JP2001173130A - Hysteresis damiping type shear damper - Google Patents

Abstract

PROBLEM TO BE SOLVED: To apply a hysteresis damping type shear damper also to the case where a relative displacement brought about between members is large. SOLUTION: This hysteresis damping type shear damper 1 has a constitution wherein five shear plates 6, 7, 8 in total are disposed in vertical postures, in parallel and in zigzag so that they may not be disposed on the same plane, between a beam 2 of an RC frame 4 being an upper structural member and the heads 5 of steel frame eccentric braces 5 being lower structural members.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a hysteretic damping type shear damper mainly used in the field of architectural civil engineering for damping or damping vibrations.

[0002]

2. Description of the Related Art Hysteresis damping type shear dampers are mainly designed to apply horizontal force in the form of shear force in the positive and negative directions during an earthquake, and to absorb vibration energy of an earthquake or the like by using the hysteresis generated at that time. It is.

[0003]

Conventionally, such a hysteresis damper has been used in the construction field, for example, in the form of being disposed between an eccentric brace disposed inside a steel frame, for example. Recently, the applicability in the civil engineering field has been studied in detail.

Here, the performance of the hysteresis damping type shear damper depends on an allowable shear deformation angle, and when a deformation exceeding a designed shear deformation angle occurs, a predetermined hysteresis behavior does not occur. It is feared that it will be destroyed.

Therefore, when designing a hysteretic damping type shear damper, it is inevitably required that the shearing damper be used in a condition that does not exceed a designed shear deformation angle, that is, an allowable shear deformation angle. Become.

Therefore, when a large relative deformation δ occurs between the two members on which the hysteretic damping type shear damper is disposed, the restriction on the shear deformation angle must be compensated by increasing the distance H between the two members. This is a major constraint in designing structures and the like.

When the shear deformation angle approaches the limit, shrinkage in the axial direction occurs due to shear plastic deformation, and forced deformation acts on the joined members to generate tensile stress in the joined members. I do. Therefore, in some cases, there has been a concern that members joined with the hysteretic damping type shear damper may be unexpectedly damaged.

On the other hand, on the other hand, the joined member may forcibly deform the hysteresis damping type shear damper due to plastic deformation, and the damper may be unexpectedly damaged.

The present invention has been made in view of the above circumstances, and has as its object to provide a hysteretic damping type shear damper which can be applied even when the relative deformation between two members is large.

It is another object of the present invention to provide a hysteretic damping type shear damper capable of preventing unexpected damage due to plastic deformation behavior of its own or a member to be joined near a critical shear deformation angle. And

[0011]

To achieve the above object, a hysteretic damping type shear damper according to the present invention is claimed.
As described above, a plurality of shear plates having hysteresis damping performance are joined or integrally formed so as not to be arranged on the same plane and to have a predetermined fitting angle.

Further, the hysteretic damping type shear damper according to the present invention is characterized in that two of the plurality of shear plates are adjacent to each other.
In this example, two shear plates are folded back and joined via a rigid member so that their connection angle becomes 180 degrees.

In the hysteretic damping type shear damper according to the present invention, the number of the shear plates is three, and the edge of the first shear plate and the edge of the second shear plate are connected to each other. The second shear plate is folded back and joined via the rigid member so that the angle becomes 180 degrees, and the other edge of the second shear plate and the edge of the third shear plate are connected so that their fitting angle becomes 180 degrees. An upper attachment portion is provided at the non-joining side edge of the first shear plate for attachment to an upper structural material at the non-joining side edge of the first shear plate, and a lower portion is provided at the non-joining side edge of the third shear plate. A lower mounting portion for mounting to a structural material is provided, and the shear plates can be mounted in a vertical position between the upper structural material and the lower structural material. It is.

Further, in the hysteretic damping type shear damper according to the present invention, the plurality of shear plates are constituted by three shear plates, and these shear plates are joined to each other so as to have an angle of 90 degrees. The shear plate has a U-shaped cross section, and an upper mounting portion for mounting to an upper structural material is provided at one non-joining side edge of the shear plate, and a lower portion is provided at the other non-joining side edge of the shear plate. A lower attachment portion for attaching to a structural material is provided.

In the hysteretic damping type shear damper according to the present invention, the two shear plates are provided, and an upper mounting portion for mounting to the upper structural material is provided at a non-joining side edge of one of the shear plates. In addition to the above, a lower mounting portion for mounting to a lower structural material is provided at a non-joining side edge of the other shear plate, and the respective shear plates are arranged in a horizontal posture between the upper structural material and the lower structural material. It is configured so that it can be performed.

Further, the hysteretic damping type shear damper according to the present invention has a symmetric arrangement structure with respect to a vertical plane.

