JP2014141825A - Vibration control building and design method for the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a vibration control building with improved vibration control effect and a design method for the same at a relatively low cost.SOLUTION: A vibration control building 1 comprises a vibration control weight 60 which is installed on a roof thereof through a seismic isolation device 20. The seismic isolation device 20 has sliding support means 30, a restoration spring 40, and an oil damper 50. Vibration of a building beneath the seismic isolation device can be reduced because a weight of the vibration control weight 60 on the seismic isolation device 20 plays a role similar to a counter mass.

Description

  The present invention relates to a vibration control building that suppresses vibration of an earthquake, and more particularly to a mass damper type vibration control building that performs vibration control according to the size and structure of the building and a method for designing the vibration control building About.

  The inventors of the present application have disclosed a seismic isolation building of an intermediate layer (5 to 15 floors) such as a condominium and an office building so far (see Patent Documents 1 and 2). In the base-isolated building of Patent Document 1, a plurality of base-isolated support means are distributed and arranged on the ground level on the foundation, and another floor surface is formed on the ground level one level below the bottom floor of the building. In this building, the space between another floor and the bottom floor of the building is an underfloor space that can be used as a living room or storage space. The base-isolated building of Patent Document 2 is an intermediate-layer base-isolated building with a base isolation device between the upper floor and the lower floor, and the thickness of the floor slab on the lowermost floor is set to the floor slab on the upper floor. The center of gravity of the upper floor is lowered by increasing the weight of the floor slab on the base isolation base.

Japanese Patent No. 4898207 Japanese Patent No. 4914940

  The former building can improve the maintainability of the seismic isolation device and the utilization of the space in the building. In the latter building, the center of gravity of the upper floor can be lowered by using dead space to increase the weight by increasing the thickness of the floor slab on the bottom floor of the base isolation so that it can be used as a base isolation device when an earthquake occurs. Such pulling force can be reduced.

  It is an object of the present invention to provide a seismic control building, a seismic control building design method, and the like that have improved seismic control effects at a relatively low cost using a method different from the above method.

  The seismic control building of the present invention includes seismic control weights, a rooftop rooftop, a rooftop garden, a water retention layer, a pool, a water tank, a fire prevention water tank, a pond, a dog run, an advertising tower / advertising board, and equipment on the rooftop of the building Install a power generator, storage battery and / or heat accumulator, or install a seismic isolation device between the upper floor including the top floor of the building and the floor below it to reduce shaking of the building during an earthquake It is characterized by that.

Place the seismic isolation device on the roof of the building and place the rooftop, aquarium, equipment, etc. on the seismic isolation device, or the upper floor part including the top floor of the building (for example, the 15th floor of a 15-story building) Place the part) on the seismic isolation device. In any of these cases, the weight on the seismic isolation device plays a role like a counter mass, and the shaking of the building under the seismic isolation device can be reduced.
The details of “reducing building shaking during an earthquake” will be described later using a simulation example. In the dynamic model, the seismic isolation device is a spring element + damper element, and specifically includes a sliding bearing, a restoring spring, an oil damper, and the like.

  Rooftops include condominium owner rooms, shelters, disaster prevention warehouses, etc., and equipment includes air conditioning equipment, power supply equipment, cubicles (transformers), and the like.

  In the present invention, the seismic isolation device has sliding bearings, restoration springs and dampers dispersedly arranged at a plurality of locations in a plan view of the building, and adjusts the characteristics and / or number of the restoration springs and / or dampers. It is preferable that the X direction and Y direction characteristics in the horizontal plane of the seismic isolation device can be changed.

  The number of restoring springs installed is changed according to the building direction (for example, the wall direction and the ramen direction). Alternatively, the spring wires having different diameters and pitches are arranged according to the direction of the building. Thereby, the XY each direction characteristic in a horizontal surface of a seismic isolation apparatus can be changed. For example, a highly rigid wall direction (X direction in FIG. 1) is arranged with a high spring constant, or the number of springs is increased, and a low rigidity noodle direction (Y direction in FIG. 1) is reversed with a spring. By arranging a low constant number or reducing the number of springs, sufficient damping performance can be exhibited almost uniformly in each of the XY directions.

