JP5557606B2 - Seismic control system for multiple structures using a large roof - Google Patents

Description

  In the present invention, when an integrated large roof that is a common roof is installed on top of a plurality of independent structures, the large roof is used to control the multiple structures at the time of an earthquake. The present invention relates to a multi-structure seismic control system using a large roof that can be effective.

  In recent years, in public facilities, etc., a facility plan with a sense of unity that creates a wide atrium space between these structures has been implemented by installing a common large roof across the upper part of independent structures. . Also, in large-scale structures such as domes, a plan has been implemented in which a plurality of structurally separated structures are connected by an expansion joint or the like, and a large roof is integrally installed on top of the plurality of structures. ing.

  By the way, when installing a large roof over multiple structures, the response of each structure during an earthquake is different, so in general laminated rubber bearings, sliding bearings, roller bearings, rubber materials, etc. on each structure The structure which installs a support material and supports the said big roof with respect to the said structure so that relative displacement is possible is employ | adopted.

  FIG. 11 and FIG. 12 show a conventional structure for supporting such a large roof, which is connected to the pillars 1 of the two buildings A and B constructed with the space S serving as an atrium in between. The platform 2 is provided, and the integrated large roof 4 that is common to both buildings A and B is supported on the connection platform 2 via a support member 3 such as a laminated rubber bearing so as to be relatively displaceable in the horizontal direction. A damper 5 such as an oil damper that attenuates the response in the horizontal direction is installed between the large roof 4 and the connection base 2.

According to the support structure of the large roof 4, the support material 3 can prevent forced displacement from acting on the large roof 4 from the two buildings A and B having different responses in the event of an earthquake. The natural period T _R = 2π (M _R / 2K _R ) ^1/2 of the large roof 4 determined from the mass M _R of the support member 3 and the horizontal rigidity K _R of the support member 3 is expressed as the natural periods T _A and T of the buildings A and B. _By making the period longer with respect to _B , an effect is obtained that the shearing force (response acceleration) of the large roof 4 generated at the time of an earthquake can be reduced and safety can be improved.

  By the way, in addition to the conventional support structure of the large roof 4 shown in FIGS. 11 and 12, a spring material such as a spring is further installed between the large roof 4 and the buildings A and B. It is theoretically possible to reduce the response of buildings A and B by using the large roof 4 as an additional mass type vibration control device (TMD) by synchronizing the natural period with the natural period of buildings A and B. Is possible.

However, it is rare that the natural periods T _A and T _B of the two buildings _A and _B are generally equal, and particularly when one of the buildings A has an earthquake-resistant member such as the brace 6 installed, Their natural periods T _A and T _B are greatly different.

Therefore, even if the large roof 4 is to be used as an additional mass type vibration control device (TMD), the natural period T _R of the large roof 4 is changed to the natural periods T _A and T _B of either the building A or the building _B. If the other building B or building A is not tuned to each other, the response cannot be reduced. Moreover, the shear force (response acceleration) which acts on the big roof 4 increases, and the problem that safety | security will be impaired will also arise.

  The present invention has been made in view of the above circumstances, and when installing an integrated large roof serving as a common roof for a plurality of structures having different natural periods, the large roof is utilized. An object of the present invention is to provide a vibration control system for a plurality of structures using a large roof that can effectively reduce the response of the plurality of structures.

In order to solve the above-described problem, a multi-structure seismic control system using a large roof according to the first aspect of the present invention is integrated with a plurality of structures having different natural periods via a support material. The large roof is installed so as to be relatively displaceable in the horizontal direction with respect to the structure, and at least one of the structures and the large roof is rotated by the relative displacement of each other to add an additional mass. The rotary inertia mass damper and a spring material that expands and contracts due to the relative displacement are connected in series, and a damping element that dampens the relative displacement is arranged in parallel with the rotary inertia mass damper or the spring material is installed. and, and to the natural period of the specific period of the composite damper is determined from the rigidity of the by rotating inertial mass damper the additional mass and the spring member, each of the structures in which the composite damper is connected It is characterized in that the tuned.

The invention according to claim 2 is the invention according to claim 1, wherein the large roof is arranged at the upper part of the structure of three buildings having different natural periods, and is earthquake-resistant among the structures of the three buildings. It is fixed to one or two structures having higher properties, and is installed in other structures so as to be relatively displaceable in the horizontal direction, and between the other structures and the large roof, A composite damper is installed .

