JP4176620B2 - Seismic control structure of RC building - Google Patents

Description

  The present invention relates to a seismic control structure for an RC building.

  Among RC-type buildings, the rigid frame structure in which the nodes of the columns and beams are rigidly connected has a disadvantage that it is not sticky and has a small deformation capacity, and therefore is easily damaged when an earthquake occurs. For this reason, it is necessary to take measures to prevent damage from the viewpoint of ensuring the safety of residents etc. against damage. In addition, damage that occurs when an earthquake occurs is relatively easily noticeable, such as cracks that occur in the vicinity of the nodal point between the column and the beam, which also reduces the real estate value of the building. Therefore, it is necessary to take measures not only from ensuring safety but also from the viewpoint of preventing real estate value reduction.

Conventionally, as an earthquake countermeasure for this type of RC system building, in addition to the method of suppressing deformation by increasing the rigidity by incorporating RC walls and diagonal members in the structure composed of columns and beams, A vibration control method that attenuates vibration and suppresses deformation by absorbing vibration energy using interlayer displacement between the beam and the lower beam is adopted.
In addition, a seismic control method has been proposed in which vibration is attenuated by attaching a seismic damper between both of the columns as moment columns cut up and down (see, for example, Patent Document 1).
Japanese Patent No. 2914189 (FIG. 1 etc.)

  However, RC walls, diagonal members, or interlayer displacement transmission members are installed for methods that increase the rigidity by incorporating RC walls or diagonal members in the frame, or methods that use the interlayer displacement between the upper and lower beams in the frame. There is a problem that the space is blocked by doing. That is, there is an inconvenience that the space formed between the columns is partitioned by the RC wall or the interlayer displacement transmission member, and the space cannot be used in a wide state. As a result, the functionality and landscape of the internal space of the building are also impaired.

  In addition, in the seismic control method that uses some columns as moment columns, a seismic damper is attached to the tip of the column that is cut vertically in the middle of the longitudinal direction. There is a disadvantage that a relatively large bending moment acts on the beam. In particular, if this seismic control method is applied to an existing building, it is necessary to add a moment column to the existing structure, and to provide a strength that can withstand the bending moment acting on the beam at the base of the moment column. However, there is a disadvantage that the construction period is prolonged.

  The present invention has been made in view of the above-described circumstances, and can be installed without blocking a space, and can be installed in an existing building in a short construction period without requiring large-scale reinforcement work or the like. The purpose is to provide a seismic control structure.

In order to achieve the above object, the present invention provides the following means.
The present invention relates to a seismic control structure of an RC-type building including columns and beams that are connected to each other, and one or both of the columns or beams that are joined by rigid joints are subjected to seismic force. A displacement member that is provided near an intermediate position in the axial direction in which the direction of the bending moment that occurs in the shaft is switched, and is rotationally displaced by a change in the curvature of the column or beam, and is attached between the other of the column or beam and the displacement member. An RC structure building damping structure characterized by comprising an energy absorbing mechanism that absorbs vibration energy by operating with a rotational displacement of the displacement member and a relative displacement caused by deformation of the other column or beam during an earthquake. To do.

  When a horizontal seismic force acts on an RC system structure consisting of columns or beams due to the occurrence of an earthquake, the columns and beams deform while maintaining the perpendicularity of their joints. At this time, the bending moment generated in the column and the beam is reversed in the nodes at both ends thereof, and becomes larger toward the end. That is, the bending moment becomes zero at an intermediate position in the axial direction of the beam and the column, and the direction is switched at that position. In addition, the deformation angle is maximized at that position, and the rotational displacement is also maximized.

  According to the present invention, the displacement member provided at or near the position where the direction of the bending moment is switched is largely rotationally displaced by deformation at the time of the earthquake, and the rotational displacement and deformation of the other column or beam are utilized. The vibration can be effectively suppressed by moving the energy absorbing mechanism by the relative displacement due to and absorbing the vibration energy. In addition, the energy absorbing mechanism applies a force to the displacement member in a direction that prevents rotational displacement. As a result, a bending moment acts on the column or beam to which the displacement member is attached. Since it is provided at a substantially zero position, the total bending moment acting on the beam can be kept small, and there is no need for reinforcement or the like.

