JP2017150179A - Column beam structure having vibration damping structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a column beam structure having a vibration damping structure, which has no disadvantage in cost when being compared to a conventional aseismic structure, which has less restriction in requirements for design and site when being compared to a conventional damping structure or seismic isolation structure, and which may absorb big energy from small deformation level so as to efficiently exert vibration damping effect.SOLUTION: In the column beam structure having a vibration damping structure, a plastic hinge part 15 is arranged on a beam end part and/or a column end part of a building, a vibration damping structure is realized by constructing the beam end part and/or the column end part in a manner where rigidity and/or yield resistance of the plastic hinge part is smaller than that of a member other than the plastic hinge part, and the plastic hinge part is configured in a manner where yield of the plastic hinge part starts from at least 1/150 in deformation angle of the building.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a column beam structure having a vibration damping structure against earthquake motion.

  In recent years, buildings have been required to maintain certain functions and suppress damage even against large earthquake motions, and it has become a challenge to suppress the building deformation angle at the maximum response to about 1/100. For this reason, vibration control structures and seismic isolation structures are spreading, but costs, design and site restrictions for installation of vibration suppression and seismic isolation devices, and vibration suppression and seismic isolation for unforeseen disturbances There are many issues to consider, such as safety issues due to the performance of the equipment. In addition, when ordinary seismic design is performed on reinforced concrete and steel buildings without using these devices, it is economical and architectural to suppress the building deformation angle at the maximum response to about 1/100. It is necessary to secure a fairly large building strength that can cause serious problems. This is because the normal structure has a yield deformation angle of about 1/150 to 1/100, so that large energy absorption cannot be expected before that, and the damping effect cannot be exhibited efficiently.

  For example, Patent Documents 1 and 2 are cited as techniques for improving the structural members of an existing building to obtain a damping effect. Patent Document 1 discloses a steel beam structure with a beam-to-column joint in a steel structure that eliminates the lack of ductility of the welded portion, improves the ductility by an average of about five times, and improves seismic performance. The structure shown is proposed. Patent Document 2 proposes a structure shown in FIG. 11 as a vibration control structure that can be expected to suppress excessive deformation of a steel structure during a large earthquake and to improve energy absorption capability.

Japanese Patent Laid-Open No. 8-4112 Japanese Patent Laid-Open No. 2003-129565

  In the structure of Patent Document 1, as shown in FIG. 10, a pair of upper and lower flange plates (81) in an H-shaped steel beam (97) joined to a box column (96) by welding (91) and bolts (94). , 82) is provided to provide a notch (80), and the range of the notch (80) is 2D or less (D: beam back). In the section (98) provided with the notches (80), the flange yields evenly and the plastic hinge length becomes long, so that it can be expected that the ductility of the column beam joint and the earthquake resistance of the building are improved. However, this structure is a technique devised to solve the lack of ductility of the welded part, and the cross section of the part away from the beam end is cut out, so the bending strength of the beam member itself is not provided with a cutout. The yield strength is only about 10 to 20% smaller than the yield strength, and the yield deformation angle is only reduced to that extent. For this reason, there has been a problem that large energy absorption cannot be expected until the building deformation angle reaches about 1/100 to 1/75, and the vibration damping effect cannot be exhibited efficiently.

  In the vibration damping structure of Patent Document 2, as shown in FIG. 11, a plate-like reinforcing material (104) is provided in a beam portion near the column (101), and one end (4a) of the reinforcing material (104) is provided as a column. The other end (4b) is fixedly connected to the beam (103) at a position away from the column. The beam (103) is made of H-shaped steel and has two horizontal flanges (3a, 3b) and a vertical web plate (3b) located between these flanges. (102) is a share plate. The intermediate range between both ends of the reinforcing material (104) is supported by the beam (103) so that it is constrained in the direction orthogonal to the beam axis so as not to be constrained in the beam axis direction of the beam. Yes. When bending stress is generated in the beam during an earthquake, the column side end of the beam yields first, and plastic deformation increases to absorb energy. At this time, the intermediate range of the reinforcing member is hardly deformed because it can move in the direction of the beam axis of the beam relative to the beam. When the plastic deformation of the beam further increases, the intermediate range of the reinforcing material resists and prevents further deformation of the beam. Therefore, excessive energy deformation can be expected while suppressing excessive deformation of the building. However, since the mechanism of these effects is complicated and it is considered that a lot of data is required to verify the effects, there is a problem in practical use. In addition, a number of loose holes are formed in the intermediate range between both ends of the reinforcing material in the axial direction of the beam material, and the beam and the reinforcing material are joined by buckling stiffening bolts (105) inserted into these loose holes. Therefore, a cross-sectional defect occurs in the beam flange, and the structural details are complicated. For this reason, there existed problems, such as the fall of the bending yield strength of a beam, and the increase in cost. In addition, if the plastic deformation of the beam does not increase to some extent, the intermediate range of the reinforcing material does not resist, so there is a problem that the vibration damping effect cannot be exhibited efficiently.

