JPS6210351A - Filling steel pipe concrete column structure having distribution plate and long hole arranging part - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

[Detailed Description of the Invention] [Industrial Field of Application] The present invention relates to a filled steel pipe concrete column structure used as a column of a building structure.

[Conventional technology]

Conventional filled steel pipe concrete columns have a structure in which concrete is poured into the middle of a steel pipe. This structure consists of a steel pipe filled with concrete, so the steel pipe and concrete are an integral structure.
For the column (1) that connects two beams, a stiffener ring is attached to the column (m) as an auxiliary member to maintain rigidity, and the beam is connected to this stiffener ring (2).

[Problems to be Solved by the Invention] However, in the above-mentioned conventional filled steel pipe concrete column structure, a beam is simply welded to the outer peripheral surface of the steel pipe.
Remember, the stress transmission between steel pipes and concrete depends on the adhesive strength of the joint. Therefore, the shearing force of the beam is transmitted from the weld between the beam and the steel pipe to the steel pipe as an axial stress, and part of the axial stress transmitted to the steel pipe is transferred from the attachment surface of the steel pipe and concrete to the axis of the concrete. Also, the moment of the beam is transmitted from the weld between the beam and the steel pipe as the internal shear stress of the steel pipe, and the in-plane shear stress transmitted to the steel pipe is a part of it. is transmitted as shear stress between the steel pipe and the concrete adhesion surface ηλ and the concrete 4g.

In this way, in the conventional filled steel pipe concrete column structure, the force transmission path from the beam to the column shifts through the twists and turns of the nail, and the internal concrete is transmitted from the layered surface of the steel pipe and concrete. The transmitted force depends on the adhesion strength of the bonding surface between the steel pipe and concrete.

Therefore, the steel pipes of the columns are subjected to axial stress, internal shear stress, and circumferential stress from the concrete.

Therefore, in the case of filled steel pipe concrete, it is no longer expected that the compressive strength of concrete will increase due to the steel pipe effect, compared to when the axial stress and in-plane shear stress are very small. Therefore, we have no choice but to set the design safety factor to an excessive value (Nari, pillar OW!r
There are disadvantages in that the li + product ζ becomes larger than necessary, and the wall thickness of the steel pipe becomes thicker than necessary.

Incidentally, recently, construction of super high-rise buildings has been rapidly increasing in urban areas. In our country, in order to build high-rise buildings, column structures must be made of flexible structures for earthquake countermeasures.
Must be. However, the conventional filled steel pipe concrete column structure is a rigid column structure as described above, so it is not suitable for the construction of skyscrapers with flexible structures.

This invention was developed in view of the above circumstances, and by introducing a mechanical stress transmission path into the column-to-beam joint structure and ensuring the flatness of the column's concrete cross section, The transmission of force to the concrete part of the column is smooth, direct, and clear, and the axial stress applied to the steel pipe part of the column is reduced by the deformation of multiple oblong holes extending in the circumferential direction of the steel pipe. However, the purpose is to reduce the axial stress in the Mises yield condition equation to almost zero to enhance the coercion/firing effect brought about by the steel pipe C unit.

[Means for solving problems]

This invention relates to a filled steel pipe concrete column structure, in which the column and the beam are joined, on the same side of the steel pipe of the column; Provide one or more webs whose parts are joined to the inner wall of the steel pipe, and this web (conc IJ-)
C included n1 One or more bearing plates are installed along a plane substantially perpendicular to the axis of the steel pipe, and a plurality of bearing plates extending in multiple rows in the circumferential direction of the steel pipe are attached to a portion of the steel pipe of the column. There are nine slotted holes in the slot.

In this invention, a separation material (asphalt, grease, paraffin coating, or plastic coating, etc.) is provided between the steel pipe and the concrete filled in the M pipe, and the steel pipe and concrete are left in an unbonded state. Alternatively, it is also possible to further strengthen the member strength by using fiber concrete as the concrete filled in the steel pipe, placing reinforcing bars in the concrete, introducing prestress, etc. be.