  In addition, it is easy to remove, inspect, repair, and replace the restoring spring and the damper by installing the restoring spring and the damper with almost no pressure as the sliding means is a sliding bearing. In addition, a cushion can be provided around the area where the restoring spring / damper is attached, so that countermeasures can be taken when an earthquake of a magnitude greater than expected occurs, and fail-safe can be achieved when the device fails.

  In the present invention, the building is a damped structure made of reinforced concrete (RC) with 5 to 15 stories, the natural period Tu of the structure (upper structure) above the seismic isolation device, and the seismic isolation When the ratio of the natural period Tb (upper and lower natural period ratio) of the structure (lower structure) under the device is Tb / Tu = 0.01 to 0.04, it is not a super-high-rise building of steel frame (5 In the RC building on the 15th to 15th floors, a good seismic control effect can be obtained.

  In the present invention, when the ratio of the mass Wu of the upper structure to the mass Wb of the lower structure (up / down mass ratio) is Wu / Wb = 0.05 to 0.07, the middle to high level (5th to 15th floors) Especially good vibration control effect can be obtained in the RC building.

  A design method for a vibration control building according to the present invention is the design method for a vibration control building described above, wherein the building is a vibration control structure made of reinforced concrete (RC) having 5 to 15 floors, Perform seismic response analysis on the assumed seismic wave that is expected to occur at the construction site, and change or increase / decrease the specifications of the restoring spring and / or damper according to the analysis result, or the analysis result revealed above It is characterized by a detailed design that compensates for the weak points of the building.

Seismic response analysis is generally performed for the approval of inspection standards after design of super high-rise buildings (height 60 m or higher, 17 floors or higher). This is not done for buildings on the 15th floor). In the present invention, since the seismic response analysis is performed also on the middle- and high-rise buildings and the design is performed based on the result, it is possible to provide a highly reliable building against the vibration control.
Note that the assumed seismic wave indicates a notification wave (Hachinohe wave), a notification wave (ELCENTRO wave), a notification wave (random phase wave), a site wave (NS in Tokyo Bay Northern NS), a site wave (Tokyo Bay Northern EW), and the like.

  The detailed design that compensates for weakness is a design that takes measures to suppress these, especially in the floor with a large amount of deformation and the floor with a large shear force coefficient, even within a range that does not exceed the elastic limit. It is designed to change the dimensions of beams and columns on the floor with large shaking and increase the amount of reinforcing bars. Thereby, the reliability of a building can further be improved.

  The adjustment method of the vibration control performance of the vibration control building according to the present invention is the adjustment method of the vibration control performance of the vibration control building described above, and after the construction of the building, the natural period of the building is measured, and the measurement The restoring spring and / or the damper is replaced, increased or decreased and / or adjusted according to the result.

A good seismic isolation effect can be achieved by adjusting the natural period of the building to a predetermined value (the seismic isolation period assumed at the time of design).
The tuning method can be performed by changing the spring diameter and pitch of the restoring spring, similarly to the adjustment in the X direction and Y direction in the horizontal direction of the building described above.

  In the present invention, the building has a damped structure made of reinforced concrete (RC) with 5 to 15 stories, and the assumed seismic wave is a notification wave (Hachinohe wave), a notification wave (ELCENTRO wave), a notification wave (random) Phase wave), site wave (northern Tokyo Bay NS), and site wave (northern Tokyo Bay EW), and it is preferable that the earthquake force received by each floor of the building in the analysis result is less than the elastic limit. .

  When a building has 5-15 floors and a reinforced concrete (RC) seismic control structure, the earthquake force (shearing force coefficient) generally received by each floor of the building is any The elastic limit is exceeded on the floor. However, in the present invention, since the earthquake force received by each floor of the building at the design stage is set below the elastic limit, the service life can be extended without performing repair work on the building frame.

