JP2019007172A - Column beam joining structure - Google Patents

Abstract

To provide a column beam joining structure which reduces thermal stress acting at the time of welding and reduces inspection man-hours of a welded portion by reducing more a welding portion between a steel pipe column and a steel beam than ever.SOLUTION: An end part of an upper flange 21 of a steel beam 20 is welded to an upper through-diaphragm 15; a lower flange 22 of the steel beam 20 and an end part of a web 23 thereof are welded to a side wall part 10a of a steel pipe column 10, and a lower through-diaphragm 16 and the lower flange 22 are welded via a plate-like brace material 40 arranged so as to be inclined with respect to a horizontal direction; a space surrounded with the steel pipe column 10, the steel beam 20, and the brace material 40 is the space penetrated. A pair of reinforcing ribs 50 and 50 are formed so as to sandwich the web 23 from a position where a first virtual plane F1 for equally dividing a thickness of the brace material 40 into two and a second virtual plane F2 for equally dividing a thickness of the lower flange into two intersect each other, in a vertical direction toward the upper flange 21.SELECTED DRAWING: Figure 4

Description

  The present invention relates to a beam-to-column connection structure between a steel pipe column and an H-shaped steel beam.

  Conventionally, in a joint structure between a steel pipe column and an H-shaped steel beam, for example, a flange of the steel beam is welded to a pair of diaphragms formed on the steel pipe column. Here, when the beam of the steel beam and the distance between the pair of diaphragms are substantially the same, both flanges of the steel beam may be welded to each diaphragm. For example, among these steel beams When the beam formation of the steel beam is smaller than the distance between the pair of diaphragms, each flange of the steel beam cannot be directly welded to each diaphragm. In view of such points, for example, Patent Document 1 proposes the following beam-column connection structure as a structure in which a steel pipe column and a steel beam are bonded.

  In this column beam connection structure, a steel pipe column is formed with a pair of upper and lower through diaphragms. The lower through diaphragm is welded to the lower flange of the steel beam, and the steel beam web and upper side The flange is welded to the side wall of the steel column. In addition, a plate-shaped wand (haunch) is welded to the upper through diaphragm of the steel pipe column and the upper flange of the steel beam, and between the wand material and the upper flange of the steel beam, The brace web is welded. Further, reinforcing ribs (stiffeners) extending in the vertical direction are arranged so as to sandwich the steel beam web at a position away from the portion where the brace material and the upper flange are joined.

  According to this column beam joint structure, the steel pipe column upper diaphragm, the brace material joined between the upper flange of the steel beam, and the brace material and the upper flange of the steel beam are joined. The joint strength between the steel pipe column and the steel beam is secured by the web for the cane. In addition, by providing the reinforcing rib at a position away from the portion where the brace material and the upper flange are joined, the strength of the steel beam is secured and the stress at the portion where the brace material and the upper flange are joined is also provided. Concentration can be avoided.

Japanese Patent No. 5690533

  However, in the column beam connection structure shown in Patent Document 1, it is possible to secure the bonding strength between the steel pipe column and the steel beam by suppressing the plastic deformation of the cane material with the cane material and the web for the cane. However, the rib for the cane is welded to the upper flange of the steel beam, the brace material, and the side wall portion of the steel column that are in contact with the periphery thereof. For this reason, at the time of welding, not only these portions are easily subjected to thermal stress, but also the number of inspection locations of the welded portions where these are welded increases.

  The present invention has been made in view of such points, and by reducing the welded portion between the steel pipe column and the steel beam than before, the thermal stress acting during welding is reduced and the welded portion is reduced. It is an object of the present invention to provide a beam-column joint structure that can reduce the inspection.

  In view of the above problems, the inventors have intensively studied.As a result, by providing the reinforcing ribs at appropriate positions, even if the ribs for the cane are omitted, the plastic deformation of the cane material can be suppressed. Thereby, it was thought that the welding part by the rib for a cane can be suppressed.

  The present invention is based on such an idea, and the column beam connection structure according to the present invention is a column beam connection structure of a steel pipe column and an H-shaped steel beam, and the steel pipe column includes A pair of through diaphragms are formed vertically so that the end portion protrudes from the side wall portion of the steel pipe column, and the beam formation of the steel beam is smaller than the distance between the pair of through diaphragms. The end of one flange of the steel beam is welded to one of the through diaphragms, and the side wall of the steel pipe column between the pair of through diaphragms has the steel. The other flange of the beam and the end of the web are welded, and the other through-diaphragm and the other flange are arranged in such a manner that they are inclined with respect to the horizontal direction. Welded through the steel pipe column and The space surrounded by the steel beam and the cane material is a through space, a first virtual plane that bisects the thickness of the cane material, and the thickness of the other flange A pair of reinforcing ribs are formed so as to sandwich the steel beam web along the up-down direction toward the one flange from a position where the second virtual plane that bisects the height is intersected. It is characterized by.

