JP2019143390A - Column-beam joint structure - Google Patents

Abstract

To provide a column-beam joint structure having rigidity at the same degree of that of a through-diaphragm frame or an inner-diaphragm frame in a non-diaphragm frame.SOLUTION: A column-beam joint structure 10 comprises column shafts 11A and 11B, a beam 13 having a flange 13a and a web 13b, and a non-diaphragm type connection core 12, in which a horizontal stiffener 18 is welded to the end face of the open end of the connection core 12, a horizontal haunch 30 is provided in a gap K formed between the end surface of the flange 13a and the side surface of the connection core 12 by the beam 13 welded to the side surface of the connection core 12, the other end surface of the horizontal haunch 30 is welded to the connection core 12 with each of both ends being disposed at an intermediate position Rbetween a vertex Rand an R stop Rof a corner portion 12b of the connection core 12, and the gap K between the end face of the flange 13a to which the horizontal haunch 30 is welded and the side surface of the connection core 12 is formed by the difference between an outer diameter Bp of the connection core 12 and a width W of the flange 13a.SELECTED DRAWING: Figure 2

Description

  The present invention is constituted by a column portion constituted by a cold roll-formed square steel pipe, a beam portion constituted by an H-shaped steel, and a hot-formed square steel pipe, and the connection between the pillar portion and the beam portion. The present invention relates to a column beam connection structure including a non-diaphragm type joint portion as a part.

Conventionally, this type of column beam connection structure is configured by welding a plurality of steel pipes. In this case, examples of the welding connection include a connection type such as a through diaphragm type and an inner diaphragm type.
However, according to the joining types such as the through diaphragm type and the inner diaphragm type, there are many problems in that the entire work is complicated because the number of assembling steps (welding points) is large and the welding length becomes long.

Therefore, as a solution to these problems, non-diaphragm-type beam-column joints using thick, short rectangular steel pipes formed by hot forming at the joints that connect the column and beam. A structure is provided (for example, Patent Document 1). That is, a long square steel pipe having a predetermined thickness and a semi-formed short square steel pipe having a thickness larger than that of the long square steel pipe and forming a joint are manufactured by cold forming. Then, after heating the semi-formed short rectangular steel pipe in a heating furnace, it is hot-formed to produce a short rectangular steel pipe. A rectangular steel pipe column is obtained by welding and joining the long rectangular steel pipe and the short rectangular steel pipe thus obtained by arc welding or the like.
According to the column beam connection structure employing the thick short rectangular steel pipe obtained by such hot forming, the number of assembling steps can be reduced, the welding length can be shortened, and the entire operation can be simplified.

JP 2003-268877 A

  However, in the beam-column joint structure of Patent Document 1, when an external force due to an earthquake or the like is applied to the joint portion that is a connection portion between the column portion and the beam portion, a large stress or strain is concentrated on the joint end portion of the beam portion, The joint end of the beam part may be damaged or the joint part may be deformed due to the pushing of the beam part. And, in the non-diaphragm frame structure such as the column beam joint structure of Patent Document 1, the deformation of the joint portion is compared with the deformation of the joint portion that occurs in the through-diaphragm frame structure or the inner diaphragm frame structure. There is a problem that it is big. In other words, the non-diaphragm frame structure such as the column-beam joint structure of Patent Document 1 has a problem that its rigidity is smaller than the rigidity of the through-diaphragm frame structure or the inner-diaphragm frame structure.

  Accordingly, an object of the present invention is to provide a column-beam joint structure having a rigidity comparable to that of a through-diaphragm frame or an inner-diaphragm frame in a non-diaphragm frame.

  The problem to be solved by the present invention is as described above. Next, means for solving the problem will be described.

