Seismic bracing component setting device, seismic bracing component setting method, seismic bracing component setting program, and seismic bracing component

Abstract

The present invention provides a seismic member setting device that sets an H-shaped cross section member as a seismic member, which suppresses the occurrence of local buckling modes that should be avoided in seismic members. [Solution] An H-shaped cross section member having an H-shaped cross section, comprising a pair of flanges and webs joined to the pair of flanges, is provided with a seismic member setting device 50 for limiting the range of H-shaped cross section shapes that can be used as a seismic member, and includes a shape limiting unit 52 for setting the seismic member by limiting the range of H-shaped cross section shapes based on the cross-sectional aspect ratio of the H-shaped cross section member and the plate thickness ratio of the flanges and webs. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross section member to the width of the H-shaped cross section member, or the ratio of the distance between the plate thickness centers of the pair of flanges to the width of the H-shaped cross section member.

Description

TECHNICAL FIELD

[0001] The present invention relates to a seismic resistant member setting device, a seismic resistant member setting method, a seismic resistant member setting program, and a seismic resistant member.

BACKGROUND ART

[0002] It is stated, for example, in Non-Patent Document 1 that the plastic deformation capacity determined by local buckling of an H-shaped cross-section member is determined solely by the width-thickness ratios of the flange and the web. The plastic deformation capacity referred to herein means, for example, in a load-deformation relationship where the vertical axis represents the load borne by the member and the horizontal axis represents the deformation amount of the member, the value on the horizontal axis after the full plastic moment of the H-shaped cross-section member is reached.

PRIOR ART DOCUMENTS

NON-PATENT DOCUMENTS

[0003]

NON-PATENT DOCUMENT 1

SUMMARY OF THE INVENTION

PROBLEMS TO BE SOLVED BY THE INVENTION

[0004] However, in Non-Patent Document 1, changes in the local buckling mode when the cross-sectional aspect ratio of the H-shaped cross-section member or the plate thickness ratio of the flange to the web changes, and the accompanying influence on the load-deformation relationship are not considered. The cross-sectional aspect ratio referred to herein means the ratio of the depth (H) of the H-shaped cross-section member to the width (B) of the flange, or the ratio of the distance between the plate thickness centers of a pair of flanges to the width of the flange.

[0005] In an H-shaped cross-section member in which the width-thickness ratio of the flange corresponding to the cross-sectional aspect ratio and the plate thickness ratio is equal to or greater than a certain value, when local buckling occurs in the plasticized portion of the H-shaped cross-section member, the load-deformation relationship reaches the maximum proof stress, and then converges to a certain post-buckling stable proof stress in a form where the deterioration gradient gradually decreases. However, if the flange width-to-thickness ratio, which corresponds to the cross-sectional aspect ratio and plate thickness ratio, is below a certain level, a local buckling mode occurs in which the flange does not twist but crushes the web, resulting in a convex upward trajectory in the load-deformation relationship and a rapid decrease in load-bearing capacity. This local buckling mode is one that should be avoided in seismic-resistant members in order to ensure the safety of buildings against external forces such as earthquakes. However, conventional regulations and other academic society guidelines do not take this local buckling mode into consideration.

[0006] The present invention has been made in view of the above problems, and aims to provide a seismic resistance member setting device, a seismic resistance member setting method, a seismic resistance member setting program, and a seismic resistance member set by the same, which set an H-shaped cross section member as a seismic resistance member that suppresses the occurrence of local buckling modes that should be avoided as seismic resistance members. [Means for solving the problem]

[0007] To solve the aforementioned problems, this invention proposes the following means. (1) One aspect of the present invention is a seismic member setting device for an H-shaped cross section member having a pair of flanges and webs joined to the pair of flanges, the H-shaped cross section member having an H-shaped cross section, the device for setting a seismic member by limiting the range of shapes of the H-shaped cross section member that can be used as a seismic member, the device comprising a shape limiting section for setting the seismic member by limiting the range of shapes of the H-shaped cross section based on the cross-sectional aspect ratio of the H-shaped cross section member and the plate thickness ratio of the flanges and the webs. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the center thicknesses of the pair of flanges to the width of the H-shaped cross-sectional member.

[0008] (2) Aspect 2 of the present invention is a method for setting an earthquake-resistant member in an H-shaped cross section member having a pair of flanges and webs joined to the pair of flanges, wherein the method limits the range of shapes of the H-shaped cross section that can be used as an earthquake-resistant member, and comprises a shape limiting step of setting the earthquake-resistant member by limiting the range of shapes of the H-shaped cross section based on the cross-sectional aspect ratio of the H-shaped cross section member and the plate thickness ratio of the flanges and the webs. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the center thicknesses of the pair of flanges to the width of the H-shaped cross-sectional member.