[1! Embodiments] The present invention will be described below with reference to FIGS. 1 to 19. Figures 1 and 2 show a first example of actual collapse of this invention.
FIG. 3 and FIG. 4 are diagrams showing a second embodiment of the present invention. Figures 5 and 6 show the third embodiment of the invention, Figures K7 and 8 show the fourth embodiment of the invention, and Figures 9 and 1θ show the fifth embodiment of the invention. For example, FIGS. 11 and 12 show the sixth embodiment of the invention, FIGS. 13 and 14 show the seventh embodiment of the invention, and FIGS. 15 and 16 show the sixth embodiment of the invention.
The figure shows an eighth embodiment of the invention, and FIGS. 17 and 18 show a ninth embodiment of the invention. These practical examples all show a filled steel pipe concrete column structure having a bearing plate and an elongated hole arrangement part. Figure 19 shows
It is a diagram showing the present invention being applied to an actual building (two sides).

First, referring to FIGS. 1 and 2, reference numeral A in these figures indicates a filled steel pipe concrete column having a bearing plate and an elongated hole arrangement portion. Bearing plate and long hole installation part? Filled steel pipe concrete column (hereinafter referred to as “column”) A
are steel pipes 1a, 1a and 1, which also serve as formwork and are welded to both ends of steel pipe 1 and steel pipe 1, which are located at the joint with the beam.
Inside each other (: orthogonal webs 2a, 2t), 2
C, a bearing plate 3 attached to the lower ends of the webs 2a, 2b, 2C, and a concrete 4 filled in the steel pipe 1.1a, including the webs 2a, 2h, 2c and the bearing plate 3. It consists of The webs 21) and 2(! are welded perpendicularly to the web 2a, and both ends of them are welded to the inner wall of the steel pipe!.

At the lower ends of the webs 2a, 2b, and 2c, a disc-shaped bearing plate 3 is disposed along a plane substantially orthogonal to the axis of the column A. In addition, in the steel pipe 1a portion of column A, the middle IJll (moment recursion point) of column A
is provided. The elongated hole arrangement portion IBC includes a plurality of elongated holes 1 extending in multiple rows in the circumferential direction between approximately the same dimensions as the diameter of the pillar A.
b, lb, . . . are formed in a houndstooth pattern 2:.

The shape of the elongated holes 1b, lb... may be oval, rectangular, or the like.

Furthermore, steel pipe 1. Overall impression of the inner surface of Ia: Steel pipe 1.1
Separating material between a and concrete 4 (asphalt, concrete 4)
coating, paraffin, etc., or plastic coating, etc.) 4
a is provided. Beams B, C,
Welded so that D and E are perpendicular to each other on the same horizontal plane.
ing. Beams B and C.

In D and E, a web of long plates arranged vertically (Bl,
CI, DI, El are provided, and web Bl, DI
is connected to the web 2a via the steel pipe iris, and the webs C1 and El are connected to the webs 2b and 2a via the steel pipe 1.

In this configuration (;, beams B and D mainly have webs Bl and DI
The shearing force that acts on C is the web 2 in the steel pipe 1 through the steel pipe 1.
transmitted to a.

The shearing force transmitted to the web 2a is transmitted through the bearing plate 3.
The axial force is transmitted to the concrete 4, which contains the axial force.

In this way, the shearing force of the beams B and D is transmitted from the web 2a, which is connected to the webs Bl and DI via the steel pipe 1t, to the bearing plate 3, that is, through the mechanical transmission path, and is directly transferred to the concrete. Similarly, the shear force acting mainly on the webs C1 and Elc on the beams C and Elc is transmitted to the webs 2b and 2c through the steel pipes 1t and further from the bearing plate 3 to the concrete I
]-) directly transmitted to 4 as its axial force. In this way, the steel pipe 1 does not receive much shearing force from the beam B-E.Also, even if the steel pipe 1.Ia receives a squeeze from the beam, the steel pipe 1.1a and the concrete 4 Since the separating material 4a is provided between them, the steel pipe 1.1a and the concrete 4 are in an unbonded state, and they can move relative to each other in the axial direction.
Even if the concrete 4 is distorted in the axial direction, the plurality of elongated holes 1b, lb...
The axial strain C of the concrete 4 due to the deformation of
;Since the steel pipe will follow and shrink in the axial direction, 1. When the stress in the axial direction of Ia disappears and the Bases yield condition is applied, the transverse strain of the concrete 4 increases the strength of the steel pipe 1゜1a (2) against the stress in the internal direction, and the concrete
) 4g=can enhance the given confining effect. Therefore, the column structure of Column A can reliably guarantee a much higher compressive strength than the conventional one (2), and an appropriate design safety factor can be set. Since the cross-sectional area of is often determined by the cross-section of the joint between the column and the beam, it is possible to reduce the cross-sectional area of the two columns A. Alternatively, the wall thickness of the steel pipes 1 and 1a can be reduced. It is possible to make the steel pipe 1a thinner than the beams B to E.
Since it is not affected by stress concentration from the steel pipe 1, it can be made thinner than the steel pipe 1.