  The seismic control building of the present invention is characterized by being designed by the method described above or having seismic control performance adjusted.

  As is clear from the above description, according to the present invention, the weight on the seismic isolation device plays a role like a counter mass by providing facilities such as a rooftop roof and a water tank via the seismic isolation device on the roof of the building. Therefore, the shaking of the building under the seismic isolation device can be reduced. Further, if the arrangement and type of the seismic isolation device are changed depending on the direction of the building (for example, the wall direction and the ramen direction), the XY direction characteristics in the horizontal plane of the seismic isolation device can be changed.

It is a top view explaining arrangement | positioning of the seismic isolation apparatus of the damping building which concerns on embodiment of this invention. It is an AA arrow line view of FIG. 3A is a view taken along the line BB in FIG. 1, and FIG. 3B is a view taken along the line CC in FIG. 4A is a cross-sectional view illustrating the structure of the sliding bearing, and FIG. 4B is a cross-sectional view illustrating the structure of the oil damper. It is a flowchart explaining an example of the design process of the damping building which concerns on embodiment of this invention. It is a graph which shows the simulation result in the wall direction of a building, FIG. 6 (A) shows a deformation amount and FIG. 6 (B) shows a shear force coefficient. It is a graph which shows the simulation result in the ramen direction of a building, Drawing 7 (A) shows the amount of deformation, and Drawing 7 (B) shows the shear force coefficient. It is a graph which shows the simulation result with respect to an assumed seismic wave, FIG. 8 (A) shows a deformation amount and FIG. 8 (B) shows a shear force coefficient. It is a graph which shows the simulation result (acceleration) with respect to an assumed earthquake wave.

Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.
With reference to FIGS. 1-3, the seismic control building which concerns on the 1st Embodiment of this invention is demonstrated. 1 is a plan view of the building, FIG. 2 is an AA arrow view showing a space between the top floor of the building in FIG. 1 and the floor below it, and FIG. 3A is the top floor of the building in FIG. FIG. 3B is a CC arrow view showing a space between the floor and the lower floor, and FIG. 3B is a CC arrow view.
As shown in FIG. 1, the building 1 is an eight-story condominium made of reinforced concrete having a substantially rectangular plan shape, and two rooms of one room are formed side by side on each floor. The side surface extending in the longitudinal direction of the building is a concrete wall structure 3. In the wall structure 3, openings 4 serving as windows are formed at a plurality of locations. A balcony 8 is provided on one surface 7 on the side extending in the short direction, and an outdoor escape staircase 9 extending from the first floor to the eighth floor is provided on the opposite surface 7. Further, elevator shafts are provided through the first to eighth floors.
In FIG. 1, let the longitudinal direction of a building be an X direction, and let a transversal direction be a Y direction.

  As shown in FIG. 2, a seismic control weight 60 is disposed on the roof of the building 1 via a seismic isolation mechanism 20. The seismic control weight 60 acts as a counter mass at the time of an earthquake, and is a reinforced concrete plate in this example. The seismic isolation mechanism 20 includes a plurality of sliding support means 30, a restoring spring 40, and a damper 50. The seismic isolation mechanism 20 is disposed in a space surrounded by the fence 11 provided on the outer periphery of the roof of the building 1 and is shown in FIG. As shown, the building 1 is distributed in a plurality of locations in plan view.

An example of the structure of the sliding support means 30 and the damper (oil damper) 50 will be described with reference to FIG. 4A is a side sectional view of the sliding support means, and FIG. 4B is a side sectional view of the oil damper.
As shown in FIG. 4A, the sliding support means 30 includes a sliding plate 31 attached to the lower surface of the concrete plate 60 and a sliding support 33 that contacts the sliding plate 31. The sliding plate 31 is a stainless steel plate coated with, for example, a fluororesin. The sliding support 33 includes a block 34 made of steel or the like, and a sliding material 36 provided on the upper surface of the block 34 and coated with a fluororesin or the like. As will be described later, the block 34 is fixed to a concrete block (base) 13 provided on the roof by a bolt or the like. The sliding support means 30 supports the weight of the concrete plate 60 and is deformed in the horizontal direction during an earthquake to absorb the earthquake energy.