In the above invention, the displacement member is a cantilevered lever extending in a direction perpendicular to the axis of the bending moment, and the energy absorbing mechanism is provided between the other of the column or beam and the vicinity of the end of the lever. It is good also as being attached between.
According to this invention, the displacement member is a cantilever-like lever extending in a direction perpendicular to the axis of the bending moment, so that the lever is rotationally displaced about its proximal end by the action of seismic force. Since the amount of displacement due to rotation is amplified at the end of the lever, the energy absorbing mechanism is effectively operated and vibrations can be suppressed by pressing the vicinity of this end with the energy absorbing mechanism.

Moreover, in the said invention, it is preferable that the said energy absorption mechanism is attached to the said lever edge part and the other said pillar or beam by pin coupling.
According to this invention, when suppressing the rotational displacement of the displacement member, the both ends of the energy absorbing mechanism are pin-coupled, so that the generation of a bending moment at the coupling point can be suppressed, and the column or beam is excessively large. It is possible to prevent a large bending stress from being generated. Further, since only the force in the expansion / contraction direction acts on the energy absorption mechanism, the design is facilitated and the reliability in performance is improved.

In the above-described invention, the energy absorption mechanism may be an elastic viscous damping damper that is extendable and disposed along the column or beam on which the displacement member is provided.

According to this invention, it is possible to absorb vibration energy by applying a force in a direction to suppress the rotational displacement of the displacement member by expanding and contracting the viscous damping damper. In this case, by adopting a telescopic viscous damping damper, it is possible to absorb vibration energy even with a small displacement. Furthermore, according to this invention arrange | positioned so that it may follow along a pillar or a beam, it can control an RC system building without interrupting space. In other words, the energy absorbing structure can be installed along the pillar or along the beam behind the ceiling or under the floor, so that the indoor space can be used without partitioning.
If an earthquake exceeding the expected level is encountered and the joint between the column and beam is in the state of a plastic hinge, the rotational displacement of the displacement member becomes small and damper expansion and contraction is unlikely to occur, but the column or beam on which the displacement member is provided When the damper is installed along the axis, the damper expands and contracts due to the change in the angle of the joint between the column and the beam, and the vibration energy can be absorbed, so that the damping function can be maintained.

In the above invention, the energy absorption mechanism may include a rotary viscoelastic damper disposed at at least one of a coupling portion with the column or the beam or a coupling portion with the displacement member.
According to this invention, for example, when the end of the displacement member provided on the column and the beam are connected by the energy absorption mechanism, when the displacement displacement occurs in the displacement member, the energy absorption mechanism and the rotation member Relative rotational displacement also occurs at the coupling part of the energy absorbing mechanism and the coupling part of the energy absorbing mechanism and the beam. By arranging a rotary viscoelastic damper that suppresses relative rotational displacement at this position, The vibration control structure can be configured in a compact manner.
In the above invention, the energy absorption mechanism may be a hysteresis damping damper, and may be installed along the column or beam on which the displacement member is provided.
According to the present invention, a large suppression force can be obtained even if the damper itself is thinned, so that the indoor space can be used more widely.

  According to the present invention, there is an effect that it is possible to control an RC building without applying an excessive bending moment to a column or a beam. In addition, it is not necessary to add a column or install a reinforcing member, and since the construction is simple, it can be attached to an existing building in a short construction period. Furthermore, since the energy absorption mechanism can be installed along the pillars and beams, the installation space can be saved, and the functionality and landscape of the indoor space are not impaired.