Next, the second embodiment of FIGS. 3 and 4 (shown in FIG. 2) will be explained. In FIGS. Two elements are given the same reference numerals. (In the following embodiments of Parts 3 to IE9, the same reference numerals are given to the same elements as those of @1 and the second embodiment.) In these figures, the symbol A1 is a column.The column A1 is a steel pipe 1. which also serves as a formwork.
la, the inside of the steel pipe 1.1a (: webs 2a*2bI 2C, webs 2a, 2b that are perpendicular to each other)
, bearing plate 8' l 3 b attached to the lower end C of 2C
I 3 ' 13d, webs 2a, 2b, 2c, and bearing plate 3a.

3b, 3c, and 3a, and is filled with steel pipes I, 1, and 9 concrete 4. web 2b,
2c is perpendicular to the web 2a (-welded),
Both ends are welded to the inner wall C of the steel pipe I. On the lower surfaces of the ends of the webs 2a, 2b, 20, disc-shaped bearing pressure plates 3a, 3b are provided along a plane substantially orthogonal to the axis of the column A1.
, 3c, and 3d are welded. In addition, steel pipe 1 of column A1
In part a, an elongated hole NIB is provided at the middle part of the column AIC (moment recursion point).Elongated hole placement part I
In B, a plurality of elongated holes 1b, Ib, . The shapes of the holes 1b, lb, . . . may be oval, rectangular, or the like.

Roughly, steel pipe 1. The entire inner surface of la (: is steel pipe 1゜1
Separation material between a and concrete 4 (coating with asphalt, grease, paraffin, etc., or plastic coating, etc.) 4a
is provided. Beams B, C,
D and E are perpendicular to each other on the same plane (:welded n
ing. Beams B, C, D.

H: vertically arranged webs Bl, CI, DI.

Webs Bl and DI are connected to web 2a through steel pipe 1, and webs C1 and El are connected to webs 2b and '2 (!) through steel pipe 1.
It is said that the structure is as follows.

In this configuration, the shearing force acting on the beam B and the DC is transmitted through the steel pipe 1 to the webs 2a and 2b, as in the first embodiment.
, 2c, further I: bearing plates 3a, 3b, 3c,
3d and is transmitted to the concrete 4 as the axial force. The moment acting on the nine beams B and DC is the web 2a
and is transmitted to the steel pipe 2 as in-plane shear stress. The web 2a (=transmitted in-plane shear stress is the bearing plate 3a, 3c
Therefore, the plane is maintained ζn, and the shear stress is transmitted to the concrete 4. In this way, the shearing force acting on the beams B and D is applied to the web Bl through the steel pipe 1.

From the web 2a connected to the DI to the bearing plate 3a.

3b, 3a, 34, and directly (-transmitted to the concrete 4) by a mechanical transmission path.

Also, most of the moment acting on the beams B and D is transmitted as shear stress within the web 2aOITn, and...C
; It is held flat by the mechanical resistance of the bearing plates 3a and 3c, and is transmitted to the concrete 4 as shear stress. Similarly, beams C and E (the shearing force acting on the two webs 2b and 2c, which are connected to the webs C1 and El through the steel pipe 1) are applied to the bearing plate a.
The moment acting on the beams C and E is transmitted directly through a, ab, aa, and aa as the axial force of the concrete 4C, and most of the moment acting on the nine beams C and E is transmitted as in-plane shear stress of the webs 2b and 2a. , Further C: The stress is maintained flat by the mechanical resistance of the bearing plates 3b and 3tl, and is transmitted to the concrete 4 as shear stress.

Due to this spasm, the steel pipes 1 and 1a are no longer subjected to much shearing force from the beam B-E. Furthermore, even when the steel pipe 1°1a receives shearing force from the beam, the steel pipe l.