  That is, the column beam connection structure of the present invention is a beam portion made of an H-shaped steel having a column portion made of a cold rolled square steel pipe, a pair of flanges, and a web connecting the flanges. And a non-diaphragm joint that is formed by a hot-formed square steel pipe and serves as a connecting portion between the pillar and the beam, and both sides of the joint The column part is welded and joined to the end face of the open end part of the steel plate, and the square reinforcing plate is welded and joined to the end face of the open end part inside the open end parts of both ends thereof. The flange portion is formed such that one end side of the flange is shorter than one end side of the web, and the end portion on one end side of the flange is welded to the side surface of the joint portion, and the joint portion In the gap formed between The horizontal hunch has one end surface welded to the end surface on one end side of the flange, and the other end surface has its both ends respectively connected to the apex of the corner portion of the joint portion. An end face on one end side of the flange, which is disposed at an intermediate position between the R-stop of the corner portion including the apex, welded to the side surface of the joint portion, and welded to the horizontal haunch, and the finish The gap between the side surface of the mouth portion is formed based on the difference between the outer diameter of the mouth portion and the width of the flange.

  In the column beam connection structure of the present invention, in the column beam connection structure, the column portion and the joint portion have a ratio of an outer diameter B of the column portion to a plate thickness tp of the joint portion of 10 ≦ B / The outer curvature radius of the corner portion of the joint portion is formed to be 1.5 to 2.5 times the plate thickness of the joint portion.

  According to the beam-column joint structure of the present invention, the gap between the end face on one end side of the flange formed based on the difference between the outer diameter of the joint portion and the width of the flange, and the side surface of the joint portion, Since the flat horizontal haunch is provided, the rigidity of the frame can be increased, and a non-diaphragm frame having the same degree of rigidity as the through-diaphragm frame or the inner-diaphragm frame can be formed. In the structural design of buildings that adopt the non-diaphragm format, the beam end of the beam can be modeled as a rigid joint.

It is a partially cutaway perspective view of the main part of the column beam joint structure according to the present invention. It is a vertical front view of the principal part of the column beam junction structure concerning the present invention. It is a cross-sectional top view of the principal part of the column beam junction structure which concerns on this invention. It is a suitability chart of the combination of the column shaft and the joint core of the column beam joint structure according to the present invention. It is a top view which shows the overlap of the column shaft of the column beam junction structure which concerns on this invention, and a joint core. It is a schematic diagram which shows the analysis model of the column beam connection structure used for FEM analysis. (A) is a schematic diagram of the General Yield method used for the FEM analysis, and (b) is a load deformation curve obtained from the result of the FEM analysis. It is a Mises stress figure at the time of the total plastic yield strength of the comparative example 1, (a) is an external appearance, (b) is a figure which shows an internal appearance. It is a Mises stress figure at the time of the final step (R = 1/10 rad) of comparative example 1, (a) is an appearance, and (b) is a figure showing an introspection. It is the Mises stress figure at the time of the total plastic yield strength of the comparative example 2, (a) is an external appearance, (b) is a figure which shows an internal appearance. It is a Mises stress figure at the time of the last step of comparative example 2 (at the time of R = 1/10 rad), (a) is an appearance and (b) is a figure showing an introspection. It is a Mises stress figure at the time of the total plastic yield strength of the comparative example 3, (a) is an external appearance, (b) is a figure which shows an internal appearance. It is a Mises stress figure at the time of the final step (R = 1/10 rad) of comparative example 3, (a) is an appearance and (b) is a figure showing an introspection. It is a Mises stress figure at the time of the total plastic yield strength of Example 1, (a) is an external appearance, (b) is a figure which shows an internal appearance. It is a Mises stress figure at the time of the last step (R = 1/10 rad) of Example 1, (a) is an external appearance, (b) is a figure which shows an introspection.

  Embodiments of the present invention will be described below with reference to the drawings. First, the column beam joint structure 10 according to the present invention will be described. In addition, this invention is not limited to the beam-column joining structure 10 demonstrated below.

  As shown in FIG. 1, the column beam connection structure 10 is disposed between upper and lower column shafts 11A and 11B (an example of “column portion”) extending in the vertical direction and the upper and lower column shafts 11A and 11B. Of the joint core 12 (an example of the “joint part”) and a beam 13 (an “joint part”) of which one end is fixed to an outer surface facing the four sides of the joint core 12 and extends in the horizontal direction. An example).