  In view of the problems of the prior art as described above, the present invention is not inferior in cost compared to conventional seismic structures, and is limited by design and site conditions compared to conventional vibration control structures and seismic isolation structures. Moreover, it aims at providing the column beam structure which has a vibration damping structure which can absorb a big energy from a small deformation level and can exhibit the vibration damping effect efficiently.

  A column beam structure having a vibration damping structure for achieving the above object is provided with a plastic hinge portion at a beam end and / or a column end of a building, and the rigidity and / or yield strength of the plastic hinge portion is the plastic hinge. A vibration damping structure is provided by configuring the beam end portion and / or the column end portion so as to be smaller than the rigidity and / or the yield strength other than the portion, and the plastic hinge portion is a yield at the plastic hinge portion. Is configured such that the deformation angle of the building starts at least 1/150.

  According to the column beam structure with this vibration-damping structure, the yield at the plastic hinge begins with a deformation angle of the building of at least 1/150 and a smaller yield deformation angle than before, so it absorbs a large amount of energy from a small deformation level. In addition, the vibration damping effect can be exhibited efficiently. In this way, energy absorption performance superior to that of the conventional design method can be exhibited, and the building deformation angle (response) during a large earthquake can be significantly reduced. In addition, the vibration-damping structure can be realized simply by adding ingenuity to the cross-sectional shape and bar arrangement of the structural members. But it is not constrained by design and site conditions.

  In order to achieve the above object, a column beam structure having another vibration damping structure is provided with a plastic hinge portion at the beam end and / or column end of a building, and the rigidity and / or yield strength of the plastic hinge portion is increased. A vibration-damping structure is provided by configuring the beam end and / or the column end so as to be smaller than the rigidity and / or yield strength other than the plastic hinge, and the length of the plastic hinge is set to the beam It is characterized by being 1/2 or less of the beam formation from the end and / or 1/2 or less of the column formation or the column width from the column end.

  According to the column-beam structure having this vibration-damping structure, the length of the plastic hinge is reduced from the beam end to the beam formation and / or from the column end to the column formation or half the column width or less. The angle becomes smaller than the conventional one, and a large amount of energy can be absorbed from a small deformation level to effectively exhibit a vibration damping effect. In this way, energy absorption performance superior to that of the conventional design method can be exhibited, and the building deformation angle (response) during a large earthquake can be significantly reduced. In addition, the vibration-damping structure can be realized simply by adding ingenuity to the cross-sectional shape and bar arrangement of the structural members. But it is not constrained by design and site conditions.

  In the column beam structure having the above-described vibration-damping structure, the column and the beam are reinforced concrete, and are joined at a column beam joint, and the cross section of the main reinforcement in the plastic hinge portion is the main reinforcement of the portion where the plastic hinge does not occur. By making it relatively smaller than the cross-sectional area, a plastic hinge part can be configured.

  Further, the column and the beam are made of reinforced concrete, and are joined at a column beam joint, so that only the main bars of the beam and / or the column are fixed to the column beam joint. A plastic hinge part can be constructed.

  In addition, the column and the beam are reinforced concrete, and are joined at a column beam joint, and a beam having a predetermined cover thickness of the reinforcing bar is secured at the boundary between the beam end and the column beam joint. By providing a bending crack-inducing joint in the vicinity of the center of the width, it is possible to concentrate plastic strain on the beam end, improve the energy absorption performance during an earthquake, and control damage other than the beam end.

