Horizontal structural plane structure, method for designing horizontal structural plane structure, and method for constructing horizontal structural plane structure

Abstract

To provide a horizontal structural plane structure having high in-plane shearing performance without increasing cost and construction period.SOLUTION: A horizontal structural plane structure of a wooden building includes a wooden beam frame, a horizontal structural plane member having at least a part in a thickness direction dropped below an upper surface of the beam frame and disposed inside the beam frame, and a support member joined to the beam frame and the horizontal structural plane member and supporting the horizontal structural plane member. With respect to a deformation angle of a beam frame, which is the value obtained by dividing the horizontal displacement between a set of parallel beam frames by the center-to-center distance between the beam frames, If the deformation angle when a joint equivalent to the support member reaches an ultimate stage is Ru or the like, and the deformation angle corresponding to an initial play due to a clearance between the beam frame and the horizontal structural plane member is R0, then the condition R0≤Ru or the like is satisfied.SELECTED DRAWING: Figure 1

Description

[Technical Field]

[0001] The present invention relates to a horizontal structural surface structure of a wooden building, a design method for a horizontal structural surface structure, and a construction method for a horizontal structural surface structure. [Background technology]

[0002] In recent years, as forest resources planted after the war have reached the stage where they can be fully utilized, there has been a growing movement to promote the use of wood in buildings, including public buildings, and the Forestry Agency has been taking the lead in revising laws to promote the use of wood. As a result, wooden construction is being increasingly adopted even for large-scale projects that were previously mostly constructed with steel or reinforced concrete.

[0003] As wooden buildings become larger, wooden horizontal structural members are required to have high in-plane shear performance. The maximum allowable shear strength of horizontal structural members based on specifications is 7.84 kN / m, which translates to a floor multiplier of 4.00. However, depending on the building's purpose and scale, even higher in-plane shear performance may be required, necessitating the development of new construction methods that meet these requirements. Patent Document 1 describes a method for constructing horizontal structural members to achieve a high floor multiplier. When using specifications other than those specified for wooden horizontal structural members, or when horizontal structural members do not have the required in-plane shear performance, bracing is required to ensure the required in-plane shear performance. Attaching bracing to wooden horizontal structural members requires the installation of connecting members in wooden beams, columns, and walls, which increases costs and construction time. Therefore, horizontal structural members that do not require bracing and have in-plane shear performance equal to or greater than the specifications are needed. [Prior art documents] [Patent documents]

[0004] [Patent Document 1] Patent No. 6990817 Summary of the Invention [Problem to be solved by the invention]

[0005] As such, particularly in large-scale projects, in-plane shear performance with a floor multiplier of over 4.00 is sometimes required. In such cases, the in-plane shear performance has been improved by, for example, installing braces, but such measures have the problem of increasing costs and construction time.

[0006] Therefore, an object of the present invention is to provide a horizontal structural member structure having high in-plane shear performance, a design method for a horizontal structural member structure, and a construction method for a horizontal structural member structure without increasing costs or construction time. [Means for solving the problem]

[0007] [1] A horizontal structural structure of a wooden building, comprising a wooden beam group, a horizontal structural member arranged inside the beam group with at least a part of the thickness direction lowered below the upper surface of the beam group, and a support member connected to the beam group and the horizontal structural member to support the horizontal structural member, and the deformation angle of the beam group is the value obtained by dividing the horizontal displacement occurring between a pair of parallel beam groups by the center distance between the beam groups, and the deformation angle when the joint equivalent to the support member reaches its ultimate position is defined as Ru 等 , R0 is the deformation angle corresponding to the initial play due to the clearance between the beam and the horizontal structural member, R0≦Ru 等 A horizontal structural structure that satisfies the above. [2] The deformation angle when the equivalent joint yields is Ry 等 Then, Ry 等 ≦R0≦Ru 等 A horizontal structural panel structure according to claim [1], which satisfies the above. [3] The horizontal structural member is a deck composite slab. [1] The horizontal structural member is a deck composite slab. [2] [4] The horizontal structural structure described in [3], wherein the support member has an upper flange portion fixed to the upper surface of the beam group, a lower flange portion fixed to the underside of the horizontal structural member, and a web portion connecting the upper flange portion and the lower flange portion and contacting the inner slope of the beam group, and is joined to each side of the deck composite slab. [5] The horizontal structural member according to [4], wherein the support member extends over the entire width of each side of the composite deck slab. [6] The horizontal structural member according to [4] or [5], wherein the equivalent joint is a mechanism in which a first spring element equivalent to a first joint contacting the beam assembly and the upper flange portion and a second spring element equivalent to a second joint contacting the composite deck slab and the lower flange portion resist the horizontal force received by the horizontal structural member until the beam assembly and the corner portion of the composite deck slab come into contact. [7] The horizontal structural structure described in [6], wherein the beam structure and the deck composite slab are a mechanism that resists the horizontal force by compressive force between the beam structure and the deck composite slab after the horizontal structural structure receives a horizontal force and the beam structure and the deck composite slab come into contact. [8] A horizontal structural member structure as described in [1], in which the equivalent floor multiplier is 4.0 times or more without providing bracing to the beam structure. [9] A design method for the horizontal structural surface of a wooden building comprising a wooden beam group, a horizontal structural member arranged inside the beam group with at least a part of the thickness direction lowered below the upper surface of the beam group, and a support member joined to the beam group and the horizontal structural member to support the horizontal structural member, in which the deformation angle of the beam group, which is the value obtained by dividing the horizontal displacement occurring between a pair of parallel beam groups by the center distance between the beam groups, is calculated by dividing the deformation angle of the beam group when it reaches the ultimate position of the joint equivalent to the support member by Ru. 等 , R0 is the deformation angle corresponding to the initial play due to the clearance between the beam and the horizontal structural member, R0≦Ru 等 A design method for horizontal structural panels that satisfies the above.

