Joining structure and method for designing joining structure

Abstract

This joining structure includes a contact member to be inserted into a gap formed between a first member and an oblique surface formed at an end portion of a plate-like part of a second member. The contact member includes a body portion having a tapered shape forming an angle θ, and an arm portion which protrudes from the tip end side of the tapered shape of the body portion toward a second contact surface and which has a through tap hole formed along an axial line intersecting the second contact surface or a plane extended from the second contact surface. The joining structure further includes a bolt which is to be inserted and screwed into the through tap hole and of which the underhead length L is greater than or equal to a required length Lreq calculated from expression (i) where Heff denotes the effective height of the tapered shape, tf denotes the thickness of the plate-like part, T1 denotes the thickness of the arm portion, LS denotes the length of the underhead unthreaded part, Lt denotes the length of the unthreaded part at the tip end, R denotes the internal-angle curvature radius of the contact member, and θ denotes the angle.

Description

Joint structure and joint structure design method

[0001] The present invention relates to a joint structure and a method for designing 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 gap between the end face of the bottom flange of a steel beam and a support member generally varies in size due to variations in construction accuracy, etc. In this case, the force cannot be transmitted unless the thickness of the contact plate corresponds to the gap size, so the thickness of the contact plate needs to be variable. Therefore, a technology has been proposed that addresses the gap size variation by inserting a contact member including a tapered portion into the groove between the steel beam and the support member. Specifically, Patent Documents 1 and 2 describe contact members that can be mechanically fixed by sandwiching the steel beam or support member between a bolt inserted into an arm formed at the tip of the tapered portion and an inclined contact surface.

[0005] Patent No. 7136379 Patent No. 7417083

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

[0007] When fixing the contact members as described in the above-mentioned Patent Documents 1 and 2, it is necessary to use bolts of an appropriate length. If the bolts are too short, they will not be fixed sufficiently, and if they are too long, they will be difficult to transport, and the excess bolts will get in the way after installation.

[0008] Therefore, an object of the present invention is to provide a joining structure and a method for designing a joining structure that enable rational determination of the length of a bolt for fixing a contact member inserted into a gap between components in the joining structure.

[0009] [1] A joining structure including a contact member formed between a plate-like portion of a first member and a plate-like portion of a second member, and inserted into a gap formed between a beveled surface formed at an end of the plate-like portion and a surface of the first member, wherein the contact member includes a tapered main body portion formed by a first contact surface that contacts the surface of the first member, and a second contact surface that contacts the beveled surface and forms an angle θ with the first contact surface, and an arm portion that protrudes from the tip side of the tapered shape of the main body portion toward the second contact surface and has a through-hole formed along an axis that intersects with the second contact surface or an extension plane of the second contact surface, and is inserted into and screwed into the through-hole, and the neck length L is equal to the effective height H of the tapered shape ｅｆｆ , the plate thickness t of the plate-shaped portion ｆ , the thickness T of the arm １ , length of non-threaded part under the neck L Ｓ , length of non-threaded part of tip L ｔ , the necessary length L calculated by the formula (i) based on the radius of curvature R of the inside corner of the contact member and the angle θ ｒｅｑ A joining structure further including the above bolt. [2] The effective height H ｅｆｆ is the total height H of the contact member ｃｐ , the thickness T of the arm１ , the radius of curvature R of the inside corner, the radius of curvature r of the outside corner of the contact member, and the angle θ are within a range set by formula (ii). [3] The distance E from the free end of the arm portion to the center of the tapped through hole, and the distance X calculated by formula (iii) based on the nominal diameter D of the bolt. １ and the width B of the contact member on the arm portion side. １ , the width B of the contact member at the bottom side of the tapered shape ２ , the plate thickness t ｆ and the distance X calculated by the formula (iv) based on the angle θ ２ And, X １ ≦X ２ The joining structure according to [1], which satisfies the relationship: [4] A method for designing a joining structure including a contact member formed between a plate-like portion of a first member and a plate-like portion of a second member, and inserted into a gap formed between a beveled surface formed at an end of the plate-like portion and a surface of the first member, wherein the contact member includes a tapered main body formed by a first contact surface that contacts the surface of the first member, and a second contact surface that contacts the beveled surface and forms an angle θ with the first contact surface, and an arm portion that protrudes from a tip end side of the tapered shape of the main body toward the second contact surface and has a tapped through hole formed along an axis that intersects with the second contact surface or an extension plane of the second contact surface, and the neck length L of a bolt inserted and screwed into the tapped through hole is determined by the effective height H of the tapered shape. ｅｆｆ , the plate thickness t of the plate-shaped portion ｆ , the thickness T of the arm １ , length of non-threaded part under the neck L Ｓ , length of non-threaded part of tip L ｔ , the necessary length L calculated by the formula (i) based on the radius of curvature R of the inside corner of the contact member and the angle θ ｒｅｑ The method for designing a joint structure determines that the above is true. [5] The effective height H ｅｆｆ the total height H of the contact member ｃｐ , the thickness T of the arm １The method for designing a joining structure according to [4], wherein the radius of curvature of the inside corner R, the radius of curvature of the outside corner r of the contact member, and the angle θ are determined within a range set by equation (ii). [6] The distance E from the free end of the arm portion to the center of the tapped through hole, and the distance X calculated by formula (iii) based on the nominal diameter D of the bolt. １ and the width B of the contact member on the arm portion side. １ , the width B of the contact member at the bottom side of the tapered shape ２ , the plate thickness t ｆ and the distance X calculated by the formula (iv) based on the angle θ ２ And, X １ ≦X ２ The distance E or the width B satisfies the relationship １ , B ２ The method for designing a joint structure according to [4], wherein at least one of the following is determined.

