Method for designing joint structure, contact member, and joint structure

Abstract

Provided is a method for designing a joint structure which is formed between a steel-frame member and a support member. The joint structure includes a contact member that is interposed in the gap between the steel-frame member and the support member and that is brought into surface contact with the steel-frame member and the support member. The method comprises a step for calculating the maximum amounts of variation in the negative and positive directions of the dimension of the gap in the axial direction of the steel-frame member on the basis of at least two of a manufacturing tolerance, a machining tolerance, and an erection tolerance of the steel-frame member; and a step for determining the dimension of the contact member on the basis of the range of variation of the dimension of the gap which is calculated from the maximum amounts of variation in the negative and positive directions of the dimension of the gap.

Description

Design method of joint structure, contact member and joint structure

[0001] The present invention relates to a method for designing a joint structure, a contact member, and a joint structure.

[0002] For example, beam-end connections between reinforced concrete beams or walls and girders, or between girders and subgirders, are typically designed as either rigid or pin connections. For example, in the case of a girder-to-subgirder connection, the flange of the subgirder is welded or bolted to the girder, and the web of the subgirder is bolted to the girder. In the case of a pin connection, the web of the subgirder is bolted to a shear plate attached to the girder, and the flange of the subgirder is not connected to the girder.

[0003] In contrast, Non-Patent Document 1 describes a semi-rigid connection using a contact plate under loading conditions in which the moment at the joint does not reverse, such as a gravity frame that does not bear horizontal forces, or a moment frame where the horizontal force is small and does not cause antisymmetric bending. The contact plate is inserted into the gap between the end face of the bottom flange of the steel beam and the support member, and transmits the force of the compression-side flange of the steel beam to the opposing support member.

[0004] However, the size of the gap between the end face of the bottom flange of a steel beam and the support member generally varies due to variations in construction accuracy, etc. In this case, the force will not be transmitted unless the thickness of the contact plate corresponds to the size of the gap, so the thickness of the contact plate needs to be variable. Therefore, Patent Documents 1 to 4, etc., describe techniques for dealing with the size variation of the gap by inserting a contact member including a tapered portion into the groove between the steel member and the support member.

[0005] Patent No. 6631679 Patent No. 7136379 Patent No. 7417083 Patent No. 7425950

[0006] EUROPEAN COMMITTEE FOR STANDARDIZATION, "Eurocode 4: Design of Composite Steel and Concrete Structures Part 1-8: Design of joints", May 2005

[0007] When using contact members with tapered sections as described above, it is necessary to design the contact members after properly predicting the fluctuation range of the gap dimensions. If the actual gap dimensional fluctuation exceeds the predicted range, the contact between the steel frame member and the support member and the contact member may be insufficient, which may result in unstable force transmission and unstable fixation of the contact member. On the other hand, if the actual gap dimensional fluctuation is too small compared to the predicted range, the contact member will be unnecessarily large, which will be disadvantageous in terms of cost and workability.

[0008] Therefore, the present invention aims to provide a design method for a joint structure, a contact member, and a joint structure that can rationally predict the dimensions of the gap through which a contact member is inserted between a steel frame member and a support member.

[0009] [1] A method for designing a joint structure formed between a steel frame member and a support member, the joint structure including a contact member inserted in a gap between the steel frame member and the support member and in surface contact with the steel frame member and the support member, respectively, the method comprising the steps of: calculating a maximum amount of variation in the gap dimension in the negative and positive directions in the material axis direction of the steel frame member for the gap based on at least two of a manufacturing tolerance, a processing tolerance, and an erection tolerance of the steel frame member; and determining a dimension of the contact member based on a variation range of the gap dimension calculated from the maximum amount of variation in the negative and positive directions of the gap dimension. [2] The contact member includes a tapered portion in its cross section that is in surface contact with the steel frame member and the support member, respectively, and the step of determining the dimension of the contact member includes a step of calculating a maximum amount of variation in the gap dimension in the negative and positive directions in the material axis direction of the steel frame member for the gap based on at least two of a manufacturing tolerance, a processing tolerance, and an erection tolerance of the steel frame member. ｅｆｆ The angle θ formed by the inclined surface constituting one contact surface of the tapered portion with respect to the vertical plane constituting the other contact surface, and the thickness t of the steel frame member or the support member with which the inclined surface contacts ｆ , and the maximum fluctuation amount Δg of the gap dimension in the negative direction １ and the maximum fluctuation amount Δg of the gap dimension in the positive direction. ２ The method for designing a joint structure according to [1], comprising a step of determining by formula (i) based on the following: [3] The contact member includes a first member that contacts one of the steel frame member and the support member on a vertical surface, and a second member that is fixed to the other of the steel frame member and the support member, the first member including a tapered portion having a first inclined surface that contacts the vertical surface and the second member, the second member having a second inclined surface that contacts the first inclined surface, and the step of determining the dimensions of the contact member includes determining an effective height H of the tapered portion. ｅｆｆ the angle θ that the inclined surface makes with respect to the vertical plane, the thickness t of the portion of the second member that includes the second inclined surface, ｆ , and the maximum fluctuation amount Δg of the gap dimension in the negative direction １ and the maximum fluctuation amount Δg of the gap dimension in the positive direction. ２ The method for designing a joint structure according to [1], comprising a step of determining by formula (i) based on the following: [4] The method for designing a connection structure according to [1], wherein the manufacturing tolerances include at least one of the tolerances for the length of the steel frame members or the squareness of the end portions in a horizontal plane. [5] The method for designing a connection structure according to [1], wherein the processing tolerances include at least one of the tolerances for the cutting length of the steel frame members or the squareness of the cut portions in a horizontal plane. [6] The method for designing a connection structure according to [1], wherein the connection structure further includes bolts to be inserted into bolt holes formed in the steel frame members and the support members, respectively, and the processing tolerances include the tolerances for the position of the bolt holes formed in at least one of the steel frame members or the support members, or the tolerances for the hole diameter. [7] The method for designing a connection structure according to [1], wherein the erection tolerances include the positional deviation of the support members. [8] The method for designing a connection structure according to [1], wherein the maximum fluctuations in the negative and positive directions of the gap dimension are calculated based on the tolerances for the length or cutting length of the steel frame members and the positional deviation of the support members in the material axis direction of the steel frame members. [9] The method for designing a joint structure according to [8], further comprising a step of determining whether the diameters of the bolt holes formed in the steel frame member and the support member, and the axial diameters of the bolts inserted into the bolt holes, can absorb misalignment between the bolt holes when the maximum fluctuation amount in the negative and positive directions of the gap dimension occurs, and a step of adjusting at least one of the hole diameters or the axial diameters if the misalignment cannot be absorbed.

[10] The method for designing a joint structure according to [9], further comprising a step of determining whether the misalignment can be absorbed based on the tolerance of the position of the bolt holes.

