JP2021033822A - Device for selecting member of rigid-frame structure building with history type damper, and method - Google Patents

Abstract

To provide a device for selecting a member of a rigid-frame structure building of 60 m or less with a history type damper capable of selecting, for all layers at the same time, cross-sections of columns, beams, and dampers that have just enough seismic safety against huge ground motions that exceed the assumed ground motions stated in the notification, compliant with the Energy Law requiring no structural design skills.SOLUTION: A device 1 for selecting a member of a rigid frame structure building includes: design condition setting means 3; initial value setting means 5; multi-degree-of-freedom model acquisition means 7; member selection means 9 (beam selection means 11, column selection means 13, damper selection means 15); layer stiffness calculation means 17; recalculation means 19; determination means 21; initial value resetting means 23; and member determination means 25.SELECTED DRAWING: Figure 1

Description

The present invention relates to an apparatus and a method for rationally selecting columns, beams, and history type dampers which are members constituting a rigid frame structure building having a history type damper.

Currently, most of the steel grades used for the main frames (columns and beams) of medium- and low-rise buildings are ^{grade 2 with a yield strength of 235 to 325 N / mm.
When high-strength steel with a yield strength of more than 325 N / mm 2} is applied to a medium-low-rise building, the cross section of the member can be reduced, but the rigidity is lowered and the deformation is increased, so that it is necessary to control the deformation.

As a typical deformation control method, there is a vibration damping structure in which a damper is arranged and seismic energy is absorbed instead of the main frame. The larger the rigidity ratio of the damper to the main frame, the higher the energy absorption efficiency. Therefore, if high-strength steel is used for the main frame, an efficient vibration damping structure can be designed.
In addition, since the damage to the main frame is reduced by increasing the elastic limit due to the increased strength, the building can be used continuously by replacing the damper after a large earthquake.

In this way, high-strength steel can take advantage of its advantages by combining it with dampers, but in order to design a building as a vibration-damping structure, "Calculation of horizontal strength possession (Article 82-3 of the Building Standards Act Enforcement Ordinance)", "Time history response analysis" or "seismic calculation method based on energy balance (2005 Ministry of Land, Infrastructure, Transport and Tourism Notification No. 631)" (hereinafter referred to as "energy method") must be adopted.

In the calculation of the holding horizontal strength, the history type damper can only be treated as an increasing factor of the holding horizontal strength as a brace, and the vibration damping effect due to the plastic deformation of the history type damper cannot be expected. Therefore, a rational vibration damping design is performed. Can't.
Time history response analysis is a dynamic analysis method in which seismic acceleration is input to a building. For example, it is disclosed in Patent Document 1, but it is time-consuming and requires ministerial approval, so it can be used for small-scale medium- and low-rise buildings. On the other hand, there are few cases where it is adopted.

On the other hand, the energy method is a design method based on a static analysis method that performs safety verification by comparing the magnitude of the seismic energy input to the building and the energy possessed by the building, and is roughly divided into the following five procedures. It is a design method to do. Here, the upper right subscript (i) indicates that it is the "i layer" (N is the number of layers of the building).
[1] Output of layer shear force-interlayer deformation relationship A static external force assuming seismic force is applied to the skeleton model, and the layer shear force-interlayer deformation relationship of each layer is output.
[2] Simplification to mass model
Based on the results obtained in [1], the skeleton model is simplified to a mass model with trilinear restoring force characteristics consisting of a completely elasto-plastic spring representing the main frame and a completely elasto-plastic spring representing the damper. To do.
_{[3] Calculation of required energy absorption amount Calculate the plastic strain energy amount E S} input to the entire building from the building mass, natural period, and ground characteristics, and calculate the required energy absorption amount E according to the mass and restoring force characteristics of each layer. Calculate _S ^(i). Furthermore, to distribute E _S ⁽ⁱ⁾ to the main Frames of required energy absorption amount E _SF ⁽ⁱ⁾ and damper required amount of energy absorption E _SD ^(i).
[4] Calculation of the amount of energy absorbed by the main frame Based on the restoring force characteristics and plastic deformation capacity of the main frame _{and damper, the amount of energy absorbed by the main frame W F} ⁽ⁱ⁾ and the amount of energy absorbed by the damper W _D ^{(i) for each layer.} Is calculated.
[5] Safety verification Confirm "E _SF ⁽ⁱ⁾ ≤ W _F ⁽ⁱ⁾ and E _SD ⁽ⁱ⁾ ≤ W _D ⁽ⁱ⁾ " on all layers.
As described above, since the energy method can reflect the energy absorption effect of the historical damper, it is possible to carry out a rational vibration damping design.

