JP2006283373A - Seismic-response controlled structure of lightweight steel-framed house - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a seismic-response controlled structure which can reduce the deformation of a building by efficiently converting vibrational energy, generated by earthquakes, into thermal energy. <P>SOLUTION: In an upside area R1 of a framework frame 1, supporting frames 12 and 12 are mounted on the inside of an upside horizontal member 3 and that of a middle rail 4. In a downside area R2, supporting frames 12 and 12 are mounted on the inside of a downside horizontal member 3 and that of the middle rail 4. A first viscoelastic damper 5a is mounted between the pair of supporting frames 12 and 12 in the area R1, and a second viscoelastic damper 5b is mounted between the pair of supporting frames 12 and 12 in the area R2. In the framework frame 1, the mounting rigidity of each mounting part of the first and second viscoelastic dampers, and the storage rigidity and loss efficient of the first and second viscoelastic dampers are adjusted to satisfy predetermined conditions, when shear stress acts in a horizontal direction and a story deformation angle is 1/200 rad or more. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a vibration control structure employed in a lightweight steel house in order to attenuate vibrations generated by an earthquake.

  As a light-damping structure for lightweight steel houses, a frame consisting of pillars and horizontal members is attached between the upper and lower beams, and viscoelastic dampers and oil dampers are installed on the inside and outside of the frame. It is known that a seismic effect can be obtained by providing energy by absorbing earthquake energy as viscous damping energy. Specifically, a seismic control structure in which a viscoelastic damper is installed between the frame and the beam (Patent Document 1), or the frame is divided into upper and lower frames, and viscoelasticity is formed between these two frame frames. Damping structure with dampers (Patent Document 2), reinforcing material is installed horizontally so that the inside of the frame is divided into two parts vertically, and the two oil dampers are staggered at the top and bottom of the reinforcing material. An installed K-brace type damping structure (Patent Document 3) is known.

JP 2001-90381 A JP 2001-90379 A JP 2004-218207 A

  However, in the frame frame in the conventional vibration control structure, if the balance between the frame frame mounting rigidity excluding the viscoelastic damper (the entire frame frame mounting rigidity) and the viscoelastic damper storage rigidity (hardness) is poor, Before the viscoelastic damper is displaced, the frame itself and the attachment portion of the viscoelastic damper are deformed, and a situation in which sufficient damping performance cannot be obtained occurs.

  The object of the present invention is to eliminate the problems of the conventional light-damped steel housing vibration control structure, the viscoelastic damper exhibits sufficient damping characteristics, and efficiently converts vibration energy from the earthquake into thermal energy, The object of the present invention is to provide a damping structure for a light-weight steel house that can reduce the deformation of buildings.

Among the present inventions, the structure of the invention described in claim 1 is a vibration control of a lightweight steel frame housing in which a viscoelastic damper is installed on a frame frame composed of left and right column members and upper and lower horizontal members. It is a structure, and the inside of the framework frame is divided into two vertically by an intermediate rail, and on the upper side of the intermediate rail, it is connected to two joints of a left and right column member and an upper horizontal member The upper support frame and the lower support frame connected to the two joints of the left and right column members and the middle rail are horizontally installed so as to be parallel to each other, and below the middle rail On the side, the upper support frame connected to the two joints of the left and right column members and the middle rail, and the lower side connected to the two joints of the left and right pillar members and the lower horizontal member Are installed horizontally so that they are parallel to each other, above the middle rail Between the paired upper and lower support frames, a first viscoelastic damper having a viscoelastic body interposed between plates opposed in parallel to the frame surface of the frame is attached, and Between the pair of upper and lower support frames provided on the lower side of the middle rail, there is a second viscoelastic damper having a viscoelastic body interposed between the plates opposed in parallel to the frame surface of the frame. It exists in satisfy | filling the following formulas 1-6, when it is attached and an interlayer displacement angle is 1/200 rad or more.
40 kN / cm ≦ Kbs1 ≦ 200 kN / cm 1
40 kN / cm ≦ Kbs2 ≦ 200 kN / cm 2
1.5 ≦ Kbs1 / K′ds1 ≦ 10 3
1.5 ≦ Kbs2 / K′ds2 ≦ 10 4
tan δ1 ≧ 0.6 ・ ・ 5
tan δ2 ≧ 0.6 ・ ・ 6
(However, Kbs1 and Kbs2 are the attachment rigidity of the attachment part of the first viscoelastic damper and the attachment rigidity of the attachment part of the second viscoelastic damper, respectively. (The storage stiffness of the elastic damper and the storage stiffness of the second viscoelastic damper, where tan δ1 and tan δ2 are the loss coefficient of the first viscoelastic damper and the loss coefficient of the second viscoelastic damper, respectively)