[11] The process of calculating the maximum variation in the negative and positive directions of the gap dimension includes the steps of: calculating the total maximum variation in the gap dimension at the first and second ends of the steel frame member based on the tolerance of the length or cutting length of the steel frame member and the positional deviation of the support member in the material axis direction of the steel frame member; calculating the maximum variation in the negative and positive directions of the gap dimension at the first end from the diameter of the bolt holes that join the steel frame member to the support member and the magnitude of misalignment between the bolt holes that can be absorbed by the axial diameter of the bolts inserted into the bolt holes; and calculating the maximum variation in the negative and positive directions of the gap dimension at the second end by subtracting the maximum variation in the negative and positive directions of the gap dimension at the first end from the total maximum variation.

[12] A contact member that is inserted into the gap between a steel frame member and a support member in a joint structure formed between the steel frame member and the support member, and includes a tapered portion in its cross section that makes surface contact with the steel frame member and the support member, respectively, and has an effective height H of the tapered portion. ｅｆｆ is the angle θ that the inclined surface constituting one contact surface of the tapered portion makes with respect to the vertical plane constituting the other contact surface, and is the thickness t of the portion of the steel frame member or the support member that the inclined surface contacts. ｆ , and the maximum negative fluctuation amount Δg of the gap dimension １ and the maximum positive fluctuation amount Δg ２ The maximum negative fluctuation amount Δg is determined by the formula (i) based on １ and the maximum fluctuation amount Δg in the positive direction ２ is calculated based on at least two of the manufacturing tolerance, the processing tolerance, and the erection tolerance of the steel frame member.

[13] A contact member is inserted into a gap between a steel frame member and a support member in a joint structure formed between the steel frame member and the support member, and includes a first member that contacts one of the steel frame member and the support member on a vertical surface, and a second member that is fixed to the other of the steel frame member and the support member, wherein the first member includes a tapered portion having the vertical surface and a first inclined surface that contacts the second member, and the second member has a second inclined surface that contacts the first inclined surface on a surface, and the effective height H of the tapered portion is ｅｆｆ is the angle θ that the inclined surface makes with respect to the vertical plane, and the thickness t of the portion of the second member that includes the second inclined surface ｆ , and the maximum negative fluctuation amount Δg of the gap dimension １ and the maximum positive fluctuation amount Δg ２ The maximum negative fluctuation amount Δg is determined by the formula (i) based on １ and the maximum fluctuation amount Δg in the positive direction ２ is calculated based on at least two of the manufacturing tolerance, the processing tolerance, and the erection tolerance of the steel frame member.

[14] The contact member according to

[12] or

[13] , manufactured by extrusion molding.

[15] A connection structure including the steel frame member, the support member, and the contact member according to

[12] or

[13] , wherein the support member includes a first H-shaped section beam, and the steel frame member is a pair of second H-shaped section beams arranged on both sides of the first H-shaped section beam.

[16] A connection structure including the steel frame member, the support member, and the contact member according to

[12] or

[13] , wherein the support member includes a first H-shaped section beam, and the steel frame member is a second H-shaped section beam arranged on at least one side of the first H-shaped section beam, the gap is formed between a side surface of the bottom flange of the first H-shaped section beam and an end face of the bottom flange of the second H-shaped section beam, and the cross-sectional height of the first H-shaped section beam and the cross-sectional height of the second H-shaped section beam are the same.

[0010] With the above configuration, the fluctuation range of the dimension of the gap through which the contact member is inserted between the steel frame member and the support member can be reasonably predicted from the maximum fluctuation in the negative and positive directions, which makes it possible to, for example, reasonably set the effective height and overall height of the contact member, and, for example, to make the contact member smaller.

[0011] 11 is a diagram showing an example of a joining structure according to the first embodiment of the present invention; FIG. 12 is a diagram showing another example of a joining structure according to the first embodiment of the present invention; FIG. 13 is a diagram for explaining an example of a method for joining members using a contact member according to the first embodiment of the present invention; FIG. 14 is a diagram for explaining a minimum gap that allows a steel frame member and a support member to be in surface contact with a contact member; FIG. 15 is a diagram showing an example of a maximum gap that allows a steel frame member and a support member to be in surface contact with a contact member; FIG. 16 is a flowchart showing an example of a method for designing a joining structure when the joining structures at both ends of a sub-beam are the same; FIG. 17 is a flowchart showing an example of a method for designing a joining structure when the joining structures at both ends of a sub-beam are different; FIG. 18 is a diagram showing an example of dimensions of a joining member according to the first embodiment of the present invention; FIG. 19 is a diagram showing a process for calculating dimensions in the example of FIG. 8; FIG. 20 is a diagram showing an example of dimensions of a joining member according to a second embodiment of the present invention; FIG. 21 is a diagram showing an example of a joining structure according to a third embodiment of the present invention; FIG. 22 is an enlarged view of the joining member in the example of FIG. 21; FIG. 23 is a diagram showing the dimensions of the joining member in the example of FIG. 21;

[0012] Preferred embodiments of the present disclosure will be described in detail below with reference to the accompanying drawings. In this specification and drawings, components having substantially the same functional configurations are designated by the same reference numerals, and redundant description will be omitted.

[0013] FIG. 1 is a diagram showing an example of a joint structure according to a first embodiment of the present invention. The joint structure shown in FIG. 1 includes a sub-beam 1, a girder 2, a fin plate 31, a rib 32, a contact member 4, an RC floor slab 5, and a shear connector 6. More specifically, the sub-beam 1 is an H-shaped cross-section beam including an upper flange 11, a lower flange 12, and a web 13. The girder 2 is also an H-shaped cross-section beam extending in a direction perpendicular to the material axis direction of the sub-beam 1 and including an upper flange 21, a lower flange 22, and a web 23. A pair of sub-beams 1 are arranged on both sides of the girder 2. The RC floor slab 5 includes concrete 51, reinforcing bars 52 embedded in the concrete 51 and extending at least in the material axis direction of the sub-beam 1, and a deck plate 53.

[0014] The above-described joint structure is formed between the sub-girder 1, which is a steel frame member, and the girder 2, fin plate 31, and rib 32, which are support members. Specifically, the fin plate 31 is a plate-like member perpendicular to the girder 2, is arranged on both sides of the web 23, and is welded to the upper flange 21 and the web 23. The rib 32 is a plate-like member parallel to the upper flange 21 and the lower flange 22 of the girder 2, and is welded to the web 23 and the fin plate 31. The end face 32E of the rib 32 intersects with the material axis direction of the sub-girder 1 and forms a support surface facing the end face 12E of the lower flange 12. In the illustrated example, the end face 32E of the rib 32 is a downwardly inclined surface, and the end face 12E of the lower flange 12 is a vertical surface, so the end face 12E faces the end face 32E at an angle.

[0015] The contact member 4 is inserted into the gap between the end face 12E of the lower flange 12 and the end face 32E of the rib 32, and is in surface contact with the end face 12E and the end face 32E, respectively. As will be described later, the contact member 4 has a tapered main body 41. Therefore, even if the size of the gap between the end face 32E and the end face 12E varies due to, for example, an erection error, the above-mentioned surface contact can be maintained by moving the contact member 4 in the vertical direction. Furthermore, the contact member 4 has an arm portion 42 disposed opposite the upper surface 32U of the rib 32, and the tip of a bolt 43 inserted through the arm portion 42 abuts against the upper surface 32U. Here, the upper surface 32U is a plane that intersects with the end face 32E. Because the contact member 4 is disposed so that the axis of the through hole through which the bolt 43 is inserted intersects with the upper surface 32U, a reaction force acts on the upper surface 32U in a direction that causes the tapered shape of the main body 41 to enter between the end surface 32E and the end surface 12E, thereby mechanically fixing the contact member 4. This makes it possible to hold the contact member 4 in a predetermined position more stably than, for example, when only the frictional force acting between the end surface 12E and the end surface 32E is used, even without welding.