[First Embodiment]
The vibration control structure of the RC system building according to the first embodiment of the present invention will be described below with reference to FIGS.
As an RC system building 2 to which the seismic structure 1 according to the present embodiment is applied, an RC system structure 2 having a rigid structure in which a column 3 and a beam 4 are rigidly joined will be exemplified. Here, in order to simplify the description, for example, as shown in FIG. 1, a case where the present invention is applied to a rigid frame 2 composed of two columns 3 and beams 4 will be described. In particular, the earthquake-resistant structure 1 according to the present embodiment is applied to a frame structure on which a horizontal seismic load F acts as shown in FIG.

As shown in FIG. 1, the earthquake-resistant structure 1 according to the present embodiment includes a lever 5 provided on a beam 4 and viscoelastic dampers disposed between a tip of the lever 5 and two pillars 3. (Energy absorption mechanism) 6. In addition, although embodiment demonstrates here taking a viscoelastic damper as an example, it may change to this, and may provide a hysteresis damping type damper using plastics, friction, etc. of a steel material, such as an oil damper. The lever 5 is a straight bar member extending in a cantilever shape vertically downward from the lower surface of the beam 4.
When the horizontal seismic load F is applied, the bending moment shown in FIG. Arrows indicate the magnitude of the bending moment of each part. As is apparent from FIG. 3, the bending moment acting on the columns 3 and beams 4 becomes zero at the axial positions A and B of the columns 3 and beams 4 and acts in opposite directions on both sides thereof. The magnitude of the bending moment changes linearly in the longitudinal direction and increases at both ends of the column 3 or the beam 4.

  In the seismic structure 1 according to the present embodiment, the lever 5 is fixed at a position A where the bending moment of the beam 4 is substantially zero. In other words, this position A is also a position where the direction of the bending moment is switched along the axial direction of the beam 4 and is an inflection point of deformation of the beam 4 shown in FIG. This position A can be obtained by calculation, and in the case of an existing building, can be known from a design calculation sheet.

As shown in FIGS. 4 and 5, the viscoelastic damper 6 includes an elongated flat plate member 7, a cylindrical member 8 into which the flat plate member 7 is inserted in the longitudinal direction, and the flat plate member 7 and the cylindrical member 8. It is a telescopic viscoelastic damper 6 composed of a viscoelastic body 9 filled in between. Connection portions 10 and 11 for connecting to the lever 5 and the column 3 are provided at one end of the flat plate member 7 exposed from the cylindrical member 8 and the tip of the cylindrical member 8, respectively. The viscoelastic body 9 is configured to absorb energy when the flat plate member 7 is pushed and pulled in the longitudinal direction (the direction of the arrow X in FIG. 4) with respect to the cylindrical member 8.
The connecting portions 10 and 11 of the viscoelastic damper 6 are coupled to the bracket 12 provided on the tip of the lever 5 and the side surface of the column 3 by pin coupling (see FIG. 1).

The operation of the seismic structure 1 according to this embodiment configured as described above will be described below.
According to the seismic structure 1 according to the present embodiment, when an earthquake load F is applied due to the occurrence of an earthquake, the beam 4 is mainly deformed in the vertical plane as shown in FIG. Since a lever 5 extending vertically downward is fixed to the beam 4, the lever 5 is also rotationally displaced in the vertical plane by deformation of the beam 4.

  In this case, the position A where the bending moment acting on the beam 4 switches along the axial direction of the beam 4 is an inflection point where the sign of the curvature of the beam 4 changes, and the inclination angle with respect to the horizontal direction becomes the largest. Therefore, the lever 5 attached to the position A is rotationally displaced around the horizontal axis perpendicular to the beam 4 at the position A and is largely inclined.

  Since one end of the viscoelastic damper 6 is attached to the tip of the lever 5, when the lever 5 is rotationally displaced and the tip of the lever 5 is moved, the distance between the connecting portions 10 and 11 of the viscoelastic damper 6 is increased. As a result, the viscoelastic damper 6 is expanded and contracted. As a result, the energy of vibration is absorbed by the viscoelastic body 9, and the RC building 2 is controlled.

