JP2004169298A - Joint structure of column and beam and method for joining column and beam - Google Patents

Joint structure of column and beam and method for joining column and beam Download PDF

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Publication number
JP2004169298A
JP2004169298A JP2002333280A JP2002333280A JP2004169298A JP 2004169298 A JP2004169298 A JP 2004169298A JP 2002333280 A JP2002333280 A JP 2002333280A JP 2002333280 A JP2002333280 A JP 2002333280A JP 2004169298 A JP2004169298 A JP 2004169298A
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Japan
Prior art keywords
steel
column
flange
haunch
diaphragm
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Granted
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JP2002333280A
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Japanese (ja)
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JP4110270B2 (en
Inventor
Yoshinari Shimizu
Masatoshi Sugano
Koichi Sugimoto
浩一 杉本
良成 清水
昌利 菅野
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Ohbayashi Corp
株式会社大林組
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Abstract

<P>PROBLEM TO BE SOLVED: To provide the joint structure of a column and beams in which there is no partial loss of areas by bolt holes in beam-end flanges and strengths of the beams can be adjusted in response to changes of spans of the beams joined with the column even when the spans of the beams are changed largely. <P>SOLUTION: In the joint structure of the column and the beams in which diaphragms 4 and 5 are welded on the outer periphery of the steel-pipe column 10 and flanges 2a and 2b at ends of the steel-framed beams 2 are welded to the diaphragms 4 and 5, vertical rib materials 8 are welded to undersides of the lower flanges 2b at the ends of the steel-framed beams 2 and vertical haunches are installed, and the vertical haunches are welded to the diaphragm 4 on the lower sides. Horizontal rib plates are welded to the flanges 2a and 2b of the steel-framed beams 2 and horizontal haunches may also be mounted in place of the vertical haunches. <P>COPYRIGHT: (C)2004,JPO

Description

[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to a joint structure and a joining method of a steel column and a beam, and particularly to a joint structure and a method of a column and a beam using an outer diaphragm structure.
[0002]
[Prior art]
As a joint structure between a steel column and a beam, an outer diaphragm structure is known in which two upper and lower diaphragms are welded to the outer periphery of a column without dividing the column, and an end of a steel beam is joined to the diaphragm. For example, in the joint structure of a column and a beam disclosed in Patent Literature 1, the column is inserted into upper and lower diaphragms of a single plate having a through-hole having substantially the same cross-sectional outer diameter as the column, and these diaphragms are welded to the column. The lower flange of the steel beam end is placed on the lower diaphragm and bolted, and the upper flange of the steel beam end is cut out so as not to interfere with the diaphragm. Bolted via a splice plate installed over the
[0003]
According to this configuration, the beam end is reinforced by the diaphragm, so that the position where the plastic hinge is generated is shifted toward the beam center (the position closest to the beam center of the joint between the beam and the splice plate). Therefore, when a load due to an earthquake or the like acts on the beam, the beam is prevented from being broken at the welded portion. In addition, since the diaphragm is composed of a single plate, stress is dispersed in the diaphragm, so that breakage at the beam end is more unlikely to occur. As described above, according to the joint structure of the column and the beam disclosed in Patent Literature 1, the proof strength against the external load acting on the beam can be improved.
[0004]
[Patent Document 1]
JP 2000-96707 A
[Problems to be solved by the invention]
However, the configuration disclosed in Patent Document 1 has room for improvement as described below. First, since the diaphragm and the beam are joined by bolts, the cross-section is lost by the amount of the bolt holes, and the cross-sectional efficiency is reduced. Also, when the spans of beams orthogonal to each other at the column connection are different from each other and it is necessary to adjust the proof stress of the beams according to the differences in the spans, the beam formation is performed for each span due to the interaction with the upper and lower diaphragms. It cannot be changed. For this reason, the proof stress must be adjusted by the width and thickness of the beam flange, and it is not possible to cope with a case where the spans are largely different.
[0006]
The present invention has been made in view of the above points, and it is possible to eliminate a cross-sectional defect due to a bolt hole in a beam end flange, and even when the span of a beam to be joined to a column is different, the beam end at the beam end is not required. An object of the present invention is to provide a joint structure between a column and a beam that can adjust the proof stress of the beam in accordance with the span while maintaining the connection with the diaphragm by matching the beam structure.