  As in the present invention, in a frame frame in which the interior is divided into two upper and lower regions, the first viscoelastic damper is attached to the upper region, and the second viscoelastic damper is attached to the lower region, only in the horizontal direction. Can be modeled as a series horizontal conversion spring as shown in FIG. In FIG. 1, the spring of M1 shows the attachment part of the first viscoelastic damper of the frame frame as an elastic element, and the spring and dashpot of M2 have the first viscoelastic damper as a viscoelastic element. It is shown. In addition, the spring of M3 shows the attachment part of the second viscoelastic damper of the frame frame as an elastic element, and the spring and dashpot of M4 show the second viscoelastic damper as a viscoelastic element. is there.

Therefore, the attachment strength when measured by attaching a rigid body (such as a very rigid steel material) instead of the viscoelastic damper to the frame frame is an approximation of the attachment rigidity Kbs (s indicates the horizontal component) of the entire frame frame. From the mounting rigidity Kbs, the mounting rigidity Kbs1 of the mounting portion of the first viscoelastic damper and the mounting rigidity Kbs2 of the mounting portion of the second viscoelastic damper can be obtained using the following equations 8 and 9. .
1 / Kbs = 1 / Kbs1 + 1 / Kbs2 ..8
Kbs1 = Kbs2 ..9

  In the vibration control structure of the present invention, when the amount of inter-layer deformation is 1/200 rad or more, both the mounting rigidity Kbs1 and the mounting rigidity Kbs2 required by attaching a rigid body to the frame frame as described above are 40 kN / cm or more. It is necessary to adjust so that it may become 200 kN / cm or less. The interlayer deformation angle is a value obtained by dividing the interlayer displacement of each layer by the height of the floor. When Kbs1 or Kbs2 is less than 40 kN / cm, when the frame vibrates due to an earthquake, the frame frame itself is deformed, and the first viscoelastic damper and the second viscoelastic damper cannot exhibit sufficient damping characteristics. In addition, as a method of increasing Kbs1 or Kbs2, a method of increasing the cross-sectional rigidity of the column member or the horizontal member can be exemplified. On the contrary, in a design in which Kbs1 or Kbs2 exceeds 200 kN / cm, a frame is used. It becomes difficult to apply the construction of a lightweight steel house because the weight of the steel material constituting the steel becomes too large.

  Further, in the vibration control structure of the present invention, the ratio value between the mounting rigidity Kbs1 obtained as described above and the storage rigidity K'ds1 of the first viscoelastic damper, and the mounting rigidity Kbs2 obtained as described above and the second value. The value of the ratio with the storage rigidity K′ds2 of the viscoelastic damper must be 1.5 or more and 10 or less. If Kbs1 / K′ds1 or Kbs2 / K′ds2 is less than 1.5, a certain level of yield strength is exhibited, but the damping performance is impaired. On the other hand, when Kbs1 / K'ds1 or Kbs2 / K'ds2 exceeds 10, when the vibration is caused by an earthquake, the first viscoelastic damper and the second viscoelastic damper are sufficiently deformed to exhibit damping characteristics. The yield strength will be impaired.

  Furthermore, in the damping structure of the present invention, it is necessary that both the loss coefficient tan δ1 of the first viscoelastic damper and the loss coefficient tan δ2 of the second viscoelastic damper are 0.6 or more. When tan δ1 and tan δ2 are less than 0.6, sufficient attenuation characteristics cannot be obtained. In the present invention, the storage rigidity K′ds1 and loss coefficient tan δ1 of the first viscoelastic damper, the storage rigidity K′ds2 and loss coefficient tan δ2 of the second viscoelastic damper are the natural frequencies (about 1 to 7 Hz) and measured at room temperature.

  The structure of the invention described in claim 2 is that, in the invention described in claim 1, each support frame is installed on a column member or a horizontal member using a truss structure.