  As shown in FIGS. 1 to 3, the upper and lower column shafts 11 </ b> A and 11 </ b> B are long rectangular steel pipes that are cold-roll formed by forming means such as a breakdown device or a fin pass device. The upper and lower column shafts 11A and 11B have an outer diameter B of 200 mm to 550 mm and a plate thickness tc of 9 mm to 25 mm. The upper and lower column shafts 11A and 11B are formed so that the outer radius of curvature of the corner portion 11a is 2.0 to 3.0 times the plate thickness tc of the upper and lower column shafts 11A and 11B. As shown in FIG. 2, the upper and lower column shafts 11 </ b> A and 11 </ b> B are formed with a groove portion 11 b having a predetermined angle by cutting an outer portion of an end portion thereof by a processing means such as a cutting device. The upper and lower column shafts 11 </ b> A and 11 </ b> B are fixed by welding 16 with a square ring-shaped backing metal 15 fitted inside the ends thereof.

  The joint core 12 is a short square steel pipe that is heated by a heating means such as a heating furnace and hot-formed by a forming means such as a forming roll device. As shown in FIGS. 1 to 3, the joint core 12 is a connection portion between the upper and lower column shafts 11 </ b> A and 11 </ b> B and the beam 13, and is configured in a non-diaphragm format. The joint core 12 is formed such that the length L in the longitudinal direction (vertical direction) is longer than the height D of the beam 13 to be welded (the height between the flanges 13a). The joint core 12 has an outer diameter Bp of 220 mm to 575 mm, and a panel thickness tp of the panel 12a of 19 mm to 50 mm. The joint core 12 is formed such that the outer radius of curvature of the corner portion 12b is 1.5 to 2.5 times the plate thickness tp of the panel 12a of the joint core 12. Here, as shown in FIG. 5A, the outer radius of curvature of the corner portion 12b of the joint core 12 is an angle of 45 degrees with a side perpendicular to the inner surface and the outer surface adjacent to each other in the joint core 12. Is the radius of curvature at the intersection of the line 12 and the corner 12b outside.

  As shown in FIGS. 1 and 2, in the column-beam joint structure 10, the upper and lower column shafts 11 </ b> A and 11 </ b> B and the joint core 12 are formed so as to be linearly positioned. Specifically, the lower end portion of the joint core 12 is disposed at the upper end portion of the lower column shaft 11B, and the upper end portion of the joint core 12 is disposed at the lower end portion of the upper column shaft 11A. Then, with the outer surface of the backing metal 15 positioned inside the upper and lower column shafts 11A and 11B in contact with the end surface 12c of the panel 12a of the joint core 12, the upper and lower column shafts 11A and 11B are finished. The mouth core 12 is joined from the outside by welding 17. In the column beam connection structure 10, the outer diameter Bp of the joint core 12 is such that the upper and lower column shafts 11 </ b> A and 11 </ b> B can be placed on the end surface 12 c of the joint core 12. Is set longer than the outer diameter B by a predetermined length.

  As shown in FIGS. 1 to 3, the beam 13 is made of H-shaped steel, and includes two opposing flat flanges 13 a and a web 13 b formed between the opposing flanges 13 a. The The beam 13 is welded to the joint core 12 so that the flange 13a faces the vertical direction and the one end surface of the web 13b abuts along the panel 12a of the joint core 12.

  In the flange 13a, a groove portion 13c is formed on one end side in the longitudinal direction, and one end side on which the groove portion 13c is formed corresponds to one end side in the longitudinal direction of the web 13b (the panel 12a of the joint core 12). It is shorter than the contact side. In other words, the length of the flange 13a is shorter than the length of the web 13b in the longitudinal direction. Since one end side of the flange 13a is formed shorter than one end side of the web 13b, when the beam 13 is welded to the panel 12a (side surface of the joint core 12), the end surface on one end side of the flange 13a and the panel 12a ( A gap K is formed with the side surface of the joint core 12. In other words, the gap K is formed at the beam end of the beam 13 on the welding joint side with the panel 12a.

