JP2018184711A - Steel column beam frame with steel pipe column and H-shaped steel beam - Google Patents

Abstract

PROBLEM TO BE SOLVED: To transmit an axial force transmitted from a diagonal column and a brace to a lower floor side, while suppressing buckling of the web of an H-shaped steel beam.SOLUTION: A steel column-beam frame consisting of a steel pipe column 21MK and a beam 22M is formed by connecting the steel pipe column 21MK to the beam 22M, and tabular steel materials 101, 102 are linearly welded to an inner peripheral side face of the steel pipe column 21MK and to both side surfaces of the web 71 of a beam end part 22Ma of the beam 22M.SELECTED DRAWING: Figure 5

Description

  The present invention relates to a steel column beam frame in which a steel pipe column and an H-shaped steel beam are joined, wherein a stiffener is welded to a web side surface of the H-shaped steel beam.

Various reinforcing structures are used at the joint between the steel pipe column and the steel beam in order to ensure the strength of the beam or column.
For example, Patent Document 1 discloses a configuration in which a diaphragm is provided at a joint portion of a steel pipe column, and a flange portion of a steel beam is joined to a portion where the diaphragm is provided on the outer peripheral surface of the steel pipe column. Moreover, this patent document 1 also discloses a configuration in which a reinforcing member is provided at a position different from the diaphragm in the vertical direction in the joint portion of the steel pipe column. According to such a configuration, the local buckling of the joint when the stress is transmitted from the flange part or the web part of the steel beam is suppressed by the diaphragm and the reinforcing member provided in the joint part of the steel pipe column. The
However, in the structure provided with a diaphragm or a reinforcing member in the joint portion of the steel pipe column as disclosed in Patent Document 1, the proof stress of the steel beam cannot be improved.

Patent Document 2 discloses a configuration in which a reinforcing member made of a strip or the like is provided in the vicinity of the neutral axis of the web in a section where the flange of the steel beam may be buckled. According to such a configuration, the bending strength of the steel beam is improved.
Patent Document 3 discloses a configuration in which a stiffening member that gives lateral rigidity is attached to a steel beam web. With such a configuration, the lateral buckling of the steel beam is suppressed and the yield strength is improved.
However, in the configuration in which the reinforcing material and the stiffening member are provided on the steel beam web as disclosed in Patent Documents 2 and 3, although the strength of the steel beam can be improved, the column of the column to which the steel beam is joined Yield cannot be improved.

  Furthermore, in the steel column beam frame in which braces are joined to the joints between the steel pipe columns and the steel beams from an oblique direction, axial force acts through the braces, so the beam ends joined to the columns In addition to bending moment and shearing force, axial force acts. Therefore, in the joint portion between the steel pipe column to which the brace is joined and the steel beam, even if the proof strength of the pillar alone or the beam alone is increased as in the configurations disclosed in Patent Documents 1 to 3, Strength and deformation performance are not necessarily improved, and by strengthening the steel pipe column and steel beam integrally, it is possible to further increase the strength as a steel column beam frame to which the steel beam is joined. desired.

JP-A-2015-52247 JP-A-6-17507 JP-A-5-331963

  The present invention provides a steel pipe column capable of transmitting axial force transmitted from an oblique column or brace to a lower floor side while suppressing buckling of the web of the H-shaped steel beam, and the H-shaped steel beam. It is an object to provide a steel column beam frame.

The present inventors provide an inner diaphragm (first steel plate material) on the inner peripheral side surface of a steel pipe column in a steel column beam structure of a steel pipe column and a steel beam, and steel on an extension line of the inner diaphragm. By providing horizontal stiffeners (second steel plates) on both sides of the web at the beam end of the beam, the rigidity and deformation performance of the steel beam and steel column are increased. Focusing on the point that the lateral buckling of the steel beam can be suppressed while transmitting the axial force acting on the end to the lower floor side, the steel column beam structure of the steel pipe column and the H-shaped steel beam of the present invention is used. It came.
The present invention employs the following means in order to solve the above problems.
That is, the steel column beam frame of the steel pipe column and the H-shaped steel beam according to the first aspect of the invention is a steel column beam frame in which the steel tube column and the H-shaped steel beam are joined. Plate-shaped steel materials are welded in a straight line on the circumferential side surface and both side surfaces of the web at the beam end of the H-shaped steel beam.
According to such a configuration, by providing the plate-shaped steel material continuously so as to straddle the inner peripheral side surface of the steel pipe column and the beam end portion of the H-shaped steel beam, The joint strength at the beam end of the joined H-shaped steel beam is increased, and the steel material cross-sectional area for axial force transmission is increased.
Specifically, by providing a plate steel material at the intermediate height position of the web between the upper and lower flanges at the beam end, the axial force transmission force of the H-shaped steel beam is increased, and the H-shaped steel beam Reduces web buckling.
Also, instead of increasing the strength of either the beam end of the H-shaped steel beam or the steel pipe column alone, the both sides of the web of the inner peripheral side surface of the steel pipe column and the beam end of the H-shaped steel beam In addition, by welding the plate-shaped steel materials in a straight line, the axial force can be smoothly transmitted to the column beam joint portion of the steel pipe column via the beam end portion. Therefore, even in a configuration in which an oblique column or a brace material is joined to the joint portion between the steel pipe column and the H-shaped steel beam, the axial force acting on each member is applied to the steel pipe column via the steel column beam joint. Can be transmitted.
Furthermore, an H-shaped steel beam is provided on both sides of the steel pipe column, the beam end contacting the steel column beam joint, and the end of the brace joined to the column end. In this case, the steel column is formed by the steel pipe column and the H-shaped steel beam on both sides by providing the plate-shaped steel material in a straight line to the web side surface side of the other H-shaped steel beam not provided with the brace material. The beam frame is integrally shear-resisting, and each stress borne by the brace material and the steel beam is transmitted to the steel pipe column and the H-shaped steel beam on the other side across the steel column beam joint.

