JP5574336B2 - TMD mechanism - Google Patents

Description

  The present invention relates to a TMD (Tuned Mass Damper) mechanism for reducing vibration of a structure.

As shown in Patent Document 1, by installing an additional vibration system in which an inertial mass damper and an additional spring are connected in series to the structure, the additional vibration system acts as a TMD mechanism to vibrate the structure. It is known that it can be reduced.
Inertial mass dampers can easily obtain inertia masses of several hundred to several thousand times the actual mass of mass. By incorporating them into the TMD mechanism, inertia masses that are 10% or more of the mass of the structure are used as additional masses. Therefore, it is possible to realize an effective TMD mechanism that can obtain an excellent vibration reduction effect not only for small and medium-sized earthquakes and wind-induced vibrations but also for large earthquakes. Yes.

JP 2008-101769 A

By the way, in the TMD mechanism using the inertial mass damper as described above, the frequency range in which the response is reduced becomes wider as the inertial mass ratio (= inertia mass / structure mass) becomes larger, and the response is reduced even if the mass and rigidity change. The effect is sustained (the robustness is improved), and it is advantageous to increase the inertial mass as much as possible.
However, if the inertial mass is simply increased, it is assumed that an excessive input acts during an earthquake and an excessive stress is generated in the damper and main body joint of the additional vibration system. There is also a concern that they may break beyond the yield strength of the joint.

  In view of the above circumstances, the present invention provides a TMD mechanism that uses inertial mass as an additional mass with a fail-safe function for preventing the occurrence of excessive burden during an earthquake, so that it is stable even during a large earthquake. An object is to realize an effective and appropriate TMD mechanism that can operate effectively.

According to the TMD mechanism of the present invention, an additional spring that elastically supports the structure with respect to the support, and an inertia by rotation of the rotating body between the structure and the support that supports the TMD mechanism. The inertial mass damper that generates mass is connected in series, and the natural frequency determined by the inertial mass of the inertial mass damper and the spring stiffness of the additional spring is synchronized with the natural frequency of the structure, and to the inertial mass damper during an earthquake Ri Na set the strength of the additional spring to limit excessive input, the additional spring is itself constituted by a spring member slippage on whether a predetermined frictional force to yield at a predetermined yield strength during an earthquake The TMD mechanism is installed on the inner side of the frame composed of the pillars of the building, and the lower layer of the frame is made to function as the support and the upper layer of the frame is moved forward. The spring member as the additional spring for functioning as a structure and elastically supporting the upper layer portion as the structure body with respect to the lower layer portion as the support body is composed of a column portion and a beam portion. It is installed as a frame structure that yields in the horizontal direction with a predetermined yield strength during an earthquake, and a shear panel damper that yields in the horizontal direction with a predetermined yield strength in the event of an earthquake is incorporated in the column part of the frame structure. .

Also, while bonded to the lower beam, which the lower end of the column portion constituted only by the pillar portion and the upper beam part framework Frame as claimed in claim 2, wherein to configure the Frame frame, the upper beam portion It is preferable to connect an inertia mass damper to the upper beam so as to allow relative displacement in the plane.

  According to the present invention, by adding a nonlinear characteristic to the additional spring in the TMD mechanism using the inertial mass, the displacement and acceleration of the structure can be reduced by about 20 to 30% compared to the case without the TMD mechanism. In addition, it can reduce the burden of the TMD mechanism to the limit, prevent damage to the joint with the TMD mechanism itself and the structure, and operate effectively and stably even in a large earthquake simply by making the additional spring non-linear. TMD mechanism can be realized at low cost.

It is a schematic diagram of the TMD mechanism of the present invention. FIG. 4 is a nonlinear characteristic diagram of the additional spring. It is a nonlinear characteristic figure of an inertial mass damper. It is a non-linear characteristic diagram of additional attenuation. It is a figure which shows the analysis result about one design example. It is a figure which shows an analysis result similarly. It is a figure which shows an analysis result similarly. It is a figure which shows the analysis result about another design example as well. It is a figure which shows an analysis result similarly. It is a figure which shows an analysis result similarly. It is a figure which shows the specific structural example in the case of installing the TMD mechanism of this invention in the frame of a building. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above. It is a figure which shows the other structural example same as the above.