Since a separating material 4a is provided between the steel pipe 1 and the concrete 4, the steel pipe 1. la and concrete 4 are in an unbonded state, and they can move relative to each other in the axial direction. Since the plurality of elongated holes 1b, lb formed with moment recursion points are deformed≦2, the steel pipe 1. The stress in the axial direction of 1a disappears.9. - Pipe 1 transmits most of the moment from beam B-E to concrete 4, so the in-plane shear stress decreases.Therefore, -4 cases of yielding of When applied, the bearing capacity against the circumferential stress i2 generated by the steel pipe 1c due to the transverse strain of the concrete 4 increases, and the confining effect given to the concrete 4(2) can be enhanced. The structure is much higher than that of the conventional one (- far l: high compressive strength guarantees a reliable seal 1)
Therefore, the design safety factor can be set appropriately. Further, since the cross-sectional area of the column Al is often determined by the cross-section of the joint between the column and the beam, it is possible to reduce the cross-section tbm'i of the column A1 as a result. Also steel pipe f,
It is possible to reduce the thickness of Ia.

Since the steel pipe 1a is not affected by the stress concentration from the beam B-E, it can be made thinner than the steel pipe 1.

Straight: This column-to-beam joint structure allows you to freely adjust the shear force and moment load cross section of the beam by changing the area and position of the web and bearing plate.

Next, the third embodiment shown in Figs. Reinforcing bars 5.5... are arranged along the circumferential direction.In such a column structure l2 of column A2, the above-mentioned !III
It has the same functions and effects as the embodiment of Atsushi 1 shown in FIGS.

-Next, the fourth embodiment ζ shown in Fig. 7 and Fig. 8C will be explained. In these drawings C, reference numeral A3 is a column having a reinforced concrete truss. Column A3 has reinforcing bars 5, 5. -... is reinforced. In this case, the pillar structure C of the pillar A3 has the same effect as the second embodiment shown in the above-mentioned Figure 3 and Figure 4.
If this effect is achieved, the pillar A3 can have a larger member strength than the pillar A1.

Next, a fifth embodiment shown in FIGS. 9 and 10 will be described. In the diagram of Koori et al. (2), the symbol A4 is a column with prestressed concrete embedded in it.
The sheath tubes 6, 6. ..., and sheath tube 6.6. ...Through the medium T;PC steel material,
Tension is applied to the PC steel material after concrete 4 has hardened. Therefore, even if the building is subjected to an earthquake and an overturning moment is generated and a tensile stress is applied to the column A4, the actual tensile stress generated will be the value obtained by subtracting the prestress amount. That is, the column structure ζ of the column A4 has the same functions and effects as those of the ninth embodiment described above, and the column A4 can have a greater member strength than the column A.

Next, the sixth embodiment shown in Fig. 11 and Fig. 12 (two will be explained).
5 is inside the pillar A1 (sheath pipe 6.6.. along the two-layer direction).
... is placed, and the PCm material is passed through the sheath pipe 6.6°..., and tension is applied to the PC steel material after the concrete 4 has hardened.

The column A5 has the same function and effect as the column A4. t2, the column structure i2 of the column A5 has the same function and effect as the second embodiment described above, and has a large member proof strength compared to the column A5fl column AI≦2. can.

Next, two examples of the seventh embodiment shown in FIGS. 13 and 14 will be explained. In these figures C, the symbol A6 is a pillar. The pillar A6 is the first embodiment ζ shown in FIGS. 1 and 2;
The structure is similar to that of pillar A. The column A 6 C has a joint member 10 welded to the outer circumferential surface of a steel pipe.

The ribs 12a, 12b, 12c, 124, 12a interposed between the iib and the 7 langes lla and llb.

12f, 12g, and 12h, and the central part of the flange portions 11a and llb (Y is formed with the through hole 13 of the column A6. The web j2f of the joining member 10, 12g1
The web 2a of the column A6 is connected via the steel pipe 1,
The webs 12b and 12c are connected via the steel pipe 1 to the web 21),
It is connected to 2C. Roughly speaking, the joining member 10 is a beam 15
a, I 5' *15c, 15a, 1se,
Joined with 15f, 15g, 15h (^ru. Beam +5a
~15h is 7 lunges 16 arranged in parallel! L, +61
), 16(+, 164°160.16f, 16g, 1
6h and 17a.

17b, 17c, 17d, 17e, 17f, 17g.

