JP2005248446A - Stud structure of building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a stud structure of a building extremely superior in workability and economic efficiency, by easily setting flexural rigidity balancing with rigidity of the building, needless to say to improve aseismatic performance of the building by early reducing the seismic movement of the building, by transmitting only horizontal force without transmitting axial force. <P>SOLUTION: A stud member 4 is formed of a steel material. Any one of an upper part or a lower part of the stud member 4 is joined to a beam. The other is connecting by a sliding structure 5 for transmitting the horizontal force to a beam 2 on the opposite side of the beam 2 and transmitting no axial force. An adjusting bolt 6 is arranged for transmitting the horizontal force to the connecting part. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a steel pillar, a reinforced concrete building, and a steel reinforced concrete building (hereinafter collectively referred to simply as a building), which does not transmit axial force but transmits only horizontal force and is mainly seismic resistant. More particularly, the present invention relates to a column structure of a building that can set (adjust) a bending rigidity that balances the rigidity of the building.

  Conventionally, as a seismic technology to improve building earthquake resistance by reducing building vibration when building horizontal forces such as earthquakes and winds enter the building early, it absorbs hysteresis energy by plastic deformation when horizontal forces are input. A column structure of a building in which a hysteresis damping member such as yield point steel is applied to the column is known (for example, Patent Document 1). Compared to brace materials and earthquake-resistant walls, the studs have the advantage that horizontal rigidity and proof stress can be ensured without impairing the degree of freedom of the openings in the column beam frame, and the demand for them is increasing in recent years.

  The inter-column structure of the building disclosed in Patent Document 1 is installed almost vertically in the frame surface formed by the columns and beams to reduce the vibration caused by the input of horizontal forces such as earthquakes and winds, thereby improving the earthquake resistance. Compared to conventional vibration control devices such as dynamic dampers, and vibration control devices that automatically control the mass system so that the mass system is in the opposite phase to the movement of the building. Since it can be carried out without the need for special construction techniques, it is excellent in workability and economy.

  However, in order for the studs to function effectively as seismic (damping) elements, it is important not to transmit the long-term axial force of the building to the studs. If the axial force of the building is transmitted to the studs, the accumulated hysteresis energy of the studs may be reduced, and the bending strength of the studs may be reduced, and the required horizontal strength may not be ensured. It is. When the building axial force is transmitted to the stud, as shown in FIG. 29, in the case of a high-rise building in which the stud a is not continuously installed in the vertical direction, the axial force of the stud a itself. However, there is also an inconvenience that it is necessary to concentrate on the beam 2a at a certain level and to design the rigidity and proof strength of the beam 2a to be large. Incidentally, reference numeral 1 in FIG. 29 indicates a column, and reference numeral 2 indicates a beam.

  Therefore, for example, Patent Document 2 discloses a building damping column that prevents a reduction in damping effect (accumulated history energy, etc.) as a configuration that does not transmit the axial force of the building to the stud.

  In the seismic control column of a building disclosed in Patent Document 2, the intermediate column and its upper and lower connecting portions are connected by a paint layer to reduce the axial holding force of the upper and lower connecting portions with respect to the intermediate column. Therefore, the seismic control columns exhibit seismic control effects when horizontal forces such as earthquakes and winds are input. Therefore, finishing work such as tightening the seismic control columns is effectively advanced almost simultaneously with the construction work of the reinforced concrete frame. be able to. Therefore, there is no possibility that the accumulated hysteresis energy of the seismic control column will decrease due to drying shrinkage or creep deformation of the concrete after completion.

Japanese Patent Laid-Open No. 10-82201 JP-A-11-303450

  By the way, the magnitude (response) of the building vibration when a horizontal force such as earthquake or wind is input to the building is different for each level of the building. Accordingly, the horizontal rigidity required for the structure of the pillars of the building is also different for each level of the building (strictly, for each installation position). Therefore, it is desirable that the stud structure of the building can flexibly set (adjust) the bending rigidity that balances the rigidity of the building.

  However, the building seismic control column disclosed in Patent Document 2 does not describe any setting of bending rigidity that balances with the rigidity of the building.

  Therefore, the object of the present invention is not only to transmit axial force but only horizontal force, thereby reducing building vibration early and improving building earthquake resistance, as well as bending stiffness that balances building stiffness. The object is to provide a pillar structure of a building that can be easily set and has excellent workability and economy.

As a means for solving the above-mentioned problems of the prior art, the stud structure of the building according to the invention described in claim 1 is, for example, as shown in FIGS.
The stud member 4 is made of steel, and either the upper part or the lower part of the stud member 4 is joined to the beam 2, while the other transmits a horizontal force to the beam 2 opposite to the beam 2, but the axial force Are connected by a slide structure 5 that does not transmit, and an adjusting bolt 6 that transmits a horizontal force is installed in the connecting part.

The invention described in claim 2 is the pillar structure of the building described in claim 1,
By adjusting the installation position and quantity of the adjusting bolt 6, a bending rigidity that balances the rigidity of the building is set.

