JP2001140496A - Suspended damping method and suspended damping structure for super-high-rise building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a suspended damping method and a suspended damping structure capable of greatly contributing to the improvement of habitability and structural safety which is able to greatly improve the damping effect especially for an upper portion of a super-high-rise building where flexural deformation accompanied with the axial expansion a column becomes dominant against a wing load and a seismic load. SOLUTION: This is a suspended damping method for a super-high-rise building where the flexural deformation accompanied with the expansion in the axial direction of the column becomes dominant against a wind load and a seismic load, and the super-high-rise building comprises a superstructure and a substructure, and the superstructure is supported by suspension with the vibration period turned into a longer period by means of the substructure.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention belongs to the technical field of a suspension damping method and a suspension damping structure, and more specifically, a bending deformation caused by an axial expansion and contraction of a column with respect to a wind load and an earthquake load. The present invention relates to a suspension vibration control method and a suspension vibration control structure that are suitably implemented for a dominant high-rise building, a high-rise tower, and the like (hereinafter, appropriately referred to as a high-rise building).

[0002]

2. Description of the Related Art For high-rise buildings in which bending deformation due to axial expansion and contraction of columns is dominant to wind loads and earthquake loads, the purpose is to improve the livability and structural safety. As the vibration control method and the vibration control structure, a large number of vibration control methods and structures for controlling the response at the time of earthquake by arranging a vibration control damper for each floor or at a layer having a large amplitude are currently employed. -4115, JP-A-11-3
No. 0054 and the like disclose and are used in practice.

[0003]

However, even if the damping damper is applied to a high-rise building, errors in rigidity evaluation between the damping member frame and other main frames and errors in the dynamic model of the damper itself are included. Therefore, the damping effect is not so large as a decrease of about 20 to 30%, and it cannot be said that the vibration is particularly sufficient to suppress the vibration of the upper portion of a high-rise building, and there is room for improvement.

Accordingly, an object of the present invention is to dramatically reduce the vibration damping effect of a high-rise building, particularly an upper part thereof, in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant against wind loads and earthquake loads. An object of the present invention is to provide a suspension vibration damping method and a suspension vibration damping structure which can be improved and greatly contribute to improvement of livability and structural safety.

[0005]

As a means for solving the above-mentioned problems of the prior art, a suspension vibration control method for a high-rise building according to the present invention according to the first aspect of the present invention comprises a column for a wind load and an earthquake load. A suspension vibration control method for a high-rise building in which bending deformation due to expansion and contraction in the axial direction is dominant, wherein the high-rise building is composed of an upper structure and a lower structure, and the upper structure is a lower structure. , The vibration period is made longer to support the suspension.

According to a second aspect of the present invention, in the suspension vibration control method for a high-rise building according to the first aspect, the lower structure of the high-rise building sandwiches the upper structure in plan view. It is characterized by being provided in an arrangement.

According to a third aspect of the present invention, there is provided the suspension vibration damping method for a high-rise building according to the first or second aspect, wherein a vibration damper for suppressing vibration of an upper structure in a lower structure of the high-rise building. Is provided.

The invention described in claim 4 is the first to third aspects of the present invention.
The suspension vibration control method for a high-rise building described in any one of the above, is characterized in that a base portion of a substructure of the high-rise building is seismically isolated.

A suspension vibration control structure for a high-rise building according to the invention described in claim 5 is for a high-rise building in which bending deformation due to expansion and contraction of columns in the axial direction is dominant to wind loads and earthquake loads. It is a suspended vibration control structure, and a high-rise building is composed of an upper structure and a lower structure, and the upper structure has a longer vibration period with a suspension member such as a cable having one end fixed to the lower structure. Characterized by being suspended and supported.

A suspension vibration control structure for a skyscraper according to the invention described in claim 6 is for a skyscraper in which bending deformation due to expansion and contraction of a pillar in the axial direction is dominant to wind loads and earthquake loads. It is a suspension vibration control structure, and a high-rise building is composed of an upper structure and a lower structure, and the upper structure is supported by a support truss suspended by a suspension member such as a cable fixed at one end to the lower structure. It is characterized in that it is suspended and supported with a long vibration cycle.

