JPH0827898A - Building framework structure to reduce degree of processing of steel pipe column - Google Patents

Abstract

PURPOSE:To provide a building framework structure which is constituted to reduce the degree of processing a steel pipe column. CONSTITUTION:Formation of building framework structure is such that a steel pipe column is used as a column for a building and an outer peripheral beam 2 spanning between outer peripheral columns 1 bears mainly a horizontal force, and an internal beam 4 spanning between internal columns 3 does not bear a horizontal force. The outer peripheral column 2 forms a truss beam having height H approximately equal to height amounting to the height of the waist wall of a building and the height of the surrounded interior of a ceiling. End plates 5 mounted on upper and lower chord materials 2a and 2b are brought into contact with the steel pipe column and joined with it by bolts through a rod-form or tubular axial force transmission material 6. An end plate 7 of the internal beam 4 is also brought into contact with the steel pipe column and joined with it by bolts through a rod-form or tubular axial force transmission material 6. In this structure, a work to extend the bearing transmission material through a beam mounting position and form only the necessary number of holes for temporary mounting in the steel pipe column approximately suffices for processing, there in no need to mount a diaphragm, and since the degree of processing is eminently low, a processing cost is reduced and a labor is saved.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a building frame structure implemented in a small-to-medium-scale steel structure building using steel pipe columns and having a reduced degree of processing of the steel pipe columns.

[0002]

2. Description of the Related Art Conventionally, steel structure buildings using steel pipe columns are
Regardless of its size, in order to prevent deformation and destruction of the steel pipe column due to the bending moment that the beam bears at the beam joint, for example, as shown in FIG. It is common practice to provide a diaphragm c across the steel pipe column b at the flange position and rigidly join the flange of the H-shaped steel to the diaphragm c by butt welding (see Japanese Patent Laid-Open No. 6-42041). ).

[0003]

The process for providing the diaphragm c shown in FIG. 10 on the steel pipe pillar is to first cut the steel pipe into the length of the pillar and join the diaphragm to the end portion by welding, A three-step process of joining steel pipes, which are sliced into lengths corresponding to the heights of upper and lower flanges of steel, onto the diaphragm, and further joining steel pipe columns of the next upper floor onto the diaphragm is required. Therefore, not only man-hours are required for cutting the steel pipe and processing and welding the diaphragm, but also ensuring the accuracy of the length when cutting the steel pipe and ensuring the linearity of the pillar,
There is a problem of residual stress caused by welding and a problem of ensuring reliability of welding. In addition, during transportation, the bracket joined to the diaphragm becomes a protrusion to increase the cost of transportation, or the bracket is easily damaged, and it is difficult to fill concrete inside the steel pipe column because of the diaphragm. I have a problem. In addition, it was necessary to install a separate windproof material to attach the outer wall panel.

Therefore, the object of the present invention is that there is no need to attach or process a diaphragm or a similar reinforcing body to a steel pipe column at all, and of course, the processing such as cutting and welding of the steel pipe is also unnecessary, and further, the outer wall It is an object of the present invention to provide an architectural frame structure in which the workability of a steel pipe column is reduced by improving the structure that does not require special preparation of wind resistant materials for panel mounting.

[0005]

[Means for Solving the Problems] As means for solving the above-mentioned problems of the prior art, a building frame structure in which the degree of processing of a steel pipe column according to the present invention is reduced by using a steel pipe column as a pillar of a building. The outer column 1 located on the outer periphery is fixed or pin-connected to the column base at the lower part, and the outer beam 2 installed between the outer columns 1 and 1 mainly bears horizontal forces such as seismic force and wind load, and the inner column 3 connects the lower part to the column base by pins,
The internal beam 4 installed between the two is a building frame structure that does not bear the horizontal force.

The outer perimeter beam 2 is constructed as a truss beam having a height H which is approximately equal to the sum of the height h ₁ of the waist wall of the building and the height h ₂ of the ceiling pocket. The end plate 5 attached to the end portion of 2b is brought into contact with the beam attachment position of the steel pipe column which is the outer peripheral column, and penetrates the pipe wall of the steel pipe column 1 and comes into contact with the end plates 5 and 5 located on both sides thereof. The end plates 5, 5 on both sides are bolted to each other via a rod-shaped or tubular axial force transmitting material 6 or 6 '.

The connection between the inner beam 4 and the steel tube column which is the inner column 3 is performed by bringing the end plate 7 of the inner beam 4 into contact with the beam mounting position of the steel tube column and penetrating the tube wall of the steel column 3. The end plates 7 and 7 on both sides are bolted to each other through rod-shaped or tubular axial force transmission members 6 or 6'which come into contact with the end plates 7 and 7 located on both side faces, and the inner beam 4 and the outer peripheral column 1 are connected. The connection with the barrel steel pipe column is characterized by a pin connection or the same bolt connection structure as the internal column 3.