[10] A construction method for a horizontal structural surface structure as described in [3] above, comprising the steps of constructing the beam structure, supporting a deck plate on the inside of the beam structure via the support member, and constructing the deck composite slab by pouring concrete using the deck plate as a formwork. [Effects of the Invention]

[0008] According to the present invention, the compression bracing effect can be effectively utilized in a solid wall type horizontal structural member structure, thereby constructing a horizontal structural member structure with high in-plane shear performance. [Brief explanation of the drawings]

[0009] [Figure 1] 1 is a plan view of a horizontal structural panel structure according to an embodiment of the present invention. [Figure 2] FIG. 2 is a cross-sectional view of the horizontal structural panel structure taken along line II-II in FIG. [Figure 3] FIG. 10 is a cross-sectional view showing another configuration of the horizontal structural member and the support member. [Figure 4] FIG. 10 is a cross-sectional view showing another configuration of the horizontal structural member and the support member. [Figure 5] FIG. 10 is a cross-sectional view showing another configuration of the horizontal structural member and the support member. [Figure 6] This is a plan view explaining the deformation angle R of the beam group when a shear force is applied to the beam group of the horizontal structural structure. [Figure 7] This is a graph showing the relationship between moment M and deformation angle R in a solid wall horizontal structural structure. [Figure 8] 1 is a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (I). [Figure 9] 10 is a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (II). [Figure 10] 10 is a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (III). [Figure 11] 10 is a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (IV). [Figure 12] This is a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (V). [Figure 13] 10 is a graph showing the relationship between clearance and equivalent floor magnification. [Figure 14]This is a graph showing the results of a performance confirmation test of a horizontal structural panel structure, showing the relationship between shear force and deformation angle. DETAILED DESCRIPTION OF THE INVENTION

[0010] Preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings. [Horizontal structural structure] The horizontal structural member of the present invention differs from a direct-attached horizontal structural member in that the surface members are directly joined to the beams by nailing, etc., in that the surface members are placed inside the beams, and at least a portion of the surface members in the thickness direction is lower than the upper surface of the beams. Hereinafter, this horizontal structural member will also be called a true-wall horizontal structural member.

[0011] FIG. 1 is a plan view of the horizontal structural member structure of this embodiment, and FIG. 2 is a cross-sectional view of the horizontal structural member structure taken along line II-II in FIG. As shown in Figures 1 and 2, the horizontal structural surface structure 1 is a horizontal structural surface structure of a wooden building that includes a wooden beam structure 2, horizontal structural surface members 3 (hereinafter sometimes referred to as panel members), and support members 4 that are joined to the beam structure 2 and the horizontal structural surface members 3 and support the horizontal structural surface members 3.

[0012] The beam assembly 2 is, for example, a group of wooden beams that support the horizontal structural members 3 that form the floor, and is composed of a plurality of beams arranged side by side at intervals in the longitudinal direction X and the span direction Y. The beam assembly 2 of this embodiment has a pair of first beams 2A extending in the longitudinal direction X and a pair of second beams 2B extending in the span direction Y, and the top surfaces of the first beams 2A and second beams 2B are combined so that they are located on the same plane. The inside of the beam assembly 2 is a space where the horizontal structural members 3 are arranged, and is rectangular in plan view.

[0013] The horizontal structural member 3 is formed in a rectangular shape sized to be placed inside the beam assembly 2. When the horizontal structural structure 1 is viewed from above (or below), the beam assembly 2 and the horizontal structural member 3 do not overlap, and a substantially constant clearance C is formed around the four periphery of the horizontal structural structure 1 between the inner slope of the beam assembly 2 and each side of the horizontal structural member 3. Note that the clearance C is the distance between the side of the horizontal structural member 3 and the inner slope of the beam assembly 2. Furthermore, the clearance C does not need to be substantially constant around the four periphery; as long as the beam assembly 2 can deform, for example, the horizontal structural member 3 may be shifted to one side, or the clearance C may be formed on only one of the two corresponding sides.

[0014] The horizontal structural member 3 is formed from a surface material that does not collapse at the corners of the surface material due to the compression bracing effect described below. The horizontal structural member 3 in this embodiment is a composite deck slab. The horizontal structural member 3 has a deck plate 5 and a concrete slab 6, and is structured so that its own weight is borne by the deck plate 5 alone. The deck plate 5 is, for example, a corrugated steel plate with a plate thickness of 1.0 mm and a crest height of 50 mm, and the concrete slab 6 can be made by pouring concrete on top of the deck plate 5. The horizontal structural member 3 is not limited to a composite deck slab, but may also be made of structural plywood, structural panels, particle board, or the like.

[0015] The support members 4 are elongated support members having a Z-shaped, channel-shaped, angle-shaped, T-shaped, I-shaped, H-shaped, or flat cross section, and are arranged between each side of the horizontal structural member 3 and the beam assembly 2, and are fixed to both the horizontal structural member 3 and the beam assembly 2. The support members 4 can be formed, for example, from steel plates having a thickness of 1.6 mm to 4.5 mm. The support members 4 have an upper flange portion 7 fixed to the upper surface of the beam assembly 2, a lower flange portion 8 fixed to the lower surface of the horizontal structural member, and a web portion 9 connecting the upper flange portion 7 and the lower flange portion 8. The support members 4 of this embodiment are arranged so that the surface of the web portion 9 facing the beam assembly 2 is in surface contact with the inner slope of the beam assembly 2, and a clearance C is formed between the web portion 9 and the horizontal structural member 3. In the present invention, the joint between the upper flange portion 7 of the support member 4 and the upper surface of the beam structure 2 is referred to as the first joint portion 11, and the joint between the lower flange portion 8 of the support member 4 and the lower surface of the horizontal structural member 3 (the lower surface of the deck plate 5) is referred to as the second joint portion 12.