  According to the present invention, since the other through diaphragm of the steel pipe column and the other flange of the steel beam are welded via the plate-shaped cane material, the load from the steel beam is used as the cane material. Can be received at. At this time, the reaction force from the brace material to the steel beam acts on the other flange of the steel beam, and this reaction force includes a first virtual plane that bisects the thickness of the brace material, In the cross section along the thickness direction of the other flange, it acts along the up-down direction toward one flange from the position where the second virtual plane that bisects the thickness of the other flange intersects. In the present invention, since the pair of reinforcing ribs extend along the direction in which the reaction force acts, the reinforcing ribs can be used to react the brace material to the steel beam without providing the cane ribs. Can receive power. As a result, the thermal stress during welding is reduced and the inspection of the welded part is reduced by reducing the welded part between the steel pipe column and the steel beam, compared to the case where the rib for the cane is provided. can do. Moreover, since the space surrounded by the steel pipe column, the steel beam, and the cane material penetrates, the inspection of the welded portion between the steel pipe column and the steel beam is easily performed using this space. be able to.

As a more preferred aspect, the brace material is a rectangular plate material, and the bending buckling slenderness ratio _h λ _{c of the} brace material is 0.53 or less. _{However, h λ c = (h N} y / h N e) is _^1/2, h _{N y is,} h _N y ₌ yield limit strength towards wand material represented by _{B h · t h · h σ} y in and, _{B h} is the width of Hotsue material, _{t h} is the thickness of the Hotsue _{material, h} sigma _y is the yield stress of the Hotsue _material, h _{N e is} h N _e = π ² · E · I _h / _k l _c ² Yield bending buckling strength of the cane material, E is Young's modulus of the cane material, and I _h is weak axis section a second moment, _k l _c is the buckling length of Hotsue material, buckling length of Hotsue material is one half of the length of Hotsue material.

According to this aspect, as is clear from the analysis results of the inventors described later, if the bending buckling slenderness ratio _h λ _{c of the} cane material is 0.53 or less, the buckling deformation of the cane material Can be suppressed more reliably.

  As a more preferable aspect, the other flange and the web of the steel beam and the side wall of the steel pipe column are welded by fillet welding. According to this aspect, since the flange and the web on the other side are welded to the side wall portion of the steel pipe column having no diaphragm by fillet welding, the welded portion can be easily inspected from the outside.

  In a more preferred embodiment, the reinforcing rib is made of a substantially right triangle plate, and the height of the reinforcing rib in the vertical direction is at least half the width of the other flange of the steel beam. Or less than half the size of the beam of the steel beam. According to this aspect, even if the height of the reinforcing rib in the vertical direction is not more than half of the size of the steel beam, it is not less than half of the width of the other flange. The reaction force of the cane material can be sufficiently received by the reinforcing rib. As a result, the length of the welded portion between the reinforcing rib and the steel beam web can be shortened, and the thermal stress acting on the reinforcing rib and the steel beam web during welding can be reduced.

  According to the column beam connection structure according to the present invention, by reducing the welded portion between the steel pipe column and the steel beam, the thermal stress acting at the time of welding can be suppressed and the inspection of the welded portion can be reduced. Can do.

It is a typical perspective view of the column beam junction structure concerning an embodiment of the present invention. FIG. 2 is a side view of the column beam joining structure shown in FIG. 1. FIG. 2 is a front view of the column beam joint structure shown in FIG. 1. (A) is a typical enlarged view of the joining part of the steel beam and the cane material shown in FIG. 2, and (b) is a schematic perspective view showing a virtual plane. (A) is a modification of the beam-column joint structure shown in FIG. 3, and (b) is another modification of the beam-column joint structure shown in FIG. It is another modification of the column beam junction structure shown in FIG. (A)-(c) is a figure for demonstrating the strength calculation of a column beam connection structure. It is an analysis model of the column beam connection structure shown in FIG. (A) is an analysis result of beam yielding of a beam-column connection structure, and (b) is an analysis result of a cane buckling of a beam-column connection structure. (A) And (b) is the graph which showed the relationship between the bending buckling slenderness ratio of a length material, and the strength ratio of a column beam connection structure. (A)-(f) is the graph which showed the analysis result of the column beam connection structure.

  Hereinafter, the present invention will be described based on the present embodiment with reference to the drawings.

1. As shown in FIG. 1, the column beam connection structure 1 according to this embodiment is a column beam connection structure in which a steel pipe column 10 and H-shaped steel beams 20 and 30 are bonded. In the present embodiment, the steel pipe column 10 is a rectangular steel pipe column having a rectangular cross section, and the steel pipe column 10 has a pair of through diaphragms 15 and 16 that are vertically arranged so that the end portion protrudes from the side wall portion 10a of the steel pipe column 10. Is formed.