[0016] In the illustrated example, the surface contact between the end face 12E of the lower flange 12 and the end face 32E of the rib 32 via the contact member 4 ensures reliable transmission of compressive force between the lower flange 12 and the rib 32. Furthermore, the web 13 of the sub-beam 1 is joined to the fin plate 31 using bolts 33, so that compressive, tensile, and shear forces in the material axis direction of the sub-beam 1 are also transmitted between the web 13 and the fin plate 31. Furthermore, the sub-beam 1 is joined to the RC floor slab 5 via shear connectors 6, so that compressive and tensile forces in the material axis direction of the sub-beam 1 are also transmitted to the RC floor slab 5. This allows the sub-beam 1, girder 2, and RC floor slab to integrally resist bending moments generated at the ends of the sub-beam 1.

[0017] FIG. 2 is a diagram showing another example of the joint structure according to the first embodiment of the present invention. In the joint structure shown in FIG. 2, the cross-sectional heights of the sub-beam 1 and the main beam 2 are the same. That is, in the illustrated example, the upper surface of the upper flange 11 of the sub-beam 1 and the upper surface of the upper flange 21 of the main beam 2 are designed to be at the same height, and the lower surface of the lower flange 12 of the sub-beam 1 and the lower surface of the lower flange 22 of the main beam 2 are designed to be at the same height. Note that the thicknesses of the upper flange 11 and the lower flange 12 of the sub-beam 1 and the upper flange 21 and the lower flange 22 of the main beam 2 may be different. In the illustrated example, the thicknesses of the upper flange 21 and the lower flange 22 of the main beam 2 are greater. No ribs are provided, and the end surface 12E1 of the lower flange 12 of the sub-beam 1 faces the side surface 22S of the lower flange 22 of the main beam 2. That is, in the example shown in FIG. 2, the main beam 2 and the fin plate 31 constitute support members. The side surface 22S of the lower flange 22 of the girder 2 intersects the material axis direction of the sub-beam 1 and forms a support surface facing the end surface 12E1 of the lower flange 12. In the illustrated example, the end surface 12E1 of the lower flange 12 of the sub-beam 1 is a downwardly inclined surface, and the side surface 22S of the lower flange 22 of the girder 2 is a vertical surface, so the end surface 12E faces the side surface 22S at an angle. The contact member 4 is interposed between the end surface 12E1 and the side surface 22S and is in surface contact with the end surface 12E1 and the side surface 22S. In addition, the bolt 43 inserted through the through hole of the contact member 4 abuts against the upper surface 12U of the lower flange 12 of the sub-beam 1. The configuration other than the above is the same as the example in FIG. 1.

[0018] 2 as described above, compressive force can be reliably transmitted between the bottom flange 12 of the sub-beam 1 and the bottom flange 22 of the girder 2 due to surface contact between the end face 12E1 of the bottom flange 12 of the sub-beam 1 and the side face 22S of the bottom flange 22 of the girder 2 via the contact member 4. Note that the effects of joining the web 13 of the sub-beam 1 to the fin plate 31 using bolts 33 and joining the sub-beam 1 to the RC floor slab 5 via shear connectors 6 are the same as in the example of Figure 1. As a result, even in the example of Figure 2, the sub-beam 1, girder 2, and RC floor slab can integrally resist the bending moment generated at the end of the sub-beam 1.

[0019] In the example shown in Figures 1 and 2, one of the surfaces on the steel frame member side (end surfaces 12E, 12E1 of the lower flange 12 of the sub-beam 1) and the surface on the support member side (end surface 32E of the rib 32 or side surface 22S of the lower flange 22 of the main girder 2) is an inclined surface and the other is a vertical surface, but this relationship may be reversed. In such a case, the contact member 4 is disposed horizontally inverted from the illustrated example. Furthermore, the inclined surface is not limited to facing downward, but may also face upward, in which case the contact member 4 is disposed vertically inverted from the illustrated example.

[0020] FIG. 3 is a diagram illustrating an example of a method for joining components using a contact member according to the first embodiment of the present invention. The same joining structure as that shown in FIG. 1 is illustrated, but the same applies to the example shown in FIG. 2. First, as shown in FIG. 3( a), the contact member 4 is inserted into the gap between the joist 1 (steel frame member) and the rib 32 (support member) so that the first contact surface 41A faces the end surface 12E of the lower flange 12, the second contact surface 41B faces the end surface 32E of the rib 32, and the axis of the through hole 42A intersects the upper surface 32U of the rib 32. From this state, the contact member 4 is moved upward, i.e., in a direction in which the tapered shape of the main body 41 enters between the end surfaces 12E and 32E. As shown in FIG. 3( b), the first contact surface 41A of the contact member 4 is brought into surface contact with the end surface 12E of the lower flange 12, and the second contact surface 41B is brought into surface contact with the end surface 32E of the rib 32.

[0021] As described above, by bringing the contact surface of the contact member 4 into surface contact with the end surfaces 12E, 32E and tightening the bolt 43 inserted through the through hole 42A so that the tip of the bolt 43 contacts the upper surface 32U of the rib 32, a reaction force acts on the upper surface 32U, moving the arm portion 42 away from the upper surface 32U, thereby fixing the contact member 4. Specifically, as shown in FIG. 3( a), for example, the bolt 43 may be tightened to move the contact member 4 upward from a state in which the contact member 4 and the end surfaces 12E, 32E are not in surface contact, and tightening is completed when the contact member 4 comes into surface contact. Alternatively, the contact member 4 may be moved upward by a separate means, such as by lifting it by hand or with a tool, and then, while maintaining the position of the contact member 4 in a state in which the contact member 4 and the end surfaces 12E, 32E are in surface contact, the bolt 43 may be tightened until the contact member 4 contacts the upper surface 32U.

[0022] The contact member 4 having the uniform cross-sectional shape described above can be easily manufactured by, for example, extrusion molding. Note that, in other examples, only a portion of the contact member may have a uniform cross-sectional shape, or the entire contact member may not have a uniform cross-sectional shape. The contact member may also be manufactured by other methods, such as casting or cutting. Furthermore, as will be described later, contact members for which a joining structure according to an embodiment of the present invention can be designed are not limited to those fastened using a bolt with an arm inserted therethrough; for example, contact members without arms and similar to a simple wedge shape may also be used.

