JP2012117327A - Vibration control structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an effective and appropriate vibration control structure which has little constraint on floor planning and is capable of being widely applied to general buildings.SOLUTION: Vibration control devices 10 are intensively installed on vibration control floors which are allocated to lower floors. A cross sectional area of columns on the vibration control floors is smaller than the cross sectional area of the columns on upper floors so as to reduce a story stiffness of the vibration control floors compared to the story stiffness of the upper floors. Column main reinforcement of the columns 1 on the vibration control floors and the same of the columns 2 on an immediate upper floor are connected by fixing the both reinforcement to a panel zone in a state that the column main reinforcement of the columns 1 on the vibration control floors is arranged inside the column main reinforcement of the columns 2 on the immediate upper floor. The column on the vibration control floor is made of a reinforced concrete column with high strength or ultra high strength concrete and high strength or ultra high strength reinforcement. Furthermore, the reinforced concrete column is clad with reinforcement steel. The vibration control devices 10 are installed inside a steel frame which is fixed inside a structure frame made up of the columns and beams on the vibration control floors.

Description

  The present invention relates to a vibration control structure for a high-rise or super-high-rise reinforced concrete (RC) building.

  As this type of damping structure, those shown in Patent Documents 1 to 3 have been proposed. This is done by installing a highly rigid multi-story shear wall in the building and installing a girder, top beam or wall beam at the top, and placing a damper between the girder, top beam or wall beam tip and the outer frame. By interposing, it is a structure that obtains a damping effect by controlling the bending deformation of the whole building at the time of earthquake with a damper.

Japanese Patent No. 3324586 Japanese Patent No. 3395500 Japanese Patent No. 4360034

  The above-mentioned vibration control structure has a large-scale core in the building, so there are inevitably many restrictions on the floor plan, and although it can be applied to high-rise or super-high-rise apartment buildings, it is widely applied to buildings of various uses and forms. It is not possible.

  In view of the above circumstances, an object of the present invention is to provide an effective and appropriate vibration damping structure that can be widely applied to general buildings with less restrictions on the plan.

  The invention according to claim 1 is a damping structure in which a damping device is installed at a key point of a high-rise or super-high-rise reinforced concrete structure, and a damping floor is set in a lower layer portion. The vibration damping device is aggregated and installed on the vibration control floor, and the layer rigidity of the vibration control floor is made lower than that of the upper layer part by making the pillar in the vibration control floor smaller than the pillar in the upper layer part, It is characterized in that both pillars are joined by fixing them in concrete in a state where the pillar main bars of the columns on the vibration control floor are arranged inside the pillar main bars of the columns on the upper floor.

  The invention according to claim 2 is the vibration damping structure according to claim 1, wherein the columns of the damping floor are high-strength or ultra-high-strength concrete and high-strength or ultra-high-strength reinforced concrete columns, and the columns are It is characterized by being covered with a reinforcing steel material.

  The invention according to claim 3 is the vibration damping structure according to claim 1 or 2, wherein a steel frame is fixed inside a frame frame constituted by columns and beams of a vibration damping floor, and the steel frame The vibration damping device is installed on the inner side.

According to the vibration control structure of the present invention, since the vibration suppression floor with reduced layer rigidity is set and the vibration control devices are concentrated and installed there, horizontal deformation of the building during an earthquake is concentrated on the vibration suppression floor. In addition to the fact that the vibration control device operates efficiently and provides excellent vibration control effects on the entire building, there is no need to distribute a large number of vibration control devices on each floor as in the case of a normal vibration control structure. In addition, it is not necessary to provide a high-rigidity core throughout the building, and therefore there are few restrictions on the plan, and it is advantageous in terms of construction cost and construction period, and can be widely applied to buildings of various uses, scales, and forms.
In particular, in order to reduce the layer rigidity of the damping floor, the column of the damping floor was reduced to a small cross section and its bending rigidity was lowered, and then the column reinforcement of the damping floor was placed inside the column reinforcement of the upper floor. By fixing in the concrete in a state, it is possible to reliably join both pillars with a simple structure.

  In addition, the columns of the damping floor are made of high-strength or ultra-high-strength concrete and RC columns with high-strength or ultra-high-strength reinforcing bars, and then covered with a reinforcing steel material, so that it has low bending rigidity and sufficiently high axial rigidity and High toughness can be achieved.