In the hysteretic damping type shear damper according to the present invention, the plurality of shear plates are composed of two shear plates and are pin-joined to each other, and one of the shear plates is non-joined. A pin joint configured to be pin-joined to the upper structural material is provided at the side edge, and a pin joint is formed to the lower structural material at the non-joined side edge of the other shear plate. This is provided with a pin joint portion.

The hysteretic damping type shear damper according to the present invention is attached to a shear plate having hysteretic damping performance and an upper structural member provided at one edge of the shear plate. And a lower mounting portion for mounting to a lower structural member provided on the other edge portion, wherein the upper mounting portion and the lower mounting portion are held in a horizontal posture by the shear plate. It is configured as follows.

In the hysteretic damping type shear damper according to the present invention, a plurality of shear plates having hysteretic damping performance are joined or integrally formed so as not to be arranged on the same plane and to have a predetermined fitting angle. For,
Even if the length of the damper itself is not increased, the total extension length of the shear plate can be sufficiently ensured.

For example, if N shear plates are sequentially joined in a bent shape or a staggered shape, the length (height) of the damper itself can be changed to the individual length (height) L of the shear plate. It is possible to set the total extension length (height) of the shear plate to NL while setting it to the degree.

Therefore, even if the allowable shear deformation angle (allowable shear strain) γ is small, the amount of deformation of the entire damper is
The amount of deformation δ (δ = γ · L) of each shear plate becomes N times, and thus even if a large relative deformation occurs between the two members in which the hysteresis damping type shear dampers are arranged, this is not considered. It can be applied.

The number of shear plates and the angle of connection are arbitrary as long as adjacent shear plates are joined to each other so as not to be arranged on the same plane and to have a predetermined connection angle. Of these, if two adjacent shear plates were folded back and joined via a rigid member so that their joining angle would be 180 degrees, each shear plate would be arranged in a staggered manner, and the total extension of the shear plates In terms of making the length as long as possible, this is the most efficient configuration in terms of occupied space. In this case, the number of shear plates to be joined is arbitrary, and may be set as appropriate according to the magnitude of relative deformation generated between members in which the hysteretic damping type shear damper of the present invention is interposed.

In this configuration, the number of the shear plates is three, and the edge of the first shear plate and the edge of the second shear plate are rigidly connected to each other so that their connection angle is 180 degrees. At the same time, the other edge of the second shear plate and the edge of the third shear plate are joined at an angle of 1 to each other.
The first shear plate is folded back and joined so as to have an angle of 80 degrees, and a non-joining side edge of the first shear plate is provided with an upper mounting portion for mounting to an upper structural material. If a lower mounting portion for mounting to the lower structural material is provided at the joint side edge, and the shear plates can be mounted in a vertical posture between the upper structural material and the lower structural material, In addition to the functions and effects of claim 2, for example, RC constituted by a column beam
The configuration is suitable for a damper to be interposed between the frame and the steel eccentric brace arranged in the plane of the frame.

Similarly, the plurality of shear plates are composed of three shear plates, and these shear plates are joined to each other so as to have an angle of 90 degrees so that the entire cross section has a U-shape. An upper mounting portion for attaching to the upper structural material is provided at one non-joining side edge of the shear plate, and a lower mounting portion for attaching to the lower structural material is provided at the other non-joining side edge of the shear plate. If provided, in addition to the function and effect of claim 2, for example, the configuration is suitable for a damper interposed between an RC frame composed of a pillar and a steel eccentric brace arranged in the plane of the RC frame.

[0025] In the invention according to claim 2, the shear plate is made of two sheets, and an upper attachment portion for attaching to an upper structure material is provided at a non-joining side edge of one of the shear plates. A lower mounting portion for mounting to the lower structural material is provided at a non-joining side edge of the other shear plate, and the respective shear plates are arranged in a horizontal posture between the upper structural material and the lower structural material. If it is configured to be able to do so, in addition to the above-mentioned functions and effects, it is possible to prevent axial shrinkage generated in the shear plate due to shear plastic deformation from affecting the upper structural material and the lower structural material at all. At the same time, there is no concern that the forced deformation due to the proximity or separation between the upper structural material and the lower structural material due to the plastic behavior at the time of the earthquake will adversely affect the shear deformation behavior of the shear plate. It made.

In the third to fifth aspects of the present invention described above, if the structure is arranged symmetrically with respect to the vertical plane,
It is possible to construct a stable structure that has high energy absorption performance during an earthquake and does not cause twisting or the like.

On the other hand, according to the first aspect of the present invention, the plurality of shear plates are composed of two shear plates and are pin-joined to each other.
At the non-joining side edge of one shear plate, a pin joint configured to be pin-joined to the upper structural material is provided, and at the non-joining side edge of the other shear plate, If pin joints configured to be pin joints are provided, make sure that the axial shrinkage of the shear plate due to shear plastic deformation has no effect on the upper structural material or the lower structural material In addition to the above, there is no concern that forced deformation due to proximity or separation between the upper structural material and the lower structural material due to the plastic behavior at the time of the earthquake adversely affects the shear deformation behavior of the shear plate.