  In addition, the column and the beam are reinforced concrete, and are joined at a column beam joint, and a predetermined cover thickness of the reinforcing bar is secured at the boundary between the column end and the column beam joint. By providing a bending crack-inducing joint near the center of the width and / or column, it is possible to concentrate plastic strain on the column end, improve energy absorption performance during earthquakes, and control damage other than the column end. it can.

  Further, the beam and the column are steel structures, and the cross-sectional area of the beam member and / or the column member in the plastic hinge portion is made relatively smaller than a portion where the plastic hinge does not occur, so that the plastic hinge portion is Can be configured.

  Further, the beam and the column are steel structures, and the plastic hinge portion can be configured by reinforcing the beam member and / or the column member with a steel plate other than the plastic hinge portion.

  According to the column beam structure having the vibration-damping structure of the present invention, the cost is not inferior to that of the conventional earthquake-resistant structure, and the design and site conditions are limited compared to the conventional vibration-damping structure and the seismic isolation structure. In addition, a large amount of energy can be absorbed from a small deformation level, and a vibration damping effect can be efficiently exhibited.

It is sectional drawing (a) of the beam forming direction of the beam in the reinforced concrete column beam structure by 1st Embodiment, and principal part sectional drawing (b) of the column beam junction vicinity of a BB line direction. It is a graph which shows roughly the hysteresis curve of the seismic force and building deformation angle in the column beam structure which has a vibration damping structure by a 1st embodiment, and the column beam structure by the conventional general design method. It is the schematic for demonstrating the building deformation angle of FIG. It is sectional drawing similar to FIG.1 (b) for demonstrating the 1st modification of 1st Embodiment. Sectional view (a) similar to FIG. 1 (b) for explaining the second modification of the first embodiment, and sectional view (b) similar to FIG. 1 (b) for explaining the third modification. FIG. 10 is a sectional view (c) of a main part showing a column-beam joint between a column and a beam and a beam sectional view (d) in the dd line direction for explaining still another modified example. It is the principal part side view (a) of the pillar and beam for demonstrating the 4th modification of 1st Embodiment, and the pillar sectional view (b) of the bb line direction. It is sectional drawing similar to FIG.1 (b) for demonstrating 2nd Embodiment. It is sectional drawing (a) of the beam forming direction of the beam in the steel-structured column beam structure by 3rd Embodiment, and principal part sectional drawing (b) of the column beam junction vicinity of a BB-BB line direction. Cross-sectional view (a) of the same beam as FIG. 8 (a), a cross-sectional view (b) in the bb-bb line direction similar to FIG. 8 (b), and cc for explaining a modification of the third embodiment It is sectional drawing (c) of the -cc line direction. It is a figure which shows the column beam junction part structure of the steel frame structure by patent document 1. FIG. It is a figure which shows the damping structure of the steel structure by patent document 2. FIG.

  Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings.

<First Embodiment>
FIG. 1 is a cross-sectional view (a) in the beam forming direction of a reinforced concrete beam according to the first embodiment and a main-portion cross-sectional view (b) in the vicinity of a column beam joint in the BB line direction.

  The column beam structure of FIGS. 1 (a) and 1 (b) is made of a reinforced concrete structure in which a beam 10 is arranged in the beam concrete and a plurality of main bars 11 are arranged in the beam longitudinal direction on the beam upper surface 10a side and beam lower surface 10b side. Is. Each main reinforcement 11 extends to the column beam joint 12 and is fixed.

  As shown in FIG. 1B, each main bar 11 has a main bar reducing part 15 whose main bar cross-sectional area is reduced at the beam end part 19, and this main bar reducing part 15 constitutes a plastic hinge part. The main bar reducing portion 15 has a predetermined length L from the boundary 13 between the beam 10 and the column beam joint portion 12, and the predetermined length L is the plastic hinge length L.

  1A and 1B, the cross-sectional area of the main bar 11 of the plastic hinge portion 15 at the beam end portion 19 of the beam 10 is relatively small compared to the portion where no hinge is formed, and the plastic hinge length L is a member. It is considerably shorter than the length.