[0023] FIG. 3 shows the dimensions to be considered when designing a joint structure, including the gap dimension g, the angle θ of the inclined surface of the contacting member, and the thickness t of the contacted member. ｆ is shown. The gap dimension g is the dimension of the gap between the sub-beam 1 (steel frame member) and the rib 32 (support member) in the material axis direction of the sub-beam 1, and in the example shown is the minimum gap size. The angle θ is the angle of the inclined surface (contact surface 41B) of the contact member with respect to the vertical surface (contact surface 41A), and is defined in the range of 0°<θ<90°. The thickness t of the contacted member ｆ is the thickness of the inclined contact surface of the steel frame member or the support member that comes into contact with the contact member. In the illustrated example, since the end surface 32E of the rib 32 is an inclined surface, the plate thickness of the rib 32 is the thickness t ｆIn order to stably transmit the compressive force between the steel frame member and the support member and the contact member, for example, as will be described below with reference to FIGS. 4 and 5, the variation range of the gap dimension g (g ｍｉｎ ≦g≦g ｍａｘ The contact members must be designed so that they are in surface contact with the steel frame members and support members throughout the entire structure.

[0024] 4 is a diagram for explaining the minimum gap that allows the steel frame member and the support member to be in surface contact with the contact member. At this time, the minimum width of the tapered portion where the contact surface is formed is the minimum gap dimension g ｍｉｎ The minimum width of the tapered part is the minimum value g ｍｉｎ If the width is larger than the minimum width of the tapered portion as shown by the two-dot chain line, the width of the contact member will exceed the size of the gap, making it impossible to insert the contact member into the gap.

[0025] FIG. 5 is a diagram showing an example of the maximum gap that allows surface contact between the steel frame member and the support member and the contact member. ｍａｘ Whereas the maximum width of the tapered part of the contact member is g ｍａｘ +t ｆ The height of the contacting member is equal to the maximum gap dimension g ｍａｘ If the gap width is insufficient, the width of the contact member will be less than the size of the gap even at the widest part of the taper, as shown by the two-dot chain line, and part of the surface of the steel frame member and the support member will not come into contact with the contact member.

[0026] Factors that cause variations in the gap dimension g between the steel frame member and the supporting member include the manufacturing tolerance of the steel frame member, the fabrication tolerance, and the field tolerance / site election tolerance. Because the allowable values ​​for these tolerances are specified in standards and specifications such as EN1090-2:2008 and JASS6, the variation range of the gap dimension g can be predicted from the allowable values ​​of the tolerances. Alternatively, the allowable values ​​of the tolerances may be determined between the parties involved in each construction project.

[0027] However, since some of these tolerances occur in the direction of increasing the gap dimension g and others occur in the direction of decreasing the gap dimension g, there is a possibility that the fluctuation range of the gap dimension will be overestimated if the tolerances are simply added together. Therefore, in this embodiment, the fluctuation range of the gap dimension g is predicted from the allowable value of the tolerance (hereinafter, the allowable value of the tolerance will also be simply referred to as "tolerance") using the following procedure. In the prediction, the nominal gap size in the design is calculated by multiplying the g ０ , nominal gap dimension g ０ The maximum negative fluctuation amount is Δg １ , the maximum positive fluctuation amount is Δg ２ Δg １ , Δg ２ are all absolute values, and the variation range of the gap dimension g is g ０ -Δg １ ≦g≦g ０ +Δg ２ becomes.

[0028] i) For sub-beams (steel members), the length of the sub-beam L is determined according to, for example, EN1090-2:2008. ｂ Tolerance F １ , and the distance L between the support members on both sides of the sub-beam Ｃ Tolerance S １ Consider the length of the beam L ｂ Tolerance F １ is the tolerance of the length of the steel frame member (manufacturing tolerance) or the tolerance of the cutting length (processing tolerance). Ｃ Tolerance S １ is the erection tolerance caused by the misalignment of the support members placed at one or both ends of the sub-beam (steel member) in the axial direction of the sub-beam. １ In standards such as EN1090-2:2008, is defined as the tolerance of the distance between the centers of columns, etc., but it can be considered as the tolerance of the clear span (net distance excluding the thickness of the support member, etc.) of the section where the beam is installed. In addition, in this specification, unless otherwise specified, the tolerance is an absolute value, that is, for example, tolerance F １ Ha-F １ More than +F １ This means that the following tolerances may occur:

[0029] Tolerance F １ , S １ In both cases, the tolerance F １ If occurs in the positive direction, the length of the beam L ｂ becomes longer, the gap dimension g becomes smaller, and if it occurs in the negative direction, the length L ｂ The gap dimension g becomes larger because the tolerance S １ If occurs in the positive direction, the distance L between the support members Ｃ becomes longer, the gap dimension g becomes larger, and if it occurs in the negative direction, the distance L Ｃ Therefore, the maximum variation amount ΣΔg of the total gap dimension at both ends of the sub-beam is the same absolute value in the negative direction and the positive direction, and the tolerance F １ , S １ can be calculated using equation (1).

[0030]

[0031] If the joint structure at both ends of the sub-beam is the same, the tolerance is also the same, so it is assumed that the total maximum fluctuation amount ΣΔg is equally distributed, and the tolerance F １ , S １ The maximum negative fluctuation amount Δg of the gap dimension g caused by １ and the maximum positive fluctuation amount Δg ２ Regarding Δg １ = Δg ２ = (F １ +S １ ) / 2.

[0032] ii) Nominal gap dimension g of the gap dimension g ０ The fluctuation range for is equal to the fluctuation range for the nominal position (intended position in design) of the relative position of the sub-beam web and the fin plate. １ and Δg ２ From the above, the conditions for the bolted joint are derived as follows: For the bolted joint between the sub-beam web and the fin plate, the bolt hole diameter of the sub-beam web is d ｈｗ, the bolt hole diameter of the fin plate is d ｈｆ , the bolt shaft diameter is d ｂ In addition, when the bolt hole is a slot hole, the diameter of the slot hole in the material axis direction of the sub-beam is the bolt hole diameter d ｈｗ , d ｈｆ In order to bolt the sub-beam and the support member, the deviation of the bolt holes of the sub-beam web and the fin plate, that is, the range of the fluctuation of the relative position of the sub-beam web and the fin plate, must be (d ｈｗ +d ｈｆ ) / 2-d ｂ The maximum negative fluctuation amount Δg of the gap dimension g must be less than or equal to １ and the maximum positive fluctuation amount Δg ２ Since Δg does not exceed the range of fluctuation in the relative position between the sub-beam web and the fin plate, １ ≦(d ｈｗ +d ｈｆ ) / 2-d ｂ , Δg ２ ≦(d ｈｗ +d ｈｆ ) / 2-d ｂ The condition is set.

[0033] Furthermore, for example, in accordance with EN1090-2:2008, the tolerance of the bolt hole position F is set as the processing tolerance of the sub-beam. ２ , and the tolerance F of the bolt hole group position ３ Consider the bolt hole position tolerance F ２ represents the relative horizontal positional deviation of each bolt hole in a group of bolt holes arranged vertically at the end of the sub-beam, and the tolerance F ３ represents the positional deviation of the entire bolt hole group relative to the end face of the sub-beam, etc. The tolerance F ３ occurs independently on the sub-beam web side and the fin plate side, so the sub-beam web side is ３ｗ , the fin plate side has a tolerance of F ３ｆ Also, the tolerance F is equal to the tolerance of the end gap from the bolt hole row to the end of the sub-beam. ３ For the larger end gap, the tolerance is F ３ ＋ , the tolerance in the direction in which the end opening becomes smaller is F ３－ In standards such as EN1090-2:2008, the tolerance F is set because the shear strength of the bolt may decrease if the end clearance is shortened. ３ － is set to 0, that is, no tolerance is allowed in the direction in which the end gap becomes shorter.