  One embodiment of the present invention is shown in FIG. This is a TMD mechanism 2 installed in parallel with a structure spring for a structure 1 such as a building supported so as to be capable of horizontal vibration via a structure spring and structure damping with respect to the ground (support). It is.

  The TMD mechanism 2 of the present embodiment basically has an inertial mass damper 3 and an additional spring 4 connected in series as shown in Patent Document 1 and is shown in (a) or (b). The additional spring 4 or the inertia mass damper 3 is connected in parallel with an additional damping 5 such as an oil damper. However, the additional spring in the conventional vibration reduction mechanism has a simple linear characteristic. In the embodiment, the additional spring 4 is provided with a nonlinear characteristic as shown in (c).

  That is, in the present embodiment, as shown in FIG. 1 (c), a leaf spring made of a steel material having an elastic-plastic hysteresis characteristic that yields at a predetermined yield load (heading load) is used as the additional spring 4. As a result, the TMD mechanism 2 according to the present embodiment has a fail-safe function in which the load force reaches a peak when a displacement larger than the displacement reaching the yield load of the additional spring 4 is applied, and thereby, at the time of an earthquake. Generation | occurrence | production of the excessive burden force of the TMD mechanism 2 is prevented, and damage to a damper and a collision with the main system are prevented.

  In this case, the smaller the peak load is, the smaller the load force is. However, if the value is excessively reduced, the response reduction effect decreases and the displacement increases, so both of these reciprocal conditions are satisfied as much as possible. It is practical to set the peak load in a range of about 0.2 to 0.7 times the maximum response load when it is linear.

Note that the peaking of the burden force does not mean that the peak load is kept constant after the peaking, but the increase in burdening force after the peaking as shown in FIG. It should be sufficiently smaller than the above.
Further, in order to give the additional spring 4 non-linear characteristics, the design may be such that the additional spring 4 itself yields. However, an appropriate spring member having a linear characteristic and an appropriate plasticizing member having a non-linear characteristic. Are connected in series to form the additional spring 4, and even if the spring member maintains linearity in the event of an earthquake, the plastic member is plasticized with a predetermined yield strength and yielded in a similar nonlinear manner. The same non-linear characteristic can be imparted by using a friction damper that causes slipping with an appropriate friction load instead of the plasticizing member (a specific configuration example in that case will be described later) ).

The effects of the TMD mechanism of the present invention are listed below.
(1) Since the burden force of the damper can be reached, damage to the damper and the joining member can be prevented even when an unexpected excessive earthquake motion is applied. In the conventional additional vibration system, since the additional spring is a linear element, there is a problem that it continues to bear the reaction force proportional to the input to any extent and it is damaged by the reaction force of the damper against an excessive disturbance. Since not only the damper body but also the load on the structure is reduced, the total cost including the joint and the structure can be reduced.

(2) Since it is the same as the conventional linear type in the range of small disturbances (medium and small earthquakes) where the additional vibration system does not become non-linear, it functions in the same way as the conventional TMD mechanism. Moreover, since it returns to linear again in the case of a small disturbance (such as after a large earthquake) after becoming non-linear, it can still function as a conventional TMD mechanism. As described above, in the TMD mechanism of the present invention, the mechanism that is tuned at all times (linear) becomes a safe mechanism that does not adversely affect the structure during a large earthquake, and can exhibit a stable response reduction effect.

(3) It only takes a short time to behave as non-linear during a large earthquake, and most of the time in the duration remains linear. For this reason, it is out of the tuning condition at the time of non-linearity, but the effect almost the same as the response reduction effect at the time of linearity is exhibited (the tuning-type vibration control mechanism is also effective at the time of weak non-linearity).

(4) By setting the peak load to about 0.2 to 0.7 times the maximum response stress (load) generated in the member of the additional vibration system at the time of alignment, the burden force can be peaked while maintaining the response reduction effect. Moreover, the smaller the peak load of the additional spring, the greater the residual deformation.

(5) When the additional damping 5 is connected in parallel with the inertia mass damper 3 and the additional spring 4 is connected in series as shown in FIG. Since the forces acting on the inertial mass damper 3 and the additional damping 5 (oil damper) are also peaked, the displacement (stroke) generated in these dampers is also reduced. Therefore, since the maximum load and stroke required for these dampers can be reduced, it can be manufactured at low cost.

