JP5725331B2 - Beam vibration reduction mechanism - Google Patents

Description

  The present invention relates to a mechanism for reducing vibration of a beam in a building.

The floor (slab) of a building may cause vibration disturbance that causes residents to feel uncomfortable due to lack of rigidity of the beam supporting the slab or resonance with disturbance vibration.
As a conventional technique for dealing with this, there is a TMD (Tuned Mass Damper) as disclosed in Patent Document 1, for example. This is intended to reduce the vibration of the floor by vibrating the TMD installed as an additional mass on the floor so as to synchronize with the vibration period of the floor. This type of TMD generally requires a mass of 500 kg to 1 ton. Therefore, there is a problem that a heavy burden is placed on the floor to be damped and the beam supporting it.

Therefore, as shown in Patent Document 2 and Patent Document 3, for example, there is a vibration reduction mechanism that can obtain a vibration damping effect equivalent to or higher than that of conventional TMD even if the mass is small by using a rotational inertial mass as an additional mass. Proposed.
According to this, since the actual mass of the small and lightweight rotating weight can be used as an additional mass by expanding it by several hundred times by the inertial mass effect, the actual mass of the rotating weight can be sufficiently small, and therefore normally As in the case of installing TMD, there is no heavy burden on the beam and floor.

JP-A-10-252253 JP 2008-115552 A JP 2010-38318 A

By the way, in various modern architectural spaces, the slab is often provided in a form that largely jumps to the outer peripheral side or the atrium space side of the building, and in that case, a cantilever beam for supporting the slab is provided. Provided.
FIG. 10 shows an example of this. In order to provide a slab 6 that protrudes to the side (left side in the illustrated example) of the main frame 1 composed of the pillar 2, the large beam 3, the small beam 4, and the main slab 5, The base end portion is supported by the pillar 2 and the large beam 3 to provide the cantilever 7, and the cantilever 7 is entirely supported to support the slab 6.
In the following description, two cantilevers 7 supported on the pillar 2 and provided on both sides of one span of the above cantilevers 7 are referred to as cantilever large beams 7a, and are supported by the large beams 3. The three cantilevers 7 installed between the cantilever beams 7a are designated as cantilever beams 7b, and are distinguished as necessary.

  Since such a cantilever beam 7 is supported only at the base end and has a free end at the distal end, vibration is more likely to occur due to walking by the occupant than a normal both-end support beam. The pop-up slab 6 supported by 7 often has vibration problems.

This will be described with reference to FIG.
As shown in FIG. 11, when a resident walks on the jumping slab 6, the distal end side (shown as point A in the figure) that is the free end of the cantilever 7 is greatly bent downward. Therefore, the spring-out slab 6 is likely to generate vertical vibrations.
Moreover, the base end of the cantilever beam 7b is usually structurally joined to the beam 4 of the main frame 1 via the large beam 3 as shown in the figure. Rather than pin-bonding as normal both-end support beams (support points for the large beams 3 on both sides are shown as point B and point D), the bending force is effectively applied to the junction point (point B) with the cantilever beam 7b. Usually, both flanges are connected to each other by a stiffener 8 for transmission, or are integrally joined to a large beam by welding, so that when the cantilever beam 7b is vibrated up and down, it is normal. The vibration is transmitted to the small beam 4 as it is, and as shown in FIG. 11, the whole of them uses the both end support points (points B and D) of the small beam 4 as fulcrums (vibration nodes). It will vibrate synchronously, especially the middle part (C point) of the small beam 4 becomes the antinode of vibration there Large vibration is sometimes excited.

  In this way, the spring slab 6 supported by the cantilever 7 not only vibrates itself, but also causes vibration disturbances to the main slab 5 of the main frame 1 connected thereto. As a countermeasure, it has been studied to suppress the vibration of the cantilever 7 by a vibration reduction mechanism using a rotational inertia effect as shown in Patent Documents 2 and 3.

However, although the conventional vibration reduction mechanism can be effectively applied to a normal both-end support beam, it is not necessarily applicable to the cantilever 7 as described above.
That is, since it is effective to install the conventional vibration reduction mechanism at a point where vibration is most excellent with respect to the beam to be controlled, when the cantilever 7 is a target, its tip (FIG. 11). A support member for installing and rotating the rotary inertia mass damper with respect to the point A in FIG. 2 (additional beam in the vibration reduction mechanism shown in Patent Document 2). In the vibration reduction mechanism shown, it is necessary to construct a diagonal material) on the tip of the cantilever 7, but it may be difficult to secure the installation space on the tip of the cantilever 7 by design. In many cases, even if an installation space can be secured, it may not always function effectively.