[0010] According to the above configuration, the length of the bolt for fixing the contact member inserted in the gap between the members in the joining structure can be determined rationally, thereby stably fixing the contact member even when the gap size varies, and preventing the bolt from protruding unnecessarily.

[0011] 9 is a diagram illustrating an example of a joining structure according to an embodiment of the present invention. FIG. 10 is a diagram illustrating another example of a joining structure according to an embodiment of the present invention. FIG. 11 is a diagram illustrating yet another example of a joining structure according to an embodiment of the present invention. FIG. 12 is a diagram illustrating yet another example of a joining structure according to an embodiment of the present invention. FIG. 13 is a diagram illustrating an example of a method for joining members using a contact member according to an embodiment of the present invention. FIG. 14 is a diagram illustrating a case where the bolt insertion length of the contact member is the shortest. FIG. 15 is a diagram illustrating a case where the bolt insertion length of the contact member is the longest. FIG. 16 is a diagram illustrating an example of dimensions of a joining member according to an embodiment of the present invention. FIG. 17 is a diagram illustrating a calculation process for dimensions in the example of FIG. 9. FIG. 18 is a diagram illustrating a minimum gap that allows a steel frame member and a support member to be in surface contact with a contact member. FIG. 19 is a diagram illustrating 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. A flowchart illustrating an example of a method for designing a joining structure when the joining structures at both ends of a sub-beam are the same. A flowchart illustrating an example of a method for designing a joining structure when the joining structures at both ends of a sub-beam are different. FIG. 19 is a diagram illustrating a comparative example in which the bolt length is insufficient. FIG. 19 is a diagram illustrating a comparative example in which the bolt contacts an inclined surface.

