JP4302175B2 - Damping damper - Google Patents

Description

  The present invention relates to a vibration damper used for a wooden structure.

Conventionally, in a seismic reinforcement structure for a wooden house that can be seismically strengthened for a wooden house very easily and at low cost, two displacement plates are attached to the joint that is the joint between the wooden frame members. A viscoelastic damper comprising a viscoelastic body filled in a gap between a displacement plate and a displacement plate is attached, and seismic energy is absorbed by shear deformation of the viscoelastic body (for example, patent document) 1).
Japanese Patent No. 3667123

  By the way, although the conventional damper like the above-mentioned patent document 1 was able to be attached to the junction (joint part) of a pillar and a beam, for example, a joist is near the junction of a pillar and a foundation. Since there is a case where it is disposed, there is a problem that it cannot be attached due to interference with joists.

  Therefore, the present invention has been made in view of the above-described circumstances, and provides a vibration damper that can be reliably attached to a joint portion between shaft assemblies.

In order to solve the above-mentioned problem, the invention described in claim 1 is provided in a vibration damping damper installed in the vicinity of a joint portion between the shaft assembly members of the wooden structure and fixedly projected to one of the shaft assembly members. The first plate member, the second plate member fixedly projecting to the other shaft assembly member, and the first plate member and the second plate member are filled between the first plate member and the second plate member. A first gap is formed between the other shaft assembly and the first attachment portion of the first plate in the first plate member, and the one A second gap is formed between the second plate member and the second mounting portion of the second plate member, and the first plate member extends from the first mounting portion to the second mounting portion. The second plate material is formed from the second mounting portion and the first take-off plate is formed of a steel plate material formed so as to face the portion. A space formed by the first gap, the second gap, the first plate, and the second plate is at least a joist. The elastic material has a size that can be inserted, and the elastic material is Heq (equivalent viscous damping constant) in an environment of 0 ° C. to 40 ° C. and 0.125 ≦ γ (shear strain) ≦ 3.0. (Equivalent damping constant)) is Heq> 0.24, and the ratio of Geq (equivalent shear modulus) between γ = 3 and γ = 1 is 0.40 ≦ {Geq ₍ γ _{= 3.0)} } / {Geq ₍ γ _{= 1.0)} } <0.60, and the damping performance of the elastic material is ± 50% within a range of 0.1 to 20 Hz with a rate of change based on a certain frequency under a constant temperature condition. Geq at 0 ° C. (t = 0 ° C.) and Geq at 20 ° C. (t = 20 ° C.) with reference to Geq at 20 ° C. The ratio of Geq (t = 0 ° C.) / Geq (t = 20 ° C.) ≦ 2.0 and Geq (t = 40 ° C.) when 40 ° C. and Geq (t = 20 ° C.) when 20 ° C. ) Is Geq (t = 40 ° C.) / Geq (t = 20 ° C.) ≧ 0.5, and the deformation amount (strain rate) at the time of limit deformation is in the range of 0 ° C. to 40 ° C. The rate ≧ 400%, and the change rate of Heq and Geq at the age equivalent to 60 years is Heq (60 years) / Heq (0 years)> 0.8, Geq (60 years) / Geq (0 years) < It is characterized by being in the range of 1.2 .

  The invention described in claim 2 is characterized in that an anchor bolt for joining a base and a foundation in the vicinity of the joint portion can be arranged in the space portion.

  According to the first aspect of the present invention, since the vibration damper is composed of the first plate member, the second plate member, and the elastic material filled between them, the weight and size can be reduced. In addition, by forming the first gap and the second gap, a hollow space portion is formed when the damping damper is attached to the shaft assembly material. Can be arranged. Therefore, there exists an effect which can be reliably attached to the junction part of shaft assembly materials.

  Moreover, since the 1st board | plate material and the 2nd board | plate material are formed with the steel plate, intensity | strength can be ensured and a seismic performance can be ensured reliably as a damping damper. In addition, the first plate and the second plate can be installed diagonally with respect to the shaft assembly with the minimum necessary area, so the material can be reduced, and the vibration damper that contributes to improved earthquake resistance at low cost. There is an effect that can be manufactured. Furthermore, since the first plate member and the second plate member are installed obliquely with respect to the shaft assembly members, the seismic strength can be easily adjusted by increasing or decreasing the area of the joint surface between the first plate member and the second plate member. There is an effect that can.

