JP2010189922A - Base isolation structure, design method of base isolation structure, and building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an inexpensive base isolation structure for reducing shaking caused in a structure by an earthquake or the like, a design method of the base isolation structure, and a building having the base isolation structure. <P>SOLUTION: The base isolation structure 24 includes a base isolation bearing 20 and a semiactive damper 22. The semiactive damper 22 sets a state capable of assigning a resisting force of F<SB>0</SB>or -F<SB>0</SB>to an upper structure 16 based on the positive/negative stroke displacement δ, constant α and stroke speed δ' of the semiactive damper 22. Thus, the semiactive damper 22 functions as a spring when the stroke displacement δ is large, and functions as a damper when the stroke speed δ' is large. Accordingly, deformation and residual deformation caused in a base isolation layer 18 can be reduced. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a seismic isolation structure that reduces shaking generated in a structure due to an earthquake or the like, a design method for the seismic isolation structure, and a building having the seismic isolation structure.

  In order to reduce the deformation at the time of the earthquake and the residual deformation after the earthquake that occur in the base isolation layer of the base isolation structure, an active base isolation structure that suppresses the shaking generated in the base isolation structure by an actuator has been proposed.

  As shown in FIG. 10, in the active seismic isolation device of the cited document 1, a seismic isolation structure 302 is supported on a ground 304 by a linear slider 300 as a seismic isolation support. In addition, a damper 306, an actuator 308, and a restoring spring 310 are provided in the seismic isolation layer where the linear slider 300 is disposed. Then, the actuator 308 is driven and controlled to reduce the deformation generated in the seismic isolation layer due to an earthquake or the like.

  However, in the active seismic isolation device of Cited Document 1, when attempting to reduce the deformation at the time of an earthquake occurring in the seismic isolation layer and the residual deformation after the earthquake, the control force applied by the actuator 308 is large. For this reason, the size of the actuator 308 must be increased, and many actuators 308 must be installed, resulting in an increase in equipment cost.

Japanese Unexamined Patent Publication No. 2000-73621

  In view of such facts, the present invention has an object to provide a low-cost seismic isolation structure that reduces shaking generated in a structure due to an earthquake or the like, a design method for the seismic isolation structure, and a building having the seismic isolation structure. And

According to one aspect of the present invention causes a seismic isolation bearing that enables relative movement of the upper structure relative to said lower structure to support the superstructure on the lower structure, the resistance force F ₀ A semi-active damper that attenuates vibrations generated in the superstructure, wherein δ is a positive / negative stroke displacement amount of the semi-active damper, α is a constant, and δ ′ is a stroke speed obtained by time-differentiating δ. then, the when the upper structuring a state capable -F ₀ to product when a S positive as determined by equation (1), S obtained becomes negative by the formula (1) superstructure the F ₀ to impart ready at the object.

請求項１に記載の発明では、免震構造が、免震支承とセミアクティブダンパーとを有している。
免震支承は、下部構造物に対する上部構造物の相対移動を可能とするように、下部構造物の上に上部構造物を支持している。
セミアクティブダンパーは、抵抗力Ｆ_０を生じさせて上部構造物に発生する振動を減衰する。

In the invention according to claim 1, the seismic isolation structure has a seismic isolation bearing and a semi-active damper.
The seismic isolation bearing supports the upper structure on the lower structure so that the upper structure can move relative to the lower structure.
Semi-active dampers to bring about resistance force F ₀ for damping vibrations generated superstructure.

Here, δ is a positive / negative stroke displacement amount of the semi-active damper, α is a constant, and δ ′ is a stroke speed obtained by time-differentiating δ, and S is obtained by Expression (1).
Then, -F ₀ to impart ready to superstructure when a S positive as determined by equation (1), the superstructure when the S obtained by the equation (1) becomes negative F ₀ is made available.

Therefore, the semi-active damper functions as a spring when the stroke displacement amount δ is large, and functions as a damper when the stroke speed δ ′ is large, by generating a resistance force F _{0 in the} direction opposite to the sign of S.
Thereby, the deformation | transformation and residual deformation which arise in the seismic isolation layer between a lower structure and an upper structure by an earthquake etc. can be reduced.

Further, it is possible by a simple vibration control to cause a certain resistance force F ₀ regardless of the size of shaking of the upper structure to the semi-active damper, to exert seismic isolation effect.
Further, since the semi-active damper does not require an auxiliary facility such as a hydraulic pump unlike a hydraulic actuator, the cost can be reduced.
And by these, the vibration which arises in a structure by an earthquake etc. can be reduced with a low-cost seismic isolation structure.

The invention described in claim 2 has an actuator for controlling vibration generated in the superstructure by the output of the control force P ₀ , wherein the positive / negative stroke displacement amount of the actuator is δ, the constant is α, and the δ is Assuming that the time-differentiated stroke speed is δ ′, when S obtained by the equation (1) becomes positive, −P ₀ is applied to the upper structure, and S obtained by the equation (1) is negative. Then, P ₀ is applied to the superstructure.

In the invention of Claim 2, the seismic isolation structure has an actuator.
The actuator controls the vibration generated in the upper structure by the output of the control power P _0.

Here, the positive and negative stroke displacement amount of the actuator is δ, the constant is α, the stroke speed obtained by time differentiation of δ is δ ′, and S is obtained by the equation (1).
Then, when S obtained by the equation (1) becomes positive, −P ₀ is applied to the upper structure, and when S obtained by the equation (1) becomes negative, P ₀ is applied to the upper structure. Make it work.