(6) The TMD mechanism of the present invention is not only installed between the structure and the support that supports it, but also installed between the layers of the structure or across the layers, so that the natural vibration of the structure to be damped By synchronizing with the number, a large response reduction effect can be obtained without generating an excessive burden (a specific example in this case will be described later).
Moreover, if it applies to the part which connects two or more structures, it will become a connection damping structure with the same effect.

(7) In order to impart a nonlinear characteristic to the additional spring, as described above, a spring member such as a leaf spring having a nonlinear characteristic by itself yielding as the additional spring is used, or a spring member having a linear characteristic Various methods can be adopted in addition to the combination with a plasticizing member having a non-linear characteristic. In any case, the additional spring can be made non-linear without requiring any complicated and sophisticated mechanism or device, and the setting of the peak load can be arbitrarily and easily performed, and can be manufactured at low cost.

Hereinafter, specific design examples and their performance will be confirmed by vibration analysis.
"Design Example 1"
As shown in FIG. 1A, when the additional damping 5 is connected in parallel to the additional spring 4 and the inertia mass damper 3 is connected in series thereto, the structure mass M = 100 ton and the structure rigidity K = 39.5kN / cm, structure damping C = 0.25kN / kine, natural frequency f = 1.0Hz of structure (main system), and structure damping coefficient h = 0.02.
Optimum design with additional mass by TMD mechanism 2 0.1 times the mass of structure, inertia mass ψ = 0.1M = 10ton, initial stiffness of additional spring 4 k ₀ = 3.36kN / cm, additional damping 5 (oil damper) damping Coefficient c ₀ = 0.25 kN / kine, TMD mechanism (additional vibration system) natural frequency f = 0.92 Hz (when linear).
The nonlinear characteristic of the additional spring 4 is shown in FIG. That is, it yields at a yield load (reaction force) F ₀ = 5.2 kN, and the subsequent secondary stiffness k ₁ becomes 1/50 (k ₁ = 0.02 k ₀ ) with respect to the initial stiffness k ₀ = 3.36 kN / cm. It is assumed that it has such bilinear nonlinear characteristics. After yielding, it functions as a history damper that draws a history curve loop as shown in the reaction force-displacement relationship diagram shown in FIG.

"Comparative example"
For comparison, instead of making the additional spring 4 non-linear, the case where the inertial mass damper 3 is made non-linear and the case where the additional damping 5 is made non-linear are also examined and their effects are compared.
The inertial mass damper 3 imparts a nonlinear characteristic shown in FIG. 3 by adding a torque limiting mechanism. That is, it is assumed that the rotary spindle is rotated by the resistance torque constant in the fastening section (relative sliding = slip), a slip starts with damper both ends of the relative acceleration 1 m / s ² (100 gal), peaking load F ₀ = 10 kN, after sliding The inertial mass ψ ₁ is set to 1/10 (ψ ₁ = 0.1ψ) with respect to the initial inertial mass ψ.
The additional damping 5 adds a relief mechanism to the oil damper to give the nonlinear characteristics shown in FIG. That is, the relief starting at the damper both ends relative speed 0.18m / s (18kine), peaking load F ₀ = 4.5 kN, the attenuation coefficient c ₁ after relief initial damping coefficient c _o to 1/100 (c ₁ = 0.01 c ₀ ).

Analysis case
The following five cases are included including comparative examples.
Case 0 (comparative example): No TMD mechanism.
Case 1 (comparative example): There is a TMD mechanism. Each element is linear.
Case 2 (comparative example): There is a TMD mechanism. Only inertial mass damper is non-linear.
Case 3 (present invention): With TMD mechanism. Only the additional spring is non-linear.
Case 4 (present invention): With TMD mechanism. The additional spring and additional damping are non-linear.
Analysis conditions
TAFT (EW) maximum acceleration 176 gal is input from the ground surface as an observation wave for analysis, and response analysis is performed for each case. (1) Mass displacement (displacement of the structure relative to the ground), (2) Mass acceleration (structure) (Absolute acceleration of body), (3) inertia mass damper displacement, (4) additional spring displacement, (5) inertia mass damper reaction force (burden force), (6) additional spring reaction force (burden force) .