[0016] At the first joint 11, the support member 4 is fixed by fastening members such as wood screws 13 (drill screws) or nails through fixing holes formed in the support member 4. At the second joint 12, the support member 4 is fixed by fastening members such as drill screws through fixing holes formed in the support member 4. The distance between the fastening members can be, for example, 50 mm to 200 mm. The fixing method is not limited to the above-mentioned method, and the support member 4 and deck plate 5 may be joined by welding, for example.

[0017] The horizontal structural surface members 3 and the support members 4 are formed so that at least a portion of the thickness of the horizontal structural surface member 3 is recessed below the upper surface of the beam assembly 2. The horizontal structural surface members 3 and the support members 4 of this embodiment are formed so that the entire horizontal structural surface member 3 is recessed below the upper surface of the beam assembly 2. In other words, the upper surface of the horizontal structural surface member 3 of this embodiment is lower than the upper surface of the beam assembly 2. In this case, a finishing material (not shown) is placed on the upper surface of the horizontal structural surface member 3. The finishing material may be installed via a joist or the like.

[0018] The configuration of the horizontal structural member 3 and the support member 4 is not limited to the configuration shown in Fig. 2. For example, as shown in Fig. 3, the top surface of the horizontal structural member 3 may be higher than the top surface of the beam assembly 2. Furthermore, as shown in Fig. 4, the beam assembly 2 may be processed so that the top surface of the upper flange portion 7 of the support member 4 and the top surface of the beam assembly 2 are flush with each other, and the surface of the web portion 9 facing the horizontal structural member 3 and the inner slope of the beam assembly 2 are flush with each other. Furthermore, as shown in Fig. 5, the support member may be divided into two L-shaped angles, and the overlapping parts of the angles may be fixed to the inner slope of the beam assembly 2 with wood screws or the like.

[0019] The construction method for a horizontal structural structure 1 that uses a composite deck slab as the horizontal structural member 3 includes the steps of constructing a beam structure 2, supporting a deck plate 5 on the inside of the beam structure 2 via a support member 4, and constructing the composite deck slab by pouring concrete using the deck plate 5 as a formwork. By using this construction method, the web portion 9 of the support member 4 separates the concrete slab 6 from the beam structure 2, preventing moisture from being transmitted to the beam structure 2 during curing of the concrete slab.

[0020] [Dynamic characteristics of the horizontal structural wall structure] Below we will explain the mechanical characteristics when shear force (horizontal force) is applied to the above-mentioned true-wall horizontal structural structure. The allowable shear strength Qa and shear stiffness K of a true-wall horizontal structural structure can be calculated in accordance with the "Detailed calculation method for surface-faced true walls" described in "Allowable stress design for wooden frame construction houses (2017 edition)" (March 2017) by the Japan Housing and Wood Technology Center, a public interest incorporated foundation (hereafter referred to as Reference 1).

[0021] When horizontal structural member 1 is subjected to shear force, there are two main elements that resist the shear force: [1] Support member and equivalent joint [2] Compression bracing effect due to compression of the corners of horizontal structural members and beams The details of the above two resistance elements will be described later. Assuming that the rigidity and strength of the horizontal structural member 3 are sufficiently large, the shear rigidity acting on the horizontal structural member 1 can be calculated by adding up the shear rigidity of the above two resistance elements.

[0022] Figure 6 is a plan view illustrating the deformation angle R of a beam group 2 in a horizontal structural structure when a shear force Q is applied to the beam group 2. The deformation angle R is the horizontal displacement δ that occurs between a pair of parallel beam groups in the horizontal structural structure divided by the center-to-center distance H between the beam groups (R=δ / H). In the following explanation, this deformation angle R may also be referred to as the deformation angle R of the horizontal structural structure.

[0023] [Equivalent joint] The equivalent joint is a virtual joint that is considered to be a combination of the first joint 11 and the second joint 12 (see Figure 2) into one joint. Mechanically, the first spring element equivalent to the first joint 11 and the second spring element equivalent to the second joint 12 are calculated as a single spring element calculated as a series spring. In the equivalent joint, the first spring element and the second spring element independently resist the shear force Q until the beam assembly 2 and the horizontal structural member 3 come into contact due to the shear force Q received by the horizontal structural member.

[0024] [Compression bracing effect] The compression brace effect occurs when the beam 2, deformed by the shear force Q, comes into contact with the corner of the face material (horizontal structural member 3), generating a compressive force in the face material, causing the face material to function like a compression brace. The compression brace effect generates a restoring force that resists the compressive force acting in the diagonal direction of the face material.

[0025] Figure 7 shows a graph showing the relationship between moment M and deformation angle R in a solid-wall horizontal structural structure. In Figure 7, the horizontal axis is deformation angle R, and the vertical axis is moment M. The solid line shows the shear force-deformation relationship of the horizontal structural structure. The dashed line shows the shear force-deformation relationship due to an equivalent joint [1]. The two-dot chain line shows the shear force-deformation relationship due to the compression bracing effect [2]. In the line showing the shear force-deformation relationship due to the compression bracing effect, the gradient indicated by symbol S1 is called the first gradient, and the gradient indicated by symbol S2 is called the second gradient. The dashed dot line shows the load-deformation relationship modeled as perfectly elastoplastic.