  Here, as the support material, a laminated rubber bearing, a sliding bearing, a roller bearing, a rubber material, and the like are applicable. Moreover, a coil spring, a leaf | plate spring, etc. can be used as a spring material. Furthermore, as the damping element, an oil damper, a viscoelastic damper, a viscous damper, or the like is suitable.

  In the invention according to claim 1 or 2, for the composite damper installed between the large roof and the individual structure, the natural period determined from the additional mass of the rotary inertia mass damper and the rigidity of the spring material is set. Adjustment is made in accordance with the natural period of the structure to which the composite damper is connected. Thus, at the time of an earthquake, the composite damper connected to each structure resonates with the vibration of the structure and collects the vibration energy, and the vibration energy is efficiently absorbed by the damping element of the composite damper. be able to.

  As a result, the response of an earthquake can be effectively reduced individually for a plurality of structures having different natural periods by utilizing an integrated large roof that is a common roof.

At this time, the natural period of the composite damper is determined from the rigidity of the upper Symbol rotational inertia mass damper according to the additional mass and the spring member in particular, is tuned with respect to the natural period of the structure in which the composite damper is connected for that, it is possible to reduce most effectively the response.

BRIEF DESCRIPTION OF THE DRAWINGS It is a schematic block diagram which shows 1st Embodiment of the multi-structure seismic control system using the big roof which concerns on this invention. (A) is the schematic diagram of FIG. 1, (b) is the schematic diagram of the principal part which shows the modification. It is the front view which looked at the principal part which shows the composite damper of FIG. It is the front view which looked at the principal part which shows the modification of the composite damper of FIG. It is the front view which looked at the principal part which shows the other modification of the composite damper of FIG. It is a schematic block diagram which shows the 2nd Embodiment of this invention. It is a schematic block diagram which shows the 3rd Embodiment of this invention. It is a schematic block diagram which shows the 4th Embodiment of this invention. It is a figure which shows the analysis model which concerns on this invention used for the Example of this invention, and a comparative example. It is a graph which shows the analysis result of the Example of this invention. It is a schematic block diagram which shows the support structure of the conventional large roof. It is a schematic diagram of FIG.

(First embodiment)
1 to 5 show a case where a multi-structure seismic control system using a large roof according to the present invention is applied to a case where an integrated large roof 10 is installed in two buildings (structures) A and B. 1 embodiment and its modification are shown.
The two buildings A and B are constructed at a predetermined interval so as to form a space S serving as an atrium between them. A horizontal force acting from the large roof 10 can be transmitted on each column 11. The connecting stand 12 having a sufficient rigidity is integrally provided, and on the connecting stand 12, an integrated type covering the space S as well as being a common roof of the buildings A and B through a support material 13 such as laminated rubber. The large roof 10 is installed so as to be capable of relative displacement in the horizontal direction.

  In addition, a damper 15 is installed between the frame member 14 of the large roof 10 and the connection base 12 to attenuate the horizontal response during an earthquake. Incidentally, as the damper 15, an oil damper, a viscoelastic damper, a viscous damper, or the like is used.

  Further, in the present embodiment, in order to control both the buildings A and B, the composite dampers 16 are respectively installed between the pillars 11 at predetermined locations in the buildings A and B. The composite damper 16 includes a rotary inertia mass damper 17 and a spring material 18 using ball screws connected in series, and a damping element 19 arranged in parallel with the spring material 18 as shown in FIG. It is comprised from.

  FIG. 3 shows the configuration of such a composite damper 16, in which the one end 20 a of the screw shaft 20 of the rotary inertia mass damper 17 can be freely rotated in the axial direction in the connection frame 12. The other end 20 b of the screw shaft 20 is inserted into the nut portion 21 a of the movable body 21. The ball 22 provided on the inner wall of the nut portion 21 a is rotatably engaged with the male screw 20 c of the screw shaft 20. A disc-like weight 23 is fixed to the outer periphery of the screw shaft 20. Thereby, when the movable body 21 is relatively displaced in the contact / separation direction with respect to the connection base 12, the screw shaft 20 and the weight 23 are rotated so that an additional mass ΔM corresponding to the rotational inertia force of the weight 23 is generated. It has become.