[0009] (3) A third aspect of the present invention is a setting program for a setting device that limits the range of shapes of the H-shaped cross section that can be used as an earthquake-resistant member, in an H-shaped cross section member having a pair of flanges and webs joined to the pair of flanges, wherein the setting program causes the setting device to function as a shape limiting unit for setting the earthquake-resistant member by limiting the range of shapes of the H-shaped cross section based on the cross-sectional aspect ratio of the H-shaped cross section member and the thickness ratio of the flanges and the webs. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the center thicknesses of the pair of flanges to the width of the H-shaped cross-sectional member.

[0010] In these inventions, the inventors, after diligent study, found that the aspect ratio and plate thickness ratio of the H-shaped cross section are the main factors for an H-shaped cross section member to function as an earthquake-resistant member. Therefore, by defining an earthquake-resistant member by limiting the range of the H-shaped cross section shape based on the aspect ratio and plate thickness ratio in the shape limiting section (during the shape limiting process), it is possible to suppress the occurrence of local buckling modes that should be avoided in earthquake-resistant members.

[0011] (4) A fourth aspect of the present invention is a setting device for seismic-resistant members described in (1), wherein the H-shaped cross section member is a beam connected to a column, and the shape limiting portion is a setting device for seismic-resistant members described in (1), wherein when an external seismic force acts on a building including the beam, the bending moment acting on the beam exceeds the fully plastic bending moment of the beam, and the shear force acting on the beam is less than the fully plastic shear strength, the beam that satisfies equation (1) is set as the seismic-resistant member. However, the full plastic bending moment is the value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the standard strength of the steel material of the beam. Also, b is the half width (mm) of the flange, and t f is the plate thickness (mm) of the flange, and F is the standard strength (N / mm) of the allowable stress of the steel material of the beam. 2 ), d w is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t w is the thickness of the web (mm).

[0012]

number

[0013] (5) Aspect 5 of the present invention is a seismic member setting method according to (2), wherein the H-shaped cross section member is a beam connected to a column, and in the shape limiting step, when an external seismic force acts on the building including the beam, the bending moment acting on the beam exceeds the fully plastic bending moment of the beam, and the shear force acting on the beam is less than the fully plastic shear strength, the beam that satisfies equation (2) is set as the seismic member. However, the full plastic bending moment is the value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the standard strength of the steel material of the beam. Also, b is the half width (mm) of the flange, and t f is the plate thickness (mm) of the flange, and F is the standard strength (N / mm) of the allowable stress of the steel material of the beam. 2 ), d w is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t w is the thickness of the web (mm).

[0014] [Mathematical formula]

[0015] (6) Aspect 6 of the present invention may be the seismic member setting program according to (3), wherein the H-shaped cross-section member is a beam connected to a column, and the shape limiting unit sets the beam that satisfies the expression (3) as the seismic member when an earthquake external force acts on a building including the beam, a bending moment acting on the beam exceeds the full plastic bending moment of the beam, and a shear force acting on the beam is less than the full plastic shear strength. Here, the full plastic bending moment is a value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the reference strength of the material strength of the steel material of the beam. Further, b is the half width (mm) of the flange, t f is the plate thickness (mm) of the flange, F is the reference strength (N / mm of the allowable stress of the steel material of the beam 2 ), d w is the distance (mm) between the plate thickness centers of the pair of flanges, B is the width (mm) of the flange, t w is the plate thickness (mm) of the web.

[0016] [Mathematical formula]

[0017] Note that Expression (2) and Expression (3) are the same as Expression (1). In these inventions, when the beam is connected to the column, an earthquake external force acts on the building, the bending moment acting on the beam exceeds the full plastic bending moment of the beam, and the shear force acting on the beam is less than the full plastic shear strength, the shape limiting unit (in the shape limiting step) can more reliably set the beam that satisfies Expression (1) as the seismic member.

[0018] (7) Aspect 7 of the present invention may be a seismic member setting device as described in (1) or (4), wherein the shape limiting portion sets the H-shaped cross section member that satisfies formula (1-2) as the seismic member when the H-shaped cross section member satisfies formula (1-1). However, F f The reference strength (N / mm²) of the allowable stress of each of the pair of flanges is the standard strength of the steel material. 2 ), F w The standard strength (N / mm²) of the allowable stress of the steel material of the web is the reference strength (N / mm²). 2 ) is the half width of the flange (mm), t f The thickness of the flange (mm), d w is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t w is the thickness of the web (mm).