  For example, as shown in FIGS. 14 to 16, the stud structure of the building according to the invention described in claim 3 is formed by a steel material 4, and either the upper part or the lower part of the stud member 4. One is joined to the beam 2 and the other is connected to the beam 2 opposite to the beam 2 by a slide structure 15 that transmits horizontal force but not axial force, and a filler 8 that transmits horizontal force to the connecting portion. Is filled in a certain length range.

The invention described in claim 4 is the building pillar structure described in claim 3,
By adjusting the filling length L3 of the filler 8, a bending rigidity that balances the rigidity of the building is set.

  According to a fifth aspect of the present invention, in the inter-column structure of the building described in any one of the first to fourth aspects, the steel material is plastically deformed before a horizontal force exceeding the yield strength of the column beam frame is applied. It is formed.

  The invention described in claim 6 is the building column structure according to any one of claims 1 to 5, wherein the upper or lower portion of the column member 4 is made of steel, precast concrete waist wall, or precast concrete drooping wall. It is characterized by being joined to the beam via the attachment member 7.

  The invention described in claim 7 is the inter-column structure of the building described in any one of claims 1 to 6, wherein the slide structure 5 (15) is a steel material, a precast concrete waist wall, a precast concrete drooping wall, or the like. It is characterized by being joined to the beam via the mounting member 7.

  According to an eighth aspect of the present invention, in the building stud structure according to any one of the first to seventh aspects, the stud member 4 is a square steel pipe made of a steel material such as low yield point steel, ordinary steel, or high strength steel. 4, H-section steel (see FIG. 7 and FIG. 18), double H-section steel (see FIG. 9), which is formed by arbitrarily combining steel materials such as low-yield point steel, ordinary steel, and high-strength steel. And FIG. 20) or a cross H-section steel (see FIGS. 13 and 24).

The pillar structure of the building described in claims 1 to 8 has the following effects.
1) When a large horizontal force such as an earthquake or wind is input to the column beam frame, the slide structure 5 firmly restrains the horizontal movement of the intermediate column member 4, so that the horizontal force (shearing force or bending force) is applied to the intermediate column member 4. Force) is transmitted reliably. Therefore, before the horizontal force exceeding the yield strength of the column beam frame is applied, the inter-column member 4 is plastically deformed, thereby generating a hysteresis damping action that absorbs hysteresis energy, so that the column beam frame maintains a stable strength. can do.
2) Since the slide structure 5 allows the vertical pillar member 4 to slide in the vertical direction, even if the axial force of the upper floor is transmitted to the intermediate pillar member 4, the intermediate pillar member 4 vertically moves inside the slide structure 5. Since it only slides relative to the direction, there is no possibility that the bending strength of the stud member 4 will be lowered, and there is no possibility that the accumulated hysteresis energy of the stud member 4 will be lowered.
3) Since the installation position and quantity of the adjusting bolt 6 or the filling length range of the filler 8 can be adjusted to flexibly set the bending rigidity to balance the rigidity of the building, the stud member 4 is plastically deformed at an optimum value. Alternatively, it can be bent and yielded at the material end portion of the inter-column member 4, and a more stable column beam frame, and thus a building, can be realized.
4) Even in the case of a high-rise building where the stud member 4 is not continuous in the vertical direction, the axial force of the stud member 4 is not transmitted to the beam 2 directly below, so the rigidity of the beam 2 that supports the stud member 4 and There is no need to design a large proof stress, which is economical.
5) Since it is a simple structure in which the stud member 4 and the slide structure 5 are connected in series between the upper and lower beams 2, no special technique is required for the installation work. Moreover, since the installation work does not take time and effort, it is possible to realize construction with excellent economic efficiency while shortening the construction period. It can also be carried out by installing it in the column beam frame 3 of an existing building.

  The building column structure 10 (20) according to claims 1 to 8 is provided substantially vertically in the longitudinal center of the upper and lower beams 2 and 2 in the frame surface 3 formed by the columns 1 and 2. In order to improve the earthquake resistance by reducing the vibration caused by the input of horizontal forces such as earthquakes and winds, it is implemented as follows.

  1 to 3 show an embodiment of a pillar structure 10 of a building according to the invention described in claim 1.

  The stud member 4 which is a main component of the pillar structure 10 of this building is formed of steel, and either the upper part or the lower part of the stud member 4 is joined to the beam 2 and the other is opposite to the beam 2. The horizontal beam 2 is transmitted to the side beam 2 but is connected by a slide structure 5 that does not transmit the axial force, and an adjusting bolt 6 that transmits the horizontal force is installed in the connecting portion (the invention according to claim 1).

  In the present embodiment, the stud member 4 (steel material) is formed of a hollow square steel pipe made of ordinary steel (the invention according to claim 8). Here, ordinary steel refers to general construction steel (SM490, SS400, etc.).

  In addition, the said stud member 4 (steel material) is not limited to the hollow square steel pipe which consists of the said normal steel, In structural design, before the horizontal force exceeding the yield strength of a pillar beam frame acts, in the said stud member 4 The present invention can be implemented with a variety of steel materials having various shapes and strengths as will be described later on condition that the portion restrained by the adjusting bolt 6 is plastically deformed (invention according to claim 5).