17h and a web 18a disposed non-directly between them.
, 18b, 18c, 18d, irises 8e
, 18f.

It consists of 18g and 18h. Webs l 13a and 18 bd of beams 15a and 15b, web 1 of joining member 10
The webs 18C and 18 (L are connected to the web t2h, and the web tse is connected to the web t2h.

18f is connected to the web 12a, and the web 18g
, 18h are connected to the web 124.

In the above configuration (2), the beams 15a, 15b mainly have webs 18a, 18b (the shearing force acting on the beams 15a, 15b is transmitted to the web 12e and the web tzeζ; the transmitted shearing force is transmitted to the web 12b).
c is transmitted to the web 12b (: The transmitted shear force is transmitted to the webs 2b, 2cl- through the steel pipe 1. Steel pipe 21),
The 2C1 two transmitted shear forces are transmitted to the concrete 4 contained in the webs 2b, 201. In this way, beam +5
The shear force of a, 15b can be directly transmitted as the axial force of the concrete 4 (: concrete 4 (2).Similarly, the shear force acting on the beams 15c, 15ac is the axial force of the web 18C
0tsa: OA and others are transmitted to web 12h, web 12h
It is transmitted from the web 12'C to the webs 2b and 2c via the steel pipe i, and acts on the concrete I+-t 4 as an axial force T. The shearing force acting on the beams 15e and 15rc is transmitted from the webs lee and 1$f to the web 12a[: web 12a2) x to the web 12g, and further (transmitted to the web 2a via the two steel pipes l, including the web 2at). -15g, 15h transmitted as axial force to concrete 4
(The two acting shearing forces are transmitted from the web T8g, 18)l to the web 12d, from the web 12d to the web 12f, and further transmitted to the web 2a via the steel pipe 2t, and act on the concrete 4 as an axial force.

This way 5 (:, the shear force of the beam is directly applied to the concrete IJ-4
In order to transfer the axial force to the concrete 4, the steel pipe 1
．． 1a no longer receives much shearing force from the beam.

Moreover, even if the steel pipe 1.1a receives a shearing force from the beam, the steel pipe 1.1a Between Ia and concrete 4 (= means that a separating material 4a is provided, so steel pipe 1.la and concrete 4 are in an unbonded state, and they can move relative to each other in the axial direction.) Furthermore, even if the concrete 4 is distorted in the axial direction, the steel pipe 1a has a plurality of elongated holes 1b formed at the moment of recursion point of the column A6.

lb, -... is deformed (2) Therefore, the axial strain t of the concrete 4 follows and shrinks in the axial direction (2).In other words, applying the Mises yield condition, the steel 911
, la provides a margin in the proof strength against the stress in the circumferential direction generated by the transverse strain of the concrete 4. Therefore, the column A6 is guaranteed to have a much higher compressive strength than the conventional one, and its cross-sectional area can be reduced.
15t), irises 5c, 15a.

15a, 15f, 35g, and 15h are connected to the pillar A6 (:n) through the joint part 0 of the beams 15a to 15h.
The length of the web from 5h to steel pipe 1 is longer (and the amount of deflection is thicker), realizing a more flexible column-to-beam joint structure than in the first embodiment shown earlier. can do.

Next, two eighth embodiments f shown in FIGS. 15 and 16 will be explained. In these figures (2), the symbol A7 is a column made of reinforced concrete. The column A7 has the same structure as the column A2 in the third embodiment shown in Figures 5 and 6. So, this column A7 and beam 15a = 15h
Regarding the joining structure, it has the same function and effect as the seventh embodiment shown in FIGS.
The column A7 has a higher member strength than the column A6 and can be lowered.

Next, 'IK 17 Figure 18 C shown T[9 fruit 6
Let me explain with an example. These figures (2, number A8
is the next pillar that contains prestressed concrete.

The pillar A8 has the same structure as the pillar A4 in the fifth embodiment shown in FIGS. 9 and 1θ.

Therefore, when the O-joint structure ≦2 between the column A8 and the beams 15a to +5h, the same operation and effect as in the embodiment of the hawk 7 shown in FIGS. 13 and 14 described above are obtained. can be lowered to pillar A6 (which has a higher member strength than the other two).