[0019]

number

[0020] (8) Embodiment 8 of the present invention may be the seismic member setting method described in (2) or (5), wherein in the shape limiting step, when the H-shaped cross section member satisfies equation (2-1), the H-shaped cross section member that satisfies equation (2-2) is set as the seismic member. However, F f The reference strength (N / mm²) of the allowable stress of each of the pair of flanges is the standard strength of the steel material. 2 ), F w The standard strength (N / mm²) of the allowable stress of the steel material of the web is the reference strength (N / mm²). 2 ) is the half width of the flange (mm), t f d is the thickness of the flange (mm), w is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t w is the thickness of the web (mm).

[0021]

number

[0022] (9) In aspect 9 of the present invention, the shape limiting part may be a seismic member setting program as described in (3) or (6), which sets the H-shaped cross section member that satisfies equation (3-2) as the seismic member when the H-shaped cross section member satisfies equation (3-1). However, F f The reference strength (N / mm²) of the allowable stress of each of the pair of flanges is the standard strength of the steel material. 2 ), F w The standard strength (N / mm²) of the allowable stress of the steel material of the web is the reference strength (N / mm²). 2 ) is the half width of the flange (mm), t f d is the thickness of the flange (mm), w is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t w is the thickness of the web (mm).

[0023]

number

[0024] Note that equations (2-1) and (3-1) are identical to equation (1-1). Equations (2-2) and (3-2) are identical to equation (1-2). In these inventions, when the H-shaped cross-sectional member satisfies equation (1-1), the shape limiting part (in the shape limiting step) can more reliably set the H-shaped cross-sectional member that satisfies equation (1-2) as the seismic-resistant member.

[0025] (10) Embodiment 10 of the present invention is an earthquake-resistant member set by an earthquake-resistant member setting device described in any one of (1), (4), and (7). (11) Embodiment 11 of the present invention is an earthquake-resistant member set by the earthquake-resistant member setting method described in any one of (2), (5), and (8). (12) Embodiment 12 of the present invention is an earthquake-resistant member set by the earthquake-resistant member setting program described in any one of (3), (6), and (9).

[0026] These inventions provide a seismic-resistant member setting device, a seismic-resistant member setting method, and a seismic-resistant member set by a seismic-resistant member setting program, which set an H-shaped cross section member as a seismic-resistant member that suppresses the occurrence of local buckling modes that should be avoided in seismic-resistant members. [Effects of the Invention]

[0027] The seismic-resistant member setting device, seismic-resistant member setting method, and seismic-resistant member setting program of the present invention allow for the setting of an H-shaped cross section member as a seismic-resistant member, which suppresses the occurrence of local buckling modes that should be avoided in seismic-resistant members. Furthermore, the seismic-resistant member of the present invention can provide a seismic-resistant member set in this manner. [Brief explanation of the drawing]

[0028] [Figure 1] This is a front view of the H-shaped cross-sectional member to be set up in the seismic isolation member setting method of one embodiment of the present invention. [Figure 2] This diagram illustrates the boundary conditions for the beam analysis model. [Figure 3] This is a side view of the main part showing the deformation of the beam in the first local buckling mode. [Figure 4] This figure shows the change in (M / Mp) with respect to the rotation angle θ in the first local buckling mode. [Figure 5] This is a side view of the main part showing the deformation of the beam in the second local buckling mode. [Figure 6] This figure shows the change in (M / Mp) with respect to the rotation angle θ in the second local buckling mode. [Figure 7] This is a diagram illustrating the setup device for seismic-resistant components. [Figure 8] This flowchart shows a method for setting up seismic-resistant components in one embodiment of the present invention. [Modes for carrying out the invention]

[0029] Hereinafter, an embodiment of the seismic-resistant member setting device, seismic-resistant member setting method, seismic-resistant member setting program, and seismic-resistant member according to the present invention will be described with reference to Figures 1 to 8.

[0030] [1. Configuration of H-shaped cross-sectional members] As shown in Figure 1, the H-shaped cross section member 10 has a pair of flanges 11 and 12 and a web 13. The flanges 11, 12, and web 13 are each formed from steel in a flat plate shape. For example, flange 11 is positioned above flange 12. The web 13 is positioned between the flanges 11 and 12 and is joined to the flanges 11 and 12, respectively. In other words, the web 13 connects the flanges 11 and 12. The H-shaped cross-section member 10 extends in the direction of the material axis Z. The cross-sectional shape of the H-shaped cross-section member 10, defined by a plane perpendicular to the material axis Z, is H-shaped. That is, the H-shaped cross-section member 10 has an H-shaped cross-section.

[0031] Here, the direction in which flanges 11 and 12 face each other is defined as the opposing direction X. The direction perpendicular to the opposing direction X and the material axis direction Z is defined as the orthogonal direction Y. In the following explanation, the H-shaped cross-section member 10 is described as a beam whose end is connected to the column 20 (see Figure 2). Therefore, the H-shaped cross-section member 10 will be referred to as the beam 10. Note that the H-shaped cross-sectional member is not limited to a beam; it may also be a column or the like.