  The gap K is a horizontal gap from the tip of the groove portion 13c on one end side of the flange 13a when the beam 13 is welded to the panel 12a to the side surface of the panel 12a to which the beam 13 is welded. It is formed based on the difference (Bp−W) between the outer diameter Bp of the mouth core 12 and the width W of the flange 13a (the length in the direction perpendicular to the longitudinal direction of the flange 13a). That is, the gap K is formed wider as the width W of the flange 13a becomes shorter than the outer diameter Bp of the joint core 12, and the gap K is formed narrower as the width W of the flange 13a approaches the outer diameter Bp of the joint core 12. The

  As shown in FIG. 1 to FIG. 3, in the beam-column joint structure 10, the gap 13 is welded to the side surface of the joint core 12 and the end surface on one end side of the flange 13 a is connected to the side surface of the joint core 12. A horizontal hunch 30 is provided in the gap K formed in the above. One end surface of the horizontal haunch 30 is welded to the end surface on one end side of the flange 13a, and the other end surface is welded to the panel 12a (side surface of the joint core 12). Specifically, the horizontal haunch 30 and the flange 13a are joined by welding 32 with the backing metal 31 in contact with one end side of the horizontal haunch 30 and one end side of the flange 13a. Further, the horizontal haunch 30 and the panel 12 a are joined by welding 34 with the backing metal 33 in contact with the other end side of the horizontal haunch 30 and the side surface (panel 12 a) of the joint core 12.

The horizontal haunch 30 is configured by a flat member. The horizontal haunch 30 is formed in a substantially rectangular shape, and the length in the width direction (the length in the direction perpendicular to the longitudinal direction of the horizontal haunch 30) is set corresponding to the length of the gap K. . The length of the horizontal haunch 30 in the longitudinal direction is the length in the width direction of the flat plate portion on the side surface of the joint core 12 (the length between the two R stops R ₀ at both ends of each side surface of the joint core 12). Set slightly longer. Specifically, horizontal haunch 30, when the other end face is welded to the side surface of the Joint core 12, each of its ends, the vertex R ₁ of the corner portions 12b of the Joint core 12, the apex and R blind R ₀ of corner portions 12b containing R _1, the intermediate position R ₂ placeable length _(apex R ₁ and R blind curve intermediate position between the R _0), in the longitudinal direction The length is set. Here, as shown in FIG. 3, the apex R ₁ of the corner portion 12 b of the joint core 12 intersects the outer diameter side surface of the corner portion 12 b of the joint core 12 and the diagonal line T of the joint core 12. Says the position. Further, the R stop _R0 of the corner portion 12b is a position where the curved portion of the corner portion 12b is finished on the outer diameter side surface of the corner portion 12b (a position where the flat plate portion starts on the side surface of the joint core 12). ).

  A horizontal stiffener 18 (an example of a “reinforcing plate material”) is welded and joined to the inside of both ends of the joint core 12. The horizontal stiffener 18 is a rectangular metal flat plate having the same size as the inner diameter of the joint core 12. The horizontal stiffener 18 is arranged so that the plane portion thereof is flush with the end surface 12c of the panel 12a of the joint core 12, and is welded to the inner surface of the joint core 12 so as to close the opening portions on both sides of the joint core 12. Be joined. That is, the horizontal stiffener 18 is different from the inner diaphragm. Like the inner diaphragm, the horizontal stiffener 18 is inside the joint core 12, and the plane portion of the flange 13 a of the beam 13 is fixed to the joint core 12. It is not disposed so as to be flush with the planar portion, but is disposed closer to the end surface 12 c side of the panel 12 a of the joint core 12 than the planar portion of the flange 13 a of the beam 13. By providing the horizontal stiffener 18 inside the both ends of the joint core 12, it is possible to prevent deformation of the panel 12 a of the joint core 12 due to the pushing of the beam 13, and from the end surface 12 c of the panel 12 a of the joint core 12. The height X between the upper and lower surfaces of the flange 13a of the beam 13 (the extra length of the joint core 12) can be shortened. Specifically, by providing the horizontal stiffener 18 inside the both ends of the joint core 12, the extra length of the joint core 12 can be set to (the outer diameter B of the upper and lower column shafts 11A and 11B) / 4. it can.