  Specifically, the steel pipe column 10 has a structure in which a pair of through diaphragms 15 and 16 made of a rectangular plate material are welded between the steel pipe column parts 11, 12, and 13. The upper through diaphragm 15 is welded to the steel pipe column portion 11 and the steel pipe column portion 13 while being sandwiched between the steel pipe column portion 11 and the steel pipe column portion 13, and the periphery (end) of the upper through diaphragm 15 is the steel pipe column. 10 side walls 10a. Similarly, the lower through diaphragm 16 is welded to the steel pipe column portion 13 and the steel pipe column portion 12 while being sandwiched between the steel pipe column portion 13 and the steel pipe column portion 12, and the peripheral edge (end portion) of the lower through diaphragm 16. ) Protrudes from the side wall 10 a of the steel pipe column 10.

  Here, it is preferable that one side of the outer dimension of each steel pipe column part 11, 12, 13 is in the range of 150 to 1000 mm, and the thickness is preferably in the range of 6 to 50 mm. Further, one side of the upper and lower through diaphragms 15 and 16 is preferably in the range of 200 to 1050 mm, and the wall thickness is preferably in the range of 12 to 100 mm. Furthermore, it is preferable that the protruding lengths of the end portions of the upper and lower through diaphragms 15 and 16 are in the range of 5 to 30 mm. Note that the distance between the upper through diaphragm 15 and the lower through diaphragm 16 has a size corresponding to the beam formation of a steel beam 30 described later.

  In the present embodiment, there is no diaphragm such as an inner diaphragm inside the steel pipe column 10 between the upper through diaphragm 15 and the lower through diaphragm 16 and it is a hollow. Further, no diaphragm such as an outer diaphragm is formed outside the steel pipe column 10 between the upper passage diaphragm 15 and the lower passage diaphragm 16. That is, the steel pipe column 10 has no diaphragm for joining steel beams 20 and 30 to be described later except for a pair of through diaphragms composed of upper and lower through diaphragms 15 and 16.

  In this embodiment, the two steel beams 20 and 30 are made of H-shaped steels having different beam formations, and the beam formation of the steel beams 20 is smaller than the distance between the upper and lower through diaphragms 15 and 16. The beam formation of the beam-forming beam 30 is the same as the distance between the upper and lower through diaphragms 15 and 16. The steel beam 20 and the steel beam 30 are joined to the steel pipe column 10 so as to extend in directions orthogonal to each other. In this way, a step can be provided between the steel beam 20 and the steel beam 30 by joining the steel beams 20 and 30 having different beam formations to the steel pipe column 10. Here, the step (difference between the lower flanges 22 and 32) between the steel beam 20 and the steel beam 30 is preferably in the range of 50 to 150 mm.

  Here, the upper flange 31 of the steel beam 30 is welded to the upper through diaphragm 15 by butt welding in a state where the backing metal 38 abuts at the end portion thereof. As a result, a butt weld 35 is formed between the upper flange 31 and the upper through diaphragm 15.

  Similarly, the lower flange 32 of the steel beam 30 is welded to the lower through-diaphragm 16 by butt welding with the backing metal 39 abutting at the end thereof. Thereby, a butt weld 37 is formed between the lower flange 32 and the lower through diaphragm 16. Furthermore, the web 33 between the upper flange 31 and the lower flange 32 is welded to the side wall portion 13a of the steel pipe column portion 13 by fillet welding from both sides at the end portion. Thereby, the fillet weld part 36 is formed between the web 33 and the side wall part 13a.

  On the other hand, the upper flange 21 of the steel beam 20 is welded to the upper through diaphragm 15 by butt welding in a state where the backing metal 28 is in contact with the end of the upper flange 21 and the upper through diaphragm 15. A butt weld 25 is formed between the two.

  The lower flange 22 of the steel beam 20 is welded to the side wall portion 13a of the steel pipe column portion 13 at the end thereof by fillet welding, and a corner between the lower flange 22 and the side wall portion 13a is welded. A meat weld 27 is formed. Furthermore, the web 23 of the steel beam 20 is welded to the side wall portion 13a of the steel pipe column portion 13 at the end portion by fillet welding, and the fillet weld is provided between the web 23 and the side wall portion 13a. A portion 26 is formed.

  Furthermore, the lower through-diaphragm 16 and the lower flange 22 are welded by butt welding via a plate-shaped cane member 40 disposed so as to be inclined with respect to the horizontal direction. Thereby, since the end of the lower through diaphragm 16 of the steel pipe column 10 and the lower surface of the lower flange 22 of the steel beam 20 are welded via the brace material 40, The load can be received by the cane material 40. In this embodiment, as shown in FIGS. 2 and 4A, the inclination angle φ of the cane member 40 with respect to the lower flange 22 (horizontal direction in the present embodiment) is in the range of 15 ° to 35 °. Preferably, by satisfying this range, the load from the steel beam 20 can be more effectively received by the cane member 40. Moreover, it is preferable that the plate | board thickness of the cane material 40 exists in the range of 6-22 mm. The width of the cane member 40 is preferably in the range of 100 to 300 mm, and more preferably the same as the width of the lower flange 22.