[0034] Maximum negative fluctuation amount Δg of the gap dimension g １ , that is, the maximum amount of variation when the relative position of the sub-beam web and the fin plate varies in the direction of approaching each other from the nominal position is the tolerance F in the direction of reducing the end clearance, that is, the direction of further increasing the misalignment between the bolt holes when the sub-beam web and the fin plate are close to each other. ３ｗ - , F ３ｆ - Even if (d ｈｗ +d ｈｆ ) / 2-d ｂ In other words, the negative variation of the clearance dimension g that is allowable due to the diameter difference between the bolt hole and the bolt shaft (d ｈｗ +d ｈｆ ) / 2-d ｂ In contrast, F ３ｗ － , F ３ｆ － occurs in a direction that reduces the allowable negative fluctuation amount of the gap dimension g. １ In order to allow for this, for example, the maximum negative fluctuation amount Δg １ The bolt hole diameter is set to d so that equation (2) is satisfied. ｈｗ , d ｈｆ and bolt shaft diameter d ｂ On the other hand, it is necessary to set the maximum fluctuation amount Δg ２ , that is, when the relative position of the sub-beam web and the fin plate fluctuates in the direction in which they move away from each other from the nominal position, the amount of fluctuation is the tolerance F in the direction in which the end gap increases, that is, the direction in which the misalignment of the bolt holes between the sub-beam web and the fin plate becomes even larger when they are separated. ３ｗ ＋ , F ３ｆ －＋ Even if (dｈｗ +d ｈｆ ) / 2-d ｂ In other words, the amount of positive variation in the clearance dimension g that is allowable due to the diameter difference between the bolt hole and the bolt shaft (d ｈｗ +d ｈｆ ) / 2-d ｂ In contrast, F ３ｗ ＋ , F ３ｆ ＋ occurs in a direction that reduces the allowable value of the amount of fluctuation in the gap dimension g in the positive direction. ２ In order to allow for this, for example, the maximum positive fluctuation amount Δg ２ The bolt hole diameter d is set so that equation (3) is satisfied. ｈｗ , d ｈｆ and bolt shaft diameter d ｂ You need to set

[0035]

[0036] 6 is a flowchart showing an example of a method for designing a joint structure when the joint structures at both ends of a sub-beam are the same. In the illustrated example, first, as described in i) above, the tolerance F １ , S １ From Δg １ = Δg ２ = (F １ +S １ ) / 2, the maximum fluctuation amount Δg in the negative direction of the gap dimension g １ and the maximum positive fluctuation amount Δg ２ (Step S101). Here, the tolerance F １ , and the tolerance S １ Next, the bolt hole diameter is d ｈｗ , d ｈｆ and bolt shaft diameter d ｂ is the maximum fluctuation amount Δg １ , Δg ２ In step S102, it is determined whether the conditions shown in formulas (2) and (3) are satisfied in relation to the bolt diameter d of the bolt holes formed in the sub-beam and the support member. ｈｗ , d ｈｆ, and the shaft diameter d of the bolt inserted into the bolt hole ｂ is the maximum fluctuation amount Δg of the gap dimension g in the negative and positive directions. １ , Δg ２ In this process, it is determined whether or not the misalignment between the bolt holes can be absorbed when the tolerance F ３ If the condition is not satisfied, the bolt hole diameter d is adjusted so that the condition is satisfied. ｈｗ , d ｈｆ and bolt shaft diameter d ｂ (Step S103). Furthermore, as will be described later, the fluctuation range Δg １ +Δg ２ The dimensions of the contact member are determined according to the bolt hole diameter d ｈｗ , d ｈｆ and bolt shaft diameter d ｂ is the fluctuation range Δg １ +Δg ２ Therefore, the order of steps S102, S103 and S104 is not limited.

[0037] iii) On the other hand, the case where the joint structures at both ends of the sub-beam are different, or where the joint structures are the same but the tolerances are different, will be further considered below. In such cases, the total maximum fluctuation amount ΣΔg calculated in i) is not necessarily evenly distributed, but the conditions for bolting the sub-beam web and the fin plate (support member) described in ii) above are always met at each end of the sub-beam (hereinafter referred to as the first end and the second end). Therefore, the fluctuation range of the gap dimension at each end can be calculated using the following procedure.

[0038] Gap dimension g at the first end of the beam Ｌ The maximum fluctuation amount Δg in the negative and positive directions １Ｌ , Δg ２Ｌ For bolt hole diameter d ｈｗＬ , d ｈｆＬ , bolt shaft diameter d ｂＬ In relation to the above, the following equations (4) and (5) can be assumed. １Ｌ , Δg ２Ｌdoes not exceed the values ​​of equations (4) and (5). Therefore, the gap dimension g at the first end Ｌ Fluctuation amount Δg Ｌ The range of variation of is the range of equation (6).

[0039]

[0040] On the other hand, the gap dimension g at the first end of the sub-beam Ｌ Fluctuation amount Δg Ｌ and the gap dimension g at the second end of the sub-beam Ｒ Fluctuation amount Δg Ｒ Since the sum of these is the maximum total fluctuation amount ΣΔg obtained in i) (ΣΔg = Δg Ｌ +Δg Ｒ ), the gap dimension g at the second end Ｒ Fluctuation amount Δg Ｒ The range of variation of is the range of equation (7), and from equation (7) the gap dimension g Ｒ The maximum fluctuation amount Δg in the negative and positive directions １Ｒ , Δg ２Ｒ The equations (8) and (9) are obtained.

[0041]

[0042] Here, F ３ｆ － , F ３ｗ － , F ３ｆ ＋ , F ３ｗ ＋ is the maximum fluctuation amount ΣΔg Ｌ The amount of fluctuation absorbed on the side becomes smaller (Δg Ｒ By considering the direction in which the range of Δg Ｒ Therefore, the conditions for the bolt hole diameter and bolt shank diameter that can be joined can be determined. Ｌ The range of variation of is narrower than that of equation (6) and is expressed by the following equation (10).

[0043]

[0044] The maximum fluctuation amount Δg in the formulas (8) and (9) １Ｒ , Δg ２Ｒdoes not reflect the conditions for bolting the sub-beam web and the fin plate at the second end of the sub-beam. Therefore, the maximum fluctuation amount Δg calculated by equations (8) and (9) for the second end is also １Ｒ , Δg ２Ｒ The bolt hole diameter d is set so that the same formulas (11) and (12) as in ii) above are satisfied. ｈｗＲ , d ｈｆＲ and bolt shaft diameter d ｂＲ You need to set

[0045]

[0046] As already mentioned, the nominal design gap size is g ０ In this case, the variation range of the gap dimension g is g ０ -Δg １ ≦g≦g ０ +Δg ２ The gap dimension g at both ends of the beam Ｌ , g Ｒ When distinguishing between the nominal gap size and ０Ｌ , g ０Ｒ As for the first end, g ０Ｌ -Δg １Ｌ ≦g Ｌ ≦g ０Ｌ +Δg ２Ｌ , g for the second end ０Ｒ -Δg １Ｒ ≦g Ｒ ≦g ０Ｒ +Δg ２Ｒ If one of the ends is an end plate type, etc., and no tolerance occurs, Δg １Ｌ = Δg ２Ｌ = 0, and the gap dimension g on the other side Ｒ Determine the range of variation.