  When the horizontal stiffener 18 is welded to the joint core 12, first, the horizontal stiffener 18 is placed on both sides of the joint core 12 so that the planar portion thereof is flush with the end surface 12c of the panel 12a of the joint core 12. It arranges in the opening part of. Then, in a state where the horizontal stiffener 18 is disposed in the opening portions on both sides of the joint core 12, the end on the end surface 12c side of the panel 12a and the outer end of the horizontal stiffener 18 (upper and lower column shafts 11A and 11B are provided. Side end) and a predetermined thickness are cut in the width direction of the joint core 12. By cutting the panel 12a and the horizontal stiffener 18 in this way, the flat portion of the horizontal stiffener 18 and the end surface 12c of the panel 12a of the joint core 12 are more accurately flush with each other, and the mounting of the backing metal 15 is accurate. Well done easily.

Next, a method for selecting the upper and lower column shafts 11A and 11B and the joint core 12 will be described.
When selecting the upper and lower column shafts 11A and 11B and the joint core 12 used for the column beam connection structure 10, first, the outer diameter B of the upper and lower column shafts 11A and 11B and the outer diameter Bp of the joint core 12 are set. . In the column beam connection structure 10, the outer diameter B of the upper and lower column shafts 11 </ b> A and 11 </ b> B and the joint core 12 are arranged so that the end surfaces of the upper and lower column shafts 11 </ b> A and 11 </ b> B are placed on the end surface 12 c of the joint core 12. The outer diameter Bp is set. Specifically, the outer diameter Bp of the joint core 12 is set to be longer than the outer diameter B of the upper and lower column shafts 11A and 11B, and the column is formed using the upper and lower column shafts 11A and 11B having an outer diameter of 200 mm to 350 mm. When the beam joint structure 10 is formed, the upper and lower column shafts 11A, 11B having an outer diameter of 400 mm to 550 mm are used by using the joint core 12 whose outer diameter Bp is 20 mm longer than the outer diameter B of the upper and lower column shafts 11A, 11B. When the column-beam joint structure 10 is formed using the above, the joint core 12 whose outer diameter Bp is 25 mm longer than the outer diameter B of the upper and lower column shafts 11A, 11B is used.

  When the outer diameter B of the upper and lower column shafts 11A and 11B and the outer diameter Bp of the joint core 12 are set, the plate thickness tp of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 are set. Is set. Specifically, the suitability of the combination of the plate thickness tp of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 is determined based on the table of FIG. Appropriateness of the combination of the plate thickness tc of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 depends on the outer diameter B of the upper and lower column shafts 11A and 11B and the plate thickness of the joint core 12. It is determined based on the application range in which the ratio to tp is 10 ≦ B / tp ≦ 15. That is, it is determined by whether or not the combination of the plate thickness tc of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 is within the applicable range. 4 indicates that the combination of the plate thickness tp of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 is within the applicable range. It means that the cross section does not cause a discrepancy at the joint between the shafts 11A and 11B and the joint core 12. On the other hand, the crosses in the table shown in FIG. 4 indicate that the combination of the plate thickness tp of the upper and lower column shafts 11A and 11B and the plate thickness tp of the panel 12a of the joint core 12 is out of the applicable range. This means that the cross-sectional discrepancy occurs at the joint between the column shafts 11A and 11B and the joint core 12.