[0032] The specifications of beam 10 are defined as follows: The width of flanges 11 and 12 (length in the orthogonal direction Y; width of beam 10) is defined as B (mm). The widths of flange 11 and flange 12 are assumed to be equal. The half width of flanges 11 and 12 (half the width B of flanges 11 and 12) is defined as b (mm). The plate thickness of flanges 11 and 12 is t f (mm) is specified. The thickness of flange 11 and the thickness of flange 12 shall be equal to each other. The thickness of web 13 shall be t w(mm) is specified. The depth of beam 10 is defined as H (mm). The distance between the center thicknesses of the pair of flanges 11 and 12 is defined as d. w (mm) is specified.

[0033] The cross-sectional aspect ratio of beam 10 (hereinafter simply referred to as the cross-sectional aspect ratio) is defined as the ratio of the depth H of beam 10 to the width B of flanges 11 and 12 (H / B). Note that the cross-sectional aspect ratio is the distance d between the centers of the plate thickness relative to the width B of the flanges 11 and 12. w The ratio (d w / B) is also acceptable. Below, the thickness ratio (t) between flanges 11, 12 and web 13 is shown. f / t w This is simply called the plate thickness ratio.

[0034] The standard strength of the allowable stress of the steel material of beam 10 is F(N / mm²). 2 ) is stipulated. The full plastic bending moment is calculated using the plastic section modulus (mm²) based on the cross-sectional shape of beam 10. 3 ) The standard strength (N / mm²) of the material strength of the steel material of beam 10 2 This is the value obtained by multiplying by ). In other words, "Full plastic bending moment = Plastic section modulus × Standard strength"

[0035] [2. Examination of H-shaped cross-sections that can be used as seismic-resistant members] [2.1.Analysis conditions] In the following section, we examined the range of H-shaped cross-sectional shapes that can be used as seismic-resistant members in beam 10. Here, a seismic-resistant member refers to a beam (main beam) connected to a column. The analysis was conducted under the following conditions.

[0036] As shown in Figure 2, an incremental elastoplastic displacement analysis was performed with beam 10 as a cantilever beam. Specifically, an analytical model was created simulating a column-beam joint structure 1 in which only the first end Z1 of the beam 10 is rigidly connected to the column 20. The second end of beam 10, Z2, was designated as the loading point. A downward forced displacement δ (mm) was applied to this loading point. The deformed beam 10 is shown by the dotted line L1. As shown in Figure 2, the length of beam 10 is defined as L (mm). The rotation angle θ (rad) of beam 10 is defined as (δ / L). In this context, elastoplastic displacement incremental analysis refers to an elastoplastic analysis performed while increasing the applied forced displacement δ, for example, 1 mm, 2 mm, and so on.

[0037] • The stress-strain relationship of the steel forming beam 10 is based on 490N class steel (standard strength F=325N / mm²) as a common material applied to main beams. 2 ), 550N class steel (F=385N / mm 2 The material properties of ) were given. The length L of beam 10 was set to 6 times the depth H of beam 10. In other words, the length was set so that the shear force acting on beam 10 was less than the full plastic shear strength. • A buckling eigenvalue analysis was performed on the same analysis model used for the incremental analysis, applying a unit load (downward) in the direction of forced displacement. The resulting initial imperfection shape of the first mode was then applied to the main analysis model. The magnitude of the initial imperfection was input as 1% of the thickness of web 13.

[0038] To confirm the mode of local buckling, the out-of-plane (orthogonal direction Y) deformation of the nodes located on the joint line between flanges 11, 12 and web 13 was constrained so that local buckling would not be coupled with lateral buckling. The forced displacement δ applied to the second side Z2 end of the beam 10, which is the free end, is applied until the local buckling mode at the end of the beam 10 is fully manifested. For example, the forced displacement δ was applied until the rotation angle θ was approximately 0.06 rad to 0.15 rad.

[0039] Below, we will describe the two local buckling modes identified in this study.

[0040] [2.2. First local buckling mode] For example, the shape of the H-shaped cross section of beam 10 in the analysis model (cross-sectional shape) was set to H-800×500×9×36. The cross-sectional aspect ratio (H / B) was 1.6, and the plate thickness ratio (t) was 1.6. f / t w The value was set to 4.0, and the length L was set to 4800 mm. Figure 3 shows the analysis results illustrating the deformation of beam 10. At the first end Z1 of beam 10, a local buckling mode occurs in which the compression-side flange 12 crushes the web 13 in the opposing direction X.