In the steel column structure of the steel pipe column and the H-shaped steel beam according to the second aspect of the invention, the plate-like steel material provided on the web is less than the central portion side of the H-shaped steel beam. It has the same width and the same shape as the flange of the H-shaped steel beam whose end portion is widened.
According to such a configuration, in addition to the above-described effects, in the H-shaped steel beam, the horizontal stiffener (plate-shaped steel material) welded to the flange and the side surface of the web has a beam end compared to the beam center. Widening on the part side means that the axial force transmission force is higher and the bending strength and rigidity are both higher than those of H-shaped steel beams where the flange is not widened at the beam end or where there is no horizontal stiffener. Increased and will have excellent deformation performance.

In the steel column structure of the steel pipe column and the H-shaped steel beam according to the third aspect of the invention, the thickness of the plate steel material is equal to or greater than the thickness of the web.
According to such a configuration, in addition to the above-described effects, the plate-like steel material welded to the web side surface of the beam has a thickness greater than or equal to the web thickness. Can be demonstrated. In addition, the plate steel material exceeding the web thickness is welded in a straight line to the inner peripheral side surface of the steel pipe column and both side surfaces of the web, so that the axial force transmitted from the beam end part causes an out-of-plane force on the side surface of the steel pipe column. Even when is added, the squeezing of the steel pipe column in the out-of-plane direction can be suppressed. Further, the local buckling strength, lateral stiffness, and torsional stiffness of the H-shaped steel beam are both increased by the stiffening effect of the plate steel material, so that the deformation performance of the steel column beam frame can be improved. .

  According to the present invention, the plate steel is welded in a straight line to the inner peripheral side surface of the steel pipe column and the web side surface of the H-shaped steel beam, thereby suppressing the buckling of the web of the H-shaped steel beam. However, high axial force can be transmitted from the beam end to the steel pipe column. Moreover, about the steel column beam frame of a steel pipe column and an H-shaped steel beam, high joint strength and stable deformation performance can be ensured.

It is a front view which shows the structure of the high-rise earthquake-resistant building provided with the steel column beam frame of the steel pipe column and H-shaped steel beam which concerns on embodiment of this invention. It is a perspective view which shows schematic structure of the high-rise earthquake-resistant building of FIG. It is a perspective view which shows the large-scale brace and inner peripheral tube frame installed in the inner peripheral column beam structure of the high-rise earthquake-resistant building of FIG. It is a front view which shows the inner periphery tube frame of FIG. It is a front view which shows the structure of the column beam junction part of a steel column beam frame, and a beam end junction part (1st Embodiment). It is AA sectional drawing in the steel column beam frame of FIG. 5 (1st Embodiment). It is BB sectional drawing in the steel column beam frame of FIG. 5 (1st Embodiment). It is a front view which shows the structure of the 1st modification of steel column beam frames. It is a front view which shows the structure of the 2nd modification of steel column beam frames. It is a front view which shows the structure of the 3rd modification of steel column beam frames. It is a front view which shows the structure of the 4th modification of steel column beam frames.