"Analysis result"
The response analysis results of Case 3 (when only the additional spring is made non-linear) according to the present invention are shown in FIGS. The thin line is the case 1 of the comparative example (each layer element is linear), the thick line is the case 3 of the present invention (only the additional spring is non-linear), and each response is reduced by making the additional spring non-linear from these figures. I understand.
Moreover, the maximum response value of each case is shown in FIG. The value in () in (a) is an index based on Case 1 and is graphed together in (b).

  As is clear from the comparison between Case 0 and Case 1, when there is no TMD mechanism (Case 0), the maximum response value is 38% for displacement and 37% for acceleration compared to the case with TMD mechanism (linear) (Case 1). It can be seen that the TMD mechanism using an inertial mass damper simultaneously reduces the response of both acceleration and displacement even in a linear system. Although the response analysis is omitted, the response is also greatly reduced by the TMD mechanism with respect to the backswing.

Moreover, the following can be understood from the comparison of the maximum response values of the cases shown in FIG.
(1) Maximum response displacement Even if nonlinear characteristics are imparted to any of the inertia mass damper, additional spring, and additional damping, the maximum response displacement of the structure is hardly changed (an increase of about 1 to 2%).

(2) Maximum response acceleration Even if nonlinear characteristics are imparted to any of the inertial mass damper, additional spring, and additional damping, the maximum response variable acceleration of the structure hardly changes.

(3) Displacement of inertial mass damper When nonlinear characteristics are imparted to the inertial mass damper (Case 2), the maximum response displacement of the inertial mass damper slightly increases. Further, when nonlinear characteristics are imparted to the additional spring (Case 3), the maximum response displacement of the inertial mass damper is greatly reduced. On the other hand, when nonlinear characteristics are imparted to the additional spring and the additional damping (Case 4), the maximum response displacement of the inertial mass damper is reduced, but the residual deformation tends to increase.

(4) Additional spring displacement When nonlinear characteristics are imparted to the inertial mass damper (Case 2), the maximum response displacement of the additional spring is greatly reduced. In addition, when nonlinear characteristics are imparted to the additional spring (Case 3), the maximum response displacement of the additional spring is considerably reduced. On the other hand, when nonlinear characteristics are imparted to the additional spring and the additional damping (Case 4), the maximum response displacement of the additional spring is somewhat reduced, but the residual deformation tends to increase.

(5) Inertial mass damper reaction force When the inertial mass damper is given a nonlinear characteristic (Case 2) or when the additional spring is given a nonlinear characteristic (Case 3), the inertial mass damper's maximum response reaction force (burden force) It can be greatly reduced. In addition, when nonlinear characteristics are added to the additional spring and additional damping (Case 4), the maximum response reaction force of the inertial mass damper is maximized, but residual deformation may be a problem. Care should be taken not to make the value too small.

(6) Additional spring reaction force When nonlinear characteristics are applied to the inertial mass damper (Case 2) and when additional characteristics are applied to the additional spring (Case 3), the maximum response reaction force (burden force) of the additional spring is greatly increased. Can be reduced. In addition, when a non-linear characteristic is given to the additional spring (Case 3), regardless of whether or not the non-linear characteristic is given to the additional damping. Although the effect of reducing the maximum response reaction force of the additional spring can be increased, residual deformation may be a problem, so care should be taken not to reduce the peak load.

“Design Example 2”
As shown in FIG. 1B, the same examination as in the design example 1 is performed in the case where the additional damping 5 is connected in parallel to the inertial mass damper 3 and the additional spring 4 is connected in series thereto.
The changes from design example 1 are initial stiffness k ₀ = 4.66 kN / cm of additional spring 4, yield load (reaction force) F ₀ = 7.22 kN (nonlinear characteristics are the same as design example 1), additional damping 5 (oil Damper) damping coefficient c ₀ = 0.30 kN / kine, peak load F ₀ = 5.4 kN (nonlinear characteristics are the same as design example 1), TMD mechanism 2 natural frequency f = 1.09 Hz (linear), etc. These specifications are the same as those in design example 1.