[0026] The shear stiffness of a solid wall horizontal structural member changes according to the following history: First, if there is a clearance C between the face plate 3 and the beam 2, the shear stiffness of the horizontal structural member up to the deformation angle R0 (the deformation angle corresponding to the initial play due to the clearance) at which the beam 2, subjected to the shear force Q, comes into contact with the face plate 3 is the equivalent shear stiffness K 等 matches. When the deformation angle R0 corresponding to the initial play caused by the clearance C is reached, the shear stiffness becomes the shear stiffness K at the first gradient S1 due to the compression brace effect.圧 Accumulated K 等 +K 圧 In other words, the resistance force due to the compression bracing effect resists the shear force Q together with the equivalent joint. If there is no clearance C between the face plate 3 and the beam 2, the shear stiffness will be K 等 +K 圧 This becomes:

[0027] When the shear stiffness of the horizontal structural structure decreases due to compression (sinking) of the corners of the face material caused by the compression brace effect, the shear stiffness of the horizontal structural structure is the shear stiffness K' at the second gradient S2 of the compression brace effect. 圧 Accumulated K 等 +K' 圧 This becomes:

[0028] Yielding occurs at both the equivalent joint and the compression brace effect. However, since the reduction in stiffness after yielding due to compression at the corner of the face plate is small, the yield deformation angle can be calculated by ignoring the yield of the compression brace effect and taking the yield deformation angle Ry of the equivalent joint. 等 The yield moment My is evaluated as the sum of the moments of the equivalent joint and the compression brace effect when the yield deformation angle Ry is reached. The value obtained by dividing the yield moment My by the yield deformation angle Ry is defined as the apparent rotational stiffness K0. The ultimate deformation angle Ru is the ultimate deformation angle Ru by the equivalent joint. 等 and 1 / 30rad, whichever is smaller, and the ductility factor μ is defined as Ru / Ry. On page 215 of reference 1, it is stated that the ultimate deformation angle Ru is Ru = min(Ru 等釘 , 1 / 30rad).

[0029] When the clearance C between the face plate 3 and the beam 2 is small, the yield deformation angle Ry when the equivalent joint yields 等 Since the corners of the panel come into contact with the beam structure before reaching this point, the compression bracing effect is activated early, and it is expected that the in-plane shear restoring force characteristics will be improved. On the other hand, if there is sufficient clearance C between the face plate 3 and the beam 2, the yield deformation angle Ry at which the equivalent joint yields before the compressive bracing effect comes into effect is 等In the small deformation region, the in-plane shear restoring force characteristics become a load-bearing mechanism that depends on the single-plane shear characteristics of the equivalent joint. In the large deformation region, the compression brace effect comes into play, and it can be expected that the compression brace effect and the equivalent joint work together to function as a resistance element for the horizontal structural panel. From the above, it can be seen that the size of the clearance C formed between the panel and the beam structure causes differences in the in-plane shear restoring force characteristics of the horizontal structural member, and that the performance of the horizontal structural member can be adjusted.

[0030] The allowable shear strength Qa of a solid wall horizontal structural structure is given by the following formula (1). Qa=1 / H·min{My,M 150 ,0.2√(2μ-1)·Mu}···(1) where: H: Center-to-center distance between beams (depth of horizontal structural structure) [cm] My: Yield moment of horizontal structural member [kN cm] M 150 : Moment when the deformation angle of the horizontal structural structure is 1 / 150rad [kN cm] Mu: Ultimate moment of horizontal structural structure [kN / cm] μ: plasticity ratio (=Ru / Ry) R0: The deformation angle corresponding to the initial play due to clearance [rad] Ry 等 :Deformation angle of horizontal structural member when equivalent joint yields [rad] Ru 等 :Deformation angle of horizontal structural member when equivalent joint reaches ultimate position [rad] Ry 圧 : Deformation angle of horizontal structural member when the corner of the compression side of the panel yields [rad] K 等 : Equivalent joint shear stiffness [kN / rad] K 圧 : Shear stiffness at the first gradient due to the compressive bracing effect of the face material [kN / rad] K' 圧 : Shear stiffness at the second gradient due to the compressive bracing effect of the face material [kN / rad] is. M150 Regarding this, on page 213 of Document 1, when Ry < 1 / 150, using the rigidity K0 = My / Ry at the time of My, M 150 is calculated as M = (My / Ry) × (1 / 150), and when Ry ≤ 1 / 150, for convenience, M 150 is set to My. From Equation (1), in order to improve the allowable shear strength Qa, it is possible to effectively apply the compression reinforcement effect to increase the resistance moment of the true wall - type horizontal floor structure, and conduct an evaluation considering the composite effect with the in - plane shear restoring force characteristics of the equivalent joint.

[0031] 〔Change in in - plane shear restoring force characteristics due to the size of the clearance〕 As described above, in the true wall - type horizontal floor structure, the in - plane shear restoring force characteristics change depending on the size of the clearance C. The in - plane shear restoring force characteristics can be classified into the following conditions (I) - (V).