The present invention provides a steel column beam structure comprising a steel pipe column and a steel beam, wherein an inner diaphragm (first steel plate material) is provided on the inner peripheral side surface of the steel pipe column, and the steel beam on the extension line of the inner diaphragm This is a steel column beam frame in which horizontal stiffeners (second steel plate materials) are provided on both side surfaces of the web at the beam end.
In the steel column structure according to the present invention, an inner diaphragm (first steel plate material) is provided on the inner peripheral side surface of the steel pipe column in the steel pipe column whose beam end joint is welded to the outer peripheral surface, and the inner diaphragm The first embodiment (FIGS. 5 to 7) in which horizontal stiffeners (second steel plate materials) are provided on both sides of the web of the beam end joint on the extension line of the above, the horizontal stiffener is the beam end joint, and In the first modified example (FIG. 8) provided up to one end of the beam steel frame joined to the beam end joint, and longitudinal reinforcing plates are provided in the orthogonal directions of the inner diaphragm and the horizontal stiffener, respectively. The second modified example (FIG. 9), the third modified example (FIG. 10) in which a vertical reinforcing plate is provided in the middle direction of the horizontal stiffener in the direction orthogonal to the horizontal stiffener, and both sides across the steel pipe column In a steel column beam structure with steel beams, both webs at the beam end joints The surface, a fourth modification of the same horizontal stiffener to the first embodiment is provided (Figure 11). A feature of the present invention is that by providing plate-like steel materials (inner diaphragm, horizontal stiffener) on the inner peripheral side surface of the steel pipe column and the web both side surfaces of the beam end portion, the steel material cross-sectional area for axial force transmission is increased, The buckling length of the web portion between the upper and lower flanges of the steel beam can be shortened, the lateral rigidity and the torsional rigidity can be increased, and the lateral buckling of the steel beam body can be suppressed.
Hereinafter, with reference to the accompanying drawings, examples of buildings in which a steel column beam frame of a steel pipe column and an H-shaped steel beam according to the present invention is adopted, and embodiments of a steel column beam frame are described based on the drawings. explain.

(Building frame using the steel column beam frame of the present invention)
In FIG. 1, the front view which shows the structure of the high-rise earthquake-resistant building provided with the steel column beam frame of the steel pipe column and H-shaped steel beam which concerns on embodiment of invention is shown. FIG. 2 is a perspective view showing a schematic configuration of the high-rise earthquake-resistant building of FIG.
As shown in FIGS. 1 and 2, the high-rise earthquake-resistant building 1 includes a lower structure portion 10 and an upper structure portion 20, and is a steel column made of a steel pipe column and an H-shaped steel beam according to the present invention. The beam frame corresponds to a joint portion J between the diagonal member 46 and the beam member located at the lower end portion of the large-scale brace 65 provided in the upper structure portion 20.
The lower structure part 10 is supported on a foundation pile (not shown) constructed in the ground G. The lower structure portion 10 includes a plurality of lower columns 11 made of steel reinforced concrete (SRC), and lower beams 12 installed between the adjacent lower columns 11.
The upper structure portion 20 is supported on the lower structure portion 10. The upper structure 20 has a plurality of floors in the vertical direction. The upper structure 20 includes a lower floor 20L provided on the lower structure 10, an intermediate floor 20M provided above the lower floor 20L, and an upper floor provided above the intermediate floor 20M. 20H, the 1st structure switching layer 30, and the 2nd structure switching layer 40 are provided.

The lower floor portion 20L of the upper structure portion 20 has a rigid frame structure including columns 21L and beams 22L extending vertically in the vertical direction. Columns 21Lc extending vertically in the vertical direction are arranged at the corners of the lower floor 20L. Each column 21L constituting the lower floor portion 20L is supported on each lower column 11 of the lower structure unit 10, and a load supported by each column 21L is transmitted to each lower column 11.
The intermediate floor portion 20M of the upper structure portion 20 has a ramen structure including columns 21M extending vertically in the vertical direction and beams 22M laid between the columns 21M adjacent to each other. In the intermediate floor portion 20M, the pillars 21M extending in the vertical direction are not arranged at the corner portions 23M of each floor, and the pillars 21M are offset from the corner portions 23M in the horizontal direction along the outer surface of the intermediate floor portion 20M. It is arranged at the position.

As shown in FIG. 2, the upper floor portion 20H of the upper structure portion 20 includes an outer tube structure 50 provided on the outer periphery 1A of the building and an inner tube structure 60 provided on the inner periphery 1B of the building. I have.
As shown in FIGS. 1 and 2, the outer tube structure 50 includes a column 51 extending vertically in the vertical direction and a beam 52 laid between the columns 51, 51 adjacent to each other. The outer tube frame 50 is provided along the building outer peripheral portion 1A of the upper floor portion 20H, and has a cylindrical shape that is rectangular in plan view and continues in the vertical direction. The column 51 of the outer tube structure is formed of a 450 mm × 450 mm B-shaped press-formed square steel pipe BCP325 for building structure.