[0041] At this time, (M / M) with respect to the rotation angle θ p The change in ) is shown in Figure 4. Here, M is the bending moment acting on the first side Z1 end of the beam 10, and M p This is the fully plastic bending moment of beam 10. As the rotation angle θ increases, (M / M p ) is (M / M p The curve becomes convex in the direction of increasing value, increasing initially but then decreasing sharply. In the following, this local buckling mode will be referred to as the first local buckling mode.

[0042] [2.3. Second local buckling mode] For example, the shape of the H-shaped cross section of beam 10 in the analysis model was set to H-800×400×9×28. The cross-sectional aspect ratio (H / B) is 2.0, and the plate thickness ratio (t) is 2.0. f / t w The value was set to 3.1, and the length L was set to 4800 mm. Figure 5 shows the analysis results illustrating the deformation of beam 10. At the first end Z1 of beam 10, a local buckling mode occurs in which the compression-side flange 12 twists, and the web 13 buckles locally in response to the twisting of the compression-side flange 11.

[0043] At this time, (M / M) with respect to the rotation angle θ p The changes in ) are shown in Figure 6. As the rotation angle θ increases, (M / M p After reaching its maximum value, the decrease in value gradually slows down and converges to a certain value. In the following, this local buckling mode will be referred to as the second local buckling mode.

[0044] The analysis results in Figures 4 and 6 simulate the beam 10 when seismic external forces act on the building including the beam 10. In Figures 4 and 6, the vertical axis exceeds 1.0, and the applied shear force remains below the full plastic shear strength. In other words, the bending moment acting on the beam 10 is equal to the full plastic bending moment M of the beam 10. p This is a state in which the shear force acting on beam 10 exceeds the full plastic shear strength and is less than the full plastic shear strength (hereinafter referred to as the bending moment dominant state).

[0045] The beam 10 exhibiting the first local buckling mode should be avoided in use as an earthquake-resistant component in buildings in order to ensure the safety of the building against external forces such as earthquakes. On the other hand, beam 10 exhibiting the second local buckling mode is considered to be a suitable seismic-resistant component for use in buildings.

[0046] [2.4. Analysis results] The inventors investigated local buckling modes for various cross-sectional shapes of Sample No. 1 to Sample No. 50, as shown in Tables 1 and 2. The investigation was conducted with a standard strength F of 325 N / mm². 2 (Shown as "F325" in the table) and 385 N / mm 2 This was performed on both of the items (shown as "F385" in the table).

[0047] [Table 1]

[0048] [Table 2]

[0049] Tables 1 and 2 show the plate thickness t of flanges 11 and 12. f The ratio of the half width b of flanges 11 and 12 to (b / t f ) also shows. Samples where the local buckling mode was the first local buckling mode are indicated as "(1)" in the table, and samples where the local buckling mode was the second local buckling mode are indicated as "(2)" in the table.

[0050] [2.5. Classification of local buckling modes] As a result of diligent research, the inventors found that by organizing the local buckling modes of the sample using equation (6), the local buckling modes of the sample under a bending moment dominant condition can be set to a safer state.

[0051]

number

[0052] The table also shows the value of the right-hand side of equation (6). (b / t f The values ​​of the right-hand side of equation (6) that satisfy equation (6) are indicated by an underline, such that ) is greater than or equal to the right-hand side of equation (6).

[0053] In other words, in Tables 1 and 2, the samples that satisfy equation (6) are always the samples in which the local buckling mode was the second local buckling mode as determined by the analysis. On the other hand, the samples that do not satisfy equation (6) include all samples in which the local buckling mode was determined to be the first local buckling mode through analysis, as well as some samples in which the local buckling mode was determined to be the second local buckling mode through analysis. By using a sample that satisfies equation (6), it is possible to set a safer option for a sample that can be used as an earthquake-resistant member, where the local buckling mode was the second local buckling mode. (6) Equation (d) is the cross-sectional aspect ratio w / B), and plate thickness ratio (t f / t w Based on this, seismic-resistant members are defined by limiting the range of H-shaped cross-sections.

[0054] [3. Setting device for seismic-resistant components] As shown in Figure 7, the seismic-resistant member setting device (hereinafter simply referred to as the setting device) 50 of this embodiment limits the range of H-shaped cross-sectional shapes that can be used as seismic-resistant members in the beam 10. The setting device 50 is a computer and comprises a CPU (Central Processing Unit) 51, a main memory 55, an auxiliary storage device 60, an input / output interface (IO / I / F) 65, and a recording / playback device 70. The CPU 51, main memory 55, auxiliary storage device 60, input / output interface 65, and recording / playback device 70 are connected to each other by a bus 75. The main memory 55 is RAM (Random Access Memory) or the like, which serves as the work area for the CPU 51. The input / output interface 65 is connected to an input device 66 such as a keyboard or mouse, and a display device 67. The recording and playback device 70 records and plays back data to and from a recording medium 71 such as a USB (Universal Serial Bus) memory.