  According to the damping structure 1 according to the present embodiment, the deformation of the beam 4 caused by the seismic load F is taken out as the rotational displacement of the lever 5 and the vibration energy is absorbed by expanding and contracting the viscoelastic damper 6 by the rotational displacement. Can do. In this case, a bending moment according to the reaction force received from the viscoelastic damper 6 and the length of the lever 5 acts on the attachment position A of the lever 5 to the beam 4. Since the position A is a position where the bending moment due to the earthquake becomes zero, even if the bending moment is received from the lever 5, the bending moment as a whole is not excessive. If the length of the lever 5 is increased, the amount of displacement is further amplified, so that it is possible to control the vibration more effectively, but it is possible to obtain a sufficient effect without increasing the length by simulation described later. confirmed.

  Accordingly, since the lever 5 can be short, the bending moment applied to the beam 4 can be reduced. As a result, it is not necessary to reinforce the beam 4 with a reinforcing member or the like. That is, since the beam 4 can be easily attached without requiring reinforcement work or the like, it can be easily installed in an existing building with a short construction period.

  Moreover, according to the damping structure 1 which concerns on this embodiment, the viscoelastic damper 6 can be arrange | positioned along the beam 4, as FIG. 1 shows. Therefore, it can install in the part which does not get in the way, such as a ceiling back and under the floor, and can ensure the functionality and landscape of indoor space. Moreover, since the viscoelastic damper 6 is attached to the column 3 and the lever 5 by pin coupling, there is also an effect that a bending moment generated in the connecting portion can be suppressed.

  Furthermore, according to the damping structure 1 according to the present embodiment, even if the coupling portion between the column 3 and the beam 4 is changed from a rigid coupling to a pin structure due to an earthquake exceeding an assumption, the viscoelastic damper 6 is changed by an angle change due to the rotation. Since it is operated, there is also an advantage that the vibration control function is not lost.

Next, a simulation for confirming the effect of the vibration control structure 1 will be described. In this simulation, natural vibration analysis and earthquake response analysis were performed.
FIG. 6 shows a frame model assumed in the simulation. This frame model is a ramen frame model showing a three-story RC building.
In the simulation, the floor weight is 70t for the 2nd and 3rd floors, 35t for the rooftop floor, the weight of the beam is 6.3t for the 2nd floor, 5.0t for the 3rd floor and the rooftop floor, and the pillar is 1st floor. The calculation was performed assuming that the second floor is 9.3 t and the third floor is 6.5 t. The structural damping constant was uniformly set to h = 2% in each vibration mode.

The model of the viscoelastic damper 6 used for the simulation was set based on the specification values shown in the table of FIG. 7, using the dimensions shown in FIGS. In the figure, symbol d is the thickness of the viscoelastic body, As is n × L × H (shear area of the viscoelastic body), and n indicates the number of shear planes. Further, the symbol K _R and Ce is, 25 ° C. to ambient temperature, respectively, an equivalent stiffness and an equivalent damping coefficient when the shear strain was set to 0.5. Equivalent stiffness K _R and the equivalent damping coefficient Ce is a viscoelastic dampers 6 to be taken in a four-element model consisting of two springs and two dashpot spring constant and the damping coefficient by the distortion and ambient temperature changes, a simple The rigidity of the spring and the damping coefficient of the dashpot are shown respectively when replaced with a parallel arrangement model of one spring and one dashpot.

  FIG. 8 shows an analysis model. In this analysis model, a cantilever-like lever 5 is provided at the curvature change point of the beam 4, and a viscoelastic damper 6 is installed parallel to the beam 4 between the tip of the lever 5 and the column 3. The length of the lever 5 was 30 cm. The ramen frame 2 was modeled into a plane frame structure, and the beam 4 between the columns 3 and the column 3 between the beams 4 were divided into 10 parts to provide nodes, and the mass was distributed. The cross-joining member 13 between the column 3 and the beam 4 and the bracket 12 from the center of the column 3 to the junction point with the viscoelastic damper 6 were modeled as rigid members.