  The upper part of the stud member 4 according to the present embodiment is directly joined to the upper beam 2. On the other hand, the lower part of the said stud member 4 is connected with the said slide structure 5, and the said slide structure 5 is joined to the lower beam 2 via the attachment member (steel material) 7, and is implemented (invention of Claim 7). .

  The mounting member (steel material) 7 is implemented by a rectangular steel pipe made of ordinary steel similar to the stud member 4 in consideration of workability and economy, but of course is not limited thereto. The present invention can be carried out in substantially the same manner with a H-shaped steel or a precast concrete waist wall (see reference numeral 7a in FIG. 27). As shown in FIG. 5, the slide structure 5 can be directly joined to the lower beam 2 without using the mounting member 7. Further, the upper portion of the stud member 4 is directly joined to the upper beam 2 but is not limited to this, and via an attachment member 7 such as a precast concrete hanging wall (see reference numeral 7b in FIG. 27). It can also be carried out by joining to the upper beam 2 (the invention according to claim 6). Incidentally, reference numeral 12 in FIG. 27 denotes an unbonded PC steel bar, reference numeral 13 denotes a nut, and reference numeral 16 denotes a steel plate. The same technical idea applies to the following embodiments.

  The slide structure 5 is implemented by a steel box having an open upper surface having a depth that allows the lower part of the stud member 4 to be sufficiently inserted, and the stud member 4 is relatively moved in the vertical direction within the steel box. It has a slidable structure. On the left and right side surfaces of the slide structure, a required number of bolt holes (42 in the illustrated example) into which the adjustment bolts 6 can be screwed are provided, and the adjustment bolts 6 that transmit horizontal force to the bolt holes have a certain length ( It is screwed almost horizontally into the (height) range L1. Incidentally, in this embodiment, the lower end surface of the slide structure 5 (steel box) and the upper end surface of the mounting member (steel material) 7 are firmly fixed by joining means such as welding.

  Further, the slide structure 5 has a gap H such that the lower end portion of the stud member 4 does not collide with the bottom surface portion of the slide structure 5 when viewed in the front direction so as to allow the slide of the stud member 4 in the vertical direction. Is ensured. Further, the slide structure 5 can be fitted tightly so that the inner diameter in the short side direction substantially coincides with the outer diameter of the stud member 4 when viewed in the plane direction so as to restrain the horizontal movement of the stud member 4. This is implemented in a rectangular shape whose inner diameter in the long side direction is slightly longer than the outer diameter of the stud member 4 (see FIG. 3). The adjustment bolt 6 is implemented by using a plurality of adjustment bolts for each required height position, and the tip thereof is fixed in a state of being in contact with the side surface of the stud member 4.

  Therefore, in the building column structure 10 having the above-described configuration, the slide structure 5 fixed to the attachment member (steel material) 7 on the lower beam 2 side firmly restrains the horizontal movement of the column member 4 on the upper beam 2 side. At the same time, since vertical sliding is allowed, it is possible to realize a configuration that transmits the horizontal force (shearing force or bending force) of the building but not the axial force.

  Therefore, when a large horizontal force such as earthquake or wind is input to the column beam frame, the slide structure 5 and the adjusting bolt 6 on the lower beam 2 side firmly restrain the horizontal movement of the column member 4 on the upper beam 2 side. Therefore, a horizontal force (shearing force or bending force) acts repeatedly on the stud member 4. At this time, before the horizontal force that exceeds the yield strength of the column beam frame is applied, the portion of the inter-column member 4 that is restrained by the adjustment bolt 6 is plastically deformed, thereby producing a hysteresis damping action that absorbs hysteresis energy. The column beam frame can maintain a stable proof stress.

  Since the slide structure 5 on the lower beam 2 side allows the vertical column member 4 to slide in the vertical direction, even if the axial force on the upper floor is transmitted to the intermediate column member 4, the intermediate column member 4. Since only the inside of the slide structure 5 is slid relatively in the vertical direction, there is no possibility that the bending strength of the stud member 4 is lowered, and there is no possibility that the accumulated hysteresis energy of the stud member 4 is lowered.

  The stud member 4 can be flexibly set with a bending rigidity that balances with the rigidity of the building by adjusting the installation position and quantity of the adjusting bolt 6, so that the portion restrained by the adjusting bolt 6 in the stud member 4 is plasticized at an optimum value. It can be deformed, and a more stable column beam frame and eventually a building can be realized. Even in the case of a high-rise building in which the stud member 4 is not continuous in the vertical direction, the axial force of the stud member 4 is not transmitted to the beam 2 directly below, so the rigidity of the beam 2 that supports the stud member 4 It is economical because it is not necessary to design a large proof stress. Furthermore, since it is a simple structure in which the stud member 4 and the slide structure 5 are connected in series between the upper and lower beams 2, no special technique is required for the installation work. Moreover, since the installation work does not take time and effort, it is possible to realize construction with excellent economic efficiency while shortening the construction period. It can also be implemented by installing it in the column beam frame 3 of an existing building.