[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 illustrating an example of a joint structure according to an embodiment of the present invention. The joint structure illustrated 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 beveled 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. The contact member 4 is disposed so that the axis of the tapped through hole through which the bolt 43 is inserted intersects with the upper surface 32U, and therefore 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 that compressive force is transmitted between the lower flange 12 and the rib 32. In addition, the web 13 of the sub-beam 1 is joined to the fin plate 31 using bolts 33, so that compressive and shear forces 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 a joint structure according to an 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 a support member. 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 beveled 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 and screwed into the tapped 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 Figure 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 facing the steel frame member (the end surface 12E, 12E1 of the lower flange 12 of the sub-beam 1) and the surface facing the support member (the end surface 32E of the rib 32 or the side surface 22S of the lower flange 22 of the main beam 2) is a beveled surface, and the other is a vertical surface. However, this relationship may be reversed. In such a case, the contact member 4 is positioned laterally inverted from the illustrated example. Furthermore, the beveled surface does not necessarily have to face downward, but may face upward. In such a case, the contact member 4 is positioned upside down from the illustrated example. The two components constituting the joint structure are not necessarily limited to those referred to as a steel frame member and a support member. One of the two components has a plate-like portion (the lower flange 12 and rib 32 in the above example) and a beveled surface is formed at the end of the plate-like portion, but the other member does not necessarily have to be a plate-like portion, as in the example described below with reference to Figures 3 to 5.

[0020] FIG. 3 illustrates yet another example of a joint structure according to an embodiment of the present invention. In the joint structure illustrated in FIG. 3 , an RC beam 7, a base plate 81, and a fin plate 82 constitute a support member for supporting a sub-beam 1. The RC beam 7 includes concrete 71 and reinforcing bars 72 embedded in the concrete 71. The reinforcing bars 72 include main reinforcement bars 72A extending perpendicular to the sub-beam 1 and stirrups 72B. The base plate 81 is joined to the RC beam 7 by anchoring anchors 84 joined to the base plate 81 into the concrete 71. The fin plate 82 is a plate-shaped member perpendicular to the RC beam 7 and the base plate 81. It is welded to the plate surface 81S of the base plate 81 and joined to the web 13 of the sub-beam 1 using bolts 83. In another example, the web 13 of the sub-beam 1 may be welded to the base plate 81, and the fin plate 82 may not be provided.

[0021] In the example shown in Figure 3, the end surface 12E1 of the lower flange 12 of the sub-beam 1 faces the plate surface 81S of the base plate 81, which is joined to the side of the RC beam 7. In this case, the plate surface 81S of the base plate 81 forms the support surface, and the contact member 4 is interposed between the end surface 12E1 of the lower flange 12 and the plate surface 81S of the base plate 81. In the illustrated example, the end surface 12E1 of the lower flange 12 is a downwardly inclined surface, but it may also be an upwardly inclined surface as in the other examples already described. The bolt 43 inserted through the through hole of the contact member 4 abuts against the upper surface of the lower flange 12 in the illustrated example, but may abut against the lower surface of the lower flange 12 in other examples. The RC floor slab 5 is placed above the sub-joist 1 and the RC beam 7, but while the sub-joist 1 is joined to the RC floor slab 5 by a shear connector 6, the RC beam 7 is joined to the RC floor slab 5 by pouring concrete 71 with the reinforcing bars 72 exposed from the top surface, and then pouring the concrete 51 of the RC floor slab 5 above to fix the reinforcing bars 72 to the concrete 51. The rest of the configuration is the same as the example shown in Figure 1.

[0022] Figures 4 and 5 are also diagrams showing another example of a joint structure according to an embodiment of the present invention. In the joint structure shown in Figure 4, an RC column 9A, a base plate 81, and a fin plate 82 constitute a support member. The base plate 81 and the fin plate 82 are configured similarly to the base plate 81 and the fin plate 82 in the example described above with reference to Figure 3. Therefore, in the example of Figures 4 and 5, the plate surface 81S of the base plate 81 constitutes the support surface, and the contact member 4 is interposed between the end surface 12E1 of the lower flange 12 of the sub-beam 1 and the plate surface 81S of the base plate 81, which is the same as the example of Figure 3.