[0047] 7 is a flowchart showing an example of a method for designing a joint structure when the joint structures at both ends of a sub-beam are different. In the illustrated example, first, for the first end of the sub-beam, the bolt hole diameter d ｈｗＬ , d ｈｆＬ and bolt shaft diameter d ｂＬ Gap dimension g Ｌ Fluctuation amount Δg ＬSpecifically, the diameter d of the bolt holes formed in the sub-beam and the support member is calculated (step S201). ｈｗＬ , d ｈｆＬ , and the shaft diameter d of the bolt inserted into the bolt hole ｂＬ The gap dimension g at the first end is determined based on the magnitude of the offset between the bolt holes that can be absorbed. Ｌ The maximum fluctuation amount Δg in the negative and positive directions １Ｌ , Δg ２Ｌ In this process, the tolerance F, which is the machining tolerance, is calculated as shown in equations (4) to (6). ３ Next, for the second end of the sub-beam, the maximum total fluctuation ΣΔg and the fluctuation Δg of the first end can be calculated using equation (7). Ｌ Gap dimension g Ｒ Fluctuation amount Δg Ｒ Specifically, the gap dimension g at the first end is calculated (step S202). Ｌ Fluctuation amount Δg Ｌ The absolute value of (Δg Ｌ The amount of fluctuation absorbed on the side becomes smaller (Δg Ｒ The range of F increases ３ The maximum fluctuation amount Δg in the negative and positive directions of the gap dimension at the second end is calculated by subtracting the maximum fluctuation amount ΣΔg from the total maximum fluctuation amount ΣΔg. １Ｒ , Δg ２Ｒ The total maximum fluctuation amount ΣΔg is calculated by the tolerance F as shown in formula (1). １ , S １ Therefore, the tolerance F １ , and the tolerance S １ Next, the bolt hole diameter d at the second end is taken into consideration. ｈｗＲ , d ｈｆＲ and bolt shaft diameter d ｂＲ is the maximum fluctuation amount Δg １Ｒ , Δg ２Ｒ In step S203, it is determined whether the conditions shown in formulas (11) and (12) are satisfied in relation to the bolt diameter d of the bolt holes formed in the sub-beam and the support member. ｈｗＲ , d ｈｆＲ , and the shaft diameter d of the bolt inserted into the bolt hole ｂＲis the gap dimension g Ｒ The maximum fluctuation amount Δg in the negative and positive directions １Ｒ , Δg ２Ｒ In this process, it is determined whether or not the misalignment between the bolt holes can be absorbed when the tolerance F ３ If the condition is not satisfied, the bolt hole diameter d ｈｗＲ , d ｈｆＲ and bolt shaft diameter d ｂＲ (Step S204). Furthermore, as will be described later, the fluctuation range Δg １Ｌ +Δg ２Ｌ and the fluctuation range Δg at the second end １Ｒ +Δg ２Ｒ The dimensions of each contact member are determined according to the bolt hole diameter d ｈｗＲ , d ｈｆＲ and bolt shaft diameter d ｂＲ is the fluctuation range Δg １Ｒ +Δg ２Ｒ Therefore, the order of steps S203, S204 and S205 is not limited.

[0048] iv) Bolt hole position tolerance F ２ is the relative horizontal positional deviation of each bolt hole within the bolt hole group, and does not necessarily act in the direction of increasing or decreasing the misalignment between the bolt holes described above, so it is not taken into consideration when calculating the variation range of the gap dimension. However, when setting the bolt hole diameter and bolt shank diameter that can bolt the sub-beam web and the fin plate using equations (2) and (3), the tolerance F is added to the right side. ２ Equations (13) and (14) are used, with Δg of these equations subtracted. １Ｒ , Δg ２Ｒ The same applies to the equations (8) and (9) substituted into

[0049]

[0050] v) As a processing tolerance, the tolerance Δd of the bolt hole diameter in the web ｈｗ and the tolerance Δd of the bolt hole diameter in the flange ｈｆIn this case, d in equations (2) and (3) can be considered. ｈｗ d ｈｗ ±Δd ｈｗ Let d ｈｆ d ｈｆ ±Δd ｈｆ The same applies to the following expressions.

[0051] vi) The tolerance of the squareness of the end of the sub-beam in the horizontal plane may be considered as a manufacturing tolerance, the tolerance of the squareness of the cut part of the sub-beam in the horizontal plane as a processing tolerance, or the tolerance of the angle of the sub-beam in the material axis direction relative to the support member as an erection tolerance. If the tolerance of these angles is Δφ and the flange width is Bf, then F in Equation (1) can be calculated. １ +S １ F １ +S １ +(Bf / 2)tanΔφ, the tolerance can be taken into consideration. For example, the tolerance during erection is the positional deviation S of the support member in EN1090-2:2008. ２ When expressed as ｂ Using tanΔφ = S ２ / L ｂ It can be expressed as:

[0052] 8 is a diagram showing an example of dimensions of the joining member in the first embodiment of the present invention, and FIG. 9 is a diagram showing the calculation process of the dimensions in the example of FIG. 8. Among the dimensions shown, the arm length B １ , arm thickness T １ , bolt hole diameter D, and bolt hole end clearance E are set to arbitrary values. The angle θ of the inclined surface of the tapered portion is set to an appropriate value according to, for example, Japanese Patent No. 7417083 or Japanese Patent No. 6631679. The radius of curvature R of the inside corner and the radius of curvature r of the outside corner are determined according to, for example, manufacturing conditions. In the design method according to this embodiment, the effective height H of the contact member is set to satisfy the following equations (15) to (18). ｅｆｆ , overall height H ｃｐ , neck width T ２ and bottom width B ２ Determine.

[0053] In the following equation (15), the effective height H of the contact member ｅｆｆ, that is, the minimum height of the tapered portion at which the contact member can contact the surface of the sub-beam (steel frame member) and the surface of the support member is calculated by multiplying the thickness t ｆ , the angle θ of the inclined surface, and the fluctuation range Δg of the gap dimension calculated according to the above i) to vi). １ +Δg ２ (or fluctuation range Δg １Ｌ +Δg ２Ｌ Or fluctuation range Δg １Ｌ +Δg ２Ｌ Specifically, the thickness of the contacted member, t ｆ The displacement (Δg) caused by the maximum fluctuation in the gap dimension １ +Δg ２ ) converted into the displacement in the height direction by tan θ and added. ｅｆｆ The height of the corner (R + r) (1 + sinθ) and the thickness of the arm T １ Adding this, the total height of the contact member H ｃｐ Calculate.