  Specifically, when the jumping slab 6 having the structure shown in FIGS. 10 to 11 is to be controlled, it rotates to the tip of the cantilever beam 7b that supports the central part of the jumping slab 6. Since it is most efficient to install the inertia mass damper, in this case, for example, as shown in FIG. 12, the additional beam as the support member 9 is connected to the tip of the cantilever beam 7b from the columns 2 on both sides. (I.e., point A), each of which is installed in an oblique direction, or a diagonal member as a support member 9 is stretched in a mountain shape with the tip of the cantilever beam 7b as a vertex, and the additional beams A rotary inertia mass damper (not shown) is interposed between the front end of each of the members and the top of the diagonal member and the front end of the cantilever beam 7b.

However, if the additional beam or diagonal member as the support member 9 is installed in an oblique direction, the required length becomes longer and twisting occurs, so that sufficient reaction force is ensured to effectively operate the rotary inertia mass damper. Therefore, in order to secure a sufficient reaction force, it is necessary to use an additional beam with sufficiently high rigidity and a large cross section, or in the case of diagonal materials, the required tension must be extremely large, Not right.
In addition, when the additional beam or the diagonal member is installed or stretched in an oblique direction, the joining form to the column 2 or the cantilever beam 7b has to be complicated, and as shown in FIG. Since beam penetration with respect to the beam 7b is also necessary, troublesome processing and labor for that are required, which is not preferable in terms of workability and fit.

As described above, the vibration reduction mechanism of the beam by the rotary inertia mass damper as shown in Patent Documents 2 and 3 is effective for a normal both-end support beam, but is difficult to apply to a cantilever beam. Therefore, it is the actual situation that the development of an effective and appropriate method that enables this is desired.
In view of the above circumstances, an object of the present invention is to provide an effective and appropriate vibration reduction mechanism that can reduce vibration of a cantilever beam.

  The invention according to claim 1 is a mechanism for reducing the vibration of the cantilever beam targeting a cantilever beam installed in a state where the base end portion is supported and the tip end portion is a free end, One end of both end support beams are joined to the base end of the cantilever beam, and the base end of the cantilever beam and one end of the both end support beam are integrally supported by using the joint point as a support point. The vibration of the beam is transmitted to the support beams at both ends via the support points, and the cantilever beams and the support beams at both ends can be vibrated synchronously with the support points as fulcrums. A support member to be supported is provided so as to be capable of relative vibration with the both-end support beams, and a rotary inertia mass damper that is operated by the relative vibration is interposed between the support member and the both-end support beams. And

  The invention according to claim 2 is the beam vibration reducing mechanism according to claim 1, wherein the natural frequency of the additional vibration system constituted by the rotary inertia mass damper and the support member is set to a main vibration suppression target. It is characterized by being tuned to the natural frequency of the vibration system.

  The invention according to claim 3 is the beam vibration reducing mechanism according to claim 2, wherein an additional spring is interposed between the rotary inertia mass damper and the support member, and adjustment of the spring rigidity of the additional spring is performed. Thus, the natural frequency of the additional vibration system can be adjusted.

  According to the present invention, by installing the rotary inertia mass damper to the middle part of the beam of the main frame that is connected to the cantilever beam to be damped, vibration generated in the beam in conjunction with the cantilever beam is suppressed. Thus, vibration of the cantilever can be effectively suppressed. Therefore, it is possible to obtain the same vibration damping effect without providing a rotary inertia mass damper directly at the tip of the cantilever as in the normal method, and when the installation space cannot be secured at the tip of the cantilever. It is suitable as an alternative measure when it cannot be operated effectively even if it is installed there.

It is a figure which shows the outline | summary of the vibration reduction mechanism which is embodiment of this invention. FIG. It is a figure which shows an analysis model same as the above. It is a figure which shows the member specification in an analysis model same as the above. It is a figure which shows an eigenvalue analysis result similarly. It is a figure which shows an analysis result similarly. It is a figure which shows the walking load waveform used for an analysis similarly. It is a figure which shows an analysis result similarly. It is a figure which shows an analysis result similarly. It is a figure which shows the installation form of the conventional general splash slab and a cantilever beam. It is a figure which shows the behavior at the time of a vibration. It is a figure which shows an example of the installation form of the vibration reduction mechanism with respect to the conventional spring slab.