  In addition, the installation position and quantity of the adjusting bolt 6 according to the present embodiment are provided on the left and right side surfaces of the stud member 4 in three stages for each required height position in seven stages, for a total of 42. Of course, this is not a limitation. The installation position and quantity of the adjusting bolt 6 are set according to the bending rigidity that balances the rigidity of the building in terms of the structural design (the invention according to claim 2). In this case, it should be particularly noted that the bending rigidity is greatly influenced according to a certain length range (difference in height between the uppermost and lowermost stages) L1 and L2 of the adjusting bolt 6 to be used. For reference, a bending moment diagram relating to the stud member 4 is schematically shown in FIGS. 4A and 4B. Thus, when L1 (7th stage) and L2 (4th stage) are compared, P1> P3 and P2> P4, and the bending force and shearing force that can be transmitted are different. The same technical idea applies to the following embodiments.

  Further, in the illustrated example, the height position where the slide structure 5 according to the present embodiment is provided is slightly below the center between the upper beam 2 and the lower beam 2, but it is not limited to this. The structural design can be changed as appropriate in consideration of the magnitude of the horizontal force to be input and the rigidity of the stud member 4. For example, if the slide structure 5 is implemented at a position lower than that in FIG. 2 (see FIG. 5), the symbols P1 and P3 in FIG. 4 will be large, and if implemented at a position higher than that in FIG. 2, the symbols P1 and P3 will be small. Become. The same technical idea applies to the following embodiments.

  Further, although not shown, the positional relationship between the stud member 4 and the slide structure 5 is reversed upside down, that is, the lower part of the stud member 4 is directly joined to the lower beam 2, and the upper part of the stud member 4 is joined to the upper beam 2. Even if the slide structure 5 is connected to the upper beam 2 via the mounting member (steel material) 7 and connected by the slide structure 5 that transmits the horizontal force to the shaft but not the axial force, it is almost the same. Expected effects. The same technical idea applies to the following embodiments.

  6 and 7 show different embodiments of the building pillar structure 10 according to the first aspect of the present invention.

  In the second embodiment, the structure of the stud member 14 is mainly different from the first embodiment. That is, the stud member 4 according to the first embodiment is a hollow rectangular steel pipe made of plain steel, whereas the stud member 14 according to the second embodiment is plastically deformed when a horizontal force is input. The so-called H-shaped steel is formed by forming the web 14a with low yield point steel and the like and forming the flange 14b with ordinary steel.

  The low yield point steel refers to a steel material having a lower yield point and tensile strength than the ordinary steel. Of course, it can be carried out in substantially the same manner by using an extremely low yield point steel instead of using a low yield point steel. That is, the web 14a only needs to have a structural design that is plastically deformed before a horizontal force exceeding the yield strength of the column beam frame is applied, and instead of a low yield point steel or an extremely low yield point steel, a thin plain steel is used. (The invention according to claim 8).

  Therefore, according to the pillar structure 10 of the building having the above-described configuration, there are substantially the same effects as those of the first embodiment described with reference to FIGS. That is, when a large horizontal force such as earthquake or wind is input to the column beam frame, the slide structure 5 and the adjusting bolt 6 on the lower beam 2 side firmly restrain the horizontal movement of the intermediate column member 14 on the upper beam 2 side. Therefore, a horizontal force (shearing force or bending force) acts repeatedly on the stud member 14. At this time, before the horizontal force exceeding the yield strength of the column beam frame is applied, the web (low yield point steel) 14a of the inter-column member 14 is plastically deformed, thereby causing a hysteresis damping action to absorb hysteresis energy. The column beam frame can maintain a stable proof stress.

  Since the sliding structure 5 on the lower beam 2 side allows the vertical column member 14 to slide in the vertical direction, even if the axial force on the upper floor is transmitted to the intermediate column member 14, the intermediate column member 14. However, since the sliding structure 5 only slides relatively in the vertical direction, there is no possibility that the bending strength of the stud member 14 will be lowered, and there is no possibility that the accumulated hysteresis energy of the stud member 14 will be lowered.

  The stud member 14 can be freely set in bending rigidity to balance the rigidity of the building by adjusting the installation position and quantity of the adjusting bolt 6, so that the adjusting bolt 6 on the web (low yield point steel) 14 a of the stud member 14 can be used. The constrained part can be plastically deformed at an optimum value, and a more stable column beam frame and, consequently, a building can be realized. Even in the case of a high-rise building where the stud member 14 is not continuous in the vertical direction, the axial force of the stud member 14 is not transmitted to the beam 2 directly below, so that the rigidity of the beam 2 that supports the stud member 14 is increased. It is economical because it is not necessary to design a large proof stress. Furthermore, since it is a simple structure in which the stud member 14 and the slide structure 5 are connected in series between the upper and lower beams 2, no special technique is required for the installation work. Moreover, since the installation work does not take time and effort, it is possible to realize construction with excellent economic efficiency while shortening the construction period. It can also be implemented by installing it in the column beam frame 3 of an existing building.

  FIGS. 8 and 9 show different embodiments of the building pillar structure 10 according to the first aspect of the present invention.