[0054] In equation (17), the neck width T of the contact member ２ is the nominal design gap size g ０ and the maximum negative fluctuation amount Δg １ Determined from the neck width T ２ The position of the curved surface with an inside corner curvature radius R is the effective height H ｅｆｆ Since it is not included in the range of T, taking into consideration the change in width at the curved surface part, ２ The minimum width of the tapered portion (effective height H ｅｆｆ The width at the top end of the gap is the minimum value g ｍｉｎ = g ０ -Δg １ The neck width T ２ Determine the neck width T ２ The minimum value T ２ｍｉｎ Since there exists T ２ｍｉｎ +R(1-cosθ)>g ０ -Δg １ If it becomes T ２ =T ２ｍｉｎ Let g ０ ≧T ２ｍｉｎ +R(1-cosθ)+Δg１ so as to satisfy g ０ Set.

[0055] In equation (18), the bottom width B of the contact member ２ the nominal gap dimension g ０ and the maximum positive fluctuation amount Δg ２ Determined from the bottom width B ２ The position of the curved surface is also an external corner with a curvature radius of r and has an effective height H ｅｆｆ Since it is not included in the range of the bottom width B, taking into consideration the change in width at the curved surface part, ２ The maximum width (effective height H ｅｆｆ The width at the bottom of the gap is the maximum value g ０ +Δg ２ The width of the gap bottom edge when ｆ Add tanθ) so that the bottom width B ２ Determine.

[0056] Gap dimension g at both ends of the beam Ｌ , g Ｒ When distinguishing between the gap dimensions g Ｌ , g Ｒ In this case, Δg is used in equations (15), (17), and (18). １ is Δg １Ｒ or Δg １Ｌ and Δg ２ is Δg ２Ｒ or Δg ２Ｌ And, g ０ is g ０Ｌ or g ０Ｒ Other values ​​may also be different at both ends of the beam.

[0057]

[0058] In the embodiment of the present invention as described above, instead of simply adding up various tolerances, the correlation between the tolerances is taken into consideration, and the fluctuation range of the gap dimension caused by the tolerances can be appropriately predicted without overestimating it. ｅｆｆ and overall height H ＣＰcan be reasonably set, and the contact member can be made smaller.

[0059] Figure 10 is a diagram showing an example of dimensions of a joining member in the second embodiment of the present invention. The design of a joining structure according to an embodiment of the present invention is not limited to contact members that are fixed using a bolt with an arm inserted therethrough, as in the example described above, but can also be applied to contact members that have no arms and are similar to a simple wedge shape, as in the example shown in Figure 10. In the case of the contact member in Figure 10, the following equations (19) to (22) are used instead of equations (15) to (18).

[0060]

[0061] Fig. 11 is a diagram showing an example of a joint structure according to a third embodiment of the present invention, Fig. 12 is an enlarged view of a joint member in the example of Fig. 11, and Fig. 13 is a diagram showing the dimensions of the joint member in the example of Fig. 11. As shown in Figs. 11 and 12, the contact member 7 includes a first main body portion 71 and an arm portion 72 that are integrally formed, and a second main body portion 73 that is formed separately from these. The first main body portion 71 is formed with a first contact surface 71A that comes into surface contact with the end surface 32E of the rib 32, and a second contact surface 71B located on the opposite side of the first contact surface 71A. The first contact surface 71A and the second contact surface 71B are inclined relative to each other, and the first main body portion 71 includes a tapered portion. Meanwhile, the second main body portion 73 is formed with a third contact surface 73A that comes into surface contact with the second contact surface 71B formed on the first main body portion 71, and a fourth contact surface 73B that is located on the opposite side of the third contact surface 73A and comes into surface contact with the end surface 12E of the lower flange 12. In the illustrated example, the second main body portion 73 is formed with a groove portion 73C into which the plate-shaped lower flange 12 can be inserted, and the bottom surface of the groove portion 73C serves as the fourth contact surface 73B. The third contact surface 73A and the fourth contact surface 73B are inclined relative to each other.

[0062] When the contact member 7, which is a combination of the first body portion 71 and the second body portion 73 as described above, is inserted into the gap between the rib 32 and the lower flange 12, the first body portion 71 can be moved vertically to accommodate variations in the size of the gap due to, for example, assembly errors. This adjusts the distance D (see FIG. 12 ) from the first contact surface 71A to the fourth contact surface 73B in the material axis direction of the joist 1, thereby maintaining surface contact between the first contact surface 71A and the end surface 32E of the rib 32 and between the fourth contact surface 73B and the end surface 12E of the lower flange 12. Furthermore, in this embodiment, the contact member 7 has a through hole 72A formed in the arm portion 72, and a rod-shaped bolt 74, which is fixed to the second body portion 73, is inserted through the through hole 72A. More specifically, the bolt 74 is fixed to the second body portion 73 by threading into a threaded through hole 73D formed in the upper surface of the second body portion 73. As a result, the second main body portion 73 is fixed to the lower flange 12 .

[0063] In this example, the contact member 7 includes a first main body portion 71 that makes surface contact with the rib 32, which is a support member, at a first contact surface 71A that is a vertical surface, and a second main body portion 73 that is fixed to the bottom flange 12 of the sub-beam 1, which is a steel frame member. The first main body portion 71 includes a tapered portion having the first contact surface 71A and a second contact surface 71B that is an inclined surface. The second main body portion 73 includes a third contact surface 73A that is an inclined surface, and the second contact surface 71B and the third contact surface 73A are in surface contact. In this case, since the second main body portion 73 is fixed to the bottom flange 12, the tapered portion included in the first main body portion 71 corresponds to the tapered portion of the contact member 4 in the first embodiment described above, and the thickness of the portion of the second main body portion 73 that includes the third contact surface 73A is set to the contacted member thickness t ｆ Then, as shown in FIG. 13, the minimum value g of the gap dimension g ｍｉｎ and the maximum value g ｍａｘ Define the angle θ and the thickness t ｆ , and the maximum negative fluctuation amount of the gap dimension Δg １ and the maximum fluctuation amount Δg of the gap dimension in the positive direction. ２ Based on the above formula (15), the effective height H of the tapered portion of the first main body portion 71 is calculated. ｅｆｆThe angle θ is the angle formed by the second contact surface 71B, which is an inclined surface constituting the tapered portion, with respect to the first contact surface 71A, which is a vertical surface.

[0064] In another example, the above arrangement can be reversed so that the first main body portion 71 is in surface contact with the lower flange 12 of the sub-beam 1 at the first contact surface 71A, which is a vertical surface, and the second main body portion 73 is fixed to the rib 32, and in this case the dimensions of the contact member can be determined in a similar manner.

[0065] 1...Sub-beam, 11...upper flange, 12...lower flange, 12E...end surface, 12E1...end surface, 12U...upper surface, 13...web, 2...main beam, 21...upper flange, 22...lower flange, 22S...side surface, 23...web, 31...fin plate, 32...rib, 32E...end surface, 32U...upper surface, 33...bolt, 4...contact member, 41...main body, 41A...first contact surface, 41B...second contact surface, 42...arm, 42A...through hole, 43...bolt, 5...RC floor slab, 51...concrete, 52...reinforcing bar, 53...deck plate, 6...shear connector.