Specifically, when the outer diameter B of the upper and lower column shafts 11A and 11B is set to 250 mm and the outer diameter Bp of the joint core 12 is set to 270 mm, it is combined with the upper and lower column shafts 11A and 11B having a plate thickness tc of 9 mm. The possible splicing core 12 is a splicing core 12 in which the plate thickness tp of the panel 12a is 19 mm, 22 mm, and 25 mm. Similarly, when the outer diameter B of the upper and lower column shafts 11A and 11B is set to 250 mm and the outer diameter Bp of the joint core 12 is set to 270 mm, the upper and lower column shafts 11A and 11B having a plate thickness tc of 12 mm can be combined. The joint core 12 is a joint core 12 having a panel thickness 12 tp of 22 mm and 25 mm, and the joint core 12 having a panel thickness 12 tp of 19 mm cannot be combined.
As described above, after setting the outer diameter Bp of the joint core 12 to be longer than the outer diameter B of the upper and lower column shafts 11A and 11B, the thickness tc of the upper and lower column shafts 11A and 11B, By setting the combination of the plate thickness tp of the panel 12a of the core 12 within the above-mentioned application range, the column beam joint structure 10 has the outer diameter B of the upper and lower column shafts 11A and 11B and the plate thickness tp of the joint core 12. And the outer radius of curvature of the corner portion 12b of the joint core 12 is set to be the outer radius of curvature of the corner portion 11a of the upper and lower column shafts 11A and 11B. The end surfaces of the upper and lower column shafts 11 </ b> A and 11 </ b> B are molded so as to be placed on the end surface 12 c of the joint core 12 without increasing the size.
Specifically, when the upper and lower column shafts 11A and 11B having an outer diameter B of 400 mm and a plate thickness tc of 16 mm or 19 mm are used, the outer diameter Bp is 425 mm which is 25 mm longer than the outer diameter B of the column shafts 11A and 11B. If the panel core 12 having a panel thickness tp of 32 mm to 40 mm is used, the end surfaces of the upper and lower column shafts 11A and 11B are connected to each other as shown in FIGS. 5 (a) and 5 (b). It shape | molds so that it may mount on the end surface 12c of the core 12. FIG. When the upper and lower column shafts 11A and 11B having an outer diameter B of 450 mm and a plate thickness tc of 22 mm are used, the outer diameter Bp is 475 mm, which is 25 mm longer than the outer diameter B of the column shafts 11A and 11B. If the panel 12a having a thickness tp of 36 mm to 45 mm is used, the end surfaces of the upper and lower column shafts 11A and 11B are placed on the end surface 12c of the joint core 12 as shown in FIG. To be molded. Further, when using the upper and lower column shafts 11A and 11B having an outer diameter B of 500 mm and a plate thickness tc of 25 mm, the outer diameter Bp is 525 mm longer than the outer diameter B of the column shafts 11A and 11B. If the panel 12a having a thickness tp of 40 mm to 50 mm is used, the end surfaces of the upper and lower column shafts 11A and 11B are placed on the end surface 12c of the joint core 12 as shown in FIG. To be molded.

  Next, since the effect of the present invention was confirmed by FEM analysis, this will be described in the following examples.

In the following examples, the upper and lower pillar shafts 11A, 11B and □ -400 × 400 × 16 (R = 40) in the beam-column joint structure 10, proof stress 324.5N / mm ^2, a tensile strength of 400 N / ^mm 2, It is composed of a cold roll-formed square steel pipe with an F value of 295 N / mm ² , an E value of 205000 N / mm ² , a ν value of 0.3, and a BCR295, and the beam 13 is H-488 × 300 × 11 × 18, yield strength 258.5 N Cross-diaphragm type or non-diaphragm type cross shape made of H-shaped steel with / mm ² , tensile strength 400N / mm ² , F value 235N / mm ² , E value 205000N / mm ² , ν value 0.3, SN400B FEM analysis was performed on the bridge groove (test body).

  Further, a cross-shaped bridge groove (test body) configured in a diaphragm form through the beam-column joint structure 10 is referred to as Comparative Example 1, and a cross-shaped bridge groove (test body) in which the beam-column joint structure 10 is configured in a non-diaphragm form is compared. It was set as Example 2, Comparative Example 3, and Example 1.

Incidentally, the panel 12a of the Joint core 12 in Comparative Example 1 of the diaphragm type, □ -400 × 400 × 16 ( R = 40), yield strength 324.5N / mm ^2, a tensile strength of 400 N / ^mm 2, F value 295N / ^mm 2, E value 205000N / mm ^2, ν value 0.3, constituted by RHS cold roll forming of BCR295, diaphragm yield strength 357.5N / mm ^2, a tensile strength of 490 N / ^mm 2, F value 325N / ^mm 2, E value 205000N / mm ^2, ν value 0.3, was composed of plate material SN490C.