FIG. 3 is a perspective view showing the inner peripheral tube frame provided in the high-rise earthquake-resistant building of FIG. FIG. 4 is a front view showing the inner peripheral tube frame of FIG.
As shown in FIG. 3 and FIG. 4, the inner peripheral tube frame 60 includes a column 61 that is vertically continuous in the vertical direction, a beam 62 that is installed between columns 61 and 61 that are adjacent to each other, and a large-scale brace 65. It is equipped with. The inner peripheral tube frame 60 is provided on the inner side of the outer tube structure 50 with a space in the horizontal direction from the outer tube structure 50. The column 61 of the inner peripheral tube frame is formed of a 600 mm × 600 mm press-formed square steel pipe BCP325 for building structure having a larger diameter than the outer column size in order to bear more seismic load than the column of the outer peripheral tube frame. Is done.
The large-scale brace 65 is provided on each of the four sides of the inner peripheral tube frame 60. In each composition, the large-scale brace 65 is continuously provided so as to straddle a plurality of floors from the lowest floor of the upper floor 20H to a predetermined floor set above the upper floor 20H. The large-scale brace 65 is composed of two brace members 66 and 66 intersecting in an X shape. Each brace material 66 extends obliquely along each surface of the inner peripheral tube frame 60, and an upper end 66a is joined to a joint between a column 61 and a beam 62 on a predetermined floor above the upper floor 20H. The lower end portion 66b is joined to the joint portion between the lowermost column 61 and the beam 62 of the upper floor portion 20H. The brace material 66 is a 600 mm × 450 mm B-shaped factory welded steel pipe (steel material thickness 55 mm), and reinforcing steel plates are stiffened and welded inside and outside the steel pipe at the joint positions with the beams on each floor.

In the upper floor 20H, a mega truss layer 67 is provided on the upper floor of the large-scale brace 65. In the inner peripheral tube frame 60, the mega truss layer 67 extends in a diagonal direction between the two beams 62, 62 positioned above and below and the two columns 61, 61 adjacent to each other. It has.
Further, as shown in FIG. 4, the mega truss layer 67 includes a truss-like connecting brace 27 between the inner peripheral tube frame 60 and the outer peripheral tube frame 50, and the inner peripheral tube frame 60 and the outer peripheral tube frame. 50 are connected by a connecting brace 27.
Further, as shown in FIG. 2, the mega truss layer 67 includes an outer truss beam 58 provided in a truss shape in the same manner as the truss beam 68 in the outer tube structure 50.
By providing such a mega truss layer 67, the upper portions of the inner tube structure 60 and the outer tube structure 50 are reinforced strongly.

As shown in FIG. 3, the first structure switching layer 30 is provided between the lower floor portion 20 </ b> L and the intermediate floor portion 20 </ b> M of the upper structure portion 20. The first structure switching layer 30 includes a connecting column 31 and an oblique member 32.
The connecting pillar 31 connects each pillar 21M of the intermediate floor portion 20M and each pillar 21L of the lower floor portion 20L positioned vertically below the connecting pillar 31M.
The diagonal member 32 is located at the corner portion 23M of the intermediate floor portion 20M, two pillars 21Me and 21Me provided offset on both sides of the corner portion 23M and the corner portion of the lower floor portion 20L. The book column 21Lc is connected. The diagonal member 32 has a V shape, and upper ends 32a and 32a thereof are respectively connected to two pillars 21Me and 21Me provided on both sides of the corner 23M of the intermediate floor 20M, and a lower end 32b is It is connected to one pillar 21Lc located at the corner of the lower floor 20L.

As shown in FIG. 3, the second structure switching layer 40 is provided between the middle floor 20M and the upper floor 20H of the upper structure 20. The second structure switching layer 40 includes a diagonal member 41 and a corner diagonal member 42 to connect the inner peripheral tube frame 60 of the upper floor 20H and the intermediate floor 20M.
The diagonal member 41 extends downward and inclines toward the outer peripheral side, and the lower end portion of the column 61 of the inner peripheral tube frame 60 of the upper floor portion 20H and the upper end portion of the column 21M located on the outer surface of the intermediate floor portion 20M. (Columns continuous downward from the outer tube structure) are connected. The corner diagonal member 42 is inclined downward and extends toward the outer peripheral side, and the lower end portion of the brace member 66 of the pillar 61c and the large-scale brace 65 provided at the corner portion of the inner peripheral tube frame 60 of the upper floor portion 20H. 66b and the upper ends of the two columns 21Me and 21Me provided offset on both sides of the corner 23M of the intermediate floor 20M are connected. The diagonal member 42 has an inverted V-shape, and its upper end 42 a is connected to the corner column 61 c of the inner peripheral tube frame 60 and the lower end 66 b of the large-scale brace 65. The lower end portion 42b of the corner diagonal member 42 is connected to the upper ends of the two columns 21Me and 21Me provided on both sides of the corner portion 23M of the intermediate floor portion 20M.

  Further, as shown in FIG. 2, the second structure switching layer 40 includes a connecting column 45 and an oblique member 46 for connecting the outer tube structure 50 of the upper floor 20H and the intermediate floor 20M. ing. The connection column 45 extends in the vertical vertical direction, and connects the column 51 of the outer tube structure 50 and the column 21M of the intermediate floor 20M. The diagonal member 46 has an inverted V-shape, and is provided with two columns 21Me, which are offset from both sides of the column 51c provided at the corner of the outer tube frame 50 and the corner 23M of the intermediate floor 20M. It is provided between 21Me. The diagonal member 46 has an upper end 46a connected to the lower end of a column 51c provided at the corner of the outer tube frame 50, and a lower end 46b provided on both sides of the corner 23M of the intermediate floor 20M. It is connected to the upper ends of the book posts 21Me and 21Me, respectively.