Furthermore, when the damping damper is attached to the joint between the pillar and the base, it can be attached without interfering with the joist even if the joist is arranged. Therefore, there exists an effect which can be reliably attached to the junction part of shaft assembly materials.
Furthermore, by adopting an appropriate material for the elastic material, it is possible to reliably exhibit the desired performance as the vibration damper.

  According to the second aspect of the present invention, when the damping damper is attached to the joint between the pillar and the base, it can be attached without interfering with the anchor bolt even if the anchor bolt is disposed. Therefore, there exists an effect which can be reliably attached to the junction part of shaft assembly materials.

Next, an embodiment of the present invention will be described with reference to FIGS. In each drawing used for the following description, the scale of each member is appropriately changed to make each member a recognizable size.
As shown in FIGS. 1 to 3, the vibration damper 10 includes a first plate member 11 formed in a substantially trapezoidal shape in a front view, a second plate member 13 formed in a line-symmetric shape with the first plate member 11, and An elastic material 15 filled between the first plate member 11 and the second plate member 13 and joining the first plate member 11 and the second plate member 13 is provided.
The 1st board | plate material 11 is a plate-shaped member formed with steel plates, such as SS400, for example. The flat portion 17 of the first plate member 11 is formed in a substantially trapezoidal shape. The first plate member 11 is bent at a substantially right angle at the end portion 19 of the flat portion 17 and further extended to form an attachment portion 21. A plurality of through holes 23 are formed in the attachment portion 21 and are configured so that screws and nails can be inserted and fixed to the shaft assembly. Further, the end side 33 opposite to the side on which the attachment portion 21 is formed is formed so as to intersect at right angles to the short side 43 and the long side 39 formed at both ends thereof.

  The 2nd board | plate material 13 is a structure substantially the same as the 1st board | plate material 11, and is a plate-shaped member formed, for example with steel plates, such as SS400. The flat portion 25 of the second plate member 13 is formed in a substantially trapezoidal shape. The second plate member 13 is bent at a substantially right angle at the end portion 27 of the flat portion 25 and further extended to form an attachment portion 29. A plurality of through holes 31 are formed in the attachment portion 29, and are configured to be able to be inserted into screws and nails and fixed to the shaft assembly. Further, the end side 37 opposite to the side on which the attachment portion 29 is formed is formed so as to intersect at right angles to the short side 45 and the long side 35 formed at both ends thereof.

  Further, the length of the end side 33 of the first plate member 11 and the end side 37 of the second plate member 13 have substantially the same length. Further, the first plate member 11 and the second plate member 13 are arranged such that the short side 43 of the first plate member 11 and the short side 45 of the second plate member 13 are flush with each other, and the length of the first plate member 11 is long. The side 39 and the long side 35 of the second plate 13 are arranged so as to be flush with each other. That is, the joint surface 41 where the first plate member 11 and the second plate member 13 overlap each other is formed in a substantially rectangular (rectangular) shape.

  Furthermore, a first gap W1 is formed between the end portion on the short side 43 side of the attachment portion 21 of the first plate member 11 and the surface on which the attachment portion 29 of the second plate member 13 is formed. A second gap W <b> 2 is formed between the end of the 13 attachment portions 29 on the short side 45 side and the surface on which the attachment portion 21 of the first plate 11 is formed. Note that a region formed by the first gap W <b> 1 and the second gap W <b> 2 is configured as a space portion 50. The space 50 is configured in a right triangle shape when viewed from the front.

  An elastic material 15 is filled between the first plate member 11 and the second plate member 13. The elastic material 15 is made of, for example, a material made of a polymer material such as acrylic, silicon, asphalt, or rubber, or a composite material thereof. The first plate member 11 and the second plate member 13 are joined by the elastic material 15. The elastic material 15 is filled in substantially the entire bonding surface 41.