  Furthermore, in this embodiment, as shown in FIG. 2, in the side view of the beam-column joint structure 1, the space S surrounded by the steel pipe column 10, the steel beam 20, and the brace member 40 penetrates. It is a space. That is, in the column beam joint structure 1 according to the present embodiment, unlike the conventional structure, there is no reinforcing web (rib) or the like between the brace material 40 and the lower flange 22, so far. The number of welded parts is smaller than that, and it is difficult to be affected by thermal stress during welding. Further, by using this space S, it is possible to easily inspect the weld state of the fillet welded portion 27 formed between the lower flange 22 and the side wall portion 13a.

  Here, one end of the cane member 40 is joined by butt welding to the lower surface of the lower flange 22 in a state where the backing metal 45 is brought into contact therewith. Is formed. The other end of the cane member 40 is joined by butt welding to the end of the lower through diaphragm 16 with the backing metal 46 in contact with it, and a butt weld 42 is formed between them. Has been.

  Further, as shown in FIGS. 4A and 4B, the first virtual plane F1 that bisects the thickness of the cane member 40 and the first imaginary plane F1 that bisects the thickness of the lower flange 22 are provided. A pair of reinforcing ribs 50 and 50 are formed along the vertical direction toward the upper flange 21 from the position (intersection line L) where the two virtual planes F2 intersect. The pair of reinforcing ribs 50 and 50 are formed so as to sandwich the web 23 of the steel beam 20.

  Specifically, in the present embodiment, the first imaginary plane F1 of the cane member 40 and the second imaginary plane F2 of the lower flange 22 include an intersecting line L and extend in the vertical direction. Each reinforcing rib 50 is formed so that the three virtual planes F3 pass through the cross section of the reinforcing rib 50 over the height direction of the reinforcing rib 50. More preferably, in the present embodiment, the third virtual plane F3 coincides with a plane that bisects the thickness of the reinforcing rib 50. Thereby, the reaction force from the cane material 40 can be more efficiently received by the reinforcing rib 50.

  Each reinforcing rib 50 and the lower flange 22 are joined by fillet welding, and a fillet welded portion 51 is formed between them, and each reinforcing rib 50 and the web 23 are fillet welded. The fillet welds 52 are formed between them.

  In this way, the pair of reinforcing ribs 50 extend so as to sandwich the web of the steel beam 20 along the direction in which the reaction force from the cane member 40 to the steel beam 20 acts. As described above, the reaction force from the brace material 40 to the steel beam 20 can be received by the pair of reinforcing ribs 50 without providing a brace rib or the like.

  In the present embodiment, each reinforcing rib 50 is made of a substantially right triangle plate, and is welded to the upper surface of the lower flange 22 and the side surface of the web 23. The width of the reinforcing rib 50 is preferably 40% or more of the width of the lower flange 22. It is preferable that the reinforcing rib 50 has a length that does not protrude from the lower flange 22 (less than the length from the web 23 to the edge of the lower flange 22) in a state of being welded to the lower flange 22. Further, the thickness of the reinforcing rib 50 is preferably in the range of 6 to 22 mm, and may be thinner than the thickness of the brace material 40.

  Furthermore, the angle between the edge 57 corresponding to the hypotenuse of the triangle and the horizontal direction is preferably 45 ° or more, and the vertical height Ha of the reinforcing rib 50 is the lower flange of the steel beam 20. It is preferably at least half of the width of 22. Further, the vertical height Ha of the reinforcing rib 50 is preferably less than or equal to one half of the size of the beam of the steel beam 20.

  In the present embodiment, assuming that the width of the reinforcing rib 50 is satisfied, if the height H in the vertical direction of the reinforcing rib 50 is ensured at least one half of the width of the lower flange 22 of the steel beam 20, Even if the height Ha is less than or equal to one half of the size of the beam, the reinforcing rib 50 can sufficiently receive the reaction force from the brace material 40. Thereby, the fillet weld 52 between the lower flange 22 and the reinforcing rib 50 can be made smaller, and the influence of thermal stress during welding can be suppressed.

Here, the bending buckling slenderness ratio _h λ _c of the above-mentioned cane member 40 is preferably 0.53 or less.
Where _h λ _c = ( _h N _y / _h N _e ) ^1/2 ,
_h N _y is the yield limit yield strength of the cane member 40 represented by _h N _y = B _h · t _h · _h σ _y ,
B _h is the width of Hotsuezai 40, _{t h} is the thickness of the Hotsuezai _{40, h} sigma _y is the yield stress of the Hotsuezai 40,
_h N _e is the yield bending buckling strength of the cane member 40 represented by _h N _e = π ² · E · I _h / _k l _c ² ,
E is the Young's modulus of the cane material 40, I _h is the second-axis moment of weak axis of the cane material 40, _k l _c is the buckling length of the cane material 40, and the cane The buckling length _k l _c of the material 40 is a half of the length of the cane material. In addition, the same character used for the series of formulas shown in this specification indicates the same physical quantity.
As is clear from the analysis results described later, if the bending buckling slenderness ratio _h λ _c of the cane member 40 is 0.53 or less, the buckling deformation of the cane member 40 can be more reliably suppressed. .