Japanese Patent No. 4981409

However, in the energy method, the design procedure is more complicated than the calculation of the possessed horizontal strength, and both the energy input to each floor due to the earthquake and the absorbable energy of each floor of the building depend on the members of all floors. There is a problem that it is difficult to select a cross section and a large amount of designer's design skill is required to perform a rational design.
In addition, buildings designed by the Energy Law have not been confirmed to have seismic safety against large earthquakes that exceed the assumed earthquakes, and may suffer enormous damage.

The present invention has been made to solve this problem, and in the design of a rigid frame structure building with a history type damper and a height of 60 m or less, it complies with the Energy Law and exceeds the assumed seismic motion described in the notification. Selection of rigid frame structure building members with historical dampers that can simultaneously select the cross sections of columns, beams, and dampers that have sufficient seismic safety against huge ground motions without requiring structural design skills. It is an object to provide an apparatus and a method.

The conventional energy method is a sequential problem of calculating the output value (energy absorption amount) from the input value (member), but the inventor considered using the inverse problem of obtaining the input value from the output value. .. That is, "a member that determines the restoring force characteristics of the mass model based on the condition that the required energy absorption amount input by the earthquake with the factor of safety is equal to the energy absorption amount of the building, and that matches the restoring force characteristics. Is selected from the list of materials prepared in advance. "
The present invention is based on the finding that rational selection of members is possible without repeating trials by utilizing the inverse problem in this way, and specifically, the present invention has the following configuration. It is something that is.

(1) The member selection device for a rigid frame structure building according to the present invention is a device that supports the selection of columns, beams, and history type dampers constituting a rigid frame structure building having a history type damper.
Design condition setting means for setting the design conditions necessary for the design of the target rigid frame structure building, and
Initial value setting means for setting the initial values of the layer shear force sharing ratio β _{i of} each layer of the damper system, the interlayer deformation angle R _fi when the main frame yields, and the interlayer deformation angle R _{di when the damper system yields.}
By setting αE _sfi = W _{fi (α ≧ 1) for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the time of the safety limit, the _{horizontal bearing capacity Q fi} possessed by each layer of the main frame And a multi-mass model acquisition means for obtaining a multi-mass model by determining the possessed horizontal strength Q _{di of each damper layer, the layer stiffness K fi} of the main frame, and the layer stiffness k _{di of the damper system.}
A member selection means for selecting members for beams, columns, and dampers based on the multi-mass model acquired by the multi-mass model acquisition means, and
A layer rigidity calculation means for calculating _{the layer rigidity K fi'of the} main frame and the layer rigidity k _di ' of the damper system from the selected columns, beams, and dampers.
Owned lateral strength Q _fi main rack構各layer holding lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi of structure Shear force share ratio of the damper system each layer from ', layer stiffness k _di of the damper system' beta _i ', and recalculating means for recalculating the main rack story drift R _fi at structure breakdown ', story drift R _di during damper system breakdown'
Recalculated main rack story drift R _fi at structure breakdown ', story drift during damper system yield R _di' and a determination means for determining whether within a predetermined error tolerance,
When it is determined by the determination means that the error range is exceeded, the layer shear force sharing ratio β _{i ′ of each layer of the damper system, the interlayer deformation angle R fi} ′ during the yield of the main frame, and the interlayer during the yield of the damper system. Initial value resetting means to set the deformation angle R _{di'as the initial value, and}
It is characterized by including a member determining means for determining a beam, a column, and a damper selected by the member selecting means as selected members when the determination means determines that the error range is within a predetermined error range. It is a thing.

(2) Further, in the above-mentioned (1), the member selection means selects a beam based on a beam selection means for selecting a beam suitable for _{the possessed horizontal strength Q fi of each layer of the main frame and a column-beam strength ratio.} It is characterized by being provided with a means for selecting columns to be used and a means _{for selecting a damper that matches the horizontal strength Q di of each layer of the damper.}

(3) The method for selecting a member of a rigid frame structure building according to the present invention is a method for selecting columns, beams, and history type dampers constituting a rigid frame structure building having a history type damper.
The design condition setting process that sets the design conditions necessary for the design of the target rigid frame structure building, and
The initial value setting process for setting the initial values of the layer shear force sharing ratio β _{i of} each layer of the damper system, the interlayer deformation angle R _fi when the main frame yields, and the interlayer deformation angle R _{di when the damper system yields.}
By setting αE _sfi = W _{fi (α ≧ 1) for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the time of the safety limit, the _{horizontal bearing capacity Q fi} possessed by each layer of the main frame And the multi-mass model acquisition process to obtain the multi-mass model by determining the possessed horizontal strength Q _{di of} each damper layer and the layer stiffness K _fi of the main frame and the layer stiffness k _{di of the damper system.}
A member selection process for selecting members for beams, columns, and dampers based on the multi-mass model acquired by the multi-mass model acquisition process.
Selection was columns, beams, and the layer stiffness calculation step of calculating a main rack layer stiffness K _fi of structure ', the layer stiffness k _di damper system' from the damper,
Owned lateral strength Q _fi main rack構各layer holding lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi of structure Shear force share ratio of the damper system each layer from ', layer stiffness k _di of the damper system' beta _i ', a recalculation process for recalculating the main rack story drift R _fi at structure breakdown ', story drift R _di during damper system breakdown'
Recalculated main rack story drift R _fi at structure breakdown ', story drift during damper system yield R _di' and a determination step of determining whether within a predetermined error,
If it is determined to exceed the predetermined error range by the determination step, the layer shear force sharing rate of the damper based layers beta _i ', the main rack story drift R _fi at structure breakdown', interlayer deformation during damper system breakdown The angle R _di'is set as the initial value, and the multi-point model acquisition process, beam selection process, column selection process, damper selection process, layer rigidity calculation process, recalculation process, and judgment process are determined. A repetitive calculation process that repeats until the judgment result is determined to be within a predetermined error range in the process,
When the determination means determines that the error range is within a predetermined error range, the member determination step of determining the beams, columns, and dampers selected by the beam selection means, column selection means, and damper selection means as selected members. It is characterized by having.