[0055] The auxiliary storage device 60 is an SSD (Solid State Drive) or the like, which stores various data and programs. The auxiliary storage device 60 stores a setting program 61 for seismic-resistant components (hereinafter simply referred to as the setting program) for the computer to function as a setting device 50, as well as various programs such as the OS program. The setting program 61 and other programs are imported from the recording medium 71 to the auxiliary storage device 60 via the recording and playback device 70. The setting program 61 and the like are stored on the recording medium 71. These programs may also be imported into the auxiliary storage device 60 from an external device via a disc-type recording medium such as a CD or DVD, or via a communication device (not shown).

[0056] The CPU 51 performs various calculation processes. Functionally, the CPU 51 has a shape limiting section 52. The shape limiting section 52 sets a beam 10 that satisfies equation (6) in a state where bending moment is dominant as a seismic-resistant member (it is set as a seismic-resistant member). The shape limiting unit 52, a functional component of the CPU 51, functions when the CPU 51 executes a setting program 61, etc., stored in the auxiliary storage device 60. The setting program 61, etc., is a program for the setting device 50. The setting program 61 causes the setting device 50 to function as the shape limiting unit 52.

[0057] [4. Method for setting up seismic-resistant components] Figure 8 shows a flowchart of the setting method (hereinafter simply referred to as the setting method) S1 of this embodiment. Setting method S1 limits the range of H-shaped cross-sectional shapes that can be used as seismic-resistant members in the beam 10. Setting method S1 includes a shape limiting step S5. In the shape-limiting process S5, a beam 10 that satisfies equation (6) in the bending moment dominant state is set as the seismic-resistant member. Once the shape-limiting process S5 is completed, all steps of the setting method S1 are finished, and the seismic-resistant components are set.

[0058] [5. Seismic-resistant components] The seismic-resistant members in this embodiment are set by the setting device 50. Furthermore, the seismic-resistant members of this embodiment are configured by setting method S1. Also, the seismic-resistant members of this embodiment are configured by setting program 61.

[0059] [6. Variant Example] The H-shaped cross-sectional member 10 applied to the modified setting device 50 satisfies equation (6-1).

[0060]

number

[0061] However, F f This is the standard strength (N / mm²) of the allowable stress of the steel material for flanges 11 and 12. 2 ) is F w This is the reference strength (N / mm²) of the allowable stress of the steel material in Web 13. 2) That is, unlike the H-shaped cross section member 10 of this embodiment, the standard strength F of the flanges 11 and 12 f However, the standard intensity of Web 13 is F w It is larger than that. In this case, the shape limiting section 52 sets an H-shaped cross section member 10 that satisfies equation (6-2) as the seismic-resistant member.

[0062]

number

[0063] [6.1. Examination of H-shaped cross-sections usable as seismic-resistant members] Similar to [2], an examination was conducted on H-shaped cross-sectional members 10 that could be used as seismic-resistant members. The difference from [2] is that the standard strength of flanges 11 and 12 is set to 385 (N / mm²). 2 (550N grade steel) and the standard strength of web 13 is set to 325 (N / mm²). 2 The key point is that it was made of (490N grade steel). The analysis results are shown in Tables 3 and 4.

[0064] [Table 3]

[0065] [Table 4]

[0066] Samples where the local buckling mode was the first local buckling mode are indicated as "(1)" in the table, and samples where the local buckling mode was the second local buckling mode are indicated as "(2)" in the table. The table also shows the value of the right-hand side of equation (6-2). (b / t f The values ​​on the right-hand side of equation (6) that satisfy equation (6-2) are indicated by an underline, such that ) is greater than or equal to the right-hand side of equation (6-2). In this modified example, the analysis results for all samples satisfying equation (6-2) were of the second local buckling mode, which is preferably used in buildings as seismic-resistant members.

[0067] In this case, in setting method S1, in the shape limiting step S5, if the H-shaped cross section member 10 satisfies equation (6-1), the H-shaped cross section member 10 that satisfies equation (6-2) is set as the seismic-resistant member.

[0068] [7. Effects of this embodiment] As described above, in the setting device 50, setting method S1, and setting program 61 of this embodiment, the inventors have diligently studied and found that the aspect ratio and plate thickness ratio of the H-shaped cross section are the main factors for the beam 10 to become an earthquake-resistant member. Therefore, by setting the earthquake-resistant member by limiting the range of the shape of the H-shaped cross section based on the aspect ratio and plate thickness ratio in the shape limiting section 52 (in the shape limiting process S5), it is possible to suppress the occurrence of local buckling modes (first local buckling modes) that should be avoided as earthquake-resistant members.