According to a seventh aspect of the present invention, in the suspension vibration damping structure for a high-rise building according to the fifth or sixth aspect, the lower structure of the high-rise building is located between the upper structure when viewed in plan. Characterized in that it is provided in an arrangement sandwiched between.

The invention described in claim 8 is the invention according to claims 5-7.
The vibration period of the superstructure of the high-rise building is 5 to 10 in the suspension vibration control structure of the high-rise building described in any one of the above.
It is characterized by being on the order of seconds.

The invention described in claim 9 is the invention according to claims 5 to 8
In the suspension vibration control structure for a high-rise building described in any one of the above items, a vibration damper for suppressing vibration of an upper structure is provided in a lower structure of the high-rise building.

The invention described in claim 10 is the invention according to claims 5 to
9. The suspended vibration control structure of a high-rise building described in any one of 9 above, wherein a base portion of a substructure of the high-rise building is seismically isolated.

[0015]

DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows a high-rise building in which bending deformation accompanying expansion and contraction in the axial direction is dominant with respect to the wind load and the seismic load described in claims 1 and 6. 1 shows a suspension vibration control method and a suspension vibration control structure according to a first embodiment.

The high-rise building 1 is composed of an upper structure 2 and a lower structure 3, and the upper structure 2 is supported by a hanging member such as a cable 4 having one end fixed to the lower structure 3. The truss 5 suspends and supports the vibration cycle with a longer period (claim 6). Substructure 3 of the skyscraper 1
Are provided so as to sandwich the upper structure 2 when viewed in plan (claim 7).

The suspension member is not limited to the cable 4, but may be a PC steel rod, a round bar, a steel frame, or the like. Further, the lower structure 3 may be embodied in a form surrounding the upper structure in consideration of displacement due to vibration of the upper structure 2.

Incidentally, the height of the high-rise building 1 in the illustrated example is 172.7 m (40 floors), and the height of the substructure 3 is 41.
5m (1st to 8th floor), height of superstructure 2 is 151.2m
(5th to 40th floors), the length of the cable 4 is approximately 20 m. Of course, the numerical values are not limited to these.

The vibration period of the upper structure 2 is 5 to 10
It is set to about seconds (claim 8). Vibration of the suspended upper structure 2 is suppressed, and the entire structure is composed of two vibration systems (upper structure 2 and lower structure 3) having different vibration periods. This is to make the seismic effect effective by the formation. Incidentally, in the present embodiment, it is set to about 9 seconds from the following [Formula 1] which is already known.

[Equation 1] T = 2π√ (l / g) T: oscillation period l: suspension length (of cable) g: gravitational acceleration

From the above [Equation 1], the length of the cable 4 for maintaining the vibration period of the upper structure 2 at about 5 to 10 seconds is in the range of about 6.2 to 24.85 m. Is done.

Further, a vibration damper 6 for suppressing vibration of the upper structure 2 (support truss 5) is provided in the lower structure 3 of the high-rise building 1 so as to provide damping performance. 9).

FIG. 2 shows a suspension damping method and a suspension damping structure for a high-rise building according to a second embodiment of the present invention. In the second embodiment, in addition to the first embodiment, the base portion of the lower structure 3 is further made seismically isolated by a laminated rubber 7 (claim 10).

Hereinafter, the first embodiment shown in FIG.
The operational effects of the second embodiment shown in FIG. 2 are compared with the conventional seismic model (see FIG. 9) and the seismic isolation model (see FIG. 10), and based on the graphs shown in FIGS. explain. Here, the symbol a of each graph is the first embodiment, the symbol b is the second embodiment, and the symbol c is an earthquake-resistant model (period 4.
7s), and the symbol d indicates a seismic isolation model (isolated layer period 4.5 seconds).