The present invention also relates to the upper chord member 2 of the truss beam 2.
It is also characterized in that the outer wall panel 8 is attached by using the a and the lower chord member 2b as a wind resistant material.

[0009]

The horizontal force acting on the building is mainly borne and processed by the outer perimeter frame composed of the outer perimeter column 1 and the truss beam 2 having a large H installed between the outer perimeter columns 1, 1. The internal frame 4 constructed between the internal columns 3 and 3 and the internal beam 4 constructed between the internal column 3 and the outer peripheral column 1 has a steel pipe column sandwiched between them for vertical force. Since the two end plates 7, 7 are connected by the axial force transmitting member 6 or 6'and the bolt 9, the performance as a continuous beam is exhibited, but the flexible structure is not restrained (free) against horizontal force. . Therefore, as for the inner pillar 3, it is not necessary to reinforce the joint portion with the inner beam 4 with a diaphragm or the like.

When a horizontal force such as seismic force is applied, the axial forces F and -F generated on the upper and lower chord members 2a and 2b of the truss beam 2 installed between the outer peripheral columns 1 and 1 in the outer peripheral frame are Unlike the case where the vertical force acts, the directions are the same (F or -F direction) as shown in FIG. Therefore, the pulling force and the pushing force act simultaneously on both side surfaces of the pipe wall of the steel pipe column 1. However, the axial force (F or -F) is half that of a normal H steel beam (the beam is about 50 cm) because the beam H is as large as 1.1 m to 1.5 m.
Moreover, when the end plate 5 having an appropriate thickness and size is used, the steel plate wall comes into contact with a wide contact area, so that it is possible to sufficiently maintain the stress level caused by the deformation of the pipe wall within the elastic range. In this case, the tensile force acting on the pipe wall on one side is directly abutted on the pipe wall on the other side by the stress transmitting rods 6 interposed between the pipe walls on both sides of the steel pipe column 1. Since the pushing force of the end plate 5 having the thickness and size is widely transmitted and processed, the phenomenon that the pipe wall is deformed by being locally pulled or pushed by the bolt does not occur. Therefore, it is not necessary to reinforce the outer peripheral column 1 with a diaphragm or the like.

In short, it is sufficient to open the necessary number of holes for setting the axial force transmitting material 6 or 6'at the beam joining position in the steel pipe column without distinguishing between the outer peripheral column 1 and the inner column 3.
The degree of processing is remarkably low. The outer beam 2 is constructed as a truss beam of H because it is approximately equal to the sum of the height h ₁ of the waist wall of the building and the height h ₂ of the ceiling pocket, and is installed between the outer columns. , The lower chord member 2b is just the outer wall panel 8
Since it is at the mounting position of, the upper and lower chord members can be used as wind resistant materials to directly or indirectly mount the outer wall panel 8,
There is no need to separately provide a wind resistant material that receives wind pressure.

[0012]

Embodiments of the present invention shown in the drawings will be described below. FIG. 1 shows a plan layout view of a building frame structure according to the present invention. Square steel tube columns are used for each column. Although not shown, the outer peripheral column 1 located on the outer periphery of the building has its lower part fixed to a column base (or pin-connected). An outer peripheral beam 2 erected between these outer peripheral columns 1 and 1 forms a peripheral frame that receives a floor load and mainly bears horizontal forces such as seismic force and wind load of the entire building. The lower part of the inner column 3 is pin-connected to the column base, and the inner beam 4 erected between these inner columns 1 and 1, and the inner beam 4 erected between the inner column 3 and the outer column 1, Although it has the performance of a continuous beam with respect to the vertical force, it forms an internal frame that does not restrain and bear the horizontal force. It is an architectural frame structure in which the outer frame and the inner frame are combined.