An embodiment of the present invention is shown in FIGS.
In the present embodiment, a rotary inertia mass damper as shown in Patent Document 2 is operated for a spring slab 6 that is installed with the structure shown in FIG. 10 and generates vibration as shown in FIG. The purpose of this is to control the vibration of the cantilever beam 7 that supports the spring-out slab 6 by a vibration reduction mechanism mainly composed of an additional beam.
However, in the present embodiment, as shown in FIG. 12, the vibration reducing mechanism is not based on the usual method of installing the vibration reducing mechanism at the tip portion (point A in FIGS. 1 and 12) where vibration is dominant. By installing a vibration reduction mechanism at the middle part (same point C) of the small beam 4 joined to the cantilevered small beam 7b via the large beam 3, the small beam 4 Thus, the main object is to control the vibration of the cantilever beam 7b and thereby obtain a vibration reduction effect on the entire slab 6 and the main slab 5.

  That is, the pop-out slab 6 targeted by the present embodiment has two cantilever beams 7a per span and three pieces installed between them as in the conventional general structure shown in FIG. The cantilever beams 7b are supported and installed, and the cantilever beam 7b is joined to the base end of each cantilever beam 7b via the large beam 3, and the cantilever beam 7b and the beam 4 are bent. The flanges are connected to each other by a stiffener 8 for force transmission, and the small beam 4 is a both-end support beam whose both ends (points B and D) are supported. As shown in FIG. 11, if it is an intangible measure against the generated vibration, not only the cantilever beam 7 but also the small beam 4 joined thereto and the main slab 5 supported by the beam will generate vibration. It is.

Therefore, in the present embodiment, as shown in FIG. 1, an additional beam 10 as a support member for operating the rotary inertia mass damper is provided in a direction intersecting with each other at an intermediate portion of each small beam 4, and the additional beam is provided. Both ends of 10 are joined to the large beams 3 on both sides.
The additional beam 10 in the present embodiment is a truss beam as shown in FIG. 2, and the additional beam 10 and the small beam 4 are structurally independent of each other so that relative vibration in the vertical direction is allowed. It has become.
In the illustrated example, the upper chord member 11 of the truss beam as the additional beam 10 is inserted into the through-hole 4a formed in the small beam 4 so that the additional beam 10 and the small beam 4 are structurally insulated from each other. Although vibration is possible, the additional beam 10 can be accommodated within the range of the beams of the large beams 3 on both sides, which is advantageous in securing the effective height in the room and saving the floor height. If this is not necessary, or if the additional beam 10 is used as a full beam, the additional beam 10 may be simply crossed so as to pass under the small beam 4.

  2 with respect to an intermediate portion of the small beam 4 located at the center of the three small beams 4 (position in the vicinity of the point C in the drawing, particularly preferably the center position of the span which causes vibration). As shown in (b), the rotary inertia mass damper 14 is fixed downward, the central portion of the leaf spring 20 as an additional spring is connected to the lower end of the rotary inertia mass damper 14, and both ends of the leaf spring 20 are added as described above. When the beam 4 is fixed to the lower chord member 12 of the beam 10 via the coupling tool 13, and the small beam 4 generates vertical vibration (relative vibration with respect to the additional beam 10), the rotary inertia mass damper 14 is activated. It is like that.

The vibration reduction mechanism of the present embodiment is similar to that shown in Patent Document 2 in that the rotary inertia mass damper 14, the leaf spring 20, and the additional beam 10 are connected in series, so that A TMD as an additional vibration system for the vibration system (in this case, the spring-out slab 6 and the main slab 5 and the entire housing supporting the slab 6) constitutes the TMD. Functions as a spring element for synchronizing the natural frequency of the main vibration system with the natural frequency of the main vibration system (or the desired vibration-supplied frequency), and appropriately adjusts the spring stiffness and rotational inertial mass. By appropriately setting the inertial mass due to the damper 14, it effectively functions as a TMD with respect to the main vibration system, and an excellent damping effect can be obtained.
In addition, when desired tuning is possible only by adjusting the spring rigidity of the additional beam 10, the leaf spring 20 as the additional spring can be omitted, or instead of the leaf spring 20 as necessary, Alternatively, an appropriate spring element may be used in addition thereto. Of course, an appropriate damping element such as an oil damper may be added as necessary.

  According to the present embodiment, as shown in FIG. 11, the vibration generated in the small beam 4 in synchronization with the vibration of the cantilever 7b to be controlled is effectively suppressed by the operation of the rotary inertia mass damper 14, Since the vibration suppressing effect on the beam 4 extends naturally to the cantilever beam 7b that is structurally joined to the beam and generates synchronous vibration, the rotary inertia mass damper 14 is mounted on the cantilever beam as in a normal method. A similar damping effect can be obtained by installing the rotary inertia mass damper 14 at the intermediate portion of the small beam 4 connected to the end portion of the cantilever 7 without being provided at the end portion of the cantilever 7b. It is suitable as an alternative measure when the installation space cannot be secured, or when the installation space cannot be operated effectively.