As shown in FIG. 4, the first embodiment (a) and the second embodiment (b) relate to the maximum interlayer deformation angle response value.
It can be seen that, as compared with the seismic model (c) and the seismic isolation model (d), the total amount drastically decreases over the portion corresponding to the suspended upper structure 2. Thus, it can be said that the so-called whiplash phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, can be reduced as much as possible.

As shown in FIG. 5, for the maximum deformation response value,
In the first embodiment (a) and the second embodiment (b), the difference between the seismic model (c) and the seismic isolation model (d) may increase as the building height increases. I understand. In particular, the portion corresponding to the suspended and supported upper structure 2 has a steep inclination angle, that is, the maximum deformation response value does not increase so much even when the building height is increased. It can be said that there is.

As shown in FIG. 6, regarding the maximum acceleration response value, the first embodiment (a) and the second embodiment (b)
It can be seen that compared to the seismic model (c) and the seismic isolation model (d), the total amount corresponding to the suspended upper structure 2 is drastically reduced. In this way, it can be said that a skyscraper with excellent structural stability can be constructed.

As shown in FIG. 7, regarding the maximum layer shear force response value, the first embodiment (a) and the second embodiment (b)
Is smaller and more stable over the entire portion corresponding to the suspended upper structure 2 than the seismic model (c) and the seismic isolation model (d). In this way, it can be said that a skyscraper with excellent structural stability can be constructed.

As shown in FIG. 8, the maximum falling moment response value of the first embodiment (a) and the second embodiment (b) is larger than that of the seismic model (c) and the seismic isolation model (d). Thus, it can be seen that, in particular, the entire portion corresponding to the suspended and supported upper structure 2 is small and stable. In this way, it can be said that a skyscraper with excellent structural stability can be constructed.

As described above, in the first and second embodiments, the deformation angle, the seismic isolation model,
Response values such as acceleration and shear force can be greatly reduced, and the operation and effect are exceptional. In particular, it is effective for a high-rise building in which bending deformation accompanying expansion and contraction in the axial direction of a column is dominant against wind loads and earthquake loads.

FIG. 3 shows a suspension system for a super-high-rise building (super-high-rise tower) in which bending deformation accompanying expansion and contraction in the axial direction is dominant with respect to the wind load and the seismic load according to the first and fifth aspects. 1 shows an embodiment of a vibration method and a suspended vibration control structure.

The super high-rise tower 21 includes an upper structure (upper tower) 22 and a lower structure (lower tower) 23. The upper tower 22 suspends the cable 4 or the like having one end fixed to the lower tower 23. The member is suspended and supported with a longer vibration cycle. Incidentally, reference numeral 8 in FIG. 3 indicates an observatory, and reference numeral 9 indicates a transmission room. The length of the cable 4 is approximately 25.
m. That is, the oscillation period of the upper tower 22 is set to approximately 10 seconds from the above [Equation 1] (the invention according to claim 8).

Since the super-high-rise tower 21 has substantially the same structure as that of the first embodiment, the graphs of FIGS. 4 to 8 can be referred to for the upper tower 22 suspended and supported. That is, the vibration of the suspended upper tower 22 is suppressed, and the whole is composed of two vibration systems (the upper tower 22 and the lower tower 23) having different vibration periods. As a result, the so-called whip swing phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, can be reduced as much as possible, and the structural stability is extremely excellent. High-rise tower can be built.

Although not shown, the high-rise tower 2
The lower tower 23 may be provided with a vibration damper for suppressing vibration of the upper tower 21 (claim 9), and the base of the lower tower 23 may be seismically isolated using a laminated rubber or the like. (Claim 10).