  As shown in FIG. 4B, the oil damper 50 includes a cylinder 51, a piston 53, and a piston rod 54 filled with hydraulic oil. The piston 53 is provided with a pressure regulating valve 55 and a relief valve 56. The oil damper 50 absorbs seismic energy and converges the shaking of the earthquake.

With reference to FIGS. 1-3, arrangement | positioning of a sliding support means, a restoring spring, and an oil damper is demonstrated.
As shown in FIG. 1, the sliding support means 30 are arranged at the four corners on the roof of the building 1 in plan view. As shown in FIGS. 2 and 3A, rectangular concrete blocks (bases) 13 projecting upward are provided at positions slightly inward of the four corners of the roof. The sliding support means 30 is disposed between each table 30 and the concrete plate 60. As shown in FIG. 4A, the sliding plate 31 is fixed to the lower surface of the concrete plate 60, the block 34 is fixed to each table 13, and the sliding plate 31 is in contact with the sliding material 36. . As described above, the sliding support means 30 is deformed in the horizontal direction during an earthquake.

  As shown in FIG. 1, the restoring spring 40 is substantially symmetrical with respect to an axis extending in the X direction (in this example, the longitudinal direction of the building) and the Y direction (in this example, the short direction of the building) of the building 1 in plan view. Although arranged, the number of springs arranged differs between the X direction and the Y direction. Specifically, two restoring springs 40A extending in the X direction are arranged in series between the sliding support means 30 slightly inside the walls 3 and 4 extending in the X direction. Further, near the center of the building 1, two restoring springs 40 </ b> A extending in the X direction are arranged in parallel. In addition, in the vicinity of the center of the building 1, four restoring springs 40 </ b> B extending in the Y direction are arranged in series two by two. The restoring spring 40 has an action of restoring the deformation of the sliding support means 30 by restoring force, that is, returning the concrete plate 60 to its original position.

As shown in FIG. 2, the restoring spring 40A arranged along the wall extending in the X direction has one end locked to a base 13 provided in the four corners of the roof via a bracket. One end is locked via a bracket to a rectangular parallelepiped block (ago) 61 protruding downward from the lower surface of the concrete plate. Each bracket is embedded in a base or jaw and fixed with bolts.
As shown in FIG. 3B, the restoring spring 40B arranged in the vicinity of the center of the building and extending in the Y direction is locked to the jaw 61 protruding from the lower surface of the concrete plate 60 via a bracket. One end is locked to a base 13 protruding upward from the roof. A restoring spring 40A extending in the X direction near the center of the building is similarly attached between the jaw and the base.

  As shown in FIG. 1, the oil damper 50 is also arranged symmetrically with respect to an axis extending in the X direction and the Y direction of the building in plan view. That is, one oil damper 50 is disposed so as to extend in the X direction between the restoring springs 40A slightly inside each wall extending in the X direction. Further, one oil damper 50 is arranged so as to extend in the Y direction between the sliding support means 30 slightly inside the wall extending in the Y direction.

As shown in FIG. 2, the oil damper 50 arranged along the wall extending in the X direction has one of the cylinder 51 and the piston rod 54 locked to a jaw 61 protruding from the lower surface of the concrete plate 60 via a bracket. The other is locked to a block-like table 13 protruding from the roof of the building 1 via a bracket.
As shown in FIG. 3A, the oil damper 50 arranged along the wall in the Y direction has one of a cylinder 51 and a piston rod 54 interposed on a block-like table 13 projecting from the roof of the building 1 via a bracket. The other is locked to the jaw 61 protruding from the lower surface of the concrete plate 60 via a bracket.