In the high-rise earthquake-resistant building 1 having such a configuration, the upper floor portion 20H has a double tube structure including an outer tube structure 50 and an inner tube structure 60. In the upper floor portion 20H, the inner peripheral tube frame 60 is provided with a large-scale brace 65, and is firmly integrated in the inner peripheral portion of the building. Further, since the mega truss layer 67 is provided on the upper portion of the inner peripheral tube frame 60, the inner peripheral tube frame 60 is configured more firmly.
The mega truss layer 67 and the outer tube structure 50 of the inner peripheral tube frame 60 are connected to each other by the mega truss layer 67. Thereby, the inner periphery tube frame 60 and the outer periphery tube frame 50 are firmly connected in the upper part.

(First embodiment)
In the high-rise seismic building 1 as described above, the diagonal load 42 connected to the large-scale brace 65 and the column-beam joint J between the column 21M and the beam 22M have a vertical load borne by the column and a beam. The acting bending moment and shearing force and the axial force transmitted to the lower floor side through the brace material will act (see FIG. 4). In order to support a large load acting on the column beam joint J, a steel column beam frame composed of a steel pipe column and an H-shaped steel beam described below is formed.
FIG. 5 shows a configuration in the vicinity of a column beam joint in a steel column beam frame composed of a steel pipe column and an H-shaped steel beam. 6 shows an AA cross-sectional view showing a cross section of the steel pipe column and the brace material in the steel column beam frame of FIG. 5, and FIG. 7 shows a cross section of the H-shaped steel beam and the brace material. BB sectional drawing is shown.
As shown in FIG. 5 and FIG. 6, the diagonal member 42 is joined to the column 21M and the beam 22M of the intermediate floor portion 20M, so that a column beam joint J is configured. The column 21M is a rectangular concrete-filled steel tube column.
The beam 22M is configured by using a beam steel frame 75. The beam steel frame 75 is made of an H-shaped steel material, and integrally includes a web 75w located in a vertical plane and a flange 75f provided above and below the web 75w and located in a horizontal plane.

In the column beam joint J, a steel pipe column 21M, a beam end joint 70 for joining the beam steel frame 75, and a lower end portion 42b of the diagonal member 42 are integrally provided.
As shown in FIGS. 5 to 7, the beam end joint portion 70 has a cross-sectional shape similar to that of the beam steel frame 75, and integrally includes a web 71 and flanges 72 provided above and below the web 71. . The beam end joint portion 70 is provided so as to protrude by a predetermined length in the horizontal direction orthogonal to the outer peripheral side surface 21Ms of the steel pipe column 21M. The beam end joint portion 70 and the end portion of the beam steel frame 75 are joined via a joint plate 73 and a bolt 74. As shown in FIG. 5, the beam (H-shaped steel beam) 22M includes a beam steel frame 75 and a beam end joint 70 to which the beam steel frame 75 is joined.
The lower end portion 42b of the diagonal member 42 is provided so as to project a predetermined length obliquely upward from the intersection between the outer peripheral side surface 21Ms of the steel pipe column 21MK extending upward from the beam end joint portion 70 and the upper surface of the beam end joint portion 70. It has been.

As shown in FIGS. 5 and 6, in such a beam-column joint J, the plate-shaped reinforcing material 100 is welded to the steel pipe column 21 </ b> M and the side surface of the web at the beam end 22 </ b> Ma of the beam 22 </ b> M. Yes. The plate-shaped reinforcing material 100 includes a plate-shaped steel material 101 provided inside the steel pipe column 21M and a plate-shaped steel material 102 provided at the beam end portion 22Ma. The plate-shaped steel material 101 is made of a plate-shaped steel plate located in a horizontal plane, and is welded to the inner peripheral side surface of the steel pipe column 21M.
The plate-like steel material 102 extends from the outer peripheral side surface 21Ms of the steel pipe column 21M along the axial direction of the beam 22M, and is provided over a predetermined length toward the central portion in the length direction of the beam. The plate-like steel material 102 is welded to both side surfaces of the web 71 of the beam end joint portion 70. The plate-shaped steel material 102 is provided at the same height as the inner diaphragm (plate-shaped steel material 101) welded to the inner peripheral side surface 21Mt of the steel pipe column 21M. That is, the plate steel material 101 and the plate steel material 102 are provided in a straight line in the horizontal direction in which the beam 22M extends.
The plate-shaped steel materials 101 and 102 are made of, for example, a steel plate having a thickness equal to or greater than the thickness of the web 71 of the beam end joint portion 70.
The plate-like steel material 102 is preferably formed such that a length L protruding from the outer peripheral side surface 21Ms of the steel pipe column 21M toward the longitudinal center of the beam steel frame 75 is longer than a predetermined necessary effective welding length Le. . The required effective weld length Le here is defined as the weld length at the time of partial penetration welding strength of the plate-like steel material to the beam end joint or the H-shaped steel beam. In the case of the building of this embodiment, Le = 600 mm. Moreover, in the case of this building, the plate-shaped steel material 102 welded to the web side surface of the beam end joint portion has a steel material thickness of 22 mm, and the plate-shaped steel material has a width of 650 mm on the steel pipe column side and 400 mm on the beam steel frame side.
Here, as shown in FIG. 6, the flange 72 of the beam end joint 70 constituting the beam end 22Ma and the plate-like steel material 102 provided on the web 71 of the beam end joint 70 include the beam 22M. Compared to the central portion side in the length direction, the beam end portion 22Ma side is formed to be widened so that the width dimension gradually increases as it approaches the steel pipe column 21M. In particular, in the present embodiment, the plate-like steel material 102 is configured to have a shape and a width substantially the same as the flange 72.