  9 to 12 show the natural vibration analysis results. FIG. 9 shows the vibration mode of the frame model in the primary vibration mode, and FIG. 10 shows the vibration mode of the frame model in the secondary vibration mode. FIG. 11 shows the damping constant (%) added by the viscoelastic damper 6 in relation to the shear area As of the viscoelastic damper 6. FIG. 12 shows the relationship between the shear area As of the viscoelastic damper 6 and the natural frequency of the frame model.

According to FIG. 11, the damping constant added to the frame in the primary vibration mode increases with an increase in the shear area As, and the shear area As is about 6% at about 15 × 5400 cm ² . In the secondary vibration mode, when the shear area As increases, the maximum value is about 6.7% at about 10 × 5400 cm ² , but then decreases to about 15 × 5400 cm ² and is the same as the primary vibration mode. It was found to be about 6%.
Further, according to FIG. 12, the primary frequency of the frame model is about 3 Hz, and the secondary frequency is about 8.5 Hz. Even if the shear area As of the viscoelastic damper 6 increases, the frequency changes greatly. I knew that I couldn't see it.

As a result, by setting the shear area As of the viscoelastic damper 6 to 15 × 5400 cm ² (K _R = 101 t / cm, Ce = 6.78 ts / cm), the primary and secondary vibration modes of the frame are respectively It was confirmed that an effect of adding an attenuation constant of about 6% can be achieved. Therefore, in the subsequent earthquake response analysis, the shear area As of the viscoelastic damper 6 was set to 15 × 5400 cm ² .

The earthquake response analysis was performed by inputting seismic waves of a predetermined acceleration time history using BCJ-L2 of level 2 earthquake motion provided by the Japan Building Center.
As a result, as shown in FIG. 13 to FIG. 16, when the damping structure 1 of the present embodiment is adopted for any of the maximum acceleration distribution, the maximum displacement distribution, the frame-to-frame displacement, and the frame-to-frame deformation angle (seismic control). ) And not (non-seismic), it was confirmed that a sufficient reduction effect was achieved. In particular, the response displacement could be reduced to about 1/2, and as a result, the interlayer deformation angle could be reduced from about 1/180 (non-seismic) to about 1/350 (seismic). .

  In the above embodiment, the vibration control structure 1 in which the viscoelastic damper 6 is provided between the lever 5 and the two pillars 3 provided in the vicinity of the inflection point A of the beam 4 has been described as an example. However, even if the viscoelastic damper 6 is provided only between the one pillar 3 and the lever 5, it is considered that a certain degree of effect can be obtained. Further, the connecting portions 10 and 11 at both ends of the viscoelastic damper 6 are pin-coupled, but may be rigidly coupled if the relative displacement angle is small and an increase in bending moment can be allowed.

In the above embodiment, as shown in FIG. 2, the vibration control structure 1 applied to the beam 4 has been described as an example, but the same applies to the case where the deformation of the column 3 is used instead. The vibration control structure 1 can be adopted.
That is, in this case, a cantilever beam-like lever 14 that protrudes horizontally in parallel to the beam 4 as shown in FIG. 17 from the inflection point B of the deformation of the column 3 shown in FIG. What is necessary is just to attach the viscoelastic damper 6 between the front-end | tip and the upper and lower beams 4 (or ceiling or floor 15).

By configuring in this way, it is possible to effectively dampen the column 3 without generating an excessive bending moment, and it is possible to arrange the viscoelastic damper 6 along the column 3, so that the indoor space can be reduced. Other advantages such as the advantage of being able to install without blocking are also the same as in the above embodiment.
Furthermore, when dealing with a damper having a small energy absorption capability, the viscoelastic damper 6 may be provided on both the beam 4 and the column 3.

[Second Embodiment]
Next, an RC structure building vibration control structure 20 according to a second embodiment of the present invention will be described below with reference to FIGS.
In the description of the present embodiment, parts having the same configuration as those of the above-described vibration damping structure 1 according to the first embodiment are denoted by the same reference numerals, and the description is simplified.