Sara(ko, same (2nd figure 3, 4th figure, and 7th figure, @
Column A1, column A3 shown in Fig. 8, Fig. 11, and Fig. 12,
A joint structure between the column A5 and the beams 15a to 15h is considered. In the joint structure of these columns and beams, the above-mentioned l! It has the same function and effect as Example 7 (2. Each pillar Al.

A3. What are the effects and effects of A5? can have

Here, Fig. 8g19 shows the state in which a filled steel pipe concrete column with a bearing plate and a slotted hole is used in an actual building. Figure 1,
@2 Elements l that are the same as those shown in FIG. 2 are given the same reference numerals. Reference numeral 20 indicates the joint between the column A and the beam B. Columns A, A... between beams B, B1... (:ha,
The middle part (the point of reversal of the moment acting on column A when a building receives an earthquake and generates an overturning moment) (
:, Nagaana Casting Department IB.

IB... is being thrown. The elongated hole arrangement portion IBj2 has a plurality of elongated holes 1b, fb, . . . formed in a houndstooth pattern.

As mentioned in the actual example above, the purpose of the column structure of this filled steel pipe concrete column is beams B and B.

Transmission of force from ... to the concrete parts of columns A, A, ...? Smooth C1 directly and clearly, beams B, B.

To transmit as much of the shearing force as possible to the concrete 4 of columns A, A,... as its axial force.

That is, the steel pipes 1, 1 . ...
, Ia, Ia... (Secondly, the ζ; , steel pipe l, 1...la.

la, . . . are rubbed so as to enhance the confining effect given to the concrete 4. However, as a practical matter, the shear force of beams B, B, etc. is the same as that of columns A, A.

...steel pipe 1.1. ...Ia, Ia... (Yuzen(
Due to the structure of the present invention, it is impossible not to transmit the information. Here, column A is steel pipe 1, 1. ....

A separating material 4 is placed between la, Xa, ... and the concrete 4.
Since A is not set up, Sora and others are unbonded.

In addition, long holes lb, lb, . . . are formed in the steel pipes 1a, Ia, . Therefore, from beams B, B, ... to columns A, A, ..., the steel pipes 1゜1, ..., Ia, la ...≦2, an axial stress of a certain strength or more is applied. When added, steel pipe 1.1. ...
.

la, la,... cause relative movement with the concrete 4 and deform the slits lb, lb,... formed in the steel pipes 1 a, l aI..., thereby reducing the stress in the axial direction. make it disappear. Therefore, in the case of a filled steel pipe concrete column structure (-), which has bearing plates, elongated holes, and a bearing plate, the stress in the axial direction from beams B, B, etc. is transferred to column A,
It is almost possible to touch the concrete part of A,..., and the steel pipe 1.1. ..., Ia.

la, ... is the transverse strain of concrete 4 (from -, steel pipe I
.

1,...l I aI laj...(2) The downward stress in the circumferential direction (2 pairs downward yield strength increases, and the concrete 4
It is possible to enhance the confining effect given to

The bearing plate and the elongated hole arrangement part in each of the above-mentioned embodiments are
Filled steel pipe Funkrete pillar structure has a small cross-sectional area (
Since it can be bent, it can be used as a pillar for flexible structures. Here, a super high 1-building is a typical flexible structure. When a super high-rise building vibrates due to an earthquake, etc., the building flexes to absorb the vibration and prevent the building from collapsing. In such high-rise buildings, the conventional column structure made of filled steel pipe concrete is undesirable because the column cross section becomes sharp and the structure becomes rigid. Therefore, the filled steel pipe concrete column structure having the bearing plate and the elongated hole arrangement part in this embodiment is suitable for application to an ultra-high 1t1 building.

As for concrete and cleat for filling, all the filling materials that can be used for structures such as ordinary concrete, lightweight concrete, fiber concrete, etc. can be used.

〔Effect of the invention〕

As described above, the present invention is directed to the construction of concrete that is contained in the concrete filled inside the steel pipe at the part where the steel pipe and the beam are connected, and that both ends are joined to the inner wall of the steel pipe.
A web or a plurality of webs are provided, and the desired location of this web (two
C1 or a plurality of bearing plates are installed, and a part of the steel pipe of the column C1 (2) is provided with an elongated hole arrangement section in which a plurality of elongated holes extending in multiple rows in the circumferential direction of the steel pipe are arranged. Therefore, the flatness of the concrete cross section of the column is ensured. Most of the shear force of the beam is smoothly, directly and clearly transmitted to the concrete cross section of the column, and the beam is directly transferred from the beam to the steel pipe. The transmitted stress is absorbed by the deformation of multiple long holes extending in the circumferential direction of the steel pipe, reducing the axial stress applied to the steel pipe section of the column, and applying the ξ-zes yield condition. It is possible to fully expect that the compressive strength of concrete will increase due to the confining effect brought about by increasing the stress bearing capacity in the circumferential direction of the steel pipe, and it is possible to reduce the cross-sectional area of the column, The wall thickness can be reduced (Lfp).