The structure of the invention described in claim 3 is that, in the invention described in claim 1 or claim 2, when the interlayer displacement angle is 1/100 rad or more, the following expression 7 is satisfied.
Fdsmax <Fs 7
(Where Fdsmax is the maximum horizontal strength generated in the frame, and Fs is the allowable horizontal strength of the frame)

As shown in FIG. 2, Fdsmax is expressed as follows when the reaction force acting in the axial direction of each viscoelastic damper unit (measured by a shear deformation excitation test of the viscoelastic damper unit) is Fdj. The allowable horizontal proof stress Fs is given by Equation 10, and the maximum value of the stress level corresponding to the member is assumed to be an elastic body and the allowable stress level (that is, safety against external force of the structure is ensured). Therefore, it is a load that can act when the limit of the degree of stress that can be tolerated for a member defined for the purpose is reached.
Fdsmax = Fdj 10

  Further, when configured as in claim 3, it is preferable that the above-described formulas 1 to 6 are satisfied even when the interlayer deformation angle is 1/100 rad.

  The damping structure of the lightweight steel house according to the present invention includes the first viscoelastic damper and the second viscoelastic damper having moderate viscoelasticity, and excluding the first viscoelastic damper and the second viscoelastic damper. Since the entire framework frame has an appropriate rigidity, when an external force is applied due to an earthquake, each viscoelastic damper is appropriately deformed to exhibit a sufficient damping performance. Therefore, the vibration energy due to the earthquake is efficiently converted into thermal energy, so that the deformation of the building can be greatly reduced. Furthermore, the viscoelastic characteristics can be easily adjusted according to the size and shape of the framework frame. In addition, when the support frame is installed on the column member or the horizontal member using the truss structure as in claim 2, the connection strength between the support frame and the column member or the horizontal member becomes high. It is possible to transmit the vibration energy at the time to the first viscoelastic damper and the second viscoelastic damper without loss, and to efficiently convert the energy into heat energy. Further, as described in claim 3, by adjusting the maximum horizontal proof stress generated in the frame frame to be lower than the allowable horizontal proof strength of the frame frame, it is possible to generate a large attenuation within the allowable proof stress. Moreover, damage to the housing structure due to the generation of an excessive load can be prevented. That is, if the maximum horizontal strength generated in the frame exceeds the allowable horizontal strength, the anchor bolt may drop off, the foundation may be destroyed, or the housing may be damaged. The occurrence of such a situation is prevented.

  Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. FIG. 3 is a front view illustrating the frame frame according to the first embodiment. The frame 1 is employed in a steel-based prefabricated structure using light-weight steel, and includes a pair of pillar members 2 and 2 disposed at a predetermined interval, and the pillar members 2 and 2. These are assembled into a vertically long rectangular shape having a height of about 2700 mm and a width of about 1000 mm by horizontal members (upper and lower bars) 3 and 3 that connect the upper and lower ends of each. The horizontal members 3 and 3 are made of C-shaped steel, and the column members 2 and 2 are formed by joining the same C-shaped steel as the horizontal material 3 in the width direction. It is. The horizontal members 3 and 3 and the column members 2 and 2 are joined by welding. In addition, the horizontal members 3 and 3 are joined to the beam 9 by welding. The frame 1 has an allowable horizontal proof stress Fs of 30 kN by design.

  Further, between the pillars 2 and 2, an intermediate rail 4 connecting the pillars 2 and 2 at intermediate portions is installed, and the middle rail 4 is divided into two upper and lower regions R1 and R2. ing. In the upper region R1, two horizontal rod-like pair of support frames 12, 12 are formed by the two types of four auxiliary members 11a, 11b,. It is attached inside. On the other hand, in the lower region R2, two pairs of support frames 12 and 12 similar to the support frames 12 and 12 in the upper region R1 are respectively formed by two types of four auxiliary materials 11a, 11b,. The lower horizontal member 3 and the middle rail 4 are attached inside.

  That is, in the upper region R1, between the joint portions of the column members 2 and 2 and the upper horizontal member 3 and the left and right edges of the support frames 12 and 12, and the column members 2 and 2 The joint portion with the middle rail 4 and the left and right edges of the support frames 12, 12 are connected in an inclined manner by long auxiliary members 11a, 11a,. Between the central portion of the frame and the left and right edges of the support frames 12 and 12 and between the central portion of the middle rail 4 and the left and right edges of the support frames 12 and 12 are short auxiliary members 11b, 11b... Are connected in an inclined manner. The four auxiliary members 11a, 11b,... Connecting the support frames 12, 12, .. and the column members 2, 2 are in a state of forming a vertically symmetric truss structure.