  The vibration control structure 20 according to the present embodiment employs rotary viscoelastic dampers 21 and 22, whereas the vibration control device 1 according to the first embodiment employs the telescopic viscoelastic damper 6. Are different. That is, as shown in FIG. 18, the tip of the lever 23 provided in the vicinity of the inflection point A of the beam 4 and the column 3 are connected by the link 24, and the connection portion at both ends of the link 24 is connected. Rotary viscoelastic dampers 21 and 22 are arranged.

  For example, as shown in FIGS. 19 and 20, the rotary viscoelastic damper 21 attached to the column 3 is a flat plate parallel to the parallel flat plate 25 in a bracket 26 constituted by two parallel flat plates 25. A member 27 is rotatably arranged by a pin 28 and a viscoelastic body 29 is filled between two parallel flat plates 25 and a flat plate member 27. When the link 24 is inclined relative to the beam 4, the flat plate member 27 rotates in the parallel flat plate 25, and the rotational energy is absorbed by the viscoelastic body 29.

  The viscoelastic damper 22 attached to the tip of the lever 23 includes, for example, two sheets parallel to the parallel plate 30 in a bracket 31 formed by two parallel plates 30 as shown in FIG. The flat plate members 32 are arranged at intervals, and the parallel flat plates 30 and the flat plate members 32 are connected to each other by pins 33 so as to be relatively rotatable. A viscoelastic body 34 is filled between the parallel flat plate 30 and the flat plate member 32 and between the flat plate members 32.

  Each flat plate member 32 is formed with a long hole 35 that penetrates the pin 33, and by moving the pin 33 within the long hole 35, the variation in the distance between the pins 28 and 33 caused by the deformation of the beam 4 is absorbed. Be able to. When the link 24 rotates relative to the lever 23, the flat plate members 27 and 32 rotate (and move along the long holes 35) in the parallel flat plates 25 and 30, thereby rotating by the viscoelastic bodies 29 and 34. It is configured to absorb energy.

  According to the vibration control structure 20 according to the present embodiment configured as described above, when the beam 4 is deformed by applying a vibration load, the lever 23 is rotationally displaced along with the deformation of the beam 4. Since a relative angular change occurs between the column 3 and the link 24 and the lever 23, the building 2 is controlled by the viscoelastic bodies 29 and 34. In this case, since the lever 23 is arranged at the inflection point of the beam 4, that is, at the position A where the bending moment is almost zero, a bending moment due to vibration control is applied to the beam 4 via the lever 23. This produces the same effect as the first embodiment in which an excessive bending moment does not act on the beam 4 as a whole.

Furthermore, according to the vibration control structure 20 according to the present embodiment, the viscoelastic dampers 21 and 22 are concentrated in the vicinity of the connection portion between the link 24 and the column 3 and the connection portion between the link 24 and the lever 23. It can be configured compactly.
Moreover, although the case where the viscoelastic dampers 21 and 22 are provided on the beam 4 has been described, the viscoelastic dampers 21 and 22 may be provided on the column 3 or may be provided on both the column 3 and the beam 4.

  In the damping structure 1.20 according to each embodiment described above, viscoelasticity in which one flat plate member 7, 27 is disposed between two parallel flat plates 8, 25 and filled with viscoelastic bodies 9, 29. Although the dampers 6 and 21 are illustrated, the present invention is not limited to this, and a configuration in which two or more flat plate members are arranged between three or more parallel flat plates may be used.

  In addition, a viscoelastic damper 22 that absorbs rotational energy in the vertical plane is provided at the tip of a cantilever-like lever 23 that extends vertically downward from the beam 4, but instead, as shown in FIG. A flat plate member 41 arranged in a vertical plane is fixed to a cantilever rod 40 extending horizontally from the side surface of the beam 4, and between two parallel flat plates 42 arranged at the tip of a link 24 extending from the column 3. Alternatively, the viscoelastic body 43 may be filled with the flat plate member 41 interposed therebetween. Thereby, rod 40 can be used together as a pin, and it can constitute more simply. Further, since the rod 40 can be made extremely short, it is possible to further reduce the installation space and make it compact.