  Furthermore, by fixing the steel frame inside the frame frame composed of the columns and beams of the vibration control floor and installing the vibration control device inside the steel frame, the vibration control device can be attached to the frame frame. The vibration control device can be reliably and efficiently operated by the deformation of the frame in the event of an earthquake.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 shows an embodiment of a vibration damping structure of the present invention, and is an elevation view showing an outline of a frame of the entire building and a plan view of a vibration damping floor. It is a figure (part II expansion figure in Drawing 1 and Drawing 10) showing the structure of the junction of a vibration suppression floor and the pillar of the floor immediately above the same. It is a figure which shows an example of a vibration damping device. It is a figure (IV part enlarged view in FIG. 3) which shows the fixation structure of the steel frame to a frame frame similarly. FIG. 5 is a detailed view (an enlarged view of a portion V in FIG. 4). FIG. 5 is a detailed view (an enlarged view of a VI part in FIG. 4). FIG. FIG. 5 is a detailed view (an enlarged view of a portion VIII in FIG. 4). FIG. 5 is a detailed view (enlarged view of IX part in FIG. 4). The other embodiment of the damping structure of this invention is shown, and is the elevation which shows the outline | summary of the frame of the whole building, and the top view of a damping floor.

One embodiment of the vibration damping structure of the present invention is shown in FIGS.
This is an example of application to a reinforced concrete high-rise building (27 floors above ground in the example), and any lower floors (1 floor above ground and 2 floors above) are set as damping floors. The main point is that the damping device 10 is concentrated and arranged after the layer stiffness of the damping floor is made lower than the layer stiffness of the upper layer portion.

In order to lower the layer rigidity of the vibration control floor than the layer rigidity of the upper layer part, the cross section of the pillar 1 of the vibration suppression floor is made smaller than the column cross section of the upper layer part to relatively reduce the horizontal bending rigidity. Just do it.
However, even if the column cross section is reduced, at least the shaft rigidity and toughness equivalent to at least the upper layer portion are naturally required. Therefore, in this embodiment, the column 1 of the vibration control floor is made of high-strength or ultrahigh-strength concrete (for example, Fc200 equivalent). ) And a high-strength or ultra-high-strength reinforced concrete column (RC column) using high-strength or ultra-high-strength reinforcing bars (for example, SD980 equivalent), and the outer periphery of the column 1 is reinforced steel as shown in FIG. By covering with 1c, sufficient high axial rigidity and high toughness are ensured even with low bending rigidity.
In order to cover the column 1 with the reinforcing steel material 1c, the column 1 is formed by a method similar to that of a normal RC column, and then a steel plate is mounted around the outer periphery thereof, or the column 1 can function as the reinforcing steel material 1c. It is preferable to form a steel pipe covered RC column (or a filled steel pipe type RC column) by placing concrete inside a square or circular steel tube.

In order to join the pillar 1 having a small cross section of the vibration damping floor as described above to the pillar 2 of the upper floor having a larger cross section than that, the vibration damping structure of the present embodiment uses FIGS. ) In the panel zone, which is a joint between the columns 1 and 2 and the beam 3, the column main reinforcement 1a of the vibration control floor is arranged in a vertically wrapped manner inside the column main reinforcement 2a of the immediately upper floor. Thus, both the column main bars 1a and 2a are joined to each other through the panel zone concrete so as to be able to transmit the bearing pressure.
In this case, it is preferable to appropriately set the wrap length between the column main bars 1a and 2a, and to form the fixing heads 1b and 2b at the tip portions thereof, respectively. Even if 2a is not joined directly, each can be reliably fixed with respect to a panel zone, and the bearing transmission performance through concrete can be ensured satisfactorily.