Here, the elastic material 15 will be described in detail.
Generally, a viscoelastic body (elastic material) increases in rigidity and resistance as the amplitude increases. In the case of a viscoelastic body having the property that the rigidity increases as the amplitude increases, the acceleration response of the building and the excessive increase in stress of each part occur. Therefore, the viscoelastic body for the vibration damper 10 is preferably formed of a viscoelastic material having a property that the increase in rigidity reaches a peak even when the amplitude increases. In addition, the viscoelastic body for the vibration damper 10 must function in a wide range of vibrations ranging from environmental vibrations such as traffic vibrations to wind fluctuations during typhoons or large earthquakes. Small is preferable.

As shown in Table 1, the viscoelastic body was stable with Heq (equivalent viscous damping constant (equivalent damping constant))> 0.24 in the region of 0.125 ≦ γ (shear strain) ≦ 3.0. Even if it has energy absorption capability and the amplitude increases, the ratio of Geq (equivalent shear modulus) between γ = 3 and γ = 1 is 0.40 ≦ {Geq ₍ γ _{= 3.0)} } / {Geq ₍ γ _{= 1.0)} } <0.60. When this ratio exceeds 0.6, the acceleration response of the building increases, an excessive stress load is generated on the members of each part of the building, and the optimization design of the vibration damper 10 becomes difficult. Moreover, when this ratio is less than 0.4, the contribution of the rigidity of the vibration damper 10 to a part of the rigidity of the entire building is reduced, and it is difficult to reduce the cost of the building member.
Here, Geq (equivalent shear modulus) = Keq / (S / D).
Note that γ is a shear strain, and as shown in FIG. 5, the shear deformation amount d of the viscoelastic body is divided by the thickness t ₁ of the viscoelastic body (γ = d / t ₁ ). Further, Heq and Geq are calculated based on the following equations by performing a sinusoidal excitation for shear deformation of the viscoelastic body, obtaining a hysteresis loop (hysteresis curve) shown in FIG.
Heq = ΔW / 2πW
W: Elastic energy of shear deformation (N · mm) (area of hatched portion in FIG. 6)
ΔW: Total energy absorbed by shear deformation (N · mm) (area of ellipse in FIG. 6)
Geq = Keq / (S / D ) = F / U BE / (S / D)
F: Load when giving maximum displacement (N)
U _BE : Maximum displacement (mm)
S / D: Shape factor of specimen (sample shear area / sample shear gap)

Further, as shown in Table 2, in general viscoelastic bodies, Geq (N / mm ² ) increases remarkably as the vibration frequency increases. For example, at 20 ° C., the value of Geq is two to three times when the vibration frequency is 0.1 Hz and 2.0 Hz. The prevailing frequency of traffic vibration is normally distributed in 4-7 Hz, and the seismic motion is distributed in the range of 0.1-20 Hz. Therefore, as a viscoelastic body for the vibration damper 10, the input frequency distribution region has a wide range of seismic motion. On the other hand, it is preferable to have relatively stable properties in terms of rigidity and damping performance.

The damping performance of a general viscoelastic body can be generally expressed by the product of its rigidity (here, Geq) and a damping constant (here, Heq).
In the present viscoelastic body, the value of this product is within ± 50% within a range of 0.1 to 20 Hz with a certain frequency as a reference under a certain temperature condition. When this range exceeds ± 50%, it is difficult to develop a stable property in terms of rigidity and damping performance with respect to ground motion (distribution of about 0.1 to 20 Hz) over a wide input frequency distribution region.

Further, as shown in Table 3, a general viscoelastic body has high rigidity at low temperatures and low rigidity at high temperatures. In Japan, the temperature changes greatly throughout the year, and the viscoelastic body for the damping damper 10 has relatively stable properties in terms of rigidity and damping performance in the temperature range of about 0 to 40 ° C. Preferably it is.
This viscoelastic body is based on Geq at 20 ° C., and the ratio of Geq (t = 0 ° C.) at 0 ° C. to Geq (t = 20 ° C.) at 20 ° C. t = 0 ° C.) / Geq (t = 20 ° C.) ≦ 2.0, and on the high temperature side, Geq at 40 ° C. (t = 40 ° C.) and Geq at 20 ° C. (t = 20 ° C.) The ratio becomes Geq (t = 40 ° C.) / Geq (t = 20 ° C.) ≧ 0.5.