[0032] Condition (I) In the elastic range of the equivalent joint, the compression reinforcement effect acts, and yielding due to compression at the corner of the surface material occurs before the yield deformation angle Ry 等 of the equivalent joint is reached. Shear deformation angle: R0 + Ry 圧 < Ry 等 ···(2 - 1) Yield moment: My = K 等 ·Ry 等 + K 圧 ·Ry 圧 + K’ 圧 ·{Ry 等 -(R0 + Ry 圧 )} ···(2 - 2) Ultimate moment: Mu = K 等 ·Ry 等 + K 圧 ·Ry 圧 + K’ 圧 ·{Ru 等 -(R0 + Ry 圧} ···(2 - 3)

[0033] As given by equation (2-1), this is the condition where the compressive bracing effect comes into play in the elastic region of the equivalent joint, and the corner of the panel reaches yield due to compression before the equivalent joint yields. Figure 8 shows a graph showing the relationship between moment M and deformation angle R in a true wall type horizontal structural frame under condition (I). Under these conditions, the resistance moment due to the compression brace effect acts sufficiently, so the yield moment My of the horizontal structural member is calculated by adding up the resistance moment until the equivalent joint yields in the second gradient region due to the compression brace effect, as given by equation (2-2), and the combined effect of the equivalent joint and the compression brace effect can be fully expected at the time of yield.The ultimate moment Mu is calculated by adding up the resistance moment until the equivalent joint reaches its ultimate point in the second gradient region due to the compression brace effect, as given by equation (2-3), and the combined effect of the equivalent joint and the compression brace effect can be fully expected at the time of ultimate. Under these conditions, the allowable shear strength Qa tends to be large because the effect of compressive bracing is taken into account in calculating both the yield moment My and the ultimate moment Mu.

[0034] Condition (II) The compressive bracing effect acts in the elastic region of the equivalent joint, and the yield deformation angle Ry of the equivalent joint 等 When yielding occurs due to compression at the corner of the face material after reaching Shear deformation angle: R0 <Ry 等 ≦R0+Ry 圧 (3-1) Yield moment: My=K 等 Ry 等 +K 圧 ·(Ry 等 -R0) (3-2) Final moment: (R0+Ry 圧 <Ru 等 in the case of) Mu=K 等 Ry 等 +K 圧 Ry 圧 +K' 圧 ·{Ru 等 -(R0+Ry 圧 )} ···(3-3) (Ru 等 ≦R0+Ry 圧 in the case of) Mu=K 等 Ry 等 +K 圧 ·(Ru 等 -R0) (3-4)

[0035] As given by equation (3-1), this is the condition under which the compression bracing effect acts in the elastic region of the equivalent joint, and the equivalent joint reaches yield before the corner of the panel yields due to compression. Figure 9 shows a graph showing the relationship between moment M and deformation angle R in a true wall type horizontal structural structure under condition (II). Under these conditions, although the corners on the compression side of the panel are in the elastic range, the resistance moment due to the compression bracing effect acts sufficiently, so the yield moment My of the horizontal structural structure is calculated by adding the resistance moment until the equivalent joint yields in the first gradient region due to the compression bracing effect, as given by equation (3-2), and at the time of yielding, a combined effect of the equivalent joint and the compression bracing effect can be expected. For the ultimate moment Mu, if the yielding of the compression side corner of the panel precedes the equivalent joint reaching its ultimate state, add the resistance moment until the equivalent joint reaches its ultimate state in the region of the second gradient S2 due to the compression bracing effect of the panel, as given by equation (3-3).On the other hand, if the ultimate state of the equivalent joint precedes the yielding of the compression side corner of the panel, add the resistance moment until the equivalent joint reaches its ultimate state in the region of the first gradient S1 due to the compression bracing effect of the panel, as given by equation (3-4).As a result, a combined effect of the equivalent joint and the compression bracing effect can be expected at the ultimate state.

[0036] Condition (III): When the compressive bracing effect acts in the plastic region of the equivalent joint, and yielding occurs due to compression at the corner of the panel before the horizontal structural member reaches the ultimate deformation angle Ru. Shear deformation angle: Ry 等 ≦R0≦R0+Ry 圧 <Ru 等 (4-1) Yield moment: My=K 等 Ry等 (4-2) Final moment: Mu=K 等 Ry 等 +K 圧 Ry 圧 +K' 圧 ·{Ru 等 -(R0+Ry 圧 )} (4-3)

[0037] As given by equation (4-1), this is the condition under which the compressive bracing effect acts in the plastic region of the equivalent joint, and the corners on the compression side of the panel reach yield before the ultimate state of the equivalent joint. Figure 10 shows a graph showing the relationship between moment M and deformation angle R in a true-wall type horizontal structural structure under condition (III). Under these conditions, the compression bracing effect does not work in the elastic region of the equivalent joint, so the yield moment My of the horizontal structure is the resistance moment until the equivalent joint yields, as given by equation (4-2), and at the time of yield, the combined effect of the equivalent joint and the compression bracing effect cannot be expected.On the other hand, the ultimate moment Mu is the sum of the resistance moment until the equivalent joint reaches its ultimate state in the region of the second gradient S2 due to the compression bracing effect of the face material, as given by equation (4-3), and at the time of ultimate, the combined effect of the equivalent joint and the compression bracing effect can be fully expected.

[0038] Condition (IV) When the compressive bracing effect is in effect in the plastic region of the equivalent joint, and when the horizontal structural member reaches the ultimate deformation angle Ru, no yielding due to compression occurs at the corner of the panel. Shear deformation angle: R0 <Ru 等 ≦R0+Ry 圧 (5-1) Yield moment: My=K 等 Ry 等 (5-2) Final moment: Mu=K 等 Ry 等 +K 圧 ·(Ru 等 -R0) (5-3)

[0039] As given by equation (5-1), this is the condition where the compressive bracing effect comes into play in the plastic region of the equivalent joint, and compression of the corners of the panel occurs prior to the ultimate state of the equivalent joint. Figure 11 shows a graph showing the relationship between moment M and deformation angle R in a solid wall type horizontal structural frame under condition (IV). Under these conditions, the compression bracing effect is not in effect in the elastic region of the equivalent joint, so the yield moment My of the horizontal structural member is the resistance moment until the equivalent joint yields, as given by equation (5-2), and the combined effect of the equivalent joint and compression bracing effect cannot be expected at the time of yield.On the other hand, the ultimate moment Mu is given by equation (5-3), which adds up the resistance moment until the equivalent joint reaches its ultimate state in the region of the first gradient S1 due to the compression bracing effect, and the combined effect of the equivalent joint and compression bracing effect can be expected at the time of ultimate.