The fixing heads 1b and 2b are provided by expanding the cross section by bulging the column main bars 1a and 2a themselves, or by welding or appropriately mounting a fixing tool such as a fixing plate. It ’s fine.
Of course, the fixing heads 1b and 2b can be omitted if a sufficient wrap length capable of ensuring the desired bearing pressure transmission performance can be secured, and a hook is provided instead of the fixing heads 1b and 2b. That's fine.
2 (a) and 2 (b) are examples in which the pillar 1 of the vibration suppression floor is a prism, (c) shows an example in the case of a round pillar. The column main reinforcement 1a of the pillar 1 of the tremor is arranged inside the column main reinforcement 2a of the column 2 of the immediately upper floor, and fixing heads 1b, 2b or hooks may be provided on both the column main reinforcements 1a, 2a as necessary. It ’s fine.
In any case, it is realistic that the panel zone for joining the pillar 1 of the vibration suppression floor and the pillar 2 and the beam 3 on the floor directly above is made of concrete, but those pillars 1, 2 and The shaft portion of the beam 3 can be precast and pre-manufactured as a PCa member. In this way, it is only necessary to cast concrete on the panel zone at the site, so that the workability is greatly improved. It is possible.

  The number and arrangement pattern of the damping devices 10 on the damping floor may be appropriately designed so as to obtain a desired damping effect. However, since the building in the illustrated example has a substantially square plan shape, In the embodiment, as shown in FIG. 1 (b), the damping device 10 is installed inside each of the four frame frames on the outer peripheral portion and the four frame frames on the central portion on the vibration damping floor.

Various known dampers such as oil dampers, viscous dampers, viscoelastic dampers, steel dampers, rotary inertia mass dampers, and other types can be arbitrarily adopted as the vibration damping device 10, and the form of the vibration damping device 10 is also a brace. Arbitrary forms such as a mold, a wall type, a stud type, and a beam end installation type are possible, and different types and forms of vibration damping devices may be arbitrarily combined and employed.
Alternatively, the vibration of the building may be directly transmitted from the frame to the vibration control device 10 to directly operate the vibration control device 10, or appropriate vibration transmission may be performed between the frame and the vibration control device 10. The vibration of the building may be indirectly transmitted through a mechanism or a deformation amplification mechanism, or may be amplified and transmitted to the vibration damping device 10. Of course, a mechanism for limiting excessive input of seismic force, a fail-safe mechanism for preventing excessive deformation of the damping floor, and the like may be provided as appropriate.

FIG. 3 shows a specific installation example of the vibration damping device 10.
This is a combination of a rotary inertia mass damper 11 and an oil damper 12 as a vibration damping device 10, and a horizontal vibration (interlayer deformation) at the time of an earthquake of a frame composed of columns 1 and upper and lower beams 3 on a vibration damping floor. Is transmitted to the vibration damping device 10 through the steel frame 13 and the V-shaped brace 14 to operate it.
That is, the steel frame 13 is fixed to the inside of the frame where the vibration damping device 10 is to be installed, and the rotary inertia mass damper 11 is installed at the center of the lower portion thereof. The upper end portions of the V-shaped brace 14 are respectively pin-bonded to the corners via the joining plate 15, and the central lower end portion of the V-shaped brace 14 is connected to the rotary inertia mass damper 11 via the mounting base 16. And by installing the oil damper 12 between the side of the steel brace 13 and the mounting base 16, horizontal vibrations of the building (interlayer deformation of the frame) are made of the steel frame 13, the V-shaped brace 14, and the mounting base. It is transmitted to the rotary inertia mass damper 11 and the oil damper 12 through 16 to operate them, and an excellent vibration damping effect is obtained.

In this case, in order to reliably transmit the vibration of the building to the vibration control device 10, it is a premise that the steel frame 13 is firmly and firmly integrated with the frame frame. It is preferable to fix the frame 13 to the frame frame, for example, with the structure shown in FIGS.
That is, in order to fix the upper and lower horizontal portions of the steel frame 13 to the upper and lower beams 3, the steel frame 13 is joined to the beams 3 with anchor bolts 17 as shown in FIG. Instead, or in addition, the stud bolts 18 provided in advance on the steel frame 13 may be fixed to the beam to integrate them.
Further, in order to fix the vertical portions on both sides of the steel frame 13 to the column 1, the steel frame 13 against the reinforcing steel material 1 c covering the column 1 as shown in FIGS. 5 and 6. As a result, the steel frame 13 can be integrated with the column 1 and the steel frame 13 also functions as the reinforcing steel material 1c.