(4) Further, in the above (3), in the member selection process, _{the beam selection process for selecting a beam suitable for the possessed horizontal strength Q fi} of each layer of the main frame and the column selection based on the column-beam strength ratio. It is characterized by having a column selection process to be performed and a damper selection process to select a damper that matches _{the possessed horizontal strength Q di of each layer of the damper.}

According to the present invention, advanced design technology conforms to the Energy Law, and at the same time, all layers of columns, beams, and dampers are cross-sectioned in just proportion to a huge seismic motion that exceeds the assumed seismic motion described in the notification. It can be automatically selected without the need for trial and error, and it is possible to design rational low- and medium-rise buildings that have both high earthquake resistance and economic efficiency.

It is a block diagram explaining the structure of the member selection apparatus of the rigid frame structure building which concerns on embodiment of this invention. It is a figure which shows the relationship between the possessed horizontal strength of the i layer of the multi-mass model of this embodiment, and the interlayer deformation angle. It is a plan of the reference floor of the building which concerns on this embodiment. It is a frame diagram of the building which concerns on this embodiment. It is a flowchart of the member selection method of the rigid frame structure building which concerns on embodiment of this invention. It is a plan of the reference floor of the building targeted in the Example. It is a frame diagram of the X direction (a) and the Y direction (b) of the building targeted in the Example. It is explanatory drawing of the design seismic ground motion used in an Example. It is a graph which shows the effect of an Example. It is a graph which shows the effect of an Example, and is the graph which shows the maximum interlayer deformation angle of each layer with respect to the X direction input. It is a graph which shows the effect of an Example, and is the graph which shows the maximum interlayer deformation angle of each layer with respect to the input in the Y direction.

The rigid frame structure building targeted in the present embodiment is a steel frame rigid frame structure building in which beams 33 and columns 35 are arranged in a grid pattern and all layers have the same plane (see FIGS. 6 and 7). However, the rigid frame structure of the present invention is not limited to the steel structure, and can be applied to other types of structural buildings such as CFT (concrete-filled steel pipe) structures.
In the following description, the subscript i represents the value of the i layer.

The member selection device 1 of the rigid frame structure building according to the present embodiment (hereinafter, may be simply referred to as “member selection device 1”) is a design condition setting means shown in FIG. 1 when a computer executes a predetermined program. 3. Initial value setting means 5, multi-point model acquisition means 7, member selection means 9 (beam selection means 11, column selection means 13, damper selection means 15), layer rigidity calculation means 17, recalculation means 19, determination means. It includes 21, an initial value resetting means 23, and a member determining means 25.
Hereinafter, each configuration will be described in detail.

<Design condition setting means>
The design condition setting means 3 sets the design conditions necessary for designing the target rigid frame structure building.
Design conditions include regional coefficients, ground characteristics, span / floor height, floor weight, maximum allowable interlayer deformation angle R _ui, etc.
Specific numerical values of such design conditions may be input by the designer who operates the personal computer from the input means 29 such as a keyboard at a predetermined position shown on the display means 27 such as a display, or the personal computer may be input in advance. The numerical value stored in the storage means 31 of the above may be selected.

<Initial value setting means>
The initial value setting means 5 sets initial values of the layer shear force sharing ratio β _{i of each layer of the damper system, the interlayer deformation angle R fi} at the time of yielding of the main frame, and _{the interlayer deformation angle R di} at the time of yielding of the damper system.
For example, _{the initial value of β i} (0 <β _i <1) is about 0.2 to 0.8, _{the initial value of R fi} is about 1/120 to 1/80, and _{the initial value of R di} is about 1/600 to 1/400. Set to.
Since the convergence calculation is performed, these initial values do not significantly affect the output result.