  The plastic hinge length L in FIGS. 1 (a) and 1 (b) is preferably H × 1/2 or less, where H is the beam formation. Because the plastic hinge length L is within the range of H × 1/2 or less, the yield strength is shortened in a range where there is no structural problem, and the member rigidity until yielding is hardly changed, and the building at the time of yielding The deformation angle can be reduced. That is, the plastic hinge portion 15 surely yields at a building deformation angle of at least 1/150.

  In addition, when the plastic hinge length L is gradually reduced within a range of H × 1/2 or less and no structural problem, the energy absorption capacity and the building deformation angle during a large earthquake ( For example, it is possible to easily reproduce a stress state equivalent to that during a middle earthquake in members other than the plastic hinge portion.

  In this embodiment, compared to the case where the cross-sectional area of the plastic hinge portion 15 is not relatively small, the member rigidity until yielding is almost unchanged and the yield deformation angle is small, which is excellent from the stage of small deformation. Energy absorption performance is shown. That is, the vibration damping effect can be exhibited efficiently. For this reason, the building structure having this performance is referred to as a vibration damping structure. With a vibration-damping structure, an efficient vibration control effect can be obtained simply by modifying the cross-sectional shape and bar arrangement of the structural member. Compared to the design and site conditions are not limited.

  In general, the damping structure does not exhibit the damping effect of a damper or the like unless the building is deformed to some extent, so the shaking of the building during a large earthquake is not much different from that of a normal building (seismic structure). Damage to structural members such as beams is reduced. On the other hand, the vibration-damping structure like this embodiment can control the yield deformation angle of buildings by adding ingenuity to structural members such as columns and beams. In addition to greatly reducing the shaking of the building, damage to structural members such as column beams is also reduced.

  FIG. 2 is a graph schematically showing hysteresis curves of seismic force and building deformation angle in a column beam structure having a vibration damping structure according to the present embodiment and a column beam structure according to a conventional general design method. A conventional column beam structure by a general design is a structure in which the plastic hinge portion 15 is not provided as shown in FIG. FIG. 3 is a schematic diagram for explaining the building deformation angle of FIG.

As shown in FIG. 2, when a load is repeatedly applied to a building during a large earthquake, the beam having the vibration-damping structure of this embodiment is a yield when the plastic hinge portion provided at the end of the beam has no plastic hinge portion. Yield with yield strength 2 / 3Qy against yield strength Qy and deform while drawing history curve a. On the other hand, the beam by the conventional general design method yields with the yield strength Qy, and draws the hysteresis curve b. In the column beam structure of the present embodiment, as shown in FIG. 2c, the rigidity until the yield of the member is hardly changed as compared with the conventional beam, and the yield deformation angle becomes small. Here, assuming that the yield deformation angle corresponding to the conventional general design method is 1/150 to 1/120, and the yield strength at this time is 2 / 3Qy as in this embodiment with respect to the yield strength Qy, Its yield deformation angle is about 1/200. That is, the plastic hinge portion in the column beam structure of the present embodiment is configured so that the yield deformation angle is at least 1/150. As shown in FIG. 3, the building deformation angle θn is expressed by the following equation (1), where hn is the height of the n-th floor part of the building and δn is the horizontal displacement of the n-th floor part at the time of the earthquake.
θn = δn / hn (n = 1, 2, 3,...) (1)

Also relates to the equivalent damping constant h _eq as an index representing the energy absorption capacity, when calculating the equivalent damping constant h _eq of both Figures 2, h _eq 'corresponding to Column structure of this embodiment, a conventional general It is about 1.7 times that of the beam h _eq by a simple design method. In FIG. 2, the equivalent attenuation constants h _eq and h _eq ′ can be obtained as follows.
H _eq ′ = area of solid line surrounded by history curve a / area of triangle surrounded by point oei in the present embodiment conventional h _eq = area of broken line surrounded by history curve b / area of triangle surrounded by point ogi

  As described above, according to the present embodiment, the plastic hinge portion is provided at the beam end, and the yield deformation angle is reduced to at least 1/150, which is superior to the conventional general design beam. Energy absorption performance can be exhibited, and by extension, the building deformation angle (response) during a large earthquake can be significantly reduced.