In the hysteresis damping type shear damper according to claim 8, a shear plate having hysteresis damping performance;
An upper mounting portion provided on one edge of the shear plate for mounting on an upper structural material; and a lower mounting portion mounted on a lower structural member provided on the other edge of the shear plate. Since the shear plate and the lower mounting portion are configured so that the shear plate is held in a horizontal posture, forced deformation due to proximity or separation between the upper structural material and the lower structural material caused by plastic behavior during an earthquake causes the shear plate to be deformed. There is no fear of adversely affecting the shear deformation behavior.

[0029]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is an exploded perspective view showing an embodiment of a hysteresis damping type shear damper according to the present invention. It is to be noted that the same reference numerals are given to components and the like that are substantially the same as those in the conventional technology, and description thereof will be omitted.

(First Embodiment)

FIG. 1 is a layout diagram showing the hysteresis damping type shear damper according to the present embodiment together with the layout thereof, and FIG.
2 (a) is a front view, and FIG. 2 (b) is a view as seen from the direction of the line AA.

As can be seen from these figures, the hysteretic damping type shear damper 1 according to the present embodiment comprises a beam 2 and columns 3, 3.
Frame 4 and steel eccentric braces 5, 5 arranged in the plane of the RC frame 4
Is interposed between the lower surface of the beam 2 and the tops of the steel eccentric braces 5, 5.

The RC frame 4 and the steel eccentric braces 5, 5 arranged in the plane of the RC frame 4 may be considered as seismic elements which are fitted or attached to the outer wall of an existing building to provide seismic reinforcement. It may be considered as a bridge pier which is a substructure of a viaduct. In the case of the former, the RC frame 4 is usually configured in a rectangular frame shape instead of the gate shape as shown in FIG. In the latter case, pillars 3 and 3
It is often set up on a footing provided on the head of a pile (not shown).

The hysteretic damping type shear damper 1 includes a total of five shear plates 6, 7 between the beam 2 of the RC frame 4 as the upper structural member and the heads of the steel eccentric braces 5, 5 as the lower structural member. , 8 are arranged in a staggered parallel manner so as not to be arranged in a vertical posture and on the same plane.

That is, as can be clearly seen from FIG. 2B, the hysteresis damping type shear damper 1 has a lower end edge portion of the shear plate 6 disposed at the center as the first shear plate and a second shear plate.
Through the rigid member 9 so that the joint angle between them and the lower end edges of the shear plates 7, 7 arranged on both sides of the shear plate is 180 degrees, in other words, parallel. And the other end portions of the shear plates 7, 7, in this figure, the upper end edge and the upper end edges of the shear plates 8, 8 disposed further outside the shear plates 7, 7 as a third shear plate Are joined back through the rigid member 10 so that their joining angle becomes 180 degrees, and the beam of the RC frame 4 is attached to the non-joining side edge (the upper edge in the figure) of the shear plate 6. In addition to the provision of an upper mounting portion 11 for mounting to the steel plate 2, the non-joint side edge (lower edge in the figure) of the shear plate 8 is attached to the head of the steel eccentric braces 5, 5. A lower mounting part 12 for attaching the shear plate 6, and three shear plates 6, 7, 8 are symmetrically arranged on both sides of a vertical plane passing through the center of the shear plate 6 in a form sharing the shear plate 6. Has become.

The five shear plates 6, 7, 8 correspond to FIG.
Any external force in the horizontal direction along the arrow of the arrow, especially when the horizontal force at the time of an earthquake acts, has a hysteretic damping performance that can absorb the vibration energy at the time of the earthquake by the hysteretic damping accompanying the shear deformation. The configuration may be, for example,
What consisted of a lot of slits in a normal thin steel plate,
Those formed of extremely mild steel can be used.

The thickness and width of each of the shear plates 6, 7, 8 may be appropriately set in consideration of the magnitude of the shearing force acting on the hysteresis damping type shear damper 1 during an earthquake. Regarding the heights L1, L2, L3 of 7, 8 the allowable shear deformation angle (allowable shear strain) γ of the shear plate and the distance between the head of the steel eccentric braces 5, 5 and the lower surface of the beam 2 during an earthquake. Determined in consideration of the magnitude of relative horizontal deformation. That is, γ · (L1 + L2 + L
The heights L1, L2, L3 of the shear plates 6, 7, 8 are set so that 3) exceeds the relative horizontal deformation during the earthquake.