 Moreover, the rigidity at the time of designing a building needs to be able to withstand the Geq (t = 0 ° C.) of the viscoelastic body that becomes high at low temperatures. Here, when Geq (t = 0 ° C.) / Geq (t = 20 ° C.) exceeds 2.0, the building has an excessively rigid design, resulting in a significant cost increase. In addition, when Geq (t = 40 ° C.) / Geq (t = 20 ° C.) is less than 0.5 above, the damping performance (product of rigidity and damping constant) at 40 ° C. becomes small, and stable damping performance Can not get. Thus, when the rigidity of the viscoelastic body largely changes depending on the temperature, the mounting position on the building is limited to a place where the temperature change is small, such as the inner wall, and the degree of freedom in design is reduced.

  Furthermore, as shown in Table 4, in order for a general viscoelastic body to follow the deformation of a building and express stable performance, γ (shear strain) ≦ 3 in an environment of 0 ° C. to 40 ° C. It is necessary that there is no reduction in horizontal force under the .0 region. The present viscoelastic body exhibits a strain rate ≧ 400% when the deformation amount (strain rate) at the limit deformation is in the range of 0 ° C. to 40 ° C. A viscoelastic body with a strain rate of less than 400% cannot follow the building deformation during a large earthquake and the viscoelastic body breaks.

In general, the secular change of the viscoelastic body is, as shown in Table 5, after the heat-promoted deterioration under the aging conditions corresponding to the aging at 20 ° C. obtained by the Arrhenius law. A positive and negative horizontal displacement of 100% with respect to the thickness is given in an environment with a frequency of 0.1 Hz and a temperature of 20 ° C., and Heq and Geq are obtained. The relational expression between temperature and time obtained by developing from Arrhenius law is given below.
ln (L ₂₀ / L _S ) = (1 / t ₂₀ −1 / t _S ) · (Ea / R)
here,
L ₂₀ : Aging time at 20 ° C. (hr)
L _S・ ・ ・ Aging time at any temperature (hr)
t ₂₀ ... temperature 20 ° C
t _S ... Arbitrary temperature (° C)
Ea: Activation energy (value specific to viscoelastic material)
R: Gas constant From the above, accelerated deterioration test conditions: 80 ° C. × 7 days.
The secular change of this viscoelastic body corresponds to the durable years required for general buildings. In the accelerated deterioration test of 60 years equivalent to age, the change rates of Heq and Geq are Heq (60 years) / Heq (0 years)> 0.8, Geq (60 years) / Geq (0 years) <1.2 The vibration damping performance is sufficiently maintained even after 60 years of equivalent age. However, if the rate of change of Heq and Geq is outside the above range, the function of the damping damper 10 is degraded, so replacement is required before 60 years equivalent to age.

As described above, the viscoelastic body used in the vibration damping damper 10 has preferable strain dependency, frequency dependency, temperature dependency, limit performance, and secular change, and thereby has excellent vibration suppression performance. To express.
The viscoelastic body used for these vibration dampers 10 is particularly a base rubber made of a polymer having a C—C bond in the main chain, and 100 to 150 parts by mass of silica with respect to 100 parts by mass of the base rubber. And 10-30 mass% silane compound of the silica is added to form a crosslinked rubber composition.
The rubber composition (viscoelastic body) is obtained by kneading the above components using, for example, a closed kneader. And when using it for the damping damper 10, for example, while shape | molding the obtained rubber composition into a sheet form using a roller head extruder etc., and stamping out the shape | molded sheet | seat in a predetermined shape, the sheet | seat is used. In a state where a plurality of layers are laminated so as to have a predetermined thickness, they can be manufactured by heating in a predetermined mold and performing, for example, vulcanization molding.

Moreover, the measurement of each characteristic value mentioned above was implemented using the damping rubber test body. This vibration-damping rubber specimen can be formed, for example, by bonding to a pair of steel plates using a self-adhesive material or a general adhesive, but from the viewpoint of reliability to bonding, Joined. For example, an unvulcanized vibration-damping rubber (viscoelastic body) is extruded to have a predetermined shape, then cut, preliminarily molded, heated in a predetermined mold, and vulcanized and molded. A vibration-damping rubber specimen was manufactured by vulcanization adhesion at the same time as vulcanization.
Then, set the manufactured vibration-damping rubber specimen on the EHF-EV020K2-040-1 A-type servo pulsar durability tester manufactured by Shimadzu Corporation so that the two specimens are sandwiched via the steel plate. Measurements such as Geq described above were performed.

