JP2009146256A - Method for designing vibration-controlled building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a method for designing a vibration-controlled building, capable of accurately calculating an arrangement quantity of vibration control devices. <P>SOLUTION: The method for designing a vibration-controlled building provided with vibration control devices 8 comprises an analysis model forming step of forming an analysis model based on essential structural members of the building; a unique value analysis step of calculating a unique period of the analysis model; and a vibration control quantity calculation step of calculating, based on an answer spectrum calculated for each attenuation rate from a time history waveform that is a time-series external force, a quantity of vibration control devices satisfying a desired request performance, based on attenuation rates and unique frequencies of the analysis model to which the vibration control is added stepwise. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention relates to a method for designing a damping building provided with a damping device arranged to suppress vibration generated in a building due to an earthquake or the like.

  Conventionally, as shown in Patent Documents 1 to 5, there are many known damping buildings in which damping devices are arranged between a wall panel or a ceiling beam and a floor beam.

Patent Document 6 discloses a building design method in which the natural frequency of the building is kept away from the main frequency of ground vibration so that resonance vibration does not occur.
Japanese Patent No. 3975149 JP 2006-342655 A JP 2006-283374 A JP 2007-120170 A JP 2002-276073 A Japanese Patent No. 3571619

  However, in conventional vibration-damping buildings, it is difficult to determine whether or not the number of vibration damping devices is appropriate. There was a risk of being lost.

  Even if the number of vibration control devices is satisfied, the balance of the entire building changes depending on the position where the vibration control devices are arranged, so that the vibration control performance cannot be fully exhibited. When becomes larger, there is a risk of shaking even with small vibrations.

  Therefore, an object of the present invention is to provide a method for designing a vibration-damping building that can accurately calculate the arrangement quantity of vibration-damping devices.

  In order to achieve the above object, a damping building design method of the present invention is a damping building design method that is a building including a damping device, and an analysis model is created based on the main structural members of the building. Based on a response spectrum calculated for each attenuation rate from a time history waveform that is a time-series external force, an eigenvalue analysis step that calculates an eigenvalue analysis step that calculates an eigenvalue period of the analysis model, A damping quantity calculating step for calculating the quantity of the damping device that satisfies the desired performance from the attenuation rate of the analysis model added stepwise and the natural period is provided.

  The damping building design method of the present invention is a damping building design method that is a building including a damping device, and an analysis model creation step of creating an analysis model based on main structural members of the building And applying a time history waveform that is a time-series external force to the analysis model to which the vibration damping device is added in stages, and performing a response analysis at each stage to satisfy the desired performance requirements. And a vibration suppression quantity calculation step for calculating the quantity of the apparatus.

  Here, the analysis model may be a three-dimensional analysis model in which columns, beams, braces, braces, or structural walls as the structural member are three-dimensionally represented as wire material data or surface material data.

  Further, the analysis model may be created by adding rigidity of an outer wall, an inner wall or a partition wall which is an auxiliary member other than the main structural member.

  Furthermore, based on the number of damping devices calculated in the damping quantity calculation step, a plurality of damping device placement patterns are set, and a placement pattern having the smallest eccentricity is extracted from the placement patterns. It can also be set as the structure provided with the extraction process.

  In the method for designing a damping building according to the present invention configured as described above, the number of damping devices that satisfy the required performance is calculated using an analysis model in which damping devices are added in stages.

  For this reason, it becomes possible to grasp | ascertain the damping performance of the damping device in each step, and the exact quantity of damping device can be calculated.

  In addition, when calculating the number of damping devices, the analysis can be performed using the result of the response spectrum such as the seismic waveform, or the response analysis can be directly performed and the detailed analysis can be performed.

  Furthermore, by using a three-dimensional analysis model that three-dimensionally represents columns, beams, etc., it is possible to accurately grasp the actual performance of each member.

  In addition, by modeling auxiliary members that are not considered in general structural calculations such as outer walls and inner walls, it is possible to predict the state of a vibration-damping building that is closer to actual performance.

  Furthermore, if the arrangement pattern with the smallest eccentricity is extracted from a plurality of arrangement patterns that satisfy the required quantity of vibration control devices, even when the same number of vibration control devices are placed, external forces due to earthquakes, etc. Therefore, it is possible to accurately extract a vibration-damped building that has the least twist when it is acted on and is unlikely to generate excessive stress in part by objective criteria.