Therefore, a semi-active damper that applies a constant force based on the sign of S and an actuator that applies a constant force based on the sign of S can be interchanged.
Thereby, in the seismic isolation structure in which a plurality of semi-active dampers and actuators having such control laws are arranged, the ratio of the number of semi-active dampers and actuators is not greatly affected by the seismic isolation effect.

For example, the seismic isolation structure in which a plurality of semi-active dampers and actuators having the same resistance force F ₀ and control force P ₀ are arranged has only the same number of actuators as the total number of these semi-active dampers and actuators. The effect is almost the same as the seismic isolation structure.

  In addition, if the ratio of the number of semi-active dampers to the number of actuators is increased, a lower cost seismic isolation structure can be constructed, and if the ratio of the number of actuators to the number of semi-active dampers is increased, the seismic isolation is achieved. The possibility that the residual deformation of the layer becomes 0 is increased, and the seismic isolation effect can be further improved.

  And by optimally combining the number of semi-active dampers and the number of actuators, effective seismic isolation effects (reduced response of the seismic isolation layer, shear force, etc., residual deformation reduction) can be demonstrated. Cost reduction can be achieved.

  According to a third aspect of the present invention, the seismic isolation bearing includes a lower sliding member attached to the upper surface of the lower structure and an upper sliding member attached to the lower surface of the upper structure and supported on the lower sliding member. And when a horizontal force larger than a frictional force generated between the lower sliding member and the upper sliding member is applied to the upper structure, the lower sliding member and the upper sliding member are interposed between the lower sliding member and the upper sliding member. It is a sliding device that causes sliding to move the upper structure relative to the lower structure.

  In the invention according to claim 3, the seismic isolation bearing is a sliding device having a lower sliding member attached to the upper surface of the lower structure and an upper sliding member supported on the lower sliding member. The upper sliding member is attached to the lower surface of the upper structure.

This sliding device causes slipping between the lower sliding member and the upper sliding member when a horizontal force larger than the frictional force generated between the lower sliding member and the upper sliding member is applied to the upper structure. Thus, the upper structure is moved relative to the lower structure.
Therefore, the vibration acceleration generated in the upper structure due to an earthquake or the like can be changed by setting the frictional force generated between the lower sliding member and the upper sliding member.

  According to a fourth aspect of the present invention, the sliding device is a linear rolling support.

  In the invention according to claim 4, the sliding device is a linear rolling support, so that the resistance force when the upper sliding member moves relative to the lower sliding member (the friction generated between the lower sliding member and the upper sliding member). Therefore, it is possible to construct a seismic isolation structure with a high seismic isolation effect (an effect of reducing the shaking generated in the superstructure).

The invention according to claim 5, control force P ₀ of said actuator is greater than the frictional force generated between the careless member and the lower sliding member.

According to the fifth aspect of the present invention, the residual deformation generated in the seismic isolation layer is reliably reduced by making the control force P _{0 of the} actuator larger than the frictional force generated between the lower sliding member and the upper sliding member. Can do.

  According to a sixth aspect of the present invention, the semi-active damper can function as an active damper that outputs a force for controlling vibration generated in the superstructure.

  In the invention according to claim 6, the semi-active damper is made to function as an original semi-active damper that resists stroke displacement, if necessary, or an active that outputs a force that controls vibration generated in the superstructure. It can function as a damper.

  Semi-active dampers passively generate resistance against stroke displacement by hydraulic resistance, friction resistance, etc., so ancillary equipment that inputs energy to the active damper, such as a hydraulic active damper pump, is required. And not. That is, cost reduction can be achieved. On the other hand, since the active damper can apply a force in an arbitrary stroke direction, vibration generated in the upper structure can be effectively controlled.

  Therefore, for example, when multiple semi-active dampers are provided in the seismic isolation layer, optimally combine the number of semi-active dampers that function as original semi-active dampers with the number of semi-active dampers that function as active dampers. As a result, an effective seismic isolation effect (reduction in response of the seismic isolation layer, shear force, and the like, and reduction in residual deformation) can be exhibited and costs can be reduced.

  In addition, the optimal arrangement of semi-active dampers and active dampers can be realized with few changes in the seismic isolation equipment in response to changes in the building weight and seismic isolation layer rigidity due to the expansion and renovation of buildings and changes in applications. It is possible to demonstrate an effective seismic isolation effect.

The invention according to claim 7 is the seismic isolation structure design method according to any one of claims 3 to 5, wherein the resistance force F ₀ of the semi-active damper, the control force P _{0 of the} actuator, A value obtained by dividing the total frictional force generated between the lower sliding member and the upper sliding member by the weight of the upper structure is a value obtained by dividing the design acceleration of the upper structure by 980 cm / s ^2. And a seismic isolation structure design method for setting the resistance force F ₀ , the control force P ₀ , and the friction force.

In the seventh aspect of the present invention, the resistance force F ₀ of the semi-active damper, the control force P _{0 of the} actuator, and the friction force generated between the lower sliding member and the upper sliding member are summed up. Then, the resistance force F ₀ , the control force P ₀ , and the friction force are such that a value obtained by dividing the total value by the weight of the upper structure is a value obtained by dividing the design acceleration of the upper structure by 980 cm / s ^2. The seismic isolation structure is designed by setting
Therefore, the acceleration generated in the upper structure when the upper structure is shaken can be set as the design acceleration.

  Invention of Claim 8 is a building which has the seismic isolation structure of any one of Claims 1-6.

  In invention of Claim 8, the building which has a low cost seismic isolation structure which reduces the shaking which arises in an upper structure by an earthquake etc. can be constructed | assembled.