Next, the case where the damping damper 10 is installed in a wooden structure will be described with reference to FIG.
As shown in FIG. 4, a base 51 made of wooden squares extends substantially horizontally around the entire circumference of a first floor of the wooden structure above a foundation (not shown) formed of concrete or the like. Is provided. In addition, above the base 51, a pillar 53 made of wooden square material is erected in a substantially vertical direction at an appropriate interval. The base 51 and the pillar 53 are joined by fitting a fitting portion (not shown) formed in the joint portion 55 of each other.

  In addition, unillustrated large draws and joists constituting the first floor are appropriately arranged in a substantially grid pattern. The joists 57 are arranged such that the end portions are placed on the base 51. Here, as shown in FIG. 4, a part of the joist 57 is disposed in the vicinity of the joint portion 55 between the base 51 and the pillar 53.

The vibration damper 10 is provided at the location having the above-described configuration. The vibration damper 10 is disposed so that the attachment portion 21 of the first plate member 11 is in contact with the upper surface 59 of the base 51, and the first plate member 11 and the base 51 are moved by driving a nail or the like into the through hole 23 of the attachment portion 21. It is joined. Further, the mounting portion 29 of the second plate member 13 is disposed so as to contact the surface 61 of the column 53, and the second plate member 13 and the column 53 are joined by driving a nail or the like into the through hole 31 of the mounting portion 29. . In this way, the vibration damper 10 can be easily attached to the wooden structure. At this time, the vibration damper 10 is installed between the base 51 and the pillar 53 obliquely.
Further, when the vibration damper 10 is attached so as to be installed between the base 51 and the pillar 53, the space portion 50 is configured to be located at a position surrounded by the base 51, the pillar 53, and the vibration damper 10. .

At this time, the joist 57 is located in the space 50 formed in the vibration damper 10, and the vibration damper 10 and the joist 57 are attached without interference.
In addition, the damping damper 10 is similarly attached suitably also to the junction part of shaft assemblies, such as the junction part of the pillar 53 and the beam which is not shown in figure.

  Further, in order to join the base 51 and the foundation, anchor bolts 63 are driven from the upper surface 59 of the base 51 toward the foundation and joined. The anchor bolts 63 are driven from the base 51 side toward the foundation while being appropriately spaced along the outer periphery of the first floor of the wooden structure. When the anchor bolt 63 is driven, the head protrudes from the upper surface 59 of the base 51. Here, even if the anchor bolt 63 is driven in the space 50 of the vibration damper 10, the head of the anchor bolt 63 can be arranged in the space 50.

In such a configuration, since the joint portion 55 between the base 51 and the pillar 53 constituting the wooden structure does not have a complete rigid structure, the vicinity of the joint portion 55 is deformed during an earthquake or the like.
When the vicinity of the joint portion 55 is deformed, the first plate member 11 and the second plate member 13 of the vibration damper 10 receive the seismic force, and the flat portion 17 of the first plate member 11 and the flat portion 25 of the second plate member 13 are mutually connected. When the elastic material 15 is sheared and deformed in the opposite directions, the seismic energy is absorbed, and as a result, the seismic strength of the wooden structure can be improved.

  According to this embodiment, in the damping damper 10 installed in the vicinity of the joint part between the frame members of the wooden structure, the first plate member 11 that is fixedly projected to the base 51 and the column 53 is fixed. A second plate member 13 that is projected, and an elastic material 15 that is filled between the first plate member 11 and the second plate member 13 and that joins the first plate member 11 and the second plate member 13, and a column 53. A first gap W1 is formed between the attachment portion 21 of the first plate member 11 and the end portion on the short side 43 side, and the end portion on the short side 43 side of the base 51 and the attachment portion 29 of the second plate member 13 is formed. The second gap W2 is formed between the two.

  Since it comprised in this way, the damping damper 10 is comprised by the elastic material 15 with which the 1st board | plate material 11 and the 2nd board | plate material 13 were filled between them, and it can reduce in weight and size. Further, by forming the first gap W1 and the second gap W2, the hollow space 50 is formed when the damping damper 10 is attached to the shaft assembly such as the base 51 and the column 53. Therefore, members such as joists 57 and parts can be arranged in the space 50. Therefore, the damping damper 10 can be reliably attached to the joint portion between the shaft assemblies such as the joint portion 55 between the base 51 and the column 53.