  The third embodiment is mainly different from the first and second embodiments in the structure of the stud member 24. That is, the stud member 24 according to the third embodiment has a so-called double structure in which two webs 24a are formed in parallel with low yield point steel that plastically deforms when the horizontal force is input, and flange 24b is formed with plain steel. Implemented with H-section steel. The webs 24a, 24a may have any structural design in which the portion of the intermediate column member 24 restrained by the adjusting bolt 6 is plastically deformed before a horizontal force exceeding the yield strength of the column beam frame is applied. As described above, the present invention can be carried out using thin plain steel instead of steel or extremely low yield point steel (the invention according to claim 8). Therefore, according to the stud structure 10 of the building according to the third embodiment, there are almost the same effects as the second embodiment (see paragraphs [0039] to [0041]).

  10 and 11 show different embodiments of the building pillar structure 10 according to the invention described in claim 1.

  The fourth embodiment is mainly different from the first to third embodiments in the structure of the stud member 34 and the installation direction of the adjusting bolt 6.

  The stud member 34 according to the fourth embodiment is a square steel pipe made of plain steel having a substantially square cross section (the invention according to claim 8). The slide structure 5 is implemented in a similar shape into which the stud member 34 can be inserted. A required number of bolt holes into which the adjustment bolts 6 can be screwed (84 in total in the illustrated example, 84 in total in the illustrated example) are provided on four side surfaces of the slide structure 5 to transmit a horizontal force to the bolt holes. The adjusting bolt 6 is screwed almost horizontally into a certain length (height) range L1. The tip of the adjustment bolt 6 is firmly fixed in a state where it abuts against the four side surfaces of the stud member 34.

  Therefore, according to the stud structure 10 of the building according to the fourth embodiment, in addition to the effects similar to those of the first embodiment (see paragraphs [0030] to [0032]), the stud member 34 includes The structure is excellent in that it can be plastically deformed with respect to horizontal forces in two perpendicular directions. This can be said to be excellent in workability because the installation work of the stud member 34 can be performed without considering the direction in which the adjustment bolt 6 is installed.

  12 and 13 show a variation in which the stud member 34 according to the fourth embodiment can be plastically deformed with respect to a horizontal force in two perpendicular directions. In the illustrated example, the intermediate column member 44 is formed by crossing a so-called H-shaped steel in which a web 44a is formed of low yield point steel or the like that is plastically deformed when the horizontal force is input, and a flange 44b is formed of plain steel (so-called cross section) (Cross H-section steel) (Invention of Claim 8). Therefore, according to the stud structure 10 of the building according to the fifth embodiment, there are almost the same functions and effects as those of the fourth embodiment (see paragraph [0047]).

  14-16 has shown the Example of the pillar structure 20 of the building based on the invention described in Claim 3. FIG. In addition, about the stud member 4,14 ..., the attachment member 7, etc., the same code | symbol is attached | subjected and the description is abbreviate | omitted suitably.

  This building column structure 20 is different from the embodiment described with reference to FIGS. 1 to 13 only in the adjustment means of the bending stiffness that mainly balances the stiffness of the building.

  That is, the stud member 4 is made of steel, and either the upper part or the lower part of the stud member 4 is joined to the beam 2, while the other transmits the horizontal force to the beam 2 opposite to the beam 2, but the axial force Are connected by a slide structure 15 that does not transmit, and a filling material 8 that transmits a horizontal force to the connecting portion is filled in a certain length range L3 (invention of claim 3).

  The slide structure 15 is implemented by a steel box having an open upper surface having a depth that allows the lower part of the stud member 4 to be sufficiently inserted, and the stud member 4 is relatively moved in the vertical direction within the steel box. It has a slidable structure. The slide structure 15 secures a gap H so that the lower end portion of the stud member 4 does not collide with the bottom surface of the slide structure 15 when viewed in the front direction so that the slide of the stud member 4 in the vertical direction can be allowed. Configured. Further, the slide structure 15 can be fitted tightly so that the inner diameter in the short side direction substantially coincides with the outer diameter of the stud member 4 when viewed in the plane direction so as to restrain the horizontal movement of the stud member 4. This is implemented in a rectangular shape having an inner diameter in the long side direction that is slightly longer than the outer diameter of the stud member 4 (see FIG. 16).

  The filler 8 according to the sixth embodiment is preferably a grout material, and is filled between the left and right inner surfaces of the slide structure 15 and the left and right outer surfaces of the stud member 4 when viewed in the plane direction. ing. Since the stud member 4 and the slide structure 15 are fitted in the short side direction without any gap, there is no possibility that the filler 8 leaks.

  When filling the filler 8, it is preferable to seal the lower side of the portion where the filler 8 is filled with the sealant 9. This is because the filler 8 is permanently allowed to slide in the vertical direction of the inter-column member 4 by preventing the filler 8 from leaking into the gap H between the lower end portion of the inter-column member 4 and the bottom surface portion of the slide structure 15.