Hereinafter, the effect of the present invention will be specifically verified by analysis.
The analysis target model is shown in FIG. This is a part of a building plane, and is intended for a jump-out slab formed in a triangular shape facing the atrium and a rectangular main slab for one span.
FIG. 4 shows the specifications of each structural member (large beam BUB, small beam UB, tip small beam UC) constituting the spring-out slab and the main slab. In this analysis model, the number of cantilever beams 7b shown in FIG. 1 and the beam beams 4 connected thereto are five in this analysis model. In this analysis model, the beam beams in the orthogonal direction supporting the intermediate portion of the beam ( (Not shown in FIG. 1) is also provided, and the additional beam is provided in parallel with the side portion of the small beam.
Slabs (main slab 5 and spring slab 6) are 130mm thick, own weight 5kN / m ² , load weight 2.7kN / m ² , slab concrete Fc = 24N / mm ² , Young's modulus 15470N / mm ² , Poisson The ratio was 0.2.
Each beam took into account its own weight, and a floor load of 1/4 of the adjacent span was added to the beam at the boundary. In this analysis model, the floor was modeled with a shell structure. The beam was a beam element, and was rigidly linked from the floor so that the composite slab had a positive bending stiffness. However, the jumping portion is not rigidly linked assuming that the slab becomes a convex surface due to long-term stress and enters a negative bending state. The degree of freedom of each contact was considered only for vertical translation and rotation around two horizontal axes.

Two rotary inertia mass dampers 14 were juxtaposed at point C (approximately the center position of the main slab), and tuned so as to cope with the first and second modes.
Each inertial mass is 4 tons, but the actual flywheel mass is one-hundredth. For example, if the lead of a ball screw is 10 mm, a disk made of steel with a radius of 71.5 mm and a thickness of 32 mm ( Such an inertial mass is obtained in a substantial amount of 4 kg).
The damping coefficients were 170 N / kine and 160 N / kine, respectively, and were due to damping inside the ball screw.
The spring values of the leaf springs 20 were 3700 kN / m and 38000 kN / m, respectively (length × width × plate thickness of each leaf spring 40 cm × 10 cm × 9 mm, 40 cm × 10.8 cm × 19 mm, respectively).
The truss beam as the additional beam 10 is CT-250 × 150 × 9 × 25 for the upper chord material and lower chord material, L-75 × 9 for the abdomen, 750 mm for the beam bar, and the secondary moment of inertia I = 1.89 × 10 ⁹ mm The shear sectional area was 1122 mm ² . The damping of the main system is assumed to be 1% of the initial stiffness proportional to the primary natural frequency.

The eigenvalue analysis results are shown in FIGS. The primary mode is the vibration of the jumping slab, and the natural frequency is 3.46Hz.
The dominant frequency of a single person walking to a single person has a width of about 1.6 to 3.3 Hz, and the natural frequency of the jumping slab is slightly outside this range, but it is a double length (ie 3.46 / 2 = 1.73 Hz) Therefore, the step time of the walking load was adjusted and the load was applied to point A (the tip of the slab) so that the dominant frequency was 1.73 Hz.
A load waveform due to walking load is shown in FIG. The load level is 1.5 times the original wave, assuming two people walking.

As an analysis result, an acceleration response waveform at point A in the case of non-damping and damping according to the present invention is shown in FIG. 8, and a 1/3 octave band analysis result of response acceleration at points A, C, and D is shown in FIG. Shown in
From the results of FIG. 8, it can be seen that the maximum acceleration is 6 gal in the case of non-vibration suppression, but is about 4 gal by the vibration suppression of the present invention, and the rear shaking is rapidly reduced.
Further, from the result of FIG. 9, the response level is a level at which most residents feel shaking in the case of non-vibration suppression, but in the case of vibration suppression according to the present invention, the response level is almost halved and is acceptable as a general building. You can see that it falls within the range.

From the above analysis results, according to the present invention, it is difficult to effectively install the rotary inertia mass damper. It was confirmed that the vibration of the jumping beam to be controlled can be effectively reduced by installing the rotary inertia mass damper in the middle part of
Therefore, according to the present invention, it is possible to effectively suppress the vibration of the main slab 5 that vibrates in conjunction with the protruding slab supported by the protruding beam, thereby greatly improving the comfortability of the entire building. Is possible.