  Since the present invention has the above-described configuration, it is possible to provide a low-cost seismic isolation structure that reduces shaking generated in the structure due to an earthquake, a design method for the seismic isolation structure, and a building having the seismic isolation structure. .

It is an elevational view showing a building according to the first embodiment of the present invention. It is explanatory drawing which shows the semi-active damper which concerns on the 1st Embodiment of this invention. It is an elevation view which shows the building which concerns on the 2nd Embodiment of this invention. It is explanatory drawing which shows the actuator which concerns on the 2nd Embodiment of this invention. It is an elevation view which shows the building which concerns on the 3rd Embodiment of this invention. It is explanatory drawing which shows the semi-active damper which concerns on the 3rd Embodiment of this invention. It is an elevation view which shows the building which concerns on the Example of this invention. It is an elevation view which shows the building which concerns on the Example of this invention. It is a diagram which shows the control force of the actuator which concerns on the Example of this invention. It is explanatory drawing which shows the conventional active seismic isolation apparatus.

  The seismic isolation structure of the present invention, the design method of the seismic isolation structure, and the building will be described with reference to the drawings. In this embodiment, an example in which the present invention is applied to a reinforced concrete structure is shown. However, a steel structure, a steel reinforced concrete structure, a CFT structure (Concrete-Filled Steel Tube), and a mixed structure thereof. It can be applied to buildings of various structures and scales.

  Also, in the drawings describing the present embodiment, in order to easily distinguish the devices, “SA” is used for a semi-active damper, “A” is used for an actuator, and a semi-active damper that can function as an active damper is used. The letters “A / SA” are added.

  First, a first embodiment of the present invention will be described.

  As shown in the elevation view of FIG. 1, the building 10 includes a reinforced concrete foundation 14 as a lower structure provided on the ground 12 and a reinforced concrete upper building 16 as an upper structure. ing.

  In the base seismic isolation layer 18 between the foundation 14 and the upper building 16, a linear motion rolling bearing 20 is installed on the foundation 14 as a seismic isolation bearing that supports the upper building 16. Further, the base seismic isolation layer 18 is provided with a semi-active damper 22 having one end connected to the lower part of the upper building 16 and the other end connected to the upper part of the foundation 14. That is, the base isolation layer 18 of the building 10 is constructed with a base isolation structure 24 having a linear motion rolling bearing 20 and a semi-active damper 22. Note that the linear motion rolling bearing includes a so-called linear slider.

  The linear rolling support 20 is a rail 28 as a lower sliding member attached to an upper portion of a support base 26 fixed to the upper surface of the foundation 14, and a movement as an upper sliding member that is supported by the rail 28 and slides on the rail 28. The sliding device has a block 30.

  Since the moving block 30 has a built-in bearing (not shown) and the moving block 30 slides on the rail 28 via the bearing, the moving block 30 is interposed between the rail 28 and the moving block 30 (bearing). The resulting friction force is small.

  With such a configuration, the linear rolling support 20 is provided between the rail 28 and the moving block 30 when a horizontal force larger than the frictional force generated between the rail 28 and the moving block 30 is applied to the upper building 16. Cause slippage. Accordingly, the linear motion rolling support 20 moves the upper building 16 relative to the foundation 14 while supporting the upper building 16 on the foundation 14.

  In the semi-active damper 22, as shown in FIG. 2, the inside of the cylinder 32 is divided into a chamber 36 located on the left side of the cylinder 32 and a chamber 38 located on the right side of the cylinder 32 by the piston 34 arranged in the cylinder 32. It is divided. The piston 34 moves in the axial direction of the cylinder 32 in conjunction with rods 40 and 42 whose ends are connected to the piston 34.

  The rooms 36 and 38 are filled with oil. The cylinder 32 is provided with entrances 44 and 46 through which the oil enters and exits. The hydraulic pipe 48 connected to the inlet / outlet 44 and the hydraulic pipe 50 connected to the inlet / outlet 46 are connected via a servo valve 52.

As a result, the oil discharged from the room 36 or the room 38 flows into the room 38 or the room 36 through the hydraulic pipes 48 and 50 as the piston 34 moves in conjunction with the rods 40 and 42. For example, in FIG. 2, when the piston 34 moves to the left, the oil in the chamber 36 is discharged from the inlet / outlet 44 to the hydraulic pipe 48 and flows in the order of the hydraulic pipe 48, the servo valve 52, and the hydraulic pipe 50. 46 flows into the room 38.
The oil flow resistance at this time is the resistance force F ₀ generated in the semi-active damper 22.

Further, the oil flow resistance is changed by changing the opening area of the valve of the servo valve 52 (the size of the flow path of the oil flowing through the servo valve 52), whereby the resistance force F ₀ generated in the semi-active damper 22 is changed. Can be adjusted.

  Here, the positive and negative stroke displacement amount of the semi-active damper 22 is δ, the constant is α, the stroke speed obtained by time differentiation of δ is δ ′, and S is obtained by the equation (1).

そして、式（１）によって求められるＳが正となったときに上部建物１６に−Ｆ_０を付与可能な状態にし、式（１）によって求められるＳが負となったときに上部建物１６にＦ_０を付与可能な状態にする。

Then, the upper building 16 when the grantable state -F ₀ to the upper building 16 when a S positive as determined by equation (1), S obtained becomes negative by the formula (1) F ₀ is made available.

It will now be described in detail the positive and negative relation between the positive and negative and F ₀ in S. In order to make the explanation easy to understand, a constant α = 0 is considered.
For example, in FIG. 1, the stroke displacement direction of the semi-active damper 22 when the upper building 16 moves rightward is positive.

