 and an L-shaped metal fitting for the support material 3, was 5,570 kN / rad and the floor magnification was 6.00 times. The initial stiffness of the test specimen (test specimen No. 4), which used a deck plate for the facing material 4, an L-shaped metal fitting for the support material 3, and a wood screw φ6-90 for the first fastener 5 that connects the beam material 2 and the support material 3, was 8,420 kN / rad and the floor magnification was 6.48 times.

[0108] Therefore, the dry floors of test specimens No. 2 to No. 4, which use deck plates 41 as the facing material 4, have a floor strength ratio of over 2.48, confirming that they satisfy the required in-plane shear performance of the horizontal structural plane according to the present invention. Furthermore, since test specimens No. 2 to No. 4, which use deck plates 41 as the facing material 4, had a floor strength ratio of 4.0 or higher, it can be said that they possess sufficient in-plane shear performance to replace conventional wooden floors that applied a horizontal structural plane with an allowable shear strength per unit length of 7.84 kN / m (floor strength ratio of 4.0), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors. Note that the floor strength ratio shown in Table 4 refers to the value calculated by dividing the allowable shear strength per unit length of the horizontal structural plane by 1.96 kN / m, in accordance with the calculation method for floor strength ratio shown in Non-Patent Literature 1.

[0109] Furthermore, the floor strength ratio of the test specimen (test specimen No. 4) in which a wood screw φ6-90 was used for the first fastener 5 connecting the beam member 2 and the support member 3 was 6.48 times, which was greater than that of the test specimen (test specimen No. 3) in which a self-drilling screw φ6-50 was used for the first fastener 5. Therefore, it was confirmed that the in-plane shear performance of the horizontal structural frame according to the present invention can be further improved by increasing the length of the first fastener 5. [Examples]

[0110] In Example 3, in the horizontal structural plane structure according to the present invention, with a main beam grid of 7.2m, the shear strength per unit length was calculated for each variable of the arrangement of the first fasteners, assuming multiple failure characteristics that may occur when the horizontal structural plane structure according to the present invention is subjected to in-plane shear force, using the type of first fastener used at the joint between the wooden beam (beam material) and the support material and the arrangement interval of the first fasteners as variables. The minimum value obtained by dividing each strength by 1.96 kN / m was taken as the floor ratio for the arrangement interval of the first fasteners. The arrangement interval of the first fasteners was set to equal intervals. The average value of the arrangement interval of the second fasteners that connect the support material and the deck plate was set to 150 mm. In addition, the arrangement interval of the third fasteners that connect the deck plates to each other was set to 150 mm.

[0111] Figure 15(a) shows the results when the first fastener is driven into the upper surface of the beam (Example 2 of the present invention). Figure 15(b) shows the results when the first fastener is driven into the side surface of the beam (Example 3 of the present invention). In Example 2 of the present invention, the first fastener was a self-drilling screw φ6-50, and in Example 3 of the present invention, it was a self-drilling screw φ6-50 and a wood screw φ6-90.

[0112] As shown in Figure 15(a), in Example 2 of the present invention, it was confirmed that a floor shear strength of more than 2.48 can be secured when the average spacing of the first fasteners is 620 mm or less. Therefore, the in-plane shear performance required for the horizontal structural frame structure according to the present invention can be achieved with structural members alone. Furthermore, it was confirmed that a floor shear strength of 4.0 or more can be secured when the average spacing of the first fasteners is 380 mm or less. Therefore, in conventional wooden floors, it is possible to replace the horizontal structural frame structure according to the present invention with the horizontal structural frame structure according to the present invention in wooden buildings that applied a horizontal structural frame with an allowable shear strength per unit length of 7.84 kN / m (floor shear strength of 4.0) as one of the specifications for conventional wooden floors shown in Non-Patent Literature 1. As shown in Figure 15(b), in Example 3 of the present invention, when using a φ6-50 self-drilling screw, it was confirmed that the average spacing of the first fasteners must be 180 mm or less in order to ensure a floor shear strength ratio of more than 2.48. On the other hand, as the spacing of the fasteners becomes denser, the labor required for construction increases. Therefore, when the first fasteners are driven into the side of the beam material (Example 3 of the present invention), it is desirable to select fasteners with excellent pull-out performance. The pull-out performance depends on the diameter of the fastener and the length of the threaded portion of the fastener. When using a φ6-90 wood screw with excellent pull-out performance, it was confirmed that a floor shear strength ratio of more than 2.48 can be ensured when the average spacing of the first fasteners is 370 mm or less. Therefore, the in-plane shear performance required for the horizontal structural plane structure according to the present invention can be achieved with structural members alone. Furthermore, when selecting a fastener with excellent pull-out performance for the first fasteners, the spacing of the first fasteners can be widened, which further improves constructability. Furthermore, it was confirmed that when a φ6-90 wood screw with excellent pull-out performance is used for the first fastener, a floor strength ratio of 4.0 or more can be secured when the average spacing of the first fasteners is 230 mm or less. Therefore, in conventional wooden floors, it is possible to replace the horizontal structural frame structure according to the present invention with the horizontal structural frame structure that was applied to wooden buildings where the allowable shear strength per unit length was 7.84 kN / m (floor strength ratio of 4.0), as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors.