  The best mode for carrying out the present invention will be described below with reference to the drawings.

  In order to implement the design method of the vibration suppression building of this embodiment, for example, a design support system for the vibration suppression building as illustrated in FIG. 3 is used.

  This design support system for a vibration-damping building performs an operation by fetching data from the input device 1 used as input means, the storage device 3 used as storage means or output means, and the input device 1 or storage device 3. It is mainly comprised from the arithmetic unit 2 and the output device 4 as an output means.

  This input device 1 includes a scanner used when reading a plan view printed on paper, a pointing device such as a mouse used when inputting by moving a pointer on the screen, a numerical value and a name, etc. It consists of a keyboard that is used when entering

  The storage device 3 may be configured by selecting necessary storage media such as a hard disk, a CD-ROM, and a flash memory.

  The storage device 3 stores a program and the like, and is generally selected as a design condition database 30 as data such as numerical values determined by laws and regulations related to the structural design policy of the building, and as a design module. Reference module data, standard dimension data of various plans, and the like are stored.

  Further, the member database 31 stores the rigidity, weight, restoring force characteristics, damping coefficient, etc. of main structural members such as columns, beams, braces in a steel structure, bracing in a wooden structure, and structural walls such as bearing walls. ing. This attenuation factor can also be set for the entire building based on the structure and scale of the building.

  The member database 31 also stores rigidity, weight, and the like of outer walls, inner walls, and partition walls that are auxiliary members other than the main structural members.

  Further, the damping device database 32 stores data such as rigidity and damping performance of the damping device.

  The earthquake database 33 stores typical earthquake waveform data used for design as a time history waveform that is a time-series external force, and response spectrum analysis data performed based on the earthquake waveform data. Has been.

  The output device includes a printer, a monitor, and the like.

  Further, as shown in FIG. 3, the arithmetic device 2 is mainly configured by an analysis model creation means 21, an eigenvalue analysis means 22, a damping quantity calculation means 23, and an arrangement pattern extraction means 24. .

  This analysis model creation means 21 creates a mass point system model 5 (see FIG. 4A) as an analysis model or a three-dimensional model 6 (see FIG. 4B) as a three-dimensional analysis model as an analysis model. Means.

  This mass point model 5 includes weight parts 51a and 51b in which each floor of a building is replaced as a unit with a mass consisting of a mass of weights, and a rigid spring part in which deformation performance and restoring force characteristics between the floors are represented by springs. The building is modeled by 52a and 52b.

  That is, each floor is modeled into weight parts 51 a and 51 b based on the weights of columns, beams and the like stored in the member database 31 and the overload stored in the design condition database 30. Further, the rigid spring portions 52a and 52b are modeled based on the rigidity of the frame structure composed of columns, beams, braces and the like stored in the member database 31. In modeling the rigid spring portions 52a and 52b, the rigidity of the outer wall, the inner wall, or the partition wall, which is an auxiliary member other than the main structural member stored in the member database 31, can also be set. .

  Further, the three-dimensional model 6 is provided with node portions 61a-61h as points representing the weight of the dominant portion at the positions of the joint portions of members such as columns and beams in three-dimensional coordinates, and between the node portions 61a-61h. Is provided with member characteristic portions 62a-62h modeled by springs, dashpots, etc. based on the elastic modulus, shear elastic modulus, and cross-sectional performance (cross-sectional area, cross-sectional second moment, etc.) of members such as columns and beams. It is.

  That is, each node 61a-61h is modeled based on the weights of columns, beams, etc. stored in the member database 31 and the overload stored in the design condition database 30. Further, based on the elastic modulus, shear elastic modulus, cross-sectional performance (cross-sectional area, second moment of cross-section, etc.) and restoring force characteristics of the columns, beams, braces, etc. stored in the member database 31, the member characteristic portions 62a-62h Perform modeling.

  The eigenvalue analysis means 22 calculates the natural period of an analysis model such as the mass point system model 5 or the solid model 6.

  Further, the vibration suppression quantity calculation means 23 calculates the quantity of vibration control devices installed in the building.

  When calculating the number of damping devices, there are a method of referring to a response spectrum such as an earthquake waveform and a method of directly inputting an earthquake waveform and performing an earthquake response analysis.