  As shown in FIG. 5, diaphragms 103 are provided in the steel pipe column 21 </ b> M at the same height as the upper and lower flanges 72 of the beam end joint portion 70. The diaphragm 103 is made of a plate-like steel material like the plate-like steel material 101, and is welded to the inner peripheral side surface 21Mt of the steel pipe column 21M. Therefore, the diaphragm 103 is provided at the height position of the upper and lower flanges of the H-shaped steel beam 22M, and the diaphragm 101 is provided at the height position of the plate-like steel material 102 welded to both sides of the web of the beam end joint portion 70. Here, since the column 21M is made of filled steel pipe concrete, through-holes 101h and 103h are formed in the plate-like steel material 101 and the diaphragm 103, respectively, which serve as concrete paths filled in the steel pipe column 21M.

Incidentally, it is preferable to design the beam 22M as described above based on the following examination.
First, the design bending moment of the web 71 of the beam 22M is calculated with the stress when the end of the beam 22M joined to the column 21M reaches a predetermined yield strength as the maximum moment.
Further, the design shear force is obtained from the stress gradient when the beam end 22Ma reaches the elastic limit strength.
Further, the design axial force is set by multiplying the axial force acting on the web 71 by a predetermined additional coefficient to the ratio of the cross-sectional area of the web 71 to the total cross-sectional area of the axial force at the time of earthquake.
In the beam-column joint J, the maximum shear force acting on the bolt 74 when the design bending moment, the design shear force, and the design axial force obtained as described above are simultaneously applied to the beam 22M is obtained. Further, the joint plate 73 (splice plate) is set so that the effective sectional area and the effective sectional modulus thereof are equal to or larger than the effective sectional area and the effective sectional modulus of the web 71.
The stress acting on the beam 22M designed by such setting is transmitted from the web 71 of the beam 22M to the plate-like steel material 102 via the welded portion between the web 71 and the plate-like steel material 102.

As described above, in the steel column beam frame in which the diagonal member 42 is joined to the joint portion between the steel pipe column 21M and the beam 22M, the diagonal member 42 joined directly to the steel pipe column 21M via the diagonal member 42 is used. Since the stress borne by the diagonal member 42 acts, the plate-like steel members 101 and 102 are welded in a straight line to both side surfaces of the inner peripheral side surface 21Mt of the steel pipe column 21M and the web 71 of the beam end portion 22Ma of the beam 22M. ing.
According to such a configuration, the axial force transmission force from the beam end portion 22Ma to the steel pipe column 21M side can be increased by providing the plate-like steel members 101 and 102 in a straight line. Moreover, the buckling generation | occurrence | production intensity | strength with respect to the web 71 side surface of the inner peripheral side surface 21Mt of the steel pipe pillar 21M and the beam end part 22Ma of the beam 22M can be raised. Specifically, the steel material cross-sectional area for axial force transmission is increased in the beam end 22Ma of the H-shaped steel beam 22M and the steel pipe column 21M. Moreover, the plate-shaped steel materials 101 and 102 are welded to intermediate height positions of the inner peripheral side surface 21Mt of the steel pipe column 21M and the web 71 side surface of the beam end portion 22Ma, and the side cross-sectional areas of the steel pipe column 21M and the steel beam 22M are increased. Therefore, the buckling length is shortened, the lateral rigidity and the torsional rigidity at the beam end 22Ma are increased, and the buckling occurring in the web 71 of the beam 22M can be suppressed.
Further, the strength of only the beam end portion 22Ma of the beam 22M is not increased, but the plate-like steel materials 101, 21 are provided on both side surfaces of the web 71 of the inner peripheral side surface 21Mt of the steel pipe column 21M and the beam end portion 22Ma of the H-shaped steel beam 22M. By welding 102 in a straight line, the axial force can be smoothly transmitted to the beam-to-column joint portion of the steel pipe column 21M through the beam end portion 22Ma. Accordingly, even in the configuration in which the diagonal member 42 is joined to the beam-column joint J between the steel tube column 21M and the beam 22M, the axial force acting on each member is applied to the steel tube column 21M via the steel beam-column joint. Can be transmitted.
In this way, it is possible to ensure stable deformation performance while suppressing local buckling of the web 71 of the beam 22M.