[0040] (V) When the compression bracing effect does not work until the equivalent joint reaches its ultimate limit Shear deformation angle: Ru 等 ≦R0 (6-1) Yield moment: My=K 等 Ry 等 (6-2) Final moment: Mu=K 等 Ry 等 (6-3)

[0041] As given by equation (6-1), this is the condition under which the compression bracing effect does not come into effect until the equivalent joint reaches its ultimate state. Figure 12 shows a graph showing the relationship between moment M and deformation angle R in a true-wall horizontal structural structure under condition (V). Under these conditions, both the yield moment My (Equation (6-2)) and the ultimate moment Mu (Equation (6-3)) become the resistance moments when the equivalent joint yields, and the combined effect of the equivalent joint and the compression brace effect cannot be expected.

[0042] From the above, in the in-plane shear restoring force characteristics, conditions (I) to (IV) are conditions under which the effect of compression bracing can be taken into account, and condition (V) is a condition under which the effect of compression bracing cannot be taken into account. In other words, if the effect of compression bracing acts until the equivalent joint reaches its ultimate state, the effect will be obtained. In terms of the conditional formula for the shear deformation angle, R0 <Ru 等 If the above condition is satisfied, the compression bracing effect can be effectively achieved. On the other hand, after the beam 2 is deformed, the compression bracing effect is also considered to occur at the point where the beam 2 first comes into contact with the horizontal structural member 3. Therefore, R0 = Ru 等 It can also include R0 <Ru 等 If the above condition is satisfied, the compression bracing effect can be achieved.

[0043] Based on the above findings, the horizontal structural member of this embodiment satisfies the following condition: R0≦Ru 等 According to this embodiment, which is designed in this way, the compression bracing effect can be effectively utilized in a solid wall type horizontal structural member, and a horizontal structural member with high in-plane shear performance can be constructed.

[0044] In addition, by adopting a composite deck slab as the horizontal structural member 3, R0≦Ru 等 A horizontal structural panel structure 1 that satisfies the above requirements and is lightweight and highly rigid can be formed through easy construction.

[0045] In addition, the deformation angle R of the horizontal structural structure is Ry 等 ≦R0≦Ru 等 That is, the horizontal structural member 1 may be designed to satisfy the conditions (III) and (IV). According to this embodiment, which is designed in this manner, it is possible to eliminate a range in which the clearance C is very small. This makes it possible to prevent a large discrepancy between the designed structural performance and the actual performance when the clearance C is set to 0.0 mm, for example, which is difficult to manage.

[0046] (Example) In order to verify the in-plane shear load-bearing mechanism of the solid-wall horizontal structural structure, structural tests were conducted with the following specifications. The test method was in accordance with the "Test for calculating the stiffness and allowable shear strength of vertical and horizontal structural members" described in Reference 1, and was conducted under the following conditions.

[0047] The test specimen had a standard dimension of 910 mm and was a true-wall horizontal structural structure using beams with 2P (1,820 mm) in the width direction and 3P (2,730 mm) in the span direction. The beams were made of cedar lumber (mechanical grade: E70) with cross-sectional dimensions of 120mm x 240mm. The test specimen was set up using a reaction floor, with the structural surface parallel to the floor, just like a normal horizontal structural surface.

[0048] One side of the beam assembly (hereafter referred to as the "fixed beam") is fixed to the reaction floor via a jig, and the opposite side (hereafter referred to as the "loading beam") is a column-base fixed type that loads horizontally. In order not to restrict the bending deformation of the fixed beam, the fixed beam was not installed directly against 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 joint of the beam assembly was made with a large dovetail and pull-out metal fastening, so that the beam assembly behaved roughly as a pin joint.

[0049] The composite deck slab that constitutes the surface material has a thickness of t = 1.0 mm, a crest height of H = 50 mm, and a concrete slab (ordinary concrete, compressive strength Fc = 18 N / mm 2 The support members were made of Z-shaped steel plates: Z-115 x 40 x 70 x t2.3 (SS400), which were bent. Wood screws with a diameter of 5.8 mm and a nominal length of 50 mm, conforming to "JIS B1112:1995 Cross-recessed wood screws," were attached at intervals of 152 mm (= 910 mm ÷ 6 screws) to the first joint, and drill screws with a diameter of 6.0 mm and a nominal length of 19 mm, conforming to "JIS B1124:2015 Self-drilling screws with threads for tapping screws," were attached at intervals of 150 mm to the second joint.

[0050] The test variable was the clearance C between the facing material and the beam assembly. One was a clearance C = 2.0 mm (Condition (III)), and the other was a clearance C = 20.0 mm (Condition (V)). Table 1 shows the one-sided shear characteristics of the joint. Note that the one-sided shear characteristics of the first joint and the second joint were set based on the element shear tests of each joint and the test results. The one-sided shear characteristics of the equivalent joints were calculated in accordance with the "Detailed Calculation Method for Facing True Wall" in Document 1.

[0051]

Table 1

[0052] Under the above-mentioned Conditions (I) to (V), the relationship between the clearance C and the equivalent floor magnification in the specifications of this performance confirmation test was confirmed. Note that the equivalent floor magnification was defined by the following formula (7), and the allowable shear resistance Qa was calculated using the above-mentioned formula (1). Equivalent floor magnification = Qa / L / 1.96 ···(7) L: Width of the horizontal structural member On page 59 of Document 1, it is described that the short-term allowable shear resistance Pa can be calculated by Pa [kN] = wall magnification × wall length [m] × 1.96 [kN / m].