  In this method of referring to the response spectrum, first, a typical earthquake waveform used for design at a building construction point is set as a time history waveform that is a time-series external force, and the response spectrum of the earthquake waveform is obtained. Here, the response spectrum is obtained by decomposing the waves of various periods constituting time-series external forces such as earthquakes and winds into wave intensity for each period, as shown in FIG. . As the response value, acceleration, speed, displacement, and the like are used.

  When referring to this response spectrum, a plurality of attenuation rates are set, and response spectra corresponding to the attenuation rates are obtained in advance. In FIG. 5, the response spectrum P1 analyzed with an attenuation factor equivalent to that of the initial building before the addition of the vibration damping device is indicated by a broken line, and is equivalent to the attenuation factor when a certain number of vibration damping devices are added. The response spectrum P2 analyzed with the attenuation rate is shown by a solid line.

  Here, only one response spectrum P2 is shown, but different response spectra are calculated and shown for each attenuation rate corresponding to the number of damping devices to be added in stages.

  And if the number of damping devices required by the building is set to be a quantity whose response value is, for example, 1/2 or less of the response value of the response spectrum of the initial attenuation rate without adding the damping device, The response spectrum of the attenuation rate that satisfies the condition is searched, and the number of damping devices required is determined from the attenuation rate.

  For example, when the natural period of the initial analysis model to which no vibration damping device is added is the natural period T1 as a result of the natural value analysis, the point where the natural period T1 and the response spectrum P1 intersect becomes the response value G1. Then, 1/2 of the response value G1 is set as the target value.

  On the other hand, when the natural period of the analysis model of the vibration-damped building to which a certain amount of vibration control device is added is the natural period T2 as a result of the eigenvalue analysis, the response spectrum of the attenuation rate equivalent to the attenuation rate of this analysis model The point where P2 and the natural period T2 intersect is the response value G2. If the response value G2 is equal to or less than ½ of the initial response value G1, the desired damping performance can be obtained if the number of vibration control devices is such that this attenuation factor is a building.

  Further, the arrangement pattern extraction means 24 determines in what arrangement pattern the quantity of damping devices that satisfy the required attenuation rate is arranged. That is, even when the same number of vibration control devices are arranged, if the vibration control devices are concentrated only at one place in the building, only the rigidity of the place where the vibration control devices are arranged will increase, There is a risk of an eccentric building that is easily twisted when subjected to a horizontal load. Therefore, even when the same number of vibration control devices are arranged, when a plurality of arrangement patterns can be set, the most optimal arrangement pattern is extracted from them.

  Here, the eccentricity of a building is a value calculated from the eccentric distance, which is the distance between the center of gravity of the building and the center of the building. If the eccentricity is large, a partial excessive deformation occurs when a horizontal load such as an earthquake is applied. Occurs and the building is likely to be damaged locally. The center of gravity of the building refers to the centroid of the planar shape of the building, and the rigid center refers to the center of the force against the horizontal force.

  Therefore, the arrangement pattern extraction unit 24 calculates the eccentricity for all the arrangement patterns of the vibration control devices that satisfy the quantity calculated by the vibration suppression quantity calculation unit 23, and determines the arrangement pattern having the smallest eccentricity as the optimum pattern. To extract.

  Next, the flow of the design method of the damping building of this Embodiment is demonstrated, referring the flowchart shown to FIG.

  First, the design policy for the main structure and construction method of the vibration-damped building is set. Here, whether the main structure of the damping building is a frame structure or a wall structure, how to set the load condition, etc. is set. In this setting, data associated with load calculation values and the like determined by laws and regulations related to the structural design policy of the building stored in the design condition database 30 are generally selected as design modules. It can be set by reading the data of the reference module.

  The design condition database 30 stores standard dimensional data of various plans in which the external shape and floor plan of the building are defined, and is read as necessary.

  In step S1, it is determined whether the main structure of the damping building is a framed structure or a wall structure.

  Here, the frame structure is a main structure that resists external force to a frame structure (shaft frame) assembled with columns and beams, and may be a steel frame or a wooden frame. And when it is what is made of steel frame and a column and a beam are joined with a pin, a brace and a structural wall (bearing wall) are arranged for reinforcement in a space surrounded by the column and the beam. In the case of a wooden structure, braces and structural walls (bearing walls) are arranged for reinforcement in a space surrounded by columns and beams.