  Further, as shown in FIG. 2, a cushion 70 is provided on the surface of the jaw 61 provided on the lower surface of the concrete plate 60 that faces the table 13 provided on the roof. Such a cushion 70 can be provided not only at this position but also at an appropriate position of the base 13 and the jaw 61. Such a cushion 70 is for the purpose of fail-safe when an earthquake larger than expected or when another device fails.

  As described above, in this example, the same number (two) of oil dampers 50 are arranged in the X direction and the Y direction of the building, but the number of restoring springs 40 is different in the X direction and the Y direction. , Six in the X direction (restoration spring 40A) and four in the Y direction (restoration spring 40B). In a building, the direction having a wall structure (wall direction, X direction in this example) is relatively high in rigidity, and the rigid frame direction (Y direction in this example) is relatively low in rigidity. Therefore, the number of restoring springs in the Y direction, which is the direction of low rigidity, is reduced or changed to one having a low spring constant. Thereby, an equal and sufficient seismic control function can be exhibited in both the X direction and the Y direction.

  In addition, if the support means is a sliding support and is equipped with a restoring spring and an oil damper with almost no pressure, it is easy to remove, inspect, repair, and replace the restoring spring and the damper.

  In case the number of restoring springs 40 needs to be increased, a space where springs can be installed is opened in the space where the seismic isolation device 20 is arranged, or the jaw 61 is provided in the concrete plate 60 in advance. It is preferable to provide a table 13 on the roof.

  And by placing the damping weight on the roof of the building via the seismic isolation device (oil damper, restoring spring), the weight of the damping weight on the seismic isolation device plays a role like a counter mass, The shaking of the building under the device can be reduced. In this example, a concrete plate was used as the seismic weight, but in reality, rooftops (owner rooms, shelters, disaster prevention warehouses, etc.), rooftop gardens, water reservoirs, pools, water tanks, fire tanks, ponds, dog runs, advertisements Towers, billboards, and equipment (air conditioners, power supplies, etc.) can effectively use the rooftop space and have a vibration control function. In other words, if there are incidental facilities as described above on the roof, these can be included in the vibration control weight.

  The ratio of the mass of the damping mass (Wu) to the mass of the building (Wb) (up / down mass ratio) (Wu / Wb) is 0.05 to 0.07. A good seismic control effect can be obtained in RC buildings.

  In addition, the ratio of the natural period (Tu) of the vibration control weight and the natural period Tb of the building (vertical natural period ratio) (Tb / Tu) is 0.01 to 0.04. A good seismic control effect can be obtained in a 15-story RC building.

Next, an example of the design process of the vibration control building according to the present invention will be described with reference to FIG. FIG. 5 is a flowchart of an example of the design process.
First, in step S1, a basic design of a building is performed. In basic design, the basic structure of a building is raised in a plan or elevation. Next, implementation design is performed in step S2. In the implementation design, general seismic design, pile and foundation design are performed, and the above-mentioned seismic control is set. Specifically, the arrangement of the oil damper and the restoring spring of the seismic isolation mechanism is determined, and the mass ratio and natural period ratio between the upper part (such as the rooftop) and the lower building of the seismic isolation mechanism are as described above. Set.

  Next, in step S3, an earthquake response analysis (simulation) of the designed building is performed. Seismic response analysis is generally performed for the approval of inspection standards after design of super high-rise buildings (height 60 m or higher, 17 floors or higher). The 15th floor building is not performed, but in the present invention, the seismic response analysis is also performed on the middle and high-rise buildings. Then, in step S4, the result of the earthquake response analysis is determined, and it is confirmed that the elastic limit is not exceeded on all floors with respect to the assumed earthquake wave. The elastic limit indicates a limit at which a force is applied to the building and the original state cannot be restored. As a result, if the floor does not exceed the elastic limit on all floors and there are no features that are regarded as weak points (for example, the amount of deformation or shear force coefficient is particularly large only on specific floors), the process proceeds to step S5. Perform construction. In step S4, if there is a floor exceeding the elastic limit, or if a characteristic that is considered to be a weak point is remarkable, the process proceeds to step S6, and a detailed design based on these results is performed. In the detailed design, for example, for a floor having a significantly large amount of deformation, the dimensions of beams and columns are changed or the amount of reinforcing bars is increased. For floors with particularly large shear force coefficients, the amount of column and beam reinforcement is increased. This detailed design is performed until it is determined that the result of the seismic response analysis in step S3 is good (not exceeding the elastic limit at all floors and no remarkable feature is found for the assumed seismic wave).