The rigid members 9 and 10 can be made of a normal steel plate, and a shearing force is applied between the shear plates 6, 7 and 8 (in the left-right direction in FIG. 2A and the paper surface in FIG. 2B). The thickness is appropriately set so that the transmission of the shear force acting in the orthogonal direction) is reliably performed. The rigid members 9 and 10 can be joined to the shear plates 6, 7 and 8 directly or as necessary by welding to the shear plates 6, 7 and 8 with an angle attached thereto as shown in FIG.

The upper mounting part 11 is a beam 2 of the RC frame 4.
A hole (not shown) through which an anchor bolt 15 is embedded is fixed to the non-joining side edge of the shear plate 6 by welding or the like, and the anchor bolt 15 inserted through the insertion hole is fixed. The nut 14 can be screwed into the beam 2 and attached to the lower surface of the beam 2.

Similarly, the lower mounting portion 12 connects the substrate 16 having a hole (not shown) for inserting a bolt 18 mounted on the head of the steel eccentric braces 5, 5 to the non-joining side of the shear plate 8. In addition to being fixed to the edge by welding or the like, a nut 17 is screwed into a bolt 18 passed through the insertion hole so that the nut 17 can be attached to the head of the steel frame eccentric brace.

In the hysteresis damping type shear damper 1 according to the present embodiment, since the three shear plates 6, 7, 8 having hysteresis damping performance are sequentially joined in a staggered manner, the height of the damper itself is increased. Even if the height is not increased, the total extension length of the shear plates 6, 7, 8 can be sufficiently ensured.

That is, the three shear plates 6, 7,
8 are sequentially joined in a staggered manner, while keeping the height of the damper itself to be equal to or less than the distance H between the lower surface of the beam 2 and the heads of the steel eccentric braces 5, 5, the shear plates 6, 7,
The total length obtained by summing the heights of the heights 8 can be set to (L1 + L2 + L3) as can be seen from the developed view of FIG.

Therefore, even if the allowable shear deformation angle (allowable shear strain) γ is small, the deformation amount δ of the entire damper
Is the sum of the deformation amounts δ1, δ2, δ3 of the individual shear plates, ie, δ = (δ1 + δ2 + δ3) = γ ·
(L1 + L2 + L3).

As described above, according to the hysteresis damping type shear damper 1 of the present embodiment, the three shear plates 6, 7, 8 having hysteresis damping performance are sequentially joined in a staggered manner. Therefore, even if the allowable shear deformation angle (allowable shear strain) γ is small, it is possible to sufficiently secure the deformation amount δ of the entire damper while suppressing the height of the damper itself.

Therefore, the hysteresis damping type shear damper 1
Even when a large relative deformation occurs between two members interposed and arranged, that is, between the beam 2 of the RC frame 4 and the steel eccentric braces 5, 5, each shear plate 6, 7, 8 The resulting shear deformation angle is the allowable shear deformation angle γ
Thus, the hysteresis damping type shear damper 1 exhibits a plastic deformation behavior in which each of the shear plates 6, 7, 8 draws a hysteresis loop within the range of the allowable shear deformation angle γ. Demonstrate.

Conventionally, it was necessary to make the height of the shear plate or the shear panel appropriate for the energy absorption capacity. For example, the height between the beam 2 and the steel eccentric braces 5, 5 , The hysteresis damping type shear damper 1 according to the present embodiment is required.
According to this, even if the interval between both members is small, it is possible to have a sufficient energy absorbing ability, and the design restrictions of the RC frame 4 and the steel eccentric braces 5, 5 are relaxed,
Freer design is possible.

According to the hysteretic damping type shear damper 1 according to the present embodiment, the rigid members 9 and 10 are connected to the three adjacent shear plates 6, 7 and 8 such that their connection angle is 180 degrees. The shear plates 6, 7, 8 are arranged in a staggered manner because they are folded back and joined, and the most efficient configuration in terms of the occupied space in that the total extension length of the shear plates is made as long as possible. Becomes

Further, according to the hysteretic damping type shear damper 1 according to the present embodiment, the lower edge of the shear plate 6 and the lower edges of the shear plates 7, 7 arranged on both sides of the shear plate are formed by the same. Of the shear plates 7, 7 and the other edges of the shear plates 7, 7 and the upper edges of the shear plates 8, 8 disposed outside of the shear plates 7, 7. The rigid members 10 are so adjusted that their connection angle is 180 degrees.
And an upper mounting portion 11 for attaching to the beam 2 of the RC frame 4 is attached to the non-joining side edge of the shear plate 6, and the steel frame eccentric braces 5, 5 and 5 are attached to the non-joining side edge of the shear plate 8. Since the lower mounting portions 12 for mounting to the head of the vehicle are provided, the dampers are interposed between the RC frame 4 composed of the pillars and the steel eccentric braces 5, 5 disposed in the plane of the RC frame 4. It becomes a structure suitable for.