[0007]
[Means for Solving the Problems]
In order to achieve the above object, the invention described in claim 1 is a cross-sectional outer shape of the steel pipe column in a beam-column connection portion in which a steel beam column having a flange and a web is joined to the steel pipe column. A diaphragm made of one member having a through hole having substantially the same shape as the above is inserted into the steel pipe column, the diaphragm is intermittently welded or partially welded to the steel pipe column, and the flange of the steel beam is attached to the diaphragm. And a hammer for enlarging at least one of the flange width and the beam structure at the end of the steel beam, and the haunch is welded to the diaphragm. It is characterized by the following.
[0008]
According to the present invention, since the haunch portion is provided at the beam end, the proof stress at the beam end is improved. And, the magnitude of the proof stress varies depending on the dimensions of the haunch portion. Therefore, even when the span of the beam to be joined to the column is different and the required strength at the beam end is different for each beam, the beam configuration at the beam end of each beam is matched to secure the connection with the diaphragm, The proof strength of the beam end can be adjusted to a required size by the size of the portion. In addition, since the diaphragm and the flange of the steel beam are welded, not bolted, there is no cross-sectional loss in the bolt hole.
[0009]
According to a second aspect of the present invention, in the joint structure between a column and a beam according to the first aspect, the haunch is a vertical haunch that enlarges a beam at an end of the steel beam. . As described above, by making the haunch provided at the beam end a vertical haunch, the proof stress at the beam end can be effectively improved.
[0010]
According to a third aspect of the present invention, in the joint structure of the column and the beam according to the second aspect, the haunch includes a rib member having a T-shaped cross section obtained by cutting an H-shaped steel with its web, and an inverted T-shaped member. The steel beam is welded to a lower side of a lower flange of the steel beam in a character shape. By providing the vertical haunch by welding the rib material obtained by cutting the H-shaped steel, which is an existing product, the manufacturing cost of the haunch can be reduced.
[0011]
According to a fourth aspect of the present invention, in the column-beam joint structure according to the third aspect, an end of the rib member on a side opposite to a side joined to the steel pipe column is provided in a vertical direction. An inclined portion inclined with respect to the inclined portion is formed, and the inclined portion is provided with a flange.
[0012]
According to a fifth aspect of the present invention, in the joint structure between a column and a beam according to the first aspect, the haunch is a horizontal haunch that enlarges a flange width of at least one of an upper flange and a lower flange of the steel beam. There is a feature. As described above, by using a horizontal haunch at the end of the beam, the haunch does not protrude downward at the end of the beam, so that the present invention can be applied to a building where a sufficient floor height cannot be obtained.
[0013]
According to a sixth aspect of the present invention, in the column-beam joint structure of the first aspect, a horizontal haunch for enlarging a flange width of a beam end portion is provided on an upper flange of the steel beam, and a lower flange of the lower flange is provided. A vertical haunch for enlarging the beam at the beam end is provided on the lower side.
[0014]
In the invention described in claim 7, one or more of the plurality of steel beams joined at the same height of the same steel tube column and the steel tube columns are respectively defined in claims 2 to 6. The connection structure according to any one of 6 to 6, wherein In this way, when the span of each steel beam to be joined to the steel pipe column is different, by changing the joining form between the steel beam and the steel pipe column according to the span, while maintaining the beam formation constant, The strength of the beam end can be adjusted more flexibly.
[0015]
According to an eighth aspect of the present invention, in the joint structure of the column and the beam according to any one of the first to seventh aspects, a gusset is welded to the diaphragm, and the gusset is formed of the steel beam. It is characterized by being bolted to the web. As described above, by connecting the gusset welded to the diaphragm to the web of the steel beam by bolts, the proof stress at the beam end can be further improved.
[0016]
According to a ninth aspect of the present invention, there is provided a beam-to-column connection in which a steel beam having a flange and a web is joined to a steel pipe column, and the penetration having substantially the same shape as the cross-sectional profile of the steel pipe column is provided. A column and a beam that have a hole and are made of a single member, are inserted into the steel pipe column, the diaphragm is intermittently welded or partially welded to the steel pipe column, and the flange of the steel beam is joined to the diaphragm to the diaphragm. In this method, the diaphragm is inserted into the steel pipe column and welded in advance, and a haunch is provided at the beam end of the flange of the steel beam to enlarge the flange width or beam structure. The steel pipe column and the steel beam are carried into a construction site, and the diaphragm and the haunch are welded.
[0017]
BEST MODE FOR CARRYING OUT THE INVENTION
Hereinafter, embodiments of the present invention will be described with reference to the accompanying drawings.