[0069] The shape-limiting section 52 (in the shape-limiting process S5) sets a beam 10 that satisfies equation (6) in the bending moment dominant state as an earthquake-resistant member. Therefore, the beam 10 is connected to the column 20, and when an earthquake force acts on the building, the bending moment acting on the beam 10 is the full plastic bending moment M of the beam 10. p When the value exceeds and the shear force acting on the beam 10 is less than the full plastic shear strength, the shape limiting section 52 (in the shape limiting process S5) can more reliably set the beam 10 that satisfies equation (6) as an earthquake-resistant member.

[0070] Furthermore, the seismic-resistant member of this embodiment provides a setting device 50, a setting method S1, and a setting program 61 that set a beam 10 as a seismic-resistant member, suppressing the occurrence of local buckling modes that should be avoided in seismic-resistant members.

[0071] Furthermore, the shape limiting section 52 (in the shape limiting process S5) sets the H-shaped cross section member 10 that satisfies equation (6-2) as the seismic-resistant member when the H-shaped cross section member 10 satisfies equation (6-1). Therefore, when the H-shaped cross section member 10 satisfies equation (6-1), the shape limiting section 52 (in the shape limiting process S5) can more reliably set the H-shaped cross section member 10 that satisfies equation (6-2) as the seismic-resistant member.

[0072] Although one embodiment of the present invention and its modifications have been described in detail above with reference to the drawings, the specific configuration is not limited to this embodiment and its modifications, and includes changes, combinations, deletions, etc. of the configuration that do not depart from the spirit of the present invention. For example, in the above setting method, the cross-sectional aspect ratio and plate thickness ratio are simply defined as 1.5 ≤ H / B ≤ 4.0 and 1.0 ≤ t f / t w By setting an even more conservative range to satisfy the equation ≤28 / 9, the occurrence of local buckling modes that should be avoided in seismic-resistant members may be suppressed.

[0073] The above-mentioned range of cross-sectional aspect ratio (H / B) (1.5 ≤ H / B ≤ 4.0) is set based on the scope of consideration in Tables 1 and 2. Also, the plate thickness ratio (t f / t w The upper limit of the range (28 / 9) is based on the maximum thickness ratio in which the local buckling mode to be avoided does not occur, among the cross-sectional shapes shown in Tables 1 and 2, taking into account that the local buckling mode to be avoided is more likely to occur as the plate thickness ratio increases. The lower limit of the plate thickness ratio range (1.0) is set as the lower limit for seismic-resistant members with a typical H-shaped cross section. [Explanation of symbols]

[0074] 10 H-shaped cross section member (beam) 11,12 Flange 13 Web 20 pillars 50 Setting device (setting device for seismic-resistant components) 52 Shape limited part 61. Configuration Program (Setting Program for Seismic Isolation Components) S1 Setup Method (Setting Method for Seismic Isolation Components) S5 Shape limiting process

Claims

1. A seismic bracing member setting device for an H-shaped cross section member having a pair of flanges and webs joined to the pair of flanges, wherein the H-shaped cross section member limits the range of shapes of the H-shaped cross section that can be used as a seismic bracing member, A seismic bracing member setting device comprising a shape limiting section for setting the seismic bracing member by limiting the range of the shape of the H-shaped cross section based on the aspect ratio of the cross section of the H-shaped cross section member and the thickness ratio of the flange to the web. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the thickness centers of the pair of flanges to the width of the H-shaped cross-sectional member.

2. The aforementioned H-shaped cross-sectional member is a beam connected to a column. The seismic member setting device according to claim 1, wherein the shape limiting portion sets a beam that satisfies equation (1) as the seismic member when an external seismic force acts on the building including the beam, the bending moment acting on the beam exceeds the fully plastic bending moment of the beam, and the shear force acting on the beam is less than the fully plastic shear strength. However, the full plastic bending moment is the value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the standard strength of the steel material of the beam. Also, b is the half width of the flange (mm), and t ｆ F is the plate thickness of the flange (mm), and F is the standard strength (N / mm²) of the allowable stress of the steel material of the beam. ２ ), d ｗ is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t ｗ is the thickness of the web (mm). [Math 1]

3. The aforementioned shape limiting portion is The seismic resistance member setting device according to claim 1, wherein, when the H-shaped cross section member satisfies equation (1-1), the H-shaped cross section member that satisfies equation (1-2) is set as the seismic resistance member. However, F ｆ is the reference strength of the allowable stress of the steel material of each of the pair of flanges (N / mm ２ ), F ｗ is the reference strength of the allowable stress of the steel material of the web (N / mm ２ ). b is the half width (mm) of the flange, t ｆ is the plate thickness (mm) of the flange, d ｗ is the distance (mm) between the plate thickness centers of the pair of flanges, B is the width (mm) of the flange, t ｗ is the plate thickness (mm) of the web. [Math 2]