[0023] On the other hand, in the relationship between the RC column 9A and the RC floor slab 5, the reinforcing bars 52 of the RC floor slab 5 are fixed to the concrete of the RC column 9A constituting the support member via the extensions 52E (starter bars). Specifically, for example, the extensions 52E may be protruded from the side of the RC column 9A, or a coupler may be provided at the side end of the RC column 9A of the extensions 52E so that the hole for fitting the coupler is exposed on the side, and then the concrete for the RC column 9A may be poured with the extensions 52E and the reinforcing bars 52 joined before the concrete 51 for the RC floor slab 5 is poured. In this way, tensile force is transmitted from the end of the sub-joist 1 to the RC floor slab 5, and the bending moment at the end of the sub-joist 1 can be effectively transmitted to the RC column 9A by the couple with the compressive force transmitted by the contact members 4.

[0024] In the joint structure shown in Fig. 5, the RC column 9A is replaced with an RC wall 9B, and the relationship between the support member formed by the base plate 81 and fin plate 82 and the sub-beam 1 and contact member 4 is the same as in the example of Fig. 4. In addition, the relationship between the RC wall 9B and the RC floor slab 5 is the same as the relationship between the RC column 9A and the RC floor slab 5 described in the example of Fig. 4.

[0025] FIG. 6 is a diagram illustrating an example of a method for joining components using a contact member according to an 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. 6( 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 tapped 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. 6( 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.

[0026] As described above, by bringing the contact surface of the contact member 4 into surface contact with the end faces 12E, 32E and tightening the bolt 43 inserted through the tapped 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 42 away from the upper surface 32U, thereby fixing the contact member 4. Specifically, as shown in FIG. 6( 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 faces 12E, 32E are not in surface contact, and tightening may be 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 the bolt 43 may be tightened until the contact member 4 contacts the upper surface 32U while maintaining its position in a state in which the contact member 4 and the end faces 12E, 32E are in surface contact.

[0027] The contact member 4 having the uniform cross-sectional shape described above can be easily manufactured by, for example, extrusion molding. In other examples, only a portion of the contact member may have a uniform cross-sectional shape, or the 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.

[0028] FIG. 6 shows the dimensions to be considered when designing a joining structure, such as the gap dimension g, the angle θ of the inclined surface of the contacting member, and the plate thickness t of the plate-shaped portion of the contacted member. ｆ is shown in the figure. 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 width. 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 plate thickness t of the plate-shaped portion of the contacted member ｆ is the thickness of a plate-like portion having a beveled surface formed at the end, which is included in either the steel frame member or the support member that contacts the contact member. In the illustrated example, since the end face 32E of the rib 32 is an inclined surface, the thickness of the rib 32 is the plate thickness t ｆ The gap dimension g varies depending on, for example, the manufacturing tolerance of the steel frame member, the fabrication tolerance, and the field tolerance / site election tolerance. ｍｉｎ ≦g≦g ｍａｘ In this case, the contact members must be designed so that they can come into surface contact with the steel frame members and support members.

[0029] Figure 7 shows the case where the bolt insertion length of the contact member is the shortest. At this time, the gap dimension between the steel frame member and the support member is the minimum value g ｍｉｎ The minimum width of the tapered body of the contact member is the minimum value g ｍｉｎ The bolt is inserted into the gap between the steel frame member and the supporting member. Since the arm of the contact member is closest to the top surface of the rib (or sub-beam), the bolt insertion length is the shortest. On the other hand, Figure 8 shows the case where the bolt insertion length of the contact member is the longest. In this case, the gap dimension between the steel frame member and the supporting member is the maximum value g ｍａｘ The contact member is positioned at a distance H ｍ The maximum width of the tapered shape is g ｍａｘ +t ｆThe position where the clearance is equal to tanθ is the longest because the arm of the contact member is the furthest from the top surface of the rib (or sub-beam). ｍｉｎ From the maximum value g ｍａｘ The range in which the main body of the contact member contacts the surface of the sub-beam (steel member) and the surface of the support member between the effective height H of the contact member and the ｅｆｆ Let's say. H ｅｆｆ = t ｆ +H ｍ is.