It is the schematic which shows the damping structure of RC type | system | group building which concerns on 1st Embodiment of this invention. It is a schematic diagram which shows the deformation | transformation mode of the rigid frame frame to which the damping structure of FIG. 1 is applied. It is a schematic diagram which shows the magnitude | size and direction of a bending moment applied to the frame structure of FIG. It is a front view which shows an example of the viscoelastic damper used for the damping structure of FIG. It is sectional drawing of the viscoelastic damper of FIG. It is a schematic diagram which shows the frame structure model for simulating the damping structure of FIG. It is a figure which shows the specification table of the viscoelastic damper of FIG. It is a figure which shows the analysis model of the frame structure of FIG. It is a figure which shows the primary vibration mode of the simulation using the analysis model of FIG. It is a figure which shows the secondary vibration mode of the simulation using the analysis model of FIG. It is a graph which shows the change of the additional damping constant with respect to a viscoelastic body shear area. It is a graph which shows the change of the natural frequency with respect to a viscoelastic body shear area. It is a graph which shows the change of a response acceleration among earthquake analysis responses using the analysis model of FIG. It is a graph which shows the change of a response displacement among earthquake analysis responses using the analysis model of FIG. It is a graph which shows the change of an interlayer displacement among earthquake analysis responses using the analysis model of FIG. It is a graph which shows the change of an interlayer deformation angle among earthquake analysis responses using the analysis model of FIG. It is the schematic which shows the damping structure applied to the frame structure of the deformation mode of FIG. It is the schematic which shows the damping structure of the RC building which concerns on 2nd Embodiment of this invention. It is a front view which shows the rotary viscoelastic damper fixed to the pillar of the damping structure of FIG. It is a top view of the viscoelastic damper of FIG. It is a longitudinal cross-sectional view which shows the rotary viscoelastic damper fixed to the lever front-end | tip of the damping structure of FIG. It is a plane sectional view showing a modification of the vibration control structure of FIG.

Explanation of symbols

A, B Position at which the direction of the bending moment changes F Earthquake load (seismic force)
1 Seismic control structure 2 Ramen frame (RC building)
3 Pillar 4 Beam 5, 14, 23 Lever (displacement member)
6, 21, 22 Viscoelastic damper (energy absorption mechanism)

Claims (6)

An RC structure building comprising a column and a beam connected to each other,
One or both of the columns or beams joined by rigid joining is provided near the middle position in the axial direction where the direction of the bending moment generated in the columns or beams is switched by the seismic force, and due to the change in the curvature of the columns or beams A displacement member for rotational displacement;
An energy absorbing mechanism that is attached between the other of the columns or beams and the displacement member, and that operates by a relative displacement due to a rotational displacement of the displacement member and deformation of the other columns or beams during an earthquake to absorb vibration energy; A seismic control structure for RC buildings. The displacement member is a cantilever lever extending in a direction perpendicular to the axis of the bending moment;
2. The seismic control structure for an RC building according to claim 1, wherein the energy absorbing mechanism is attached between the other of the pillar or beam and the vicinity of an end of the lever.   The RC structure building damping structure according to claim 1 or 2, wherein the energy absorbing mechanism is attached to the displacement member and the other column or beam by pin coupling.   The said energy absorption mechanism consists of an expansion-contraction type viscous damping type damper, and is arrange | positioned along the said pillar or beam in which the said displacement member is provided, The Claim 1 thru | or 3 characterized by the above-mentioned. Seismic control structure of RC system building described in item 1.   The said energy absorption mechanism is equipped with the rotation-type viscous damping type damper arrange | positioned in at least one of the coupling | bond part with the said column or a beam, or the coupling | bond part with the said displacement member. 4. A seismic control structure for an RC building according to any one of 3 above.   The said energy absorption mechanism consists of a hysteresis damping type damper, and is arrange | positioned along the said pillar or beam in which the said displacement member is provided, The any one of Claim 1 thru | or 3 characterized by the above-mentioned. Seismic control structure of the listed RC system building.

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