[Brief explanation of drawings]

Figures 1 to 18 are diagrams showing embodiments of the present invention. 1 and 2 are diagrams showing a first embodiment of the present invention, and FIG. 1 is a partial sectional view of the main part of the present invention, and
The figures are a sectional view of Fig. 1, a tIXa diagram, and @4 a diagram showing a second embodiment of the present invention. Cross-sectional view of Figure 3, Figure 5, Figure 6
The figure shows the third embodiment of this invention, and FIG. 5 shows the first embodiment of this invention! FIG. 6 is a cross-sectional view of FIG. 5, FIGS. 7 and 8 are views showing actual examples of Hawk 4 of this invention, and FIG. A partial sectional view of the main parts, Figure 8 is a sectional view of Figure 7,! Figure 9! ! FIG. 10 is a diagram showing a fifth embodiment of the present invention, FIG. 9 is a partial sectional view of the main part of the invention, FIG. 10 is a sectional view of FIG. 9, package 11, and FIG. is a diagram showing a sixth embodiment of this invention,
FIG. 11 is a partial sectional view of the main part of this invention, FIG. 12 is a sectional view of FIG. 1I, and FIGS. g+3 and 14 are 51! It is a figure showing an example, and! Figure 13 is a partial sectional view of the main part of this invention, Figure 14 is a sectional view of Figure 13, and Figures 15 and 16 are diagrams showing the eighth embodiment of this invention. FIG. 15 is a partial sectional view of the main part of this invention, and FIG. 16 is a sectional view of FIG. 15. + Figure 7 and Figure 18 are diagrams showing a ninth embodiment of the present invention,
Figure 1E17 is a partial sectional view of the main part of this invention, Figure 18 is a new view of Figure 17, and Figure 19 is a front view showing this invention being used in an actual building. It is. A, AI, A2. A3. A4. A5. A6. A7゜A8
. . . Filled m-tube conc'I-1 having a bearing plate and a long hole arrangement part: , 1. la...iMW, IB
...Group/elongated hole arrangement part, 1b...Elongated hole, 2a, 2
b, 20...web, 3.3a, 3b, 3c,
3d-・group・bearing plate, 4a・・・・・separation material, B,
C, D, g, 15a. 15b, 15c, +5d, 15e, 15f. 15g, 15h... Beam, 5... Rebar,
6. Old... Sheath tube.

Claims (5)

[Claims] (1) In a filled steel pipe concrete column structure, the part where the column and the beam are joined, which is contained inside the steel pipe of the column, contained in the concrete filled in this steel pipe, and whose both ends are attached to the inner wall of the steel pipe. Providing one or more webs to be joined, installing one or more bearing plates included in the concrete at a predetermined location of the web along a plane substantially perpendicular to the axis of the steel pipe, Furthermore, a bearing plate and an elongated hole arrangement part characterized in that a part of the steel pipe of the column is provided with an elongated hole arrangement part in which a plurality of elongated holes extending in plural rows in the circumferential direction of the steel pipe are arranged. Filled steel pipe concrete column structure with. (2) Filled steel pipe concrete having a bearing plate and an elongated hole installation portion according to claim 1, characterized in that a separation material is provided between the steel pipe and the concrete filled in the steel pipe. Column structure. (3) A filled steel pipe concrete column structure having a bearing plate and an elongated hole arrangement portion according to claim 1, wherein the concrete filled in the steel pipe is fiber concrete. (4) Filled steel pipe concrete having a bearing plate and an elongated hole arrangement portion according to claim 1, wherein the concrete filled in the steel pipe is provided with reinforcing materials such as reinforcing bars. Column structure. (5) A filled steel pipe concrete column structure having a bearing plate and an elongated hole arrangement portion according to claim 1, wherein prestress is introduced into the concrete filled in the steel pipe.