FIG. 1 is a perspective view illustrating a joint structure 10 for a column and a beam according to a first embodiment of the present invention, and FIG. 2 is a front view of the joint structure 10. FIG. 3 is an exploded view showing the joint structure 10 separated into columns and beams.
[0018]
As shown in FIGS. 1 to 3, a joint structure 10 of the present embodiment joins a steel pipe column 1 and a steel beam 2. The steel pipe column 1 is formed of a prismatic steel pipe, and two diaphragms 4 and 5 are welded to an outer peripheral surface thereof. The diaphragms 4 and 5 are formed of a single plate having through holes 4a and 5a having substantially the same shape as the cross-sectional outer diameter of the steel tube column 1 at the center. The steel tube column 1 is inserted into the through holes 4a, 5a of the diaphragms 4, 5, and the inner periphery of the through holes 4a, 5a and the outer peripheral surface of the steel tube column 1 are intermittently welded or partially welded over the entire periphery. Are joined to each other.
[0019]
A gusset 6 and a gusset plate 7 are provided between the two diaphragms 4 and 5. Four gussets 6 are welded to the respective surfaces on the outer periphery of the steel tube column 1 in a state substantially perpendicular to the respective surfaces, and are welded to the diaphragms 4 and 5 at both upper and lower ends. Each gusset 6 is provided with a bolted portion 6 a protruding toward the steel beam 2. As will be described later, the bolted portion 6a is configured to fit between the upper and lower flanges of the steel beam 2 and is bolted to the web of the steel beam 2 by a bolt hole 6b provided in the bolted portion 6a. It has become.
[0020]
On the other hand, the steel beam 2 is made of an H-shaped steel including upper and lower flanges 2a and 2b and a web 2c. A vertical haunch is provided at the beam end of the steel beam 2 by welding a vertical rib member 8. As shown in FIG. 4, the vertical rib member 8 is a member having a T-shaped cross section formed by cutting an existing H-shaped steel 20 made of a flange 20a and a web 20b by a web 20b. is there. The vertical rib member 8 is welded to the lower surface of the lower flange 2b of the steel beam 2 in an inverted T-shape in which the flange 8a is on the lower side. At the beam end of the web 2c of the steel beam 2, there is provided a bolt hole 2d for bolt connection with the bolt fastening portion 6a of the gusset 6 described above.
[0021]
In this embodiment, as shown in FIG. 4, the H-section steel 20 is cut along two straight lines A and B. The straight line A is inclined with respect to the flange 20a, and the straight line B is more greatly inclined than the straight line A. Therefore, in a state where the vertical rib member 8 is welded to the steel beam 2, the lower side of the flange 8 a of the vertical rib member 8 is slightly inclined with respect to the steel beam 2, and the end portion opposite to the steel pipe column 1. An oblique portion 8b is formed at the bottom. In the present embodiment, a flange portion is provided on the inclined portion 8b by joining a plate material 8c substantially perpendicular to the flange 8a by welding or the like.
[0022]
As described above, since the inclined portion 8b is formed in the vertical rib member 8, the height thereof gradually changes at the end of the vertical rib member 8, and the stress concentration caused by the discontinuous dimensional change. Does not occur. Further, since the straight line A is inclined, the heights of the two vertical rib members 8 made of one H-section steel on the beam end side can be set separately. For example, in the example of FIG. 4, the height of one vertical rib member 8 on the beam end side is h1, and the height of the other vertical rib member 8 on the beam end side is h2. As will be described later, the height of the vertical rib material 8 on the beam end side needs to be adjusted according to the span of the beam. In this case, however, only by cutting the H-section steel 20 along the oblique straight line A, Two vertical rib members 8 having different heights at the ends of the beam can be manufactured, so that the labor for cutting work can be reduced.
[0023]
Referring again to FIGS. 1 to 3, the diaphragms 4, 5 on the steel tube column 1 side are spaced apart from each other at the beam ends of the steel beam 2 (that is, the upper flange 2 a and the flange 8 a of the vertical rib material 8). (Interval with the steel pipe column 1). The height of the bolted portion 6 a of the gusset 6 is set to be slightly smaller than the distance between the upper and lower flanges 2 a and 2 b of the steel beam 2. Then, the bolts 6a of the gusset 6 are bolted to the web 2c in a state of being fitted between the upper and lower flanges 2a and 2b of the steel beam 2, and the diaphragms 4 and 5 are respectively connected to the upper flange 2a and the vertical of the steel beam 2. The steel pipe column 1 and the steel beam 2 are joined by abutting and welding with the flange 8 a of the rib member 8.