<Measure of acquiring multi-mass model>
The multi-mass model acquisition means 7 sets αE _sfi = W _fi (α ≧ 1) _{for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the safety limit. A multi-mass model is obtained by determining the horizontal strength Q _fi of each layer of the main frame and the _{horizontal strength Q di of} each layer of the damper, and _{the layer rigidity K fi} of the main frame and the layer rigidity k _{di of the damper system.}
The _{reason why} E sfi is multiplied by α is to make the input plastic strain energy above the safety limit in order to design on the safer side.

E _sfi is calculated in the same way as the required energy absorption amount of the main frame of each floor in the 2005 Ministry of Land, Infrastructure, Transport and Tourism Notification No. 631 "Seismic calculation method based on energy balance". However, the speed conversion value V _S of the energy acting on the building by an earthquake during the safety margin, using the energy spectrum of the ground motion of interest.
On the other hand, W _fi is calculated by the following equation using the equivalent number of repetitions n _{E for the maximum interlayer deformation.} FIG. 2 shows the relationship between the retained horizontal strength (vertical axis) and the interlayer deformation angle (horizontal axis) of the i-layer of the multi-mass model. Story drift is the horizontal displacement [delta] _i, the floor height is taken as h _i, calculated at δ _i / h _i.

_{By setting} αE sfi = W _fi (α ≧ 1) for each layer _{, Q fi} can be obtained, and further, the layer rigidity K _fi of the main frame and the layer rigidity k _{di of the} damper system can be obtained by the following equation.

<Member selection means>
The member selection means 9 selects the members of the beam 33, the column 35, and the damper 37 based on the multi-mass model acquired by the multi-mass model acquisition means 7.
The member selection means 9 includes a beam selection means 11 for selecting a beam 33, a column selection means 13 for selecting a column 35, and a damper selection means 15 for selecting a damper 37.
The beam selection means 11, the column selection means 13, and the damper selection means 15 can take various modes, and the beam 33, the column 35, and the damper 37 may be selected in this order, or the column 35 and the beam 33 may be selected in this order. , And the damper 37 may be selected in this order.
In the present embodiment, as a mode in which the beam 33, the column 35, and the damper 37 are selected in this order, the beam selection means 11 for selecting the beam 33 that matches _{the possessed horizontal strength Q fi of each layer of the main frame and the column-beam strength ratio are used.} The column selection means 13 for selecting the column 35 and the damper selection means 15 for selecting the damper 37 that matches _{the possessed horizontal proof stress Q di of each layer of the damper will be described as an example.}

<< Beam selection means 11 >>
The beam selection means 11 selects a beam 33 that matches _{the possessed horizontal strength Q fi} of each layer of the main frame.
Specifically, for the beam 33 in the X direction, the _{total plastic moment b} M _pX ^{(I, j, k)} calculated by the following equation is applied to _{the Y k} streets X _{j to} X _{j + 1 beams of the i layer.} Select the beam to have (see FIGS. 3 and 4). In FIGS. 3 and 4, L indicates the beam length, h indicates the floor height, and θ indicates the mounting angle of the damper 37.

The beams in the Y direction are the same as in the X direction, and for the X _j streets Y _{k to Y k + 1} beams in the i layer, X in the above equations (6) and (7) is set to Y and j is set to k. _{Select a beam with a total plastic moment b} M _pY ^{(I, j, k)} calculated by the equation in which x is replaced with y (see FIGS. 3 and 4).

<< Pillar selection means >>
The column selection means 13 selects the column 35 based on the column-beam proof stress ratio.
_{Specifically, for the column 35 located at the intersection of X j} and Y _k of the i layer, a column 35 having a total plastic moment _c M _pX ^{(I, j, k)} calculated by the following equation is selected. (See FIGS. 3 and 4).

However, the uppermost column is determined only by the ratio of the layer shear force.

《Damper selection method》
The damper selection means 15 selects a damper 37 that matches _{the possessed horizontal strength Q di of each layer of the damper.}
Specifically, a damper 37 having a yield axial force calculated by the following equation is selected (see FIGS. 3 and 4).

<Layer stiffness calculation means>
Layer rigid calculating means 17, the selected pillars 35, the beam 33, the layer stiffness K _fi main Frames from the damper 37 to calculate a ', layer stiffness k _di of the damper system'.
Specifically, using the following stiffness equation, the horizontal stiffness K _fi of the main frame and the horizontal stiffness k _di of the damper system when an external force according to the Ai distribution is applied are calculated, and _{the K fi} and K fi obtained by this operation and k _di respectively, and 'layers stiffness k _di of and damper system' layers stiffness K _fi main Frames.

<Recalculation means>
Recalculating unit 19, the main rack構各layer holdings lateral strength Q _fi, possess lateral strength Q _di of the damper layers, mainly Frames layers stiffness K _fi story shear damper system each layer from ', layer stiffness k _di of the damper system' share of beta _i ', the main rack story drift R _fi at structure breakdown', recalculates the story drift R _di 'when damper system breakdown by a formula shown below.