Further, according to the hysteresis damping type shear damper 1 according to the present embodiment, the three shear plates 6, 7, 8
Has a structure in which the shear plate 6 is shared and arranged symmetrically on both sides of a vertical plane passing through the center of the shear plate, so that a stable structure that has high energy absorption performance during an earthquake and does not cause twisting etc. is constructed. can do.

In the present embodiment, the hysteresis damping type shear damper 1 having a symmetrical arrangement structure with respect to the vertical plane has been described as an example. However, the symmetrical arrangement structure is not necessarily required if there is no problem in torsion and stability. As shown in FIG. 4, the lower end of the shear plate 6 and the lower end of the shear plate 7 are rigid members 9 so that their connection angle is 180 degrees.
And the shear plate 7
And the upper edge of the shear plate 8 is folded back and joined via the rigid member 10 so that their attachment angle becomes 180 degrees, and the upper mounting portion 11 is attached to the non-joint side edge of the shear plate 6. The hysteresis damping type shear damper 21 provided with the lower mounting portion 12 at the non-joining side edge of the shear plate 8 may be provided.

In the present embodiment, the shear plates 6, 7, 8 are joined via the rigid members 9, 10, but it is not always necessary to interpose the rigid members. May be directly joined. Also, instead of configuring the plurality of shear plates as joining of separate members, the plurality of shear plates 32 are integrally formed by bending one steel plate 33 so as to be folded as shown in FIG. 5. Together with the shear plate 32
Hysteretic damping type shear damper 31 having an upper mounting portion 11 at one end and a lower mounting portion 12 at the other end.
It may be constituted as.

In this embodiment, the shear plates 6, 7, and 8 are folded back and joined at 180 degrees. However, the plurality of shear plates according to the present invention each have hysteresis damping performance and It is sufficient if they are joined or integrally formed so that they are not arranged on the same plane and have a predetermined joint angle. In particular, the joint angle can be set to any angle, not limited to 180 degrees Therefore, various modifications as shown in FIG. 6 can be considered.

FIG. 5A shows a hysteresis damper obtained by joining a shear plate having a length L1, a shear plate having a length L2, and a shear plate having a length L3 to each other so as to have an angle of 90 degrees. Type shear damper, FIG.
A shear plate having a length L2 and a shear plate having a length L2, which are joined to each other so that the angle becomes an arbitrary angle α (for example, 60 degrees), and which are arranged symmetrically with respect to a vertical plane. Figure (c)
Is designed to join a shear plate of length L1, a shear plate of length L2 and a shear plate of length L3 to each other so that the angles become arbitrary angles α and β, and arrange them symmetrically with respect to the vertical plane. It is each showing the hysteresis damping type shear damper which becomes a structure.

FIG. 7 shows a hysteresis damping type shear damper 51 according to another modification. The hysteresis damping type shear damper includes a shear plate 52 having a length L1 and a length L2.
Shear plate 53 and length L3 shear plate 5
4 are joined to each other so as to have an angle of 90 degrees so that the entire cross section has a U-shape.
An upper mounting portion 57 is provided at one non-joining side edge of the shear plates 53, 54, that is, at the non-joining side edge of the shear plates 52, 52, and the other non-joining side edge, that is, at the shear plates 54, 54, A lower mounting portion 58 is provided.

The materials and the like of the shear plates 52, 53, 54 are almost the same as those of the shear plates 6, 7, 8 and their description is omitted, but their length L
1, L2, L3, the allowable shear deformation angle (permissible shear strain) γ of the shear plate and the magnitude of relative horizontal deformation between the head of the steel eccentric braces 5, 5 and the lower surface of the beam 2 during the earthquake Determined in consideration of. That is, γ
The lengths L1, L of the shear plates 52, 53, 54 are set so that (L1 + L2 + L3) exceeds the relative horizontal deformation during the earthquake.
2. Set L3.

The upper mounting portion 57 is connected to the beam 2 of the RC frame 4.
A substrate 55 having holes (not shown) through which anchor bolts 15 embedded in the substrate 55 are drilled is sheared by the shear plates 52, 52.
Is fixed to the non-joining side edge portion by welding or the like, and a nut 14 can be screwed into an anchor bolt 15 passed through the insertion hole and attached to the lower surface of the beam 2.

Similarly, the lower mounting portion 58 connects the base plate 56 in which holes (not shown) for inserting the bolts 18 mounted on the heads of the steel eccentric braces 5, 5 to the non-shearing plates 54, 54. In addition to being fixed to the joint side edge by welding or the like, a nut 17 is screwed into a bolt 18 passed through the insertion hole and can be attached to the head of the steel frame eccentric brace.

It is to be noted that the same reference numerals are given to the same components and the like as those in the above-described embodiments and modifications, and the description thereof will be omitted.