  For this reason, when it progresses to step S2, data, such as a pillar, a beam, a brace or a brace, or the type and weight of a structural wall, rigidity, are read from the member database 31. Further, when dimension data is not read from the design condition database 30, position data such as beams and columns are also input here.

  On the other hand, the wall-type structure is a main structure that resists an external force from a surface structure called a load-bearing wall that is a structural wall. Here, the load-bearing wall refers to a wall that has a greater load-bearing capacity than ordinary walls by using bracing or ladder-like reinforcing materials, or by using highly rigid wall materials such as structural plywood. . The load-bearing wall can be estimated more than the normal wall by multiplying by the wall magnification set by laws and regulations.

  For this reason, when the process proceeds to step S <b> 3, data such as the type, weight, and rigidity of the bearing wall is read from the member database 31. Further, when the dimension data is not read from the design condition database 30, the position data of the bearing wall is also input here.

  In addition, when the main structure of the vibration control building is a framed structure or a wall structure, members such as the outer wall, inner wall or partition wall are designed as auxiliary members that are not considered as structural members. Even an auxiliary member, such as a wall having a strength lower than that of the bearing wall but having a strength that can be recognized as a quasi-bearing wall, can be considered in the design as a member that improves the rigidity of the damping building.

  In addition, even when the main structure is a rigid frame structure that is made of steel and has columns and beams rigidly connected to each other, the rigidity of the outer wall attached to the rigid frame structure is an auxiliary member. However, it can be considered in the design as improving the rigidity of the damping building.

  Therefore, when such rigidity of the auxiliary member is also taken into account in modeling, data such as the type, weight, and rigidity of the auxiliary member is read from the member database 31 in step S4.

  Subsequently, an upper load such as a roof load and a snow load is set in accordance with the design policy set first (step S5), and an analysis model creation process starts. This analysis model includes a mass system model 5 as shown in FIG. 4A and a solid model 6 as shown in FIG. 4B, so which analysis model is used for designing. Set in step S6.

  Then, when designing with the mass point system model 5, the weights 51a and 51b are modeled by integrating the weights and upper loads of the members on each floor set so far. The rigid spring portions 52a and 52b are set based on the rigidity and deformation characteristics of the frame structure or the wall structure.

  On the other hand, when designing with the three-dimensional model 6, each node part 61a-61h is modeled from the weight and the mounting load of each member set up to here. The member characteristic portions 62a to 62h are set based on the rigidity and restoring force characteristic of each member.

  Then, eigenvalue analysis is performed on the analysis model created in this way (step S9). Here, the eigenvalue of the analysis model is calculated for each of the state before adding the damping device and the case where the damping device is added step by step. The analysis model to which the damping device is added reads data such as the stiffness and damping performance of the damping device from the damping device database 32, and the stiffness springs 52a and 52b and the member characteristic unit 62a- Create by changing 62h setting.

  On the other hand, before performing this design, the response spectrum of the seismic waveform used for the design is calculated, and the analysis result is stored in the earthquake database 33. In step S10, the response spectrum of the seismic waveform used in the design is read. In addition, a response spectrum analysis can also be performed by reading an earthquake waveform in this step S10 (refer FIG. 2).

  Then, the response value G1 of the initial state is extracted from the natural period of the initial state of the analysis model calculated by the eigenvalue analysis and the response spectrum P1 of the seismic waveform (see FIG. 5). Set the response value to be used.

  On the other hand, the value of the damping rate that increases each time one damping device is added is read from the damping device database 32, the damping rate is increased step by step, and the response spectrum P2 corresponding to the set damping rate. Then, the response value G2 of the natural period T2 of the analysis model of the set attenuation rate obtained by the eigenvalue analysis is extracted.

  If the response value G2 is below the target response value (G1 / 2), the number of damping devices corresponding to the attenuation rate at this time is determined as the required amount (step S11).

  Subsequently, in step S12, the arrangement pattern of the vibration damping device that satisfies the required quantity obtained in step S11 is set.

  FIG. 6A shows a plan view of a unit building 7 as a vibration control building for explaining a position where the vibration control device 8 can be installed. Here, as the vibration damping device 8, for example, a damping material such as a damping rubber or a low yield point steel interposed between the outer wall and the intermediate column can be used.

  This unit building 7 is a building constructed by adjoining six box-shaped building units 71a-71f, and the portion indicated by a broken-line circle along the outer wall is an installation where the damping device 8 can be installed. Possible locations 80,...