  And between the movable body 21 and the framework member 14 of the large roof 10, the spring material 18 made of a leaf spring is interposed. In parallel with the spring material 18, the damping element 19 made of an oil damper is installed between the movable body 21 and the frame member 14 of the large roof 10.

  FIG. 4 is a modification of the configuration shown in FIG. 3 and shows a composite damper 16 using a coil spring as the spring material 18. In the composite damper 16, the damping element 19 is arranged in parallel to the spring material 18 by inserting the damping element 19 made of an oil damper into the spring material 18. And the front-end | tip part 18a of the spring material 18 and the cylinder side edge part 19a of the damping element 19 are connected with the frame member 14 of the large roof 10 which is not shown in figure.

  Further, FIG. 5 shows another modified example in which a hollow portion is formed in the movable body 21, and the inner cylinder 20d is formed on the end 20b of the screw shaft 20 in place of the weight 23 of the rotary inertia mass damper 17 shown in FIG. , And the inner cylinder 20d is inserted into the cavity so as to be movable and rotatable, and the space between the inner wall of the movable body 21 and the inner cylinder 20d in the cavity is filled with the viscous body 24. Thus, the damping element 19 is obtained. In addition, the code | symbol 18b in a figure is a buckling prevention guide of the spring material 18 which consists of a coil spring.

  As described above, in each of the composite dampers 16 shown in FIGS. 2A, 3 and 4, the damping element 19 is arranged in parallel with the spring material 18. However, the present invention is not limited to this. As shown in b) and FIG. 5, the rotary inertia mass damper 17 and the spring material 18 can be connected in series, and the damping element 19 can be arranged in parallel with the rotary inertia mass damper 17.

The composite damper 16 installed in the building A to be controlled is a natural period determined from the additional mass ΔM ₁ due to the weight 23 (or the inner cylinder 20 d) of the rotary inertia mass damper 17 and the rigidity K _{m1 of the} spring material 18. T _m1 = 2π (ΔM ₁ / K _m1 ) ^1/2 is set to be synchronized with the natural period T _A of the building A.

On the other hand, the composite damper 16 installed in the building B to be controlled is a natural period determined from the additional mass ΔM ₂ due to the weight 23 (or the inner cylinder 20d) of the rotary inertia mass damper 17 and the rigidity K _{m2 of the} spring material 18. T _m2 = 2π (ΔM ₂ / K _m2 ) ^1/2 is set to be synchronized with the natural period T _B of the building B.

At this time, in this embodiment, since the rotary inertia mass damper 17 having a structure using a ball screw is used, the additional mass ΔM represents the mass of the weight 23 (or the inner cylinder 20d) as mp, If the radius of the weight (or inner cylinder 20d) is R and the lead of the male screw 20c of the ball screw is L, it can be calculated by ΔM = 2 · mp · (π · R / L) ² . Therefore, by appropriately adjusting the mass m, radius R, and lead L of the weight 23 (or the inner cylinder 20d) and determining ΔM, the natural periods T _m1 and T _m2 of each composite damper 16 can be easily obtained. each corresponding building a, the natural period T _a of B, and can be tuned to T _B.

According to the multi-structure vibration control system using the large roof having the above configuration, the large roof 10 determined from the mass M _R of the large roof 10 and the horizontal rigidity K _R of the support member 13 made of laminated rubber or the like. By making the natural period T _R = 2π (M _R / 2K _R ) ^1/2 longer than the natural periods T _A and T _B of the buildings A and B, the shear force of the large roof 10 generated during the earthquake ( (Response acceleration) can be reduced and safety can be improved.

In addition, the composite damper 16 is installed between the large roof 10 and the buildings A and B, and the composite damper 16 installed in the building A is based on the weight 23 (or the inner cylinder 20d) of the rotary inertia mass damper 17. The natural period T _m1 = 2π (ΔM ₁ / K _m1 ) ^1/2 determined from the additional mass ΔM ₁ and the stiffness K _m1 of the spring member 18 is set so as to be synchronized with the natural period T _A of the building A. For the composite damper 16 installed in the building B, the natural period T _m2 = 2π (ΔM) determined from the additional mass ΔM ₂ due to the weight 23 (or inner cylinder 20d) of the rotary inertia mass damper 17 and the stiffness K _m2 of the spring material 18 ₂ / K _m2) ^1/2 has been set to tune to the natural period T _B of the building B.