The operation and effect of the hysteresis damping type shear damper 51 according to the present embodiment are substantially the same as those of the above-described embodiment, and three shear plates 52, 53 and 54 are sequentially joined in a U-shape. By moving the shear plates 52, 53, while keeping the height of the damper itself to be equal to or less than the distance H between the lower surface of the beam 2 and the heads of the steel eccentric braces 5, 5,
For the total extension length obtained by summing the lengths of 54, see FIG.
(L1 + L2 + L3) as can be seen from the developed view of FIG.

Accordingly, even if the allowable shear deformation angle (allowable shear strain) γ is small, the deformation amount δ of the entire damper
Is the sum of the deformation amounts δ1, δ2, δ3 of the individual shear plates, ie, δ = (δ1 + δ2 + δ3) = γ ·
(L1 + L2 + L3).

Since other functions and effects are the same as those of the above-described embodiment, the description is omitted here.

FIG. 8 shows a hysteresis damping type shear damper 61 according to another modification. The hysteresis damping type shear damper has two shear plates 62 and 63 which are connected at an angle of 180 degrees. And folded back and joined in a horizontal position via a rigid member 64 so that they are symmetrically arranged with respect to the vertical plane, and an upper mounting portion 57 is provided at the non-joining side edge of one of the shear plates 62. The lower mounting portion 58 is provided at the non-joining side edge of the other shear plate 63.

The materials and the like of the shear plates 62 and 63 are almost the same as those of the shear plates 6, 7 and 8, and the description thereof will be omitted. The angle (allowable shear strain) γ and the magnitude of the relative horizontal deformation between the heads of the steel eccentric braces 5 and 5 and the lower surface of the beam 2 during an earthquake are determined. That is, the length L of the shear plates 62 and 63 is set so that 2γL exceeds the relative horizontal deformation during the earthquake.
Set.

It is to be noted that the same reference numerals are given to the same components and the like as those in the above-described embodiments and modified examples, and description thereof is omitted.

The operation and effect of the hysteresis damping type shear damper 61 according to this modification is substantially the same as that of the above-described embodiment, and the two shear plates 62 and 63 are horizontally connected so that the angle of attachment is 180 degrees. By joining in a posture, the total length of the shear plates 62 and 63 can be reduced to 2 L while the height of the damper itself is extremely low.

Therefore, even if the allowable shear deformation angle (allowable shear strain) γ is small, the deformation amount δ of the entire damper
Is the sum of the deformation amounts δ1 and δ2 of the individual shear plates, that is, δ = (δ1 + δ2) = 2γL.

Since other functions and effects are the same as those of the above-described embodiment, the description thereof is omitted here, but the hysteresis damping type shear damper 61 according to this modification is provided.
According to the above, in addition to the above-mentioned effects, any axial shrinkage generated in the shear plates 62, 63 due to the shear plastic deformation is not applied to the beam 2 as the upper structural material and the steel eccentric braces 5, 5 as the lower structural material. And the forced deformation due to the approach or separation between the beam 2 and the steel eccentric braces 5, 5 caused by the plastic behavior at the time of the earthquake.
This has a remarkable effect that there is no fear of adversely affecting the shear deformation behavior of the steel.

The hysteresis damping type shear damper 6
1 can be improved to provide a hysteresis damping type shear damper 71 for side mounting shown in FIG.

The hysteretic damping type shear damper 7 shown in FIG.
1 employs an upper mounting portion 72 and a lower mounting portion 73 that can be mounted on the side surface instead of the upper mounting portion 57 and the lower mounting portion 58 so that the upper mounting portion 57 and the lower mounting portion 58 can be mounted on the side surfaces of the beam 2 and the steel eccentric brace 5. Except for this point, the shear damper 61 is the same as the hysteresis damping type shear damper 61, and a detailed description thereof is omitted.

FIG. 10 shows a hysteresis damping type shear damper 81 according to still another modification. The hysteresis damping type shear damper includes two shear plates 82 and 8.
3 is pin-joined to each other so that the joining angle becomes an arbitrary angle α, and a pin-joint is made to the beam 2 as an upper structural material at a non-joining side edge of one of the shear plates 82. And a pin joint portion 85 is provided at the non-joint side edge of the other shear plate 83 so as to be pin-joined to the steel frame eccentric braces 5, 5 as the lower structural material. Become.

The materials and the like of the shear plates 82 and 83 are almost the same as those of the shear plates 6, 7 and 8, and the description thereof is omitted, but the lengths L 1 and L 2 of the shear plates are allowed. The shear deformation angle (allowable shear strain) γ and the magnitude of the relative horizontal deformation between the heads of the steel eccentric braces 5 and 5 and the lower surface of the beam 2 at the time of the earthquake are determined in the same manner as in the above embodiment.