  Such a column beam joining structure 1 is constructed as follows. First, the steel pipe column 10 is constructed. Specifically, a rectangular lower through-diaphragm 16 is placed on the steel pipe column portion 12 and these are welded. Next, the steel pipe column portion 13 is placed on the lower through-diaphragm 16 and these are welded. To do. Next, the upper through diaphragm 15 is placed on the steel pipe column portion 13 and welded thereto. Finally, the steel pipe column portion 11 is placed on the upper through diaphragm 15 and welded thereto. Thereby, the steel pipe pillar 10 can be obtained.

  Next, the steel beams 20 and 30 are joined to the constructed steel pipe column 10. First, the end of the steel beam 30 is welded to the upper and lower through diaphragms 15 and 16 and the side wall 13a by the above-described welding. Next, the end of the steel beam 20 is welded to the upper through diaphragm 15 and the side wall 13a. Next, the brace member 40 is welded to the lower through diaphragm 16 and the lower flange 22 of the steel beam 30, and the pair of reinforcing ribs 50 are welded to the lower flange 22 and the web 33 of the steel beam 20. .

  Here, in this embodiment, without providing the cane rib, the joint strength between the steel beam 20 and the steel pipe column 10 is ensured by the brace member 40 and the pair of reinforcing ribs 50 welded to the above-described positions. can do. For this reason, even if it does not provide the inner diaphragm welded to the lower side flange 32 in the inside of the steel pipe column 10, the lower flange 32 and the web 33 are the side wall of the steel pipe column 10 in the edge part of the steel beam 30. If fillet welding is performed on the portion 10a, the bonding strength between the steel beam 20 and the steel pipe column 10 is ensured.

  As a result, there are fewer parts to be reinforced than before, and there are fewer welded parts, so the influence of thermal stress during welding can be reduced, and inspection of welded parts is also reduced. Can do. In particular, in the case of the inspection of fillet welding, since the inspection can be performed visually without using ultrasonic waves, the fillet welded portions 26 and 27 of the lower flange 32 of the steel beam 30 and the web 33 are more quickly obtained. Can be inspected.

  Here, in the embodiment shown in FIG. 3, each reinforcing rib 50 is a plate material having a substantially right triangle shape. For example, as shown in FIG. 5A, each reinforcing rib 50 has a substantially rectangular shape. Each reinforcing rib 50 may be welded to the upper flange 21, the lower flange 22, and the web 23. Furthermore, in the embodiment shown in FIG. 3, the cane member 40 is a rectangular plate material. For example, as shown in FIG. 5B, the lower through diaphragm 16 side is a lower bottom, and the lower side A trapezoidal plate material having the flange 22 side as an upper base may be used.

  Further, in the embodiment shown in FIG. 2, the upper flange 21 is welded to the upper passage diaphragm 15, and the brace material 40 is joined to the lower passage diaphragm 16. For example, as shown in FIG. The brace material 40 may be joined to the diaphragm 15, and the lower flange 22 may be joined to the lower through diaphragm 16.

2-1. About the strength calculation of the beam-column joint structure Here, the strength calculation of the joint portion including each welded portion of the beam-column joint structure 1 will be described. This calculation will be described with reference to FIGS. 7A and 7B show a side view and a plan view of the cane member 40 and the steel pipe column 10 and the steel beam 20 welded thereto, and the steel beam 30 is shown. Is omitted. FIG. 7C is an end view of the steel pipe column 10. In the figure, the lines connecting points A, B, and C are yield lines.

ここで、_ｊＭ_ｙ：接合部の降伏曲げ耐力
_ｂＭ_ｙ：鋼製梁２０の降伏曲げモーメント
_ｊＭ_ｐ：接合部の全塑性曲げ耐力
_ｂＭ_ｐ：鋼製梁２０の全塑性曲げモーメント
_ｊＭ_ｕ：接合部の最大曲げ耐力
α：接合部係数（鋼製梁２０の材料が４００Ｎ／ｍｍ^２級鋼の場合は式１．３、
鋼製梁２０の材料が４９０Ｎ／ｍｍ^２級鋼の場合は式１．２）
なお、以下に示すいくつかの式では、これらの耐力および曲げモーメントの算出する過程を説明しているが、この式は一例であり、これに限定されるものではない。 Here, the joint portion is designed so as to have a proof stress necessary for ensuring the plastic deformation ability required for the steel beam 20. That is, as the premise, the following formulas (1.1) to (1.3) are satisfied. These relations are general formulas in the structural analysis of the column beam connection structure.

Where _j M _y : yield bending strength of the joint
_b M _y: the yield bending moment of the steel beam 20
_j M _p : Total plastic bending strength of the joint
_b M _p : Total plastic bending moment of steel beam 20
_j M _u : Maximum bending strength of the joint α: Joint coefficient (equation 1.3 when the material of the steel beam 20 is 400 N / mm ^second grade steel,
When the material of the steel beam 20 is 490 N / mm grade ² steel, formula 1.2)
In addition, although the several formulas shown below have demonstrated the process of calculating these proof stresses and bending moments, this formula is an example and is not limited to this.