[0113] Furthermore, in Figure 15(a), when the spacing of the first fasteners was 260 mm or less, and in Figure 15(b), when the spacing of the first fasteners was 70 mm or less for the φ6-50 self-drilling screws, and when the spacing of the first fasteners was 160 mm or less for the φ6-90 wood screws, the floor strength ratio remained approximately constant. This is because the floor strength ratio is determined by the in-plane shear performance of the joints between the deck plates. Therefore, by making the spacing of the fasteners (third fasteners) between the deck plates closer together, the floor strength ratio of the horizontal structural frame according to the present invention can be further increased. By increasing the floor strength ratio, the spacing of load-bearing walls in wooden buildings can be widened. In other words, the support span of beams and panels in wooden buildings can be lengthened.

[0114] Based on the above, the average spacing of the first fasteners according to Example 2 of the present invention was set to 620 mm or less, and the average spacing of the first fasteners according to Example 3 of the present invention was set to 370 mm or less. Furthermore, the preferred average spacing of the first fasteners according to Example 2 of the present invention was set to 380 mm or less, and the preferred average spacing of the first fasteners according to Example 3 of the present invention was set to 230 mm or less.

[0115] Furthermore, the lower limit of the spacing of the first type of fastener should be the minimum spacing of fasteners specified in "Design Standards for Timber Structures and Commentary - Allowable Stress and Allowable Load-Bearing Capacity Design Method - 4th Edition" (published by the Architectural Institute of Japan, December 1, 2006). [Examples]

[0116] In Example 4, in the horizontal structural plane structure according to the present invention, with a main beam grid of 7.2m, the shear strength per unit length was calculated for each variable of the arrangement interval of the second fasteners used at the joint between the support members and the deck plates, assuming multiple failure characteristics that may occur when the horizontal structural plane structure according to the present invention is subjected to in-plane shear force. The minimum value obtained by dividing each strength by 1.96 kN / m was taken as the floor strength ratio for that arrangement interval of the second fasteners. The arrangement intervals of the second fasteners were set to equal intervals. The first fasteners used at the joint between the wooden beam (beam material) and the support member were driven in from the side of the wooden beam (see Figure 11). The average value of the arrangement interval of the first fasteners was set to 150 mm. The arrangement interval of the third fasteners that join the deck plates together was also set to 150 mm.

[0117] Figure 16 shows the results when the first fastener is driven into the side of the beam (Example 4 of the present invention). The second fastener is a self-drilling screw φ6-50, and the material of the receiving member is wood.

[0118] As shown in Figure 16, in Example 4 of the present invention, it was confirmed that a floor shear strength ratio of more than 2.48 can be secured when the average spacing of the second fasteners is 610 mm or less. Therefore, the in-plane shear performance required for the horizontal structural frame structure according to the present invention can be achieved with structural members alone. Furthermore, it was confirmed that a floor shear strength ratio of 4.0 or more can be secured when the average spacing of the second fasteners is 350 mm or less. Therefore, in conventional wooden floors, it is possible to replace the horizontal structural frame structure according to the present invention with the horizontal structural frame structure according to the present invention in wooden buildings that applied a horizontal structural frame with an allowable shear strength per unit length of 7.84 kN / m (floor shear strength ratio of 4.0) as one of the specifications for conventional wooden floors shown in Non-Patent Literature 1.

[0119] In Figure 16, when the spacing of the second fasteners is 260 mm or less, the floor strength ratio is determined by the in-plane shear performance of the joints between the deck plates. Therefore, by making the spacing of the fasteners (third fasteners) at the joints between the deck plates closer together, the floor strength ratio of the horizontal structural frame according to the present invention can be further increased. By increasing the floor strength ratio, the spacing of load-bearing walls in wooden buildings can be widened. In other words, the support span of beams and panels in wooden buildings can be lengthened.

[0120] Based on the above, the average spacing of the second fasteners according to Example 4 of the present invention was set to 610 mm or less. Furthermore, the preferred average spacing of the second fasteners according to Example 4 of the present invention was set to 350 mm or less.

[0121] Furthermore, the lower limit of the spacing between the second fasteners can be set to 50 mm or more to improve workability. [Examples]

[0122] In Example 5, in the horizontal structural plane structure according to the present invention, with a main beam grid of 7.2m, the shear strength per unit length was calculated for each variable of the arrangement interval of the second fasteners used at the joint between the support members and the deck plates, assuming multiple failure characteristics that may occur when the horizontal structural plane structure according to the present invention is subjected to in-plane shear force. The minimum value obtained by dividing each strength by 1.96 kN / m was taken as the floor strength ratio for that arrangement interval of the second fasteners. The arrangement intervals of the second fasteners were set to equal intervals. The first fasteners used at the joint between the wooden beam (beam material) and the support member were driven in from the top surface of the wooden beam (see Figure 3). The average value of the arrangement interval of the first fasteners was set to 150 mm. The arrangement interval of the third fasteners that join the deck plates together was also set to 150 mm.