When the upper building 16 moves in the right direction, S becomes positive from S = + δ, so that the semi-active damper 22 has a resistance force −F in the opposite direction (left direction) to the moving direction (right direction) of the upper building 16. A state where ₀ can be given to the upper building 16 is set.

Further, when the upper building 16 moves to the left, S is negative from S = −δ, so that the semi-active damper 22 has a resistance in the direction opposite to the moving direction (left direction) of the upper building 16 (right direction). The force + F ₀ can be applied to the upper building 16.

  2 is a model diagram for explaining the principle of the semi-active damper 22. For convenience of explanation, the rod 40 shown in FIG. 2 is omitted in FIG. In FIG. 1, the left end of the cylinder 32 shown in FIG. 2 is connected to the lower portion of the upper building 16, and the right end of the rod 42 is connected to the upper portion of the foundation 14.

  Next, the operation and effect of the first embodiment of the present invention will be described.

  As shown in FIG. 1, when the upper building 16 shakes due to an earthquake or the like and the upper building 16 moves relative to the foundation 14, the cylinder 32 of the semi-active damper 22 moves in conjunction with the upper building 16. At this time, since the cylinder 32 and the rods 40 and 42 (piston 34) move relative to each other, a resistance force is generated in the semi-active damper 22.

Further, the semi-active damper 22 is in a state in which a resistance force of −F ₀ can be applied to the upper building 16 when S obtained by the equation (1) becomes positive, and S obtained by the equation (1) is negative. the resistance of the upper building 16 + F ₀ to impart ready when a, these resistance, damping vibrations generated in the upper building 16.

Therefore, the semi-active damper 22 functions as a spring when the stroke displacement amount δ of the semi-active damper 22 is large by generating a resistance force F _{0 in the} direction opposite to the sign of S obtained by the equation (1). When the stroke speed δ ′ of the active damper 22 is high, it functions as a damper.
Thereby, the deformation | transformation and residual deformation | transformation which arise in the base seismic isolation layer 18 between the foundation 14 and the upper building 16 by an earthquake etc. can be reduced.

Moreover, the seismic isolation effect can be exhibited by simple vibration control that causes the semi-active damper 22 to generate a constant resistance force F ₀ regardless of the magnitude of the shaking of the upper building 16.
Further, since the semi-active damper 22 does not require ancillary equipment such as a hydraulic pump unlike a hydraulic actuator, the cost can be reduced.
And by these, the vibration which arises in the upper building 16 by an earthquake etc. with the low cost seismic isolation structure 24 can be reduced.

  Further, since the upper building 16 is supported on the foundation 14 by the sliding device (linear motion rolling support 20), the frictional force generated between the lower sliding member (rail 28) and the upper sliding member (moving block 30). With this setting, vibration acceleration generated in the upper building 16 due to an earthquake or the like can be changed.

  Further, by using the sliding device as the linear motion rolling support 20, the resistance force (the friction force generated between the rail 28 and the moving block 30) when the moving block 30 moves relative to the rail 28 can be reduced. Therefore, it is possible to construct the base isolation structure 24 having a high base isolation effect (an effect of reducing the shaking generated in the upper building 16).

  The first embodiment of the present invention has been described above.

  Although a general actuator can generate a force (control force) in an arbitrary stroke direction, the semi-active damper 22 of the first embodiment has a damping direction (opposite to the increment direction of the stroke displacement amount). Force (resistance force) can be generated only in the direction).

In other words, the semi-active damper 22 applies the resistance force to the upper building 16 only when the upper building 16 moves in the direction opposite to the direction in which the resistance force is generated. When the building 16 moves, a resistance force cannot be applied to the upper building 16.
However, a sufficient seismic isolation effect can be obtained because the frequency of such a situation in which resistance cannot be applied to the upper building 16 is low.

  In the first embodiment, an example in which the semi-active damper is a hydraulic semi-active damper 22 is shown. However, the semi-active damper has an increment direction (stroke speed direction) of the stroke displacement amount of the semi-active damper. Any device that can apply a resistance force in the opposite direction and can change the resistance force to a predetermined value may be used. The area of the orifice provided in the flow path for sending oil may be changed, or the flow path may be provided in the flow path. A semi-active damper such as an oil damper that changes the resistance force by switching a valve or a friction damper that changes the resistance force by changing the pressing force to the friction plate may be used.

  Next, a second embodiment of the present invention will be described.

  In the second embodiment, the basic seismic isolation layer 18 of the first embodiment is provided with an actuator in combination with the semi-active damper 22. Therefore, in the description of the second embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.

  As shown in the elevation view of FIG. 3, the base seismic isolation layer 18 is provided with an actuator 54 having one end connected to the lower part of the upper building 16 and the other end connected to the upper part of the foundation 14. It has been. In other words, the base isolation layer 18 of the building 10 is constructed with a base isolation structure 56 having the linear motion rolling bearing 20, the semi-active damper 22, and the actuator 54.

  In the actuator 54, as shown in FIG. 4, the interior of the cylinder 58 is divided into a chamber 62 located on the left side of the cylinder 58 and a chamber 64 located on the right side of the cylinder 58 by the piston 60 arranged in the cylinder 58. ing. The piston 60 moves in the axial direction of the cylinder 58 in conjunction with a rod 66 having an end connected to the piston 60.