Claims

1. A method for designing a connection structure formed between a steel frame member and a support member, wherein the connection structure includes a contact member that is inserted into the gap between the steel frame member and the support member and is in surface contact with the steel frame member and the support member, respectively, and the method for designing a connection structure includes the steps of: calculating the maximum negative and positive fluctuation amounts of the gap dimension in the material axis direction of the steel frame member for the gap based on at least two of the manufacturing tolerance, processing tolerance, and erection tolerance of the steel frame member; and determining the dimensions of the contact member based on the fluctuation range of the gap dimension calculated from the maximum negative and positive fluctuation amounts of the gap dimension.

2. The contact member includes a tapered portion in cross section that comes into surface contact with the steel frame member and the support member, respectively, and the step of determining the dimensions of the contact member includes determining the effective height H of the tapered portion. ｅｆｆ The angle θ formed by the inclined surface constituting one contact surface of the tapered portion with respect to the vertical plane constituting the other contact surface, and the thickness t of the steel frame member or the support member with which the inclined surface contacts ｆ , and the maximum fluctuation amount Δg of the gap dimension in the negative direction １ and the maximum fluctuation amount Δg of the gap dimension in the positive direction. ２ The method for designing a joint structure according to claim 1 , further comprising the step of determining the joint structure by using formula (i) based on the following formula:

3. The contact member includes a first member that contacts one of the steel frame member and the support member on a vertical surface, and a second member that is fixed to the other of the steel frame member and the support member, the first member including a tapered portion having a first inclined surface that contacts the vertical surface and the second member, and the second member having a second inclined surface that contacts the first inclined surface, and the step of determining the dimensions of the contact member includes determining the effective height H of the tapered portion. ｅｆｆ the angle θ that the inclined surface makes with respect to the vertical plane, the thickness t of the portion of the second member that includes the second inclined surface, ｆ , and the maximum fluctuation amount Δg of the gap dimension in the negative direction １ and the maximum fluctuation amount Δg of the gap dimension in the positive direction. ２ The method for designing a joint structure according to claim 1 , further comprising the step of determining the joint structure by using formula (i) based on the following formula:

4. A method for designing a joint structure as described in claim 1, wherein the manufacturing tolerances include tolerances for at least one of the length of the steel frame member or the squareness of the end portion in a horizontal plane.

5. A method for designing a joint structure as described in claim 1, wherein the processing tolerances include at least one of the tolerances for the cutting length of the steel member or the squareness of the cut portion in a horizontal plane.

6. A method for designing a joint structure as described in claim 1, wherein the joint structure further includes bolts that are inserted into bolt holes formed in each of the steel frame member and the support member, and the processing tolerances include tolerances of the position or diameter of the bolt holes formed in at least one of the steel frame member or the support member.

7. A method for designing a joint structure according to claim 1, wherein the erection tolerance includes a positional deviation of the support member.

8. A design method for a joint structure as described in claim 1, in which the maximum fluctuation amount of the gap dimension in the negative and positive directions is calculated based on the tolerance of the length or cutting length of the steel frame member and the positional deviation of the support member in the material axis direction of the steel frame member.

9. A method for designing a joint structure as described in claim 8, further comprising the steps of: determining whether the diameters of the bolt holes formed in the steel frame member and the support member, and the shank diameters of the bolts inserted into the bolt holes, are capable of absorbing misalignment between the bolt holes when the maximum amount of fluctuation in the negative and positive directions of the gap dimension occurs; and adjusting at least either the hole diameter or the shank diameter if the misalignment cannot be absorbed.

10. The method for designing a joint structure according to claim 9, wherein it is determined whether the misalignment can be absorbed based on the tolerance of the bolt hole positions.

11. A method for designing a joining structure as described in claim 1, wherein the step of calculating the maximum amount of variation in the gap dimension in the negative and positive directions comprises the steps of: calculating the total maximum amount of variation in the gap dimension at the first and second end portions of the steel frame member based on the tolerance of the length or cutting length of the steel frame member and the positional deviation of the support member in the material axis direction of the steel frame member; calculating the maximum amount of variation in the negative and positive directions of the gap dimension at the first end portion from the diameter of the bolt holes joining the steel frame member to the support member and the amount of misalignment between the bolt holes that can be absorbed by the shank diameter of the bolts inserted into the bolt holes; and calculating the maximum amount of variation in the negative and positive directions of the gap dimension at the second end portion by subtracting the maximum amount of variation in the negative and positive directions of the gap dimension at the first end portion from the total maximum amount of variation.

12. A contact member that is inserted into the gap between a steel frame member and a support member in a joint structure formed between the steel frame member and the support member, and includes a tapered portion in its cross section that makes surface contact with the steel frame member and the support member, respectively, and has an effective height H of the tapered portion ｅｆｆ is the angle θ that the inclined surface constituting one contact surface of the tapered portion makes with respect to the vertical plane constituting the other contact surface, and is the thickness t of the portion of the steel frame member or the support member that the inclined surface contacts. ｆ , and the maximum negative fluctuation amount Δg of the gap dimension １ and the maximum positive fluctuation amount Δg ２ The maximum negative fluctuation amount Δg is determined by the formula (i) based on １ and the maximum fluctuation amount Δg in the positive direction ２ is calculated based on at least two of the manufacturing tolerance, the processing tolerance, and the erection tolerance of the steel frame member.

13. A contact member is inserted into a gap between a steel frame member and a support member in a joint structure formed between the steel frame member and the support member, and includes a first member that contacts one of the steel frame member and the support member on a vertical surface, and a second member that is fixed to the other of the steel frame member and the support member, wherein the first member includes a tapered portion having the vertical surface and a first inclined surface that contacts the second member, and the second member has a second inclined surface that contacts the first inclined surface, and the effective height H of the tapered portion ｅｆｆ is the angle θ that the inclined surface makes with respect to the vertical plane, and the thickness t of the portion of the second member that includes the second inclined surface ｆ , and the maximum negative fluctuation amount Δg of the gap dimension １ and the maximum positive fluctuation amount Δg ２ The maximum negative fluctuation amount Δg is determined by the formula (i) based on １ and the maximum fluctuation amount Δg in the positive direction ２ is calculated based on at least two of the manufacturing tolerance, the processing tolerance, and the erection tolerance of the steel frame member.

14. A contact member according to claim 12 or claim 13, which is manufactured by extrusion molding.

15. A joint structure comprising the steel frame member, the support member, and the contact member according to claim 12 or claim 13, wherein the support member comprises a first H-shaped cross-section beam, and the steel frame members are a pair of second H-shaped cross-section beams arranged on either side of the first H-shaped cross-section beam.

16. A joint structure comprising the steel member, the support member and the contact member described in claim 12 or claim 13, wherein the support member comprises a first H-shaped beam, the steel member is a second H-shaped beam arranged on at least one side of the first H-shaped beam, the gap is formed between the side surface of the bottom flange of the first H-shaped beam and the end face of the bottom flange of the second H-shaped beam, and the cross-sectional height of the first H-shaped beam and the cross-sectional height of the second H-shaped beam match.

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