  FIG. 6B shows a plan view in which the vibration control devices 8,... Are arranged by selecting the eight corners of the unit building 7 from the attachable locations 80,. On the other hand, if the required quantity of the vibration damping devices 8,... Is only eight, the vibration damping device can be selected by arbitrarily selecting eight locations from the mountable locations 80,. 8 can be arranged, so that a plurality of arrangement patterns can be set.

  In step S13, an optimal arrangement pattern is extracted from the plurality of arrangement patterns set in this way. Here, the eccentricity is used as a reference for extracting the optimum arrangement pattern.

  FIG. 7A is a diagram showing the center of gravity GP and the rigid center EP of the unit building 7 in the initial state before the vibration damping device 8 is added. In this state, the center of gravity GP and the rigid center EP overlap each other, and no eccentricity occurs.

  Next, FIG. 7B is a diagram in which the vibration damping device 8A is concentrated and disposed only in the vicinity of the building unit 71c at one of the four corners of the unit building 7. In this state, the rigidity is increased only at the place where the vibration damping device 8A is disposed, so that the rigid center EP shifts to the vibration damping device 8A side, and the center of gravity GP and the rigid center EP shift. When the center of gravity GP and the rigid center EP are displaced in this way, the eccentricity increases, and when a horizontal external force acts on the unit building 7, a twist is generated.

  7C is a diagram in which vibration control devices 8B,... Are arranged at the four corners of the unit building 7, respectively. The total quantity of the vibration damping devices 8B,... Is the same as the quantity of the vibration damping device 8A in FIG. In this state, the rigidity of the four corners where the vibration damping devices 8B,... Are similarly increased, so the position of the rigid center EP does not move, and the eccentricity is maintained while the center of gravity GP and the rigid center EP remain coincident. It has not occurred.

  Even when the damping devices 8A and 8B of the same quantity are arranged in this way, an optimum arrangement pattern that can minimize the twist generated in the damping building can be extracted on the basis of the eccentricity, so this step S13. The optimum arrangement pattern of the vibration damping device is extracted at.

  In addition, by determining the optimal arrangement pattern based on the value of the eccentricity rate, it is possible to accurately extract a vibration-damped building that is unlikely to cause excessive stress due to an earthquake or the like by a computer. it can.

  Next, the operation of the vibration damping building design method of the present embodiment will be described.

  In the vibration damping building design method according to the present embodiment configured as described above, the number of damping devices that satisfy the required performance is calculated using an analysis model in which damping devices are added in stages.

  For this reason, it becomes possible to grasp | ascertain the damping performance of the damping device in each step, and the exact quantity of damping device can be calculated.

  In addition, when calculating the number of vibration control devices, analysis can be performed by a simple method using the results of response spectra such as seismic waveforms, or by directly inputting seismic waveforms as external forces. It is also possible to make a detailed analysis by performing.

  That is, in the present embodiment, the method of referring to the response spectrum has been described in detail, but the number of damping devices can also be calculated by a method of directly performing an earthquake response analysis. In the method of performing the seismic response analysis, the following analysis is performed instead of the eigenvalue analysis and the response spectrum analysis.

  In this seismic response analysis, first, a typical seismic waveform used for design at a building construction point is input to the analysis model in the initial state without adding a vibration control device, and the stress and deformation of each floor are dynamically input. Is calculated in time series. The analysis model used in this case may be the mass point model 5 or the solid model 6.

  Subsequently, the analysis model is changed to an analysis model to which a certain amount of vibration control device is added, and the above-described earthquake waveform is input to the analysis model to perform the same analysis. Since the addition of the vibration damping device is performed in stages, the analysis in which the above-described seismic waveform is input is performed on the analysis model to which the number of vibration damping devices set for each stage is added.

  As a result of such an earthquake response analysis, when an assumed earthquake occurs, the stress generated in the building before the damping device is added and the damping building for each quantity (for each stage) of the damping device Therefore, it is possible to calculate the number of damping devices that satisfy the desired performance requirements.

  Such an earthquake response analysis can also be performed on the three-dimensional model 6 to which the damping device of the calculated quantity is added after obtaining the number of damping devices with reference to the response spectrum. In this case, the performance of the vibration-damped building calculated by a method of referring to a simple response spectrum can be confirmed by seismic response analysis with a relatively small calculation load.