The same reference numerals are given to the same components and the like as those in the above-described embodiments and modified examples, and the description is omitted.

Of the functions and effects of the hysteresis damping type shear damper 81 according to this modification, the same functions and effects as those of the above-described embodiment are omitted, but according to this modification, in addition to such functions and effects. , Beam 2 caused by plastic behavior during earthquake
Even if forced deformation due to approach or separation of the steel eccentric braces 5 and 5 and the steel eccentric braces 5 and 5 acts as shown in FIG. Since no force is generated, there is a remarkable effect that the shear deformation behavior of the shear plates 82 and 83 is not adversely affected, and even if axial shrinkage occurs in the shear plates 82 and 83 due to shear plastic deformation, As shown in FIG.
The two members 83 rotate around the pin and absorb the contraction in the axial direction, so that there is no influence on the beam 2 as the upper structural material and the steel eccentric braces 5, 5 as the lower structural material. It has a function and effect.

(Second Embodiment)

Next, a hysteretic damping type shear damper 91 according to the second embodiment will be described. Note that the same reference numerals are given to components and the like that are substantially the same as those of the first embodiment or its modified example, and description thereof is omitted.

FIG. 11 shows a hysteretic damping type shear damper 91 according to this embodiment. As can be seen from the figure, the hysteretic damping type shear damper 91 according to the present embodiment is shown.
Is used together with the RC frame 4 and the eccentric steel braces 5 and 5 arranged in the plane of the RC frame 4 and is interposed between the lower surface of the beam 2 of the RC frame 4 and the top of the steel eccentric braces 5 and 5.

The hysteresis damping type shear damper 91 includes a shear plate 92 having hysteresis damping performance, an upper mounting portion 93 for mounting to the beam 2 as an upper structural material provided at one edge of the shear plate. A lower mounting portion 94 for mounting to the steel eccentric braces 5, 5, which is a lower structural member provided on the other edge,
The upper mounting portion 93 and the lower mounting portion 94 are connected to the shear plate 9.
2 is configured to be held in a horizontal position so that when a horizontal external force, particularly a horizontal force at the time of an earthquake, is applied, the vibrational energy at the time of the earthquake can be absorbed by the hysteresis damping accompanying the shear deformation. Has become.

The shear plate 92 may have any configuration as long as it has hysteresis damping performance. For example, a plate formed by inserting a large number of slits in a normal thin steel plate or a plate formed of extremely mild steel is used. be able to. The thickness and width of the shear plate 92 may be appropriately set in consideration of the magnitude of the shearing force acting on the hysteresis damping type shear damper 91 during an earthquake.

The upper mounting portion 93 is the beam 2 of the RC frame 4.
The anchor bolt 15 embedded in the
Then, a nut 14 is screwed into the anchor bolt and attached to the lower surface of the beam 2.

Similarly, the lower mounting portion 94 is formed by inserting the bolt 18 attached to the head of the steel eccentric braces 5, 5 into the shear plate 92, and screwing the nut 17 into the bolt to form the head of the steel eccentric brace. It can be attached to.

In the hysteretic damping type shear damper 91 according to the present embodiment, even if the beam 2 and the steel eccentric braces 5, 5 approach or separate from each other due to the plastic behavior at the time of the earthquake,
The forced deformation accompanying the approach or separation is caused by the shear plate 9
2, acting in the out-of-plane direction. Therefore, the shear plate 9
2 has almost no adverse effect on the shear deformation behavior.

As described above, according to the hysteresis damping type shear damper 91 according to the present embodiment, the forced deformation due to the approach or separation between the beam 2 and the steel eccentric braces 5, 5 due to the plastic behavior at the time of the earthquake acts. Even so, it is possible to prevent the forced deformation from adversely affecting the shear deformation behavior of the shear plate 92.

Although not specifically mentioned in the present embodiment, it is needless to say that it is desirable to prevent the occurrence of torsion by forming the hysteresis damping type shear damper 91 in a symmetrical arrangement structure with respect to the vertical plane.

[0084]

As described above, according to the hysteresis damping type shear damper according to the first to seventh aspects of the present invention, large relative deformation occurs between the two members in which the hysteresis damping type shear damper is disposed. Even if it occurs, the shear deformation angle generated in each shear plate will not exceed the allowable shear deformation angle γ, and each shear plate will exhibit plastic deformation behavior that draws a hysteresis loop within the allowable shear deformation angle γ. It is possible to exhibit a high energy absorption capacity.

Further, according to the hysteretic damping type shear damper of the present invention according to claim 8, it is assumed that forced deformation due to approach or separation of the beam 2 and the steel eccentric braces 5, 5 caused by the plastic behavior at the time of the earthquake acts. In addition, it is possible to prevent the forced deformation from adversely affecting the shear deformation behavior of the shear plate 92.