  After the construction in step S5, after the building is completed in step S7, the natural period of the building completed in step S8 is measured. Specifically, an accelerometer is installed on the roof of the completed building to measure microtremors (traffic vibration around the building and vibrations due to wind), and to analyze the measured spectrum to calculate the natural period of the building. . In step S9, it is determined whether or not the measured cycle is within an allowable range of the cycle assumed at the time of design (for example, within ± 10% of the assumed cycle). If it is within the allowable range, the building is completed. In step S9, if the eigenvalue is outside the allowable range (when it is out of the estimated period by about 10%), the process proceeds to step S10 to tune the building. The tuning method is to change the restoring springs to those having different spring constants or change the number of restoring springs so that the natural period matches the measurement result. For fine adjustments that are difficult only by adjusting the spring, the thickness of the upper part of the seismic isolation device (such as a seismic weight) is changed. This tuning is performed until the natural period is within the allowable range.

  As described above, in the present invention, since the seismic response analysis is also performed on the middle- and high-rise buildings and the design is performed based on the result, it is possible to provide a highly reliable building against the vibration control. Further, even within a range that does not exceed the elastic limit, a measure that suppresses these is particularly applied to a floor having a large deformation amount and a floor having a large shearing force coefficient, so that the reliability can be further improved.

  Moreover, when the vibration control weight as shown in FIG. 1 is provided on the roof of the building, the roof (roof) of the building itself is not subjected to rain or ultraviolet rays, so that the waterproof layer can be prevented from aging. Moreover, the heat load by the sunlight of the top floor of the building itself can be reduced.

Next, in order to verify the seismic performance of the building shown in FIG. 1, the results of an earthquake response analysis (simulation) will be described. 6 shows the wall direction of the building, FIG. 7 shows the ramen direction, (A) in each figure shows the deformation amount of each floor, and (B) shows the earthquake force (shearing force coefficient) that the building receives. In each graph, the vertical axis indicates the number of floors, and the horizontal axis indicates the deformation (mm) of each floor in (A) and the shear force coefficient in (B). In each graph, a black circle plot represents a notification wave (ELCENTRO wave), a black square plot represents a site wave (NS in northern Tokyo Bay), and a black diamond plot represents a site wave (Tokyo Bay northern EW). As a comparative example, consider the earthquake resistant building of FIG. A solid line indicates the present embodiment, and a broken line indicates a comparative example. The conditions used for the simulation are shown below.
Seismic weight (Wu): 80 tons,
Building weight (Wb): 1350 tons,
Building attenuation constant: 0.02,
Weight ratio of damping mass to building (Wu / Wb): 0.06,
Period of natural vibration of the damping mass (Tu): 1.48 sec,
Period of natural vibration of building (Tb): 0.209 sec,
Ratio of natural period of building to natural period of seismic control weight (Tb / Ts): 0.1414,
Friction coefficient of sliding bearing: 0.01 to 0.1
Spring constant of restoring spring: 10 to 500 N / mm,
Damping coefficient of oil damper: 25-500 kN-s / m.

From each graph, it can be seen that for any seismic wave, the building of this example (solid line) is greatly reduced in both deformation and seismic force as compared to the comparative example (dashed line).
First, in the wall direction, the amount of deformation shown in FIG. 6A depends on the secondary vibration mode of the building, the relationship between the vibration characteristics of the building and the characteristics of the seismic wave, etc. Although it is increased or decreased so as to become the maximum, the level is reduced as the level increases from the third floor to the upper floor, but the deformation amount is smaller in the present embodiment on any floor. In addition, the lower the floor, the greater the difference from the comparative example, and the effect of the present example appears greatly. In addition, the shear force coefficient shown in FIG. 6B increases and decreases with the seventh floor as a peak in this embodiment. On the other hand, in the comparative example, the floor becomes larger as the floor number becomes higher, and exceeds the elastic limit at the sixth floor or more (portion surrounded by the solid line square of the graph).