  Furthermore, the actual performance of each member can be accurately grasped by setting the positions of columns, beams, etc. in three-dimensional coordinates and using a three-dimensionally represented three-dimensional analysis model.

  In addition, by modeling auxiliary members that are not considered in general structural calculations such as outer walls and inner walls, it is possible to predict the state of a vibration-damping building that is closer to actual performance.

  Furthermore, if the arrangement pattern with the smallest eccentricity is extracted from a plurality of arrangement patterns that satisfy the required quantity of vibration control devices, even when the same number of vibration control devices are placed, external forces due to earthquakes, etc. Therefore, it is possible to accurately extract a vibration-damped building that has the least twist when it is acted on and is unlikely to generate excessive stress in part by objective criteria.

  Although the best embodiment of the present invention has been described in detail with reference to the drawings, the specific configuration is not limited to this embodiment, and design changes that do not depart from the gist of the present invention are possible. Are included in the present invention.

  For example, in the above-described embodiment, the method of calculating the number of damping devices with reference to the response spectrum of the seismic waveform has been described. However, the present invention is not limited to this, and one mass point system with one degree of freedom is one mass point system. Multiple models with different natural periods are set, and a typical seismic waveform used for design for each mass system model is input as a time history waveform that is a time series external force. After obtaining the response waveforms, the response spectrum can be obtained based on the maximum response amount of those response waveforms.

  Furthermore, the vibration-damping building of the present invention can be applied not only to a unit building but also to a conventional wooden building or steel building.

  In the description of the eccentricity ratio in the above embodiment, the weight of the vibration damping device is ignored, but a case where a large vibration damping device such as a panel-like vibration damping device fitted between beams cannot be ignored is arranged. Will move not only the position of the rigid center but also the position of the center of gravity.

It is the flowchart which showed the first half of the flow of the design method of the damping building of the best embodiment of this invention. It is the flowchart which showed the second half part of the flow of the design method of the damping building of the best embodiment of this invention. It is a block diagram explaining the structure of the design support system of a damping building. (A) is a schematic diagram explaining the structure of a mass system model, (b) is a schematic diagram explaining the structure of a solid model. It is a figure explaining a response spectrum. (A) is the top view which showed the attachment possible location of a damping device, (b) is the top view which showed the attachment position of the damping device. It is a figure explaining the center of gravity and the position of a rigid center of a building, (a) is a plan view of the building before the vibration damping device is attached, (b) is arranged with the vibration damping device concentrated in one place FIG. 4C is a plan view of a vibration-damping building, and FIG.

Explanation of symbols

5 Mass system model (analysis model)
6 Solid model (analysis model, 3D analysis model)
7 Unit building (damping building)
8,8A, 8B Damping device P1, P2 Response spectrum T1, T2 Natural period G1, G2 Response value GP Center of gravity EP Stiffness

Claims (5)

A method for designing a damping building, which is a building equipped with a damping device,
An analysis model creation process for creating an analysis model based on the main structural members of the building;
An eigenvalue analysis step of calculating a natural period of the analysis model;
Based on a response spectrum calculated for each attenuation rate from a time history waveform that is a time-series external force, the desired performance is satisfied from the attenuation rate and natural period of the analysis model to which the damping device is added stepwise. A damping building design method comprising a damping quantity calculation step for calculating a quantity of damping devices. A method for designing a damping building, which is a building equipped with a damping device,
An analysis model creation process for creating an analysis model based on the main structural members of the building;
For the analysis model to which the vibration damping device is added step by step, a time history waveform that is a time-series external force is applied to perform a response analysis at each step, and the vibration damping device that satisfies the desired required performance A damping building design method comprising a damping quantity calculation step for calculating a quantity.   The analysis model is a three-dimensional analysis model in which columns, beams, braces, braces, or structural walls as the structural member are three-dimensionally represented as wire material data or surface material data. The design method of the vibration-damping building described in 1.   The control model according to any one of claims 1 to 3, wherein the analysis model is created by adding rigidity of an outer wall, an inner wall, or a partition wall that is an auxiliary member other than the main structural member. How to design a swing building.   An arrangement pattern extraction step of setting an arrangement pattern of a plurality of damping devices based on the quantity of the damping devices calculated in the damping quantity calculation step, and extracting an arrangement pattern having the smallest eccentricity from among the arrangement patterns The design method of the vibration-damping building as described in any one of Claims 1 thru | or 4 characterized by the above-mentioned.

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