4. A method for setting an H-shaped cross section member having an H-shaped cross section, comprising a pair of flanges and webs joined to the pair of flanges, wherein the range of shapes of the H-shaped cross section that can be used as an earthquake-resistant member is limited, A method for setting up seismic-resistant members, comprising a shape-limiting step for setting up the seismic-resistant member by limiting the range of the shape of the H-shaped cross section based on the aspect ratio of the cross section of the H-shaped cross section member and the thickness ratio of the flange to the web. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the thickness centers of the pair of flanges to the width of the H-shaped cross-sectional member.

5. The aforementioned H-shaped cross-sectional member is a beam connected to a column. The method for setting an earthquake-resistant member according to claim 4, wherein in the shape-limiting step, when an external seismic force acts on the building including the beam, the bending moment acting on the beam exceeds the fully plastic bending moment of the beam, and the shear force acting on the beam is less than the fully plastic shear strength, the beam that satisfies equation (2) is set as the earthquake-resistant member. However, the full plastic bending moment is the value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the standard strength of the steel material of the beam. Also, b is the half width of the flange (mm), and t ｆ F is the plate thickness of the flange (mm), and F is the standard strength (N / mm²) of the allowable stress of the steel material of the beam. ２ ), d ｗ is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t ｗ is the thickness of the web (mm). [Math 3]

6. In the shape limiting process, The method for setting an earthquake-resistant member according to claim 4, wherein, when the H-shaped cross section member satisfies equation (2-1), the H-shaped cross section member that satisfies equation (2-2) is set as the earthquake-resistant member. However, F ｆ The standard strength (N / mm²) of the allowable stress of the steel material of each of the pair of flanges is the standard strength. ２ ), F ｗ The standard strength (N / mm²) of the allowable stress of the steel material of the web is the reference strength (N / mm²). ２ ) b is the half width of the flange (mm), t ｆ The flange thickness (mm), d ｗ is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t ｗ is the thickness of the web (mm). [Math 4]

7. A setting program for a setting device that limits the range of shapes of the H-shaped cross section that can be used as an earthquake-resistant member, in an H-shaped cross section member having a pair of flanges and webs joined to the pair of flanges, The setting device described above, Based on the aspect ratio of the cross-sectional portion of the H-shaped cross-section member and the thickness ratio of the flange to the web, the range of the shape of the H-shaped cross-section is limited, thereby defining the shape limiting portion for the seismic-resistant member. A setting program for seismic-resistant components that enables them to function. However, the cross-sectional aspect ratio is the ratio of the depth of the H-shaped cross-sectional member to the width of the H-shaped cross-sectional member, or the ratio of the distance between the thickness centers of the pair of flanges to the width of the H-shaped cross-sectional member.

8. The aforementioned H-shaped cross-sectional member is a beam connected to a column. The seismic member setting program according to claim 7, wherein the shape limiting part sets a beam that satisfies equation (3) as the seismic member when an external seismic force acts on the building including the beam, the bending moment acting on the beam exceeds the fully plastic bending moment of the beam, and the shear force acting on the beam is less than the fully plastic shear strength. However, the full plastic bending moment is the value obtained by multiplying the plastic section modulus based on the cross-sectional shape of the beam by the standard strength of the steel material of the beam. Also, b is the half width of the flange (mm), and t ｆ F is the plate thickness of the flange (mm), and F is the standard strength (N / mm²) of the allowable stress of the steel material of the beam. ２ ), d ｗ is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t ｗ is the thickness of the web (mm). [Math 5]

9. The aforementioned shape limiting portion is The seismic resistance member setting program according to claim 7, wherein when the H-shaped cross section member satisfies equation (3-1), the H-shaped cross section member that satisfies equation (3-2) is set as the seismic resistance member. However, F ｆ The standard strength (N / mm²) of the allowable stress of the steel material of each of the pair of flanges is the standard strength. ２ ), F ｗ The standard strength (N / mm²) of the allowable stress of the steel material of the web is the reference strength (N / mm²). ２ ) b is the half width of the flange (mm), t ｆ The flange thickness (mm), d ｗ is the distance between the center thicknesses of the pair of flanges (mm), B is the width of the flange (mm), t ｗ is the thickness of the web (mm). [Math 6]

10. An earthquake-resistant member set by an earthquake-resistant member setting device according to any one of claims 1 to 3.

11. An earthquake-resistant member set by the method for setting earthquake-resistant members described in any one of claims 4 to 6.

12. An earthquake-resistant member configured by the earthquake-resistant member configuration program described in any one of claims 7 to 9.

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