[0030] 9 is a diagram showing an example of dimensions of the joint member in the embodiment of the present invention, and FIG. 10 is a diagram showing the calculation process of the dimensions in the example of FIG. 9. Width B of the contact member on the arm portion side １ , arm thickness T １ , nominal diameter of the bolt D, distance from the free end of the arm to the center of the through tap hole (bolt hole end opening) E, neck width T ２ , the width B of the contact member at the bottom side of the tapered shape ２ , the angle θ of the tapered inclined surface of the main body, the radius of curvature of the inside corner R, the radius of curvature of the outside corner r, and the effective height H ｅｆｆ and overall height H ｃｐ The angle θ is set to an appropriate value in accordance with, 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 in accordance with, for example, manufacturing conditions. The effective height H ｅｆｆ , neck width T ２ and bottom width B ２ is determined depending on the range of variation of the gap dimension g, for example.

[0031] To properly determine the bolt length L, first assume that the bolt insertion length is at its longest as shown in Figure 8. In this case, the threaded portion of the bolt must be screwed into the tapped through hole formed in the arm of the contact member, and the tip of the bolt must contact the top surface of the rib (or sub-beam). The length of the unthreaded portion under the neck of the bolt must be L. Ｓ , the length of the non-threaded part of the bolt tip is L ｔIn this case, the bolt head length L is the required length L calculated by formula (A). ｒｅｑ In the case of a clamping bolt, the length of the bearing part at the tip is the same as the length of the non-threaded part L ｔ The length under the head of the bolt, L, is the required length, L ｒｅｑ Although it may be determined with some margin for the required length L ｒｅｑ The threaded portion beyond this is unnecessary as it does not thread into the through tap hole, so it is desirable to minimize the allowance. In order to avoid interference between the bolt tightening tool and the upper flange of the beam, it is desirable to set the upper limit of the bolt length L to approximately the beam depth - 200 mm.

[0032]

[0033] The above formula (A) is the required length L ｒｅｑ is the moving distance H of the contact member in the axial direction of the bolt shown in FIG. ｍ = H ｅｆｆ -t ｆ , the length of the non-threaded part under the neck L Ｓ , and the thickness of the arm T １ and the length of the non-threaded part of the tip L ｔ or the height of the non-contact area formed by the curved surface of the neck between the body and the arm of the contact member, whichever is greater. ｅｆｆ Regarding the range of the plate thickness t ｆ , the total height H of the contact member ｃｐ , arm thickness T １ , the radius of curvature of the inside corner R, the radius of curvature of the outside corner r, and the angle θ can be expressed as in equation (B).

[0034]

[0035] In addition, in order to prevent the bolt from contacting the inclined surface of the contact member when the gap dimension g is enlarged, the distance X from the periphery of the tapped through hole farthest from the free end of the arm to the free end of the arm is １ , and the distance X from the end of the contacted member to the free end of the arm when the bolt insertion length of the contacting member is the longest ２ About X １ ≦X ２The condition is set as follows: Distance X １ , X ２ is calculated by the formulas (C) and (D). For example, the width B of the contact member １ If you increase the distance by lengthening the arm, ２ is the distance X １ However, it is easy to make the distance X ２ and distance X １ If the difference between the distance X and the bolt length increases, the moment that tends to rotate the contacting parts when the bolt is tightened increases. ２ and distance X １ It is desirable to minimize the difference between

[0036]

[0037] As mentioned above, the effective height H ｅｆｆ , neck width T ２ and bottom width B ２ The gap size g is determined, for example, according to the variation range of the gap size g. The variation range of the gap size g is determined, for example, according to the nominal gap size g in design based on the actual value of the gap size in a similar joint structure. ０ A predetermined ratio to (specifically, for example, g = g ０ ±5%, etc.), or a fixed value (e.g., g = g ０ ±50 mm, etc. Alternatively, the variation range of the gap dimension g may be predicted based on the manufacturing tolerances, processing tolerances, and on-site erection tolerances of the steel frame members, as will be described below. An example of a method for predicting the variation range of the gap dimension g in this way will be described below.

[0038] 11 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.