ただし、Ｄ_ｃ：鋼管柱１０の外径（一辺の寸法）
ｔ_ｃ：鋼管柱１０の肉厚
Ｈ：鋼製梁２０の梁せい
ｔ_ｆ：鋼製梁２０の上側および下側フランジ２１、２２のフランジ厚
ｃ：鋼製梁２０の下側フランジ２２と下側通しダイアフラム１６の距離
ｄ：鋼製梁２０の下側フランジ２２の縁から降伏線ＡＢまでの距離
ｘ：鋼製梁２０の梁端の降伏領域の幅
ｙ：鋼製梁２０の下側フランジ２２から降伏線ＡＡまでの距離
_ＬＭ_ｙ：降伏線の単位長さ当たりの降伏曲げモーメント
_ｂσ_ｙ：鋼製梁２０の降伏応力度
_ｈＮ_ｃ：方杖材４０の曲げ座屈限界耐力
φ：方杖材４０と梁フランジのなす角度 2-2. Bending yield strength _j M _y of the bending yield strength joint junction, by the following equation (2.1) can be calculated.

However, _Dc : Outer diameter (size of one side) of the steel pipe column 10
t _c : thickness of the steel pipe column 10
H: Because of steel beam 20
t _f : Flange thickness of the upper and lower flanges 21 and 22 of the steel beam 20
c: Distance between the lower flange 22 of the steel beam 20 and the lower through diaphragm 16
d: Distance from the edge of the lower flange 22 of the steel beam 20 to the yield line AB
x: width of the yield region of the beam end of the steel beam 20
y: distance from the lower flange 22 of the steel beam 20 to the yield line AA
_L M _y : Yield bending moment per unit length of yield line
_b σ _y : Yield stress degree of steel beam 20
_h N _c : Bending buckling limit yield strength of the brace material 40
φ: Angle between the brace material 40 and the beam flange

ただし、_ｃσ_ｙ：鋼製梁２０の降伏応力度 Here, yield bend moment _L M _y per unit length of the yield line can be calculated by the following equation (2.2).

_C σ _y : Yield stress degree of steel beam 20

（Ｂ）_ｐλ_ｃ＜_ｈλ_ｃ≦０．５の場合

ただし、_ｈλ_ｃ：方杖材４０の曲げ座屈細長比（上述した式参照）
_ｐλ_ｃ：塑性限界細長比＝０．１５
_ｅλ_ｃ：弾性限界細長比＝１／（０．６）^１／２ The bending buckling limit proof stress _h N _c of the cane material can be calculated by the following formula (2.3) or formula (2.4).
(A) When _h λ _c ≤ _p λ _c

(B) When _p λ _c < _h λ _c ≦ 0.5

_{However, h} lambda _c: Bending seat屈細length ratio of Hotsuezai 40 (see formula described above)
_p λ _c : Plastic limit slenderness ratio = 0.15
_e λ _c : Elastic limit slenderness ratio = 1 / (0.6) ^1/2

ただし、_ＬＭ_ｐ：降伏線の単位長さ当たりの全塑性曲げモーメント 2-3. Total Plastic Bending Strength of Joint Portion The total plastic bending strength _j M _p of the joint portion can be calculated by the following equation (3.1).

Where _L M _p : Total plastic bending moment per unit length of yield line

Here, the total plastic bending moment _L M _p per unit length of the yield line can be calculated by the following equation (3.2).

ただし、_ＬＭ_ｕ：降伏線の単位長さ当たりの最大曲げモーメント
_bσ_ｕ：鋼製梁２０の引張強さ 2-4. Maximum Bending Strength _j M _u of the maximum bending strength joint of the joint can be calculated by the following equation (4.1).

Where _L M _u : Maximum bending moment per unit length of yield line
_b σ _u : Tensile strength of steel beam 20

ただし、_ｃσ_ｕ：鋼製梁２０の引張強さ The maximum bending moment _L M _u per unit length of the yield line can be calculated by the following equation (4.2).

Where _c σ _{u is} the tensile strength of the steel beam 20

ただし、Ｐ_Ｒ：リブの耐力
Ｐ_ｒ：リブに作用する力 2-5. Examination of Reinforcement Rib 50 The reinforcement rib 50 that reinforces the web 23 of the steel beam 20 at the part to which the brace material 40 is attached is examined. The reinforcing rib 50 shall satisfy | fill the following formula | equation (5.1).

However, _{P R:} rib strength of
P _r : force acting on the rib

ただし、ｌ_０：局部圧縮領域の幅
ｔ_ｗ：鋼製梁２０のウェブ２３の厚さ
ｔ_ｈ：補強リブ５０の厚さ
ｒ：鋼製梁２０のフィレット半径
ｈ_ｒ：補強リブ５０のリブの高さ
ａ_ｒ：リブ溶接部の有効のど厚 Rib strength _{P R} can be calculated by the following equation (5.2) and (5.3).