<Judgment means>
Judging means 21, the recalculated main rack story drift R _fi at structure breakdown ', story drift during damper system yield R _di' determines whether a predetermined of range.
Specifically, it is _{determined whether the absolute value of (R fi} '/ R _fi -1) and the absolute value of (R _di '/ R _di -1) are equal to or less than the margin of error ε (for example, 0.05).
The determination method by the determination means 21 can take various aspects, and is not limited to the above determination method.

<Initial value resetting means>
Initial value resetting means 23, when the determining unit 21 is determined to exceed the predetermined allowable error range, the layer shear force sharing rate of the damper based layers beta _i ', the main rack story drift R during configuration Yield _fi sets a 'story drift R _di during damper system breakdown' as an initial value.
When the initial value is reset by the initial value resetting means 23, the multi-mass model acquisition means 7, the member selection means 9, the layer rigidity calculation means 17, and the resetting means 19 are reset to the initial value. Recalculate based on.

<Member determination means>
When the member determining means 25 determines that the error range is within a predetermined error range by the determining means 21, the beam 33, the pillar 35, and the damper 37 selected by the beam selecting means 11, the column selecting means 13, and the damper selecting means 15, respectively. Is determined as the selected member.

Next, a method of selecting a member by the member selection device 1 configured as described above will be described.
As shown in FIG. 5, the method for selecting members of the ramen structure building according to the present embodiment includes a design condition setting step (S1), an initial value setting step (S3), and a multi-point model acquisition step (S5). , Member selection process (S6) [Beam selection process (S7), Column selection process (S9), Damper selection process (S11)], Layer rigidity calculation process (S13), Recalculation process (S15), Judgment process (S17), a repetitive calculation step (S5 to S15), and a member determination step (S19) are provided.
Hereinafter, each configuration will be described in detail.

<Design condition setting process>
The design condition setting step (S1) is a step of inputting or selecting and setting the design conditions necessary for the design of the target rigid frame structure building.
As described above, the design conditions include the regional coefficient, ground characteristics, span / floor height, floor weight, maximum allowable interlayer deformation angle R _{ui, and the} like.
The specific numerical value of such a design condition may be input by the designer who operates the personal computer, or the numerical value stored in the storage means 31 of the personal computer in advance may be selected.

<Initial value setting process>
The initial value setting step (S3) is performed by the above-mentioned initial value setting means 5, and the specific contents thereof are, as described above, the layer shear force sharing ratio β _{i of} each layer of the damper system and the yield of the main frame. The initial values of the interlayer deformation angle R _{fi and the interlayer deformation angle R di} at the time of yielding of the damper system are set.

<Multi-mass model acquisition process>
In the multi-mass model acquisition process (S5), αE _sfi = W _fi (α ≧ 1) _{for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the safety limit. The multi-mass model is obtained by determining the horizontal strength Q _fi of each layer of the main frame and the _{horizontal strength Q di of} each layer of the damper, and _{the layer rigidity K fi} of the main frame and the layer rigidity k _{di of the damper system.} is there.
The values of E _sfi and W _{fi and the method of determining Q fi} and Q _di , K _fi and k _di are as described above.

<Member selection process>
The member selection step (S6) is a step of selecting the members of the beam 33, the column 35, and the damper 37 based on the multi-mass model acquired by the multi-mass model acquisition step (S5).
The member selection step (S6) includes a beam selection step (S7) for selecting the beam 33, a column selection step (S9) for selecting the column 35, and a damper selection step (S11) for selecting the damper 37. Although various aspects can be taken, in the present embodiment, the steps performed by the beam selection means 11, the column selection means 13, and the damper selection means 15 described above will be described.

<< Beam selection process >>
In the beam selection step (S7), a beam 33 suitable for _{the possessed horizontal strength Q fi of each layer of the main frame is selected.}
Specifically, for the beam in the X direction, the _{total plastic moment b} M _pX ^(I ) calculated by the above equations (6) and (7) is applied to the X _{j to} X _{j + 1 beams according to Y k of the i layer.} Select the beam 33 having ^{, j, k).}
The beams in the Y direction are the same as in the X direction, and for the X _j streets Y _{k to Y k + 1} beams in the i layer, X in the above equations (6) and (7) is set to Y and j is set to k. _{Select a beam with a total plastic moment b} M _pY ^{(I, j, k)} calculated by the equation in which x is replaced with y (see FIGS. 3 and 4).

<< Pillar selection process >>
In the column selection step (S9), the column 35 is selected based on the column-beam proof stress ratio.
_{Specifically, for the column 35 located at the intersection of X j} and Y _k of the i layer, a column 35 having a total plastic moment _c M _pX ^{(I, j, k)} calculated by the following equation is selected. (See FIGS. 3 and 4). However, the uppermost column is determined only by the ratio of the layer shear force.