  The filling height (L3) of the filler 8 is adjusted according to the bending rigidity that balances the rigidity of the building in terms of the structural design (the invention according to claim 4). In this case, since the bending rigidity is greatly influenced according to the difference L3 in height between the upper end and the lower end of the filler 8, the setting is particularly noted. Further, depending on the nature of the filler 8, it may adhere to the outer surface of the stud member 4 and hinder vertical sliding of the stud member 4. It can also be carried out by interposing a plate (not shown) between the members 8 or applying a lubricant (not shown) to the outer surface of the same column member 4. Moreover, since the said plate can play the role which prevents the leakage of the filler 8, in this case, even if it does not use the sealing material 9, the vertical direction slide of the said stud member 4 can be accept | permitted permanently.

  Accordingly, in the building column structure 20 according to the sixth embodiment, the slide structure 15 fixed to the attachment member (steel material) 7 of the lower beam 2 firmly moves the movement of the column member 4 on the upper beam 2 side in the horizontal direction. Since restraint and vertical sliding are allowed, it is possible to realize a configuration that transmits the horizontal force (shearing force or bending force) of the building but not the axial force.

  Therefore, according to the pillar structure 20 of the building according to the sixth embodiment, the same effects as those of the first embodiment described with reference to FIGS. That is, when a large horizontal force such as an earthquake or wind is input to the column beam frame, the slide structure 15 on the lower beam 2 side and the filler 8 firmly restrain the horizontal movement of the intermediate column member 4 on the upper beam 2 side. Therefore, a horizontal force (shearing force or bending force) acts repeatedly on the stud member 4. At this time, before the horizontal force exceeding the yield strength of the column beam frame is applied, the portion of the inter-column member 4 constrained by the filler 8 is plastically deformed, thereby generating a hysteresis damping action that absorbs hysteresis energy. The column beam frame can maintain a stable proof stress.

  Since the slide structure 15 on the lower beam 2 side allows the vertical column member 4 to slide in the vertical direction, even if the axial force on the upper floor is transmitted to the intermediate column member 4, the intermediate column member 4. Since the inside of the slide structure 15 is merely slid relatively in the vertical direction, there is no possibility that the bending strength of the stud member 4 is lowered, and there is no possibility that the accumulated hysteresis energy of the stud member 4 is lowered.

  Since the stud member 4 can adjust the length range L3 of the filler 8 and flexibly set the bending rigidity to balance the rigidity of the building, the portion restrained by the filler 8 in the stud member 4 is plasticized at an optimum value. It can be deformed, and a more stable column beam frame and eventually a building can be realized. Even in the case of a high-rise building in which the stud member 4 is not continuous in the vertical direction, the axial force of the stud member 4 is not transmitted to the beam 2 directly below, so the rigidity of the beam 2 that supports the stud member 4 It is economical because it is not necessary to design a large proof stress. Furthermore, since it is a simple structure in which the stud member 4 and the slide structure 15 are connected in series between the upper and lower beams 2, no special technique is required for the installation work. Moreover, since the installation work does not take time and effort, it is possible to realize construction with excellent economic efficiency while shortening the construction period. It can also be implemented by installing it in the column beam frame 3 of an existing building.

  Although not shown, the positional relationship between the stud member 4 and the slide structure 15 is upside down, that is, the lower part of the stud member 4 is directly joined to the lower beam 2, and the upper part of the stud member 4 is joined to the upper beam 2. Even if the slide structure 15 is connected to the upper beam 2 via the mounting member (steel material) 7 and connected by the slide structure 15 that transmits the horizontal force to the shaft but not the axial force, it is almost the same. The effect can be expected. Incidentally, in this case, in order to prevent the filler 8 from leaking, it is noted that the lower side of the portion where the filler 8 is filled is sealed. The same technical idea applies to the following embodiments.

  FIG. 17 and FIG. 18 show different embodiments of the pillar structure 20 of the building according to the invention described in claim 3.

  The seventh embodiment is mainly different from the sixth embodiment in the structure of the stud member 14. In other words, the seventh embodiment shows an embodiment in which the stud member 14 is plastically deformed using the filler 8 instead of the adjusting bolt 6 in the second embodiment (see FIGS. 6 and 7).

  The stud member 4 according to the sixth embodiment is a hollow rectangular steel pipe made of plain steel, whereas the stud member 14 according to the seventh embodiment is plastically deformed when the horizontal force is input. This is implemented by a so-called H-shaped steel in which the web 14a is formed of a low yield point steel or the like and the flange 14b is formed of ordinary steel.

  As the filler 8 according to the seventh embodiment, the grout material similar to that of the sixth embodiment is preferably used. When viewed in the plane direction, the left and right inner surfaces of the slide structure 15 and the flanges 14b of the stud members 14 are formed. It is filled between the outer surface. Since the spacer member 4 and the slide structure 15 are fitted in the short side direction without any gap, there is no possibility that the filler 8 leaks to the web 14a side.