  The rooms 62 and 64 are filled with oil. The cylinder 58 is provided with entrances 68 and 70 through which the oil enters and exits. The hydraulic pipe 72 connected to the inlet / outlet 68 and the hydraulic pipe 74 connected to the inlet / outlet 70 are connected via a servo valve 76. An oil tank 80 and a hydraulic pump 82 are connected to a hydraulic pipe 78 connected to the servo valve 76 and arranged in an annular shape, and the oil in the oil tank 80 is supplied to the servo valve 76 by the operation of the hydraulic pump 82. Supplied.

  Then, by switching the servo valve 76, the oil is discharged from the room 62 or the room 64 and flows into the room 64 or the room 62. Then, the piston 60 is moved by the pressure difference between the chamber 62 and the chamber 64.

  For example, in FIG. 4, when the piston 60 is moved to the left, the oil in the chamber 62 is discharged from the inlet / outlet 68 to the hydraulic pipe 72 and the amount of oil discharged from the chamber 62 is discharged from the servo valve 76 to the hydraulic pipe 74. To the room 64 through the entrance / exit 70.

The upper piston 60 is moved by the pressure difference between the chamber 62 and the room 64 in this case, the control force P ₀ becomes a force for moving the piston 60 is output from the actuator 54, the output of the control power P ₀ The vibration generated in the building 16 is controlled.

Here, δ is a positive / negative stroke displacement amount of the actuator 54, α is a constant, and δ ′ is a stroke speed obtained by differentiating δ with respect to time, and S is obtained by Expression (1) shown in the first embodiment.
Then, by the action of -P ₀ in the upper building 16 when a S positive as determined by equation (1), the P ₀ in the upper building 16 when the S obtained by the equation (1) becomes negative Make it work.
The relationship between the sign of S and the sign of P _{0 is} the same as the relationship between the sign of S and the sign of F ₀ described in the first embodiment.

For example, in FIG. 3, the direction of the stroke displacement of the actuator 54 when the upper building 16 moves rightward is positive.
When the upper building 16 moves in the right direction, S becomes positive from S = + δ, so that the control force −P ₀ in the direction opposite to the moving direction (right direction) of the upper building 16 (left direction) is It acts on the building 16.

Further, when the upper building 16 moves to the left, since S = −δ, S becomes negative. Therefore, the control force + P ₀ in the opposite direction (right direction) to the movement direction (left direction) of the upper building 16 is applied to the actuator 54. To the upper building 16.

  FIG. 4 is a model diagram for explaining the principle of the actuator 54. In FIG. 3, the left end of the cylinder 58 shown in FIG. 4 is connected to the lower part of the upper building 16, and the right end of the rod 66 is connected to the upper part of the foundation 14.

  Next, the operation and effect of the second embodiment of the present invention will be described.

  In the second embodiment, as shown in FIG. 3, when the upper building 16 shakes due to an earthquake or the like and the upper building 16 moves relative to the foundation 14, the semi-active damper 22 is as described in the first embodiment. Attenuating effect.

Further, the cylinder 58 of the actuator 54 moves in conjunction with the upper building 16. Then, the control force of −P ₀ or + P ₀ is applied to the upper building 16 based on the positive / negative of S obtained by substituting the positive / negative stroke displacement δ and the stroke speed δ ′ of the actuator 54 into the equation (1) at this time. The vibration generated in the upper building 16 is controlled.

Therefore, the actuator 54 functions as a spring when the stroke displacement amount δ of the actuator 54 is large by applying the control force P _{0 in the} direction opposite to the sign of S obtained by the expression (1). When δ ′ is large, it functions as a damper.

Thereby, the deformation | transformation and residual deformation | transformation which arise in the base isolation layer 18 between the foundation 14 and the upper building 16 with an earthquake etc. with the semi-active damper 22 can be reduced.
Further, the seismic isolation effect can be exhibited by simple vibration control in which a constant control force P _{0 is applied} to the actuator 54 regardless of the magnitude of the shaking of the upper building 16.

  As described above, the semi-active damper 22 and the actuator 54 apply force to the upper building 16 according to the same control law. That is, the semi-active damper 22 that applies a constant force based on the sign of S and the actuator 54 that applies a constant force based on the sign of S can be interchanged.

  Thereby, in the seismic isolation structure 56 in which a plurality of semi-active dampers 22 and actuators 54 of such a control law are arranged, the ratio of the number of semi-active dampers 22 and actuators 54 is not greatly affected by the seismic isolation effect.

For example, the seismic isolation structure 56 in which a plurality of semi-active dampers 22 and actuators 54 having the same resistance force F ₀ and control force P ₀ are arranged is the total number of these semi-active dampers 22 and actuators 54. The same effect as that of the base-isolated structure in which only the same number of actuators 54 are arranged is obtained.

  Further, if the ratio of the number of semi-active dampers 22 to the number of actuators 54 is increased, a lower cost seismic isolation structure 56 can be constructed, and the ratio of the number of actuators 54 to the number of semi-active dampers 22 is increased. If it does so, possibility that the residual deformation | transformation of the basic seismic isolation layer 18 will become 0 increases, and it can improve a seismic isolation effect more.

  Then, by effectively combining the number of semi-active dampers 22 and the number of actuators 54, an effective seismic isolation effect (reduction of displacement of the base seismic isolation layer 18, shear force, etc., reduction of residual deformation) is exhibited. In addition, the cost can be reduced.

  The second embodiment of the present invention has been described above.

In the seismic isolation structure 56 of the second embodiment, the control force P _{0 of the} actuator 54 is larger than the frictional force generated between the lower sliding member (rail 28) and the upper sliding member (moving block 30). If it sets, the residual deformation | transformation which arises in the base seismic isolation layer 18 can be reduced reliably.