  Although one embodiment of the present invention has been described above, the present invention is not limited to the above embodiment, and for example, design changes and applications listed below are possible.

The rotary inertia mass damper 14 is practically one using a ball screw mechanism as shown in Patent Documents 2 and 3, but is not particularly limited, such as one using a lever mechanism, etc. Arbitrary types of rotary inertia mass dampers can be employed, and in particular, those equipped with a magnetic damping mechanism as shown in FIG. 2C can be suitably employed.
The ball nut 16 is rotatably supported in the casing 15, and a ball screw shaft 17 is screwed to the ball nut 16. A flywheel 18 made of a magnetic material is connected to the ball nut 16 and a magnet 19 is connected to the flywheel 18. When the rotary inertia mass damper 14 is actuated and the flywheel 18 rotates, an eddy current is generated in the flywheel 18 by the magnet 19 to consume kinetic energy, thereby reducing the damping effect. It is the structure of obtaining.

In the above embodiment, the rotary inertia mass damper 14 is installed only at one central position of the one-span main slab 5 connected to the one-span jumping slab 6, but the jumping slab 6 and the main slab connected thereto are essential. For example, the rotary inertia mass damper 14 may be appropriately disposed at an appropriate position so that a desired vibration damping effect can be obtained.
For example, when the area of the spring slab 6 or the main slab 5 connected thereto is large, the rotary inertia mass dampers 14 may be installed at a plurality of locations. For this purpose, each of the small beams 4 in the above embodiment is added. Rotating inertia mass dampers 14 are respectively installed at the intersections with the beams 10, or a plurality of additional beams 10 are intersected with the respective small beams 4, and the rotary rolling inertia mass dampers 14 are respectively installed at the intersections. Also good.
Of course, if necessary, not only the cantilever beam 7b supported and installed on the large beam 3 as described above, but also the cantilever beam installed and supported on the column 2 is supported. 7a may be a vibration control target. In that case, an additional beam 10 is provided so as to intersect with the middle portion of the main beam 3 of the main frame 1 joined to the cantilever beam 7a via the column 2. The rotary inertia mass damper 14 may be installed between the additional beam 10 and the large beam 3.

In the above embodiment, the additional beam 10 as a support member for supporting and operating the rotary inertia mass damper 14 is a truss beam, but it is not limited to a truss beam, and may be a satiety beam having an arbitrary cross section. Alternatively, an oblique member as shown in Patent Document 3 can be stretched as a support member instead of the additional beam 10.
Further, in the above embodiment, the support member is installed so as to intersect the intermediate portion of the beam interlocking with the cantilever beam to be damped. If possible, the support member is as shown in Patent Documents 2 and 3, respectively. It may be provided in parallel with the side of the beam.

1 Main frame 2 Pillar 3 Large beam 4 Small beam (support beam on both ends)
4a Through-hole 5 Main slab 6 Bounce slab 7 Cantilever 7a Cantilever large beam 7b Cantilever small beam 8 Stiffener 10 Additional beam (truss beam, support member)
11 Upper chord material 12 Lower chord material 13 Connector 14 Rotary inertia mass damper 15 Casing 16 Ball nut 17 Ball screw shaft 18 Flywheel 19 Magnet 20 Leaf spring (additional spring)

Claims (3)

A mechanism for reducing the vibration of the cantilever beam for a cantilever beam that is installed in a state where the base end portion is supported and the distal end portion is a free end,
One end of both end support beams are joined to the base end of the cantilever beam, and the base end of the cantilever beam and one end of the both end support beam are integrally supported by using the joint point as a support point. The vibration of the beam is transmitted to the both-end support beams through the support points, and the cantilever beams and the both-end support beams can be vibrated synchronously with the support points as fulcrums,
A support member that supports the middle part of the both-end support beams is provided so as to be capable of relative vibration with the both-end support beams, and a rotary inertia mass damper that operates between the support member and the both-end support beams is operated by the relative vibration. A vibration reduction mechanism for a beam, characterized by being interposed. A vibration reduction mechanism for a beam according to claim 1,
A beam vibration reduction mechanism characterized in that a natural frequency of an additional vibration system constituted by the rotary inertia mass damper and the support member is synchronized with a natural frequency of a main vibration system to be controlled. A vibration reduction mechanism for a beam according to claim 2,
An additional spring is interposed between the rotary inertia mass damper and the support member, and the natural frequency of the additional vibration system can be adjusted by adjusting the spring stiffness of the additional spring. Beam vibration reduction mechanism.

Images