  Therefore, according to the stud structure 20 of the building according to the seventh embodiment, there are substantially the same effects as the sixth embodiment (second embodiment). That is, when a large horizontal force such as an earthquake or wind is input to the column beam frame, the slide structure 15 of the lower beam 2 and the filler 8 firmly restrain the horizontal movement of the column member 14 of the upper beam 2. A horizontal force (shearing force or bending force) is repeatedly applied to the stud member 14. At this time, before the horizontal force exceeding the yield strength of the column beam frame is applied, the web (low yield point steel) 14a of the inter-column member 14 is plastically deformed, thereby causing a hysteresis damping action to absorb hysteresis energy. The column beam frame can maintain a stable proof stress.

  Since the sliding structure 15 on the lower beam 2 side allows the vertical column member 14 to slide in the vertical direction, even if the axial force of the building is transmitted to the intermediate column member 14, the intermediate column member 14 is Since the inside of the slide structure 5 is merely slid relative to the vertical direction, there is no possibility that the bending strength of the intermediate column member 14 is reduced, and there is no possibility that the accumulated hysteresis energy of the intermediate column member 14 is reduced.

  Since the intermediate column member 14 can freely set the bending rigidity that balances the rigidity of the building by adjusting the length range L3 of the filler 8, the filler 8 in the web (low yield point steel) 14a of the intermediate column member 14 The constrained part can be plastically deformed at an optimum value, and a more stable column beam frame and, consequently, a building can be realized. Even in the case of a high-rise building where the stud member 14 is not continuous in the vertical direction, the axial force of the stud member 14 is not transmitted to the beam 2 directly below, so that the rigidity of the beam 2 that supports the stud member 14 is increased. It is economical because it is not necessary to design a large proof stress. Furthermore, since it is a simple structure in which the stud member 14 and the slide structure 15 are connected in series between the upper and lower beams 2, no special technique is required for the installation work. Moreover, since the installation work does not take time and effort, it is possible to realize construction with excellent economic efficiency while shortening the construction period. It can also be implemented by installing it in the column beam frame 3 of an existing building.

  19 and 20 show different embodiments of the stud structure 20 of the building according to the invention described in claim 3.

  The eighth embodiment is mainly different from the sixth and seventh embodiments in the structure of the stud member 24. In other words, the eighth embodiment shows an embodiment in which the spacer member 24 is plastically deformed using the filler 8 instead of the adjusting bolt 6 in the third embodiment (see FIGS. 8 and 9).

  The stud member 24 according to the eighth embodiment is a so-called double H type in which two webs 24a are formed in parallel with low yield point steel that plastically deforms when the horizontal force is input, and a flange 24b is formed with plain steel. Implemented with steel. The webs 24a, 24a may have any structural design in which the portion constrained by the filler 8 in the intermediate column member 24 is plastically deformed when a horizontal force exceeding the yield strength of the column beam frame is input. As described above, the present invention can be carried out using thin plain steel instead of steel or extremely low yield point steel (the invention according to claim 8). Therefore, according to the pillar structure 20 of the building having the above-described configuration, the same operational effects as those of the seventh embodiment (third embodiment) are obtained (see paragraph numbers [0065] to [0067] and the like).

  FIG. 21 and FIG. 22 show different embodiments of the pillar structure 20 of the building according to the invention described in claim 3.

  Compared with Examples 6 to 8 described above, Example 9 mainly differs in the structure of the stud member 34 and also in the site where the filler 8 is filled. In other words, the ninth embodiment shows an embodiment in which the spacer member 34 is plastically deformed by using the filler 8 instead of the adjusting bolt 6 with respect to the fourth embodiment (see FIGS. 10 and 11).

  The stud member 34 according to the ninth embodiment is a square steel pipe made of plain steel having a substantially square cross section (the invention according to claim 8). The slide structure 15 is implemented in a similar shape into which the stud member 34 can be inserted. Between the inner surface of the slide structure 15 and the outer surface of the stud member 34, the filler 8 is filled in a certain length range L3 in all directions.

  Therefore, according to the stud structure 20 of the building according to the ninth embodiment, in addition to the effects similar to those of the sixth embodiment (see paragraph numbers [0057] to [0059]), the stud member 34 includes The structure is excellent in that it can be plastically deformed with respect to horizontal forces in two perpendicular directions. This can be said to be excellent in workability because the installation work of the stud member 34 can be performed without considering the portion where the filler 8 is filled.

  23 and 24 show a variation in which the stud member 34 according to the ninth embodiment can be plastically deformed with respect to a horizontal force in two directions at right angles. In other words, the tenth embodiment shows an embodiment in which the spacer member 44 is plastically deformed by using the filler 8 instead of the adjusting bolt 6 in the fifth embodiment (see FIGS. 12 and 13).

  In the illustrated example, the intermediate column member 44 is formed by crossing a so-called H-shaped steel in which a web 44a is formed of low yield point steel or the like that is plastically deformed when the horizontal force is input, and a flange 44b is formed of plain steel (so-called cross section) (Cross H-section steel) (Invention of Claim 8). In the case of this embodiment, in order to prevent the filler 8 from leaking to the web 44a side of the intermediate column member 44, the plate is interposed so as to surround the four flanges 44b of the intermediate column member 44. preferable. Therefore, according to the stud structure 20 of the building according to the tenth embodiment, there are almost the same effects as the ninth embodiment (see paragraph [0074]).