Where l _{0 is} the width of the local compression region
_tw : thickness of the web 23 of the steel beam 20
t _h : thickness of the reinforcing rib 50
r: fillet radius of the steel beam 20
h _r : rib height of the reinforcing rib 50
a _r : Effective throat thickness of the rib weld

On the other hand, the force _{P r} acting on the ribs, by the following equation (5.4) can be calculated.

ただし、_ｆｗＰ_ｕ：梁の下フランジ溶接部の最大耐力
_ｆＰ_ｙ：梁の下フランジの降伏耐力
_ｃＰ_ｐ：柱フランジ面外曲げ全塑性耐力
α：接合部係数（式（１．３）参照） 2-6. Examination of the welded portion of the lower flange 22 of the steel beam 20 The lower flange 22 of the steel beam 20 is joined by fillet welding. A welding part shall satisfy | fill the following formula | equation (6.1).

_However, fw _{P u:} Maximum Strength of the lower flange welded portion of the beam
_f P _y : Yield strength of the lower flange of the beam
_c P _p : Column flange out-of-plane bending total plastic yield strength
α: Joint part coefficient (see formula (1.3))

だたし、a_f：梁の下フランジ溶接部の有効のど厚
_ｂσ_ｕ：梁の引張強さ
Ｂ：鋼製梁２０の下側フランジ２２の幅 Maximum Strength _fw P _u of the welded portion of the lower flange 22 can be calculated by the following equation (6.2).

However, a _f : Effective throat thickness of the lower flange weld of the beam
_b σ _u : tensile strength of the beam B: width of the lower flange 22 of the steel beam 20

The yield strength _f P _y of the lower flange 22 can be calculated by the following equation (6.3).

The out-of-plane bending total plastic yield strength _c P _p of the column flange can be calculated by the following equation (6.4).

ただし、_ｈＮ：梁降伏時に方杖材４０に作用する軸力
_ｈＮ_ｃ：方杖材４０の曲げ座屈限界耐力（式（２．３）、（２．４）参照） 2-7. Examination of the cane material 40 The cane material 40 shall satisfy the following formula (7.1).

However, _h N: Axial force acting on the brace 40 when the beam yields
_h N _c : Bending buckling limit proof stress of the cane member 40 (see formulas (2.3) and (2.4))

ここで、_ｂＭ_ｙ：梁の降伏曲げモーメント
_ｃＰ_ｙ：柱フランジの面外曲げ降伏耐力
φ：方杖材と梁フランジのなす角度 Axial force _{h N} acting on Hotsue material at the beam breakdown can be calculated by the following equation (7.2).

Where _b M _y : yield bending moment of the beam
_c P _y : Out-of-plane bending yield strength of column flange
φ: Angle between the brace material and the beam flange

The out-of-plane bending yield strength _c P _y of the column flange can be calculated by the following equation (7.3).

The above-mentioned formulas (1.1) to (1.3), (5.1), (6.1), and (7.1) are general in order to ensure the strength of each member in the column beam connection structure. It is a formula. Here, No. 1 shown in Table 1 below. For each condition of No. 1 to No. 14, the bending buckling slenderness ratio _h λ _{c of the} cane material is calculated according to the above-described formula, and the total plastic bending strength _j M _p and strength ratio of the joint are calculated according to the formula (3.1). _{(j M p / b M p} ) and was calculated. The results are shown in Table 1.

Incidentally, the outer diameter _{D c} of the steel pipe column 10 and 300 mm, the RyoNaru H steel beams 20 and 450 mm, the width B of the upper and lower flanges 21 and 22 200 mm, 9 mm thickness _{t w} of the web 23 The thickness t _f of the upper and lower flanges 21 and 22 was 14 mm. The width _{B h} of Hotsuezai 40 was 200mm. Furthermore, all the plastic bending moments _b M _p of the steel beams were 474 kNm. In addition, as a variable, the thickness of the steel pipe column 10 was set to any of 12 mm, 16 mm, and 19 mm as a variable, and the step b of the cane material was set to be either 100 mm or 150 mm. The length a of the cane material was 1.5 times the step b. The thickness of the cane material 40 was 6 mm, 9 mm, 12 mm, or 16 mm.

  Assuming this condition and the model condition shown in FIG. FEM analysis was performed on the conditions of 1 to No14. The lower end of the steel pipe column 10 was pin-supported and the upper end was pin-roller-supported, and a load was applied vertically downward to the tip of the cantilever. The analysis is an elasto-plastic finite element analysis considering material nonlinearity and geometric nonlinearity. Marc2015 was used. The element used was a shell element. The yield condition was Mises' yield condition, and after yielding, the law of isotropic hardening was followed.