Analysis case
The following five cases are included including comparative examples. The analysis conditions are the same as in design example 1.
Case 0 (comparative example): No TMD mechanism.
Case 1 (comparative example): There is a TMD mechanism. Each element is linear.
Case 2 (comparative example): There is a TMD mechanism. Only inertial mass damper is non-linear.
Case 3 (present invention): With TMD mechanism. Only the additional spring is non-linear.
Case 4 (comparative example): There is a TMD mechanism. Inertial mass damper and additional damping are non-linear.

"Analysis result"
The response analysis results of Case 3 (when only the additional spring is made non-linear) according to the present invention are shown in FIGS. The thin line is the case of Comparative Example Case 1 (additional spring is linear), and the thick line is the case 3 of the present invention (additional spring is non-linear). Moreover, the maximum response value of each case is shown in FIG.

  As is clear from the comparison between Case 0 and Case 1, when there is no TMD mechanism (Case 0), the maximum response value is 36% for displacement and 19% for acceleration compared to the case with TMD mechanism (linear) (Case 1). It can be seen that the TMD mechanism using an inertial mass damper simultaneously reduces the response of both acceleration and displacement even in a linear system. Although the response analysis is omitted, the response is also greatly reduced by the TMD mechanism with respect to the backswing.

Moreover, it turns out that each response reduces like FIG. 8-FIG. 9 similarly to the case of the design example 1 by making an additional spring non-linear. Further, by comparing the maximum response values of the cases shown in FIG.
(1) Maximum response displacement Even if nonlinear characteristics are imparted to any of the inertial mass damper, additional spring, and additional damping, the maximum response displacement of the structure is hardly changed (a decrease of about 1 to 3%).

(2) Maximum response acceleration No matter which nonlinear characteristic is given to any of the inertial mass damper, additional spring, and additional damping, the maximum response variable acceleration of the structure does not change so much as it is reduced by about 8 to 10%.

(3) Displacement of inertial mass damper When nonlinear characteristics are given to the inertial mass damper (Case 2), the maximum response displacement of the inertial mass damper is reduced. Further, when nonlinear characteristics are imparted to the additional spring (Case 3), the maximum response displacement of the inertial mass damper is greatly reduced, but some residual deformation occurs. On the other hand, when nonlinear characteristics are imparted to the inertial mass damper and additional damping (Case 4), the maximum response displacement of the inertial mass damper is reduced, but is slightly larger than when nonlinear characteristics are imparted only to the inertial mass damper.

(4) Additional spring displacement When nonlinear characteristics are imparted to the inertial mass damper (Case 2), the maximum response displacement of the additional spring is greatly reduced. In addition, when nonlinear characteristics are imparted to the additional spring (Case 3), the maximum response displacement of the additional spring is considerably reduced. On the other hand, when nonlinear characteristics are imparted to the inertia mass damper and the additional damping (Case 4), the maximum response displacement of the additional spring is greatly reduced.

(5) Inertial mass damper reaction force When the inertial mass damper is given a nonlinear characteristic (Case 2) or when the additional spring is given a nonlinear characteristic (Case 3), the inertial mass damper's maximum response reaction force (burden force) It can be greatly reduced. In addition, when nonlinear characteristics are given to the additional spring (Case 3), the effect of reducing the maximum response reaction force of the inertial mass damper is maximized, but residual deformation may be a problem, so the peak load is made too small. You should be careful not to.

(6) Additional spring reaction force When nonlinear characteristics are applied to the inertial mass damper (Case 2) and when additional characteristics are applied to the additional spring (Case 3), the maximum response reaction force (burden force) of the additional spring is greatly increased. Can be reduced. In addition, when non-linear characteristics are given to the additional spring (Case 3), although the effect of reducing the maximum response reaction force of the additional spring can be increased, residual deformation may become a problem. Should be noted.

"Configuration example for adding nonlinear characteristics to the additional spring"
Hereinafter, a specific configuration example of the additional spring in the TMD mechanism of the present invention will be described with reference to FIGS.
The following specific examples are all applied when the TMD mechanism of the present invention is installed in the frame 10 (within the frame) constituted by the pillar 11 and the beam 12 (the lower beam 12a and the upper beam 12b). In this case, in this case, the lower layer portion of the frame 10 corresponds to the “support”, and the upper layer portion corresponds to the “structure 1”.