<< Damper selection process >>
In the damper selection step (S11), a damper 37 that matches _{the possessed horizontal strength Q di of each layer of the damper is selected.}
Specifically, a damper 37 having a yield axial force calculated by the following equation is selected (see FIGS. 3 and 4).

<Layer stiffness calculation process>
Layer stiffness calculation step (S13) is selected by the column 35, the beam 33, the layer stiffness K _fi main Frames from the damper 37 to calculate a ', layer stiffness k _di of the damper system'.
Specifically, using the following stiffness equation, the horizontal stiffness K _fi of the main frame and the horizontal stiffness k _di of the damper system when an external force according to the Ai distribution is applied are calculated, and _{the K fi} and K fi obtained by this operation and k _di respectively, and 'layers stiffness k _di of and damper system' layers stiffness K _fi main Frames.

<Recalculation process>
Recalculating step (S15), the main rack構各layer holdings lateral strength Q _fi, possess lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi the structure layer of the damper system each layer from ', layer stiffness k _di of the damper system' shear force share ratio beta _i ', the main rack story drift R _fi at structure breakdown', recalculates the story drift R _di 'when damper system breakdown by a formula shown below.

<Judgment process>
Determination step (S17) is recalculated main rack story drift R _fi at structure breakdown ', the damper system story drift R _di at yield' determines whether within a predetermined range of error. Specifically, it is as described in the above-mentioned determination means 21.

<Repeat calculation process>
Iteration step (S5~S15), when it is determined to exceed the predetermined error range by the determination step, the layer shear force sharing rate of the damper based layers beta _i ', the main rack story drift R during configuration Yield _fi sets a 'story drift R _di during damper system breakdown' as an initial value.
When the initial values are reset, the multi-mass model acquisition process (S5), beam selection process (S7), column selection process (S9), damper selection process (S11), and layer rigidity calculation process (S13) and the recalculation step (S15) are repeated until the determination result is determined to be within the predetermined allowable error range in the determination step (S17).

<Member determination process>
The member determination step (S19) is selected in the beam selection step (S7), the column selection step (S9), and the damper selection step (S11) when the determination step (S17) determines that the error range is within a predetermined range. The beam 33, the column 35, and the damper 37 are determined as the selected members.

According to the present embodiment described above, the columns 35, beams 33, which comply with the Energy Law and have sufficient seismic safety against a huge seismic motion exceeding the assumed seismic motion described in the notification. The cross section of the damper 37 can be automatically selected for all layers at the same time without requiring advanced design technology and trial and error.

As for the effect of the present invention, it has been verified that the building designed by the conventional method can be rationally redesigned by applying the design method according to the present invention, which will be described below.
The buildings to be examined are "Ministry of Land, Infrastructure, Transport and Tourism National Institute for Land and Infrastructure Management, Building Research Institute, Japan Building Administration Council, Japan Building Structure Engineers Association, Japan Building Center: Technical standard explanation and calculation of seismic calculation method based on energy balance. Example and its explanation, 2005.10 ”“ Calculation example 3 Steel-framed 12-story office building with damper part ”(Tower is omitted) (see Fig. 6 and Fig. 7). This building is a steel-framed building with a flat surface of 30m x 24m and a floor height of 4.0m (only one layer is 4.5m) and is 12 stories above the ground and 48.5m. 325 (yield stress σ _y : 325N / mm ² ), SN490 (yield stress σ _y : 325N / mm ² ) for beam 33, low yield point steel with yield stress σ _y : 80N / mm ^{2 for damper 37 (for example)} , JFE-LY100, KLY100 (Kobe Steel)) is used.

The building designed by the above conventional method is referred to as "model A", the steel types used for the columns 35 and beams 33 are the same, and the building redesigned by the method of the present invention is referred to as "model B".
Table 1 shows the outline of each model.

BCJ-L27) created by joint research between the National Research and Development Corporation Building Research Institute and the Building Center of Japan is used for the design seismic motion. BCJ-L2 is a standard design seismic motion with low frequency dependence, which is a seismic motion whose velocity response spectrum is constant at 100 cm / s (damping constant = 5%) in the region after a period of 0.64 seconds (Fig. 8). reference).
In this study, the original wave of BCJ-L2 is input as the level 2 ground motion.

FIG. 9 shows a comparison of the amount of steel material for each model of the conventional example and the invention example. The amount of damper is almost the same in each model, but in the embodiment, the damper 37 is efficiently arranged in each layer, so that in model B, which is an example of the invention, the amount of steel in the columns 35 and beams 33 is reduced by 21%. You can see that it is made.