Moreover, the panel 12a of the joint core 12 in the comparative example 2, comparative example 3, and example 1 of a non-diaphragm type is □ -425 * 425 * 32 (R = 64), yield strength 357.5N / mm < ² >, tensile strength is 490 N / ^mm 2, F value 325N / ^mm 2, E value 205000N / mm ^2, ν value 0.3, constituted by RHS of hot forming of SHC490C, horizontal stiffener 18, yield strength 357.5N / mm ² , tensile strength of 490 N / ^mm 2, F value 325N / ^mm 2, E value 205000N / mm ^2, ν value 0.3, composed of a plate material of SN490B, extra length of panel 12a is (vertical pillar shaft 11A, 11B outer diameter B) / 4.

  Further, in the comparative example 2 of the non-diaphragm type, the horizontal stiffener 18 is welded and joined inside the both ends of the panel 12a, and in the comparative example 3, the horizontal stiffener 18 is welded and joined inside the both ends of the panel 12a. It is assumed that two horizontal stiffeners 18 are installed in the middle part of the panel 12a. In the first embodiment, the horizontal stiffener 18 is welded to the inside of both end portions of the panel 12a, and the beam 13 is connected to the panel 12a (joint core). The horizontal haunch 30 was installed in the gap K formed when welding and joining to the 12 side surfaces.

As shown in FIG. 6, in the present example, the specimen was modeled with a ½ symmetric model. The panel 12a, the upper and lower column shafts 11A, 11B, and the beam 13 are modeled by an 8-node solid element (complete integration element) from the member end to the member center, and a 2-node beam element (linear material element) from the member center to the member tip. ). As for the connection between the beam element and the solid element, the beam element end contact is set as an independent node, and the solid element face node is set as a dependent node so that plane maintenance is established at the connection position. As a constraint condition, the solid element portion constrains the displacement in the out-of-plane direction on the symmetry plane (U _z = 0), and the beam element portion constrains the out-of-plane displacement, the rotation in the out-of-plane direction, and the torsional rotation (U _z = 0, θ _x = 0, θ _y = 0), and the tip of the beam element other than the applied point performs roller support to make the material axis direction free (beam 13: U _y = 0, upper and lower column shafts 11A, 11B : U _x = 0). The analysis was performed in consideration of material geometrical nonlinearity, and an incremental analysis was performed by displacement control at the tip position of the upper column shaft 11A (up to 1/10 rad in the interlayer deformation angle).

  The total plastic yield strength in the FEM analysis results shown in FIG. 7 and Table 1 was calculated by the General Yield method (FIG. 7A).

In FIGS. 8 to 15, only a range in which a stress (excellent stress) of 235 N / mm ² or more is generated in the Mises stress degree is displayed as a pattern.

  As shown in FIG. 7B and Table 1, the ultimate proof stress including the total plastic proof stress was almost the same regardless of the specimens of Comparative Examples 1 to 3 and Example 1. As described above, the proof stress of each test specimen is almost the same value because each specimen has a collapse type of the beam preceding yield type in which the proof strength of the frame is determined by the bending proof strength of the beam 13 in common. It is because it becomes.

  As shown in Table 1, the specimen of Comparative Example 2 (the non-diaphragm type frame in which the horizontal stiffener 18 is provided only inside the both end portions (the top portion and the bottom portion) of the panel 12a) is the specimen of Comparative Example 1. Rigidity is smaller than (through diaphragm type frame). Further, the test body of Comparative Example 3 (a non-diaphragm frame in which the horizontal stiffener 18 is welded and joined to the inside of both end portions of the panel 12a and two horizontal stiffeners 18 are installed in the middle portion of the panel 12a) is compared. The rigidity was almost the same as that of the test body of Example 1 (through diaphragm type frame).

  10 and 11 (Comparative Example 2) and FIGS. 12 and 13 (Comparative Example 3), the rigidity of Comparative Example 3 is higher than that of Comparative Example 2 as can be seen from comparing the stresses generated in the horizontal stiffener 18. The reason why it was increased (the rigidity of Comparative Example 3 was almost the same as that of Comparative Example 1) is that the horizontal stiffener 18 provided at the intermediate portion of the panel 12a is acting.