  FIG. 11 shows the brace damper 13 itself having nonlinear characteristics functioning as the additional spring 4. That is, a well-known brace damper 13 that yields in the axial direction with a predetermined axial strength in the event of an earthquake (particularly, a narrow portion as a yielding portion is formed at a key point of a strip steel plate as a damper body, and its buckling is prevented. In the case of an earthquake, known brace dampers that slide in the axial direction with a predetermined frictional force are arranged in a V shape in the frame 10 as a set, and each brace The upper end portion of the damper 13 is joined to the upper layer portion (the end portion of the upper beam 12b or the joint portion between the upper beam 12b and the column 11), and the joining jig 14 is connected to the lower end portion of the brace damper 13, The joining jig 14 is connected to the lower beam 12b of the lower layer portion via the linear guide 15 so as to be capable of relative in-plane displacement.

Further, fixing jigs 16a and 16b are installed at both ends of the lower beam 12b, respectively, and the inertia mass damper 3 is interposed between the fixing jig 16a on one side (left side in the illustrated example) and the above-described joining jig 14. In addition, an oil damper as an additional damping 5 is interposed between the other fixing jig 16b and the joining jig 14.
If the inertial mass damper 3 has a damping function, the additional damping (oil damper) 5 can be omitted. Further, the additional damping 5 may be omitted, and the inertia mass dampers 3 may be interposed on both sides of the joining jig 14, or the inertia mass dampers 3 may be installed in two upper and lower stages if necessary.
Further, if necessary, a restoring spring (linear) may be added in parallel with the inertia mass damper 3 and the additional damping 5 in order to suppress residual deformation.

  Then, the natural frequency composed of the horizontal rigidity of the brace damper 13 as the additional spring 4 and the inertial mass of the inertial mass damper 3 is synchronized with the natural frequency of the upper layer portion. Tuning means minimizing the peak (maximum value) of the transfer function of the target floor where the TMD mechanism 2 is installed (the acceleration of the target floor and the response magnification of the displacement for each ground motion are determined for each vibration frequency). The combination of inertia mass, additional spring, and damping coefficient at that time is referred to as an optimum value.

As a result, the TMD mechanism 2 is actuated by interlayer deformation of the frame 10 at the time of an earthquake to obtain an excellent vibration control effect on the entire building, and even if the load of the inertial mass damper 3 increases, the brace damper 13 It yields or slips itself and the load reaches its peak, and no excessive reaction force occurs.
Also in this case, as described above, the reaction force decreases as the “heading load” due to the yield or slip resistance of the brace damper 13 decreases, but when it is excessively decreased, the response reduction effect is reduced and the response displacement is increased. Therefore, it is practical to set the “heading load” to about 0.2 to 0.7 times the maximum reaction force when the brace damper 13 as the additional spring 4 is assumed to be linear. It is possible to avoid an excessive reaction force (a burden force of the brace damper 13 or the inertia mass damper 3 as the additional spring 4) while exhibiting the response reduction effect (vibration suppression effect) as 2.

   FIG. 12 shows an inverted version of the one shown in FIG. 11, that is, the brace damper 13 is arranged in the Λ type (reverse V type) instead of the V type, and the lower end portion is the lower layer portion. And the upper end portion is connected to the upper layer portion via a joining jig 14 and a linear guide 15 so as to be relatively displaceable in the surface, and the inertia mass damper 3 is installed there. The same effect is obtained by operating exactly as described above.

In FIG. 13, a frame structure 20 having a nonlinear characteristic is used as an additional spring in place of the brace damper 13 described above. In other words, a frame structure 20 as a simple frame structure comprising a column part 21 and a beam part 22 (lower beam part 22a and upper beam part 22b) is arranged in the frame 10, and the frame structure 20 is arranged in a horizontal direction during an earthquake. The peak load is set by yielding. In the example shown in the figure, the frame structure 20 itself has a predetermined yield in the event of an earthquake by incorporating a shear panel damper 23 at a substantially central position in the height direction of each column 21. Yield in the horizontal direction with strength.
The yielding of the frame structure 20 means that the frame structure becomes non-linear at some part of the frame structure, and the horizontal rigidity of the structure becomes non-linear and decreases. Specifically, shear yielding of the column part 21 constituting the frame structure 20 (such as replacing a part of the column part 21 with a shear panel having a small yield point as in the illustrated example, yielding at an early stage) or bending The yielding (yielding at the column head or the column base), the shearing yielding and bending yielding of the beam portion 22 may be designed so as to precede the yielding of other parts in the ramen frame and the main body structure.