  On the other hand, in the lower region R2, between the joint portion between the column members 2, 2 and the lower horizontal member 3, and the left and right edges of the support frames 12, 12, and the column members 2, 2 and the intermediate frame 4 and the left and right edges of the support frames 12, 12 are connected to each other in an inclined manner by long auxiliary members 11a, 11a,. Short auxiliary between the central part of the frame 3 and the left and right edges of the support frames 12 and 12 and between the central part of the intermediate rail 4 and the right and left edges of the support frames 12 and 12. The members 11b, 11b,... Are connected in an inclined manner. As in the upper region R1, the four auxiliary members 11a, 11b,... Connecting the support frames 12, 12, .. and the column members 2, 2 are in a state of forming a vertically symmetric truss structure. ing.

  In the frame frame 1, the two support frames 12, 12 are arranged at the same height, parallel to the left and right column members 2, 2 and parallel to each other by the truss structure described above. It is in a state. The column members 2, 2 and the auxiliary members 11a, 11b,..., And the auxiliary members 11a, 11b, and the support frames 12, 12,. Further, in each of the regions R1 and R2, damper installation members 13 and 13 having a T-shaped horizontal section are welded to the inside of the pair of support frames 12 and 12, respectively. The 1st viscoelastic damper 5a and the 2nd viscoelastic damper 5b are attached using these. The first viscoelastic damper 5a and the second viscoelastic damper 5b5 have the same structure.

  FIG. 4 shows the first viscoelastic damper 5a (second viscoelastic damper 5b). The first viscoelastic damper 5a (second viscoelastic damper 5b) is made of metal and has a rectangular core plate 6 and a pair of metal and rectangular outer plates 7 and 7 disposed so as to sandwich the core plate 6 therebetween. And a pair of viscoelastic bodies 8 interposed between the core plate 6 and the outer plates 7 and 7, and has a front-back symmetrical structure with the core plate 6 as the center (FIG. 4B). )reference). The viscoelastic bodies 8 and 8 are bonded to the opposing surfaces of the core plate 6 and the outer plates 7 and 7 on both sides.

  The first viscoelastic damper 5a (second viscoelastic damper 5b) includes a screw hole (not shown) formed at the outer edge of the core plate 6 and the outer edges of the outer plates 7 and 7. It is screwed between the pair of damper installation members 13 and 13 by using screw holes (not shown) drilled in. When the relative displacement occurs in the support frames 12 and 12 (that is, when the support frames 12 and 12 are close to each other, separated from each other, or shifted up and down, etc.), the viscoelastic body 8 is By performing shear deformation, the damping performance is exhibited.

  In the frame 1, when only the horizontal direction is considered, the viscoelastic characteristics can be modeled as a series horizontal conversion spring as shown in FIG. 1 as described above, and the first viscoelastic damper 5 a and the second viscoelastic damper 5 b Instead, the attachment strength when measured by attaching a rigid body can be approximated as the attachment strength Kbs of the entire frame 1. In the frame 1, the structures of the regions R1 and R2 are vertically symmetric with respect to the middle rail 4 as an axis, and therefore between the mounting rigidity Kbs1 of the viscoelastic damper 5a and the mounting rigidity Kbs2 of the viscoelastic damper 5b. The above formulas 8 and 9 hold.

  Therefore, between the damper installation members 13 and 13 welded to the support frames 12 and 12 in the upper and lower regions R1 and R2, a rigid body having substantially the same shape instead of the first viscoelastic damper 5a and the second viscoelastic damper 5b. (Metal plate) is attached, and in that state, the frame 1 is horizontally deformed so that the interlayer deformation angle is 1/200 rad (in the direction of the arrow in FIG. 3), and the frame is determined from the relationship between the applied stress and the amount of deformation. 1 was calculated, and the above equations 8 and 9 were used to calculate the attachment rigidity Kbs1 of the attachment portion of the viscoelastic damper 5a and the attachment rigidity Kbs2 of the attachment portion of the viscoelastic damper 5b. The calculated value of the attachment rigidity Kbs of the frame 1 was 37.2 kN / cm. Table 1 shows the calculation results of the attachment rigidity Kbs1 and the attachment rigidity Kbs2. Table 2 shows calculation results of the attachment rigidity Kbs1 and the attachment rigidity Kbs2 when the frame 1 is horizontally deformed so that the interlayer deformation angle becomes 1/100 rad.