As shown in FIGS. 2 to 4, the inner beam 4 is an H-shaped steel having a size of, for example, about 346 × 174 × 6 × 9 mm, and its end has a vertical and horizontal length. Is 390 × 1
The end plate 7 made of a thick steel plate having a relatively large thickness of 95 mm and a thickness of 19 mm is joined by welding as a factory process, and the end plate 7 is exactly fitted to the side face of the steel pipe column 3 which is the inner column at the beam joining position. It is touched. Incidentally, the steel pipe column 3 in the illustrated example is a square pipe having a size of about 250 × 250 × 9 mm, and a hole having a diameter of about 50 mm is opened at the beam mounting position for setting through the axial force transmission material 6, and the hole is formed in the hole. The axial force transmitting material 6 is penetrated and temporarily fixed by a method such as spot welding. In the case of the illustrated example, the axial force transmitting material 6 is made by cutting a steel pipe having an outer diameter of about 48 mm and a pipe wall thickness of about 7 mm into the same length as the outer width dimension of the steel pipe column 3. This is slightly loosely fitted into the hole of the steel pipe column 3. A total of four axial force transmission members 6 are installed above and below, and to the left and right of the front surface of one end plate 7 (however, the number is not limited to this and the required number is arranged according to the stress level). In the relationship between the beams that are orthogonal to each other, the axial force transmission members 6 are arranged in a vertically staggered arrangement (see FIGS. 2 and 3).

As described above, the two end plates 7, 7 abutting against each other on both sides of the steel pipe column 3 and facing each other, pass a sufficiently long high-tensile bolt 9 in the hollow portion of the axial force transmitting member 6, and oppose each other. An internal frame is formed by fastening the nut 10 to the side and firmly connecting them. Therefore, the internal beams 4 adjacent to each other with the steel pipe column 3 as the internal column interposed therebetween bear a vertical force (floor load) as a continuous beam connected in series by the axial force transmitting material 6 and the high tension bolts 10 and processed. However, the structure is not such that the axial force is directly transmitted to the pipe wall of the steel pipe column, and the lower portion of the inner column 3 is a pin connection that is free to the column base, and the inner frame has an extremely high horizontal rigidity compared to the outer frame. Since it is low, it has a flexible structure in which the sharing of horizontal forces such as earthquakes can be almost ignored.
The connection between the inner beam 4 and the outer peripheral column 1 is made by the same bolt connection as described above, and the web of the inner beam 4 is bolted to the gusset plate 15 attached to the steel pipe column 1 as shown in FIG. A so-called pin connection in which they are joined is also performed.

In the bolt joint structure of the end plates 7, 7, as shown in FIG. 5, the axial force transmitting member 6'uses a solid bar member having screw holes at both ends, The short high-tensile bolt 9 can be similarly carried out with a configuration in which it is screwed into the screw hole. On the other hand, the outer peripheral beam 2 has a size of 100 × 100 × 4.5 in the upper chord member 2a and the lower chord member 2b as an example, as illustrated in FIGS.
A square tube of about mm mm is used, and the diagonal member 2c and the vertical member 2d are, for example, C of about 100 × 50 × 20 × 3.2 mm.
It is constructed as a truss beam using shaped steel. Moreover, in particular, as shown in FIG. 8, the height h ₁ of the waist wall of the building
And the height h ₂ of the ceiling pocket is almost equal to the total height H
The end plate 5 configured as a truss beam of (H is usually about 1.1 m to 1.5 m) and attached to the ends of the upper chord member 2a and the lower chord member 2b is also a steel plate having a sufficiently thick and large (wide) contact area. And is in contact with the beam mounting position of the steel pipe column 1 which is the outer peripheral column. The structure in which the end plates 5 and 5 of the upper chord member 2a and the lower chord member 2b of the outer peripheral beam 2 are bolted to each other on both side surfaces of the steel pipe column 1 is already shown as bolt connection of the end plate 7 of the inner beam 4. 2 to
Exactly the same as shown in FIG. 4, the high tension bolts 9 and the nuts 10 are firmly fastened by the axial force transmission material 6 or 6'which is preliminarily penetrated and temporarily attached to the beam mounting position of the steel pipe column 1. A peripheral frame is formed. In particular, the outer peripheral beam 2 is a normal H
Compared to steel beams (about 50 cm), the H is much larger (H is about 1.1 m to 1.5 m), so
When a horizontal force is applied, the magnitude of the axial force transmission of the upper and lower chord members to the steel pipe wall is halved compared to a normal beam. Moreover, as a property peculiar to the truss, only the axial force acts on each chord member, the thick and large end plate 7 contacts the side surface of the steel pipe column 1 over a wide area, and most of the axial force directly transmits the axial force. Since it is transmitted through the material 6 or 6'and the bolt 9, the pipe wall of the steel pipe column 1 will not be deformed or broken due to excessive stress or bending moment, and therefore the steel pipe column needs to be reinforced by a diaphragm or the like. There is no particular sex.
Regarding the outer peripheral pillar 1, it is not preferable that the outer peripheral beam (truss beam) is too long. Therefore, in the case of a design with a large inter-column span, it is desirable to arrange a plate in the middle.