  Further, the first plate member 11 is formed of a steel plate member formed so as to be directed from the attachment portion 21 to the attachment portion 29, and the second plate member 13 is formed so as to be directed from the attachment portion 29 to the attachment portion 21. It comprised with the board | plate material made from a steel plate.

  Since it comprised in this way, the 1st board | plate material 11 and the 2nd board | plate material 13 are formed with a steel plate, intensity | strength can be ensured and the seismic performance can be ensured reliably as the damping damper 10. FIG. In addition, since the first plate member 11 and the second plate member 13 can be installed obliquely with respect to the shaft assembly members with a necessary minimum area, the material can be reduced, and a system that contributes to improvement of earthquake resistance at low cost. The vibration damper 10 can be manufactured. Furthermore, since the first plate member 11 and the second plate member 13 are installed obliquely with respect to the shaft assembly members, the seismic strength can be easily adjusted by increasing or decreasing the area of the joint surface 41.

  Further, the space 50 constituted by the first gap W 1, the second gap W 2, the first plate member 11, and the second plate member 13 is configured to have a size capable of inserting at least the joist 57.

  Since it comprised in this way, when attaching the damping damper 10 to the junction part 55 of the base 51 and the pillar 53, even if the joist 57 is arrange | positioned, it can attach without interfering with the joist 57. Therefore, it can be reliably attached to the joint portion between the shaft assemblies such as the joint portion 55 between the base 51 and the column 53.

  Furthermore, the anchor bolt 63 for joining the base 51 and the foundation in the vicinity of the joint portion 55 can be disposed in the space portion 50.

  Since it comprised in this way, when attaching the damping damper 10 to the junction part 55 of the base 51 and the pillar 53, even if the anchor bolt 63 is arrange | positioned, it can attach without interfering with the anchor bolt 63. Therefore, it can be reliably attached to the joint portion between the shaft assemblies such as the joint portion 55 between the base 51 and the column 53.

An embodiment using the above-described vibration damper 10 will be described. The embodiment will be described with reference to FIGS. 1 to 4 as appropriate.
The 1st board | plate material 11 and the 2nd board | plate material 12 were formed with the steel plate which consists of SS400 of thickness 3.2mm. Each of the flat portions 17 and 25 was formed with a short side of 240 mm, a long side of 430 mm, and a height of 92 mm. Each attachment part 21 and 29 was formed in the magnitude | size of 130 mm x 43 mm. The through holes 23 and 31 were each formed as a hole with a diameter of 6 mm, and 11 pieces (6 pieces + two pieces of 5 rows) were formed so as to be evenly arranged.

The first plate member 11 and the second plate member 13 thus formed are arranged so that the short side 43 of the first plate member 11 and the short side 45 of the second plate member 13 are flush with each other, and the first plate member The long side 39 of 11 and the long side 35 of the 2nd board | plate material 13 have arrange | positioned so that it may become flush | level. In other words, the joining surface 41 where the first plate member 11 and the second plate member 13 overlap each other is arranged to be substantially rectangular (rectangular).
Here, the 1st board | plate material 11 and the 2nd board | plate material 13 have been arrange | positioned so that the magnitude | size of the junction part 41 may be 162 mm x 92 mm.

By configuring in this way, the space 50 is formed in a right isosceles triangle size in which the first gap W1 and the second gap W2 are each 170 mm in front view.
The elastic material 15 was filled between the first plate material 11 and the second plate material 13 and formed of a rubber-based material having a thickness of 3 mm. The elastic material 15 was formed on the joint surface 41 with a size of 150 mm × 80 mm in front view.
Then, the attachment portion 21 of the first plate member 11 was fixedly installed on the base 51, and the attachment portion 29 of the second plate member 13 was fixedly installed on the column 53.

  Thus, it was confirmed that the vibration damping experiment 10 was performed in a state where the vibration damper 10 was installed on the wooden structure, which contributed to the improvement of the earthquake resistance.