[0053] Table 2 and Figure 13 show the relationship between the clearance C and the equivalent floor magnification. The equivalent floor magnification is shown by formula (1) (1) yield moment My, (2) moment M at 1 / 150 rad, 150 , (3) the values calculated from 0.2√(2μ - 1)·Mu are shown in Table 2 respectively. The minimum value among (1) to (3) is underlined, and the minimum value is plotted in Figure 13. For M 150 , regarding this, on page 213 of Document 1, when 1 / 150 < Ry, using the rigidity K0 = My / Ry at the time of My, M 150 =(My / Ry)×(1 / 150) is calculated, and when Ry ≤ 1 / 150, for convenience, M 150 = My is described.

[0054]

Table 2

[0055] In the range of 0.0 mm ≤ C < 2.0 mm (Condition (II)), since the compression bar effect acts from the elastic region, the equivalent floor magnification shows a large value, and it was confirmed that the sensitivity of the clearance C is high. In the range of 2.0 mm ≤ C ≤ 6.0 mm (Conditions (III) to (IV)), since the compression bar effect acts from the plastic region, the allowable shear strength Qa is determined by the yield moment My determined by the yield of the equivalent joint, and the equivalent floor magnification showed a constant value. In the range of 6.0 mm < C < 8.0 mm (Condition (IV)), although the compression bar effect acts from the plastic region, since a sufficient composite effect does not act, it is determined by the ultimate moment Mu, and it was confirmed that although the value is larger than when the compression bar effect is not considered, its effect is small. In the range of 8.0 mm ≤ C (Condition (V)), since the compression bar effect does not act even in the plastic region, it becomes the same value as when the compression bar effect is not considered, and no significant difference was found in design.

[0056] From the calculation results, in the range of 0.0 mm ≤ C < 2.0 mm, the composite effect due to the compression bar effect is remarkable and the in-plane shear restoring force characteristics are greatly improved. Therefore, in the range where the clearance is significantly small, including the condition of clearance C = 0.0 mm, the design expecting the composite effect due to the compression bar effect was effective.

[0057] On the other hand, when clearance C is significantly smaller, calculations show high performance, but the sensitivity of clearance C to the equivalent floor ratio can be problematic in some cases. For example, even when construction is performed under the condition of clearance C = 0.0 mm, maintaining 0.0 mm accuracy is difficult due to the drying shrinkage of concrete and construction accuracy. If construction accuracy is not ensured, there is a risk of a large discrepancy between the designed structural performance and the actual performance, and the calculation results may be judged to be on the dangerous side of performance. Taking the above into consideration, even when construction is performed under the condition of clearance C = 0.0 mm, it is safe to design based on clearance C = 2.0 mm, which is the mode transition point in Table 2 and Figure 13. When designing with compression bracing effects in mind, it is preferable to perform construction within the range of 2.0 mm ≦ C < 8.0 mm.

[0058] The explanation up to this point has shown the results of the study based on calculations made in accordance with the specifications of the specimen for the structural test, so the numerical value of clearance C is just an example. In reality, the numerical value of clearance C will change depending on the size and aspect ratio of the horizontal structural members, the type of wood used in the beams, the specifications of the surface material, etc., so it is necessary to calculate clearance C according to individual specifications.

[0059] [Performance verification test results] Figure 14 shows the shear force-deformation angle relationship as a result of the performance verification test. Figure 14(A) shows the results for clearance C = 2.0 mm, and Figure 14(B) shows the results for clearance C = 20.0 mm. Here, shear force Q is defined as the horizontal shear force acting at the center of loaded beam 2C shown in Figure 6, and deformation angle R is defined as the horizontal displacement of loaded beam 2C divided by the center-to-center distance (2,730 mm) between loaded beam 2C and fixed beam 2D. Figure 14 shows the characteristic values calculated using the evaluation method described in Reference 1, and a perfectly elastoplastic model, shown by the dashed-dotted line, was created. However, the ultimate deformation angle Ru is defined as the point when the deformation angle R of the horizontal structural structure reaches the calculated value of the ultimate deformation angle Ru calculated from the single-plane shear characteristics of the equivalent joint. The characteristic values described below are calculated within the range shown by the dashed-dotted line in Figure 14. In addition, the allowable shear strengths (a) to (d) listed in Table 3 below are shown by dashed lines, and only the minimum values are shown by solid lines.

[0060] The yield strength Py and ultimate strength Pu in Figures 14(A) and (B) are larger for clearance C = 2.0 mm, where the shear force due to the compressive bracing effect acts earlier. For clearance C = 20.0 mm, the compressive bracing effect is not observed near R = 0.014 rad, which corresponds to the calculated ultimate deformation angle Ru, confirming that the compressive bracing effect does not work until the ultimate deformation angle Ru. On the other hand, an increase in stiffness is observed near deformation angle R = 0.02 rad after a significant decrease in stiffness, confirming the compressive bracing effect. This confirms that it is possible to adjust the timing at which the compressive bracing effect works by changing the clearance C. Therefore, it can be inferred that adjusting the clearance C between the face plate and the beam structure will result in differences in the in-plane shear restoring force characteristics, making it possible to adjust the performance of the horizontal structural member.

[0061] Table 3 shows the calculation results for the allowable shear strength and equivalent floor magnification, and Table 4 shows a comparison of the calculated values and test results. The allowable shear strength was calculated in accordance with the calculation of short-term standard shear strength described in Reference 1, "Tests for calculating the rigidity and allowable shear strength of vertical and horizontal structural planes."