  In the present embodiment, yielding of the main reinforcement 11 occurs in the reduced cross-sectional area 15, so the bending strength at yield is smaller than when the cross-sectional area of the plastic hinge portion is not relatively reduced. However, in the column beam structure according to the present embodiment, since the yield starts from a small deformation having a building deformation angle of at least 1/150, excellent energy absorption performance is exhibited. Therefore, as described with reference to FIG. 2, the building deformation angle (response) at the time of a large earthquake can be remarkably reduced and a large energy absorption performance can be obtained as compared with the conventional column beam structure. Therefore, it has high quality in terms of cost including repair of damage to structural members and maintenance of performance.

  Next, first to fourth modifications of the first embodiment will be described with reference to FIGS. FIG. 4 is a cross-sectional view similar to FIG. 1B for explaining a first modification of the first embodiment.

  The example of FIG. 4 is obtained by reducing the main bar cross-sectional area of the plastic hinge using a different diameter joint. The main reinforcing bar 11 of the reinforced concrete beam 10 is provided with a different-diameter joint 16 in the vicinity of the beam end 19. The length of the main reinforcing bar 11 (having a reduced diameter) from the left end of the different diameter joint portion 16 to the boundary 13 between the beam 10 and the column beam joint portion 12 is the plastic hinge length L. According to this example, excellent energy absorption can be achieved from a small deformation level where the building deformation angle is at least 1/150.

  FIG. 5 is a cross-sectional view similar to FIG. 1B for explaining a second modification of the first embodiment, and a cross-section similar to FIG. 1B for explaining a third modification. FIG. 4B is a cross-sectional view of the main part showing a column-beam joint between a column and a beam for explaining still another modified example, and a beam cross-sectional view in the dd line direction (d).

  In the example of FIG. 5A, a slit 17 is provided as a bending crack-inducing joint at the boundary 13 between the beam 10 and the column beam joint 12 in the structure of FIG. In the example of FIG. 5B, a slit 17 is provided as a bending crack-inducing joint at the boundary 13 between the beam 10 and the column beam joint 12 in the structure of FIG. 5C and 5D show a case where a plurality of slits 17 are provided at both boundaries 13 between the beam 10 and the column beam joint 12. According to the examples of FIGS. 5A and 5B, it is possible to further improve energy absorption performance by reducing damage to concrete. In addition, the slit 17 is, for example, as shown in FIGS. 5 (c) and 5 (d), provided with a predetermined cover thickness of the reinforcing bar and provided in the vicinity of the center of the upper and lower ends of the rectangular cross section of the beam 10. A plurality of trapezoidal slits can be formed.

  FIGS. 6A and 6B are a side view of a main part of a column and a beam for explaining a fourth modification of the first embodiment (a) and a cross-sectional view of the column in the bb line direction (b). In the example of FIGS. 6A and 6B, a slit 37 is provided as a bending crack-inducing joint at the boundary 33 of the column end. That is, a plurality of rectangular or trapezoidal slits 37 are formed in the vicinity of the center of each side of the rectangular cross section of the column 30 after securing a predetermined cover thickness of the reinforcing bar at the boundary 33 between the column 30 and the column beam joint 12. Is provided. It is possible to further improve energy absorption performance by reducing damage to the concrete of the pillar.

Second Embodiment
FIG. 7 is a cross-sectional view similar to FIG. 1B for explaining the second embodiment. In the second embodiment, as shown in FIG. 7, a part of the main reinforcement is not fixed in the reinforced concrete beam 10. That is, the central main bar 11a of the plurality of main bars 11, 11a, 11 of the reinforced concrete beam 10 is arranged up to the boundary 13 between the beam 10 and the column beam joint 12 and fixed to the column beam joint 12. The main bars 11 and 11 are fixed to the column beam joint 12. The fixing portion 18 formed by the main bars 11 and 11 at the boundary 13 constitutes a plastic hinge portion. According to this embodiment, it is possible to achieve excellent energy absorption from a small deformation level where the building deformation angle is at least 1/150.

  In the first and second embodiments described above, the example in which the plastic hinge portion is provided at the beam end in the reinforced concrete column beam structure has been described. However, a similar plastic hinge configuration may be provided at the column end. And similar effects can be obtained. Furthermore, you may provide a plastic hinge part in both a beam end part and a column end part.