It should be noted that the technical scope of the present invention is not limited to the above-described embodiment, and includes those in which various modifications are made to the above-described embodiment without departing from the spirit of the present invention. That is, the specific materials, configurations, and the like given in the embodiment are merely examples, and can be changed as appropriate.
For example, in the present embodiment, the first plate member and the second plate member are arranged and configured so that the bending direction of the attachment portion is the same direction, but the arrangement configuration is such that the bending direction of the attachment portion is opposite. May be.
Moreover, although the case where it has the magnitude | size which can arrange a joist and an anchor bolt in a space part was demonstrated in this embodiment, the magnitude | size which can arrange only a joist may be sufficient.
Moreover, in this embodiment, although the case where each board | plate material was arrange | positioned so that the joint surface of a 1st board | plate material and a 2nd board | plate material might become a rectangle, the positional relationship of a 1st board | plate material and a 2nd board | plate material was shifted. In addition, the joint surfaces may be arranged in a square shape.

It is a perspective view of the damping damper in the embodiment of the present invention. It is a front view of the damping damper in the embodiment of the present invention. It is a side view of the damping damper in the embodiment of the present invention. It is a perspective view which shows an example which installed the damping damper in embodiment of this invention in the wooden structure. It is the schematic which calculates | requires the shear distortion of the elastic material (viscoelastic body) in embodiment of this invention. It is a hysteresis loop (hysteresis curve) of the elastic material (viscoelastic body) in the embodiment of the present invention.

Explanation of symbols

  DESCRIPTION OF SYMBOLS 10 ... Damping damper 11 ... 1st board | plate material 13 ... 2nd board | plate material 15 ... Elastic material 21 ... Attachment part (1st attachment part) 29 ... Attachment part (2nd attachment part) 50 ... Space part 51 ... Base (shaft assembly material) 53 ... Pillar (shaft assembly) 55 ... Joint part 57 ... Jaw 63 ... Anchor bolt W1 ... First gap W2 ... Second gap

Claims (2)

In the vibration damper installed near the joint between the wooden frames of the wooden structure,
A first plate member fixed and projecting on one shaft assembly;
A second plate member fixed and projecting to the other shaft assembly;
An elastic material filled between the first plate and the second plate, and joining the first plate and the second plate;
A first gap is formed between the other shaft assembly and the first attachment portion of the first plate in the first plate, and in the one shaft assembly and the second plate. A second gap is formed between the second shaft assembly and the second attachment portion,
The first plate is composed of a plate made of a steel plate formed so as to be directed from the first mounting portion to the second mounting portion,
The second plate is composed of a plate made of a steel plate formed so as to be directed from the second mounting portion to the first mounting portion,
The space formed by the first gap, the second gap, the first plate member, and the second plate member has a size capable of inserting at least a joist ,
The elastic material is
In an environment of 0 ° C. to 40 ° C. and 0.125 ≦ γ (shear strain) ≦ 3.0,
Heq (equivalent viscous damping constant (equivalent damping constant)) is Heq> 0.24,
The ratio of Geq (equivalent shear modulus) between γ = 3 and γ = 1 is 0.40 ≦ {Geq ₍ γ _{= 3.0)} } / {Geq ₍ γ _{= 1.0)} } <0.60,
The damping performance of the elastic material has a rate of change within ± 50% within a range of 0.1 to 20 Hz on the basis of a certain frequency under a certain temperature condition,
Based on Geq at 20 ° C,
The ratio of Geq at 0 ° C. (t = 0 ° C.) to Geq at 20 ° C. (t = 20 ° C.) is Geq (t = 0 ° C.) / Geq (t = 20 ° C.) ≦ 2.0, And,
The ratio of Geq at 40 ° C. (t = 40 ° C.) to Geq at 20 ° C. (t = 20 ° C.) is Geq (t = 40 ° C.) / Geq (t = 20 ° C.) ≧ 0.5 Yes,
Deformation amount (distortion rate) at the limit deformation is in the range of 0 ° C. to 40 ° C., and distortion rate ≧ 400%,
Over 60 years, the change rate of Heq and Geq is in the range of Heq (60 years) / Heq (0 years)> 0.8 and Geq (60 years) / Geq (0 years) <1.2. Damping damper characterized by that.   The damping damper according to claim 1, wherein an anchor bolt for joining a base and a foundation in the vicinity of the joint is arranged in the space.

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