In addition to the above, the outer perimeter beam 2 is constructed as a truss beam having a large diameter H, which is approximately equal to the sum of the height h ₁ of the waist wall of the building and the height h ₂ of the ceiling pocket, as described above. Therefore, as shown in FIG. 8, when the outer wall panel 8 is mounted, the upper chord member 2a and the lower chord member 2b are used as wind resistant materials against wind load, and the connecting material 12 is simply attached to them. The outer wall panel 8 can be attached by the structure, and it is not necessary to purposely provide a base for attaching the outer wall panel as in the past.

Incidentally, in the construction of the floor 11, the angle 13 is attached to the outer peripheral beam 2 along the floor level, and the angle 13 is provided.
The floor deck plate 14 is erected on the above, and concrete is poured on it.

[0018]

EFFECTS OF THE INVENTION According to the architectural frame structure of the present invention in which the workability of the steel pipe column is reduced, the steel pipe column is provided with the beam attachment position regardless of whether it is the outer peripheral column or the inner column. It is sufficient to process only the required number of temporary holes that penetrate the axial force transmitting material, and there is no need to cut steel pipe columns or install diaphragms, and the degree of processing is extremely low, reducing processing costs. In addition to achieving labor saving, it is easy to obtain the desired quality in a stable manner, and management is also easy.

Therefore, the accuracy of the length when cutting the steel pipe and the linearity of the pillar are ensured, the problem of residual stress caused by welding, the reliability of welding is ensured, and the bracket becomes a protrusion on transportation. The cost increase caused by the problem, the bracket is easily damaged, and it is difficult to fill the inside of the steel pipe pillar with concrete due to the diaphragm, etc. are solved at once and contribute to the rationalization of the construction.

[Brief description of drawings]

FIG. 1 is a plan layout view showing a frame structure of a building to which the present invention is applied.

FIG. 2 is a front view showing a bolt joint portion of an internal beam to an internal column.

FIG. 3 is a side view showing a bolt joint portion of an internal beam to an internal column.

FIG. 4 is a plan view showing a bolt joint portion of an internal beam to an internal column.

FIG. 5 is an enlarged cross-sectional view of a bolt connection portion of an internal beam to an internal column.

FIG. 6 is a front view showing a bolt joint portion of an outer peripheral beam to an outer peripheral column.

FIG. 7 is a plan view showing a bolt joint portion of an outer peripheral beam to an outer peripheral column.

FIG. 8 is a side sectional view showing a structure of attaching an outer wall panel to a peripheral beam and a floor construction structure.

FIG. 9 is a side view showing pin joining of the inner beam to the outer peripheral column.

FIG. 10 is a perspective view showing a conventional beam-column joint structure.

[Explanation of symbols]

1 Peripheral column 2 Perimeter beam 3 Internal column 4 Internal beam h ₁ Waist wall height h ₂ Ceiling height H Truss beam blame 2a Upper chord member 2b Lower chord member 5 End plate 6,6 'Axial force transmitting material 9 Bolt 7 End plate 8 Exterior wall panel

Claims (2)

[Claims] 1. A steel tube column is used as a column of a building, and the outer column located at the outer periphery of the building is fixed or pin-connected to the column base at the lower part, and the outer beam erected between the outer columns is seismic force, wind load, etc. The internal beams are mainly borne by the horizontal force and the lower part is pin-connected to the pedestal, and the internal beams erected between the internal columns are the building frame structure that does not bear the horizontal force. Of the truss beam, which is configured to be approximately equal to the sum of the height of the waist wall and the height of the ceiling pocket, and the end plates attached to the ends of the upper and lower chord members are steel pipe column beam attachments that are outer peripheral columns. The end plates on both sides are bolted to each other through a rod-shaped or tubular axial force transmitting material that is abutted at a position and penetrates the pipe wall of the steel pipe column and abuts on end plates located on both side faces thereof. , The inner beam and a steel pipe column as an inner column The joining is performed by a rod-shaped or tubular axial force transmitting member in which the end plate of the internal beam is brought into contact with the beam mounting position of the steel pipe column and penetrates the pipe wall of the steel pipe column and comes into contact with the end plates located on both side faces thereof. The end plates on both sides are joined together by bolts, and the joint between the internal beam and the steel pipe pillar that is the outer peripheral pillar is a pin joint or the same bolt joint structure as the internal pillar, respectively. An architectural framework structure that reduces the degree of pillar processing. 2. An architectural frame structure with reduced workability of a steel pipe column, characterized in that the upper chord member and the lower chord member of the truss beam according to claim 1 are used as wind resistant materials to attach outer wall panels. .