If necessary, the steel frame 13 may be welded to the reinforcing steel material 1c as shown in FIG.
FIGS. 5 to 7 show examples in which the pillar 1 has a square cross section. However, even when the pillar 1 has a circular cross section, the steel frame 13 has a similar structure as shown in FIGS. 8 to 9. What is necessary is just to fix to 1.
Further, FIGS. 5 to 9 are examples in which the column 1 is equipped with a steel plate as the reinforcing steel material 1c, but when the column 1 is a steel pipe covered RC column (filled steel tube type RC column), What is necessary is just to weld the steel frame 13 directly with respect to the covering steel pipe used as the outer shell.
Furthermore, although the example of illustration is an example at the time of forming the steel frame 13 with H-shaped steel, as long as it has desired rigidity, you may form the steel frame 13 with the steel material of a cross section suitably.
In any case, as shown in FIG. 5, the width of the steel frame 13 is increased at the welding position of the joining plate 15 with respect to the steel frame 13, and the rib plate 20 is welded to the width to increase the stiffening effect. It is preferable.

According to the above-mentioned vibration control structure, since the vibration control floor with reduced layer rigidity is set and the vibration control device 10 is installed there, the horizontal deformation of the entire building during the earthquake is concentrated on the vibration control floor. Thus, the vibration damping device 10 operates efficiently, and an excellent vibration damping effect on the entire building can be obtained.
And according to said damping structure, it is not necessary to distribute many damping devices on each floor like the case of normal damping structure, and it is a building like the structure shown by patent documents 1-3. Since it is not necessary to provide a high-rigidity core as a whole, there are few restrictions in plan planning, it is advantageous in terms of construction cost and construction period, and it can be widely applied to buildings of various uses, scales, and forms.

  Although one embodiment of the present invention has been described above, the above embodiment is merely a preferred example, and the present invention is not limited to the above embodiment. For example, the following appropriate design changes and Application is possible.

  In the above embodiment, the first floor and the second floor are set as the vibration suppression floors, but the position and the number of floors of the vibration suppression floor are arbitrary. However, when the damping floor is set to the upper layer, deformation concentration on the damping floor does not occur remarkably, and therefore the damping device 10 cannot always operate efficiently. It should be set in the lower area near the floor. In addition, setting the vibration suppression floor to an excessively large number of layers results in the purpose of the present invention because the vibration control devices are distributed and arranged on multiple floors, and therefore, at most about two layers as in the above embodiment. Is realistic.

Further, as described above, the number of installed damping devices 10 on the damping floor and the arrangement pattern thereof are arbitrary, but the damping devices 10 are individually installed on each of the plurality of damping floors as in the above embodiment. In addition, the vibration damping device 10 may be installed in a form straddling a plurality of floors, and an example thereof is shown in FIG.
In the case where the first floor and the second floor are vibration suppression floors as in the above embodiment, the interlayer deformation for two layers is performed by a toggle mechanism as a large-scale vibration control device 10 straddling those two layers. Amplifying brace dampers are used and are installed in four spans in the center of the building in plan view. In this case as well, an effective damping effect on the entire building can be obtained.

1 pillar (damping floor)
1a Column main reinforcement 1b Fixing head 1c Reinforced steel 2 Column (Upper floor)
2a Column main reinforcement 2b Fixing head 3 Beam 10 Damping device 11 Rotating inertia mass damper 12 Oil damper 13 Steel frame 14 V-shaped brace 15 Joint plate 16 Mounting base 17 Anchor bolt 18 Stud bolt 19 Through bolt 20 Rib plate

Claims (3)

It is a vibration control structure in which a vibration control device is installed at a key point of a high-rise or super-high-rise reinforced concrete building,
A damping floor is set in the lower part and the damping device is integrated and installed on the damping floor, and the pillars in the damping floor are made smaller than the pillars in the upper part, and the layer rigidity of the damping floor Lower than the upper layer,
A damping structure characterized in that both pillars are joined by fixing them in concrete in a state in which the pillar main bars of the columns in the vibration control floor are arranged inside the pillar main bars of the columns on the upper floor.   2. The vibration control system according to claim 1, wherein the columns of the vibration control floor are high-strength or ultrahigh-strength concrete and reinforced concrete columns made of high-strength or ultrahigh-strength reinforcing bars, and the columns are covered with a reinforcing steel material. Construction.   3. A steel frame is fixed inside a frame frame composed of columns and beams on a vibration control floor, and the vibration control device is installed inside the steel frame. Vibration control structure.

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