Then, the lower beam portion 22a of the frame structure 20 is fixed to the lower beam 11a that is the lower layer portion of the frame frame 10, and the upper beam portion 22b of the frame structure 20 is fixed to the upper beam 12b that is the upper layer portion. 12, and a joint jig 14 and a linear guide 15 are connected so as to be relatively displaceable in the plane, and an inertia mass damper 3 and an additional damping (oil damper) 5 are provided on both sides of the joint jig 14. Should be installed.
Also in this case, an excellent vibration damping effect is obtained in the same manner as described above by performing synchronization so that it functions as the additional spring 4 based on the horizontal rigidity of the frame structure 20, and the yield strength of the shear panel damper 23 is also improved. An appropriate peak load can be set by setting.
Of course, the whole beam is reversed, the upper beam portion 22b is fixed to the upper beam 12b, the lower beam portion 22a is connected to the lower beam 11a so as to be relatively displaceable in the plane, and the inertia mass damper 3 is connected thereto. It works in the same way even if installed.

Thus, when the frame structure 20 functions as the additional spring 4, there is an advantage that it is easier to secure the opening in the frame 10 than the case where the brace damper 13 is used as the additional spring 4 as described above.
Further, the frame structure 20 can arbitrarily set the horizontal rigidity by adjusting the cross section of the member, and the horizontal rigidity can be made smaller than the case of using the brace damper 13 described above. The inertial mass can be reduced, and a lower cost TMD mechanism can be achieved.

14 is basically the same as that shown in FIG. 13, but the lower beam portion 22a in the frame structure 20 is omitted, and the lower end portion of each column portion 21 is rigidly joined directly to the lower beam 12a of the lower layer portion. The step on the floor is eliminated by pin joining.
Further, in the illustrated example, the joining jig 14 is also omitted, the column portion 21 at the center of the frame frame 20 is extended as it is, and the upper end thereof is connected to the upper beam 12 b of the upper layer portion via the linear guide 15. Like to do.

  The above is a configuration example in the case where nonlinear characteristics are imparted to the brace damper 13 itself that functions as the additional spring 4 or the frame structure 20 itself. In the following, the additional spring 4 is configured by a combination of a spring member and a friction resistance member. An example of

In FIG. 15, the additional spring 4 is configured by combining a brace 30 as a spring member and a friction damper 31 as a friction resistance member.
That is, a brace 30 having a simple linear characteristic that does not have non-linear characteristics (that is, maintaining elastic deformation even in the event of an earthquake) is V-shaped and its upper end is joined to the upper layer, and the lower end is The friction damper 31 and the linear guide 15 are connected to the lower layer portion so as to be capable of relative in-plane displacement, and the inertia mass damper 3 and the additional damping 5 (oil damper) are installed on both sides of the friction damper 31, respectively.

As the friction damper 31, for example, as shown in (b) to (d), one joining plate 32 joined to the brace 30, two inertia mass dampers 3 and additional damping 5 are connected. The joining plate 33 includes a joining plate 33 which is laminated on both sides of the joining plate 32 via a friction material 34 and fastened with a bolt 36 via a disc spring 35 with a predetermined tightening force. It is possible to suitably employ a configuration in which a long hole 32a is formed in 32 so that the joining plate 32 and the joining plate 33 start to slide with a predetermined frictional force to cause in-plane relative displacement.
According to this, by connecting the joining plate 32 to the lower beam 12a via the linear guide 15 as in the illustrated example, the interlayer deformation of the frame 10 is caused by the inertia mass damper via the brace 30 and the friction damper 31. 3 and the additional damping 5 are actuated to operate them, and when an excessive load is applied, the friction damper 31 is actuated to cause slippage between the joining plate 32 and the joining plate 33, so that the load reaches a peak. It becomes.

  In this case, the brace 30 is simply made to function as a spring member, the TMD mechanism 2 is tuned based on the horizontal rigidity, and a desired non-linear characteristic is imparted by the friction damper 31 as a friction resistance member, so that the peak load is appropriately set. Should be set.