[0024]
The procedure for joining the diaphragms 4 and 5 to the steel pipe column 1 is as follows. That is, the gusset 6 is welded between the two diaphragms 4 and 5 while maintaining a predetermined interval in advance, thereby manufacturing the diaphragm unit 9 (see FIG. 3). Then, the steel tube column 1 is inserted into the through holes 4a, 5a at the center of the diaphragms 4, 5, and the diaphragm unit 9 is positioned at a predetermined position with respect to the steel tube column 1. Then, the diaphragms 4, 5 and the gusset 6 are connected to the steel tube column. Weld to 1. The work of assembling the diaphragm unit 9 and attaching it to the steel pipe column 1 as described above is performed in a factory. Similarly, for the steel beam 2, the vertical rib members 8 are welded in advance at the factory. Then, the steel pipe column 1 and the steel beam 2 are carried into the construction site, and the gusset 6 and the web 2c of the steel beam 2 are bolted, and then the diaphragms 4, 5 and the flanges 2a, 2b are welded. As described above, at the construction site, the steel pipe column 1 and the steel beam 2 are joined only by bolting the gusset 6 and the web 2c of the steel beam 2 and welding the diaphragms 4, 5 and the flanges 2a, 2b. be able to. Therefore, the work at the construction site can be simplified, and the construction period and cost can be reduced.
[0025]
According to the column-beam joint structure 10 described above, the vertical rib material 8 is welded to the beam end of the steel beam 2 to provide a vertical haunch, thereby reinforcing the beam end. For this reason, when a load due to an earthquake or the like acts on the steel beam 2, the generation position of the plastic hinge becomes a position closer to the beam center side from the welded portion of the beam end, whereby the proof stress at the beam end can be improved. . In addition, since the vertical haunch is provided, the rigidity of the beam is improved, so that horizontal deformation of the frame when an external force such as an earthquake acts can be suppressed to a small value.
[0026]
Further, since the flanges 2a and 2b of the steel beam 2 are joined to the diaphragms 4 and 5 by welding, there is no cross-sectional loss due to bolt holes unlike the case where the flange and the diaphragm are bolted. For this reason, the proof stress of the beam end part can be improved compared with the case of bolt connection.
[0027]
Further, since the vertical rib member 8 is joined to the lower flange 2b of the beam end of the steel beam 2, the beam structure at the beam end is obtained by adding the height of the vertical rib member 8 to the beam structure of the steel beam 2. Dimensions. For this reason, even when the spans of the beams joined to the steel pipe column 1 are different, and accordingly the beam configuration of the steel beam 2 is different, the height of the vertical rib member 8 of each span is also changed by the beam configuration at the beam end. By making adjustments so as to match, butt welding can be performed while securing the connection with the diaphragms 4 and 5.
[0028]
Further, since the vertical rib member 8 can be manufactured only by cutting an inexpensive existing H-shaped steel, the manufacturing cost can be reduced. In particular, in the present embodiment, as described with reference to FIG. 4, by cutting the web of the H-shaped steel 20 along the oblique straight line A, two vertical rib members 8 having desired beam end dimensions can be manufactured. Therefore, the manufacturing cost is further reduced.
[0029]
Further, as described above, the amount of use of the steel material can be reduced by the amount that the bolt is not used for joining the flange and the diaphragm, and in that respect, the cost can be reduced.
[0030]
In addition, the lower flange 2b of the steel beam 2 has a function of stiffening the web 2c at the beam end. For this reason, when the web 2c tries to protrude to the side due to buckling, the protruding can be minimized, and the buckling resistance of the web 2c can be improved.
[0031]
5 to 8 show various modifications of the joint structure 10 of the present embodiment. FIG. 5 shows a vertical rib member 8 in which the upper and lower portions are parallel to each other. FIG. 6 shows a vertical rib member 8 in which oblique lines 8b are omitted to form a rectangular vertical haunch. FIG. 7 shows a vertical rib 8 formed in a triangular shape. Further, FIG. 8 shows that the vertical rib member 8 is not welded to the steel beam 2 to provide a haunch as in the above-described embodiment and each modified example, but the steel beam 2 itself has its web 2c at the beam end. The vertical haunch is provided by forming the portion to be gradually larger. As described above, various modifications can be considered as a configuration in which the vertical haunch is provided at the beam end portion of the steel beam 2, and all of them are included in the scope of the present invention.