[0039] FIG. 12 shows an example of the maximum gap that allows the steel frame member and the support member to be in surface contact with 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.

[0040] Factors that cause the gap dimension g between the steel frame member and the supporting member to vary include the manufacturing tolerance of the steel frame member, the fabrication tolerance, and the field tolerance / site election tolerance. Since 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.

[0041] 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, 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 +Δg２ becomes.

[0042] 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 arranged at one or both ends of the sub-beam (steel frame member) in the material axis 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:

[0043] 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 １can be calculated using equation (1).

[0044]

[0045] 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.

[0046] 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 +dｈｆ ) / 2-d ｂ , Δg ２ ≦(d ｈｗ +d ｈｆ ) / 2-d ｂ The condition is set.

[0047] 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.

[0048] 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 (d ｈｗ +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

[0049]

[0050] 13 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 Δg１ +Δg ２ Therefore, the order of steps S102, S103 and S104 is not limited.

[0051] 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.

[0052] 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 ２Ｌ does 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).

[0053]

[0054] 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 ＲThe maximum fluctuation amount Δg in the negative and positive directions １Ｒ , Δg ２Ｒ The equations (8) and (9) are obtained.

[0055]

[0056] 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).

[0057]

[0058] The maximum fluctuation amount Δg in the formulas (8) and (9) １Ｒ , Δg ２Ｒ does 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

[0059]

[0060] 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 , gＲ 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.

[0061] 14 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 Ｌ Specifically, 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 (ΔgＬ The amount of fluctuation absorbed on the side becomes smaller (Δg Ｒ In the direction of F 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 ｂＲ is 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 +Δg２Ｒ Therefore, the order of steps S203, S204 and S205 is not limited.

[0062] 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

[0063]

[0064] 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 ｈｆ In 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.

[0065] 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 asｂ Using tanΔφ = S ２ / L ｂ It can be expressed as:

[0066] 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 to a displacement in the height direction using tan θ and added.

[0067] In equation (16), 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 ≧T２ｍｉｎ +R(1-cosθ)+Δg １ so as to satisfy g ０ Set.

[0068] In equation (17), 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.

[0069] 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 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.

[0070]

[0071] Table 1 shows Examples 1 to 3 of contact members designed according to the above-mentioned design method, and Comparative Examples 1 and 2 of contact members designed without using the design method.

[0072]

[0073] In Example 1, the gap size fluctuation range Δg １ , Δg ２ According to the predicted results, the effective height H of the contact member ｅｆｆ Determine the effective height H ｅｆｆ Using the above formula (A), the required length L ｒｅｑ Calculate L≧L ｒｅｑ In Examples 2 and 3, the bolt head length L is determined so that the gap dimension fluctuation range Δg is １ , Δg ２ As a result of the change in the predicted result, the effective height H ｅｆｆ The effective height H ｅｆｆ Using formula (A), the required length L ｒｅｑ By recalculating the above, the under-neck length L of the bolt is secured within the minimum necessary range without being unnecessarily long.

[0074] On the other hand, in Comparative Example 1, under the same conditions as in Example 1, the necessary length L ｒｅｑ For L < L ｒｅｑ In this case, as shown in FIG. 15, the gap between the steel frame member and the support member is set to the maximum value g ｍａｘ When the gap is smaller than , the threaded portion of the bolt is screwed into the tapped through hole up to the top end, and the bolt cannot be tightened any further. If the gap dimension is further enlarged, the tip of the bolt does not contact the top surface of the rib (or sub-beam), and the contact member cannot be fixed. In Comparative Example 2, the under-head length L of the bolt is L ≥ L ｒｅｑ Although the distance X １ , X ２ About X １ >X ２ In this case, as shown in FIG. 16, when the gap dimension is the maximum value g ｍａｘ If the gap is smaller than this, the tip of the bolt will come into contact with the inclined surface of the contact member, and the bolt will no longer be able to be tightened. In this case, if the gap size increases further, the tip of the bolt will not come into contact with the top surface of the rib (or sub-beam), and the contact member will not be able to be fixed.