  In addition, the brace 30 is arranged in a Λ shape by reversing the whole top and bottom of the one shown in FIG. 15, the lower end portion is fixed to the lower layer portion, and the upper end portion is connected to the upper layer portion via the friction damper 31 and the linear guide 15. It is also the same by connecting the inertia mass damper 3 and the additional damping 5 therewith.

In FIG. 16, the additional spring 4 is configured by combining the frame structure 40 as a spring member and the friction damper 31 as a friction resistance member, and the upper beam portion 22 b of the frame structure 40 is interposed via the friction damper 31 and the linear guide 15. The frame frame 10 is connected to the upper beam 12b.
In this case, the frame structure 40 is not provided with non-linear characteristics (that is, it is not necessary to incorporate the shear panel damper 23 in the column portion 21 as in the frame structure 20 shown in FIGS. 13 to 14), and the frame structure 40 is simply used. The TMD mechanism 2 is tuned by the horizontal rigidity of the frame 40 and a desired nonlinear characteristic is imparted by the friction damper 31 to function in the same manner as described above and obtain the same effect.

  In each of the above specific examples, as shown in FIG. 1B, the inertia mass damper 3 and the additional damping 5 are connected in parallel (the additional damping 5 is connected in series to the additional spring 4). 1), when the inertia mass damper 3 and the additional damping 5 are connected in series as shown in FIG. 1A (when the additional damping 5 is connected in parallel to the additional spring 4). For example, the installation position of the additional damping (oil damper) 5 may be changed into the frame structure 20 as shown in FIG. 17 on the basis of the structure shown in FIG.

  In addition, the TMD mechanism of the present invention can be applied not only to a new building but also as a seismic control method for an existing building. In that case, the TMD mechanism 2 of each of the above embodiments is installed in the frame 10 of the existing building. In this case, if necessary, for example, as shown in FIG. 18, the steel frame 50 is integrally fixed in the existing frame 10, and the TMD mechanism ( In FIG. 18, what is shown in FIG. 11 may be installed.

DESCRIPTION OF SYMBOLS 1 Structure 2 TMD mechanism 3 Inertial mass damper 4 Additional spring 5 Additional damping (oil damper)
10 Frame Frame 11 Column 12 Beam 12a Lower Beam 12b Upper Beam 13 Brace Damper (Additional Spring)
14 Joining jig 15 Linear guide 16a, 16b Fixing jig 20 Frame structure (additional spring)
21 Column portion 22 Beam portion 22a Lower beam portion 22b Upper beam portion 23 Shear panel damper 30 Brace (spring member)
31 Friction damper (friction resistance member)
32 Joining plate 32a Long hole 33 Joining plate 34 Friction material 35 Belleville spring 36 Bolt 40 Frame structure (spring member)
50 Steel framework

Claims (2)

A TMD mechanism for reducing vibration of a structure,
Between the structure and the support that supports the structure, an additional spring that elastically supports the structure with respect to the support and an inertia mass damper that generates inertial mass due to rotation of the rotating body are connected in series, and the inertial mass Synchronize the natural frequency determined by the inertial mass of the damper and the spring stiffness of the additional spring with the natural frequency of the structure, and set the proof strength of the additional spring to limit excessive input to the inertial mass damper during an earthquake Ri name and,
The additional spring is constituted by a spring member that itself yields with a predetermined yield strength or causes a slip with a predetermined frictional force during an earthquake,
The TMD mechanism is installed inside a frame made up of building pillars made of beams, and the lower layer of the frame is made to function as the support and the upper layer of the frame is made to function as the structure. ,
The spring member as the additional spring for elastically supporting the upper layer portion as the structure with respect to the lower layer portion as the support body is composed of a column portion and a beam portion, and has a predetermined yield strength at the time of an earthquake. Installed as a frame structure that yields in the horizontal direction,
A TMD mechanism in which a shear panel damper which yields in a horizontal direction with a predetermined yield strength is incorporated in the column portion in the frame structure . The TMD mechanism according to claim 1 ,
The frame structure is constituted by a column part and an upper beam part erected between the upper ends of the column part, and the lower end part of the pillar part is joined to the lower beam constituting the frame, The upper beam part is connected to the upper beam constituting the frame so as to be relatively displaceable in the plane, and the inertia mass damper is interposed between the upper beam part and the upper beam. TMD mechanism.

Images