[0032]
Next, a second embodiment of the present invention will be described. FIG. 9 is a perspective view showing a joint structure 100 between a column and a beam according to the present embodiment, and FIG. 10 is a plan view of the joint structure 10. FIG. 11 is an exploded view showing the joint structure 100 separated into columns and beams. 9 to 11, the same components as those in the first embodiment are denoted by the same reference numerals, and description thereof will be omitted.
[0033]
As shown in FIGS. 9 to 11, in the present embodiment, the horizontal haunch is formed by welding a horizontal rib plate 102 made of a trapezoidal plate material to both sides of the upper and lower flanges 2 a and 2 b at the beam ends of the steel beam 2. Provided. Further, the diaphragms 4 and 5 on the steel pipe column 1 side are welded to the steel pipe column 1 such that the distance between them is equal to the distance between the upper and lower flanges 2 a and 2 b of the steel beam 2.
[0034]
Also in this embodiment, similar to the first embodiment, the horizontal haunch is provided at the end of the beam, so that the plastic hinge is generated at a position closer to the center of the beam from the welded end of the beam. Strength at the end is improved. In addition, since the beam stiffness is improved by the horizontal haunch, horizontal deformation during an earthquake can be suppressed.
[0035]
In the configuration in which the horizontal haunch is provided as in the present embodiment, the greater the width of the horizontal rib plate 102, the greater the proof stress at the beam end of the steel beam 2. Therefore, when the spans of the beams to be joined to the steel pipe columns 12 are different, the steel ribs 2 to be joined to the steel pipe columns 1 are formed by providing the wider horizontal rib plates 102 for the steel beams 2 having a larger span. The required proof stress can be ensured according to each span while being matched with each other. Thus, even when the steel beams 2 having different spans are joined to the steel pipe column 1, the upper and lower flanges 2a and 2b of each steel beam 2 and the horizontal rib plate 102 welded to the upper and lower flanges 2a and 2b can be connected to the diaphragm 4 on the steel pipe column 1 side. , 5 can be welded.
[0036]
Further, in the present embodiment, since the horizontal rib plate 102 is used to improve the proof stress of the beam end, the beam composition is constant over the entire length of the beam. Therefore, since the beam ends do not protrude downward and compress the room, the configuration of the present embodiment is suitable for application to buildings such as general buildings and condominiums where the floor height cannot be so large.
[0037]
12 to 14 show modified examples of the present embodiment. In FIG. 12, the shape of the horizontal rib plate 102 is changed to a trapezoid having a different direction, and in FIG. 13, the shape of the horizontal rib plate 102 is a pentagon. In FIG. 14, a horizontal haunch is provided by forming the steel beam 2 so that the width of the upper and lower flanges 2a and 2b is widened at the beam ends. As described above, various modifications of the configuration of the horizontal haunch can be considered, and all of them are included in the scope of the present invention.
[0038]
In the above-described first embodiment, a configuration in which a vertical haunch is provided, and in the second embodiment, a configuration in which a horizontal haunch is provided, respectively, are also included in the scope of the present invention. . For example, a horizontal haunch is provided on the upper flange 2a of the steel beam 2 and a vertical haunch is provided on the lower flange 2b, or a vertical haunch is provided on a part of a plurality of beams joined to the same steel pipe column 1, and other A configuration in which a horizontal haunch is provided on a beam, a configuration in which a horizontal haunch or a vertical haunch is provided only in a part of a plurality of beams, or the like. That is, when four steel beams 2 are joined to the steel pipe column 1, there are two types of joining, that is, whether or not a horizontal haunch is provided for each of the four upper flanges 2a of the steel beam 2. As for the four lower flanges 2b in total, there are three types, that is, a horizontal haunch, a vertical haunch, and a non-haunch, but any combination thereof can be used. Therefore, even when the span of each steel beam 2 to be joined to the steel pipe column 1 is different, the form of the haunch and the presence or absence of the haunch are selected for each flange 2a, 2b of each steel beam 2, thereby forming the beam. While maintaining the constant, the strength required at the beam end can be adjusted more flexibly according to the span, and it is possible to cope with the case where the span of the beam joined to the steel pipe column changes over a wide range .
[0039]
【The invention's effect】
ADVANTAGE OF THE INVENTION According to this invention, while being able to eliminate the cross-sectional defect by a bolt hole in a beam end flange, even when the span of the beam joined to a column differs, the beam composition in those beam ends is made to correspond, and with a diaphragm. It is possible to adjust the bearing strength of the beam according to the span while securing the connection.