In addition, the plate-like steel material 102 provided on the web 71 is substantially the same width as the flange 72 of the H-shaped steel beam 22M whose beam end 22Ma side is widened compared to the center side of the H-shaped steel beam 22M. And the same shape. According to such a configuration, in the H-shaped steel beam 22M, the horizontal stiffener (plate-shaped steel material) 102 welded to the side surface of the flange 72 and the web 71 is on the beam end 22Ma side as compared with the central portion of the beam 22M. The axial force transmission force is higher and the bending strength and rigidity are higher than the H-shaped steel beam 22M in which the flange 72 is not widened on the beam end 22Ma side or there is no horizontal stiffener. Both are increased and have excellent deformation performance.
In addition, the thickness of the plate steel materials 101 and 102 is equal to or greater than the thickness of the web 71. According to such a configuration, since the plate-like steel material 102 welded to the side of the web 71 of the beam 22M is equal to or greater than the thickness of the web 71, the plate-like steel material 102 sufficiently exhibits a stiffening effect on the web 71. can do. Moreover, the plate-shaped steel materials 101 and 102 exceeding the thickness of the web 71 are welded in a straight line to the inner peripheral side surface 21Mt of the steel pipe column 21M and the both sides of the web 71, so that the axial force transmitted from the beam end 22Ma is Even when an out-of-plane force is applied to the side surface 21Ms of the steel pipe column 21M, the squeezing of the steel pipe column 21M in the out-of-plane direction can be suppressed. In addition, the local buckling strength, lateral stiffness, and torsional stiffness of the H-shaped steel beam 22M are increased by the stiffening effect by the plate steel members 101, 102, so that the deformation performance of the steel column beam frame is improved. Can be made.

(Modification of the embodiment)
The steel column structure of the steel pipe column and the H-shaped steel beam according to the present invention is not limited to the above-described embodiment, and various modifications are conceivable within the technical scope thereof.

(First modification)
In FIG. 8, the structure of the 1st modification of the column beam junction part in the steel column beam frame of a steel pipe column and an H-shaped steel beam is shown.
For example, the length L of the plate-like steel material 102 protruding from the outer peripheral side surface 21Ms of the steel pipe column 21M toward the longitudinal center of the beam steel frame 75 is larger than a predetermined necessary effective welding length Le. preferable. For this reason, as shown in FIG. 8, when the projecting dimension of the beam end joint portion 70 from the outer peripheral side surface 21Ms of the steel pipe column 21M is smaller than the necessary effective weld length Le, the plate-like steel material 102 has the beam end joint portion 70. And the beam steel frame 75 joined to the beam end joint 70 may be provided continuously. For this, the plate steel materials 102A and 102B are welded to both side surfaces of the web 71 of the beam end joint portion 70 and both side surfaces of the web 75w at the end portion of the beam steel frame 75, and further welded to the beam end joint portion 70. The plate-like steel material 102A and the plate-like steel material 102B welded to the beam steel frame 75 are joined together by welding.
According to the configuration of the first modified example, compared to the first embodiment, the plate-like steel material 102 to be welded to both sides of the web 71 of the H-shaped steel beam 22M is lengthened, and buckling is performed on the beam end 22Ma side. By securing a long restraint section, the buckling strength of the steel column beam frame can be increased until large deformation occurs.

(Second modification)
The front view which shows the structure of the 2nd modification of the column beam junction part in the steel column beam frame of a steel pipe column and an H-shaped steel beam is shown in FIG.
As shown in FIG. 9, the plate-shaped reinforcing material 100 as described above can further be provided with longitudinal reinforcing materials 110A and 110B. For example, in the steel pipe column 21M, a longitudinal reinforcing material 110A perpendicular to the axial direction of the beam 22M can be provided between the plate-like steel material 101 and the diaphragm 103 provided above and below the steel plate column 101M. The longitudinal reinforcing member 110A is preferably welded to the plate-shaped steel member 101, the upper and lower diaphragms 103, and the inner peripheral side surface 21Mt of the steel pipe column 21M. The longitudinal reinforcing material 110 </ b> B can be provided at the end of the plate steel material 102. The longitudinal reinforcing member 110B is located in a plane orthogonal to the axial direction of the beam 22M, and is welded to the web 75w of the beam steel frame 75 and the flange 75f.
According to the configuration of the second modified example, compared to the above-described embodiments, the inner diaphragm 101 on the inner peripheral side surface 21Mt of the steel pipe column 21M and the horizontal stiffeners 102 on both side surfaces of the web 71 of the H-shaped steel beam 22M. The vertical reinforcing members 110A and 110B are respectively provided and are welded and integrated, so that the inner peripheral side surface 21Mt of the steel pipe column 21M and the surface of the H-shaped steel beam 22M with respect to the web 71 side surface External deformation and buckling deformation can be suppressed. Therefore, the buckling strength with respect to the inner peripheral side surface 21Mt of the steel pipe column 21M or the web 71 side surface of the H-shaped steel beam 22M can be increased.