[0123] Figure 17 shows the results when the first fastener is driven into the upper surface of the beam (Example 5 of the present invention). The second fastener is a self-drilling screw φ6-50, and the material of the receiving member is wood.

[0124] As shown in Figure 17, in Example 5 of the present invention, it was confirmed that a floor shear strength ratio of more than 2.48 can be secured when the average spacing of the second fasteners is 610 mm or less. Therefore, the in-plane shear performance required for the horizontal structural frame structure according to the present invention can be achieved with structural members alone. Furthermore, it was confirmed that a floor shear strength ratio of 4.0 or more can be secured when the average spacing of the second fasteners is 350 mm or less. Therefore, in conventional wooden floors, it is possible to replace the horizontal structural frame structure according to the present invention with the horizontal structural frame structure according to the present invention in wooden buildings that applied a horizontal structural frame with an allowable shear strength per unit length of 7.84 kN / m (floor shear strength ratio of 4.0) as shown in Non-Patent Literature 1 as one of the specifications for conventional wooden floors.

[0125] In Figure 17, when the spacing of the second fasteners is 260 mm or less, the floor strength ratio is determined by the in-plane shear performance of the joints between the deck plates. Therefore, by making the spacing of the fasteners (third fasteners) at the joints between the deck plates closer together, the floor strength ratio of the horizontal structural frame according to the present invention can be further increased. By increasing the floor strength ratio, the spacing of load-bearing walls in wooden buildings can be widened. In other words, the support span of beams and panels in wooden buildings can be lengthened.

[0126] Based on the above, the average spacing of the second fasteners according to Example 5 of the present invention was set to 610 mm or less. Furthermore, the preferred average spacing of the second fasteners according to Example 5 of the present invention was set to 350 mm or less.

[0127] Furthermore, the lower limit of the spacing between the second fasteners can be set to 50 mm or more to improve workability. [Explanation of Symbols]

[0128] 100: Horizontal structure 1: Dry floor 2: Beam material 2a:Top surface 2b: Side 21: Slit 3: Received material 31: Mounting section 32: Receiving Materials Web Department 33: Receiving material flange section 4: Surface material 41: Deck Plate 42: Upper flange 43: Lower flange 44: Web 5: 1st connector 6:Second connector 7:Third connector

Claims

1. A horizontal structural plane structure applicable to a dry floor in which a surface material is attached to a beam material via a support material, The aforementioned beam material is made of wood. The aforementioned surface material uses a deck plate with a corrugated cross-section in which the upper flange and lower flange are connected by a web. The beam member and the support member are joined by the first fastener. The first fastener is driven into the upper surface of the beam member, Multiple first fasteners are arranged spaced apart in the direction of the wood fibers of the beam material, The support member and the surface member are joined by a second joining means. The aforementioned deck plates are laid out in a continuous line in the width direction of the deck plate, The deck plates laid out in a row are integrated by at least one of fitting, riveting, and a third fastener. The lower flange of the deck plate is positioned below the upper surface of the beam member. The floor strength ratio of the dry floor is greater than 2.48 times. A horizontal structural plane structure characterized by the following.

2. The average spacing between the first fasteners shall be 620 mm or less. The horizontal structural plane structure according to claim 1, characterized by the above.

3. The deck plates laid out in a row are integrated together by the third fastener, The spacing between the third fasteners shall be 50 mm or more and 200 mm or less. The horizontal structural plane structure according to claim 1, characterized by the above.

4. The wood used for the beam material shall be sawn timber, glued laminated timber, laminated veneer timber, or cross-laminated timber. The horizontal structural plane structure according to claim 1, characterized by the above.

5. Steel is used for the aforementioned support member. The horizontal structural plane structure according to claim 1, characterized by the above.

6. Wood is used for the aforementioned support material. The horizontal structural plane structure according to claim 1, characterized by the above.

7. The wood used for the support material is sawn timber, laminated timber, veneer laminated timber, cross-laminated timber, or plywood. The horizontal structural plane structure according to claim 6, characterized by the above.

8. The first fastener is at least one of a self-drilling screw, a wood screw, a bolt, a drift pin, a lag screw, and a nail. The horizontal structural plane structure according to claim 1, characterized by the above.

9. The second joining means is at least one of a self-drilling screw, a wood screw, a bolt, a drift pin, a lag screw, a nail, and a weld. The horizontal structural plane structure according to claim 1, characterized by the above.

10. The deck plates laid out in a row are integrated together by the third fastener, The third fastener is a self-drilling screw. The horizontal structural plane structure according to claim 1, characterized by the above.

11. A deck plate constituting the horizontal structural plane structure described in claim 1.

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