Next, a static incremental analysis of the skeleton model was performed on the model A of the conventional example and the model B of the invention example, and safety verification was performed by a forward problem.
10 and 11 show the maximum interlayer deformation angle distribution of each model at the time of input in the X direction and at the time of input in the Y direction. As shown in FIGS. 10 and 11, the target R ≦ 100 rad is satisfied for the level 2 ground motion in any model.
However, as compared with model A, model B has less variation in response for each layer and is flattened. This is because the ratio of the required energy absorption amount to the retained energy absorption amount could be equalized in all layers.
From this, it can be said that model B is safer than model A.

From the above verification, it was confirmed that according to the present invention, the amount of steel material can be reduced by 20% or more while improving seismic safety, and a rational design can be performed.

1 Member selection device 3 Design condition setting means 5 Initial value setting means 7 Multi-mass model acquisition means 9 Member selection means 11 Beam selection means 13 Column selection means 15 Damper selection means 17 Layer rigidity calculation means 19 Recalculation means 21 Judgment means 23 Initial value resetting means 25 Member determination means 27 Display means 29 Input means 31 Storage means 33 Beam 35 Pillar 37 Damper <List of character expressions used in the formula>
h _i Floor height β _i Damper system layer shear force burden rate
Interlayer deformation angle during surrender of R _{fi main frame}
R _di damper system Interlayer deformation angle during yield
R _ui Maximum allowable interlayer deformation angle
Q _fi Main frame possession horizontal bearing capacity
Q _di Damper system possession horizontal strength
Layer rigidity of K _{fi main frame}
k _di Damper layer rigidity
E _sfi Required energy absorption of the main frame
Energy absorption of W _{fi main frame}
V _s Speed conversion value of energy acting on a building due to an earthquake at the safety limit
n _E Equivalent number of iterations for maximum interlayer deformation angle
_b M _pX ^{(i, j, k)} Total plastic moment of the beam in _{Y k} streets from X _j streets to X _{j + 1} streets of the i layer
_c M _p ^{(i, j, k)} The total plastic moment of the column located at the intersection _{of X j} and Y _k streets of the i layer.
N _y ⁽ⁱ⁾ Yield axial force of i-layer damper θ _j ⁽ⁱ⁾ Mounting angle of i-layer damper δ _i Horizontal displacement
p _i i end timber edge force
p _j j end timber end force
x _i i Displacement at the end
x _j j Displacement at the end
E Young's modulus
I Second moment of inertia of area
A member cross-sectional area
G Shear modulus
A _s shear cross-sectional area

<< Pillar selection process >>
In the column selection step (S9), the column 35 is selected based on the column-beam proof stress ratio.
Specifically, on the pillar 35 located at the intersection _{of X j} and Y _k streets of the i layer, the total plastic moment _c M _pX ^{(I, j} ) calculated by the above equations (8) and (9). ^{, K)} is selected (see FIGS. 3 and 4). However, the uppermost column is determined only by the ratio of the layer shear force.

<< Damper selection process >>
In the damper selection step (S11), a damper 37 that matches _{the possessed horizontal strength Q di of each layer of the damper is selected.}
Specifically, a damper 37 having a yield axial force calculated by the above equation (10) is selected (see FIGS. 3 and 4).

<Layer stiffness calculation process>
Layer stiffness calculation step (S13) is selected by the column 35, the beam 33, the layer stiffness K _fi main Frames from the damper 37 to calculate a ', layer stiffness k _di of the damper system'.
Specifically, _{the horizontal stiffness K fi} of the main frame and the horizontal stiffness k _di of the damper system when an external force according to the Ai distribution is applied are calculated using the above-mentioned stiffness equations (Equations (11) to (16)). and, the K _fi and k _di obtained in this operation respectively, and the main layer stiffness K _fi of Frames 'and damper system layer stiffness k _di of'.

<Recalculation process>
Recalculating step (S15), the main rack構各layer holdings lateral strength Q _fi, possess lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi the structure layer of the damper system each layer from ', layer stiffness k _di of the damper system' shear force share ratio beta _i ', the main rack story drift R _fi at structure breakdown', recalculates the story drift R _di 'when damper system breakdown by the aforementioned (17) to (19).

Next, a static incremental analysis of the skeleton model was performed on the model A of the conventional example and the model B of the invention example, and safety verification was performed by a forward problem.
10 and 11 show the maximum interlayer deformation angle distribution of each model at the time of input in the X direction and at the time of input in the Y direction. 10, as shown in FIG. 11, for the level 2 earthquake motion, which satisfies the R ≦ 1/100 rad with the goal in either model.
However, as compared with model A, model B has less variation in response for each layer and is flattened. This is because the ratio of the required energy absorption amount to the retained energy absorption amount could be equalized in all layers.
From this, it can be said that model B is safer than model A.