<Third Embodiment>
FIG. 8: is sectional drawing (a) of the beam forming direction of the steel-frame beam by 3rd Embodiment, and principal part sectional drawing (b) of the column beam junction vicinity of a BB-BB line direction.

  The column beam structure of FIGS. 8A and 8B is a steel structure in which the beam 20 is made of H-shaped steel, and a pair of upper and lower flanges 21 and 21 positioned in the horizontal direction on the beam upper surface 20a side and the beam lower surface 20b side. , And a web 22 positioned in the vertical direction that couples the pair of flanges 21 and 21.

  As shown in FIG. 8B, the upper and lower flanges 21 and 21 of the beam 20 have a cross-sectional reduced portion 25 whose cross-sectional area is reduced at the end of the beam, and this cross-sectional reduced portion 25 constitutes a plastic hinge portion. The cross-sectional reduction portion 25 has a predetermined length L2 from the boundary 24 between the beam 20 and the column beam joint portion 23, and this predetermined length is the plastic hinge length L. In addition, the beam 20 and the column beam junction part 23 are joined by welding, for example.

  8A and 8B, the cross-sectional area of the flange 21 of the plastic hinge portion 25 at the beam end portion of the beam 20 is relatively small as compared with the portion where no hinge is generated, and the plastic hinge length L is It is considerably shorter than the member length.

  The plastic hinge length L in FIGS. 8 (a) and 8 (b) is preferably H × 1/2 or less, assuming that the beam formation is H, as in FIGS. 1 (a) and 1 (b). Because the plastic hinge length L is within the range of H × 1/2 or less, the yield strength is shortened in a range where there is no structural problem, and the member rigidity until yielding is hardly changed, and the building at the time of yielding The deformation angle can be reduced. That is, the plastic hinge portion 25 surely yields at a building deformation angle of at least 1/150.

  In this embodiment, compared with the case where the cross-sectional area of the plastic hinge portion 25 is not relatively small, the member rigidity until yielding is hardly changed and the yield deformation angle is small, which is excellent from the small deformation stage. Energy absorption performance is shown. That is, the vibration damping effect can be exhibited efficiently. For this reason, it can be set as the column beam structure which has the same vibration damping structure as the case of Fig.1 (a) (b).

  Also in the present embodiment, when a load is repeatedly applied to a building during a large earthquake, the building is deformed while drawing a history curve a in FIG. In other words, by providing a plastic hinge at the end of the beam and reducing its yield deformation angle to at least 1/150, it exhibits superior energy absorption performance compared to the conventional general design method (steel structure) As a result, the building deformation angle (response) at the time of a large earthquake can be significantly reduced.

  In this embodiment, since the yield of the flange 21 occurs in the reduced section 25 of the cross-sectional area, the bending strength at the time of yield is small compared to the case where the cross-sectional area of the plastic hinge portion is not relatively reduced. However, in the column beam structure according to the present embodiment, since the yield starts from a small deformation having a building deformation angle of at least 1/150, excellent energy absorption performance is exhibited. Therefore, as described with reference to FIG. 2, the building deformation angle (response) at the time of a large earthquake can be remarkably reduced and a large energy absorption performance can be obtained as compared with the conventional column beam structure (steel structure). Therefore, it has high quality in terms of cost including repair of damage to structural members and maintenance of performance.

  FIG. 9 is a cross-sectional view (a) of a beam similar to FIG. 8 (a) for explaining a modification of the third embodiment, and a cross-sectional view in the bb-bb line direction similar to FIG. 8 (b) (b). ) And cc-cc line direction sectional view (c). 9A to 9C, in this example, in the steel beam 20 made of H-shaped steel, the flanges 21 and 21 are reinforced by the steel plates 26 and 26 by removing the plastic hinge portion 27 from the beam end portion. It is a thing. That is, the reinforcing steel plates 26 and 26 are disposed on the upper and lower surfaces of the flanges 21 and 21 of the beam 20 made of H-shaped steel, and are attached by welding or bolts and nuts. At this time, the steel plates 26 and 26 are shortened by a predetermined length L from the boundary 24 between the column beam joint 23 and the beam 20. The portion having the predetermined length L constitutes the plastic hinge portion 27, and the predetermined length L is the plastic hinge length L. According to this embodiment, compared with a beam having a flange thickness that is the same as the total thickness of the reinforcing steel plate 26 and the flange 21, excellent energy absorption is achieved from a small deformation level where the building deformation angle is at least 1/150. be able to.