[Brief description of the drawings]
FIG. 1 is a perspective view showing a joint structure between a column and a beam according to a first embodiment of the present invention.
FIG. 2 is a front view of the joint structure according to the embodiment.
FIG. 3 is an exploded view showing the joint structure of the present embodiment separated into columns and beams.
FIG. 4 is a view showing a method of manufacturing a vertical rib material.
FIG. 5 is a diagram showing a first modification of the present embodiment.
FIG. 6 is a diagram showing a second modification of the present embodiment.
FIG. 7 is a diagram showing a third modified example of the embodiment.
FIG. 8 is a diagram showing a fourth modification of the present embodiment.
FIG. 9 is a perspective view showing a joint structure between a column and a beam according to a second embodiment of the present invention.
FIG. 10 is a plan view of a joint structure according to the present embodiment.
FIG. 11 is an exploded view showing the joint structure of the present embodiment separated into columns and beams.
FIG. 12 is a diagram showing a first modification of the present embodiment.
FIG. 13 is a diagram showing a second modification of the present embodiment.
FIG. 14 is a diagram showing a third modification of the embodiment.
[Explanation of symbols]
10, 100 Joining structure 1 Steel pipe column 2 Steel beam 2a Upper flange 2b Lower flange 2c Web 4,5 Diaphragm 6 Gusset 8 Vertical rib material 20 H-section steel 102 Horizontal rib plate

Claims (9)

  1. In a beam-to-column connection in which a steel beam having a flange and a web is joined to a steel pipe column, a diaphragm made of one member having a through hole having substantially the same cross-sectional shape as the steel pipe column is formed by the steel pipe. A column-beam joining structure in which the diaphragm is intermittently welded or partially weld-welded to the steel pipe column and a flange of the steel beam is joined to the diaphragm to the diaphragm; And a haunch for enlarging at least one of the flange width and the beam width at an end of the joint, and the haunch is welded to the diaphragm.
  2. The joint structure between a column and a beam according to claim 1, wherein the haunch is a vertical haunch that enlarges a beam at an end of the steel beam.
  3. The haunch is characterized in that a rib member having a T-shaped cross section obtained by cutting an H-shaped steel with its web is welded to a lower side of a lower flange of the steel beam in an inverted T-shape. The joint structure between a column and a beam according to claim 2.
  4. At the end of the rib member opposite to the side joined to the steel pipe column, an inclined portion inclined with respect to the vertical direction is formed, and the inclined portion is provided with a flange. The joint structure between a column and a beam according to claim 3, wherein:
  5. The joint structure between a column and a beam according to claim 1, wherein the haunch is a horizontal haunch that enlarges a flange width of at least one of an upper flange and a lower flange of the steel beam.
  6. A horizontal haunch for increasing the width of the flange at the beam end is provided on the upper flange of the steel beam, and a vertical haunch for expanding the beam at the beam end is provided below the lower flange. Item 2. A joint structure between a column and a beam according to item 1.
  7. One or more steel beam columns and a plurality of steel beam columns of a plurality of steel beam columns to be joined at the same height of the same steel pipe column, respectively, by the joint structure according to any one of claims 2 to 6 A joint structure between a pillar and a beam, which is characterized by being joined.
  8. The joint structure between a column and a beam according to any one of claims 1 to 7, wherein a gusset is welded to the diaphragm, and the gusset is bolted to a web of the steel beam.
  9. In a beam-to-column connection in which a steel beam having a flange and a web is joined to a steel pipe column, a diaphragm made of one member having a through hole having substantially the same cross-sectional shape as the steel pipe column is formed by the steel pipe. A method of joining a column and a beam by joining the diaphragm to the steel pipe column by intermittent welding or partial welding welding to the steel pipe column, and joining the flange of the steel beam to the diaphragm to the diaphragm. The diaphragm is inserted and welded, and a haunch for enlarging the flange width or beam structure is provided at the beam end of the flange of the steel beam, and the steel pipe column and the steel beam are carried into a construction site. And welding the diaphragm and the haunch to each other.
JP2002333280A 2002-11-18 2002-11-18 Column-beam connection structure, column-beam connection method Expired - Fee Related JP4110270B2 (en)

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CN107246109A (en) * 2017-03-12 2017-10-13 东北石油大学 Framework and its construction method that real compound concrete filled steel tube coupled column combination beam is constituted
CN107246109B (en) * 2017-03-12 2019-04-16 东北石油大学 The frame and its construction method that real compound concrete filled steel tube coupled column combination beam is constituted

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