[0075] 1...Small 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, 7...RC beam, 71...Concrete, 72...Reinforcing bar, 72A...Main bar, 72B...Stirrup, 81...Base plate, 81S...Plate surface, 82...Fin plate, 83...Bolt, 84...Anchor, 9A...RC column, 9B...RC wall.

Claims

1. A joining structure including a contact member formed between a plate-like portion of a first member and a plate-like portion of a second member, and inserted into a gap formed between a beveled surface formed at the end of the plate-like portion and the surface of the first member, wherein the contact member includes a tapered main body formed by a first contact surface that contacts the surface of the first member, and a second contact surface that contacts the beveled surface and forms an angle θ with the first contact surface, and an arm portion that protrudes from the tip of the tapered shape of the main body toward the second contact surface and has a through-hole formed in the arm portion along an axis that intersects with the second contact surface or an extension of the second contact surface, and the arm portion is inserted into the through-hole and screwed into the tapped through-hole, and the neck length L is equal to the effective height H of the tapered shape. ｅｆｆ , the plate thickness t of the plate-shaped portion ｆ , the thickness T of the arm １ , length of non-threaded part under the neck L Ｓ , length of non-threaded part of tip L ｔ , the necessary length L calculated by the formula (i) based on the radius of curvature R of the inside corner of the contact member and the angle θ ｒｅｑ A joining structure further including the above bolt.

2. The effective height H ｅｆｆ is the total height H of the contact member ｃｐ , the thickness T of the arm １ , the radius of curvature of the inside corner R, the radius of curvature of the outside corner r of the contact member, and the angle θ are within a range determined by formula (ii).

3. The distance E from the free end of the arm to the center of the tapped through hole, and the distance X calculated by formula (iii) based on the nominal diameter D of the bolt. １ and the width B of the contact member on the arm portion side. １ , the width B of the contact member at the bottom side of the tapered shape ２ , the plate thickness t ｆ and the distance X calculated by the formula (iv) based on the angle θ ２ And, X １ ≦X ２ The joint structure according to claim 1 , which satisfies the relationship:

4. A method for designing a joining structure including a contact member formed between a plate-like portion of a first member and a plate-like portion of a second member and inserted into a gap formed between a beveled surface formed at the end of the plate-like portion and the surface of the first member, wherein the contact member includes a tapered main body formed by a first contact surface that contacts the surface of the first member and a second contact surface that contacts the beveled surface and forms an angle θ with the first contact surface, and an arm that protrudes from the tip of the tapered shape of the main body toward the second contact surface and has a through-hole formed along an axis that intersects with the second contact surface or an extension of the second contact surface, and the under-head length L of a bolt that is inserted and screwed into the through-hole is determined by the effective height H of the tapered shape ｅｆｆ , the plate thickness t of the plate-shaped portion ｆ , the thickness T of the arm １ , length of non-threaded part under the neck L Ｓ , length of non-threaded part of tip L ｔ , the necessary length L calculated by the formula (i) based on the radius of curvature R of the inside corner of the contact member and the angle θ ｒｅｑ The method for designing a joint structure determines that the above is true.

5. The effective height H ｅｆｆ the total height H of the contact member ｃｐ , the thickness T of the arm １ 5. The method for designing a joining structure according to claim 4, wherein the radius of curvature of the inside corner is determined within a range set by equation (ii) based on the radius of curvature R of the inside corner, the radius of curvature r of the outside corner of the contact member, and the angle θ.

6. The distance E from the free end of the arm to the center of the tapped through hole, and the distance X calculated by formula (iii) based on the nominal diameter D of the bolt. １ and the width B of the contact member on the arm portion side. １ , the width B of the contact member at the bottom side of the tapered shape ２ , the plate thickness t ｆ and the distance X calculated by the formula (iv) based on the angle θ ２ And, X １ ≦X ２ The distance E or the width B satisfies the relationship １ , B ２ The method for designing a joint structure according to claim 4, further comprising determining at least one of the following:

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