On the other hand, the storage rigidity K′ds1 of the first viscoelastic damper 5a and the storage rigidity K′ds2 of the second viscoelastic damper 5b are calculated by the following equation 11, respectively.
K′ds1, K′ds2 = G × S / d 11
In the above equation 11, G is a shear elastic coefficient. In calculating K′ds1 and K′ds2, the shear elastic coefficient G was set to 0.18 N / mm ² from the characteristics of the viscoelastic body. Further, S is the area of each viscoelastic body 8 of the first viscoelastic damper 5a and the second viscoelastic damper 5b, and d is the thickness of each viscoelastic body 8 (the thickness of the viscoelastic body 8 alone).

  Therefore, the area S and the thickness d of the viscoelastic body 8 of the first viscoelastic damper 5a and the second viscoelastic damper 5b are set so that the storage rigidity K′ds1 and K′ds2 are the values shown in Table 1, respectively. (That is, the first viscoelastic damper 5a and the second viscoelastic damper 5b are designed so that the storage rigidity K′ds1, K′ds2 is a numerical value shown in Table 1).

  Further, the loss coefficient tan δ1 of the first viscoelastic damper 5a and the loss coefficient tan δ2 of the second viscoelastic damper 5b were measured. The loss factors tan δ1 and tan δ2 are measured by using a dynamic shaker (manufactured by Kakinomiya Seisakusho Co., Ltd.) and a 200% shear strain using a 2 Hz sine wave in an atmosphere of 20 ° C. When applied, deformation-loading was performed by examining the behavior. Table 1 shows the measurement results of the loss coefficients tan δ1 and tan δ2.

  As described above, after obtaining the mounting rigidity Kbs, the mounting rigidity Kbs1, and the mounting rigidity Kbs2 of the frame 1, a rigid body is formed between the damper installation members 13 and 13 welded to the support frames 12 and 12 in the upper and lower regions R1 and R2. And the first viscoelastic damper 5a and the second viscoelastic damper 5b described above were attached. In the frame 1 to which the first viscoelastic damper 5a and the second viscoelastic damper 5b are attached, the value of Kbs1 / K'ds1 is adjusted to 3.61 in consideration of the storage rigidity K'ds1 and the attachment rigidity Kbs1. In view of the storage rigidity K′ds2 and the mounting rigidity Kbs2, the value of Kbs2 / K′ds2 is adjusted to 3.67 (see Table 1).

  Then, in the frame 1 to which the first viscoelastic damper 5a and the second viscoelastic damper 5b are attached, the frame 1 is horizontally placed so that the interlayer deformation angle is 1/200 rad using a large dynamic shaker. The storage stiffness K′as, the loss stiffness K ″ as, and the loss coefficient tanδa of the entire system are measured from the deformation-load relationship, and the horizontal components tanδa / tanδ1 and tanδa / tanδ2 that serve as indicators of the damping characteristics The calculation results are shown in Table 1. Further, tan δa / tan δ1 and tan δa / tan δ2 when the frame 1 is deformed in the horizontal direction so that the interlayer deformation angle is 1/100 rad are shown in Table 2.

  Further, the maximum horizontal proof stress Fdsmax generated in the frame 1 at the time of deformation of the interlayer deformation angles 1/200 rad and 1/100 rad was calculated based on the above equation 10. Tables 1 and 2 show the calculated Fdsmax.

  From Table 1, the frame 1 has the first viscoelastic damper mounting portion mounting rigidity Kbs1, the second viscoelastic damper mounting portion mounting rigidity Kbs2, the first viscoelastic damper storage stiffness K'ds1, and the loss. Since the coefficient tan δ1, the storage stiffness K′ds2 of the second viscoelastic damper, and the loss coefficient tan δ2 are adjusted so as to satisfy the conditions of the present invention, the horizontal components tan δa / tan δ1, tan δa / tan δ2 that serve as indexes of the damping characteristics Is 50% or more, and it can be seen that good attenuation characteristics can be expressed. Further, it can be seen from Tables 1 and 2 that the maximum horizontal strength Fdsmax generated in the frame 1 is sufficiently smaller than the allowable horizontal strength Fs (30 kN) of the frame 1.

  In addition, the structure of the light-damped steel house vibration control structure of the present invention is not limited to the aspect of the above-described embodiment, and the structure of the frame frame, the viscoelastic damper, and the like is within the scope of the present invention. It can be changed as appropriate.