[0086]

[Brief description of the drawings]

FIG. 1 is an arrangement diagram of a hysteresis damping type shear damper according to the present embodiment.

FIGS. 2A and 2B are diagrams of a hysteresis damping type shear damper according to the present embodiment, wherein FIG. 2A is a front view, and FIG.

FIG. 3 is a diagram showing an operation of the hysteresis damping type shear damper according to the embodiment.

FIG. 4 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 5 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 6 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 7 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 8 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 9 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 10 is a side view of a hysteresis damping type shear damper according to a modification.

FIG. 11 is a side view of a hysteresis damping type shear damper according to a second embodiment.

[Explanation of symbols]

1, 21, 31, 51, 61, 71, 81 Hysteresis damping type shear damper 2 Beam (upper structural material) 5 Steel frame eccentric brace (lower structural material) 6 Shear plate (first shear plate) 7 Shear plate (second) 8 Shear plate (third shear plate) 9, 10, 64 Rigid member 11 Upper mounting part 12 Lower mounting part 32 Shear plate 41-48 Shear plate 52-54 Shear plate 57, 72, 93 Upper mounting part 58, 73, 94 Lower mounting part 62, 63 Shear plate 82, 83 Shear plate 84, 85 Pin joint 92 Shear plate

──────────────────────────────────────────────────続 き Continued on the front page (51) Int.Cl. ⁷ Identification symbol FI Theme coat ゛ (Reference) F16F 7/12 F16F 7/12 15/02 15/02 K F term (Reference) 2E002 FA04 FB08 FB11 FB15 JA01 JB02 JB14 JB16 MA11 MA12 MA13 2E125 AA13 AA33 AC01 AC14 AG03 AG04 AG16 AG25 BA22 BB01 BB09 BB13 BB22 BC01 BC02 BC09 BD01 BE08 BF01 CA04 CA14 CA15 EA25 3J048 AA06 AB01 BE10 EA38 3J066 AA26 BA03 BB04 BF01

Claims (8)

[Claims] 1. A hysteretic damping type shear damper characterized in that a plurality of shear plates having hysteretic damping performance are joined or integrally formed so that they are not arranged on the same plane and have a predetermined fitting angle. . 2. An adjacent two shear plates of the plurality of shear plates have an engagement angle of 18
2. The hysteretic damping type shear damper according to claim 1, wherein the shear damper is folded back through a rigid member so as to become 0 degrees. 3. The shear member is made of three sheets, and a rigid member is connected to an edge of the first shear plate and an edge of the second shear plate so that an engagement angle between them becomes 180 degrees. And the other edge of the second shear plate and the edge of the third shear plate are folded and joined via a rigid member so that their fitting angle becomes 180 degrees. An upper attachment portion for attaching to the upper structure material is provided at a non-joining side edge of the first shear plate, and a lower attachment portion for attaching to the lower structure material is provided at the non-joining side edge of the third shear plate. The hysteretic damping type shear damper according to claim 2, wherein each of said shear plates can be mounted in a vertical posture between said upper structural member and said lower structural member. 4. The plurality of shear plates are composed of three shear plates, and the shear plates are joined to each other so as to have an angle of 90 degrees so that the entire cross section has a U-shape. An upper mounting portion for attaching to the upper structural material is provided at one non-joining side edge of the shear plate, and a lower mounting portion for attaching to the lower structural material is provided at the other non-joining side edge of the shear plate. The hysteretic damping type shear damper according to claim 2. 5. An upper attachment portion for attaching to an upper structural material is provided at two non-joining side edges of one of the shear plates, and one of the shear plates is provided,
A lower mounting portion for mounting to the lower structural material is provided at a non-joining side edge of the other shear plate, and the respective shear plates are arranged in a horizontal posture between the upper structural material and the lower structural material. 3. The hysteretic damping type shear damper according to claim 2, wherein the shear damper is configured to be able to be used. 6. The hysteretic damping type shear damper according to claim 3, wherein the shear damper has a symmetrically arranged structure with respect to a vertical plane. 7. The plurality of shear plates are composed of two shear plates and are pin-joined to each other, and one of the shear plates is pinned to a non-joining side edge of the shear plate with respect to the upper structural material. 2. A pin joint configured to be joined, and a pin joint configured to be pin joined to a lower structural member is provided at a non-joining side edge of the other shear plate. The hysteretic damping type shear damper described. 8. A shear plate having hysteretic damping performance, an upper mounting portion provided on one edge of the shear plate for mounting to an upper structural material, and a lower structural member provided on the other edge. A hysteretic damping type shear damper comprising: a lower mounting portion for mounting; and the upper mounting portion and the lower mounting portion are configured such that the shear plate is held in a horizontal posture.