From the result of this analysis, no. 1-No. 14, the total plastic bending strength _a M _p of the joint portion and the buckling load _a M _cr of the cane member are calculated, and the strength ratio ( _j M _p / _a M _{pcr to the} larger value _a M _pcr among these is calculated. ) Was calculated. The results are shown in Table 1. In Table 1, no. 1-No. 14 shows the larger value of the total plastic bending proof stress _a M _p and the buckling load _a M _cr of each of the 14 conditions. In this analysis result, as shown in FIG. 9A, the failure mode is a beam yield mode (when the total plastic bending strength _a M _p of the steel beam 20 is larger) and the length of FIG. 9B. It can be classified into wood buckling mode (if the larger of the buckling load _a M _cr of Hotsue material). The results are also shown in Table 1. 9A and 9B show the deformation and Mises stress distribution at the time of 1/50 deformation.

Further, in FIG. 1 to No. 14 shows the relationship between the bending buckling slenderness ratio _h λ _{c of the} cane material and the strength ratio ( _j M _p / _b M _p ) in strength calculation. The relationship between the bending buckling slenderness ratio _h λ _{c of the} No. 1 to No. 14 cane materials and the strength ratio strength ratio ( _j M _p / _a M _pcr ) in the FEM analysis was shown. From this result, if the bending buckling slenderness ratio _h λ _{c of the} cane material is 0.53 or less, the strength ratio exceeds 1, and the bending buckling of the cane member 40 and the beam yielding of the steel beam 20 are suppressed. Therefore, it can be said that the strength of the column beam connection structure can be secured.

Furthermore, with the steps shown in FIGS. 11 (a) to (f) as the variables shown in FIGS. 11 (a) to 11 (f), the load deformation relationship is determined by FEM. Calculated. The vertical axis represents the M / Mp of the beam moment (column face position) obtained by making dimensionless the _b M _p of the steel beam, and the horizontal axis represents the deformation angle R of the entire frame of the beam-column joint structure.

  From this result, as the thickness of the steel pipe column increases, the deformation of the entire frame of the beam-column joint structure is suppressed, and as the thickness of the cane material increases, the deformation of the entire frame of the beam-column connection structure is suppressed. I understand that. Furthermore, it can be said that when the level difference of the steel pipe column is increased, the length of the cane material is increased and the cane material is easily buckled.

  Although the embodiments of the present invention have been described in detail above, the present invention is not limited to the above-described embodiments, and various designs can be made without departing from the spirit of the present invention described in the claims. It can be changed. In the present embodiment, two steel beams are joined to a steel pipe column. However, for example, three or four steel beams may be joined to a steel pipe column.

  1: Column-to-column connection structure, 10: Steel pipe column, 15: Upper through diaphragm (one through diaphragm), 16: Lower through diaphragm (the other through diaphragm), 20: Steel beam, 21: Upper flange (one Flange), 22: lower flange (the other flange), 23: web, 30: steel beam, 40: brace material, 50: reinforcing rib

Claims (4)

It is a column beam connection structure between a steel pipe column and a steel beam of H-shaped steel,
In the steel pipe column, a pair of through diaphragms are formed vertically so that the end portion protrudes from the side wall portion of the steel pipe column,
The beam formation of the steel beam is smaller than the distance between the pair of through diaphragms,
The end of one flange of the steel beam is welded to one through diaphragm of the pair of through diaphragms,
The other flange of the steel beam and the end of the web are welded to the side wall portion of the steel pipe column between the pair of through diaphragms, and the other through diaphragm, the other flange, Is welded via a plate-shaped cane material arranged to be inclined with respect to the horizontal direction, and the space surrounded by the steel pipe column, the steel beam, and the cane material penetrates It has become a space,
Up and down direction from the position where the first virtual plane that bisects the thickness of the cane material and the second virtual plane that bisects the thickness of the other flange toward the one flange A pair of reinforcing ribs are formed so as to sandwich the steel beam web along the line. The walking stick material is a rectangular plate material,
2. The beam-column joint structure according to claim 1, wherein a bending buckling slenderness ratio _h λ _c of the cane member is 0.53 or less.
Where _h λ _c = ( _h N _y / _h N _e ) ^1/2 ,
_h N _y is the yield limit yield strength of the cane material represented by _h N _y = B _h · t _h · _h σ _y ,
B _h is the width of the cane material, t _h is the thickness of the cane material, _h σ _y is the yield stress degree of the cane material,
_h N _e is the yield bending buckling strength of the cane material represented by _h N _e = π ² · E · I _h / _k l _c ² ,
E is the Young's modulus of the cane material, I _h is the secondary axial moment of weakness of the cane material, _k l _c is the buckling length of the cane material, and the seat of the cane material The bending length is one half of the length of the cane material.   3. The column beam connection structure according to claim 1, wherein the other flange and the web of the steel beam and the side wall portion of the steel pipe column are welded by fillet welding. 4.   The reinforcing rib is made of a plate material having a substantially right triangular shape, and the height of the reinforcing rib in the vertical direction is at least half the width of the other flange of the steel beam. The beam-to-column connection structure according to any one of claims 1 to 3, wherein the beam-to-beam connection structure is equal to or less than half of a beam size.

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