  Although Examples 1 to 10 have been described above with reference to the drawings, the present invention is not limited to the illustrated embodiments, and design changes and applications that are usually made by those skilled in the art without departing from the technical idea thereof. Note that it includes a range of variations.

  For example, as shown in FIGS. 25 and 26, the reinforcing rib 11 may be provided so as to surround the upper end of the side surface of the slide structure 15 (or 5).

  Moreover, the structure of the said slide structure 5 (or 15) is not limited to the steel box which opened the upper surface part. As shown in FIG. 28, the lower portion of the stud member 4 (or 14 etc.) can be sufficiently inserted into the center of the upper surface of the precast concrete waist wall 7 a fixed to the lower beam 2 by the unbonded PC steel rod 12 and the nut 13. A non-through hole 17 (concave portion) having a depth may be provided, and the non-through hole 17 may be implemented as a slide structure.

It is the elevation which showed roughly the Example of the pillar structure of the building concerning Claim 1. It is the elevation which showed Example 1 of the stud structure of the building which concerns on Claim 1. It is sectional drawing which showed the pillar structure of the building of FIG. A and B each show a bending moment diagram of the stud member according to the length range of the adjusting bolt. It is the elevation which showed the variation of Example 1 of the pillar structure of the building which concerns on Claim 1. It is the elevation which showed Example 2 of the stud structure of the building which concerns on Claim 1. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed Example 3 of the stud structure of the building which concerns on Claim 1. It is sectional drawing which showed the stud structure of the building of FIG. It is the elevation which showed Example 4 of the pillar structure of the building which concerns on Claim 1. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed Example 5 of the pillar structure of the building which concerns on Claim 1. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed roughly the Example of the pillar structure of the building which concerns on Claim 3. It is the elevation which showed Example 6 of the pillar structure of the building which concerns on Claim 3. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed Example 7 of the pillar structure of the building which concerns on Claim 3. It is sectional drawing which showed the stud structure of the building of FIG. It is the elevation which showed Example 8 of the pillar structure of the building which concerns on Claim 3. FIG. 20 is a cross-sectional view illustrating a stud structure of the building in FIG. 19. It is the elevation which showed Example 9 of the pillar structure of the building which concerns on Claim 3. It is sectional drawing which showed the stud structure of the building of FIG. It is the elevation which showed Example 10 of the pillar structure of the building which concerns on Claim 3. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed the Example from which the pillar structure of the building which concerns on Claim 1 and Claim 3 differs. It is sectional drawing which showed the pillar structure of the building of FIG. It is the elevation which showed the Example from which the pillar structure of the building which concerns on Claim 1 and Claim 3 differs. It is the elevation which showed the Example from which the pillar structure of the building which concerns on Claim 1 and Claim 3 differs. It is the elevation which showed the prior art.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Column 2 Beam 3 Column beam frame 4, 14, 24, 34, 44 Interstitial member 5, 15 Slide structure 6 Adjustment bolt 7 Mounting member 8 Filler 9 Sealing material 10, 20 Interstitial structure 11 Reinforcement rib 12 Unbonded PC steel rod 13 Nut 16 Steel plate 17 Non-through hole

Claims (8)

  A sliding structure in which the stud member is made of steel, and either the upper or lower part of the stud member is joined to the beam, and the other transmits horizontal force to the beam opposite to the beam but does not transmit axial force. The building's stud structure is characterized in that an adjustment bolt is installed that is connected to the connecting portion and transmits a horizontal force to the connecting portion.   2. The stud structure of a building according to claim 1, wherein a bending rigidity that balances the rigidity of the building is set by adjusting the installation position and quantity of the adjusting bolt.   A sliding structure in which the stud member is formed of steel, and either the upper or lower part of the stud member is joined to the beam, and the other transmits horizontal force to the beam opposite to the beam but does not transmit axial force. The pillar structure of a building, which is connected to the connecting portion and is filled with a filler that transmits a horizontal force to the connecting portion in a certain length range.   4. The stud structure of a building according to claim 3, wherein a bending rigidity that balances the rigidity of the building is set by adjusting a filling length of the filler.   The steel column structure according to any one of claims 1 to 4, wherein the steel material is formed to be plastically deformed before a horizontal force exceeding the yield strength of the column beam frame is applied.   The upper part or the lower part of the stud member is joined to the beam via an attachment member such as a steel material, a precast concrete waist wall, or a precast concrete hanging wall. The pillar structure of the building described in 2.   The building according to any one of claims 1 to 6, wherein the slide structure is joined to the beam via a mounting member such as a steel material, a precast concrete waist wall, or a precast concrete hanging wall. Column structure.   The stud member is a square steel pipe made of steel, such as low yield point steel, ordinary steel, or high strength steel, or the web and flange are arbitrarily combined with steel materials such as low yield point steel, ordinary steel, or high strength steel. The pillar structure of a building according to any one of claims 1 to 7, characterized in that the building is made of an H-shaped steel, a double H-shaped steel, or a cross H-shaped steel.

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