  In the third embodiment described above, an example in which the plastic hinge portion is provided at the beam end in the steel column beam structure has been described. However, a similar plastic hinge configuration can be provided at the column end. The same effect can be obtained. Furthermore, you may provide a plastic hinge part in both a beam end part and a column end part.

  As described above, the modes for carrying out the present invention have been described. However, the present invention is not limited to these, and various modifications can be made within the scope of the technical idea of the present invention. For example, the configuration of the reinforced concrete beam shown in FIGS. 1 and 4 to 7 is not limited to the illustrated one, and for example, the number of main bars can be changed as appropriate.

  According to the column beam structure having the vibration-damping structure of the present invention, the cost is not inferior to that of the conventional earthquake-resistant structure, and the design and site conditions are limited compared to the conventional vibration-damping structure and the seismic isolation structure. In addition, it is possible to realize a building structure that has a vibration damping structure that can absorb a large amount of energy from a small deformation level and that can effectively exhibit a vibration damping effect, and that is advantageous in terms of cost.

DESCRIPTION OF SYMBOLS 10 Beam 11, 11a Main reinforcement 12 Beam connection part 13 Boundary 15 Main reinforcement reduction | decrease part, Plastic hinge part 16 Different diameter joint part 17 Slit 18 Fixing part, Plastic hinge part 19 Beam end part 30 Column 37 Slit 20 Beam 21 Flange 22 Web 23 Column Beam joint portion 24 Boundary 25 Cross-section reduced portion, plastic hinge portion 26 reinforced steel plate 27 plastic hinge portion L plastic hinge length H

Claims (8)

Provide plastic hinges at the beam end and / or column end of the building,
The vibration damping structure is configured by configuring the beam end portion and / or the column end portion so that rigidity and / or yield strength in the plastic hinge portion is smaller than rigidity and / or yield strength other than the plastic hinge portion. Provided,
The column beam structure having a vibration damping structure, wherein the plastic hinge part is configured such that the yield at the plastic hinge part starts at a deformation angle of at least 1/150 of the building. Provide plastic hinges at the beam end and / or column end of the building,
The vibration damping structure is configured by configuring the beam end portion and / or the column end portion so that rigidity and / or yield strength in the plastic hinge portion is smaller than rigidity and / or yield strength other than the plastic hinge portion. Provided,
A column beam structure having a vibration damping structure, characterized in that the length of the plastic hinge portion is 1/2 or less of the beam formation from the beam end and / or 1/2 or less of the column formation or column width from the column end. The column and the beam are reinforced concrete, and are joined at a column beam joint,
The column beam structure having a vibration-damping structure according to claim 1 or 2, wherein a cross-sectional area of the main bar in the plastic hinge portion is relatively smaller than a cross-sectional area of the main bar in a portion where the plastic hinge does not occur. The column and the beam are reinforced concrete, and are joined at a column beam joint,
The column beam structure having a vibration-damping structure according to any one of claims 1 to 3, wherein only some main bars of the beam and / or the column are fixed to the column beam joint. The column and the beam are reinforced concrete, and are joined at a column beam joint,
5. The bending crack-inducing joint is provided in the vicinity of the center of the beam width at a boundary between the beam end and the beam-column joint, while ensuring a predetermined cover thickness of the reinforcing bar. Column beam structure with a vibration damping structure. The column and the beam are reinforced concrete, and are joined at a column beam joint,
6. The bending crack-inducing joint is provided in the vicinity of the column width and / or the center of the column formation after securing a predetermined cover thickness of the reinforcing bar at the boundary between the column end and the column beam joint. A column beam structure having the vibration damping structure according to claim 1. The beam and the pillar are steel structures,
The column beam structure having a vibration damping structure according to claim 1 or 2, wherein a cross-sectional area of the beam member and / or the column member in the plastic hinge portion is made relatively smaller than a portion where the plastic hinge is not generated. The beam and the pillar are steel structures,
The column beam structure having a vibration-damping structure according to claim 1 or 2, wherein the beam member and / or the column member is reinforced with a steel plate other than the plastic hinge portion.

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