Even when the control force P ₀ of the actuator 54 is smaller than the frictional force generated between the lower sliding member (rail 28) and the upper sliding member (moving block 30), it does not respond to the shaking repeatedly left and right such as earthquake motion. It is possible to reduce the residual deformation of the base isolation layer 18 (the residual deformation of the base isolation layer 18 can be made substantially zero).

  Next, a third embodiment of the present invention will be described.

  In the third embodiment, the semi-active damper 22 of the first embodiment can function as an active damper. Therefore, in the description of the third embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.

  As shown in the elevation view of FIG. 5, the base seismic isolation layer 18 has a semi-active damper 84 having one end connected to the lower part of the upper building 16 and the other end connected to the upper part of the foundation 14. Is provided. In other words, the base isolation layer 18 of the building 10 includes the base isolation structure 90 having the linear motion rolling support 20 and the semi-active damper 84.

  As shown in FIG. 6, the semi-active damper 84 is obtained by replacing the servo valve 52 of the semi-active damper 22 shown in FIG. 2 with the servo valve 76 shown in FIG. An oil tank 80 and a hydraulic pump 82 are connected to a hydraulic pipe 78 connected to the servo valve 76 and arranged in an annular shape. A solenoid valve 86 is provided between the servo valve 76 and the hydraulic pump 82, and a solenoid valve 88 is provided between the servo valve 76 and the oil tank 80.

  Then, by switching the solenoid valves 86 and 88, the semi-active damper 84 can function in the same manner as the semi-active damper 22 or can function in the same manner as the actuator 54. That is, the semi-active damper 84 functions as an original semi-active damper that resists the stroke displacement of the semi-active damper 84 as necessary, or an active damper that outputs a force for controlling vibration generated in the upper building 16. Can function as.

  In the case where the solenoid pipes 86 and 88 are not provided and a joint mechanism is provided at this location to make the hydraulic pipe 78 detachable and the semi-active damper 84 functions as an original semi-active damper (does not function as an active damper). The oil tank 80 and the hydraulic pump 82 may not be provided.

  Next, operations and effects of the third exemplary embodiment of the present invention will be described.

  The semi-active damper 22 passively generates a resistance force against the stroke displacement of the semi-active damper 22 by a hydraulic resistance, a frictional resistance, or the like. Therefore, energy such as a hydraulic active damper pump is supplied to the active damper. There is no need for incidental facilities to enter. That is, cost reduction can be achieved. On the other hand, since the actuator 54 can apply a force in an arbitrary stroke direction, the vibration generated in the upper structure can be effectively controlled.

  Therefore, for example, when a plurality of semi-active dampers 84 are provided in the seismic isolation layer, the number of semi-active dampers 84 that function like the semi-active damper 22 as the original semi-active damper and the actuator 54 as the active damper are By combining optimally with the number of semi-active dampers 84 that function, the effective seismic isolation effect (reduced response of the seismic isolation layer, shear force, etc., residual deformation) can be demonstrated and at low cost Can be achieved.

  In addition, semi-active dampers that function as the ideal original semi-active damper with few changes in seismic isolation equipment in response to changes in the weight of the building and changes in the rigidity of the seismic isolation layer due to expansion and remodeling of buildings and changes in usage. And a semi-active damper that functions as an active damper can be realized, and an effective seismic isolation effect can be exhibited.

  Next, a fourth embodiment of the present invention and its operation and effect will be described.

  4th Embodiment shows an example of the design method of the seismic isolation structure 56 of 2nd Embodiment. Therefore, in the description of the fourth embodiment, the same components as those of the second embodiment are denoted by the same reference numerals and are appropriately omitted.

In the seismic isolation structure design method of the fourth embodiment, first, the resistance force F ₀ of the semi-active damper 22, the control force P ₀ of the actuator 54, the lower sliding member (rail 28), and the upper sliding member (moving block 30). ) And the frictional force generated between

Then, the control force P ₀ of the actuator 54 and the semi-active damper 22 are adjusted so that a value obtained by dividing the total value by the weight of the upper building 16 becomes a value obtained by dividing the design acceleration of the upper building 16 by 980 cm / s ² . The resistance force F ₀ and the frictional force generated between the lower sliding member (rail 28) and the upper sliding member (moving block 30) are set.

Note that the resistance force F ₀ , the control force P ₀ , and the friction force in the fourth embodiment are the resistance force of all the semi-active dampers 22 arranged in the basic seismic isolation layer 18, the control force of the actuator 54, and the lower force It means the sum total of frictional forces generated between the sliding member (rail 28) and the upper sliding member (moving block 30).
Therefore, the acceleration generated in the upper building 16 when the upper building 16 is shaken due to an earthquake or the like can be set as the design acceleration.

  The first to fourth embodiments of the present invention have been described above.

  In the first to fourth embodiments, the example in which the seismic isolation bearing is the linear motion rolling bearing 20 is shown. However, the upper building 16 is supported on the foundation 14 and the relative movement of the upper building 16 with respect to the foundation 14 is performed. The rolling bearing, the sliding bearing, the laminated rubber, etc. may be used.

In the second embodiment, the control force P ₀ of the actuator 54 is made larger than the frictional force generated between the lower sliding member (rail 28) and the upper sliding member (moving block 30), and is generated in the basic seismic isolation layer 18. Although an example of reducing the residual deformation has been shown, when the base-isolated bearing is a laminated rubber, the control force P of the actuator 54 is higher than the horizontal force that can restore the residual deformation generated in the base base isolation layer 18. _What is necessary is just to make ₀ large.