[0062] [Table 3]

[0063] [Table 4]

[0064] From Table 3, it can be seen that the equivalent floor multiplier is 6.15 times when the clearance C between the surface material and the beam assembly is 2.0 mm, and 3.36 times when it is 20.0 mm, and it can be confirmed that the test results under conditions where the clearance C acts as a compression brace have a performance of over 4.0 times. Furthermore, calculations have estimated that the equivalent floor multiplier will have a performance of over 4.0 times when the clearance C is less than 7.0 mm with this specimen specification. Furthermore, from Table 4, the calculated values and test results generally correspond, confirming their validity.

[0065] In the study results, the ultimate deformation angle Ru was defined as the point at which the deformation angle R of the horizontal structural member reaches the calculated value, such as the ultimate deformation angle Ru calculated from the single-plane shear characteristics of the equivalent joint. However, in the "Test for Calculating the Stiffness and Allowable Shear Capacity of Vertical and Horizontal Structures" in Reference 1, it is permitted to apply the load until it drops to 80% of the maximum load after reaching the maximum load, or until the deformation angle reaches 1 / 15 rad or more. Page 299 of Reference 1 describes the loading method in the test as follows: "After the load reaches the maximum load, apply the load until it drops to 80% of the maximum load, or until the deformation angle of the test specimen reaches 1 / 15 rad or more." In other words, it is possible to evaluate the plastic deformation capacity of the horizontal structural member more accurately. It is expected that the calculated results of the allowable shear capacity and equivalent floor magnification will be greater than those shown in Table 3, and the actual structural performance is expected to be higher than the values presented.

[0066] The specifications for the deck composite slab are: the height of the deck plate is 50mm or more and 120mm or less, the thickness of the deck plate is 1.0mm or more and 1.6mm or less, the thickness of the concrete on the deck plate is 50mm or more and 100mm or less, and the value of the tensile section modulus is 50cm 3 The compression section modulus is 1350 cm 3 And the value of the second moment of area is 5000cm 4 This is estimated to have a floor capacity of over 4.0 times the original capacity. [Explanation of symbols]

[0067] 1...horizontal structural structure, 2...beam assembly, 2A...first beam, 2B...second beam, 3...horizontal structural member, 4...support member, 5...deck plate, 6...concrete slab, 7...upper flange portion, 8...lower flange portion, 9...web portion, 11...first joint portion, 12...second joint portion, 13...wood screw, 14...drill screw, C...clearance, Q...shear force (horizontal force).

Claims

1. A horizontal structural structure of a wooden building, Wooden beams and A horizontal structural member disposed inside the beam group with at least a portion of the horizontal structural member in the thickness direction being lower than the upper surface of the beam group; a support member connected to the beam and the horizontal structural member to support the horizontal structural member, The deformation angle of the beam group is the value obtained by dividing the horizontal displacement occurring between a pair of parallel beam groups by the center distance between the beam groups. The deformation angle when the joint equivalent to the support member reaches its ultimate state is called Ru. 等 , the deformation angle corresponding to the initial play due to the clearance between the beam and the horizontal structural member is R ０ Then, R ０ ≦Ru 等 A horizontal structural structure that satisfies the above.

2. The deformation angle when the equivalent joint yields is Ry 等 Then, Ry 等 ≦R ０ ≦Ru 等 The horizontal structural panel structure according to claim 1, which satisfies the following:

3. 3. The horizontal structural member according to claim 1, wherein the horizontal structural member is a composite deck slab.

4. The horizontal structural structure described in claim 3, wherein the support member has an upper flange portion fixed to the upper surface of the beam group, a lower flange portion fixed to the underside of the horizontal structural member, and a web portion connecting the upper flange portion and the lower flange portion and contacting the inner slope of the beam group, and is joined to the deck composite slab.

5. The horizontal structural member according to claim 4, wherein the support members extend across the entire width of each side of the deck composite slab.

6. The horizontal structural structure according to claim 4 or 5, wherein the equivalent joint is a mechanism in which a first spring element equivalent to a first joint in contact with the beam assembly and the upper flange portion, and a second spring element equivalent to a second joint in contact with the deck composite slab and the lower flange portion, resist the horizontal force until the beam assembly and the corner portion of the deck composite slab come into contact due to the horizontal force received by the horizontal structural structure.

7. The horizontal structural structure according to claim 6, wherein the beam assembly and the deck composite slab are a mechanism that resists the horizontal force together with the equivalent joint by a compressive force between the beam assembly and the deck composite slab after the horizontal structural structure receives a horizontal force and the beam assembly and the deck composite slab come into contact with each other.

8. 2. A horizontal structural panel structure according to claim 1, wherein the beams are not provided with braces and the equivalent floor multiplier is 4.0 times or more.

9. Wooden beams and A horizontal structural member disposed inside the beam group with at least a portion of the horizontal structural member in the thickness direction being lower than the upper surface of the beam group; A design method for a horizontal structural surface structure of a wooden building comprising support members joined to the beams and the horizontal structural surface members to support the horizontal structural surface members, The deformation angle of the beam group is the value obtained by dividing the horizontal displacement occurring between a pair of parallel beam groups by the center distance between the beam groups. The deformation angle when the joint equivalent to the support member reaches its ultimate position is called Ru. 等 , the deformation angle corresponding to the initial play due to the clearance between the beam and the horizontal structural member is R ０ Then, R ０ ≦Ru 等 A design method for horizontal structural panels that satisfies the above.

10. A construction method for a horizontal structural panel structure according to claim 3, constructing the beam structure; a step of supporting a deck plate on the inside of the beam assembly via the support member; constructing the deck composite slab by pouring concrete using the deck plate as a formwork; A construction method for horizontal structural panels, including:

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