  Thereby, at the time of an earthquake, each composite damper 16 connected to each building A, B resonates with the shaking of the buildings A, B and collects the vibration energy, and this vibration energy is attenuated by the composite damper 16. It can be absorbed efficiently by the element 19. As a result, by utilizing the integrated large roof 10 serving as a common roof, the response during an earthquake can be effectively reduced individually for two buildings A and B having different natural periods.

(Second to fourth embodiments)
In the first embodiment, the case where the common large roof 10 is installed in the two buildings A and B and the buildings A and B are both subjected to vibration control is described. However, the present invention is not limited to this, and can be applied as a seismic control system of various plural structures as exemplified as the second to fourth embodiments (FIGS. 6 to 8). In these drawings, the same components as those shown in FIGS. 1 to 5 are denoted by the same reference numerals, and the description thereof is simplified.

  In the second embodiment shown in FIG. 6, an integrated large roof 10 serving as a common roof is installed on three buildings (structures) A, B, and C having different natural periods, and a brace 6 is provided. The composite dampers 16 are respectively installed between the large roof 10 and the buildings B and C so that the other buildings B and C can be controlled, except for the building A where the seismic reinforcement is applied by Is.

  Similarly, the composite damper 16 installed in the building B is set so that its natural period is synchronized with the natural period of the building B, and the composite damper 16 installed in the building C has its natural period of It is set to synchronize with the natural period of the building C.

  In addition, the third embodiment shown in FIG. 7 installs an integrated large roof 10 serving as a common roof for three buildings (structures) A, B, and C having different natural periods, The natural period between the large roof 10 and the building B so that only the central building B is controlled by the large roof 10 except for the buildings A and C in which the seismic reinforcement is performed by the brace 6. The above-described composite damper 16 that is tuned to the natural period of the building B is installed.

Furthermore, in the fourth embodiment shown in FIG. 8, a single building having a large roof 10 has a plurality of natural periods different from each other by cutting an edge between the core A ₁ and its peripheral parts A ₂ and A ₃ . To have a structure in which an integrated large roof 10 is installed as a common roof for the structures A ₁ , A ₂ , and A ₃ , and the peripheral parts A ₂ and A ₃ excluding the core A ₁ are to be controlled. The composite damper 16 is installed between the large roof 10 and the peripheral portions A ₂ and A ₃ .

Also in this embodiment, the composite damper 16 installed in the peripheral part A ₂ is set so that its natural period is synchronized with the natural period of the peripheral part A ₂ , and is installed in the peripheral part A ₃ . The composite damper 16 is set so that its natural period is synchronized with the natural period of the peripheral portion A ₃ .

  Therefore, also in the vibration control systems shown in the second to fourth embodiments, the same effects as those shown in the first embodiment can be obtained.

In order to verify the effect of the multi-structure seismic control system using the large roof according to the present invention, the large roofs are installed in two independent buildings A and B as shown in FIGS. For these four analysis models, we compared the response during an earthquake.
Here, FIG. 9A shows a conventional support structure in which an integrated large roof is installed on top of buildings A and B via laminated rubber supports. FIG. 9B shows a case where the large roof is a TMD synchronized with the building A, and FIG. 9C shows a case where the large roof is a TMD synchronized with the building B.

FIG. 9D shows a vibration control system according to the present invention, in which composite dampers are installed between the buildings A and B and the large roof, and the natural period T of the composite damper installed in the building A. _{In this case, mA} is set to the natural period T _A of the building A, and the natural period T _mB of the composite damper installed in the building B is set to the natural period T _B of the building A.

Details of the analysis conditions are as follows.
First, two buildings A (natural period 1.0 second, structural attenuation 1%) and building B (natural period 0.3 second, structural attenuation 1%) with different natural periods were modeled with one mass point. In the case shown in FIG. 9 (a), it is assumed that the large roof is installed via a laminated rubber support so that the shearing force and response acceleration of the large roof are not excessive, and the natural period is 4.0 seconds, the damping constant. Was 15%. In the cases shown in FIGS. 9B and 9C, the TMD large roof has a spring constant (K _RA or K _RB ) and a damping coefficient (C _RA or C _RB ) calculated by the TMD optimal theory. Is attached to the building A or the building B that is synchronized with the other, and the other building B or the building A is assumed to have the same laminated rubber bearing as in the case of FIG.