  In the first to fourth embodiments, the example in which the base isolation structures 24, 56, and 90 are constructed in the base isolation layer 18 is shown. However, the base isolation structures 24, 56, and 90 are formed in the intermediate isolation layer. May be built.

  Further, a damping device such as a hydraulic damper, a steel damper, a viscous damper, or a laminated rubber may be provided in addition to the basic seismic isolation layer 18 of the seismic isolation structures 24, 56, and 90 of the first to fourth embodiments.

(Example)

  In this example, the results of the seismic response analysis performed on the seismic isolation structure 24 of the first embodiment of the present invention and the seismic isolation structure 56 of the second embodiment are shown.

FIG. 7 shows a passive seismic isolation structure 92 (hereinafter referred to as “case 0”) as a comparative example of the seismic isolation structures 24 and 56.
In the base seismic isolation layer 18 between the foundation 14 and the upper building 16, only the linear motion rolling bearing 20 as the seismic isolation bearing that supports the upper building 16 is installed on the foundation 14 (that is, in Table 1). Actuator control force = 0 kN, semi-active damper resistance force = 0 kN).

The weight of the upper building 16 is 10,000 kN, and the coefficient of friction μ between the rail 28 of the linear motion rolling bearing 20 and the moving block 30 is 0.01 (between the rail 28 of the linear motion rolling bearing 20 and the moving block 30). The frictional force of the entire seismic isolation structure 92 is 100 kN).
These specifications are shown in the case 0 column of Table 1.

  FIG. 8 shows a seismic isolation structure 94 (hereinafter referred to as “case 1”) as a comparative example of the seismic isolation structures 24 and 56. The base seismic isolation layer 18 is provided with an actuator 54 having one end connected to the lower part of the upper building 16 and the other end connected to the upper part of the foundation 14. That is, the base isolation layer 18 of the building 10 is constructed with a base isolation structure 94 including the linear motion rolling bearing 20 and the actuator 54. The sum of the resistances of the semi-active dampers arranged in the base isolation layer 18 is divided by the sum of the sum of the resistances of the semi-active dampers arranged in the base isolation layer 18 and the control force of the actuator. The active ratio is 0%.

  The weight of the upper building 16 and the coefficient of friction μ between the rail 28 of the linear motion rolling bearing 20 and the moving block 30 (the friction of the seismic isolation structure 94 generated between the rail 28 of the linear motion rolling bearing 20 and the moving block 30) Force) is the same as in case 0.

The control force of the actuator 54 is applied as shown in FIG. 9, the maximum value (rated output) is 2% (200 kN) of the weight of the upper building 16, and the constant α is 0.8. The vertical axis in FIG. 9 indicates the magnitude of the control force, and the horizontal axis indicates S (= δ + α × δ ′).
These specifications are shown in the case 1 column of Table 1.

  Case 5 in Table 1 shows the specifications of the seismic isolation structure 24 shown in FIG. 1 of the first embodiment. Since the base-isolated layer 18 of the building 10 has a base-isolated structure 24 composed of a linear motion rolling bearing 20 and a semi-active damper 22, a semi-active damper disposed on the base-isolated layer 18 is constructed. The semi-active ratio obtained by dividing the sum of the resistance forces by the sum of the sum of the resistance forces of the semi-active dampers arranged in the basic seismic isolation layer 18 and the sum of the control forces of the actuator is 100%.

The weight of the upper building 16, the friction coefficient μ between the rail 28 of the linear motion rolling bearing 20 and the moving block 30 (the friction of the seismic isolation structure 24 generated between the rail 28 of the linear motion rolling bearing 20 and the moving block 30) Force) is the same as in case 0.
The maximum value (rated output) of the resistance force of the semi-active damper 22 was 2% (200 kN) of the weight of the upper building 16, and the constant α was 0.8.
These values are shown in the case 5 column of Table 1.

  Cases 2 to 4 in Table 1 show the specifications of the seismic isolation structure 56 shown in FIG. 3 of the second embodiment. Since the base-isolated layer 18 of the building 10 is constructed with a base-isolated structure 56 including the linear motion rolling bearing 20, the semi-active damper 22, and the actuator 54, the semi-isolated structure 18 arranged in the base-isolated layer 18 is constructed. The total resistance force of the active damper (50 kN, 100 kN, 150 kN) was divided by the total value (200 kN) of the total resistance force of the semi-active damper arranged in the basic seismic isolation layer 18 and the total control force of the actuator. The semi-active ratio is 25% in case 2, 50% in case 3, and 75% in case 4. The constant α of the semi-active damper 22 and the actuator 54 was set to 0.8.

The weight of the upper building 16 and the coefficient of friction μ between the rail 28 of the linear motion rolling bearing 20 and the moving block 30 (the friction of the seismic isolation structure 56 generated between the rail 28 of the linear motion rolling bearing 20 and the moving block 30). Force) is the same as in case 0.
These values are shown in the columns of cases 2 to 4 in Table 1.

Table 2, as a result of the seismic response analysis performed with respect to the case 0 to 5, EL CENTRO NS maximum acceleration 511cm / ^{s 2} of, TAFT EW maximum acceleration 497cm / ^{s 2,} HACHINOHE NS maximum acceleration 330 cm / s in the ^2, maximum acceleration 356cm / ^{s 2} of BCJ L2, and the maximum displacement of the basic isolation layer 18 when the enter the maximum acceleration 818cm / ^{s 2} of KOBE NS, the values shown in the residual displacement. The unit of the value of the maximum displacement and the residual displacement is cm.