[0035]

According to the suspension control method and the suspension structure for a high-rise building according to the present invention, the vibration of the suspended and supported upper structure is suppressed, and the vibration control is performed on two parts having different vibration periods as a whole. By using a vibration system (an upper structure and a lower structure), a vibration damping effect can be exerted by vibration coupling between the two vibration systems. As a result, it is possible to mitigate the so-called whip swing phenomenon at a large interlayer deformation angle, which is inevitable with the conventional design method, and to construct a high-rise building and a high-rise tower with extremely excellent structural stability. be able to. Therefore, for a high-rise building, it is possible to greatly contribute to the improvement of the livability especially in the upper part, and for a high-rise tower, for example, radio waves emitted from a transmitter installed in a high-rise part are usually transmitted to a destination. Transmission can be performed more reliably.

[Brief description of the drawings]

FIG. 1 is an elevational view showing a first embodiment according to the present invention.

FIG. 2 is an elevation view showing a second embodiment according to the present invention.

FIG. 3 is an elevation view showing a third embodiment according to the present invention.

FIG. 4 is a graph showing a maximum interlayer deformation angle response value.

FIG. 5 is a graph showing a maximum deformation response value.

FIG. 6 is a graph showing a maximum acceleration response value.

FIG. 7 is a graph showing a maximum layer shear force response value.

FIG. 8 is a graph showing a maximum overturning moment response value.

FIG. 9 is an elevation view showing an earthquake-resistant model.

FIG. 10 is an elevation view showing a seismic isolation model.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1, 11 High-rise building 2 Upper structure 3 Lower structure 4 Cable 5 Support truss 6 Vibration damper 7 Laminated rubber (isolation device) 8 Observation deck 9 Transmission room 21 High-rise tower 22 Upper tower 23 Lower tower

Continued on front page (72) Inventor Motohiro Yamada 8-21-1, Ginza, Chuo-ku, Tokyo Inside Takenaka Corporation Tokyo Main Store (72) Inventor Hidenori Ishigaki 8-2-1-1, Ginza, Chuo-ku, Tokyo Stock Takenaka Corporation Tokyo head office

Claims (10)

[Claims] A suspension vibration control method for a high-rise building in which bending deformation accompanying expansion and contraction of a column in an axial direction is dominant with respect to a wind load and an earthquake load, wherein the high-rise building includes an upper structure and a lower structure. A suspension control method for a super-high-rise building, wherein the suspension structure comprises a structure, and the upper structure is suspended and supported by the lower structure with a longer vibration period. 2. The suspension control method for a high-rise building according to claim 1, wherein the lower structure of the high-rise building is provided so as to sandwich the upper structure in plan view. . 3. The suspension vibration damping method for a high-rise building according to claim 1, wherein a vibration damper for suppressing vibration of the upper structure is provided in a lower structure of the high-rise building. 4. The suspension vibration control method for a high-rise building according to claim 1, wherein a base portion of a substructure of the high-rise building is seismically isolated. 5. A suspension control structure for a high-rise building in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant to wind loads and seismic loads, wherein the high-rise building comprises an upper structure and a lower structure. A superstructure, wherein the upper structure is suspended and supported by a suspension member such as a cable having one end fixed to the lower structure with a longer vibration period. Damping structure. 6. A suspension damping structure for a high-rise building in which bending deformation accompanying expansion and contraction of columns in the axial direction is dominant against wind loads and earthquake loads, wherein the high-rise building comprises an upper structure and a lower structure. The upper structure is suspended and supported by a supporting truss suspended from a suspending member such as a cable having one end fixed to the lower structure with a longer vibration period. , Suspension structure of a high-rise building. 7. The high-rise building according to claim 5, wherein the lower structure of the high-rise building is provided so as to sandwich the upper structure when viewed in a plan view. Suspended vibration control structure. 8. The vibration period of the superstructure of a high-rise building is 5 to 5.
It is set to about 10 seconds, The claim 5 characterized by the above-mentioned.
7. The suspended vibration control structure for a high-rise building according to any one of items 7 to 7. 9. The superstructure according to claim 5, wherein a lower structure of the high-rise building is provided with a vibration damper for suppressing vibration of the upper structure. Suspended vibration control structure of a high-rise building. 10. The suspension vibration control structure for a high-rise building according to claim 5, wherein a base portion of a substructure of the high-rise building is seismically isolated.