  For example, in the present invention, the value of the storage rigidity K′d of the viscoelastic damper can be appropriately adjusted according to the value of the mounting rigidity Kb of the frame frame. Therefore, the characteristics of the viscoelastic damper can be appropriately changed according to the application. Therefore, various polymer compounds such as rubber, asphalt, acrylic, and styrene can be suitably used as the viscoelastic body. Further, the viscoelastic damper is not limited to the viscoelastic body interposed between the core plate and the pair of outer plates as in the above embodiment, and the viscoelastic body is interposed between the pair of front and back plates. It is also possible to change to only the ones.

  Further, the structure for attaching the support frame to the upper and lower horizontal members or the middle rail is not limited to the truss structure using the four auxiliary members as in the above embodiment, and is supported only by the two outer auxiliary members. A frame can be attached, or another auxiliary material can be suspended between the two outer auxiliary materials so as to be perpendicular to the support frame.

  In addition, the frame frame employed in the vibration control structure of the present invention is not limited to the frame having the same viscoelastic damper attached to the top and bottom of the middle rail as in the above embodiment, but viscoelastic dampers having different structures and characteristics are used. It is also possible to change to those attached to the top and bottom of the middle rail. Even in such a case, if the mounting rigidity Kbs1, Kbs2, the storage rigidity K'ds1, K'ds2, and the loss coefficients tanδ1, tanδ2 are adjusted so as to satisfy the predetermined relationship, the frame frame exhibits sufficient damping performance. Will be able to.

It is explanatory drawing which models and shows the frame of this invention as a series horizontal conversion spring. It is a schematic diagram which shows the frame frame of this invention. It is a front view of the frame frame of an Example. (A) is a front view of a 1st viscoelastic damper (2nd viscoelastic damper), (b) is the sectional view on the AA line in (a).

Explanation of symbols

  1 ..Frame frame 2 .. Column material 3 ..Horizontal frame 4 ..Medium cross 5a ..First viscoelastic damper 5b ..Second viscoelastic damper 6 ..Core plate 7 · · Outer plate, 8 · · Viscoelastic body, 12 · · Support frame.

Claims (3)

It is a light-damping structure for light-weight steel houses, with viscoelastic dampers installed on a frame frame composed of left and right pillars and upper and lower horizontal members.
The inside of the framework frame is divided into two vertically by a middle rail,
On the upper side of the middle rail, it is connected to the upper support frame connected to the two joints of the left and right pillar members and the upper horizontal member, and to the two joints of the left and right pillar members and the middle rail. The lower support frame is installed horizontally so as to be parallel to each other,
On the lower side of the middle rail, the upper support frame connected to the two joints of the left and right pillar members and the middle rail, and the two joints of the left and right pillar members and the lower horizontal member. The connected lower support frame is installed horizontally so as to be parallel to each other,
A first viscoelastic damper is attached between a pair of upper and lower support frames provided on the upper side of the middle rail, with a viscoelastic body interposed between the plates opposed in parallel to the frame surface of the frame. And
Between the pair of upper and lower support frames provided on the lower side of the middle rail, there is a second viscoelastic damper having a viscoelastic body interposed between the plates opposed in parallel to the frame surface of the frame. Installed,
When the interlayer displacement angle is 1/200 rad or more, the light-damping structure for a light-weight steel house satisfies the following formulas 1 to 6.
40 kN / cm ≦ Kbs1 ≦ 200 kN / cm 1
40 kN / cm ≦ Kbs2 ≦ 200 kN / cm 2
1.5 ≦ Kbs1 / K′ds1 ≦ 10 3
1.5 ≦ Kbs2 / K′ds2 ≦ 10 4
tan δ1 ≧ 0.6 ・ ・ 5
tan δ2 ≧ 0.6 ・ ・ 6
(However, Kbs1 and Kbs2 are the attachment rigidity of the attachment part of the first viscoelastic damper and the attachment rigidity of the attachment part of the second viscoelastic damper, respectively. (The storage stiffness of the elastic damper and the storage stiffness of the second viscoelastic damper, where tan δ1 and tan δ2 are the loss coefficient of the first viscoelastic damper and the loss coefficient of the second viscoelastic damper, respectively)   2. The light-damped steel house seismic control structure according to claim 1, wherein each support frame is installed on a column member or a horizontal member using a truss structure. The lightweight steel-housed seismic control structure according to claim 1 or 2, wherein the following expression 7 is satisfied when the interlayer displacement angle is 1/100 rad or more.
Fdsmax <Fs 7
(Where Fdsmax is the maximum horizontal strength generated in the frame, and Fs is the allowable horizontal strength of the frame)

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