  The amount of deformation in the ramen direction of FIG. 7A is larger than the amount of deformation in the wall direction of FIG. 6, and each wave is increased or decreased so that the middle floor of the building is maximized. The difference from the example is large. A straight line indicated by a broken line in the graph indicates a line having an interlayer deformation angle of about 1/90, but in this embodiment, it is smaller than this line on all floors. Further, in this embodiment, the shear force coefficient is increased or decreased so that the upper hierarchy (sixth to seventh floors) is maximized. On the other hand, in the comparative example, it gradually increases as the number of floors increases, and exceeds the elastic limit at the 7th floor or higher as shown by the part surrounded by the solid line in the figure.

  As described above, as a result of the earthquake response analysis, it was confirmed that the deformation amount and the earthquake force applied to the building are reduced in this example as compared with the comparative example. Specifically, the deformation reduction rate was 33 to 68%, the shear force coefficient did not exceed the elastic limit at all floors, and the reduction rate was 32 to 42%.

  Next, the results of an earthquake response analysis performed by inputting an assumed seismic wave assumed to occur at a building construction site into the building model of the present invention will be described with reference to FIGS.

As an assumed seismic wave, a notification wave (Hachinohe wave), a notification wave (ELCENTRO wave), a notification wave (random phase wave), a sight wave (NS in Tokyo Bay north), and a sight wave (EW in North Tokyo Bay) were used.
8A shows the amount of deformation, FIG. 8B shows the shear force coefficient, and FIG. 9 shows the acceleration. Both show the results in the wall direction of the building. In each graph, the vertical axis represents the number of floors, and the horizontal axis represents the deformation (mm), the shear force coefficient, and the acceleration (cm / S ² ) of each floor. As a comparative example, a seismic building that does not have the seismic control mechanism of the present invention is cited. The model conditions are shown below.
Number of floors: 5th floor (4 floor building (5th floor) with a rooftop (owner room) installed via a seismic isolation device, 4 (floor) and 5 (floor) on the vertical axis of each graph There is a seismic isolation device between)
Owner room weight (Wu): 145 tons,
Building weight (Wb): 2400 tons,
Building attenuation constant: 0.02-0.03,
Weight ratio of damping mass to building (Wu / Wb): 0.06,
Period of natural vibration of the damping mass (Tu): 1.06 sec,
Period of natural vibration of building (Tb): 0.15 sec,
Ratio of natural period of building and natural period of seismic weight (Tb / Tu): 0.1414,
Number of sliding bearings: 4-10,
Friction coefficient of sliding bearing: 0.01 to 0.1
Number of restoring springs: X direction (longitudinal direction) 2-20, Y direction (short direction) 2-20,
Spring constant of restoring spring: 10 to 500 N / mm,
Number of oil dampers: X direction (longitudinal direction) 2-4, Y direction (short direction) 2-4,
Damping coefficient of oil damper: 25-500 kN-s / m.

  As can be seen from the graph of FIG. 8 (A), in the building of the present invention, the amount of deformation up to the fourth floor (all floors of the lower building) increases slightly toward the upper floor for all seismic waves. However, the amount and increase rate were low compared with the comparative example, and the reduction rate was 31% at the maximum. The large amount of deformation on the 5th floor (rooftop) is due to the horizontal displacement of the seismic isolation device installed below it, and when the person is actually on the 5th floor, it feels almost deformed. Absent.