表２からわかるように、本発明のケース２〜５の残留変形は、ケース０の残留変形よりも小さくなっている。また、ケース２〜５の最大変位については、KOBE NS以外でケース０の最大変位よりも小さくなっている。一般的な免震構造の設計においては、最大変位を５０〜７０ｃｍ程度としているので、このことからも上部建物１６の基礎免震層１８の変形が大きく低減されていることがわかる。

As can be seen from Table 2, the residual deformation of cases 2 to 5 of the present invention is smaller than the residual deformation of case 0. Further, the maximum displacement of cases 2 to 5 is smaller than the maximum displacement of case 0 except for KOBE NS. In the design of a general seismic isolation structure, since the maximum displacement is about 50 to 70 cm, it can be seen from this that the deformation of the base seismic isolation layer 18 of the upper building 16 is greatly reduced.

  In addition, Cases 2 to 4 in which the semi-active damper 22 and the actuator 54 are arranged in the basic seismic isolation layer 18, Case 5 in which only the semi-active damper 22 is arranged in the basic seismic isolation layer 18, and an actuator in the basic seismic isolation layer 18 The case 1 in which only 54 is arranged exhibits substantially the same seismic isolation performance (maximum displacement, residual displacement). Thereby, it can be seen that a sufficient seismic isolation effect can be obtained even in a low-cost seismic isolation structure using the semi-active damper 22 which is lower in cost than the actuator 54.

  Further, as shown in Table 2, in cases 2 and 3 where the semi-active ratio is 50% or less, the control force of the actuator 54 is the frictional force of the bearing (the rail 28 and the moving block 30 of the linear rolling bearing 20). In theory, no residual deformation occurs in the basic seismic isolation layer 18.

  Further, in the cases 4 and 5 where the semi-active ratio is larger than 50%, almost no residual deformation occurs. As a result, the semi-active ratio is increased so that the control force of the actuator 54 is greater than the frictional force of the bearing (the frictional force of the entire seismic isolation structure 56 generated between the rail 28 of the linear motion rolling bearing 20 and the moving block 30). It can be seen that a sufficient seismic isolation effect (reduction in displacement of the base seismic isolation layer 18 and reduction in residual deformation) can be obtained even when the size is reduced.

Moreover, the response acceleration of the upper building 16 of the cases 2 to 5 is 0.03 gal (= 29.4 cm / s ² ). In the design of a general seismic isolation structure, the response acceleration of the upper building is set to about 100 to 200 gal. From this, it can be seen that the vibration generated in the upper building 16 is greatly reduced.

  As explained so far, the first and second embodiments (cases 2 to 5) of the present invention not only reduce the residual deformation generated in the base seismic isolation layer 18, but also normally allow the maximum displacement. The seismic isolation structure with high seismic isolation performance can be realized.

10 Building 14 Foundation (substructure)
16 Upper building (superstructure)
20 Linear motion rolling bearing (sliding device, seismic isolation bearing)
22, 84 Semi-active damper 24, 56, 90 Seismic isolation structure 28 Rail (down sliding member)
30 Moving block (top sliding member)
54 Actuator

Claims (8)

A base-isolating bearing that supports the upper structure on the lower structure and allows the upper structure to move relative to the lower structure;
And causing resistance force F ₀ has a semi-active damper for damping vibrations generated in said upper structure,
When the positive / negative stroke displacement amount of the semi-active damper is δ, the constant is α, and the stroke speed obtained by time differentiation of δ is δ ′,
When S determined by the formula (1) becomes positive, the superstructure can be given −F ₀ ,
A seismic isolation structure that allows F ₀ to be imparted to the upper structure when S obtained by Equation (1) becomes negative.

An actuator for controlling vibration generated in the superstructure by the output of the control force P ₀ ;
If the positive / negative stroke displacement amount of the actuator is δ, the constant is α, and the stroke speed obtained by time differentiation of δ is δ ′,
When S obtained by the formula (1) becomes positive, -P ₀ is allowed to act on the superstructure,
The seismic isolation structure according to claim 1, wherein P ₀ is applied to the upper structure when S obtained by the formula (1) becomes negative.   The seismic isolation bearing has a lower sliding member attached to the upper surface of the lower structure, and an upper sliding member attached to the lower surface of the upper structure and supported on the lower sliding member, and the lower When the horizontal force larger than the frictional force generated between the sliding member and the upper sliding member is applied to the upper structure, the lower structure is caused to slip between the lower sliding member and the upper sliding member. The seismic isolation structure according to claim 2, wherein the seismic isolation structure is a sliding device that relatively moves the upper structure.   The seismic isolation structure according to claim 3, wherein the sliding device is a linear motion rolling bearing. The control force P ₀ of the actuator, a seismic isolation structure according to claim 3 or 4 greater than the frictional force generated between the careless member and the lower sliding member.   The seismic isolation structure according to any one of claims 1 to 5, wherein the semi-active damper can function as an active damper that outputs a force that controls vibration generated in the superstructure. In the design method of the seismic isolation structure of any one of Claims 3-5,
A value obtained by dividing the sum of the resistance force F ₀ of the semi-active damper, the control force P _{0 of the} actuator, and the frictional force generated between the lower sliding member and the upper sliding member by the weight of the upper structure. A design method for a seismic isolation structure in which the resistance force F ₀ , the control force P ₀ , and the friction force are set such that the design acceleration of the superstructure is divided by 980 cm / s ² . The building which has the seismic isolation structure of any one of Claims 1-6.

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