(Third Modification)
The front view which shows the structure of the 3rd modification of the column beam junction part in the steel column beam frame of a steel pipe column and an H-shaped steel beam is shown in FIG.
As shown in FIG. 10, the longitudinal reinforcing material 110 </ b> C can be provided not only at the end portion of the plate steel material 102 but also at the intermediate portion of the plate steel material 102. In this case, the longitudinal reinforcing member 110C is located in a plane orthogonal to the axial direction of the beam 22M, and is welded to the web 71 of the beam end joint 70 and the upper and lower flanges 72 thereof.
According to the configuration of the third modified example, two (a plurality of) longitudinal reinforcing members 110B are provided for the horizontal stiffeners 102 on both sides of the web 71 of the H-shaped steel beam 22M as compared to the above-described embodiments. , 110C are welded, and a plurality of rectangular reinforcing steel members are provided on the side of the web 71 by the upper and lower flanges 72, 75f and the longitudinal reinforcing members 110B, 110C, whereby the axial force transmission force and bending strength of the H-shaped steel beam 22M are provided. Both the shear strength and the deformation performance can be improved.

(Fourth modification)
The front view which shows the structure of the 4th modification of the column beam junction part in the steel column beam frame of a steel pipe column and an H-shaped steel beam is shown in FIG.
As shown in FIG. 11, when the beams 22M1 and 22M2 are provided on both sides of the steel pipe column 21M with respect to one steel tube column 21M, the ends of the beams 22M1 and 22M2 are respectively A similar plate-like steel material 102 can be provided.
In such a configuration, the bending moment and shearing force borne by one of the plurality of beams, for example, the beam (H-shaped steel beam) 22M1, are not limited to the steel pipe column 21M but the other beam (H-shaped steel). (Made of beam) 22M2. As a result, the bending moment and shearing force applied to one beam 22M1 can be borne by the entire column beam joint J including the steel pipe column 21M and the other beams 22M2. Further, in the steel column beam frame in which the H-shaped steel beams 22M1 and 22M2 are provided on both sides of the steel pipe column 21M, the inner peripheral side surface 21Mt of the steel tube column 21M and the H-shaped steel beams 22M1 and 22M2 on both sides are provided. The horizontal stiffeners 101 and 102 are respectively provided, and the H-shaped steel beams 22M1 and 22M2 are welded to both sides of the steel pipe column 21M. Buckling strength and deformation performance can be increased.

In addition, the said embodiment is invention regarding the stiffening structure in the beam end part for the steel column beam frame of the steel pipe column and H-shaped steel beam to which a diagonal member is joined, and a column beam junction part. However, it may be a stiffening structure for a steel column beam frame composed of a steel pipe column without an oblique member and an H-shaped steel beam.
In each embodiment of the steel column beam frame, the plate-shaped steel material welded to both sides of the web of the H-shaped steel beam is substantially the same width as the beam end flange width of the widened H-shaped steel beam and has the same shape. However, plate-shaped steel materials may be welded to both sides of the web of the H-shaped steel beam whose flange width is not widened.
Further, in the second modification of the steel column beam structure, the vertical reinforcing member is provided for each of the steel pipe column and the H-shaped steel beam. Directional reinforcement may be provided. Alternatively, in the fourth modified example of the steel column beam frame, the steel pipe column and the H-shaped steel beam are not provided with the vertical reinforcing material, but the vertical reinforcing material is provided as in the second modified example or the third modified example. A material may be provided.
In addition to this, the configuration described in the above embodiment can be selected or changed to another configuration as appropriate without departing from the gist of the present invention.

21M Steel pipe column 71, 75w Web 21Mt Inner peripheral side surface 72, 75f Flange 22M Beam (H-shaped steel beam) 101 Plate steel 22Ma Beam end 102, 102A, 102B Plate steel

Claims (3)

A steel column beam structure in which a steel pipe column and an H-shaped steel beam are joined,
A steel pipe column and an H-shaped steel product, characterized in that a plate-like steel material is linearly welded to the inner peripheral side surface of the steel pipe column and both side surfaces of the web at the beam end of the H-shaped steel beam. Steel column beam frame with beams.   The plate-like steel material provided on the web is substantially the same width as the flange of the H-shaped steel beam with the beam end side widened compared to the center side of the H-shaped steel beam. The steel column beam frame comprising a steel pipe column and an H-shaped steel beam according to claim 1, wherein the frame is a shape.   The steel column beam frame of the steel pipe column and the H-shaped steel beam according to claim 1 or 2, wherein a thickness of the plate steel material is equal to or greater than a thickness of the web.

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