  From the graph of FIG. 8B, in the present invention, in all the seismic waves, the shear force coefficient does not change greatly at each floor and does not exceed the elastic limit (shown by the solid line in the figure) at any floor, It is reduced compared to the comparative example. The reduction rate of the shear force coefficient was 59% at the maximum. On the other hand, in the comparative example, it tends to increase as the number of floors increases, and depending on the type of wave, the elastic limit may be exceeded on almost all floors.

  From the graph of FIG. 9, in the building of the present invention, the acceleration up to the fourth floor (all floors of the lower building) increases slightly toward the upper floor for all seismic waves, but compared to the comparative example. The amount and rate of increase are low. In addition, the acceleration on the fifth floor above the seismic isolation device is significantly reduced. On the other hand, in the comparative example, the acceleration tends to be higher in the upper floor.

  From the above simulation results, it was confirmed that the damping building of the present invention has a possibility of reducing the deformation amount and shear force count of each floor with respect to the assumed seismic wave.

DESCRIPTION OF SYMBOLS 1 Building 3 Wall structure 4 Opening 7 Short surface 11 短 13 Base 20 Seismic isolation mechanism 30 Sliding bearing means 31 Sliding plate 33 Sliding bearing 34 Block 36 Sliding material 40 Restoring spring 50 Oil damper 51 Cylinder 53 Piston 54 Piston rod 55 Pressure regulating valve 56 Relief valve 60 Damping weight 61 Ago

Claims (8)

Seismic control weights, rooftops, rooftop gardens, water-retaining layers, pools, water tanks, fireproof water tanks, ponds, dog runs, advertising towers / advertising boards, equipment, power generators, storage batteries and / or rooftops via seismic isolation devices Install a regenerator, or
A seismic isolation device is installed between the upper floor including the top floor of the building and the floor below it.
A seismic building characterized by reducing the shaking of the building during an earthquake. The seismic isolation device has a sliding bearing, a restoring spring and a damper distributed and arranged at a plurality of locations in a plan view of the building,
The seismic control building according to claim 1, wherein the X direction and Y direction characteristics in the horizontal plane of the seismic isolation device can be changed by adjusting the characteristics and / or the number of the restoring springs and / or dampers. The building is a seismic structure made of reinforced concrete (RC) with 5 to 15 floors,
The ratio (vertical natural period ratio) of the natural period Tu of the structure (upper structure) above the base isolation device and the natural period Tb of the structure (lower structure) below the base isolation device is
Tb / Tu = 0.01-0.04
The seismic control building according to claim 1, wherein the building is a seismic control building. The ratio (up / down mass ratio) of the mass Wu of the upper structure and the mass Wb of the lower structure is:
Wu / Wb = 0.05-0.07
The seismic control building according to claim 3, wherein: A method for designing a vibration-damping building according to any one of claims 1 to 4,
The building is a seismic structure made of reinforced concrete (RC) with 5 to 15 floors,
Perform an earthquake response analysis on the assumed seismic waves that are expected to occur at the construction site of the building,
Depending on the analysis result, the restoration spring and / or the damper specification change or increase or decrease,
Alternatively, a design method for a seismic control building, wherein detailed design is performed to compensate for the weak point of the building that is clarified by the analysis result. A method for adjusting the vibration control performance of the vibration control building according to any one of claims 1 to 4,
After construction of the building, measure the natural period of the building,
A method for adjusting seismic performance of a seismic control building, wherein the restoring spring and / or the damper is replaced, increased or decreased and / or adjusted according to the measurement result. The building is a seismic structure made of reinforced concrete (RC) with 5 to 15 floors,
The assumed seismic wave is one or more of a notification wave (Hachinohe wave), a notification wave (ELCENTRO wave), a notification wave (random phase wave), a sight wave (north of Tokyo Bay NS), and a sight wave (north of Tokyo Bay EW). Yes,
The method of designing a seismic control building according to claim 5 or 6, wherein an earthquake force received by each floor of the building in the analysis result is set to be equal to or less than an elastic limit.   8. A seismic control building, which is designed by the method according to claim 5, 6 or 7, or the seismic control performance is adjusted.

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