Claims (4)

A device that supports the selection of columns, beams, and history-type dampers that make up a rigid frame structure building with history-type dampers.
Design condition setting means for setting the design conditions necessary for the design of the target rigid frame structure building, and
Initial value setting means for setting the initial values of the layer shear force sharing ratio β _{i of} each layer of the damper system, the interlayer deformation angle R _fi when the main frame yields, and the interlayer deformation angle R _{di when the damper system yields.}
By setting αE _sfi = W _{fi (α ≧ 1) for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the time of the safety limit, the _{horizontal bearing capacity Q fi} possessed by each layer of the main frame And a multi-mass model acquisition means for obtaining a multi-mass model by determining the possessed horizontal strength Q _{di of each damper layer, the layer stiffness K fi} of the main frame, and the layer stiffness k _{di of the damper system.}
A member selection means for selecting members for beams, columns, and dampers based on the multi-mass model acquired by the multi-mass model acquisition means, and
A layer rigidity calculation means for calculating _{the layer rigidity K fi'of the} main frame and the layer rigidity k _di ' of the damper system from the selected columns, beams, and dampers.
Owned lateral strength Q _fi main rack構各layer holding lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi of structure Shear force share ratio of the damper system each layer from ', layer stiffness k _di of the damper system' beta _i ', and recalculating means for recalculating the main rack story drift R _fi at structure breakdown ', story drift R _di during damper system breakdown'
Recalculated main rack story drift R _fi at structure breakdown ', story drift during damper system yield R _di' and a determination means for determining whether within a predetermined error tolerance,
When it is determined by the determination means that the error range is exceeded, the layer shear force sharing ratio β _{i ′ of each layer of the damper system, the interlayer deformation angle R fi} ′ during the yield of the main frame, and the interlayer during the yield of the damper system. Initial value resetting means to set the deformation angle R _{di'as the initial value, and}
It is characterized by including a member determining means for determining a beam, a column, and a damper selected by the member selecting means as selected members when the determination means determines that the error range is within a predetermined error range. Rahmen structure A member selection device for buildings. _{The member selection means include a beam selection means for selecting a beam that matches the possessed horizontal strength Q fi} of each layer of the main frame, a column selecting means for selecting a column based on the column-beam strength ratio, and a possessed horizontal strength Q _di for each layer of the damper. The member selection device for a rigid frame structure building according to claim 1, further comprising a damper selection means for selecting a suitable damper. It is a method of selecting columns, beams, and history type dampers that make up a rigid frame structure building with history type dampers.
The design condition setting process that sets the design conditions necessary for the design of the target rigid frame structure building, and
The initial value setting process for setting the initial values of the layer shear force sharing ratio β _{i of} each layer of the damper system, the interlayer deformation angle R _fi when the main frame yields, and the interlayer deformation angle R _{di when the damper system yields.}
By setting αE _sfi = W _{fi (α ≧ 1) for the plastic strain energy E sfi} input to each layer of the main frame and the energy W _fi possessed by each layer of the main frame at the time of the safety limit, the _{horizontal bearing capacity Q fi} possessed by each layer of the main frame And the multi-mass model acquisition process to obtain the multi-mass model by determining the possessed horizontal strength Q _{di of} each damper layer and the layer stiffness K _fi of the main frame and the layer stiffness k _{di of the damper system.}
A member selection process for selecting members for beams, columns, and dampers based on the multi-mass model acquired by the multi-mass model acquisition process.
Selection was columns, beams, and the layer stiffness calculation step of calculating a main rack layer stiffness K _fi of structure ', the layer stiffness k _di damper system' from the damper,
Owned lateral strength Q _fi main rack構各layer holding lateral strength Q _di of the damper layers, the main rack layer stiffness K _fi of structure Shear force share ratio of the damper system each layer from ', layer stiffness k _di of the damper system' beta _i ', a recalculation process for recalculating the main rack story drift R _fi at structure breakdown ', story drift R _di during damper system breakdown'
Recalculated main rack story drift R _fi at structure breakdown ', story drift during damper system yield R _di' and a determination step of determining whether within a predetermined error,
If it is determined to exceed the predetermined error range by the determination step, the layer shear force sharing rate of the damper based layers beta _i ', the main rack story drift R _fi at structure breakdown', interlayer deformation during damper system breakdown The angle R _di'is set as the initial value, and the multi-point model acquisition process, beam selection process, column selection process, damper selection process, layer rigidity calculation process, recalculation process, and judgment process are determined. A repetitive calculation process that repeats until the judgment result is determined to be within a predetermined error range in the process,
When the determination means determines that the error range is within a predetermined error range, the member determination step of determining the beams, columns, and dampers selected by the beam selection means, column selection means, and damper selection means as selected members. A method of selecting members for a rigid frame structure building, which is characterized by being equipped with. _{The member selection process includes a beam selection process that selects a beam that matches the possessed horizontal strength Q fi} of each layer of the main frame, a column selection process that selects a column based on the column-beam strength ratio, and the possessed horizontal strength Q _di of each damper layer. The method for selecting a member of a rigid frame structure building according to claim 3, further comprising a damper selection step for selecting a suitable damper.