  In addition, the gap K formed when the specimen of Example 1 (the horizontal stiffener 18 is welded to the inside of both end portions of the panel 12a and the beam 13 is welded to the panel 12a (side surface of the joint core 12). The non-diaphragm type frame having the horizontal haunch 30 installed on the same surface as the comparative example 3 had substantially the same rigidity as the test body of the comparative example 1 (through diaphragm type frame).

  From FIG. 10, FIG. 11 (Comparative Example 2), FIG. 14, and FIG. 15 (Example 1), as can be seen from comparing the stresses generated in the panel 12a, the rigidity of Example 1 is comparable to that of Comparative Example 3. Similarly, the rigidity of the comparative example 1 was almost the same as that of the comparative example 1 (the rigidity of the example 1 was larger than the rigidity of the comparative example 2). By providing the horizontal haunch 30 in the gap K (beam end), This is because the stress generated in the panel 12a is reduced and the out-of-plane deformation of the side surface of the panel 12a is reduced.

  As described above, in the beam-column joint structure 10, the end face on one end side of the flange 13 a formed based on the difference (Bp−W) between the outer diameter Bp of the joint core 12 and the width W of the flange 13 a, Since the flat horizontal hunch 30 is provided in the gap K between the side surface (panel 12a) of the joint core 12 (the beam end of the beam 13 on the side welded to the panel 12a), the rigidity of the frame is increased. It is possible to construct a non-diaphragm frame having rigidity comparable to that of a through-diaphragm frame or an inner diaphragm frame. That is, in the structural design of a building adopting the non-diaphragm format, the structural calculation can be performed by modeling the beam end portion of the beam 13 as a rigid joint.

  In the column beam connection structure 10, in addition to the inside of both ends of the panel 12a, the horizontal stiffener 18 is provided in the middle part of the panel 12a, so that the rigidity of the frame can be increased. A non-diaphragm frame having rigidity comparable to that of a diaphragm frame can be formed. That is, in the structural design of a building adopting the non-diaphragm format, the structural calculation can be performed by modeling the beam end portion of the beam 13 as a rigid joint.

10 Column-to-beam connection structure 11A, 11B Column shaft (column part)
12 Joint core (joint part)
12b Corner portion 13 Beam (beam)
13a Flange 13b Web 18 Horizontal stiffener (Reinforcement plate)
30 Horizontal haunch Bp Outer core outer diameter K Gap R ₀ R Stop R ₁ Vertex R ₂ Intermediate position W Flange width

Claims (2)

A column part formed of a cold rolled square steel pipe;
A beam portion made of H-shaped steel having a pair of flanges and a web connecting the flanges;
It is composed of a hot-formed rectangular steel pipe, and a non-diaphragm type joint part that becomes a connection part between the column part and the beam part,
A beam-column joint structure comprising:
The column portions are welded to the end surfaces of the open end portions on both sides of the joint portion, and a rectangular reinforcing plate is flush with the end surfaces of the open end portions inside the open end portions at both ends. Welded to be
The beam portion is formed such that one end side of the flange is shorter than one end side of the web,
A flat horizontal hunch is provided in a gap formed between the end face on one end side of the flange by the beam part welded and joined to the side face of the joint part and the side face of the joint part,
The horizontal haunch is
One end surface of the flange is welded to one end surface of the flange,
The other end face is welded to the side face of the joint portion by arranging both ends at intermediate positions between the apex of the corner portion of the joint and the R stop of the corner portion including the apex. Joined and
The gap between the end face on one end side of the flange to which the horizontal haunch is welded and the side face of the joint portion is formed based on the difference between the outer diameter of the joint portion and the width of the flange. Column beam connection structure characterized by The column part and the joint part are
The ratio of the outer diameter B of the column part and the plate thickness tp of the joint part is formed to be 10 ≦ B / tp ≦ 15,
2. The beam-column joint structure according to claim 1, wherein an outer radius of curvature of a corner portion of the joint portion is formed to be 1.5 to 2.5 times a plate thickness of the joint portion.