On the other hand, in the vibration control system according to the present invention shown in FIG. 9D, the additional mass (ΔM _A ) of the composite damper provided between the building A and the large roof is set to the mass M _A of the building A. 8%, the additional mass (ΔM _B ) of the composite damper provided between the building B and the large roof is 2% of the mass M _B of the building _B, and is synchronized with the natural periods T _A and T _B of the buildings A and B Thus, the spring constants K _mA and K _mB of the spring material were set. The mass of the large roof was constant in all cases, and 2% of the total mass of the building.

The input ground motion was white noise having no frequency characteristics (frequency component 0.05 Hz to 15 Hz, maximum value 229.3 Gal).
Other quantitative analysis conditions are as follows.

(1) Building A
Mass M _A = 1500t
Rigidity K _A = 60.4 tf / cm
Attenuation C _A = 0.192 tf · s / cm
(2) Building B
Mass M _B = 1500t
Rigidity K _B = 543.8 tf / cm
Attenuation C _B = 0.577 tf · s / cm
(3) Large roof Mass M _R = 60t
Rigidity K _R = 0.0755 tf / cm
Attenuation C _R = 0.014 tf · s / cm

(4) TMD A (Fig. 9 (b))
Rigidity K _RA = 2.24tf / cm
Attenuation C _RA = 0.089 tf · s / cm
(5) TMD B (Fig. 9 (c))
Rigidity K _RB = 20.11 tf / cm
Attenuation C _RB = 0.267tf · s / cm

(6) Composite damper A (FIG. 9 (d))
Mass ΔM _A = 120t
Rigidity K _mA = 4.83 tf / cm
Attenuation C _mA = 1.154 tf · s / cm
(7) "Composite damper B (Fig. 9 (d))
Mass .DELTA.M _B = 30t
Rigidity K _mB = 10.88 tf / cm
Attenuation C _mB = 0.866 tf · s / cm

  FIG. 10 shows the analysis result. From these results, in the cases shown in FIGS. 9 (b) and 9 (c) in which the large roof is used as a TMD for either one of the building A or the building B, the buildings A or B are both synchronized. For the building B or A that is not synchronized, that is, not subject to vibration control, the response is equivalent to the conventional case shown in FIG. ing.

  In addition, it can be seen that the response acceleration of the large roof becomes excessive in the case shown in FIG. 9C synchronized with the building B having particularly high rigidity.

  On the other hand, in the vibration control system according to the present invention shown in FIG. 9 (d), both the building A and the building B have a smaller acceleration response than the conventional support structure of FIG. 9 (a). The response of the large roof is not too great. Thus, according to the vibration control system of the present invention, when installing an integrated large roof that becomes a common roof for a plurality of structures having different natural periods, the large roof is utilized, It has been confirmed that the response of these multiple structures can be effectively reduced.

  When installing an integrated large roof as a common roof for multiple structures with different natural periods, in order to effectively reduce the response of these multiple structures using the large roof Is available.

DESCRIPTION OF SYMBOLS 10 Large roof 11 Pillar 13 Support material 16 Composite damper 17 Rotary inertia mass damper 18 Spring material 19 Damping element A, B, C Building (structure)

Claims (2)

An integrated large roof is installed on top of a plurality of structures having different natural periods via a support member so as to be relatively displaceable in the horizontal direction with respect to the structure, and at least one of the structure and the large roof Between the rotary inertia mass damper that rotates by the relative displacement of each other and imparts additional mass and a spring material that expands and contracts by the relative displacement, and a damping element that attenuates the relative displacement A rotary inertia mass damper or a composite damper arranged in parallel with the spring material is installed , and the natural period of the composite damper determined from the additional mass by the rotary inertia mass damper and the rigidity of the spring material is A multi-structure seismic control system using a large roof, which is tuned to the natural period of each of the above structures to which a composite damper is connected . The large roof is arranged at the top of three structures with different natural periods and is fixed to one or two of the three structures having higher earthquake resistance among the three structures. 2. The large roof according to claim 1, wherein the composite damper is disposed in the structure so as to be relatively displaceable in a horizontal direction, and the composite damper is disposed between the other structure and the large roof. Multi-structure seismic control system using

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